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HomeMy WebLinkAboutCnb 206 1 Hoag Dr Gfry n 1 m Li 1el o� V LA\V Crandall LAWGIBB Group Member AL Poo_ �✓ 1'13te - -47001t7 FINAL REPORT GEOTECHNICAL INSPECTION SERVICES LOWER CAMPUS TEMPORARY PARKING LOT HOAG MEMORIAL HOSPITAL PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California January 28, 2000 Project 70144-9-0262 plot LAW LAWGIBB Group Member January 28, 2000 Mr. Leon Roach Hoag Memorial Hospital Presbyterian Facilities Design and Construction One Hoag Drive, P. O. Box 6100 Newport Beach, California 92658 Subject: Final Report of Geotechnical Inspection Services Lower Campus Temporary Employee Parking Lot Hoag Memorial Hospital Presbyterian One Hoag Drive Newport Beach, California Law/Crandall Project 70144-9-0262 Dear Mr. Roach: SUMMARY We have completed geotechnical inspection services at the site of the subject project. This final report provides a formal record of our observation and testing of the compacted subgrade, base course, and asphalt paving placed in the parking lot. The location of the site is shown in relation to adjacent structures the attached Plot Plan. The observation work was performed periodically as requested between July 2 and July 15, 1999. We previously performed a geotechnical investigation of the adjacent site for the western portion of the lower campus and submitted our recommendations in a report dated January 23, 1996 (70131-5- 0689.0001). This final report is limited to the earthwork performed through July 15, 1999, the date of our last observation and/or testing of the soil -related and asphalt paving work for the project. The subgrade, base course, and asphalt paving, at the locations and elevations tested by us, were compacted to at least the specified degree of compaction, except as noted herein. Law/Crandall, A Division of Law Engineering and Environmental Services, Inc. 200 Citadel Drive • Los Angeles, CA 90040-1554 323.889.5300 • Fax 323-721-6700 Hoag Memorial Hospital Presbyterian - Geoteclmical Lupection Services January 28, 2000 Law/Crandall Project 70144-9-0262 Our professional services have been performed using that degree of care and skill ordinarily exercised. under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional opinions included in this report. The scope of our services did not include surveying or the responsibility for job safety. The soil -related and asphalt paving work was performed to the limits and at the locations indicated by stakes and hubs set by others. OBSERVATION AND TESTING OF COMPACTED SUBGRADE AND BASE COURSE The earthwork for the project consisted of compaction of the subgrade and placing and compacting base course to provide subgrade support for parking lot and driveway paving areas. SOIL TYPES The soils encountered at subgrade consisted of on -site silty sand/poorly graded sand and silty sand. Crushed miscellaneous base was used for the required base course. COMPACTION SPECIFICATIONS The project plans required that the subgrade be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-91 (equivalent to UBC-70-I) method of compaction. The base course was to be compacted to at least 95% of the maximum density. Compaction tests were performed on representative samples of the soils to establish the maximum dry densities. The tests were performed in general accordance with the specified ASTM Designation D1557-91 (equivalent to UBC —70-1) method of compaction, which uses a I/30-cubic-foot mold in which each of five layers of soil is compacted by 25 blows of a l0-pound hammer falling 18 inches. Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services January 28, 2000 Law/Crandall Project 70144-9-0262 The results of the compaction tests were used in establishing the degree of compaction achieved during the earthwork. COMPACTION OF SUBGRADE AND BASE After the parking area was cut to the desired subgrade. the excess soils were removed. Next, the exposed soils were scarified to a depth of 6 inches, brought to near -optimum moisture content, and rolled with heavy compaction equipment. The required base course was then placed in a loose lift, moisture conditioned, and compacted. A vibratory roller, a blade. and loaders were used to compact the subgrade and base course. FIELD DENSITY TESTING ASTM Designation D1556 sand -cone field density (equivalent to UBC 70-2) tests were performed to establish the degree of compaction achieved as the earthwork progressed. The results of the field density tests are given in the attached table, Field Density Test Results: the approximate locations of the tests are shown on the Plot Plan. OBSERVATION AND TESTING OF ASPHALT PAVING As requested. our field technician observed the asphalt paving placed in the parking lot and driveway areas. The technician performed ASTM Designation D2922-8 1 nuclear gage (equivalent to UBC-70- 5) in -place density tests to establish the degree of compaction achieved. The asphalt paving was to be compacted to at least 95% of the maximum density. The asphalt concrete consisted of 1/2-inch aggregate using AR4000 asphalt cement. At the time of delivery. the temperature of the asphalt ranged from 280° to 310° Fahrenheit. A value of 145 pounds per cubic foot was used for the maximum density. The nuclear gage in -place density test results are given in the attached table; the approximate locations of the tests are shown on the Plot Plan. Where a test indicated Tess than the required degree .{ !A rA t4 J. J Hoag Mernnr%al Hospital Presbyterian - Geotec/rnical Inspection Services January 28, 2000 Law/Crandall Project 70144-9-0262 of compaction. the asphalt paving was re -rolled until at least the specified degree of compaction resulted. except in the driveway area (Tests 56, 57, and 59). We were informed by site contractor personnel that these areas would be re -rolled; however, we were not requested to observe the re - compaction effort or to perform retests at these locations. ALL In providing professional geotechnical observation and testing services associated with the development of the project, we have employed accepted engineering and testing procedures. We also made a reasonable effort to evaluate that the soil -related and asphalt paving work was carried out in general compliance with the project plans and specifications, and the City of Newport Beach Municipal Code, and is suitable for the intended use with the exception of the areas as noted. Although our observation did not reveal obvious deficiencies (except as noted), we do not guarantee the contractor's work, nor do the services performed by our firm relieve the contractor of responsibility in the event of subsequently discovered defects in the contractor's work. Respectfully submitted, LAW/CRANDALL A Division of Law Engineering and Environmental Services, Inc. Jerry Harney Resource Manager G:'hs;pect199-prcj190262ips.dcc GH/gh Attachments (2) (3 copies submitted) cc: (2) City of Newport Beach Building Department ( I ) David A. Boyle Engineering Marshall Lew, Ph.D. Corporate Consultant Vice President 4 Field Density Test Results Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (lbs/cu. ft.) Compaction Number 1 45 12.7 100 106 94 2 42 14.0 98 106 92 3 40 10.7 114 122 93 4 40 13.4 114 122 93 5 39 13.0 113 122 93 6 36 11.5 100 106 94 7 24 9.5 112 122 92 8 37 11.1 96 106 91 9 40 12.6 112 122 92 10 40 15.6 111 122 91 11 36 12.5 112 122 92 12 39 13.4 102 106 96 13 44 12.4 99 106 93 14 42% CMB 127 131 97 AA 15 40 CMB 132 136 97 AA 16 37 CMB 138 139 99 AA 17 40'% CMB 134 138 97 AA 18 19 12.8 112 122 92 19 40 CMB 139 141 99 AA 20 46 CMB 132 136 97 AA 21 42% CMB 134 135 99 AA 22 L:6% CMB 134 137 98 AA 23 38% CMB 134 137 98 AA 24N 46% AC 143 145 99 AA 25N 45 AC 144 145 99 AA 26N 44 AC 143 145 99 AA 27N 42% AC 144 145 99 AA 28N 42% AC 143 145 99 AA 29N 41% AC 144 145 99 AA 30N 47 AC 144 145 99 AA 31N 45 AC 145 145 100 AA 32N 43% AC 145 145 100 AA 33N 43 AC 144 145 99 AA 34N 42% AC 144 145 99 AA 35N 42 AC 145 145 100 AA 36N 41 AC 142 145 98 AA 37N 40'% AC 143 145 99 AA 38N 41% AC 143 145 99 AA 39N 39% AC 143 145 99 AA 40N 36 AC 143 145 99 AA 90262tbl.N7,Skz I' $rvt Pngr I -i Field Density Test Results 1 Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (lbs/cu. ft.) (Ibs/cu. ft.) Compaction Number 41N 36% AC 142 145 98 AA 42N 37 AC 142 145 98 AA 43N 38 AC 143 145 99 AA 44N 39 AC 142 145 98 AA 45N 40% AC 142 145 98 AA 46N 40% AC 143 145 99 AA 47N 38% AC 143 145 99 AA 48N 41% AC 134 145 92 AAA 54N 49N 38 AC 134 145 92 AAA 55N 50N 33 AC 134 145 92 AAA 56N 51N 26 AC 135 145 93 AAA 57N 52N 24 AC 134 145 92 AA A 58N 53N 20% AC 134 145 92 AAA 59N 54N 41% . AC 139 145 96 55N 38 AC 138 145 95 56N 33 AC 135 145 93 57N 26 AC 126 145 94 58N 24 AC 138• 145 95 59N 20% AC 134 145 92 NOTES: Elevations refer to job datum. CMB Indicates crushed miscellaneous base material; wet density values used in calculations. AA Indicates 95% compaction required. A Indicates area reworked and retested. AC Indicates asphalt concrete. N Indicates nuclear gage density test. 90262t61.W kz : _.nn Page: jf FIELD DENSITY TEST NUMBER AND APPRO —'--- ��_-- �` • Crm air_ • TMt tlo 11 'mow 1. host a,LINEAR PARK •' O r+` rltltAleiM.loirzn�Ws on.eiw � as a_ . d.C•� _s________________________ .C� Sri J��rR_ _ _ 34N..,,, 4 REFERENCE: TEMPORARY' EMPLOYEE PARKING LOT GRADING/PAVING PLAN BY. DAVIDD A. BOYLE ENGINEERING btrnp fly ADDRESS: 301 NEWPORT BLVD. NEWPORT BECH, CALIFORNIA APPROXIMATE LIMITS OF GRADING AND AC PAVING \CMTY1 MR PIUSE I QIRCN6 uo RunIO •T PCRN REVISION 1. LOWS CAWUS 4 r 'a '4411rr DRIVE. PLOT PLAN NOT TO SCALE CIVIL ENGINEER'S CERTIFICATION FORM FINISH GRADE GRADING PERMIT #G9900076 City of Newport Beach 3300 Newport Blvd. P.O. Box 1768 Newport Beach, CA 92658-8915 Ptunr IY 'i� .,,� ^Xle Enginnnring 2;3:2,; ;' s 44Tand Avenue 9/705 957-8144 Attention: Grading Engineer, Building Department E' te: January 27. 2000 GPC No.: 1918E-97 Tract/Subdivision/Lot No.: _,_Rough_ FinalLX Project Names: TEMPORARY EMPLOYEE PARKING tar (FOPt RROW SrrE,l Project Address: One Hoag Drive Owner/Developer' HOAG_HOSPTTAL Type of Project: • Tract • Drainage • Commercial ___ • Other ' Nospitat Parking T.ot • Industrial __ Yardage for Project: 2.270 CY • Stockpile - cY • Export 1.810 CY I hereby certify that I have reviewed the finish surface grades for this project in accordance with my responsibilities under the City Grading Code, and it appears that all areas exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed: in conformance with, ._ with the following changes to, the approved grading plan. Description of Changes: ,Slight adjustmanta to has stop slah Company: nAViD A. BOYLE RNGTNEERfl J__ Name: DAVTD A. BOVr.R (print) License No.: 18559 (ES) (sign) 6cYez 60001 CAM- INTERIM REVIEW CIVIL ENGINEER'S CERTIFICATION FORM ROUGH GRADE -.SHEET C5.01 BETWEEN COLUMNS 1 TO 3 AND 3 TO 7 City of Newport Beach 3300 Newport Blvd. P.O. Box 1768 Newport Beach, CA 92658-8915 From:David A. Boyle Engineering 2076 South Grand Avenue Santa Ana. CA 92705 (714) 957-8144 Date: June 15. 1998 Attention: Grading Engineer, Building Department GPC No.:19300-97 Tract/Subdivision Lot No.: / Rougher, Final Project Names:, SUPPORT SERVICES BUILDING Project Address: One Hoag Drive Owner/Developer: HOAG HOSPITAL Type of Project: Tract Commercial Industrial Drainage Other fosaital Parking Struct. and Administration Bldg. Yardage this Review: Cut 4.000 CY± Stockpile 1 0 CY is Fill 1.500 CY± Export LAM . 000 CY 11 I hereby certify that I have reviewed the finish surface grades for this project in accordance with my responsibilities under the City Grading Code, and it appears that all areas exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed: in conformance with, •-cam with the following changes to, the approved grading plan. Description of Changes: r:.e s.o, be se at 7' n n• e- pro •s_d .ot .•:. J LAW LAWGIBB Group Member October 5, 1999 Mr. Greg McClure Hoag Memorial Hospital Presbyterian One Hoag Drive, Box 6100 Newport Beach, California 92658-6100 Subject: Final Report of Geotechnical Inspection Services Proposed Support Services Development Hoag Memorial Hospital P-esbyterian One Hoag Drive Newport Beach, California Law/Crandall Project 70144-8-0143 Mr. McClure: SUMMARY We have completed geotechnical inspection services at the site of the subject project. This fmal report provides: • Verification of our observation and approval of the installation of shoring at the subject site. • A formal record of our observation and testing of the compacted fill placed to grade the site. • Confirmation of our observation and approval of foundation excavations. The observation work was performed between March 9, 1998 and June 29, 1999. The location of the site is shown in relation to adjacent streets on the attached Plot Plan. We performed a geotechnical investigation of the site and submitted our recommendations in a revised report dated October 21, 1997 (70131-6- 0172.0002). Law/Crandall, A Division of Law Engineering and Environmental Services, Inc. 200 Citadel Drive • Los Angeles, CA 90040-1554 323-889-5300 • Fax 323-721-6700 j J ei Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services October 5, 1999 Law/Crandall Project 70144-8-0143 This final report is limited to the earthwork performed through June 29, 1999, the date of our last observation and/or testing of the soil -related work for the project. Based on our observations, we are satisfied that the shoring system was installed in general accordance with the shoring plans and project requirements. The fill, at the locations and elevations tested by us, was compacted to at least the specified degree of compaction. Also, the foundation excavations we observed extended into satisfactory soils. Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No other warranty, expressed -or implied, is made as to the professional opinions included in this report. The scope of our services did not include surveying or the responsibility for job safety. The soil -related work was performed to the limits and at the locations indicated by stakes and hubs set by others. s OBSERVATION OF SHORING Prior to mass excavation to the lower building level, shoring was installed in the north, south, and east sides of the building site. The shoring consisted of' cantilevered soldier piles and soldier piles tied back with friction anchors. The soldier piles were installed at the design locations indicated on shoring drawings prepared by Nadel Architects, Inc. Our field technician observed the drilling of the soldier pile excavations to verify that the soils were consistent with those encountered during our previous investigation of the site. He also measured the soldier pile shafts to confirm that they were excavated to at least design dimensions. INSTALLATION OF TIE -BACK ANCHORS After installation of the soldier piles and excavation to the first bench, the tie -back anchors were installed at the design locations and elevations indicated on the shoring plan. The shafts for the tie -back anchors were observed for soil conditions and excavation to design dimensions. ANCHOR TESTING Following installation of the de -back anchors and curing of the concrete, each anchor was tested to 150% or to 200% of the design load, in general accordance with the project plans. Selected anchors were tested to 2 Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services October 5, 1999 Law/Crandall Project 70144-8-0143 200% to meet the criteria for 30-minute and 24-hour anchor load testing. After testing and approval, each anchor was locked -off at the design load and mass excavation continued to the next level for anchor installation, with the cycle continuing until the final excavation level for building construction was reached. -9 The data for the soldier pile and anchor installation and subsequent anchor testing are retained in our files should further reference be required. OBSERVATION AND TESTING OF COMPACTED FILL This section describes our observation and testing of compacted fill placed as part of the project earthwork. LOCATIONS The earthwork for the project consisted of placing compacted fill to grade the site and provide support for the building foundations and floor slab. The grading work included placing compacted soils as backfill against walls below grade, and in trenches for utility line installations. SOIL TYPES The soils used for the required filling consisted of on -site siltstone, silty clay, poorly graded sand, and silty sand. COMPACTION SPECIFICATIONS The specifications required that the fill and backfill be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-91 (equivalent to UBC 70-1) method of compaction. Compaction tests were performed on representative samples of the soils to establish the maximum dry densities. The tests were performed in general accordance with the specified ASTM Designation D1557-91 (equivalent to UBC 70-1) method of compaction, which uses a 1/30-cubic-foot mold in which each of five layers of soil is compacted by 25 blows of a 10-pound hammer falling 18 inches. The results of the compaction tests were used in establishing the degree of compaction achieved during the placing of the fill. 3 Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services October 5, 1999 Law/Crandall Project 70144-8-0143 The soil type, maximum dry density, and optimum moisture content of the fill soils are given in the attached Table 1, Compaction Test Data. PLACEMENT AND COMPACTION OF FILL After installation of shoring, mass excavation was performed until the elevation for building construction was reached. In non -subterranean portion of the site, existing fill and disturbed natural soils were excavated from the building area. The excavation in the office building area extended to a lateral distance of at least 5 feet beyond the building in plan, where possible. Following excavating, the exposed natural soils were scarified to a depth of 6 inches, brought to near -optimum moisture content, and rolled with heavy compaction equipment. The required fill soils were then placed in loose lifts of approximately 8 inches in thickness, and compacted by a scraper and a loader. The sandy soils were used for the required select fill below the floor slab. The lower level portion of the office building (betweer. Grid Lines A to D.4 and 3 to 7) was excavated to the desired level and the exposed natural subgrade soils were scarified, brought to near - optimum moisture content and compacted with a scraper and a loader. Areas to receive backfill were first cleared of construction debris and loose soils; the required backfill soils were then placed in loose lifts approximately 8 inches in thickness, brought to near optimum moisture content, and compacted with a hand -guided impact compactor and a sheepsfoot attached to a backhoe. FIELD DENSITY TESTING Sand -cone field density tests were performed to establish the degree of compaction achieved during the placement of fill. The tests were performed in general accordance with the ASTM Designation, D1556 (equivalent to UBC 70-2) for sand -cone field density testing. Where a test indicated less than the required compaction, the soils were reworked and, retested until at least the specified degree of compaction resulted. The results of the field density tests are presented in the attached Table 2, Field J Density Test Results; the approximate locations of the tests are shown on the Plot Plan. Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services October 5, 1999 Law/Crandall Project 70144-8-0143 INTERIM REPORTS An interim report on the compacted fill placed to grac . the office building area and to provide foundation and floor slab support was issued on June 15, 1998. In addition, another interim report on the compacted subgrade soils to provide floor slab support for the conference room was issued on July 2, 1998. As requested, our field technician also observed installation of subdrain and methane gas interceptor systems within the Support Services Building area. The subdrain and gas interceptor systems were installed in accordance with the project plans. OBSERVATION OF FOUNDATION EXCAVATIONS The following foundation design recommendations were presented in our geotechnical investigation report: Spread footings for the office building and parking structure carried at least 1 foot into the bedrock materials and at least 2 feet below the adjacent floor level may be designed to impose a net dead plus live load pressure of 8,000 pounds per square foot. Spread footings for the portion of the office building between Gridlines 1 and 3 established in properly compacted fill or undisturbed natural materials and at least 2 feet below the adjacent floor level may be designed to impose a net dead plus live load pressure of 2,500 pounds per square foot. A one- third increase in the bearing value may be used for wind or seismic loads.... Spread footings for minor structures, such as free standing walls and retaining walls less than 5 feet in height, may be supported on properly compacted fill or undisturbed natural materials. Footings extending at least 1 %feet below the adjacent grade may be designed for 1,500 pounds per square foot. Excavations were made for spread footings to support the Support Services Building. Our field technician observed and probed the majority of footing excavations to confirm that the soils were properly compacted fills or undisturbed natural materials recommended for foundation support. Loose soils had been removed from the excavations. After observations indicated satisfactory condi- tions, written notice of our approval was left at the job site for the information of responsible parties. 5 Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services October 5, 1999 Law/Crandall Project 70144-8-0143 In providing professional geotechnical observations and testing services associated with the development of the project, we have employed accepted engineering and testing procedures. We also made a reasonable effort to evaluate that the soil -related work was carried out in general compliance with job specifications, our recommendations, and the City of Newport Beach Municipal Cede, and is suitable for the intended use. Although our observation did not reveal obvious deficiencies, we do not guarantee the contractor's work, nor do the services performed by our firm relieve the contractor of responsibility in the event of subsequently discovered defects in the contractor's work. Respectfully submitted, LAW/CRANDALL a Division of Law Engineering and Environmental Services, Inc. erry i-iautey Resource Manager Marshall Lew, Ph. D. Corporate Consultant Vice President G:6nspect198-proj180I43180143rptdoc GH/gh Attachments (3) (2 copies submitted) cc: (2) City of Newport Beach (w/cert►ficate) Building Department ( I ) Nadel Architects, Inc. Attn Mr. Don Dildine 6 „emu eet. No. 522 Exp 3-31-03 Table 1, Compaction Test Data Soil Type Optimum Moisture Maximum Dry Content (%) Density (pcf) Siltstone 23.5 100 Silty clay 20.5 104 Poorly graded sand 9.0 106 Silty sand 12.0 122 Sittstone 38.0 81 Note: Test Method ASTM D1557-91 (equivalent to UBC 70-1) 80143 10/5/99 Table 2: Field Density Test Results Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (Ibs/cu. ft.) Compaction Number 1 7% 21.4 97 104 93 2 5% 22.8 101 104 97 3 8% 20.3 100 104 96 4 8% 23.9 94 100 94 5 9% 21.5 97 104 93 6 10% 23.5 97 104 93 7 11 % 22.1 95 104 91 8 12% 21.8 98 104 94 9 13% 23.0 96 104 92 10 15 22.0 95 104 91 11 16 23.8 96 104 92 12 17 8.0 100 106 94 13 5 26.0 95 100 95 14 5 24.9 95 100 95 15 -7 26.5 96 100 96 16 -7 24.1 94 100 94 17 -7 23.5 97 100 97 18 -7 23.5 96 100 96 19 -7 23.5 94 100 94 20 -7 25.0 97 100 97 21 -7 23.5 92 100 92 22 -7 25.0 96 100 96 23 -7 28.2 98 100 98 24 -7 33.3 94 100 94 25 -7 29.9 95 100 95 26 -7 29.9 95 100 95 27 -7 29.9 95 100 95 28 -7 29.9 93 100 93 29 -7 33.3 91 100 91 30 -7 29.9 93 100 93 31 -7 29.9 93 100 93 32 -7 29.9 91 100 91 33 -7 33.3 90 100 90 34 -7 29.9 92 100 92 35 -10 29.9 96 100 96 36 -10 31.6 95 100 95 37 -10 32.4 95 100 95 38 -7 29.0 99 100 99 39 -7 36.1 98 100 98 40 -7 33.3 96 100 96 801430)1fXLS/kz 10/5/99 Page 1 Table 2: Field Density Test Results "1 Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (Ibs/cu. ft.) Compaction Number 41 -7 29.0 99 100 99 42 -7 31.6 95 100 95 43 -8% 21.1 97 100 97 44 -8% 23.9 91 100 91 45 -8% 25.0 96 100 96 46 -6 19.9 98 100 98 47 -5 22.0 95 100 95 48 -4 24.8 94 100 94 49 -3 23.2 94 100 94 50 -2 22.7 96 100 96 51 -6 25.5 93 100 93 52 -1 26.1 96 100 96 53 -4% 25.0 96 100 96 54 -1% 26.1 93 100 93 55 ' 12.2 114 122 93 56 0 12.7 111 122 91 57 ' 23.4 95 100 95 58 2 14.5 113 122 93 59 -9 26.7 93 100 93 60 -8 21.5 95 100 95 61 -8% 24.7 95 100 95 62 -7 13.3 112 122 92 63 -7% 12.7 112 122 92 64 -7 10.7 112 122 92 65 -7 10.9 117 122 96 66 -5% 15.3 114 122 93 67 -5 11.5 115 122 94 68 1 11.9 113 122 93 69 ' 12.9 119 122 98 70 ' 13.4 115 122 94 71 -3 12.8 116 122 95 72 -5% 39.7 62 81 77 a 73 -5 19.1 92 100 92 74 -5% 18.8 91 100 91 75 -2% 18.6 90 100 90 76 -3 21.3 94 100 94 77 -1% 37.0 74 81 91 78 14 23.2 93 100 93 79 -2 23.5 99 100 99 80 -2% 25.9 99 100 99 80143mILXLS/kz 10/5/99 t. i Table 2: Field Density Test Results Moisture Dry Maximum ,,.I Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (lbs/cu. ft.) Compaction Number j 81 -3.5 25.9 97 100 97 82 -2.5 27.2 99 100 99 83 -1 26.3 95 100 95 84 -2 26.7 95 100 95 85 -2 28.3 95 100 95 86 -1% 24.8 95 100 95 87 -1 % 26.6 99 100 99 -� 88 -12 24.1 96 100 96 89 -12% 23.6 94 100 94 90 -11 23.4 93 100 93 M4 91 -11 23.9 96 100 96 rri 92 -9 23.5 97 100 97 o-1 93 -7 23.2 97 100 97 94 -4 23.0 98 100 98 1 95 -8 23.5 96 100 96 96 -8 23.0 99 100 99 97 -4 13.3 114 122 93 1 98 -3 10.7 113 122 93 .,.r 99 20 11.1 111 122 91 100 14 12.2 112 122 92 101 17 11.8 110 122 90 J J Notes: Elevations refer to job datum. A Indicates area reworked and retested. 80143tb1CXLS/kz 10/5/99 Page 3 - POWER MM k SERV. TO BL2"+. 1•I Rt.Y V _ mirmwrirmn'Ws :11111111111111 •1 oo•s� — — ---:r-- uuumtmmuwun 9u�R1 mtrx f3 ` `3' — ---I—� _ ` , 1 ` rws—f _^—� t—�'--rr ®Jfl RCP()I IO 0 0 2 ":+: °R cr I vim ii�l ` i p,vl1 1 b MO WEST APPROXIMATE DEPTH OF FILL COAST b �J",. REFERENCE: COMPOBIT UTILITY' PLAN C1-02 BY NADEL ARCHITECTS, INC. ADDRESS: ONE HOAG DRIVE NEWPORT BEACH, CALIFORNIA I j st _��©4_ Air G,'•S9 / rr vs issin11111 egASian:i • 46"..,4ras_mi.essVIIIIIIIII� `•� ."`_+3R�_ , hl� I �iiiL•T �.. � ��� , • �. a:cw�l�i�ltl 3 � 39 -� 1. B qi,. IOU LPL CA9 � I� I� '��„t� iv . aro.G IS A M OWDINT ,TRENCH. ORNN I ®• .art 1 ` •S I I I '/ PDRTIOIF' 12' WATER +F B'W AND ... i :aa' a?' !Y' SEWER ® i ' DBL P.M �.9 ' <5' , r�� _� ! 42 i i I wig sm.1F s iRa'� 89�� i51. c I I ! I '' t DRSJ a ' I t•iti �. II •59 , NLET O DRAINBLDD ANDII(J�, i 01 7I. I i a Bo a 4' i� ' 2 d28 r ma • I A owuN -��.; I . 37, 2 III ,; —EI I I i !M3� aI , o NNNIINN 111 ':�'�'. i IC i HIWIIIU I _ � Tr _II :1111111 1111111 1 -1111_ 1r T T C R © 0 O A b ® APPROXIMATE L11MTS OF EARTHWORK DRESS: HOAO DRIVE PORT. BEACH.. CALIFORNIA Owe INA CITY OF NEWPORT BEACH P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 MISCELLANEOUS GRADING CERTIFICATE Project Address: One Hoag Drive,Neitiorx'Beach, California Grading Permit No.: 9700487 ^"I Owner: Hoag Memorial Hospital Presbyterian • Type of Project: Single Family Multi -family g Non-residential ,J L/C 70144-8-0143 • The following grading work was performed after the preparation of the Rough Grading Report and was not included as part of the Rough Grading Report: x Trench backfill Retaining wall backfill al x Subgrade compaction Foundation for for •flbor SIib retaining walls - Other (describe) J • Did you perform the required inspections and testing for each of the checked items? x Yes No • Specify the compaction test locations and results and the tested foundation bearing pressure (if applicable). • See our final report dated October 5, 1999 for details. • I certify that the grading work was done in compliance with the Soils Report for this project and the work complies with City grading regulations. Geotechnical Engineer's Name Marshall Lew, Ph.D. License No. 522 E ; ;.\Q . Address 200 Citadel Drive, s N,S,�N�AL�^ ) _:, Los Angeles, California 90Q40-1554 ;' " �wr�o Corporate Consultant 0. m Signature 1/j 1‘,47 Date /v/ / r i k Exp 331-03 ;! ^�• 'g7EgA F 3300 Newport Boulevard, Newport Beach From• David A. Bnyle Engineering �ay�* 2076 South Grand Avenue Santa Ana. CA 927Q5 City of Newport Beach 17141 957-8144 3300 Newport Blvd. P.O. Box 1768 Date• December 1. 1999 Newport Beach, CA 92658-8915 Attention: Grading Engineer, Building Department GPC No G9700487 Tract/Subdivision/Lot No.: Bough_ Final.j Project Names: LOWER CAMPOIS - SUPPORT SERVICES BUILDING Project Address: One Hoag Drive Owner/Developer: HOAG HOSPITAL Type of Project: • Tract y • Drainage Commercial _ • Other Hospital Administration • Industrial Building Yardage for Project: 42.970 CY • Borrow Fill 2.720 CY Export 40.250 CY I hereby certify that I have reviewed the finish surface grades for this project in accordance with my responsibilities under the City Grading Code, and it appears that all areas exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed: Xin conformance with, ._. with the following changes to, the approved grading plan. Description of Changes: Company: DAVID A. BOYLE ENGINEERING (print) (sign) License No.: 18559 ($¢/LS) p,1.AN BO o. RCE 18559 ac se4Joo1 CIV1\- J • LJ\\ !' Crandall BUILDING DEPA TI IENT LAWGIBB Group Member A JUL1 01998 CITY OrF•;}_r.. CAL rCi .A� July 2, 1998 Mr. Greg McClure Hoag Memorial Hospital Presbyterian One Hoag Drive, Box 6100 Newport Beach, California 92658-6100 Subject: Interim Report of Compacted Subgrade Proposed Support Services Development Hoag Memorial Hospital Presbyterian Conference Room One Hoag Drive Newport Beach, California Law/Crandall Project 70144-8-0143 Dear Mr. McClure: As of June 30, 1998 we approve the compacted subgrade for floor slab support of the proposed Conference Room. Our approval is limited to the area shown on the attached Plot Plan. The earthwork was performed in accordance with the project specifications and the recommendations of our revised geotechnical investigation report dated October 21, 1997 (70131-6-0172.0002). The scope of our services did not include the responsibility for either job safety or surveying. The earthwork was performed to the limits and at the locations indicated by stakes and hubs set by others. We made field observations and performed ASTM Designation D1556 (equivalent to UBC 70-2) sand -cone field density tests as the job progressed. The approximate locations of the tests are shown on the Plot Plan; the results of the tests are presented in the following table: LAW Engineering and Environmental Services, Inc. 200 Citadel Drive Los Angeles, CA 90040-1554 213.889-5300•Fax: 213-721-6700 9• Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services July 2, 1998 . Law/Crandall Project 70144-8-0143 TEST RESULTS Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (lbs/cu. ft.) Compaction 15 -7 26.5 96 100 96 16 -7 24.1 94 100 94 Notes: Elevations refer to job datum. Tests listed are within the pad area. The specifications required that the subgrade be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-91(equivalent to UBC 70-1) method of compaction. After the site was stripped and cleared, existing fill and disturbed natural soils were excavated from the Conference Room area in conjunction with the mass grading of the site. Following excavation, the exposed natural soils consisting of siltstone (maximum dry density of 100 pounds per cubic foot with an optimum moisture content of 23.5%) were scarified to a depth of 6 inches, brought to near - optimum moisture content, and rolled with heavy compaction equipment. We understand that the footings in this area will be established in the natural materials. The subgrade, at the locations and elevations tested by us, was compacted to at least the specified degree of compaction and is suitable for the intended use. However, the subgrade beneath the proposed floor slab should be observed and approved by our firm prior to the placement of the concrete. We will submit a final report giving the locations and results of all tests and observations when the soil -related work for the project is completed. s In providing professional geotechnical observation and testing services associated with the develop- ment of the project, we have employed accepted engineering and testing procedures. We also made 2 Hoag Memorial Hospital Presbyterian- Geotechnical Inspection Services July 2, 1998 . Law/Crandall Project 70144-8-0143 a reasonable effort to evaluate that the soil -related work was carried out in general compliance with the project plans and specifications, and the city of Newport Beach Municipal Code. Although our observation did not reveal obvious deficiencies, we do not guarantee the contractor's work, nor do the services performed by our firm relieve the contractor of responsibility in the event of subsequently discovered defects in his work. Respectfully submitted, LAW/CRANDALL John Latiolait Materials Engi ' e Michael W. Han Project Engineer 1:198-prof180/43180143IN2.docIGHIgh Attachment (2 copies submitted) ��AOFESSl0,yq� 2\G�pEL W, 6, eyG�� 2 � No. 54974 \� \ Exp.6-30-00 4, civ1\-..,0 it OF CO" cc: (2) City of Newport Beach (w/certificate) Building Department (1)Nadel Architects, Inc. Attn Mr. Don Dildine (1) Peck/Jones Attn: Mr. Terence Gee 3 Project Address: CITY OF NEWPORT BEACH P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 MISCELLANEOUS GRADING CERTIFICATE L/C 70144-8-0143 One Hoag Drive, Newport Beach, California Grading Permit No.: 9700487 Owner: Hoag MEmorial Hospital Presbyterian • Type of Project: Single Family Multi -family X Non-residential • The following grading work was performed after the preparation of the Rough Grading Report and was not included as part of the Rough Grading Report: Trench backfill Retaining wall backfill Subgrade compaction Foundation for for hardscape retaining walls x Other (describe) • Did you perform the required inspections and testing for each of the checked items? x Yes No • Specify the compaction test locations and results and the tested foundation bearing pressure (if applicable). See our interim repuxl. dated July 2, 1998. • I certify that the grading work was done in compliance wit this project and the work complies with City grading re Geotechnical Engineer's Name Michael Han Address Signature • Report for 310,y E t.7y;� Anse No. * No. 54974 * Exp.6-30-00 * • CIVIL ii4 t/ OF 3300 Newport Boulevard, Newport Beach 4 (exp. 06/30/00) • )VED 8 22 23 24 25 26 27 28 10 _• 32 9 0 . T_ A TEST NUMBER • MATE LOCATION G•o as a ear/k,aoek CA aXJ YJJJJJJJJXaJh••JJ ,-f:,h.,:.:,::f.•}+•7S•::' Jvn, . �_ - -.ems. - •� }4t 140 139 138 137 136 13• 134 133 132 a ■ ♦ N':+1.?i\O•wSiiiri:flY'v;vu:V::ii • 3" GAS D.4 30"SD PLOT PLAN SCALE 1" =2D' LAW/CRANDALL • PHASE 2 ENVIRONMENTAL AUDIT LOWER CAMPUS HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA BY GeoScience Analytical, Inc. September 20, 1993 Fleet E. Rust, Ph.D President 4454 Industrial Street Simi Valley, CA 93063 (805) 526-6532 FAX 526-3570 • reHOAG1A.drw CONTENTS 1. Contractor's Disclaimer . 2. Summary . 3. Findings . 4. Analytical Protocol 4.A. Laboratory Analyses . . 4.A.1. C1-C7 Hydrocarbons . 4.A.2. CO2, 02 & N2 Fixed Gases . 4.A.3. Total Recoverable Petroleum Hydrocarbons 4.A.4. Volatile Organic Compounds : 4.A.5. Corrosivity . . 4.A.6. Heavy Metals . . 4.A.7. Benzene, Toluene, Ethylbenzene & Xylenes 4.B. Field Analyses . 4.B.1. Total Combustible Gas 4.8.2. Hydrogen Sulfide . c. -3- CONTENTS (cont.) • 5. Results and Discussion . . 14 6. Mitigation . 17 7. Tables and Figures . 19 7.A. Figure 1: Site Plan 7.B. Table 1: Soil Boring Locations ••. 20 7.C. Figure 2: Methane Concentration Isopleths •. 21 7.D. Figure 3: Methane Concentration Vertical Profiles 22 7.E. Table 2: Ci-C7 Hydrocarbons in Soil . 23 7.F. Table 3: CO2, 02 and N2 in Soil . 26 7.G. Table 4: Benzene, Toluene, Ethylbenzene & Xylenes in Soil . . 28 7.H. Table 5: Total Recoverable Hydrocarbons in Soil . . 29 7.1. Table 6: Corrosivity . • . 31 • -4- CONTENTS (cont.) 7.J. Table 7: Volatile Organics in Soil . 7.K. Table 8: 7.L. Table 9: 8. Appendices CAM Metals in Soil Hydrogen Sulfide in Soil • 8.A. Appendix I: Preliminary Geochemical Site Evaluation of Existing Relief Wells, Gaseous Flare, Soil, Water and Air on a Portion of Hoag Memorial Hospital Presbyterian Property Newport Beach, Califomia (22 April 1992) . . 8.B. Appendix II: Laboratory Reports 8.C. Appendix III: 'Chain -of -Custody Forms 8.D. Appendix IV: Site Health & Safety Plan . 32 . 33 34 . 36 -5- CONTRACTOR'S DISCLAIMER PROFESSIONAL SERVICES HAVE BEEN PERFORMED BY GEOSCIENCEAN- ALYTICAL, INC. USING THAT DEGREE OF CARE AND SKILL ORDINARILY EXER- CISED, UNDER SIMILAR CIRCUMSTANCES, BY REPUTABLE GEOCHEMISTS PRACTICING IN SOUTHERN CALIFORNIA. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE INFORMATION. AND ADVICE INCLUDED IN THIS REPORT. WE HAVE NOT INSPECTED OR PASSED JUDGMENT UPON THE WORK OF ANY OIL COMPANY, THEIR CONTRACTORS OR THEIR SUBCONTRACTORS, IN CAPPING OIL OR GAS WELLS LOCATED ON THE SUBJECT PROPERTIES WHICH ARE IDENTIFIED IN THIS REPORT. WE HAVE NOT REVIEWED ANY PUBLIC OR PRIVATE RECORDS, IN SEARCH OF THE EXISTENCE OR LOCATION OF OTHER OIL OR GAS WELLS, HIDDEN, VISIBLE, OLD OR INADEQUATELY CAPPED, WHICH MIGHT BE LOCATED ON OR NEAR THE SUBJECT PROPERTY, WHETHER SUCH WELLS MIGHT BE KNOWN OR UNKNOWN TO THE CALIFORNIA DIVISION OF OIL OR GAS. WITHOUT IN ANY WAY LIMITING OR QUALIFYING THE FOREGOING, BY RE- QUESTING OR RELYING UPON THIS REPORT, YOU WILL BE DEEMED TO AC- KNOWLEDGE: (1) WE ARE NOT TO BE HELD LIABLE BY YOU, OR ANY PARTY CLAMING THROUGH YOU, OR ANY PERSON INJURED UPON THE PROPERTY, FOR ANY LOSS, COST, LIABILITY, EXPENSE, ATTORNEYS FEES AND COSTS, OR CONSEQUENTIAL DAMAGES OCCURRING AS A RESULT OF ERRORS OR OMIS- SIONS ON THE PART OF THE STATE OF CALIFORNIA, THE CITY OF NEWPORT BEACH, THE REDEVELOPMENT AGENCY OF THE CITY OF NEWPORT BEACH, OR ANY OIL COMPANY, OR THEIR CONTRACTORS OR SUBCONTRACTORS IN CAP- PING THE OIL OR GAS WELL(S) IDENTIFIED IN THIS REPORT, OR: (2) AS A RSULT -6- OF BREAKAGE OF OR SEEPAGE FROM UNDER THOSE OIL OR GAS WELL CAPS, OR AS A RESULT OF THE MIGRATION AND SUBSEQUENT EXPLOSION OF BIO- GENIC GAS, AS A RESULT OF EARTH -SHAKING ASSOCIATED WITH EARTH- QUAKES, EXPLOSIONS, EXCAVATION, DEMOLITION, SEISMIC VELOCITY TESTING, SOIL TESTING, WELL DRILLING OR THE LIKE; AND (3) WE HAVE DISCLOSED TO YOU THAT, IN OUR OPINION AS PROFESSIONAL GEOCHEMISTS, IT IS UNWISE TO BUILD STRUCTURES OR PAVED SURFACES OVER ABANDONED OIL OR GAS WELLS, OR WITHIN A HIGH POTENTIAL METHANE ZONE, GIVEN THE RISKS DE- SCRIBED IN (2) ABOVE, WITHOUT SATISFACTORY MITIGATION. • • -7- SUMMARY • At the request of Hoag Memorial Hospital Presbyterian, GeoScience Analytical, Inc. has conducted a Phase it Site Assessment on property proposed for expansion of the Hospital (Lower Campus). This study has been undertaken to satisfy mitigation measures 52 and 56 as contained in Mitigation Measures of the Hoag Hospital Master Plan Project which require the completion of a soil/gas sampling and monitoring program which shall address the presence of methane and H2S in the soils and whether or not harmful amounts of petroleum related chemicals, such as benzene, are present. Since no unnacceptable levels of hazardous constituents have been identified under the scope of the subject inves- tigation, conditions imposed by mitigation measures 54 and 63 do not apply. Conditions imposed by mitigation measures 6, 7 and 8 have been met and no hazardous substances have been identified based on corrosivity. A review of appropriate construction materials is required based on the corrosivity assessment, however. A previous study, "Preliminary Geochemical Site Evaluation of Existing Relief Wells, Gaseous Flare, Soil, Water and Air on a Portion of Hoag Memorial Hospital Presbyterian Property Newport Beach, Califomia (22 April 1992)" contains related information and is attached hereto as Appendix I. Twelve (12) soil borings were advanced to depths as great as twenty-five (25') feet in the undeveloped portion of the Lower Campus south of the wetlands area, east of Supe- • rior Avenue, west of Hoag Hospital Road and north of West Coast Highway. Soil gas sam- ples were collected at depths of 5', 10', 25' and soil samples at depths of 5' and 25'. Hoag Memorial Hospital Presbyterian, as Client, placed no constraints on the Contractor, nor did .it suggest any interpretation of the data which were generated prior to completion of this re- port. Total Recoverable Petroleum Hydrocarbon (TRPH) soil concentrations ranged from 220.0 mg/Kg to less than the detection limit of 30.0 mg/Kg. The pH of soil samples ranged from a high of 4.3 to a low of 7.7 with most values between pH6 and 7. There were no 3• • -8- volatile organic compounds (EPA method 8240) found above detection limits In the sail samples and CAM metals (Title 22) were within State Standards. Soil gas concentrations of methane in open boreholes ranged from a high of approximately 51,000 ppm (v/v) to backgrour:° levels. The odor of hydrogen sulfide was noted in a few borings but concen- trations were less than 4.0 ppm (v/v) in ail cases. Trace amounts of toluene and xylene were detected in gas samples from borings on the eastem portion of the site. No hazardous materials or excess residual hazardous substances have been Iden- tified under the scope of the subject investigation. Remediation, concurrent with site development, will be required to prevent methane gas and hydrogen sulfide from impacting future construction activities or future buildings on the site. While hazardous concentrations of hydrogen sulfide have not been identified as a part of the subject investigation, hydrogen sulfide is known to exist at deeper depths. lb -9- FINDINGS GeoScience Analytical, Inc. has conducted a Phase II evaluation of a portion of the Lower Campus of Hoag Memorial Hospital Presbyterian. The proposed use of the site is for expansion of the Hospital. The property evaluated is bounded on the south by West Coast Highway, on the east by Hoag Hospital Road, on the west by Superior Avenue and wetlands area and on the north by wetlands area which is immediately below the Newport Bluffs, the site of the Villa Balboa and SeaFaire Condominiums. Twelve (12) borings were advanced to depths as great as twenty-five (25') feet and samples, both soil and gas, were taken for geochemical characterization of the site with re- spect to methane, hydrogen sulfide, or other hazardous substances including those related to petroleum such as benzene. There were trace amounts of hydrogen sulfide (<4.0 ml/L) on the eastem portion of the site. The concentrations of methane gas in the open boreholes were as high as ap- proximately 50,000 ppm (v/v), the lower explosive limit. There were no signs that the gas was pressurized. Trace amounts of toluene and xylene were found in soil gases on the eastem portion of the site. Soil tests were negative for the presence of petroleum related hydrocarbons such as benzene or other volatile organic compounds. Furthermore, there was no evidence found for the presence of corrosive soils (pH<2 or >12.5) or heavy metal contamination of the soil. One sell sample contained Total Recoverable Petroleum Hydrocarbons (TRPH) at 220 mg/Kg. All others were Tess than 100 mg/Kg. No hazardous materials or excess residual hazardous substances have been iden- tified under the scope of the subject investigation. • Mitigation will be required to prevent intrusion of methane containing soil gas into structures proposed for the site. During grading, excavation and construction activity, methane and hydrogen sulfide monitoring will be necessary. In accordance with the Site Health & Safety Plan, mitigation will be necessary should large quantities of methane and/or hydrogen sulfide be released during earth moving, grading or excavation activities (Appendix IV). -11- ANALYTICAL PROTOCOL Laboratory Analyses C1-C7 Hydrocarbons A 1.0cc aliquot of gas was analyzed by FID gas chromatograph for methane, ethane, ethylene, propane, propylene, iso-butane, n-butane, cyclopentane, iso-pentane, n- pentane, cyclohexane, iso-hexane, n-hexane, iso-heptane and n-heptane. Results are re- ported as parts -per -million (v/v) in the gas phase. CO2, N2 and 02 in Gases A 0.5cc aliquot of gas was analyzed by thermal conductivity gas chromatography. Concentrations are reported as parts -per -million (v/v) in the gas phase. Total Recoverable Petroleum Hydrocarbons (TRPH) EPA meth^fI 418.1 was used to quantify the concentration of extractable petroleum hydrocarbons in the range of C14 - C45 in the soil. . Volatile Organic Compounds EPA method 8240 was used to quantify the concentrations of benzene, toluene, ethylbenzene and total xylenes as well as other volatile organic compounds present in the soil. Corrosivity of Soil (pH) EPA method 9045 was used to quantify the pH (corrosivity) of soil samples . Heavy Metals (CAM Metals) EPA rnet iod 3050 was used to prepare soil samples for quantification of their heavy metal concentrations. EPA method 6020 was used to quantify the concentrations of antimony, arsenic, barium, beryllium, cadmium, chromium, cobalt, copper, lead, mercury, molybdenum, nickel, silver, thallium, vanadium, and zinc. Selenium was quantified using EPA method 270.2. Benzene, Toluene, Ethylbenzene & Total Xylenes (BTEX) Gas chromatography coupled with photo -ionization detection (EPA method 8020) was used to quantify BTEX in the gas samples. -13- Field Analyses Methane (CH4) A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of combustible gases (methane) at each soil boring. Sensitivity ranges from 0 to 100% LEL. The meter was calibrated daily. Hydrogen Sulfide (H2S) A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of H2S at each boring. Sensitivity ranges from 0 to 100 ppm v/v of H2S with a minimum de- tectable concentration of 1 ppm (v/v). The meter was calibrated daily. P• • -14- RESULTS AND DISCUSSION A previous geochemical investigation has been completed by GeoScience Analyti- cal, Inc. covering this area. The results are reported in "Preliminary Geochemical Site Evaluation of Existing Relief Wells, Gaseous Flare, Soil, Water and Air on a Portion of Hoag Memorial Hospital Presbyterian Property Newport Beach, Californian dated 22 April 1992 which is attached hereto as Appendix I. That investigation found noncorrosive soils in the upper four feet along with soil gas methane concentrations as high as 4,000 ppm (v/v). Under the current investigation, twelve (12) borings have been advanced to depths of up to twenty-five (25') feet. Borehole locations were chosen to cover the site under those limitations imposed by the wetlands (FIG. 1). Chain -of -Custody was maintained throughout the investigation. Soils recovered from the boreholes contained Total Recoverable Petroleum Hydro- carbons (TRPH) at concentrations from less than 30.0 mg/Kg to 220.0 mg/Kg. A maxi- mum TRPH concentration of 220.0 mg/Kg (w/w) was found in SB-8 at a depth of 5'. All other reported concentrations were Tess than 100.0 mg/Kg (TAB. 5). Soil samples were analyzed for corrosivity (pH) and all but one were found to be in the range of 6 to 7 or nearly neutral (TAB. 6). The pH of SB-8 at a depth of 5' was acidic, 4.3, but well within acceptable limits of 2 to 12.5 and therefore not classified as a haz- ardous substance. The presence of heavy metals was also tested for in the soil (TAB. 8) and found to be within acceptable limits. No volatile organic compounds (EPA method 8240) were found above the limits of detection (TAB. 7). The acetone and carbon disulfide detected are attributable to laboratory contamination. a• • -15- During drillir)g operations the concentration of H2S was monitored with a hand-held detector. Although there was an occasional slight evanescent odor of H2S noted, the con- centration was always less than 4.0 ppm (v/v) (TAB. 9). The slight H2S odors were con- fined to the eastern portion of the property. Soil gas samples were recovered from each boring at depths of five (5'), ten (10') and twenty-five (25') feet. In some cases, total depth was less than 25' due to the pres- ence of water. Trace quantities of toluene were detected in gas samples from soil borings SB-6 and SB-7 while trace quantities of xylenes (total) were found In soil borings SB-2 - SB-7. No other volatile aromatics (benzene or ethylbenzene) were detected in any of the soil borings (TAB. 4). Soil borings SB-2 and SB-5 contained the highest concentrations of methane after allowing the open borehole to equilibrate with the surrounding soil for five (5') minutes (TAB. 2). Concentrations of methane in the open boreholes dropped off going to the west beyond soil boring SB-5. Methane concentration isopleths at a depth of 10' have been contoured in Figure 2. The concentration gradient anomaly maximum >20,000 ppm (v/v) methane is located in the vicinity of SB-6 and decreases rapidly to the northwest. Deeper isopleths to 25' suggest that the methane concentration maximum is located along the southeast portion of the subject property in the vicinity of SB-2 - SB-5. In the boreholes that contained high concentrations of methane (SB-2 - SB-8), the methane was quite dry • with small concentrations of ethane and only trace amounts of higher homologues through C7. In the soil borings with relatively low concentrations of methane, SB-1 and SB-9 - SB- 12, the concentration of ethane was an appreciable fraction of methane but higher homo- logues were present only in trace amounts. The ethane reduction in concentration proceeding from east to west across the site is, however, not as pronounced in magnitude as that for methane. In general, soil gas concentrations of the hydrocarbon gases methane through heptane increase with depth (FIG. 3). In undisturbed soils, particularly those in the vicinity of soil borings SB-2 - SB-8, the equilibrium concentration of methane Is greater than 50,000 ppm (v/v), the lower explosive limit, since there is no dilution by the at- • 4 -16- mosphere as exists in the open soil boring. The observed hydrocarbon plume boundaries and associated northwestern mini- mum on the subject site are likely related to the previously completed passive venting sys- tems which have been installed along the northern and southern sides of West Coast Highway. The gaseous anomaly, previously present at these locations, is continually vented to the atmosphere and therefore not able to be concentrated in the surficial soils. The carbon dioxide (CO2) concentration in the soil borings increased with depth with the highest concentrations being found in the soil borings with the highest methane concentrations (TAB. 3). However, the highest concentration of CO2 was in soil boring SB- 8, a location where methane was already falling off from its highest concentration. In the soil borings with the high concentrations of methane there is an increase in the N2/02 ratio with depth over its atmospheric value of nearly 4. The CO2 and CH4 appear to be the re- sult of microbiological processes on organic matter of unknown origin. The CO2 is most likely the result of oxidation of methane. Since methane concentrations in the soil borings increased with depth, there is no indication the current drilling program went beneath the methane source. The dryness of the high concentration methane is consistent with a bacterial source or early diagenetic generation of methane from buried organic material. There is no indication that there is methane or soil contamination from petroleum related activities at the site. If borings were made to greater depths, it is possible that the surface gases could be shown to be related to the gases currently being flared, however. No hazardous materials or excess residual hazardous substances have been iden- tified under the scope of the subject inve:ligation. -17- MITIGATION There are very high concentrations (>LEL) of methane present in shallow soil gases in the area and vicinity of the Lower Campus of Hoag Memorial Hospital Presbyterian that is proposed for expansion of the Hospital. Mitigation must be undertaken to prevent this gas from collecting beneath future buildings and associated parking areas. There should be as much open space as possible between new Hospital buildings and parking areas to provide for natural venting of the soils. Although it is typical for park- ing areas to be asphalt paving, the possibility of laying interlocking mortarless cement brick to allow natural venting should be considered. If asphalt parking is chosen, it must be underlain with gravel -filled trenches engi- neered to release sufficient subsurface methane to the atmosphere to prevent any build-up of hazardous or dangerous concentrations. A grid spacing of 25' is satisfactory. A passive system is permissible with manifolds leading to camouflaged high vents in lamp poles or ground level vents in planters covered by shrubs. Monitoring wells 5' deep are recom- mended at 150' intervals between parking area and buildings. If the frontage area is less, one monitoring well is sufficient. Within the parking lot area, 5' deep monitoring wells should be placed on a regular grid for periodic sampling. If interlocking brick is used, mon- itoring wells can be placed on a 100' grid. Buildings will also require sub -slab gravel -filled trenches on a 20' grid. The system may be passive with manifolds leading to roof vents (4' above roof line). Provision must be made for either access to the vents on the roof or access within the building in order to allow periodic (quarterly) monitoring. In addition, an interior combustible gas monitoring system is required for the first • • • -18- floor of each building. The system shall consist of detectors in occupied rooms connected to a central monitoring panel. Provision shall be made for activation of an HVAC capable of venting and replacing interior air with fresh air at the rate of four (4) air changes per hour should combustible gases be detected at a concentration of 15% LEL within the building. At 25% LEL the system shall sound a building evacuation alarm and notify a central moni- toring station to alert the Newport Beach Fire Department. The combustible gas monitor- ing system should be calibrated quarterly. During construction activities including earth moving, grading and excavation, provi- sion must be made for monitoring of methane and hydrogen sulfide in the work areas. If sustained combustible gas concentrations exceed 20% LEL methane in the breathing zone, respirators (half face) must be worn if construction is to continue. If sustained read- ings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. Prior to concrete cutting, excavation or welding. operations, free soil gas com- bustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. Construction activities shall be halted in the event free soil gas combustible hydrocarbons exceed 25% LEL. Hydrogen sulfide concentration will be monitored within the work zone. In the event hydrogen sulfide readings exceed 10.0 ppm In the breathing zone within the work area, all personnel are to evacuate the work area or wear respirators. 0 FIGURE 1 SITE PLAN 120 ft /iin. Existing Flare reHOAG1.dnv Soil Boring No. Location 1 67' W of Well #5; 18' S of Well No. 5 2 44' W of Hoag Hospital Road W Curb; 103N of West Coast Highway N Curb 3 122' W of Hoag Hospital Road W Curb; 100' N of West Coast Highway N Curb 4 197' W of Hoag Hospital Road W Curb; 69' N of West Coast Highway N Curb 5 272' W of Hoag Hospital Road W Curb; 62' N of West Coast Highway N Curb 6 347' W of Hoag Hospital Road W Curb; 64' N of West Coast Highway N Curb 7 422' W of Hoag Hospital Road W Curb; 66' N of West Coast Highway N Curb 8 497' W of Hoag Hospital Road N Curb; 68' N of West Coast Highway N Curb 9 572' W of Hoag Hospital Road N Curb; 75' N of West Coast Highway N Curb 10 647' W of Hoag Hospital Road N Curb; 70' N of West Coast Highway N Curb 11 722' W of Hoag Hospital Road N Curb; 70' N of West Coast Highway N Curb 12 775' W of Hoag Hospital Road N Curb; 57' N of West Coast Highway N Curb :' ,fir s, FIGURE 2 METHANE CONCENTRATION ISOPLETHS (10') 20,000.0 PPM 6,000.0 PPM 5,000.0 PPM 2,000.0 PPM 1,000.0 PPM r, ti L - 22 - FIGURE 3 a METHANE CONCENTRATION (Vertical Distribution) 60000 a.50000 - 40000 - c 30000 cy U 0 20000 U c 10000 n 0 C 5 10 25 Depth (ft.) -0- Soil Boring No. 5 Soil Boring No. 2j -23- TABLE 2 C1-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) Soil Boring No. and Depth (ft.) HYDRO- CARBON 1 5.0 1 10.0 2 5.0 2 10.0 2 25.0 3 5.0 3 10.0 3 25.0 4 5.0 4 10.0 4 20.0 5 5.0 Methane 7.1 58.8 367.0 1,825.0 42,132.0 1,653.0 5,311.0 1e,122.0 5,313.0 3,574.0 156420 318.0 Ethane 0.6 4.5 5.4 28.3 127.0 29.0 89.6 170.0 14.8 21.6 95.5 4.0 Ethylene <0.1 <0.1 02 0.3 1.1 02 0.1 <0.1 <0.1 0.3 0.7 0.1 Propane <0.1 02 02 1.3 9.8 02 1.3 32 0.3 0.6 22 0.3 Propylene <0.1 <0.1 <0.1 <0.1 0.3 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 !so -butane <0.1 <0.1 0.6 0.4 3.2 0.3 0.8 1.3 <0.1 <0.1 0.8 0.1 N-butane <o.i <0.1 1.7 0.3 3.6 <0.1 <0.1 0.5 02 <0.1 0.4 0.1 Cyclo- pentane <0.1 <0.1 02 0.3 1.8 02 0.6 1.6 0.1 02 1.0 <0.1 !so -pentane <0.1 <0.1 1.8 0.1 2.8 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane <0.1 <0.1 0.7 <0.1 1.8 <0.1 <0.1 <0.1 . <0.1 <0.1 <0.1 4.1 Cyclo- hexane 0.2 0.1 02 <0.1 1.0 <0.1 <0.1 0.6 <0.1 <0.1 0.5 <0.1 Iso-hexane 0.4 02 1.9 0.7 4.0 • <0.1 0.5 2.4 0.4 1.3 2.3 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 o.s <0.1 4.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptan' <0.1 <0.1 0.8 <0.1 :0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0,1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 reHoAG4A.wsd C1-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) HYDRO- CARBON 5 10.0 5 25.0 6 5.0 6 10.0 6 15.0 7 5.0 7 10.0 7 18.0 8 5.0 8 10.0 8 19.0 9 5.0 Methane 4,774.0 51.355.0 554.0 21.1330 22,557.0 87.1 6,485.0 19,174.0 6,370.0 2,744.0 5,711.0 4.6 Ethane 48.6 233.0 5.3 105.0 118.0 0.8 522 133.0 23.3 15.3 64.1 0.4 Ethylene 0.3 1.1 0.3 0.3 0.3 02 0.5 0S 02 0.3 0.6 0.1 Propane 1.7 52 02 1.5 1.6 0.1 0.8 1.5 0.2 0.4 12 <0.1 Propylene <0.1 0.3 <0.1 <0.1 <0.1 <0.1 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 !so -butane 0.5 1.6 <0.1 0.4 0.4 <0.1 0.5 0.9 <0.1 0.3 12 <0.1 N-butane 0.4 1.3 <0.1 0.3 0.3 <0.1 02 0.5 <0.1 <0.1 0.3 <0.1 Cyclo- pentane 0.4 1.5 <0.1 0.5 OS <0.1 0.5 0.8 <0.1 <0.1 OS <0.1 Iso-pentane <0.1 0.6 <0.1 0.1 <0.1 <0.1 02 0.9 <0.1 02 0.4 <0.1 N-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 oz <0.1 <0.1 0.1 <0.1 Cycl0- hexane 02 1.0 <0.1 0.3 0.3 <0.1 0.4 0.6 <0.1 <0.1 0S <0.1 Iso-hexane 1.0 a8 <o.1 0.9 0.8 <0.1 0.4 12 <0.1 0.1 1.1 <0.1. N-hexane <0.1 <0.1 <0.1 <0.1 0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 ISO-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 o.s <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 4.1 <0.1 <0.1 4' -25- TABLE 2 (cont.) C1-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) Soil Boring No. and Depth (ft.) HYDRO- CARBON 9 10.0 9 23.0 10 5.0 10 10.0 10 16.0 11 5.0 i1 10.0 11 23.0 12 5.0 12 10.0 12 15.0 Methane 17.4 1o4.o 5.2 16.0 38.2 7.7 12.1 26.6 21.7 16.0 14.7 Ethane 3.2 44.3 0.4 6.9 222 0.3 4.4 11.9 0.5 3.4 4.9 Ethylene 0.3 0.6 02 0.4 0.7 02 0.4 0.6 0.3 0.3 0.3 Propane 0.4 0.8 <0.1 <0.1 0.6 0.1 0.4 0.7 0.3 0.5 0.5 Propylene <0.1 0.1 <0.1 <0.1 0.1 <0.1 4.1 0.1 <0.1 <0.1 <0.1 Iso-butane <0.1 0.3 <0.1 <0.1 <0.1 <0.1 02 0.4 <0.1 02 02 N-butane <0.1 0.2 <0,1 <0.1 <0.1 <0.1 0.1 02 <0.1 02 02 Cyclo- pentane <0.1 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.1 <0.1 .0.1 <0.1 Iso-pentane <0.1 <o.1 <0.1 <0.1 <0.1 <0.1 <0.1 02 <0.1 0.1 0.3 N-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1I Cyclo- hexane <0,1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-hexane 1.0 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.3 <0.1 02 0.6 N-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.3 <0.1 <0.1 0.6 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 reHoAG4D.wsd TABLE 3 Soil Boring No. Depth (ft.) CO2 02 N2 N2/02 1 5.0 7,140.0 191,680.0 786,530.0 4.1 1 10.0 8,835.0 193,450.0 788,290.0 4.1 2 5.0 21,150.0 179,680.0 788,230.0 4.4 10.0 29,650.0 167,920.0 789,010.0 4.7 2 25.0 72,371.0 80,170.0 785,140.0 9.8 3 -5.0 19,108.0 " 175,390.0 794,350.0 4.5 10.0 23,608.0 167,540.0 793,270.0 4.7 3 25.0 34,161.0 128,000.0 779,430.0 6.1 4 5.0 37,746.0 193,050.0 782,710.0 4.1 10.0 38,055.0 178,580.0 747,700.0 4.2 4 20.0 43,910.0 173,430.0 764,200.0 4.4 5 5.0 27,554.0 190,210.0 143,320.0 3.9 10.0 42,393.0 170,440.0 735,620.0 4.3 5 25.0 58,043.0 120,480.0 756,260.0 6.3 6 5.0 21,648.0 172,930.0 784,150.0 4.5 10.0 25,427.0 179,630.0 783,280.0 4.4 6 15.0 38,669.0 189,540.0 767,460.0 4.0 7 5.0 24,888.0 156,490.0 778,800.0 5.0 10.0 39,422.0 153,670.0 5.0 774,150.0 7 18.0 150,390.0 752,740.0 5.0 77,454.0 re14OAG5A.wsd s -27- TABLE 3 (cont.) CO2, 02 AND N2 IN SOIL BORING GAS (PPM VN) Soil Boring No. Depth (ft.) CO2 02 N2 N2/02 8 5.0 23,005.0 125,980.0 847,600.0 6.7 10.0 33,876.0 174,460.0 766,110.0 4.4 8 19.0 68,748.0 142,720.0 756,780.0 5.3 9 5.0 24,01 '4 1 164,350.0 798,530.0 4.9 10.0 25,623.0 165,280.0 799,180.0 4.8 9 23.0 27,532.0 163,910.0 808,060.0 4.9 10 5.0 21,530.0 177,910.0 793,420.0 4.5 10.0 28,250.0 179,750.0 797,320.0 4.4 10 16.0 26,299.0 174,050.0 791,610.0 4.5 11 5.0 25,611.0 789,540.0 4.4 177,630.0 10.0 28,453.0 175,850.0 794,250.0 4.5 11 23.0 30,336.0 174,240.0 792,570.0 4.5 12 5.0 24,325.0 184,630.0 784,430.0 4.2 10.0 29,E+21.0 182,450.0 787,160.0 4.3 12 15.0 33,374.0 186,310.0 795,370.0 4.3 roHOAGSB.wsd • -28- TABLE 4 BENZENE, TOLUENE, ETHYLBENZENE AND XYLENES IN SOIL BORING GAS (ul/L) Soil Boring No. Depth (ft.) Benzene Toluene Ethyl- benzene Xylenes 2 25.0 <0.1 <0.1 <0.1 0.3 3 25.0 <0.1 <0.1 <0.1 0.4 4 20.0 <0.1 <0.1 <0.1 0.4 5 25.0 <0.1 <0.1 <0.1 0.3 6 15.0 <0.1 0.5 <0.1 1.6 7 18.0 <0.1 0.3 <0.1 1.3 8 19.0 <0.1 <0.1 <0.1 <0.2 9 23.0 <0.1 <0.1 <0.1 <0.2 10 16.0 <0.1 <0.1 <0.1 <0.2 11 23.0 <0.1 <0.1 <0.1 <0.2 12 15.0 <0.1 <0.1 <0.1 <0.2 Blank n/a <0.1 <0.1 <0.1 <0.2 reHQAG6A.wsd n a'. • -29- TABLE 5 TOTAL RECOVERABLE PETROLEUM HYDROCARBONS (TRPH) IN SOIL (mg/kg) Soil Boring No. Depth (ft.) TRPH 1 5.0 <30.0 1 10.0 <30.0 2 5.0 <30.0 2 25.0 <30.0 3 5.0 <30.0 3 25.0 <30.0 4 5.0 34.0 4 20.0 34.0 5 . 5.0 45.0 5 25.0 39.0 5 5.0 67.0 6 15.0 <30.0 7 5.0 34.0 I 7 18.0 61.0 n 8 5.0 220.0 8 19.0 40.0 9 5.0 61.0 9 23.0 40.0 10 5.0 40.0 10 16.0 34.0 • reHOAG6B.wsd HYDROCARBONS (TRPH) IN SOIL (mg/kg) Soil Boring No. Depth (ft.) TRPH 11 5.0 34.0 11 23.0 34.0 12 5.0 <30.0 I 12 15.0 <30.0 -31- TABLE 6 Soil Boring No. Depth (ft.) pH 5 5.0 7.7 6 5.0 7.6 7 18.0 7.7 8 5.0 4.3 9 5.0 6.3 10 5.0 7.6 -32- TABLE 7 VOLATILE ORGANICS IN SOIL (mg/kg) (SOIL BORING NO. 8 AT 5.0 FT.) Chemical Concentration Chemical Concentration Acetone 230.0 Ethylbenzene • <5.0 Benzene <5.0 2-Hexanone <10.0 IBromodichloromethane <5.0 Methylene Chloride <15.0 Bromotorm <5.0 4-Methyl-2-pentanone <10.0 Bromomethane <10.0 Styrene <5.0 2-Butanone <10.0 1,1,2,2-Tetiachloroethane <5.0 Carbon disulfide 48.0 Tetrachloroethene <5.0 Carbon tetrachloride <5.0 1,1,1-Trichbroethane <5.0 Chlorobenzene <5.0 1,1,2-Trichbroethane <5.0 Chiorodibromomethane <5.0 Trichloroethene <5.0 Chloroethane <10.0 Toluene <5.0 2-Chloroethylvinyl ether <10.0 Vinyl acetate <10.0 Chloroform <5.0 Vinyl chloride <10.0 Chloromsthane <10.0 Total Xylenes <5.0 1,1-Dichloroethaire <5.0 1,2-Dichbroethene <5.0 Total 1,2-Dichloroethenes <5.0 1,2-Dichbropropane <51) cis-1,3-Dichlorrprnpene • <5.0 trans-1,3-Dichbropropene <5.0 reHOAGBE.wsd • •• • -33- TABLE 8 CAM METALS IN SOIL (mg/kg) (SOIL BORING NO. 8 AT 5.0 FT.) Metal Conch:;;iauun Antimony <5.0 Arsenic 5.9 Barium 100.0 Beryllium <5.0 Cadmium <5.0 Chromium 25.0 Cobalt <5.0 Copper • 36.0 Lead <5.0 Mercury <10.0 Molybdenum 6.6 Nickel 39.0 Silver <5.0 Thallium <5.0 Vanadium 29.0 Zinc 90.0 Selenium <10.0 ti .a. reHOAG6F.wsd -. _ -34- TABLE S H2S CONCENTRATION IN SOIL BORING GAS (ppm v/v) Soil Boring No. Depth (ft.) H2S 1 5.0 <1.0 1 10.0 <1.0 2 5.0 <1.0 10.0 <1.0 2 25.0 4.0 3 5.0 2.0 10.0 <1.0 3 25.0 <1.0 4 5.0 <1.0 • 10.0 3.0 4 20.0 3.0 5 5.0 <1.0 10.0 <1.0 5 25.0 3.0 6 5.0 <1.0 10.0 <1.0 6 15.0 <1.0 7 5.0 <1.0 10.0 <1.0 7 18.0 3.0 • reHOAG6G.Nsd TABLE 9 (cont.) H2S CONCENTRATION IN SOIL BORING GAS (ppm v/v) I Soil Boring No. Depth (ft.) H2S 8 5.0 <1.0 10.0 <1.0 8 19.0 <1.0 9 5.0 c 1.0 10.0 <1.0 23.0 <1.0 10 .5.0 <1.0 • 10.0 <1.0 10 16.0 <1.0 11 5.0 <1.0 10.0 <1.0 11 23.0 <1.0 12 5.0 <1.0 10.0 <1.0 12 15.0 <1.0 APPENDIX I "PRELIMINARY GEOCHEMICAL SITE EVALUATION OF EXISTING RELIEF WELLS, GASEOUS FLARE, SOIL, WATER AND AIR ON A PORTION OF HOAG MEMORIAL HOSPITAL PRESBYTERIAN PROPERTY: NEWPORT BEACH, CALIFORNIA" 4454 Industrial Street Simi Valley, CA 93063 (805) 526-6532 ADDENDUM TC) PHASE 2 ENVIRONMENTAL AUDIT LOWER CAMPUS (SOUTH OF HOSPITAL ROAD) HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA GeoScience Analytical, Inc. February 2, 1994 Fleet E. Rust, Ph.D CA REA NO. 01680 �i•••••••o E�WIROmsta» /, `g t„ s. nos?, cen . \ke O�"o e • NO.01680• • • • * EXP. JUNE 30, 1994 * • `* �/ �OFCA(1F0 �� CONTENTS 1. Contractor's Disclaimer . 2. Summary . 3. Findings . . 4. Analytical Protocol • 4.A. Laboratory Analyses . . 4.A.1. Cal-C7 Hydrocarbons . 4.A.2. CO2, 02 & N2 Fixed Gases . . 4.A.3. Total Recoverable Petroleum Hydrocarbons 4.A.4. Volatile & Semi -Volatile Organic Compounds -3- CONTENTS (cont.) 4.A.5. Corrosivity . , 14 4.A.6. Heavy Metals.. 4.A.7. Hydrogen Sulfide (H2S) 4.B. Field Analyses .• 15 4.6.1. Total Combustible Gas 4.B.2. Hydrogen Sulfide 5. Results and Discussion . . 16 6. Mitigation . . 20 7. Tables and Figures 23 -4- CONTENTS (cont.) 7.A. Figure 1: Site Plan . 7.B. Table 1: Soil Boring Locations , 24 7.C. Figure 2: Methane Concentration isopleths . 25 7.D. Figure 3: Hydrogen Sulfide Concentration Isopleths . 26 7.E. Ci-C7 Hydrocarbons in Soil . . 27 7.E.1. Table 2: GSA Soil Borings . 7.E.2. Table 3: Law -Crandall Geotechnical Soil Borings . 28 7.F. Table 4: CO2, 02 and N2 in Soil •. 31 7.G. Table 5: Soil Boring Data - Soil Chemistry . -5- CONTENTS (cont.) 7.H. Soil Boring Data - Soil Gas Chemistry . 33 7.H.1. Table 6: GSA Soil Gas Data 7.H.2. Table 7: Law -Crandall Soil Gas Data . 34 7.1. Tibia 8: Soil Boring Data - Metals . . 35 7.J: Soil Boring Logs 7.J.1. Figure 4: Soil Boring SB-1 . 7.J.2. Figure 5: Soil Boring SB-2 . . 37 7.J.3. Figure 6: Soil Boring SB-3 . 7.J.4. Figure 7: Soil Boring SB-4 . . 39 8. Appendices . 36 . 38 .•• . 40 -6- CONTENTS (cont.) B.A. Appendix I: Laboratory Data, QA/QC & Chain -of -Custody . 40 B.B. Appendix II: "Phase 2 Environmental Audit Lower Campus - Hoag Memorial Hospital Presbyterian, Newport Beach, CA . -7- CONTRACTOR'S DISCLAIMER PROFESSIONAL SERVICES HAVE BEEN PERFORMED BY GEOSCIENCE ANALYTICAL, INC. USING THAT DEGREE OF CARE AND SKILL ORDINARILY EXER- CISED, UNDER SIMILAR CIRCUMSTANCES, BY REPUTABLE GEOCHEMISTS PRAC- TICING IN SOUTHERN CALIFORNIA. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE INFORMATION AND ADVICE INCLUDED IN THIS RE- PORT. WE HAVE NOT INSPECTED OR PASSED JUDGMENT UPON THE WORK OF ANY OIL COMPANY, THEIR CONTRACTORS OR THEIR SUBCONTRACTORS, IN CAPPING OIL OR GAS WELLS LOCATED ON THE SUBJECT PROPERTIES WHICH ARE IDENTIFIED IN THIS REPORT. WE HAVE NOT REVIEWED ANY PUBLIC OR PRIVATE RECORDS, IN SEARCH OF THE EXISTENCE OR LOCATION OF OTHER OIL OR GAS WELLS, HIDDEN, VISIBLE, OLD OR INADEQUATELY CAPPED, WHICH MIGHT BE LOCATED ON OR NEAR THE SUBJECT PROPERTY, WHETHER SUCH WELLS MIGHT BE KNOWN OR UNKNOWN TO THE CALIFORNIA DIVISION OF OIL OR GAS. WITHOUT IN ANY WAY LIMITING OR QUALIFYING THE FOREGOING, BY RE- QUESTING OR RELYING UPON THIS REPORT, YOU WILL BE DEEMED TO AC- KNOWLEDGE: (1) WE ARE NOT TO BE HELD LIABLE BY YOU, OR ANY PARTY CLAIMING THROUGH YOU, OR ANY PERSON INJURED UPON THE PROPERTY, FOR ANY LOSS, COST, LIABILITY, EXPENSE, ATTORNEYS FEES AND COSTS, OR CONSEQUENTIAL DAMAGES OCCURRING AS A RESULT OF ERRORS OR OMIS- SIONS ON THE PART OF THE STATE OF CALIFORNIA, THE CITY OF NEWPORT BEACH, THE REDEVELOPMENT AGENCY OF THE CITY OF NEWPORT BEACH, OR ANY OIL COMPANY, OR THEIR CONTRACTORS OR SUBCONTRACTORS IN CAP- PING THE OIL OR GAS WELL(S) IDENTIFIED IN THIS REPORT, OR: (2) AS A RE- . -A- SULT OF BREAKAGE OF OR SEEPAGE FROM UNDER THOSE OIL OR GAS WELL CAPS, OR AS A RESULT OF THE MIGRATION AND SUBSEQUENT EXPLOSION OF BIOGENIC GAS, AS A RESULT OF EARTH -SHAKING ASSOCIATED WITH EARTH- QUAKES, EXPLOSIONS, EXCAVATION, DEMOLITION, SEISMIC VELOCITY TESTING, SOIL TESTING, WELL DRILLING OR THE LIKE; AND (3) WE HAVE DISCLOSED TO YOU THAT, IN OUR OPINION AS PROFESSIONAL GEOCHEMISTS, IT IS UNWISE TO BUILD STRUCTURES OR PAVED SURFACES OVEFI ABANDONED OIL OR GAS WELLS, OR WITHIN A HIGH POTENTIAL METHANE ZONE, GIVEN THE RISKS DE- SCRIBED IN (2) ABOVE, WITHOUT SATISFACTORY MITIGATION. -11- FINDINGS GeoScience Analytical, Inc. has conducted a supplemental Phase II evaluation of a portion of the Lower Campus of Hoag Memorial Hospital Presbyterian south of Hospital Road. The proposed use of the site is for expansion of the Hospital. The property evalu- ated is bounded on the west by West Coast Highway, on the north by Hospital Road, and on the south by Newport Blvd. Four (4) soil borings were advanced to depths of twenty-five (25') feet and samples, both soil and gas, were taken for chemical characterization of the site with respect to methane, hydrogen sulfide, and other hazardous substances including those related to petroleum such Rs benzene. Additional gas samples were collected from soil borings con- ducted by Law -Crandall as a part of a geotechnical investigation. Low concentrations of hydrogen sulfide (<4.0 ppm) were present in most soil bor- ings with concentrations of 50.0 ppm and 95.0 ppm identified in two (2) boreholes. The concentrations of methane gas in the open boreholes were as high as approximately 596,000 ppm (v/v), or more than eleven (11) tirnes the lower explosive limit. A trace amount of toluene was found in the soil gas at one (1) location. Soil tests were negative for the presence of petroleum related hydrocarbons such as benzene and other volatile organic compounds. Furthermore, there was no evidence found for the presence of corrosive soils (pH<2 or >12.5) or heavy metal contamination of the soil as defined by Title 22 of the California Administrative Code. One soil sample con- tained Total Recoverable Petroleum Hydrocarbons (TRPH) at 420 mg/Kg. All others were less than 150 mg/Kg. No hazardous materials or excess residual hazardous substances have been iden- tified under the scope of the subject investigation. -12- Mitigation will be required to prevent intrusion of methane and hydrogen sulfide con- taining soil gas into structures proposed for the site. During grading, excavation and con- struction activity, methane and hydrogen sulfide monitoring will be necessary. In accordance with the Site Health & Safety Plan, mitigation will be necessary should large quantities of methane and/or hydrogen sulfide be released during earth moving, grading or excavation activities. -13- ANALYTICAL PROTOCOL Laboratory Analyses C1-C7 Hydrocarbons A 1.0cc aliquot of gas was analyzed by FID gas chromatography for methane, ethane, ethylene, propane, propylene, iso-butane, n-butane, cyclopentane, iso-pentane, n- pentane, cyclohexane, iso-hexane, n-hexane, iso-heptane and n-heptane. Results are re- ported as parts -per -million (v/v) in the gas phase. CO2, N2 and 02 in Gases A 0.5cc aliquot of gas was analyzed by thermal conductivity gas chromatography. Concentrations are reported as parts -per -million (v/v) in the gas phase. Total Recoverable Petroleum Hydrocarbons (TRPH) EPA method 418.1 was used to quantify the concentrationof extractable petroleum hydrocarbons in the range of C14 - C45 in the soil. Volatile Organic Compounds EPA method 8240/8270 and ARB method ADDLOO4 were used to quantify the con- centrations of benzene, toluene, ethylbenzene and total xylenes as well as other it -14- volatile/semi-volatile organic compounds present in the soil and soil gas, respectively. Corrosivity of Soil (pH) EPA method 9045 was used to quantify the pH (corrosivity) of soil samples. Heavy Metals (CAM Metals) EPA method 3050 was used to prepare soil samples for quantification of their heavy metal concentrations. EPA method 6020 was used to quantify the concentrations of antimony, arsenic, barium, beryllium, cadmium, chromium, cobalt, copper, lead, mercury, molybdenum, nickel, silver, thallium, vanadium, and zinc. Selenium was quantified using EPA method 270.2. Hydrogen Sulfide (H2S) CARB method 16 was used for quantification of hydrogen sulfide in soil gas. • Methane (CH4) -15- Field Analyses A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of combustible gases (methane) at each soil boring. Sensitivity ranges from 0 to 100% LEL. The meter was calibrated daily. Hydrogen Sulfide (H2S) A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of H2S at each boring. Sensitivity ranges from 0 to 100 ppm v/v of H2S with a minimum de- tectable concentration of 1 ppm (v/v). The meter was calibrated daily. RESULTS AND DISCUSSION This investigation has been conducted as an addenus • rG ✓ completed report entitled "Phase 2 Environmental Audit, Lower Campu•. Qar , Memona' Hospital Presbyterian, Newport Beach, CA" dated September 20, 1993 ar:d attached herewith as Appendix II. That investigation had been limited to that Lower Campus; property located immediately north of Hospital Road. Under the current investigation, four (4) soil borings have beer advanced to depths of twenty-five (25') feet (see Soil Boring Logs: FIG. 4 - 7). Borehole locations were chosen to cover the site (TAB. 1, FIG. 1). Other soil borings, conducted by Law -Crandall as part of a geotechnical investigation on the subject property, provided additional samples for analy- ses under the current investigation (FIG. 1). Chain -of -Custody was maintained throughout the investigation (Appendix I). Soils recovered from the boreholes contained Total Recoverable Petroleum Hydro- carbons (TRPH) at concentrations from less than 30.0 mg/Kg to 420.0 mg/Kg. A maxi- mum TRPH concentration of 420.0 mg/Kg (w/w) was found in SB-3(GSA) at a depth of 10'. All other reported concentrations were Tess than 150.0 mg/Kg (TAB. 5). Soil samples were analyzed for ccr rosivity (pH) and all were found to be in the range of 6.3 to 7.7 or nearly neutral and well within acceptable limits of 2 to 12.5 and there- fore not classified as a hazardous substance (TAB. 5) for disposal purposes. The pres- ence of heavy metals was also tested for in the soil (TAB. 8) and found to be within acceptable limits. No volatile organic compounds (EPA method 8240) were found above the limits of detection (TAB. 5). Low concentrations of acetone and bis-(2-ethyl-hexyl)- phthalate detected in one soil sample are attributable to laboratory contamination. • -17- During drilling operations, the concentration of H2S was monitored with a hand-held detector. Although the majority of soil borings contained H2S at a concentration less than 2.0 ppm (v/v) (TAB. 9), two (2) soil borings, SB-4(GSA) at 25.0' and SB-7(Law-Crandall) contained H2S at 50.0ppm and 95.0ppm, respectively (TAB. 6). The remainder of the Law - Crandall soil borings were not analyzed for H2S although field observations suggested they contained lower concentrations of H2S (private communication, M. Wright). Soil gas samples were recovered from each GSA boring at depths of ten (10') and twenty-five (25') feet. Soil gas samples were recovered from Law -Crandall borings at vari- ous depths to 40.0'. No volatile aromatics were detected in any of the soil gas samples (TAB. 6, 7). Soil borings SB-1(GSA) and SB-4(GSA) contained the highest concentrations of methane of the GSA borings after allowing the open borehole to equilibrate with the sur- rounding soil for five (5') minutes (TAB. 2). Law -Crandall soil boring SB-7 contained the highest concentration of methane at 595,640ppm (TAB. 3). Concentrations of methane in the open boreholes reached maximum concentration in the northwest comer of the prop- erty and, to a lesser degree, in the southeast corner. Methane concentration isopleths at a depth of 25' have been contoured in Figure 2. The concentration gradient anomaly maxi- mum >600,000 ppm (v/v) methane is located in the vicinity of SB-1(GSA) and decreases rapidly to the southeast. The methane concentration is more than ten (10) times in excess of the Lower Explosive Limit (LEL) of 50,000ppm. In the boreholes that contained high concentrations of methane, the methane was quite dry with small concentrations of ethane and only trace amounts of higher homologues through C7. In the soil borings with rela- tively low concentrations of methane, SB-2(GSA) and SB-3(GSA), the concentration of ethane was an appreciable fraction of methane but higher homologues were present only in trace amounts. In general, soil gas concentrations of the hydrocarbon gases methane through heptane increase with depth with the hydrocarbons reaching maximum concentra- tions in the underlying sands. The observed hydrocarbon plume boundaries in the northwestern anomaly are as- sociated with the gas -charged sand encountered at shallow depth. Its concentration boundaries may be restricted due to impacts of an active extraction well operating to the immediate north. The secondary anomaly along the southeastern corner of the site is most likely related to a shallow and previously unidentified sand lens. The gaseous anomaly is continually charged and therefore poses a hazard to future site development. The carbon dioxide (CO2) concentration in the soil borings increased with depth in SB-1(GSA) and SB-4(GSA) indicative of a slight CO2 content in the associated underlying hydrocarbon source (TAB. 4). Based on the CO2 concentrations and associated N2/O2 ra- tios, there is no indication of bacterial degradation present in the source gas. Since methane concentrations in the soil borings increased with depth, there is no indication the current drilling program went beneath the methane source. The dryness of the high concentration methane is consistent with a bacterial source or early diagenetic generation of methane from buried organic material. There is no indication that there is methane or soil contamination from petroleum related activities at the site. If borings were made to greater depths, it is probable that the surface gases could be shown to be related to the gases currently being flared. Elevated hydrogen sulfide concentrations in the soil gas are restricted to tho =a pre- viously identified methane anomalies. Otherwise, H2S concentrations average <2.0ppm throughout the subject site. Within the two (2) anomalies, however, H2S concentrations have been identified as high as 50.0ppm and 95.0ppm within the southern and northern anomalies, respectively (FIG. 3). Hydrogen sulfide has an obvious and unpleasant odor typical of rotten egg smell at a concentration of <10.0ppm. At 100.0ppm H2S kills smell in 3 to 15 minutes and stings eyes and throat. At 500ppm H2S causes dizziness and breath- ing ceases in a few minutes. Death results within minutes. In soil, hydrogen sulfide is highly reactive and forms sulfuric acid at shallow zones resulting in significant damage to concrete and steel. -19- No hazardous materials or excess residual hazardous substances as defined under the California Administrative Code - Title 22 have been identified under the scope of the subject investigation. sti MITIGATION There are very high concentrations (>LEL) of methane present in shallow soil gases in the area and vicinity of the Lower Campus of Hoag Memorial Hospital Presbyterian south of Hospital Road that is proposed for expansion of the Hospital. Hydrogen sulfide is present in the surficial soils at two (2) locations at potentially harmful concentrations. Miti- gation must be undertaken to prevent this gas from collecting beneath future buildings and associated parking areas. Prior to development of the site, additional investigation should be conducted to evaluate the pressures associated with the underlying hydrogen sul- fide/methane gas charged sand. Gas extraction may be necessary prior to development. Additional investigation of the two soil gas anomalies may be beneficial to the evaluation of the scope of the gaseous plumes and the ultimate design of necessary remediation. There should be as much open space as possible between new Hospital buildings and parking areas to provide for natural venting of the soils. Although it is typical for park- ing areas to be asphalt paving, the possibility of laying interlocking mortarless cement brick to allow natural venting should be considered. If asphalt parking is chosen, it must be underlain with gravel -filled trenches engi- neered to release sufficient subsurface methane to the atmosphere to prevent any build-up of hazardous or dangerous concentrations. A grid spacing of 25' is satisfactory provided that it is reduced to 10' within the two (2) anomalous areas. A passive system is permissi- ble with manifolds leading to camouflaged high vents in lamp poles or ground level vents in planters covered by shrubs. Monitoring wells 5' deep are recommended at 100' inter- .vals between parking area and buildings. Buildings will also require sub -slab gravel -filled trenches on a 20' grid. The system may be passive with manifolds leading to roof vents (4' above roof line). Provision must be -21- made for either access to the vents on the roof or access within the building in order to allow periodic (quarterly) monitoring. In addition, an interior combustible gas monitoring system is required for the first floor of each building. The system shall consist of detectors in occupied rooms connected to a central monitoring panel. Provision shall be made for activation of an HVAC capable of venting and replacing interior air with fresh air at the rate of four (4) air changes per hour should combustible gases be detected at a concentration of 15% LEL within the building. At 25% LEL the system shall sound a building evacuation alarm and notify a central moni- toring station to alert the Newport Beach Fire Department. The combustible gas monitor- ing system should be calibrated quarterly. In the event site development includes construction which will result in permanent penetrations of the soil to depths of 10' or greater including the construction of elevator pis- tons, subterranean parking lots or basement, additional mitigation will be required in the area of the subject anomalies. Mitigation should include active gas extraction for the un- derlying shallow sands. During construction activities including earth moving, grading and excavation, provi- sion must be made for monitoring of methane and hydrogen sulfide in the work areas. If sustained combustible gas concentrations exceed 20% LEL methane in the breathing zone, respirators (half face) must be wom if construction is to continue. If sustained read- ings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. Prior to concrete cutting, excavation or welding operations, free soil gas com- bustible hydrocarbons will be vented or diluted to a concentration Tess than 25% LEL. Construction activities shall be halted in the event free soil gas combustible hydrocarbons exceed 25% LEL. Hydrogen sulfide concentration will be monitored within the work zone. In the event -22- hydrogen sulfide readings exceed 10.0 ppm in the breathing zone within the work area, all personnel are to evacuate the work area or wear respirators. Hydrogen sulfide concentrations within the anomalous areas of the site are suffi- cient to cause significant corrosion. Building materials should be engineered, therefore, to protect against corrosion. reHOAG7A.wsd c: • FIGURE 1 SOIL BORING ENVIRONMENTAL AUDIT Cancer Center Child Care Center f • L..•• . • .J 180ft. Legend O Soil Boring (GSA) ❑ soil Boring (LAW) Gail BAY teeedoau AaAppmxum.0 And Have Not Bien Sunyed rsH0AG1.drw Table 1. Soil Boring Locations Borehole No. Location 1 84'E of E Curb Hospital Road; 66' N of N Curb West Coast Highway 2 293'E of E Curb Hospital Road; 72' N of N Curb West Coast Highway 3 436'E of E Curb Hospital Road; 96'N of N Curb West Coast Highway 4 619'E of E Curb Hospital Road; 100'N of N Curb West Coast Highway FIGURE 2 METHANE CONCENTRATION ISOPLETHS (25') Cancer Center • Child Care Center i 600,000.0pprn.. 180 ft. reHOAG1D.drw r. • FIGURE 3 HYDROGEN SULFIDE CONCENTRATION SOPLETHS (25') Child Care Center i Cancer Center reHOA(31 E.Sw - 27 - TABLE 2 C1-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) HYDRO- CARBON Soil Boring No. & Depth (ft) 1 2 3 4 10.0' 25.0' 10.0' 25.0' 10.0' 25.0' 10.0' 25.0' Methane 1,686.0 10,143.0 14.0 G4.6 239.0 146.0 271.0 14,386.0 Ethane 11.4 35.8 1.5 8.7 0.6 4.3 2.1 137.0 Ethylene 0.3 <0.5 0.4 0.6 0.2 0.5 0.2 1.1 Propane 3.7 5.5 <0.1 0.8 0.4 0.8 0.3 4.2 Propylene <0.1 <0.5 <0.1 0.3 <0.1 <0.1 <0.1 <0.1 Iso-butane 1.2 1.6 <0.1 <0.1 <0.1 <0.1 <0.1 3.5 N-butane 2.0 2.2 <0.1 <0.1 <0.1 <0.1 <0.1 2.3 Cyclo- pentane 0.2 0.6 <0.1 0.1 <0.1 <0.1 <0.1 0.3 Iso-pentane 1.4 1.3 <0.1 0.1 <0.1 <0.1 <0.1 1.9 N-pentane 0.9 • 0.8 <0.1 <0.1 <0.1 <0.1 <0.1 1.0 Cyclo- hexane 1.0 <0.5 <0.1 <0.1 <0.1 0.2 <0.1 0.5 Iso-hexane 1.0 1.0 <0.1 <0.1 <0.1 0.4 <0.1 1.2 N-hexane <0.1 <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 lso-heptane <0.1 . <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 a reHOAG9.wsd '4 ; C1-C7 HYDROCARBONS IN LAW-CRANDALL SOIL BORING GAS HYDRO- CARBON Soil Boring No. & Depth (ft) 3 4 10.0' 19.0' 29.0' 39.0' 10.0' 19.0' 29.0' 39.0' Methane 3.4 8.0 16.9 22.4 21.8 766.0 3,053.0 7,700.0 Ethane <0.1 0.5 1.2 1.7 0.3 2.1 5.9 12.5 Ethylene <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Propane <0.1 <0.1 0.1 <0.1 <0.1 <0.1 <0.1 0.1 Propylene <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-butane <0.1 <0.1 <0.1 <0.1 <0.1. <0.1 <0.1 <0.1 N-butane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0 i Cl-C7 HYDROCARBONS IN LAW-CRANDALL SOIL BORING GAS HYDRO- CARBON Soil Boring No. & Depth (ft) 5A 6 19.0' 21.5' 31.5' 40.0' 20.0' 32.0' 36.0' Methane 1,427.0 4,246.0 1,432.0 2,129.0 391.0 34,315.0 29,481.0 Ethane 1.6 4.0 1.2 1.8 1.5 27.3 20.7 Ethylene <0.2 <0.2 <1.0 <1.0 <1.0 <1.0 <1.0 Propane <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 Propylene <0.1 <0.2 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-butane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-butane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.11 <0.1 Iso-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 - 30 - TABLE 3 (cont.) Cl-C7 HYDROCARBONS IN LAW-CRANDALL SOIL BORING GAS (PPM VN) HYDRO- CARBON Soil Boring No. & Depth (ft) 7 10 17.0' 30.0' 20.0' 30.0' 39.0' Methane 114,600.0 595,640.0 557.0 5,499.0 7,035.0 Ethane 108.0 533.0 0.9 9.0 13.4 Ethylene <1.0 <1.0 <0.1 <1.0 0.1 Propane 4.4 22.6 <0.1 <0.1 <0.1 Propylene <1.0 • <1.0 <0.1 <0.1 <0.1 Iso-butane <0.1 2.1 <0.1 <0.1 <0.1 N-butane <0.1 1.4 <0.1 <0.1 <0.1 Cyclo- pentane <0.1 <1.0 <0.1 <0.1 <0.1 Iso-pentane <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- hexane <0.1 <0.1 <0.1 <0.1 <0.1 Iso-hexane <0.1 <0.1 <0.1 <0.1 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 reHOAG13.wsd CO2, 02 AND N2 IN SOIL BORING GAS (PPM VN) Sample Boring No. Depth (ft.) CO2 02 N2 N2/02 1 10.0 49,299.0 179,300.0 724,150.0 4.0 1 25.0 73,451.0 155,060.0 738,540.0 4.8 2 10.0 57,319.0 165,270.0 720,400.0 4.4 2 25.0 39,861.0 158,510.0 819,410.0 5.2 3 10.0 65,533.0 176,590.0 752,430.0 4.3 • 3 25.0 49,623.0 144,470.0 5.3 771,260.0 4 10.0 33,985.0 187,590.0 743,790.0 4.0 4 25.0 76,425.0 147,580.0 734,931.0 5.0 Table 5. Soil Boring Data - Soil Chemistry Analyses Performed: Total Recoverable Petroleum Hydrocarbons (TRPH, EPA 418.1); Volatile Organic Compounds (VOC, BTEX, EPA 8240); Semi -Volatile Organic Compounds (SVOC, EPA 8270) Conosivity (EPA 9045) Boring No. Depth (ft.) Data in mg/kg (ppm) TRPH Benzene Toluene Ethyl- benzene Xylenes VOC1 SVOC2 Corrosivity (pH) 1 10.0 94.0 - - - - - - 6.6 1 25.0 94.0 - - - - - - 7.2 2 10.0 81.0 - - - - - - 7.2 2 25.0 110.0 - - - - - - 7.7 3 10.0 420.0 n.d. 0.01 n.d. n.d. acetone 0.052 Bis(2-ethyl- hexyl)- phthalate 22 7.5 3 25.0 110.0 - - - - - - 6.8 4 10.0 150.0 - - - - - - 7.3 4 25.0 81.0 - - - - - - 6.3 Detection Limit a 30 0.005 0.005 0.005 0.005 Various Various 0.05 Analysis by Core Laboratories ND Not detected Not analyzed 1 EPA 8240 identifies 39 compounds. Compounds Identified (other than BTEX) are listed here. BTEX listed individually in table. 2 EPA 8270 identifies 67 compounds. Compounds identified are listed here. reHOAG I 4.wsd — 33 — Table 6. Soil Boring Data - Soil Gas Chemistry Analyses Performed: Volatile Organic Compounds (BTEX, ARB-ADDL004); Hydrogen Sulfide (H2S, CARB 16) IData Boring No. Depth (ft•) in ppm (v/v) Benzene Toluene Ethyl- benzene Xylenes H2S 1 10.0 - - - - 2.0 1 25.0 - - - - 2.0 2 10.0 - - - - n.d. 2 25.0 - - - - 0.94 3 10.0 - - - - 1.0 3 25.0 - - - - 2.0 4 10.0 - - - - 1.0 4 25.0 n.d. n.d. n.d. n.d. 50.0 Detection Limit 0.02 0.02 0.02 0.02 0.20 Analysis by Enseco Laboratories ND Not detected Not analyzed Table 7. Soil Boring Data (Law Crandall Boreholes) - Soil Gas Chemistry Ana4ses Performed: Volatile Organic Compounds (BTEX, ARB-ADDL004); Hydrogen Sulfide (H2S, CARB 16) Boring No. Depth (n•) Data in ppm (v/v) Benzene Toluene Ethyl- benzene Xylenes H2S 7 17.0 - - - - 95.0 Detection Limit 0.02 0.02 0.02 0.02 0.20 Analysis by Enseco Laborabries ND Not detected Not analyzed reHOAG146.wsd Table 8. Soil Boring Data - Metals Analyses Performed: CAM Metals (EPA 3050, 6020, 7471, 7740) Soil Boring CAM TITLE 22 METALS - TTLC (mg/kg) Sb As Ba Be Cd Cr Co Cu Pb Rio NI Ag TI V Zn Hg Se 3 @ 10.0' ND ND 61 ND 0.7 7.7 ND 13 ND ND 15 ND ND 13 37 ND 0.55 Detection Limit 5 5 5 0.5 0.5 5 5 5 5 5 5 5 5 5 10 0.2 0.5 Analysis by Core laboratories ND Not detected Not analyzed () Duplicate Analysis reHoAG14D.wsd — 36 — LOCATION 84' E of E Curb Hospital Road; 66' N of N Curb West Coast Highway ANELEDVDAATThIONm AGENCY City of Newport Beach DRILLER FER DATETA1/12/94 STARTED FATE 1/12/94` FINISHED DRILLING EQUIPMENT GeoScience Analytical, Inc. Hydraulic 11 HP TOTAL DEPTH DRILLED (ft.) 25.0 ROCK DEPTH (ft.) None TYPE OF None WELL CASING SCREEN N/A PERFORATION DIAMETER OF 5 0 BORING (In.) DIAMETER OF" WELL (In.) TYPE/SIZE OF NoneTYPE/THICKNESS SAND PACKOP. SEAL(S) WA NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOGGED BY: D. Ortiz WATER DEPTH (ft) FIRST: None COMPLETION: 24 HOURS: CHECKED BY: F. Rust m LITHOLOGIC LOG WELL COMPLETION LOG SAMPLES DRILLING RATE (time) = DESCRIPTION Number a Blow Count O (ppm) REMARKS w 0 nT- F Head- space Back- ground ASPHALT AND BASS _ = 5— _ �� BecameSILTY CLAY % 0901 to — 3 2,500 <500 0981 H2S odor — 15 = _ 20— 1 I 0940 0949 0954 2.0 ppm H2S odor H2S odor (v. slight) _ SILTY SAND _ 25 Becomes silty SAND r 4 0 14,000 1012 H2S odor _ — 30 35- 40- 45— so— Bottom of Boring at 25 feet. No Water Encountered .2.0 ppm Project: ' Hoag Memorial Hospital Presbyterian Project Number: 1557 LOG OF SOIL BORING NO. 1 FIGURE 4 HOAoaa� GeoScience Analytical, Inc. ia ` LOCRATION 293' E of E Curb Hospital Road; 76' N of N Curb West Coast Highway ELEVATION ANO DATUM DRILLING AGENCY City of Newport Beach DRILLER FER DATE OA STARTED "Van DATE FINISHED 1/12/94 EQUIPMENT GeoScience Analytical, Inc. Hydraulic 11 HP DOTAL DEPTH 25 O DRILLED (ft.) DOCK None DEPTH (ft) TYPE OF None WELL CASING SCREEN PERFORATION N/A DIAMETER OF BORING (In.) 5 0 DIAMETER OF WELL (In.) WA TYPE/SIZE OF None SAND PACK TYPE/THICKNESS N/A OF SEAL(S) NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOGGED BY: D. Ortiz WATER DEPTH(It) FIRST: None COMPLETION: 24HOURS: CHECKED BY: F. Rust DEPTH, feet UTHOLOGIC LOG WELL COMPLETION LOG SAMPLES DRILLING RATE Dime) DESCRIPTION Number m ; E (porn ) REMARKS 1- A Head- space Back- ground ASPHALT..AN.4.BAsg - SILTY CLAY 5— r_ Becomes Bury CLAY %%/// 1106 1111 — _ j j (slight) it)— 7 el <500 1117 75 = _ 20 • . j/ j 1139 1146 1.0 ppHmr No H2S odor H2S odor (v. slight) 25 • r % 9 a 500 1204 H2S odor _ - 30- 35— 40— 45- 50— Bottom of Boring at 25 feet. No Water Encountered . • 3.0 ppm Project: Hoag Memorial Hospital Presbyterian Project Number: 1557 LOG OF SOIL BORING NO. 2 FIGURE 5 HOAe3A.drw _ I Inn eoscience Analytica , • LORING 436' E of E Curb Hospital Road; 96' N of N Curb West Coast Highway ELEVATION DATUM DRILLIN AGENCY City of Newport Beach DRILLER FER DATE STARTED 1/12/94 DATE 1/12/94 FINISHED DRILLING GeoScience Analytical, Inc. Hydraulic 11 HP EOUIPMENT y TOTAL DEPTH DRILLED (ft.) 25•0 ROCK DEPTH (ft.) None TYPE OF None WELL CASING SCREEN PERFORATION N/A DIAMETER OF BORING (In.) 5•0 DIAMETER OF WELL (In.) WA TYPE/SIZEOF None SAND PACK TYPE/THICKNESS OFSEAL(S) N/A NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOGO EL. BY: D. Ortiz WATER DEPTH (a) FIRST: None COMPLETION: 24 HOURS: CHECKED BY: F. Rust m UTHOLOGIC LOG 1 SAMPLES DRILLING RATE (tune) ± ww DESCRIPTION WELL COMPLETI LOG Number m ow Count (pam) REMARKS 0 F Head- space Back- ground ASPHALT AND BAsE _ _ SAND _ — 5— re Becomes yellow SAND 1401 1404 No H2S odor - rim Becomes yellow brown SAND ,ems Becomes yellow SAND to— SILTY CLAY 7 712 . 500 <500 1413 H2S °d�°r pp _ rim0 Becomes silty CLAY Jj j 1426 No H2S odor _ 15- - _ 20 _ _ r■ Becomes damp slily CLAY j j 1429 zs %//O//r, 14 • 2,500 1443 H2S odor _ — 30— 35- 40- 45— r 5O Bottom of Boring at 25 feet. Water Encountered at Bottom • 2.0 ppm Project: Hoag Memorial Hospital Presbyterian Project Number: 1557 LOG OF SOIL BORING N0.3 FIGURE 6 HOAose.a+. • r BORINGCATION 619' E of E Curb Hospital Road; 100' N of N Curb West Coast Highway END DAu M GEENG? LING City of Newport Beach DRILLER FER S1/12/94 STARTED DATE 1/12/94 FINISHED DRILLING GeoScience Analytical, Inc. Hydraulic 11 HP EQUIPMENT Y TOTAL DEPTH 25 O DRILLED (ft.) ROCK None DEPTH (ft.) TYPE OF None WELL CASING SCREEN N/A PERFORATION DIAMETER OF 5 0 BORING (In.) DIAMETER OF" WELL (In.) TYPE/SIZE OF SAND PACK None TYPE/THICKNESS OF SEAL(S) WA NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOGGED BY: D. Ortiz WATER DEPTH (It) FIRST: None COMPLETION: 24 HOURS: CHECKED BY: F. Rust DEPTH, feet DESCRIPTION UTHOLOGICI LOG WELL COMPLETION LOG SAMPLES DRILLING RATE (tune) REMARKS Number m Blow Count (pm) A HHead- space Back- ground _ _ - 6— - 10— _• _ ASPHALT AN....( ASE AY j j 1515 1516 1526 1544 160525 H2S odor H2S odor 1.0 ppm H2S odor 41.0 H2d ppm reel Becomes cLnv SILTY CLAY rig Becomes silty CLAY 17 s 500 <500 i6- 20— —j - 20 im 15,500 _ - 30- 35- 40- 45- 50— Bottom of Boring at 25 feet. No Water Encountered Pro ect: Hoag Memorial Hospital Presbyterian Pro ect Number: 1557 LOG OF SOIL BORING NO. 4 FIGURE 7 env �M Western Atlas International A litnfo.Ms.f COMM./ e. t. CORE LABORATORIES a CORE LABORATORIES YTICAL REPORT Tob Number: 930435 Prepared For: GeoScience Analytical Fleet E. Rust 4454 Industrial Street Simi Valley, CA 93063 .{ 3-q-93 Signature Date: Steven A. Hensen Laboratory Manager C Si nature Nick C. Adolfo QA/QC Coordinator Date: 3/403 Core Laboratories 1250 Gene Autry Way Anaheim, California 92805 (714) 937-1094 California Environmental Laboratory Accreditation Program Laboratory Number 1174 Los Angeles County Sanitation District Laboratory Number 10146 ma awesoo on 0. ntaae!a C . co^Ia.w 1 a tn. fecal rs msan upon nbfa.atff Yb ^41a a succw0 by Me cwol he *I W e.cw»e and coaDor Mdl use me repot Nis cyst rnwM tM nlapaalCnin 0OMn. o.de.Nn .M+aw'I IM post ecOMMm al Coe La0Y.Oaips Coe L30aala4s however Mures ro fppo4Wv a^e man ro *M.Wva •eo4W e49ns a.0M, n +10410 es W the P00.41mty prow np0NOM Or yol4WaMss olYry Os gas cow 0,0Ca1I Innrem, wpm, sea Of woo /l C0n*CICO rift Minh wen, pat 4 iWOo neon wow Mlv, maw analWe a. (M 100011 NOW Mina reoocq¢00 OftlOI /l in entirety *NOW Ins stoen apoOval ol Co,. Labaalon, Western Atlas International A IM,Dov Canon, CORE LABORATORIES LABORATORY TESTS RESULTS 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 1 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB6-5 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 2 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB6-15 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 3 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB7-5 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 4 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB7-18 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 5 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB8-5 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 6 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: S88-19 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE TEST DESCRIPTION SAMPLE 1 SAMPLE 2 SAMPLE 3 SAMPLE 4 SAMPLE 5 SAMPLE 6 UNITS OF MEASURE Total Petroleum Hydrocarbons, soil • 67 <30 34 61 220 40 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:1 The NNMt. %VICOI a vllsaaejON CbNrod el INS NOW we eased oar COWvelvne end +Was SUDOMI Dy INT Glee la shout e.cW{M end conoeNw ne M repel Nf One eYM The Ne.peIN4h at Wailed e.ane.d .eanMe We Dnl YggFnM d CC.a Ltlpaal0M Co.. LaDY.IdM. 041 0 nW^n W InpJ s0My and mien no aall ly O .4WOMM1IOI d.ana a.Wom n to me pnuC1 xt d getY. paler Wa.eICM. a polYaavls tl MlY Coo or Wve m.le41. papally Nn a sane n COMaIO. *AI MM1CII SUC I'ewail 4 hied a .eyd LOOn Ip aeY lfWl analwWp TM moon SNY .M MleaasltW e.Cn1 vlt hotl y setae the wean appaad Cole L4OSatlen CORE LABORATORIES Western Atlas International LABORATORY TESTS RESULTS 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 7 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: 589-5 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 8 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: S89-23 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 9 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: S810-5 REM: 1,5M BRASS SLEEVE SAMPLE NUMBER: 10 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: S810-16 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 11 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: S811-5 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 12 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: 5811-23 REM: 1,SM BRASS SLEEVE TEST DESCRIPTION SAMPLE 7 SAMPLE 8 SAMPLE 9 SAMPLE 10 SA?IPLE 11 SAMPLE 12 UNITS OF MEASURE Total Petroleum Hydrocarbons, soil • 61 40 40 34 34 34 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:2 The Onallted 00ncn, O MIMw1Wlpy oo+:a-q n IMS tattoo y, awd won gtfara4N Rb manta. salad by me Oen la srra e.cMM end CON.ort l uW Iss regal ras ben male The eta na,on a opt."'" a.pcSWd foreleg I QH1 tuitret clCPo LaU$aloat CV. NOlaroas resew mien rta raioofWlr orb mates no *manor oe ral*MWIICIOM ewes. of mqW as. trte yo0ulrvir mow Odwnats l moons :tiny 04 pal. Cal Of OOW MASS, yogfl MM o We n CMMCIM Met *Kn such repel 4 used orcsed:Lorl o' Wry rM O^ WYIspar iM opal taw rat a•ayedced eall n.lsomugY weroa W wove alyorn of Co. Laoaam/M Western Atlas International A tmhlaw. Cw w CORE LABORATORIES LABORATORY TESTS RESULTS 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 13 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: SB12-5 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 14 DATE RECEIVED: PROJECT: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SAMPLE: SB12-15 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 15 * * THIS SAMPLE NUMBER WAS NOT ASSIGNED * * • TEST DESCRIPTION SAMPLE 13 SAMPLE 14 SAMPLE 15 UNITS OF MEASURE .» Total Petroleum Hydrocarbons, soil <30 <30 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:3 Tar ann ooaM. p n!FpMNon CYIYIO n un mMAYt t nc01LVT atwvttoni YU milMW fmn40 pe Ob CMM Iry *roi ttCb. 44 Yd C0Mgp4Jl I111lµ Itpyl ni Oeen mW Tlq 4IMpfiticM 0 o crL awnsW MWtsn in 0111.40gernent ti Co.. Lap.YtYn Call Lla bWen Metro d1M/M. M IC4wM1ayav >o males ro *Ytlnle OI IMvemmetpni etpell p1 spied as to the reoOt04,4 MCpe SMAlcnl Y o.,IiaoMlln 0' lnl 04 pat COYY Can m.VY. (AVM. mid ncyvlcton*ln *inn loch 01000ll lied Y 1000 • bCy realm sancta, Tin moat them hl Of teptodad t.Ct0l n 4,4,44.4 *arow lM *nnM .pyuaY exit La0Yaa1H 4 Western Atlas International A towrDar amine CORE LABORATORIES QUALITY ASSURANCE REPORT 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust ANALYSIS DUPLICATES REFERENCE STANDARDS MATRIX SPIKES ANALYSIS TYPE ANALYSIS SUB -TYPE ANALYSIS I.D. ANALYZED DUPLICATE VALUE (A) VALUE (B) RPD or (IA-BI) TRUE VALUE PERCENT RECOVERY ORIGINAL VALUE SPIKE ADDED PERCENT RECOVERY PARAMETER:Total Petroleum Hydrocarbons, soil DATE/TIME ANALYZED:03/02/93 10:53 QC BATCH NUMBER:926344 REPORTING LIMIT/DF:.30 UNITS:rg/kg METHOD REFERENCE :EPA 418.1 TECHNICIAN:CIS BLANK STANDARD SPIKE SPIKE DUPLICATE METHOD REFERENCE SAND BLANK MATRIX MATRIX 030293 130002 030293-1 930435-9 930435-9 <30 940 97 140 40 40 0 1200 78 0 40 100 100 97 100 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:4 1e MIW.M Cahn atwp.u1acnsWn:iv90 n IM lapCl ae pampa Ipon OOIMvueM and matnn' Wppgd lay n' clef at wromp 0.Clulare YW fmlbq hal tn. Tt mvnt nas tion made The maaa4WM n OpOII a Cann rcwnef0y Dnl magr.4 of Co,. LY}YObna Co. LaCWaWw Myrna* Munn noraM 00dland n moan ro %wdfly ce rpinannion a.Capit stompb oa kma/ mow OpOralpl{ C Cp a cl IaapWMC YIY 0. all Cola 00W nvbr4. C0Mly, *ON a NM n canycIM *e MKa Won rpvl 4 triad C rand .pen b IIy reMOn *PatWao fin now slay nog as I,COd's,d 4.0 0! n Its aMvaly walla M vernal aQCOvMI of Con l tprMCM Western Atlas International CORE LABORATORIES QUALITY ASSURANCE FOOTER All methods are taken from one of the following references: (1) EPA SW-846, Test Methods for Evaluating Solid Waste, Third Edition, November 1990 (2) Standard Methods for the Examination of Water and Wastewater, 17th Edition, 1989 (3) EPA 600/4-79-020, Methods of Chemical Analysis for Waters and Wastes, March 1983 (4) Federal Register, Friday, October 26, 1984 (40 CFR Part 136) (5) American Society for Testing and Materials, Volumes 5.01, 5.02, 5.03, 1992 (6) EPA 600/4-89-001, Short-term Methods for Estimating the Chronic Toxicity of Effluents and Receiving Waters to Fresh Water Organisms (7) EPA 600/4-90-027, Methods for Measuring the Acute Toxicity of Effluent and Receiving Waters to Fresh Water and Marine Organisms, Fourth Edition All methods of chemical analysis have a statistical uncertainty associated with the results. Unless otherwise indicated, the data in this report is within the limits of uncertainty as specified in the referenced method. Quality control acceptance criteria are based either on actual laboraa-ry performance or on limits specified in the referenced method. Notes: The date and time of analysis indicated on the OA report may not reflect the actual time of analysis for QC samples. All data reported on an "as received" basis unless otherwise indicated. Data reported in the OA report may lower than sample data due to dilution of samples into the calibration range of the analysis. Sample concentrations for solid samples are calculated on an as received basis. FLAGS, FOOTNOTES, AND ABBREVIATIONS (as needed) NC = Not calculable due to'values lower than the detection limit. ND = Not detected ug/L = Micrograms per liter mg/L = Milligrams per liter N.I. = Not Ignitable S.I. = Sustains Ignition I(NS) = Ignites but does not sustain ignition RPD = Relative Percent Difference (a) = Surrogate recoveries were outside acceptable ranges due to matrix effects. (b) = Surrogate recoveries were not calculated due to dilution of the sample below the detectable range for the surrogate. (c) = Matrix spike recoveries were outside acceptable ranges due to matrix effects. (d) = Relative Percent Difference (RPD) for duplicate analysis outside acceptance limits due to actual differences in the sample matrix. (e) = The limit listed for flammability indicates the upper limit for the test. Samples are not tested at temperatures above 140 Fahrenheit since only samples which will sustain ignition at temperatures below 140 are considered flammable. (f) _, Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a diesel standard, however, the hydrocarbon pattern did not match a diesel pattern. (g) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a gasoline standard, however, the hydrocarbon pattern did not match a gasoline pattern. (h) = High dilution due to matrix effects Rev. 13 /usr/nick/wpwork/gafooterl4 2/25/93 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 fnV JNryWa. cons of nlro.n,cn C rl 4.0 n nH ruy , a, rand .pT neMrr.ilty. Yp Malec,* S49O'0 or [NY OM l yy arpyr 0r01.4ne and C3?tO,1 W YW INS rr wyl I.l. WIM nyia0 tM +rlaornIMs C. 00.104 e.pe.MC .YpIMMIMeC15t.40440 p Cote Ll(y,ab?a Co., LaWal'L*I nsere J%kFNM r .751:014*IT,J40 rMame%nl *surly or reporsi Y4MN erpev, rr +wO 4(J t M IM p°WC4nry pa)p r'w4TOM 0, molt x esaN pm, d OS COM p pnp MOMY Mr, . aM 0, sand 44 C0TRton*T1 NKn ..61r ter 4 YNa 0.reiod rear try I'V .WWYM *atiOevel fna.'port tap' no. PO r cpnMCe0 .•.Ce0r n 'IS ptooty mina 1M*Plan &,*anal N Cote laapaWM Western Atlas International CORE LABORATORIES CORE LABORATORIES ANALYTICAL REPORT Job Number: 930468 Prepared For: GeoScience Analytical Fleet E. Rust 4454 Industrial Street Simi Valley, CA 93063 ignature Date: Steven A. Hensen Laboratory Manager Sig ature Nick C. Adolfo QA/QC Coordinator 36Lj43 Date: Core Laboratories 1250 Gene Autry Way Anaheim, California 92805 (714) 937-1094 California Environmental Laboratory Accreditation Program Laboratory Number 1174 Los Angeles County Sanitation District Laboratory Number 10146 Th. rla.ypet. 0 0 a re0.pr4IML C04OrOb. 0wf lepyl a0 basal ueCn nc4y.acnt awe marlal 4a0600 by Me ru!nl by %%NW! MOM,' rM cnyd.aW uv, mot •ropl hat ter. mho, yrw ...omen o row,* e.pmtal nVellaMIN btt .oprnell d 0:10 Laocrp.L UIP L10CICY W. phew. m4Tm no InoomCMl and make. ro wara'Y n r.pfyNAl.r. °.pent. /nowt, as la me prcka mly prow rariran t p slats.an M aM d pat' '. COYO aPr mrlar povMy Nm a Lind .Cae,Cc,welMMJI Such lepplS°Leln 414101am ar TI'Ca1M wlVIwYM ihlmpm?WI rot b .ryind.r.,d nCOO" M eryrp.y *CVO me *l .NpmSM Cti. L.100,, .1L.. Western Atlas International A LJbrlDeew Cowry CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 . JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical .. ATTN: Fleet E. Rust CLIENT 1.0 • 930a151422 LABORATORY I.D...: 930468-0001 DATE SAMPLED • 02/15/93 DATE RECEIVED • 02/16/93 TIME SAMPLED 00:00 TIME RECEIVED • 10:23 WORK DESCRIPTION...: 5-5', LAB#930340-9 REMARKS 1, BRS SLV-SOIL TEST DESCRIPTION FINAL RESULT LIMITS/*DILUTION UNITS OF MEASURE TEST METHCO i DATE TECHN, pH (Soil pH measured in H20) • • 7.7 • pH units EPA 9045 03/08/93 RVJ 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:1 Trp b e'nes corona vJMO'MJtCe1 CCruJJ'N A n recoil we rswq 400n l-0fprJTGl{ Jrp MAIM al wW ltll bl lfl M l 1., *boy: erc'.n.V 3,4 c"' ,nenrJ* Lao 'JM rrym i '4$ !Mtn mat* 1N.MMpMMVn1 p 00 on, 6 0tCW totytriON Ina Oetl pn2CryMl d Cbe LJNI.IY/CI Cbe LIOo'awK manor assumes Nro$.».LSN, MM 1110.25 rV wJnJnly oi fewe4.mllmt Y.fl'es$ b nrOWll Jo to :no p00'Cin'h ports (ows1Mf p c'04a0Mt0{ of any 04 oat coal b MOM rrMMJl, MOOM:y N U p SdAd rl Cpv'eCIM M'111 taseh Wc0 FOCCA 1I44 p reoel ICb1 tor Jny fCJMll whMlptiM rMC rppyl NW not be rry'OOuCOo e'CCOI n Is b'WMy x.IryIW IN Jrfr J0p0.a1 M Coe LOWJ:bS. Western Atlas International CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 JOB NUMBER:• 930468 CUSTOMER: Geoseience Analytical ATTN: 'Fleet E. Rust CLIENT I.D LABORATORY I.D...: 930468-0002 r. DATE SAMPLED • 02/25/93 DATE RECEIVED • 02/26/93 TIME SAMPLED 00:00 TIME RECEIVED 11:40 WORK DESCRIPTION...: SB6-5, LAB#930435.1 REMARKS • 1, BRS SLV-SOIL TEST DESCRIPTION FINAL RESULT LIMITS/"DILUTION UNITS OF MEASURE TEST METHOD OATiy TECHN pH (Soil pH measured in H20) 7.6 pH units EPA 9045 03/08/93 RVJ v 1 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:2 iM Jnaten meals n reeeNO ent earrah011 :M ICWart en• fl, a 41OC Mlwnaters Irb maleel Supper] by ire CFUM In Mete tedeeve ;Pei crmeereal use ens ippnl N4 been mane tts minnmalCM a npaeps a0ImMO reCreerltee pent rnIcHern U COM WCnabs Cant tapaarrn.. nMV04 as Las re Ipsacesb.Ny and main re *arrive; 1ppewMalan oplesS aft keen",dr 101M 0ro0u@Mv Orpbp: geeetens I. IMu.Ipbma Y Jnv r bar Weirs dent netts (teeny. Mel Or note el C'MIRton tan *:en Mtn repel a 'mew toWd teen In any: aSad wMIwg4M tee lepvl NNllnll no letene<M C.Cevt Y:.1$ el eicry ,coanl ten *mien anemia M Cie* 41Wa1Y 0s Western Atlas International CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 J08 NUMBER: 930468 CUSTOMER: Geoscience Analytical ATTN: Fleet E..Rust CLIENT I.D • LABORATORY I-D...: 930468-0003 DATE SAMPLED • 02/25/93 DATE RECEIVED • 02/26/93 TIME SAMPLED • 00:00 TIME RECEIVED • 11:40 WORK DESCRIPTION...: SB7-18, LAB#930435-4 REMARKS - 1, BRS SLV-SOIL TEDESCRIPTION ST FINAL RESULT LIMITS/*DILUTION UNITS OF MEASURE TEST METHOD. DATE . . TECNN pH (Soil pH measured in H20) 7.7 pH units EPA 9045 03/08/93 RVJ ' 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:3 M wrists mews or wpa(letnH cr..oc in IM tow Ne Med u001 n0savdICM Jms melnW :LOpna t1 me Chem Ia snqu u•aM•e and COM•Ofr al Las INS 'Pr.? dun *Can mjae Inc ntepeMMms a 00MIm a•pa.ld Iepesea lM OOCI?Arent sY Coe L1WJ1pca Core Llwaian MweM• It'*I •SPYnllam and Made. Pt) .aRMJmr a reV•ISetataM •prnV..v.00:10 me c•llLtn.Ir moot nowahel a Deotspagfs at Yew 0a1 °IL a afro mnmy. =Na, ryya sob n mammon wim .MCM1 .WI tepid h YMa IN OHO i•Oo' ICY any •easy watfahn t tin 'Men VW, M 00 'Oooa.ec e•CVOI ,n A{ mu.* e01•VO Inc Amine^ J0000*I01 Cao LI0a*IDOs Western Atlas International A 11D+,DAw Cbllm! CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 J08.NUMBER: 930468 CUSTOMER: Geoscience Analytical ATTN:. Fleet E. Rust CLIENT I.D LABORATORY I.D...: 930468-0004 DATE SAMPLED • 02/25/93 DATE RECEIVED • 02/26/93 TIME SAMPLED • 00:00 TIME RECEIVED 11:40 WORK DESCRIPTION...: S88-S, LAB#930435-5 REMARKS • 1, BRS SLV-SOIL TEST; DESCRIPTION: FINAL RESULT LIMITS/*DILUTION UNITS'OF MEASURE. TEST.METHOD DATE. TECHN Volatile Organics by GC/MS *1 EPA 8240 03/05/93 ST Acetone 230 20 ug/kg EPA 8240 Benzene ND 5 ug/kg EPA 8240 Bromodichloromethane ND 5 ug/kg EPA 8240 Bromoform ND 5 ug/kg EPA 8240 Bromomethane ND 10 ug/kg EPA 8240 2-8utanone ND 10 ug/kg EPA 8240 Carbon disulfide 48 5 ug/kg EPA 8240 Carbon tetrachloride ND 5 ug/kg EPA 8240 Cfilorobenzene ND . 5 ug/kg EPA 8240 Chlorodibromomethane ND 5 ug/kg EPA 8240 , Chloroethane ND 10 ug/kg EPA 8240 2-Chloroethytvinyl ether • ND 10 ug/kg EPA 8240 Chloroform ND 5 ug/kg EPA 8240 Chloromethane ND 10 ug/kg EPA 8240 1,1-Dichloroethane ND 5 ug/kg EPA 8240 1,2-Dichloroethane ND 5 ug/kg EPA 8240 1,1-Dichloroethene ND 5 ug/kg EPA 8240 Total 1,2-Dichloroethenes ND 5 ug/kg EPA 8240 1,2•Dichtorapropane NO 5 ug/kg EPA 8240 cis-1,3-Dichloropropene ND 5 ug/kg EPA 8240 trans-1,3-Dichloropropene ND 5 ug/kg EPA 8240 ' Ethytbenzene ND 5 ug/kg EPA 8240 2-Hexanone ND 10 ug/kg EPA 8240 Methylene Chloride ND 15 ug/kg EPA 8240 4-Methyl-2-pentanone ND 10 ug/kg EPA 8240 Styrene ND 5 ug/kg EPA 8240 1,1,2,2-Tetrachloroethane ND 5 ug/kg EPA 8240 Tetrachloroethene ND 5 ug/kg EPA 8240 1,1,1-Trichloroethane ND 5 ug/kg EPA 8240 1,1,2-Trichloroethane ND 5 ug/kg EPA 8240 Trichloroethene ND 5 ug/kg EPA 8240 Toluene ND 5 ug/kg EPA 8240 Vinyl acetate ND 10 ug/kg EPA 8240 Vinyl chloride ND 10 ug/kg EPA 8240 Total Xylenes ND 5 ug/kg EPA 8240 d4-1,2-Dichloroethane (SURROGATE) 87 0 % Recovery 70-121% QC LIMITS d8-Toluene (SURROGATE) 126!a) 0 % Recovery 88-110% DC LIMITS 4-Bromofluorobenzene (SURROGATE) 53(a) 0 % Recovery 74-121% QC LIMITS pH (Soil pH measured in H20) 4.3 pH units EPA 9045 03/08/93 RVJ • 1250 Gene Autry Way Anaheim, CA 92805 ' (714) 937-1094 PAGE:4 TH flypl opals 01 nlppetatrs cpna NO n Wt ropy! Yn tatttl wOnn °Minyalent J'U m.00,415.41,Vb by In* C MI Iw *how n,CLMr YW CWAMIa atlaw Inn few.' pus 00' mnq Tro mlppw*lmnt p COW,. a•pnned .lpnsea P4 bat ry3Pcattril d Co, LSOONIO YS COW tab .bu.t 0W.M 4SM/M't nO PetCo...C*4 and mama no wJ".MYV nt,eWCymltlmt t.pnI,t nlptd.t M try Csoctit.rty sr oiler rpn,JIUS npo1iabr 41d "d Odf COO a Mee ftelral Opnity.*ln p 4d,b ., cbmttdcn x.ln ,.Nen tied Penco u%Mp(eldYln Ip n'0SWnM,nl.ncn.TINS MOW? Nlnp1 pp lI0Qt4Cpl l!wean) at. won't aJn'W the *nee. .Woo,N al Ova LaWattel • Western Atlas International A LanIL?w Calpta, CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 • J08 NUMBER: 930468 .:— CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust CLIENT I.D • LABORATORY I.D...: 930468-0005 DATE SAMPLED • 02/25/93 DATE RECEIVED • 02/26/93 TIME SAMPLED • 00:00 TIME RECEIVED • 11:40 WORK DESCRIPTION...: SB9-5, LAB#930435-7 REMARKS • 1, BRS SLV-SOIL TEST:DESCRIPTION FINAL RESULT LIMITS/*DILUTION UNITS OF MEASURE TEST METHOD: DATE TECNN Acid Digestion for FLAA or ICP/MS COMPLETED N/A EPA 3050 03/09/93 RVJ CAM METALS SOLID *1 EPA 6020 03/10/93 RVJ Antimony (Sb) ND 5.0 mg/kg EPA 6020 Arsenic (As) 5.9 5.0 mg/kg EPA 6020 Barium (Ba) 100 5.0 mg/kg EPA 6020 Beryllium (Be) ND 5.0 mg/kg EPA 6020 Cadmium (Cd) ND 5.0 mg/kg EPA 6020 Chromium (Cr) 25 5.0 mg/kg EPA 6020 Cobalt (Co) ND 5.0 mg/kg EPA 6020 Copper (Cu) 38 5.0 mg/kg EPA 6020 Lead (Pb) - ND 5.0 mg/kg . EPA 6020 . Mercury (Hg) ND 10 mg/kg EPA 6020 Molybdenum (Mo) 6.6 5.0 mg/kg EPA 6020 Nickel (Ni) 39 5.0 mg/kg EPA 6020 Silver (Ag) ND 5.0 mg/kg EPA 6020 Thallium (TO ND 5.0 mg/kg EPA 6020 Vanadium (V) 29 5.0 ng/kg EPA 6020 Zinc (Zn) 90 10 mg/kg EPA 6020 Selenium (Se) <10 10 mg/kg EPA z70.2 03/10/93 RVJ pH (Soil pH measured in H20) 6.3 pH units EPA 9045 03/08/93 RVJ • 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:5 1IV 4""":Dr"01mrylppl41.In1 CYI4FNb A flt 10000 YO rdwd upn.b01401MIand maI*,n0/IWI0i.0 by 11q ewe he snio e:@N.O.YM coNMYNI VAC mf'ODVI h1$ D0'vll made IM.ntnyo IU{ b QO.ncnS O.pe/4. •.0101M1 b4 b00 . UOprynl al Cam Law/wanes Co', LMMMarI VI /VAIN*, MWn'M 1V 41,0nwJ ly and mytll 00 *Mpmy y 1:Dp00• NA1011 D.D•CI V .M1Y!D M IO me pOpUIMTY IMCD& megaton. of pO•t3o n n{ cI 1M as gill. :Cy' 1Y gIM/mn*,N VS" .4410. M in COnneelca Y'T*1u01 I1Kd 10Dy14 VW d/Obd 103n ly "'MOM snatscevir rM141:pYl WII no, 00'.vcd'ceaO.rcpin•Is onVgy A`1rn.o lro mutton Ogpo.N04 Com L.1DYMM3eH VIRA Western Atlas International A UlgoiDener Colo., CORE LABORATORIES LABORATORY TESTS RESULTS • 03/10/93 JOB NUMBERi. 930468 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust CLIENT I.D • LABORATORY 1.0...: 930468-0006 DATE SAMPLED • 02/25/93 DATE RECEIVED - 02/26/93 TIME SAMPLED • 00:00 TIME RECEIVED • 11:40 WORK DESCRIPTION...: SB1O-5, LAB#93O435-9 REMARKS • 1, BRS SLV-SOIL TEST DESCRIPTION .' FINAL RESULT LIMITS/"DILUTION UNITS OF. MEASURE ': TEST METHOD DATE ,TECNII pH (Soil pH measured in H20) • 7.6 • pH units EPA 9045 03/08/93 RVJ 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:6 • The YJ yiot CCnQ,t IY MCVIIMon Cfll]TVCn MyI,p1Y(!Ye 1.11M.A%1^'IOW..IIMt and m,ICJI I.cc'..,I no 1.! CkM IIM *now e.g..... Y111 CtldeIryl yM IRf ItYYYI ..13 db11 male the COnbY 'mooed •Op.Mall Mr Old pawned 01Cpl LJIMYMYYS CMO LJpclttn'Ot 'N..w.i J1Yn'ffI'0'O1C(.YM 41Y 1'M 1NI.Cf no nYIY•I, co Iygl'MMLO! C.MMf.0.4.04,0.1010!M IY0d.C.nry1,00.. .)e4,31Mt 0. nn...DY33 ol IN OI(1M. VW Y On. mµly. 1x00 0y we0C. WC n CYMC:M *a *n n tuft .OtVI n uNC rv.nI d .00.1 IY An. ICAIM ,0,41WCVC. h.M1 Irypl VIFI Np 00 ICPOWFOO O.CCp1 n .11 001001y wn.oul Inc moon wog 0.O0l Co., laO'11I0hos Western Atlas International A me ,Der.. Cannny CORE LABORATORIES QUALITY ASSURANCE REPORT 03/10/93 JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust ANALYSIS DUPLICATES REFERENCE STANDARDS MATRIX SPIKES ANALYSIS TYPE ANALYSIS SUB -TYPE ANALYSIS I.D. ANALYZED VALUE (A) DUPLICATE VALUE (B) RPD or (IA-8I) TRUE VALUE PERCENT RECOVERY ORIGINAL VALUE SPIKE ADDED PERCENT RECOVERY P,ARAMETER:pH (Soil pH measured in H20) DATE/TIME.ANALYZED:03/08/93 13:12 QC BATCH,NUMBER:926457 REPORTING LIMIT/DF: UNITS:pH units METHOD REFERENCE :EPA 9045 TECHNICIANiRVJ BLANK STANDARD • DUPLICATE METHOD CAL CHECK MATRIX M030893 W120023 930471-1 5.29 7.06 8.79 8.79 0 7.00 101 PARAMETER:Se enium (Se) DATE/TIME ANALYZED:03/10/93 16:20 QC BATCH NLWBER 926520 REPORTING LIMIT/OF: 0.010 UNITS:mg/L METHOD REFERENCE :EPA 270:2 TECHNICIAIIRVJ BLANK BLANK BLANK STANDARD STANDARD STANDARD SPIKE SPIKE DUPLICATE DUPLICATE INSTRUMENT METHOD METHOD LCS CAL CHECK CAL CHECK MATRIX MATRIX MATRIX MATRIX 1031093 M031093A M0310938 120170 M92024 M92024 930468-5 930470-3 930468-5 930470-3 <0.010 <0.010 <0.010 0.020 0.039 0.040 0.022 0.034 <0.010 0.27 <0.010 0.28 ' NC 4 0.020 0.040 0.040 100 98 100 0 0 0.020 0.040 110 85 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 .aa 1n� wawalaeo n lwl,eomn a,e oaua ..ecn cer,„ne^s ana mein. w.gq p c.r. a w•nu e•ers•e aro canIorl. r *pwa n ,en nas n ruu in .nuvewons n awlo, sronsea rM w IeaemV s, Iudorem d Coe L.0a6 AIa,Cat Law Ores rowe•w aas.77 ro'e7717•1ay a'0 wrant. a'eanwLlonl •erns a.n¢e0 as l0 me acuue,rv.y wow eewwvs a aoslaCb„r a. re w pas • e.w a oar ,^eww weowry .n 0WV n Arntc•On A. Amen sac" •eDy, 1 NYl a'ei0 .lr,a Any 'CHAP .^1010t.w fnf'10JI Nae,p w 109,0CI4CAO 1•:apt . II flewy w4Mul lw *Mlr 8012•0140 Of Core 1..00/.04$ 1250 Gene Autry Way. Anaheim, California 92805, (714) 937-1094, Fax (714) 937.1170 Western Atlas International A LAM rp.fl" Coro.•Y CORE LABORATORIES QUALITY ASSURANCE REPORT 03/10/93 JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical ATTN: fleet E. Rust' Volatile Organics by EPA 8240 DATE ANALYZED: 03/05/93 TIME ANALYZED: 00:00 METHOD: EPA 8240 QC NUMBER:926522 MATRIX SPIKES TEST DESCRIPTION ANALYSIS SUB -TYPE ANALYSIS I. D. DILUTION FACTOR ANALYZED VALUE ORIGINAL VALUE SPIKE ADDED PERCENT RECOVERY DETECTION LIMITS UNITS OF MEASURE Benzene Chlorobenzene 1,1-Dichloroethene MATRIX 930468-4 MATRIX DUP 930468-4 MATRIX 930468-4 MATRIX DUP 930468-4 MATRIX 930468-4 MATRIX DUP 930468-4 Trichloroethene MATRIX 930468-4 MATRIX DUP 930468-4 MATRIX(c) 930468-4 MATRIX OUP 930468-4 d4-1,2-Dichloroethane (SURROGA MATRIX 930468-4 MATRIX DUP 930468-4 d8-Toluene (SURROGATE) MATRIX(c) 930468-4 MATDUP (c) 930468-4 4-Bronofluorobenzene (SURROGAT MATRIX(c) 930468-4 MATDUP(c) 930468-4 Toluene 1 1 1 1 1 1 1 1 1 1 1 74 68 61 57 53 44 63 61 76 68 43 45 63 61 12 26 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 148 136 122 114 106 88 126 122 152 136 86 90 126 122 24 52 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 ug/kg ug/kg ug/kg ug/kg ug/kg ug/kg ug/kg ug/kg ug/kg ug/kg % Recovery % Recovery % Recovery % Recovery % Recovery % Recovery IM e1111.1 c.Ms 0, AIM .Wo.cr'sn,nIN. 'roar Mt onto -gm oolossiloM Ana net j`r�,�'/r C.rlbr.Mw1•CWfe1 YgC'Jntorra um ins cal nas ban rap. TM -wo'.1,AYM a ooflaf I•0K1.2 rlWIMMor.p4I YbgMMnl el Ca. LWpr..bI Cat.Ncannm M.H•pr afMrof ro •MT*OJTl No 'SJGf IIY orlO0lmltlOM„011.o Mp4p Nb la gooKtMY 13,000, 41M4Mt O reolab'••.. d Yryd W. CJY of °ow moral warty Mn co 3No n CWryclor nln ♦ncn loco rem, f ufb 0 •O4C.CYr la Amp maw w^11Y.C•M Tnf •MY! WU KI et •tprpy{Io maw n.f MW.I, '4 o4 pi. rvNIM.woe$oI CO.UDOIIIYM 1250 Gene Autry Way, Anaheim, California 92805, (714) 937.1094, Fax (714) 937.1170 Q Western Atlas International CORE LABORATORIES DUALITY ASSURANCE REPORT EPA Method 8240 . DATE ANALYZED: 03/05/93 METHOD: EPA 8240 QC NUMBER:926522 BLANKS TEST DESCRIPTION ANALY SUB -TYPE ANALYSIS I.D. DILUTION FACTOR ANALYZED VALUE DETECTION LIMIT UNITS OF MEASURE Acetone METHOD 030593 1 ND 10 ug/kg Benzene METHOD 030593 1 ND 5 ug/kg Bromodichloromethane METHOD 030593 1 ND 5 ug/kg Bromoform METHOD 030593 1 ND 10 ug/kg Bromomethane METHOD 030593 1 ND 10 ug/kg 2-Butanone METHOD 030593 1 ND 5 ug/kg Carbon disulfide METHOD 030593 1 ND 5 ug/kg Carbon tetrachloride METHOD 030593 1 ND 5 ug/kg Chlorobenzene METHOD 030593 1 ND 5 ug/kg Chlorodibramomethane METHOD 030593 1 ND 10 ug/kg Chtoroethane METHOD 030593 1 ND 10 ug/kg 2-Chloroethytvinyl ether METHOD 030593 1 ND 5 ug.'..c4 Chloroform METHOD 030593 • 1 ND 10 ugprag Chloromethane METHOD 030593 1 ND 5 ug/kg . 1,1-Dichloroethane METHOD 030593 1 ND 5 ug/kg 1,2-Dichloroethene METHOD 030593 1 ND 5 ug/kg 1,1-Dchloroethene METHOD 030593 1 ND 5 ug/kg trans-1,2-Dichloroethene METHOD 030593 1 ND 5 ug/kg 1,2-Dichloropropane METHOD 030593 1 ND 5 ug/kg cis-1,3-Dichloropropene METHOD 030593 1 ND 5 ug/kg trans-1,3-Dichloropropene METHOD 030593 1 ND 5 ug/kg Ethylbenzene METHOD 030593 1 ND 10 ug/kg 2-Hexanone METHOD 030593 1 ND 5 ug/kg Methylene Chloride METHOD 030593 1 ND 15 ug/kg 4-Methyl-2-pentanone METHOD 030593 1 ND 5 ug/kg Styrene METHOD 030593 1 ND 5 ug/kg 1,1,2,2-Tetrachloroethane METHOD 030593 1 ND 5 ug/kg Tetrachloroethene METHOD 030593 1 ND 5 ug/kg Toluene METHOD 030593 1 ND 5 ug/kg 1,1,1-Trichloroethane METHOD 030593 1 ND 5 ug/kg 1,1,2-Trichloroethane METHOD 030593 1 ND 5 ug/kg Trichloroethene METHOD 030593 1 ND 5 ug/kg. Vinyl acetate METHOD 030593 1 ND 10 ug/kg Vinyl chloride METHOD 030593 1 ND 10 ug/kg Total xylenes METHOD 030593 1 ND 5 ug/kg . d4-1,2-Dichloroethane (SURROGATE) METHOD 030593 1 95 70-121 % recovery d8-Toluene (SURROGATE) METHOD 030593 1 96 81-117 % recovery 4-LBromoftuorobenzene (SURROGATE) METHOD 030593 1 95 74-121 % recovery • 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-5 94 • Tr* wY1t Opt, on a Hiram J t. COntr0U n rd Molt', ant faMd won ctn. .alan And RHIrW waled Ov 1t al q I Ipr. Mien nrcloiat, .YV1 dc...0Unna, LAO .IS , rod M{ Wen malt' fr., r le#0. Halof rl OQtN fl nidlMMd Weds. r.p0y,u,dvnrI WCa. lamnml,a 070 LOW,Nnaf rcwcret .Skit,10100.14>My and I4•01 nO *wanly a rep ci Oy.Ond en, ins a',Di..pa, to me O'Mtivdv Vnpt tal•yan a grylaap0nefl nt My 04 gat dad 0.0 a Tnrw pcP/0v sal O and ri crdelnn Adn valeINC r00a1iv °led 0110Md toonb aM,c.wn ..NINRyp Ind tray, dud to p0rewnlucen e•cool •l.l! Mset, wena Ire wt.dt appA]Id Co,. Lawns n. Western Atlas International AtetniOnearanNoRN CORE LABORATORIES ICP/MS Blanks Form Date Method Analyzed: 03-10-93 Blank ID: TTLC Blank (DIH2O+Acid) Analyte Limit of Method Calibration Detection Blank (uq/1) Blank (uq/1) Antimony (Sb) 5.0 ND ND Arsenic (As) 5.0 ND ND Barium (Ba) 5.0 ND ND Beryllium (Be) 5.0 ND ND Cadmium (Cd) 5.0 ND ND Chromium (Cr) 5.0 ND ND Cobalt (Co) 5.0 ND ND Copper (Cu) 5.0 ND ND Lead (Pb) 5.0 ND ND Mercury (Hg) 10 ND ND Molybdenum (Mo) 5.0 ND ND Nickel (Ni) 5.0 ND ND Selenium (Se) 10 ND ND Silver (Ag) 5.0 ND ND Thallium (T1) 5.0 ND ND Vanadium (V) 5.0 ND ND Zinc (Zn) 10 ND ND Y/- TN a431M$ Cpngy y AMWOIHCH CMIYNO n I? 4 'CO" Mr 0.4401OCO reyhMOM an, Man, {W04V 07 m0 lion to, MOW 0•CkAnre NW conbrl.W 01 uW IM wow '0, EMI n /dl II. ,,iw nt11M1e waned MO'NMI the MI p111ppMM d Co.. L.Ep1010fCYC Td6Y.I,n.NMVM.tMJMf 110/!WVhdNY end MX0{M*Intl/Ytew*WIMdi tip. on Vag000{ N the p000Cnviv pow yam 1M 0, EbICWl ny 01 env d Qtl. COW 0, WNW Mon p10C4ftY. MII Y LYH 0 CMMCWn s In MKE WCn!ppyi. uMMO 11b0 Kano a1 (Itasca MVIWpM Ms moon uVn ny no rpy00uco0 C'0001 n.l1 p1/MY 4.0.0 m0 * %1.,0p0.11 al COM LCdYCYYM Western Atlas International CORE LABORATORIES ICP/MS Calibration Check Date Control Analyzed: 03-10-93 Standard: SPEX Multi -Element Std Analyte True Anal. Value Value % (uq/1) (uq/1) Recov. Antimony (Sb) 100 100 100% Arsenic (As) 100 110 1- Barium (Ba) 100 100 100% Beryllium (Be) 100 100 -TOT- Cadmium (Cd) 100 110 110- Chromium (Cr) 100 100 100% Cobalt (Co) 100 100 100- Copper (Cu) 100 100 -TOT- Lead (Pb) 100 100 100 Mercury (Hg) 100 100 10r Molybdenum (Mo) 100 100 100% Nickel (Ni) 100 110 -TM- Silver (Ag) 100 99 99 Thallium (T1) 100 110 110T- Vanadium (V) 100 96 --DTI- Zinc (Zn) 100 110 110% ** Mercury not present in SPEX Standard; Mallinckrodt standard used as control. Ira *'IW L Iron fl or mporella/Y c n:a.lp n'ra ny,n �. t':feel gay. Ov+. al.Yra .v., sugmma Dy Do DMx In Dom* pxan ve ra trn•MNM ue m.f tepyl ras bean mole Ira yJMppMOnt to epnonl a.aelWG ':•vrarvnt +V. teat r4rerrn .a Co.. La:mat/es Core LJDYJl V.1 DoAmM ammo% no imID u.II..jM MOM nU Alranry Co r p.oV nla'm{ P.0 cfl J .epl.V al Vl Mt/ peMCLMy Doge' I o.qi n. rY DooLlreness O. ant 0' wC fJl p ellll MOW al pope. .M p{ypn Mnothor 'mn4nft.Cn rypyt'f utMlp roMU'Mrl lry any reJnna MWptof IM taped UVJ t$ Doe lcpnOtcd C.Cleln ef.Mlnpy *MOO me *Mr apperal Of Cie lr.pnaVM MA Western Atlas International Lecn,o.f.. C..tr+.nr CORE LABORATORIES Date Analyzed: 03-10-93 Analyte ICP/MS Calibration Check Reference Standards Low Conc: High Conc: 20 ppb Check Std 200 ppb Check Std True Anal. True Anal. Value Value % Value Value % (uq/1) (uq/1) Recov. (ug/1) (uq/1) Recov Antimony (Sb) 20 21 105% 200 210 105% Arsenic (As) 20 20 100 200 190 9 Barium (Ba) 20 20 -IUUT 200 210 105 Beryllium (Be) 20 20 100% 200 170 --TOT Cadmium (Cd) 20 18 ---gITST 200 200 l00 Chromium (Cr) 20 20 100% 200 190 —95 Cobalt (Co) 20 20 -TOT 200 220 110 • Copper (Cu) 20 22 110% 200 220 1.10 Lead (Pb) 20 r 20 -I-CUT 200 220 110$ Mercury (Hg) 20 20 -1015UT 200 230 21! Molybdenum (Mo) 20 22 110 200 210 105V Nickel (Ni) 20 21 -InT 200 220 110 Silver (Ag) 20 22 110' 200 180 90 Thallium (T1) 20 20 -TOT 200 230 115% Vanadium (V) 20 20 -IUUT 200 180 90 Zinc (Zn) 20 22 1i0 200 230 215T ?no Jnn Ifni CCryf q ryo•o.e,JIV.f: TIJTM 417$ u0Y Y•• re4M 1n rofp.41nm MO^b11C4Y f.{Cled by rMC^TY44At4Wn.@Pnr YW Cmr<tl•t X W. M 0.y(4? 'a NI., nrJ:b Le MM'04? f2.rp n.pf e.r ed •claws,. WL raperrre cl Cow LJd/Nptf Cs. LJwa?c'.n cweru oliarn '.YWM1L.Iy J•'C ..Mn r m.'rd.wtepclml.Lm4 f'Ngtl r+ngt0 MN. rp MN •e:y pope 4M..Orlf M C•31'44V.“ rely ,l ;Jf. :o:J'•J' UP!' mty.y pooty Ao4 V:J'H Or Cennci.onwln.ntn focn ropy) 4 iNt o rehq ltJr let Jny r4& Jl1crafI6,1'01,,1•.w r44 lr.•4M'ILrced e.ct91••.is ....t M..W tie women .sL+o.. 01 Ca. Lsxr.v.f 4 • w �w Weatarn Attar International A UMetiGnsw. Cron' CORE LABORATORIES ICP-MS Matrix Spikes Form Date Job Analyzed: 03-10-93 Number: 930468-5 TTLC Matrix: Soil Analyte Spike Sample MS MS Added Conc. Conc. Percent (uq/1) (4;!1Z (ug/1) Recov. Antimony (Sb) 100 ND 110 110% Arsenic (As) 100 5.9 84 78% Barium (Ba) 100 100 200 100f- Beryliium (Be) 100 ND 85 85% Cadmium (Cd) 100 ND 97 97 Chromium (Cr) 100 25 110 85 Cobalt (Co) 100 ND 100 100% Copper (Cu) 100 38 150 112 Lead (Pb) 100 ND 100 100 Mercury (Hg) 100 ND 97 97% Molybdenum (Mo)• 100 6.6 110 103I— Nickel (Ni) 100 39 130 91 Silver (Ag) 100 ND 82 82 Thallium (T1) 100 ND 97 97 Vanadium (V) 100 29 110 81 Zinc (Zn) 100 90 190 10r {M.YW/W COnW{01 nMVMMPR cnr.fl n nit'!V/1 n r.M .4Yrl VOLWMVn YE "M‘`,41 imflOmaCY T!Vent•.MMGfa VeMY.0 TNI M1Y.IMtl..1.er%-/•Nis M!. made }M nfy,pMJlo.. M GYIOI{ e'o'ma '0p0{FIIm re. .AQT!•. & CO. LAVVV.n CVV LA:0 W..nr....r J3MYM ro tenavt'{IY Wrl TYH tIiyWJMY 0• 'oo'c r.IJ'ry.. e•yp{.✓ .OgO u{M Try. YI.LI.nry pWVw CM^JIMt V O.d4t'fl d .Ty OY gM cos V COW ^MV•Y p,orny /M V sYV nCVVK em *.tr. VW. {KR •IIVI'. N.9d IWnd LcYI b Y'Y WOIM .NI{Wm.. rftisIrani W+M f1C •CV YL<•V <•[oo° n M rimy,. *AMU Mammon JOVpal of Com LYIV.OM ' s. 1 a Western Atlas International A S.p116•im.1 COTOW, CORE LABORATORIES ICP-MS Duplicates Form Date Job Analyzed: 03-10-93 Number: 930468-5 TTLC Matrix: Soil Analvte Antimony (Sb) Arsenic (As) Barium (Ba) Beryllium (Be) Cadmium (Cd) Chromium (Cr) Cobalt I (Co) Copper (Cu) Lead (Pb) Mercury (Hg) Molybdenum (Mo) Nickel (Ni) Silver (Ag) Thallium (T1) Vanadium (V) Zinc (Zn) Anal. Dup. Value Value RPD (mg/1) (mg/1) ND ND 0.0% 5.9 5.3 10.7 100 110 9.5% ND ND —ETA- ND ND 0.0% 25 24 4—- ND ND 0-- 38 38 0.0 ND ND 0.0% ND ND 0.0 6.6 7.1 7.3 39 35 10.8% ND ND 0- ND ND 0.0 29 28 3.5% 90 98 8.5 fN riINM apt.," a Mapq.!ON:YIMr49nr.S Ipyl re CAIMI ILVn Mw'MtW/W manaSNVlMd Or'MC'Me.MIMV.pO'Own! iM tOMdct1M I.y tit•LwI 4% poen mypp IN XYMIIedlcns O CWItll **awl IOWIHTI RE WE NO'JMTMIIW Co taal,..S Cede LIN.:p✓S MMm! 4:WRI p IMV)M1CMI.Mb IIWl9 rn4.'IYMy ryIS•WIIYMIMXYItYIWMSlywVN uC W Pl. plOp•41MM rime CCIIIyIa' re peChleperell 01 any pl gas Cal ON WO IMMpI ypoeMy.pSy UM on Cp+MCIOn win *NO Nall 1~ 4 YMM co row; I/Mn Iry.yry 'gala, .twwevw Tn. f_.:OIIYlyl•t IM IIIWOG IIq WCC0* n•IS MXMM *4lO II< M$t Spppl•M M C""WMIy. Western Atlas International CORE LABORATORIES QUALITY ASSURANCE FOOTER All methods are taken from one of the following references: (1) EPA SW-846, Test Methods for Evaluating Solid Waste, Third Edition, November 1990 (2) Standard Methods for the Examination of Water and wastewater, 17th Edition, 1989 (3) EPA 600/4-79.020, Methods of Chemical Analysis for Waters and Wastes, March 1983 (4) Federal Register, Friday, October 26, 1984 (40 CFR Part 136) (5) American Society for Testing and Materials, Volumes 5.01, 5.02, 5.03, 1992 (6) EPA 600/4-89-001, Short-term Methods for Estimating the Chronic Toxicity of Effluents and Receiving Waters to Fresh Water Organisms (7) EPA 600/4-90-027, Methods for Measuring the Acute Toxicity of Effluent and Receiving Waters to Fresh Water and !darine Organisms, Fourth Edition All methods of chemical analysis have a statistical uncertainty associated with the results. Unless otherwise indicated, the data in this report is within the limits of uncertainty as specific:+ in the referenced method. Quality control acceptance criteria are based either on actual laboratory performance or on limits specified in the referenced method. Notes: The date and time of analysis indicated on the OA report may not reflect the actual time of analysis for QC samples. All data reported on an "as received" basis unless otherwise indicated. Data reported in the OA report may lower than sample data due to dilution of samples into the calibration range of the analysis. Sample -nncentrations for solid samples are calculated on an as received basis. FLAGS, FOOTNOTh, AND ABBREVIATIONS (es needed) NC = Not calct'eble due to values lower than the detection limit. NO = Not detected ug/L = Micrograms per liter mg/I. = Milligrams per liter N.I. = Not Ignitable S.I. = Sustains Ignition 1(NS) = Ignites but does not sustain ignition RPD = Relative Percent Difference (a) = Surrogate recoveries were outside acceptable ranges due to matrix effects. (b) = Surrogate recoveries were not calculated due to dilution of the sample below the detectable range for the surngate. (c) = Matrix spike recoveries were outside acceptable ranges due to matrix effects. (d) = Relative Percent Difference (RPD) for duplicate analysis outside acceptance limits due to actual differences in the sample matrix. Co) = The limit listed for flammability indicates the upper limit for the test. Samples are not tested at temperatures above 140 Fahrenheit since only samples which will sustain ignition at temperatures below 140 are considered flammable. (f) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a diesel standard, however, the hydrocarbon pattern did not match a diesel pattern. (g) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a gasoline standard, however, the hydrocarbon pattern did not match a gasoline pattern. (h) High dilution due to matrix effects Rev. 13 /usr/nick/wpwork/gafooterl4 2/25/93 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 Tro errar,.e, Options or /uawMo1M eontanN n rnn report are units ricer oc.o' .. ons Grip r1/4110.11 .µn'W Ly 100 04+n ra many C•Cn.i.e nM ca.a Wnlrp w: IN%rn000 has t:non may° TM..aorn.rli•ri a e .1n+n.aate0 reps., tne ten µOppnel d Coe Um/ain't Core Lapamps.roee.u.Jss.,M'+roresp01001ya.,tan.%n• nnnaniva, c.lfonrar.rnt eilmoil.. 011,0a Is to rM Vf!.ni wasmaann+ otwNeef+'%tt M.ri0. Qe+ C" a aM m'," p000Oe e*I a and n fmropon *In nn:n Wen mow n rMV a rpSM Won la any mason +nrsr.ne.+-r tn.+.ryar •Asp .m no rarrr0O.fnt meow ^ n+rniaei. e+.+W ire wr.rrm .Iwd.aM a Can Wanly.% • • VMS Western Atlas International 0 LIowIDmser CYngany CORE LABORATORIES CORE LABORATORIES ANALYTICAL REPORT Job Number: 930340 Prepared For: GeoScience Analytical Fleet E. Rust 4454 Industrial Street Simi Valley, CA 93063 • szt,_ Signature 6- Steven A. Hensen Laboratory Manager Az&G(16 Si nature 7 Nick C. Adolfo QA/QC Coordinator Date: Date: Core Laboratories 1250 Gene Autry Way Anaheim, California 92805 (714) 937-1094 California Environmental Laboratory Accreditation Program Laboratory Number 1174 Los Angeles County Sanitation District Laboratory Number 10146 ye9 31W0413. o0M4 01 Mpp3!6I01t COntJ^W MS retail • n, CMM .seen MwL ralOnS ¥C T.I tflal So006ed OV Me Vent I01 wbw o•p4NYe Nq Cpeilp•IW uS01M repel Mt been Mato The C rognu Oit p olanos S,OIC100 reoa.M p-0 On1 1pOn cn1 Ot CCOO Llo 10y<S CO M LCOp4tOon Igpin af.MY 00 ieto.M1OSh NN 0Y01 10.vYeM1Y 01 tt0ISLY1a,rM mewls p mpMl Ji to th pomct wily V •KCI co•I•TIMS ry 0IO4dd0MSt 04 3 4 uy gas =alai MM110MV pet Orly. wW 01 N00 to, CPWF1Vn♦eh*het SUM IO00IM1 43M Mlose Yoh Ip any 1CMM MWINpet IM repot tRMI not M11 plolj000 o�Ce0100{ etch, a.nw IM.r, rM =mint ell C%etjwMYNS • • Western Atlas International A LlsID'mar Cap ny CORE LABORATORIES LABORATORY TESTS RESULTS 02/19/93 JOB NUMBER: 930340 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 1 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 1-5' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 2 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 1-10' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 3 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 2-5' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 4 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 2-25' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 5 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 3-5' SAMPLE DATE: • 02/15/93 SAMPLE TIME: 00:00 REM: 1, ORS SLV-SOIL SAMPLE NUMBER: 6 DATE R '!VED: PROJECT: 9302151422 • 02/16/93 SAMPLE: TIME RECEIVED: 10:23 3-25' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL TEST DESCRIPTION SAMPLE 1 SAMPLE 2 SAMPLE 3 SAMPLE 4 SAMPLE 5 SAMPLE 6 UNITS OF MEASURE+:' Total Petroleum Hydrocarbons, soil <30 <3J <30 <30 <30 <30 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:1 me 7.070 1 Coney p nlnpoalbn C0,0430 A Ihf 0.07, JIe nuIY t JNn.tiMW' M1 anu mJlo.I {uopI tl by One clef Ip Anew crouton JM e.T1 Clean l ule ;M1e Iplprl nas neon ^.Joe inn nlopoahu.l 0OOIt4 S 0.0,01:e0 Icpflnl:ro o 1p-Amnon) CI C,.e LJopnooOS Coe LJIWJIoq hMPN.tsvnes M Ie1140004,1Y OM m»AM,ananly of tyyewooloY a,00M W 0000 e. MIM pOoucI..JY 0,074 CMIJIGl Y po1.1,M1yWc1 of ine01011 CMnd OW, IMCIY.Poo.ny Mee Cr sand n CMYYIon rum own 44n renal is usef teLoe uoon ty any 'ea rI MUtstiw. Ih11000I JMlml btIco'altco1 er[eelo IS .nlrely Ohio, Ma Nn11M .Wpoal Cve LAMS" er ALA ,IGeuSt CORM', CORE LABORATORIES LABORATORY TESTS RESULTS 02/19/93 JOB NUMBER: 930340 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 7 DATE RECEIVED: PROJECT: 9302151422 02/16/93 TIME RECEIVED: 10:23 SAMPLE: 4.5' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 8 DATE RECEIVED: PROJECT: 9302151422 02/16/93 TIME RECEIVED: 10:23 SAMPLE: 4-20' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, ORS SLV-SOIL SAMPLE NUMBER: 9 DATE RECEIVED: PROJECT: 9302151422 02/16/93 TIME RECEIVED• 10:23 SAMPLE: 5-5' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 10 DATE RECEIVED: PROJECT: 9302151422 02/16/93 TIME RECEIVED: 10:23 SAMPLE: 5-25' SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL TEST DESCRIPTION SAMPLE 7 SAMPLE 8 SAMPLE 9 SAMPLE 10 UNITS OF MEASURE Total Petroleum Hydrocarbons, soil 34 34 45 39 mg/k9 __. 1250 Gene Autry Way Anaheim, CA 92805 (7141 947-snot PAGE:2 4 The in,yw, coc .S o, nlyp.WlOn5 CC.Ionia n Mormon .vo tlien icon vgSpvJIMS Ana nVIW iJI iLVP. d by me cheat tOr *mitt erehn.O .v , c t IwmW ow In 5I: 1 MS don nyiOe The nlYYN,W" n N1f5 0v01pf;ed 'eorflrat lie D4iI NAO^Mnl CA Co., LdooaIYa, eCt0 LaooYOIyl1 M*YMr Afinnl N) vetwpdnwry WV m3501p AOnanry L•it ,cNAIani UvdUii iY n'Wed.15 m I14'. AA..CIm15 pfµr ypeeOlpM or prolt lWwti !Stilt d OLS cw rc 0,W onµ-y wcOLM. w0f Y %a d n connect., won Anion },CnreoYl n uifo Y r&SCO .00n IY,1nY 10A10n Mnlim4Y r,n rem/ oi. None °Tomgrco0 0.cpi n of r..ynl/ *dhow Ma mulm contatW CYe LOOYitrri Western Atlas International CORE LABORATORIES QUALITY ASSURANCE REPORT 02/19/93 JOB NUMBER: 930340 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust ANALYSIS DUPLICATES REFERENCE STANDARDS MATRIX SPIKES ANALYSIS TYPE ANALYSIS SUB -TYPE ANALYSISANALYZED 1.0. III VALUE (A) DUPLICATE VALUE (6) RPD or (IA-BI) TRUE VALUE PERCENT RECOVERY ORIGINAL VALUE SPIKE 'PERCENT ADDED (RECOVERY PARAMETER:Total Petroleum Hydrocarbons, soil DATE/TIME ANALYZED:02/18/93 16:48 QC BATCH NUMBER:926080 REPORTING LIMIT/DF: 30 UNITS:mg/kg METHOD REFERENCE :EPA 418.1 TECHNICIANMAYJ BLANK STANDARD SPIKE SPIKE SPIKE SPIKE DUPLICATE DUPLICATE METHOD LCS MATRIX MATRIX MATRIX MATRIX MATRIX , MATRIX 021893A W120053 021893-1 021893-2 930362-1 930362-1 930362-1 930362-1 <30 53 88 88 150 180 320 320 290 370 10 14 50 106 0 0 63 63 100 100 100 100 88 88 87 117 PARAMETER:Total Petroleum Hydrocarbons, soil DATE/TIME ANALYZED:02/19/93 11:34 QC BATCH NUMBER:926091 REPORTING LIMIT/DF: 30 UNITS:mg/kg METHOD REFERENCE :EPA 418.1 TECHNICIAN:AYJ BLANK. SPIKE SPIKE SPIKE DUPLICATE DUPLICATE METHOD MATRIX MATRIX MATRIX MATRIX MATRIX 021993A 021993-1 930362-1 930362-1 930362-1. 930362-1 <30 83 150 180 320 320 290 370 10 14 0 63 63 100 100 100 83 87 117 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:3 the a1WS. 00/10nS ef YIIMpeWpnj CvnLtnep +l fl sreplylynr.ISM upon nplMv.1141\.1M4‘a1,W 500p100 by Me CWnI IM&MSe e.chNM.pq:Ve4010f list rhf roped rya ben ma Ton mlpp0IX4lt n"anent tcorned tPtnel M+be,l pApfinen d GIa uWIa,a e, Coo L46Yn7bwt non... assumes ro rtspy,O4ty atp makes ni 1plyll/ M replest+l. V.Ms .l.prl%%✓ mp,+b as b 042 ppfypl.MY "we, ooMdlcflt d pp1I0WM41 d any d gnt C0.400 ref n 4040 Wt pry, NO Of SAM nCfancies *MI &M1P 14n'epol 4 udo' rend upon kg by reason *Misoever Ins sewn VW nal be rco, q}.ct11 c.:eV n nt unwell ntryy11N, 4,404 MproW pl Cae Lepc.Db.M, • MA wester„ Atlas International A IIO.,Pin. & an/ CORE LABORATORIES QUALITY ASSURANCE FOOTER All methods are taken from one of the following references: (1) EPA SW-846, Test Methods for Evaluating Solid Waste, Third Edition, November 1990 (2) Standard Methods for the Examination of Water and Wastewater, 17th Edition, 1989 (3) EPA 600/4-79-020, Methods of Chemical Analysis for Waters and Wastes, March 1983 (4) Federal Register, Friday, October 26, 1984 (40 CFR Part 136) (5) American Society for Testing and Materials, Volumes 5.01, 5.02, 5.03, 1992 (6) EPA 600/4-89-001, Short-term Methods for Estimating the Chronic Toxicity of Effluents and Receiving Waters to Fresh Water Organisms '(7) EPA 600/4-90-027, Methods for Measuring the Acute Toxicity of Effluent and Receiving Waters to Fresh Water and Marine Organisms, Fourth Edition All methods of chemical analysis have a statistical uncertainty associated with the results. Unless otherwise indicated, the data in this report is within the limits of uncertainty as specified in the referenced method. Quality control acceptance criteria are based either on'actual laboratory performance or on limits specified in the referenced method. Notes: The time of analysis indicated on the QA report may not reflect the actual time of analysis for QC samples. All data reported on an "as received" basis unless otherwise indicated. Data reported in the GA report may lower than sample data due to dilution of samples into the calibration range of the analysis. Sample concentrations for solid samples are calculated on an as received basis. FLAGS, FOOTNOTES, AND ABBREVIATIONS (as needed) NC = Not calculable due to values lower than the detection limit. ND = Not detected ug/L = Micrograms per liter mg/L = Milligrams per liter N.I. = Not Ignitable S.I. = Sustains Ignition I(NS) = Ignites but does not sustain ignition RPD = Relative Percent Difference (a) = Surrogate recoveries were outside acceptable ranges due to matrix effects. (b) = Surrogate recoveries were not calculated due to dilution of the sample below the detectable range for the surrogate. (c) = Matrix spike recoveries were outside acceptable ranges due to matrix effects. (d) = Relative Percent Difference (RPD) for duplicate analysis outside acceptance limits due to actual differences in the sample matrix. (e) = The limit Listed for flammability indicates the upper limit for the test. Samples are not tested at temperatures above 140 Fahrenheit since only samples which will sustain ignition at temperatures below 140 are considered flammable. (f) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a diesel standard, however, the hydrocarbon pattern did not match a diesel pattern. (g) = Results for this hydrocarbon range did not match a typical hyd^ocarbon pattern. Results were quantified using a gasoline standard, however, the hydrocarbon pattern did not match a gasoline pattern. (h) = High dilution due to matrix effects Rev. 13 /usr/nick/wpworkjgefooterl3 1/20/93 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 The nal,lya C0..0IL a me.nt,r4H CMIagM.nIr.s town ale bated yM Oblentatan and maternal , cc.,o a, Me Ora .M .Mf! u.LSA.n Yb c'Jn'OMINI use Ina Opb11 as talon en NM Ina mlmp'nlalena an OpnOni n.D'IKNO ',Weyer. Ina W" aoilmam d CO M taknw'H COO LaWlslOns ',pony assume no re100NW?y and make .V *wanly IV tedlie'tlel.ns O.pnf1 n mp1.d as to not pnpLMev moiler OpWa1WM ry WO1.lablefll 01 MY Oa Oaa. Coal Ca OXer mn'S dr00e'Iy. at. 0 sand n eor.cicn wan & Nan sum rep01Is owl p ,owd upon lv any Fusco *Nlsoe nr Il1s'n1001 Ina rq M Ie04002020 e.cepl in at rattily .nlvlul pn *Min appeva OICO,e Labp'ilnw • I t� • CORE LABORATORIES tarn Atlas Internat5onia Page of CHAIN OF CUSTODY RECORD CUSTOMER INFORMATION PROJECT INFORMATION NUMBER OF CONTAINERS �O •�tic,, c°0 A. 4/ LAB JOB NO. COMPANY: PROJECT NAMEMUMBER £ eeose/ence five SEND REPORT TO: rice, BILLING INFORMATION ADDRESS: 44/�� BILL TO: 5/ eitatedect; c4f )//Jl ill 9. 3 CRESS: �2QV PHONE: CM„ PHONE z`- 6.s.3Z PHONE N 5+ FAX gte) Szto --.5 2y0 FAX PO NO.: SAMPLE NO. SAMPLE ID SAMPLE DATE SAMPLE TIME SAMPLE MATRIX CONTAINER TYPE PRES. 4 1� CJ REMARKS / PRECAUTIONS / 3o- r -- 9 2is ,7 0rs5/v — t ✓ 2- 9304 435 / '/2.5 I 3 930435 — 9 2/z6 I y 9.361/35-5 ( l V.I S' 9304/35- • \\ / V G 930c/3.5•` 9 �/ �/ ✓ ✓/ I , C'.l C./ e� -irmcId71 -X- »/Pale � SAMPLER SHIPMENT METHOD: AIRFOIL NO: / REOUIRED TURNAROUND:' 0 SAME DAY • 24 HOURS 0 48 HOURS • 72 HOURS L75 DAYS ■ 10 DAYS 0 ROUTINE OTHER tali" eg/ 103 1. RELINQUISHED BY: • - DATE 2. RELINQUISHED BY: DATE 3. RELINQUISHED BY: DATE SIGNATURE SIGNATURE: SIGNATURE: PRINTED NAMEAx1MPANY: TIME PRINTED NAMEICOMPANY: TIME PRINTED NAME/COMPANY: TIME 1. RECEIVED BY: DATE 2. RECEIVED BY: ,. - .. _' DATE 3. RECEIVED BY: DATE - . .iz % /e & �Jf n� /� SIGNATURE SIGNATURE HUNTED IW :e /45 TIME PRINTED NAME/COMPANY: TIME PRINTED NAME/COMPANY: TIME RUSH TURYARcI D MAY 1�Ans11at4 CaVards 1250 Leone Atoy Wry Anatol, Cagorna 92e'05 (714) 937.1094 gEOI!RESURCHARGE ❑ Long Bsac71, 4a9M1ia 3703 Cheny Avaaw Lay Beach. CONS SC807 (310) 5954401 ❑ Denver (Auras), Colorado 13M S. Potomac St • Sobs 130 Autos. Cdoido 8E012 (303) 751.1780 ❑ Calm. 420 Wed Id Street Caw.4? 82501 (307) 235-5754741 ❑ In da's. Texas 10201 Westeinw, 8:04 to Hann. Texas 77042 713) 8724700 ARIf:IM43 ❑ 1kWon, Teas 8210 Mosey Road Occasion, Teas 77075 (713) 943-9775 ❑ Corpus GWatl, Taus 1733 Na11 Pads Island Gr. :apex OvS Taus 713408 (512)289-2673 ❑ Late Ciro, Louisiana 3645 Arcola S IM Suptsr, Louisiana 70663 (318) 58349213 • ct. GOLDEN STATE/CAS LABORATORIES, INC. 6925 CANOGA AVENUE, CANOGA PARK, CA 91304 818 587 5550 ■ FAX # 818 587 5555 Chain of Custody Record Analytical Services Request CLIENT NAME a.L`F ADDRESS/PHONE/FAX n/� L FIGS ]' 16 4 S 5 t �54 1y� 1c.a..yfirit.Y e gas SLC 3370r ANALYSESREQUESIED GSASJOB N c✓�-i3t74 S 1� SC.p _ PROJECT NAME/LOCATION (co CLIENT PROJECT NO. REMARKS a rdcacJ PROTECT MANAGER SAMPLER(S)�l l � P.O. NO. SAMPLE NO.SAMPLE DATE TIME LAB NO. SAMPLE la SAMIDENTEICATION MATRIX////anaorso�euaaeo S [3 :6 —= t 5 2lLS1k3 j 14 ►u LJ¢ 1'ujs -1 viot =ea iC 567—i6 l itwct3 2 S6 g--%c1 r ea1 3 --S- )G' .5&ci _ 23 1 Pim If 50 io --- t (G '3 if 50 I ► e-23 41P44 s a rz—t TPIAA % -1/ 14 RELINQUISHED 9Y: iSijo�ove) a• - 4 - �.s.� DATE � NM) TIME. I° ;c (r RECEIVED BY: (Sipsoue) DATE Z� I� TIME /�• (OIJ �Krr L 'IV) ; s DATE TIME RE : PlEuetwe) DATE TIME REIa1QUISHED BY: (Signature)DATE TOMB RECEIVED BY: (Sipamrt) DATE TIME SEND INVOICE TO: - WHITE COPY: Acc mpeiesSamples YELLOW COPY: Sampler GOLDEN STATEICAS LABORATORIES, INC. 6925 CANOGA AVENUE, CANOGA PARK, CA 91304 818 587 5550 a FAX # 818 587 5555 Chain of Cue -r dy Record Analytical Services Request CLIENT NAME S'e-�A�Q ADDRESS/PHONE/FAX 4`1S�11r �r«I r 5a S 5).6 - 6 5 } 2 ANALYSES REQUESTED GSAs:OB II ?Os-Si6 357or14 LA-93eZ39 �. PROJECTNAME/LOCATION S Ih, \l ka A Cs CLIEN•PPROIECTNO. / • ® rw REMARKS PROJECT MANAGER SAMPLER(S) P.O. NO. SAMPLE IDENTIFICATION NO. DAYS T1MB LAB SAMPLE NO. SAMPLE MATRDC 0 5 Q 1- of ! b ins , zsn- , a i r 5""7Acc 0+ r -Z o - , i 'c, Z -3 Z S SO) - -. 5— -2-1 U0 '' a I r C SO4-zv 1i(10 3 ektr g0I4 1125 cto5"—Z 5 �(4, if cur Azoi: 0414/ RELIN s MO r BY: (Signamce DA (10.1 96 TIME 12. 1kt tr�( DA . ip 30:0 i E . QULMBi:D BY: (S DAYS 'IiE RECEIVED BY DATE I RELINQUISHED BY: (Signamm) DATE TIME RECEIVED BY: (Signamm) DATE I SEND INVOICE TO: WHITE COPY: Accompanies Samples YELLOW COPY: Sampler CORE LABORATORIES ate eer . Page " of I CHAIN OF CUSTODY RECORD • CER INFORMATION PROJECT INFORMATION ' 'OWNEROY ,?� .7�*.�4�.�� �,a a„� PROJECT NAYERMIBER CO 01, 1 S ! 4 ells-7 f SEND REPORT T ,' ^ BIWNG INFORMATION z Hof% \403 ' ADDRESS: -� n i' BILL TO: JT Li 1" T T 1v.c�,-,.�r�oY Jl s,` �+ ."J����.4947 J ,/I9w3vo i L.-` i V -J- ADDRESS:u. Q •' LAB JOB NO `T30�� PP `D PHONE ' 0 S S I- C 5 3 Z. PHONE: _ ., - O O FAX S©'S SZ L -3 S 7 O FAX PO NO.: • 2 + SAMPLE NO. SAMPLE ID SAMPLF DATE SAMPLE IMMIX carrAJNERTYPE PRES. / REMARKS / PRECAUTIONS Ni 1—.5 -i 2.115- .soy 9444r M t —2 3 1 - I O 1, • 1.* la 2-5-' „ It (1 4 a -•-s C 3 — s t., it T, I 2. Q �'r e� fCry� (o -3 -1. S ' T, .y 14 I 7 _c a it tt S" - 2 8' i1 ti it • d Q 5--rS ., II 4 1 I0 - 7-- 5- I S/ ,I I) 1 SAYPLEA: r Ieet. Rh SHWYENT YEDIOR AIRBILL NO : REOOIREn TURNAFIOUND:• • SAYE DAY 0 24 HOURS • 48 HOURS • 72 ❑ 3401118E HOURS 5 DAYS ❑ 10 DAYS OTHER 1. RELPOJSNED BY: DA 2 AELNOIpSFi 1 ,� 1 BY: DATE SIGNATURE •171 /r SIGNATURE: SIGNATURE: (JO naEUISHED ��✓ p / �' ei lPv%`l.5 I L 1 Q 9 �fL� DATE 'L/, /^3 _3413 PRINTED NAAIFJCOYPANY: TIME 1' In• �Tfi�6 2 ] 7. RECEIVED BY: DATE SIGNANRE:(, ,� %},�}_ ue _ HAAN 'J�/ SIGNATURE _ ( q5 �� ` f Q�'1'►�;CItsI Los PRINTED NAYEICOMPANY: PRINTED ANY: • 11115N W V nrrn i .F ❑ AwdS Cslomi. 1250 E Gas hay Way Main. Cdloraia 9210E (714) 07.1034 ❑ Leal Death, Calked. 3700 Oct AVMs Lap Bea* CIMknis 90807 (JI0) 5954101 ❑ Own (Arrad. Calera to 1X0 S. Perin c St. • Sub 13) Ana; Cokes& 1012 (X41751.170 ❑ cusp., Wye:17 420WsM is Street Caspar. Wlmiip 826111 (707) 2065741 Qlama Texas 10201 WeYrilw• 1318). 1,8 Haan. Tsars 77042 (710) 8726760 7T77tnlnl 41 ❑ Hou1on Tun 821011aad/ Row6 Howled Tun 77075 (715) 9419778 ❑ Corps Christ, Tens lhi Nat Pate Word Dr. Caps Ms Taus 78400 (512) 289-2673 ❑ Late Chard% Louisiana 3645 Mn Strsd Super. Lauians 70663 (316)5814926 a • , :r4szs, P ;J SITE HEALTH AND SAFETY PLAN FOR THE HOAG MEMORIAL HOSPITAL PRESBYTERIAN MASTER PLAN NEWPORT BEACH, CA BY GeoScience Analytical, Inc, August 5, 1993 Fleet E. Rust, Ph.D. President • 4 4454 Industrial Street Sinai Valley, CA 93063 TEL (805) 526-6532 FAX (805) 526-3570 mHOAO7.w.d - 2 - TABLE OF CONTENTS 1. General Information . 1.A. Administrative Information 1.B. Safety Equipment Requirements . • • • 5 2. Introduction ▪ 7 3. Sittt Information • 10 3.A. Site History 3.B. Chemicals of Concern 4. Project Personnel and Responsibilities • 11 5. Job Site Hazard Assessment . • 13 5.A. Work Zones General Hazards 5.B. Chemical Hazards . • 14 5.C. Inhalation Hazard . 5.D. Dermal Exposure Hazard 5.E. Heat Stress • ( . • 15 5.F. Noise . 5.G. Electricity . 5.H. Biological Hazard . • 16 6. Heavy Equipment Hazard: Safety Guidelines For Drilling and Excavation . 6.)... Off -Road Movement of Drill Rigs and Backhoes ▪ 17 6.B. Overhead and Buried Utilities ▪ 18 6.C. Clearing the Work Area • • 19 .. 3 TABLE OF CONTENTS (cont.) 6.D. Housekeeping On and Around the Drill Rig or Backhoe . 6.E. Safe Use of Hand Tools 20 6.F. Safe Use of Wire Line Hoists, Wire Rope and Hoisting Hardware . 6.G. Safe Use of Augers . . 22 6.H. Start-up . . . 23 6.I. Safety During Drilling and Backhoe Operations . 24 7. General Health and Safety Requirements . . 7.A. Physical Examinations and Site Training . 7.B. Site Safety Meeting . 7.C. The Site Safety Officer . 7.D. Safety Reports . . 7.E. Visitor Clearances . , 8. Site Specific Health and Safety Requirements . 8.A. Drilling and Digging Operations . B.B. Air Quality and Personnel Exposure Monitoring . . . 8.C. Heat Stress . . S.D. Noise . . . 8.E. Personnel and Equipment Decontamination . 8.F. Traffic . . , 8.G. Hygiene . . , 26 27 28 29 30 - 4 TABLE OF CONTENTS (cont.) 9. Emergency Response•Procedures • 31 9.A. Directions to the Nearest Hospital • . 10. Appendices . . . . • 32 10.A. Figure 1: Site Plan . . 33 10.B. Appendix I: Bacharach Model 505 "Sniffer" Manual 35 10.C. Appendix II: Material Safety Data Sheets . . 63 GENERAL INFORMATION Administrative Information Site Name: Site Location: Hoag Memorial Hospital Presbyterian 301 Newport Blvd. Newport Beach, CA Project Manager: Hoag Hospital or designee Project Health and Safety Officer: Hoag Hospital or designee Site Manager: Hoag Hospital or designee Site Health and Safety Officer: Hoag Hospital or designee Effective Date: 3 June 1993 Safety Equipment Reauirements Hard Hat Steel -Toed Rubber Boots Gloves/Neoprene/Butyl First Aid Kit Fire Extinguisher. Eye Protection Hearing Protection (disposable ear plugs) Uncoated Tyvek Coveralls Saranex Coveralls Respirator (half -face with high -efficiency combination organic vapor cartridges) Self-contained Breathing Apparatus (SCBA) Explosimeter (combustible gas) Detector(s) H2S (hydrogen sulfide) Gas detector(s) - 7 - INTRODUCTION The City of Newport Beach has accepted the Health and Safety Plan devised by GeoScience Analytical, Inc. (April 4, 1992, Appendix III) for worker safety during drilling, excavation and sampling operations carried out for a methane/hydrogen sulfide gas flaring program on West Coast Highway. The property, known as the Lower Campus, is owned by Hoag Memorial Hospital Presbyterian and is currently the site of the Cancer Center and Child Care Center. The Health and Safety Plan is now being augmented to establish requirements and guidelines for worker health and safety during drilling, excavation and sampling operations associated with the installation of a hydrogen sulfide treatment system on the Lower Campus west of the Cancer and Child Care Centers as called for in the Hoag Hospital Master Plan Project. The City of Newport Beach imposed certain requirements in Mitigation Measures (MM's) for construction phases of the Hoag Master Plan Project. In part, these MM's are for the prevention of injury, the avoidance of unknown hazards, the monitoring of possible exposures, and the correct response to serious exposure or accident that may be caused by subsurface combustible or poisonous gases. Construction, maintenance and supervisory personnel may encounter these gases in conjunction with excavation activities associated with installation of the hydrogen sulfide treatment system. The safety rules given in this plan cannot cover every eventuality. It is expected, therefore, that all workers involved will exercise good judgment in all safety matters even though not specifically mentioned. Specific Mitigation Measures required by the City of Newport Beach addressing health and safety issues have been made a part of the Health and Safety Plan and are highlighted as follows: MM #52-- "A soil gas sampling and monitoring program shall be conducted for the areas to be graded and/or excavated. Systematic sampling and analysis shall include methane and hydrogen sulfide gas. Samples shall be taken just below the surface, at depth intervals within the removal zone, and at a depth below the depth of actual disturbance. The individual(s) performing this initial study may be at risk of exposure to significant- and possibly lethal- doses of hydrogen sulfide, and shall be appropriately protected as required. Response to MM #52•-- Soil gas sampling/monitoring/field analysis for H2S and methane will be conducted for any excavation related to the containment structure, • r r. a 8 trenching of new gas gathering/distribution lines, the sulfur treatment system pad, and the flare re -positioning. Samples will be field evaluated upon the first breaking of ground, at a depth of 11, at the maximum structure depth, and approximately 11 below maximum structure/disturbance depth. Gas monitors will be utilized for the detection of methane and H2S gases. The actual equipment to be utilized is described later in this document. Personnel will have access to SCBA breathing devices on site during excavation activities. MM #53-- "A site safety plan shall be developed that addresses the risks associated with exposures to methane and hydrogen sulfide. Each individual taking part in the sampling and monitoring program shall receive training on the potential hazards and on proper personal protective equipment. This training shall be at least at the level required by CFR 2910.120." Response to MM #53-- A11 aspects of a Site Safety Plan for H2S and CH4 (methane) are addressed herein. Safety procedures during use of heavy equipment are also covered. MM #55-- "Continuous monitoring for methane and hydrogen sulfide shall be conducted during the disturbance of the soils and during any construction activities that may result in an increase of seepage of the gases. The project sponsor shall maintain a continuous monitor in the immediate vicinity of the excavation, and a personal monitor, with an alarm, shall be worn by each worker with a potential for exposure." Response to MM #55-- Continuous monitoring for exposure to H2S and methane gases will be conducted at all times that soil is disturbed to a depth in excess of 1 foot below grade. This monitoring will take place in the form of portable H2S/methane gas detector(s) with audible and visual alarms and will be performed by an operator in the presence of at least cne (1) additional person: i.e., there will always be at least two (2) people present during soil excavation. When performing operations in areas where H2S and methane vapors may accumulate, such as the manifold vault for example, the safety procedures employed for soil disturbance will be followed. MM #74-- "During construction, Project Sponsor shall ensure that an explosimeter is used to monitor methane levels and percentage range. Additionally, construction contractors shall be required to have a Health and 9 Safety Plan that includes procedures for worker/site safety for methane. If dangerous levels of methane are discovered, construction in the vicinity shall stop, the City of Newport Beach Fire Department shall be notified and appropriate procedures followed in order to contain the methane to acceptable and safe levels." Response to MM #74-- The general requirements of this MM are satisified by the response to MM #55, listed above. In the case of dangerous levels of methane, the Fire Department will be notified and appropriate measures taken to contain the level of methane gas. The site is shown in Figure 1. is comprised of two Site History - 10 - SITE INFORMATION located in Newport Beach, California, as The site covers approximately 10 acres and (2) buildings and vacant land. The site geochemistry has been studied by GeoScience Analytical, Inc. and most recently presented in an Environmental Impact Report prepared by LSA Associates Inc. Chemicals of Concern Assessment of the chemicals potentially on site has found them to be light hydrocarbons, carbon dioxide, H2S, SO2 and primarily related to a flare, vent wells (5, 6 and 7A) and a leaking shallow subsurface sand. Methane and heavier hydrocarbons are known to exist in the surficial soils of the site with methane concentrations exceeding the Lower Explosive Limits (5.0%). Non -methane hydrocarbons are, however, in low concentration. Hydrogen sulfide concentration has been found to be approximately 4,000 ppm.in flare feedstock gas. Soils tests have not identified the presence of harmful levels of toxic heavy metals (CAM metals), corrosivity, or elevated concentrations of petroleum related or derived non-gaseous hydrocarbons (GSA report entitled "Phase II Environmental Audit - Lower Campus, Hoag Hospital Presbyterian" dated June 3, 1993) • PROJECT PERSONNEL & RESPONSIBILITIES Project Manager: Hoag Hospital or designee Health & Safety Officer: Hoag Hospital or designee Site Health & Safety Officer: Hoag Hospital or designee The Project Manager or Site Health and Safety Officer under the supervision of the Health and Safety Officer will have the responsibility for the safe conduct of the other GSA personnel on site and for consultation with the Health and Safety Officer when additional support is needed. Other contractors or personnel on site will fulfill their responsiblities for safety through their respective Health and Safety Officers. The Site and Health Safety Officer/Project Manager will perform the following tasks: Locate an easily seen wind direction indicator; Ensure protective equipment use is adequate for site activities; Properly maintain on -site safety equipment; See that proper decontamination procedures are followed; See that workers properly observe work zones; Inspect the construction site on a weekly basis, and monitor air quality on a timely basis. The Project Manager/Site Health and Safety Officer can halt work if unsafe environmental conditions.occur or if individuals are acting in an unsafe manner. All personnel will be proclaimed to be of good health prior to commencement of ;cork at the site. Subcontractor personnel on site must work with the Health and Safety Plan as follows: Ensure that work crews comply with the Health and Safety Plan; Work safely and report unsafe conditions to an immediate supervisor or proper representative; Be particularly watchful for heat stress or site contamination. - 13 - JOB SITE HAZARD ASSESSMENT Work Zones General Hazards At the location of the western Lower Campus, work zones will be established that will consist of restricted areas at a distance of twenty five (25') feet from all excavation, construction or repair activities. Within these zones good industrial hygiene and safety practices will prevail: There will be no eating, drinking, gum or tobacco chewing or smoking or other activities allowed that increase the chance of ingestion by hand-to-mouth motions; Hands and faces will be washed with soapy water when leaving the work zone; No alcoholic beverages will be consumed at the job site or within work zones. Medicines will not be used unless specifically approved by a qualified physician. At least two (2) persons should be present during activities within work zones. Within the work zones, personnel should wear or use: Impact resistant safety glasses for eye protection; Hard hats for head protection during construction/excavation; Neoprene rubber gloves for hand protection during sampling and materials handling; Steel -toed boots or Neoprene rubber boots with steel toes and shanks for foot protection; Disposable ear plugs when around operating heavy equipment for ear protection. Personal protection equipment at Level D is sufficient based on the hazards known to be present at the site. Chemical Hazards On site chemical hazards consist frx' 1 yc clwa sulfide and methane in soils and SO2 in the flare gaee;. t monoxide will be present in equipment exhaust. Sr :e has not identified significant quantities of other: '.tom.' ; of • ..zardous materials. Material Safety Data sheets . ','ached Vor methane, hydrogen sulfide and sulfur dioxi i (Appendix II). Inhalation Hazard Inhalation hazards may consist of dust, methane, hydrogen sulfide, SO2 or CO from equipment exhausts. The Site Health and Safety Officer will ensure th,lt monitoring of the breathing zone be conducted during the excavation and drilling operations. If the measurements exceed 20% LEL (methane) in the breathing zone, all personnel will be required to wear respirators such as Mine Safety Appliance (MSA) half -face mask, air purifying, fitted with combination organic vapor/dust.mist and fume cartridges. If the measurements exceed 25% LEL in the breathing zone, work will be stopped and the site will be evacuated. If hydrogen sulfide concentration is found to exceed' 20ppm (v/v) in the breathing space within the work zone, work will be stopped and the site will be evacuated until the concentration is reduced. If hydrogen sulfide odor becomes noxious to nearby people who are within their homes, the Child Care Center or Cancer Center, the people will be advised to leave the area and the Newport Beach Fire Department will be notified. In the event hydrogen sulfide concentration exceeds 100ppm (v/v) in the breathing zone of the work area, the Fire Department will be notified and the area evacuated. All 'trenches will be immediately filled with suitable material and capped tcith bentonite hole plug. A Bacharach Model 505 "Sniffer" will be used for breathing zone monitoring (Appendix I for specifications). Background readings will be taken away from possible sources of chemical releases or engine exhausts. Dermal Exposure Hazard Protective neoprene gloves shall be worn during the handling of the soil or soil contaminated tools in the event soil contamination is encountered. No dermal hazards are expected on -site. Protective goggles must be worn if contaminated soils are identified by visual observations. s( - 15.- Saranex coveralls must be worn when drilling in wet conditions. If unexpected liquids are encountered, drilling must be halted while personnel change into Saranex coveralls. Further splash protection will be augmented by taping the cuff of the pant legs to the boot and likewise the sleeve to the wrist. Uncoated Tyvek will be used only during dry conditions. Should contaminated soils be encountered, samples will be collected using LUFT protocol and transported with chain -of -custody maintained to a State Certified Laboratory for analyses. Heat Stress Due to the coastal conditions in which drilling activities will take place, heat stress should not be a concern. Water will be made available so workers can conveniently consume fluids. Heat stress can result when protective clothing decreases natural body ventilation. If temperatures on -site exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring may be required. Personnel will be observed for dizziness, profuse sweating, skin color change, vision problems and increased heart rate. Anyone exhibiting these symptoms will be relieved of field work and given the opportunity to drink cool water or electrolyte fluids (1 - 2 qts.) while resting in a cool area until symptoms have disappeared. If symptoms persist or worsen, the individual will be taken to the emergency room at Hoag Hospital (Emergency Response Procedures). Noise Hearing protection (disposable earplugs) should be worn by personnel within the 25' exclusion zone when the drill rig or backhoe or heavy equipment is operating. The threshhold limit value for noise exposure is 85 dBA for an eight (8) hour exposure and 90 dBA for a four (4) hour exposure. Electricity Electrical risk is associated with overhead power lines, buried power lines and some types of equipment. Underground lines will be located using Dig Alert. Measures will be implemented to reduce or eliminate electrical risk associated with these hazards (see also Safety Guidelines for Drilling and Excavation (Backhoe)). Biological Hazards Biological hazards including poisonous animals and plants, viruses, and bacteria are minimal. 4 - 17 - HEAVY EQUIPMENT HAZARDS: SAFETY GUIDELINES FOR DRILLING AND EXCAVATION Drill rig and backhoe maintenance and safety is the responsibility of the drill rig and backhoe operators, respectively. The following information is provided as general guidelines for safe practices onsite. Off -Road Movement of Drill Rios and Backhoes The following safety guidelines relate to off -road movement: Before moving a drill rig and backhoe, first walk the route of travel, inspecting for depressions, slumps, gulleys, ruts and similar obstacles. "None of these are expected on the subject site." Always check the brakes of a drill rig or backhoe carrier before traveling, particularly on rough, uneven or hilly ground. Discharge all passengers before moving a drill rig and backhoe on rough or hilly terrain. Engage the front axle when traveling off highway on hilly terrain. Use caution when traveling side -hill. Conservatively evaluate side -hill capability of Drill Rigs and Backhoes, because the arbitrary addition of drilling tools may raise the center of mass. When possible, travel directly uphill or downhill. Attempt to cross obstacles such as small logs and small erosion channels or ditches squarely, not at an angle. Use the assistance of someone on the ground as a guide when lateral or overhead clearance is close. After the drilling rig has been moved to a new drilling site, set all brakes and/or locks. When grades are steep, block the wheels. Never travel off -road with the mast (derrick) of the drill rig in the raised or partially raised position. O - 18 - Tie down loads on the drill rig and backhoe and support trucks during transport. Overhead and Buried Utilities The use of a drill rig or backhoe near electrical power lines and other utilities requires that special precautions be taken by both supervisors and members of the exploration crew. Electricity can shock, it can burn and it can cause death. Overhead and buried utilities should be located, noted and emphasized on all boring location plans and boring assignment sheets. When overhead electrical power lines exist at or near a drilling site or project, consider all wires to be live and dangerous. Watch for sagging power lines before entering a site. Do not lift power lines to gain entrance. Call the utility and ask them to lift or raise the lines and deenergize. Before raising the drill rig mast on a site in the vicinity of power lines, walk completely around the drill rig. Determine what the minimum distance from any point on the drill rig to the nearest power line will be when the mast is raised and/or being raised. Do not raise the mast or operate the drill rig if this distance is less than 20 ft. Keep in mind that both hoist lines and overhead power lines can be moved toward each other by the wind. If there are any questions whatsoever concerning the safety of drilling on sites in the vicinity of overhead power lines, call the power company. The power company will provide expert advice at the drilling site as a public service and at no cost. Underground electricity is as dangerous as overhead electricity. Be aware and always suspect the existence of underground utilities such as electrical power, gas, petroleum, telephone, sewer and water. Always contact the owners of utility lines or the nearest undergound utility location service before drilling. The utility personnel should determine the location of underground lines, mark and flag the locations, and determine jointly with -utility personnel what specific precautions must be taken to assure safety. If a sign warning of underground utilities is located on a site boundary, do not assume that underground utilities are located on or near the boundary or property line under the sign. Call the utility and check it out. The underground utilities may be a considerable distance away from the warning sign. Clearing the Work Area Prior to drilling or digging, adequate site cleaning and leveling should be performed to accommodate the drill rig or backhoe and supplies and provide a safe working area. Drilling should not be commenced when tree limbs, unstable ground or site obstructions cause unsafe tool handling conditions. Note: In coordination with the Drilling Crew, the Site Health and Safety Officer will review the precautions taken to insure that the drill rig or backhoe is leveled and stabilized. Housekeeping on and Around the Drill Rig or Backhoe The first requirement for safe field operations is that the Site Safety Officer understands and fulfills the responsibility for maintenance and "housekeeping" on and around the drill rig or backhoe. Suitable storage locations should be provided for all tools, materials and supplies so that they can be.conveniently and safely handled without hitting or falling on a member of the drill crew or a visitor. Avoid storing or transporting tools, materials or supplies within or on the mast of the drill rig or backhoe. Pipe, drill rods, bits casing, augers and similar drilling tools should be neatly stacked on racks or sills to prevent spreading, rolling or sliding. Penetration or other driving hammers should be placed at a safe location on the ground or be secured to prevent movement when not in use. Work areas, platforms, walkways, scaffolding and other access ways should be kept free of materials, obstructions and substances such as ice, excess grease, or oil that could cause a surface to become slick or otherwise hazardous. Keep all controls, control linkages, warning and operation lights and lenses free of oil, grease and/or ice. - 20 - Do not store gasoline in any portable container other than a non -sparking, red container with a flame arrester in the fill spout and having the word "gasoline" easily visible. Safe Use of Hand Tools There are almost an infinite number of hand tools that can be used on or around a drill rig or backhoe. "Use the tool for its intended purpose" is the most important rule. The following are a few specific and some general suggestions which apply to safe usa of several hand tools that are often used on and around Drill Rigs and Backhoes. * When a tool becomes damaged, either repair it before using it again or get rid of it. * When using a hammer, any kind of hammer for any purpose, wear safety glasses and require all others near you to wear safety glasses. * When using a chisel, any kind of chisel, for any purpose, wear safety glasses and require all others around you to wear safety glasses. * Keep all tools cleaned and orderly stored when not in use. * Replace hook, and heel jaws when they become visibly worn. * When breaking tool joints on the ground or on a drilling platform, position your hands so that your fingers will not be smashed between the wrench handle and the ground or the platform, should the wrench slip or the joint suddenly let go. Safe Use of Wire Line Hoists, Wire Rope and Hoisting Hardware The use of wire line hoists, wire rope, and hoisting hardware should be as stipulated by the American Iron and Steel Institute's Wire Rope Users Manual, All wire ropes and fittings should be visually inspected during use and thoroughly inspected at least once a week for abrasion, broken wires, wear, reduction in rope diameter, reduction in wire diameter, fatigue, corrosion, damage from heat, improper weaving, jamming, crushing, bird caging, kinking, 7 - 21 - core protrusion and damage to lifting hardware and any other feature that would lead to failure. Wire ropes should be replaced when inspection indicates excessive damage according to the wire rope users manual. If a ball -bearing type hoisting swivel is used to hoist drill rods, swivel bearings should be inspected and lubricated daily to assure that the swivel freely rotates under load. If a rod slipping device is used to hoist drill rods, do not drill through or rotate drill rods through the slipping device, do not hoist more than 1 foot of the drill rod column above the top of the mast, do not hoist a rod column with loose tool joints and do not make up, tighten or loosen tool joints while the rod column is being supported by a slipping device. If drill rods should slip back into the borehole, do not attempt to brake the fall of the rods with your hands. Most sheaves on drill rigs are stationary with a single part line. The number of parts of line should not ever be increased without first consulting with the manufacturer of the drill rig. Wire ropes must be properly matched with each sheave. The following procedures and precautions must be understood and implemented for safe use of wire ropes and rigging hardware. Use tool handling hoists only for vertical lifting of tools. Do not use tool handling hoists to pull on objects away from the drill rig or backhoe; however, drills may be moved using the main hoist as the wire rope is spooled through proper sheaves according to the manufacturer's recommendations. When stuck tools or similar loads cannot be raised with a hoist, disconnect the hoist line and connect the stuck tools directly to the feed mechanism of the drill. Do not use hydraulic leveling jacks for added pull to the hoist line or the feed mechanism of the drill. When attempting to pull out a mired down vehicle or drill rig or backhoe carrier, only use a winch on the front or rear of the vehicle or drill rig or backhoe carrier and stay as far away as possible from the wire rope. Do not attempt to use tool hoists to pull out a mired down vehicle or drill rig or backhoe carrier. Minimize shock loading of a wire rope - apply loads smoothly and steadily. * Protect wire rope from sharp corners or edges. - 22 - * Replace faulty guides and rollers. * Replace worn sheaves or worn sheave bearings. * Replace damaged safety latches on safety hooks before using. * Know the safe working load of the equipment and tackle being used. Never exceed this limit. * Clutches and brakes of hoists should be periodically inspected and tested. * Know and do not exceed the rated capacity of hooks, rings, links, swivels, shackles and other lifting aids. * Always wear gloves when handling wire ropes. * Do not guide wire ropes on hoist drums with your hands. * Following the installation of a new wire rope, first lift a light load to allow the wire rope to adjust. * Never carry out any hoisting operations when the weather conditions are such that hazards to personnel, the public or property are created. * Never leave a load suspended in the air when the hoist is unattended. * Keep your hands away from hoists, wire rope, hoisting hooks, sheaves and pinch points as slack is being taken up and when the load is being hoisted. * Never hoist the load over the head, body or feet of any personnel. Safe Use of Augers The following general procedures should be used when advancing a boring with continuous flight or hollow -stem augers: - 23 - * Prepare to start an auger boring with the drill rig level, the clutch or hydraulic rotation control disengaged, the transmission in low gear and the engine running at low RPM. * The operator and tool handler must establish a system of responsibility for the series of various activities required for auger drilling, such as connecting and disconnecting auger sections, and inserting and removing the auger fork. The operator must assure that the tool handler is well away from the auger column and that the auger fork is removed before starting rotation. * Only use the manufacturer's recommended method of securing the auger to the power coupling. Do not touch the coupling or the auger with your hands, a wrench or any other tools during rotation. * Whenever possible, use tool hoists to handle auger sections. * Never place hands or fingers under the bottom. of an auger section when hoisting the auger over the top of the auger section in the ground or other hard surfaces such as the drill rig platform. * 'Never allow feet to get under the auger section that is being hoisted. * When rotating augers, stay clear of the rotating auger and other rotating components of the drill rig. Never reach behind or around a rotating auger for any reason. whatever. * Never use your hands or feet to move cuttings away from the auger. * Augers should be cleaned only when the drill rig is in neutral and the augers ars stopped from rotating. Start U All drill rig or backhoe personnel and visitors should be instructed to "stand clear" of the drill rig or backhoe - 24 - immediately prior to and during starting of an engine. Make sure all gear boxes are in neutral, all hoist levers are disengaged, all hydraulic levers are in the correct nonactuating positions and the cathead rope is not on the cathead before starting a drill rig or backhoe engine. Safety During Drilling and Backhoe Operations Safety requires the attention and cooperation of every worker and site visitor. Do not drive the drill rig or backhoe from hole to hole with the mast in the raised position. Before raising the mast look up to check for overhead obstructions. Before raising the mast, all drill rig personnel and visitors should be cleared from the areas immediately to the rear and the sides of the mast. All drill rig personnel and visitors should be informed that the mast is being raised prior to raising it. • Before the mast of a drill rig is raised and drilling is commenced, the drill rig must be first leveled and stabilized with leveling jacks and/or solid cribbing. The drill rig should be releveled if it settles after initial set up. Lower the mast only when leveling jacks are down and do not raise the leveling jack pads until the mast is lowered completely. Before starting drilling operations, secure and/or lock 'the mast if required according to the drill manufacturers recommendations. The operator of a drill rig or backhoe should only operate a drill rig or backhoe from the position of the controls. The operator should shut down the drill engine before leaving the vicinity of the drill. Do not consume alcoholic beverages or other depressants or chemical stimulants prior to starting work on a drill rig or backhoe or while on the job. Watch for slippery ground when mounting/dismounting from the platform. All unattended boreholes and trenches must be adequately covered or otherwise protected to prevent drill rig or backhoe personnel, site visitors or animals from stepping or falling into the hole. All open boreholes should be covered, protected, - 25 - or backfilled adequately and according to local or state regulations on completion of the drilling project. "Horsing around" within the vicinity of the drill rig or backhoe and tool and supply storage areas should never be allowed, even when the drill rig or backhoe is shut down. Before lifting a relatively heavy object, approach the object by bending at the knees, keeping •your back vertical and unarched while obtaining a firm footing. Grasp the object firmly with both hands and stand slowly and squarely while keeping your back vertical and unarched.• In other words, perform the lifting with the muscles in your legs, not with the muscles in your lower back. Prior to concrete cutting, excavation or welding operations, free soil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil gas gas combustible hydrocarbons exceed 25% LEL. - 26 - GENERAL HEALTH AND SAFETY REOOIREMENTS Physical Examinations and Site Training All Site Health and Safety Officers are required to have undergone a complete physical examination where the examining physician has declared them physically able to work on a hazardous waste site and to participate in all activities required of them in that position. All Site Health and Safety Officers are also required to have completed a basic hazardous waste training class wherein they are fit tested for a respirator. Site Safety Meeting Site safety orientation/training meetings must be convened a) before the field team begins work at the site, b) when there are modifications to the site safety plan that are applicable to the field personnel, and c) when additional staff • of subcontractors begin field work. Meetings will be attended by personnel involved in carrying out the project and presided over by the Site Health and Safety Officer. A list of attendees will be provided to the Site Health and Safety Officer. At a minimum, the meeting agenda must include: a. a review of the Site Safety Plan; b. distribution of Site Safety Plan modifications; c. attendee signatures, acknowledging receipt and understanding of the •plan and agreement to comply. - 27 - The Site Safety Officer The Site Health and Safety Officer is responsible for carrying out the health and safety requirements detailed in this plan and has the authority to halt work or dismiss people from the site if they do not adhere to the plan. The Site Health and Safety Officer should maintain a list of addresses and telephone numbers of emergency assistance units (ambulance services, police, hospitals, etc.) and inform other members of the drill crew of the existence and location of this list. He will maintain a copy of the Health and Safety Plan on site. Safety Reports The Project Manager will reports. These reports shall be Safety Officer at the end of the prepare daily inspection sent to the Site Health and month of their completion. The Site Health and Safety Officer will prepare a Safety' Completion Report to be submitted at the end of the project to the Project Health and Safety Officer. These reports wilt include a documented list of meter readings, protection► decisions, actions, etc. as required by HS-509. Visitor Clearances Maximum efforts will be made to restrict unauthorized personnel from entering within 25 feet of the work area unless they comply with the safety requirements of this plan. - 28 - SITE SPECIFIC HEALTH AND SAFETY REOUIREMENTS Drilling and Digging Operations A section of this health and safety plan has outlined general safety guidelines for drilling and excavation which should be followed. Further requirements are as follows. Where necessary, level pads must be constructed to ensure that the rig is in no danger of tipping over during operation. A work area will also be defined around the drilling rig with barricades (25. foot radius) and no one will be allowed inside without appropriate protective gear. During drilling operations personnel within the work zone (25 feet) must wear steel -toed boots or steel toe, steel shank, rubber boots, Tyvek coveralls, butyl -neoprene gloves, hard.hat, and safety goggles or glasses. The Site Health and Safety Officer must be present at the rig during drilling and will have monitored the work areas with a combustible gas meter. If sustained readings exceed 20% LEL methane in the breathing zone, respirators (half face) must be worn if drilling is to continue. If readings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. If liquids are encountered, drilling must be halted while personnel change into coated Saranex coveralls. Uncoated Tyvek will be used only during dry conditions. Prior to concrete cutting, excavation or welding operations, free soil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil gas gas combustible hydrocarbons exceed 25% LEL. Air Quality and Personnel Exposure Monitoring The Site Health and Safety Officer (or his designee) will be required to monitor the initial work areas with a combustible gas meter. If the readings exceed 20% LEL methane in the breathing zone, half -face respirators must be worn to continue the exploration. If readings exceed 25% LEL in the breathing zone, all personnel are to evacuate the work area and notify the Health and Safety Officer. If hydrogen sulfide readings exceed 20ppm(v/v) in the breathing zone within the work area, all personnel are to evacuate the work area and notify the Health and Safety Officer. • • - 29 - Hydrogen sulfide concentration will be monitored within the work zone. In the event hydrogen sulfide concentration exceeds 100ppm in the breathing zone, the Fire Department will be notified and the area evacuated. All trenches will be immediately filled with suitable material and capped with bentonite hole plug. Heat Stress Due to the Southern California climate, heat stress may be a concern. Commercially available water and GatorAde will be. made available. Heat stress can result when protective clothing decreases natural body ventilation. If temperatures on -site exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring will be required. Noise Hearing protection must be worn by the drill rig or backhoe operator and helper and all others within the work zone while the heavy equipment is in operation. Personnel and Equipment Decontamination A decontamination station and procedure will be established by the Site Health and Safety Officer during site mobilization. This will consist of a liquid soap and warm water 'wash for boots, gloves, respirators,.and hard hat. Tyvek will be placed in a plastic bag and then disposed of. Prior to eating or drinking, the'hands and face will be washed with soap and water. The decontamination station will be outside the 25' work zones. Soil sampling equipment will be steam cleaned prior to initial use and after final field operations. Between each sampling, equipment will be cleaned with a TSP solution followed by two (2) clean water rinses. Traffic When a work site encroaches upon public streets, the possibility of an individual being injured or struck by vehicular traffic must be considered. At all times, personnel must be aware when moving from a protected area. Barricades and devices must be used to warn traffic. s - 30 - Hvaiene The Site Health and Safety officer shall ensure compliance with the Hospital's Hygiene Plan. EMERGENCY RESPONSE PROCEDURES In the event of fire, explosion, injury, or accident, contact the appropriate site emergency response group from the list below: Fire Department: Hospital: Ambulance: Paramedics: Poison Control: Directions to the Nearest Hospital (714) 645-8600 (714) 634-5988 The nearest hospital to the site is: Hoag Memorial Hospital 301 Newport Blvd. Newport Beach, CA Directions to the hospital from the site are as follows: Proceed from the job site out the entrance gate and east past the Child Care and Cancer Centers to the stop sign. Turn left and follow the signs to the Hoag Emergency Room. •r • MATERIAL SAFETY DATA SHEET LIQUID CARBONIC MS SOUTH LA SALLE STREET • CHICAGO. ILLIMIS 00603.1a 2 PHONE I01Z ASS•2500 METHANE, COMPRESSED DOT: UN 1971 HAZ.CL.: Division 2.1 LABEL: Flammable Gas September 1991 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: COMMON NAME AND SYNONYMS: CHEMICAL FAMILY: Methane • ' Methane, Marsh Gas, Methyl Hydride Alkane FORMULA: cH4 1 MATERIAL Methane SECTION II --HAZARDOUS INGREDIENTS VOLUME % 99+ CAS NO. ACGIH TLV UNITS 74-82-8 * Oxygen levels should be maintained at greater than 18 molar % at normal atmospheric pressure (p02>135 Corr). SECTION III --PHYSICAL DATA BOILING POINT (°F.): -258.6 VAPOR PRESSURE: @ 70°F * VAPOR DENSITY (AIR=1): @ 70°F = 0.56 SOLUBILITY IN WATER: Negligible APPEARANCE AND ODOR: Colorless, odorless * Above the critical temperature Simple Asphyxiant* OSHA 1989 TWA = None Listed SPECIFIC GRAVITY (H20=1): N/A (Gas) % VOLATILE BY VOLUME: N/A (Gas) EVAPORATION RATE (BUTYL ACETATE=1): N/A (Gas) gas SECTION IY--FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A (Gas) EXTINGUISHING MEDIA: Water, carbon dioxide, dry chemical SPECIAL FIRE FIGHTING PROCEDURES: If possible, stop the flow of methane. Use water spray to cool containers. UNUSUAL FIRE AND EXPLOSION HAZARDS: Should flame be extinguished and flow of gas continue, increase ventilation to prevent flammable or explosive mixture formation. FLAMMABLE LIMITS: LEL UEL 5.0 15.0 surrounding Route(s) of Entry: Inhalation? Yes Skin? SECTION V--HEALTH HAZARD DATA Carcinogenicity: NTP? No IARC Monographs? EFFECTS OF OVEREXPOSURE: Inhalation: Effects of exposure to high concentrations so as to displace the oxygen in the air necessary for life are headache, dizziness, labored breathing and eventual unconsciousness. Persons in ill health where such illness would be aggravated by exposure to methan should not be allowed to work with or handle this product. EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Conscious persons should be assisted to an uncontaminated area and inhale fresh air. Quick removal from the contaminated area is most important. Unconscious persons should be moved to an uncontaminated area, given assisted respiration and supplemental oxygen. Further treatment should be symptomatic and supportive. %I .0 L'; 1. ifL�ii Lit• /': .. Yes Ingestion? No No OSHA? No ' V S1 •. ,% ,,, 1 .l . • • •V•e n aL b,uppt.1 h{hi 0 PAGE 1 No. 184 Farm St433137 Firm Me A' A SECTION VI --REACTIVITY DATA STABILITY: UNSTABLE ( ) STABLE (X ) CONDITIONS TO AVOID: • Open flames or high temperatures INCOMPATABILITY (MATERIALS TO AVOID): Oxygen and strong oxidizers HAZARDOUS DECOMPOSITION PRODUCTS: None HAZARDOUS POLYMERIZATION: MAY OCCUR ( ) WON'T OCCUR ( x ) CONDITIONS TO AVOID: N/A. •.I SECTION VII--SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Evacuate all personnel from affected area. Remove sources of heat and ignition. If possible (safely) stop leak or remove cylinder to a remote downwind location. Ventilation to remove released methane should be explosion proof. WASTE DISPOSAL METHOD: Burn in an appropriate flare or slowly release in a remote downwind area. Follow all applicable federal, state, and local regulations. SECTION VIII--SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Self-contained breathing apRaratus available in event of release or spill. VENTILATION: LOCAL EXHAUST ( X) MECHANICAL'(GENERAL) ( X ) To prevent accumulation above the LEL PROTECTIVE GLOVES: Plastic or rubber EYE PROTECTION: Safety goggles or glasses OTHER PROTECTIVE EQUIPMENT: Safety shoes. Low oxygen alarm (less than 18%) where necessary. SECTION IX --SPECIAL PRECAUTIONS PRECAUTIONS TO BE TAKEN IN HANDLING AND STORING: Cylinders should be stored separately from oxygen in a cool, dry, well ventilated area. No smoking, open flames, or sources of ignition should be permitted is the methane storage area. Protect cylinders from physical damage. Methane is a flammable high pressure gas and may form explosive mixtures with air. Do not allow the temperature where cylinders are stored to exceed 125°F. OTHER PRECAUTIONS: Electrically ground all lines and equipment associated with the methane system. ' 111 equipment should be non -sparking or explosion proof. Refer to CGA Bulletin 3B-2 "Oxygen Deficient Atmospheres." Use a check valve or trap in the methane cyl- inder discharge line to prevent hazardous back flow. Cylinders of containers may sot be recharged except by or with the consent of Liquid Carbonic. Reporting under SARA, Title III, Section 313 not required. WPA 704 NO. for methane - 1 4 0 No guaranty is made as to the accuracy of any data or statement contained herein. While this material is furnished in good faith, NO WARRANTY EXPRESS OR IMPLIED, OF MERCHANTABILITY, FITNESS OR OTHERWISE IS MADE. This material is offered only for your consideration, investigation and verification and Liquid Carbonic shall not In any event be liable for special, incidental or consequential damages in connection with its publication. MGE2 No. 184 • MATERIAL SAFETY DATA SHEET HYDROGEN FUEDIDE, LIQUEFIED OT: RQ 1I5003(45.4) LIQUID CARBONIC .CL.: Division 2.3 ELS: Poison Gas; Flammable Gas September 1991 13S SOUTH LA SOLE STREET • CHICA00. ILUNOIS 6060142tO PHONE 13121 6S6.2500 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: COMMON NAME AND SYNONYMS: CHEMICAL FAMILY: Hydrogen Sulfide Sulfureted Hydrogen; Hydrosul£uric Acid; Hydrogen sulfide, Liquefied Inorganic Sulfide FORMULA: its SECTION II --HAZARDOUS INGREDIENTS MATERIAL VOLUME % CAS NO. 1991-1992 ACGIH TLV UNITS Hydrogen Sulfide 99.9+ 7783-06-4 TWA - 10 Molar PPM STEL - 15 Molar PPM OSHA 1989 TWA - 10 Molar PPM STEL - 15 Molar PPM • SECTION III --PHYSICAL DATA BOILING POINT (°F.): VAPOR PRESSURE: VAPOR DENSITY (AIR=1): SOLUBILITY IN WATER: APPEARANCE AND ODOR: -76.4 @ 70°F - 267 psia @ 70°F - 1.21 Soluble See Supplemental Sheet 16 SPECIFIC GRAVITY (H20=1): (B.Pt./60°F) % VOLATILE BY VOLUME: N/A (Gas) EVAPORATION RATE (BUTYL ACETATE=1): N/A (Gas) • SECTION IV -,-FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A (Gas) EXTINGUISHING MEDIA: Carbon dioxide, dry chemical or water spray SPECIAL FIRE FIGHTING PROCEDURES: Stop flow of gas. Use water spray to cool fire -exposed containers. Fire fighters should use self-contained breathing apparatus. UNUSUAL FIRE AND EXPLOSION HAZARDS: Hydrogen sulfide is slightly heavier than air, may travel a considerable distance to a source of ignition and flash back. A dangerous fire and moderate explosion hATale FLAMMABLE LIMITS: LEL UEL 4.0 44.0 SECTION V--HEALTH HAZARD DATA Route(s) of Entry: Inhalation? Yes Skin? Yes Ingestion? No Carcinogenicity: NTP? No IARC Monographs? No OSHA? No EFFECTS OF OVEREXPOSURE: Inhalation: Low concentrations (15-50 ppm) causes headache, dizziness or nausea. Higher concentrations (200-300 ppm) can result in respiratory arrest leading to coma or unconsciousness. Exposures for more than 30 minutes at concentrations of greater than 700 ppm have been fatal. Continuous inhalation of low concentrations may cause olfactory fatigue or paralysis rendering the detection of its presence by odor ineffective. Skin or Eye: Low concentrations will generally cause irritation of mucous mem- branes and conjunctivae of the eye. Persons in ill health where such illness would be aggravated by exposure to hydrogen sulfide should not be allowed to work with or handle this product. (Continued on. Supplemental Sheet) PAGEI No. 172 J Form 6*•03067 P.v. 4/112 STABLE ( x ) :ONDITIONS TO AVOID: Heat, flame, static electricity and other sources of ignition INCOMPATABILITY (MATERIALS TO AVOID): Strong nitric acids, peroxides, chlorine, strong oxidizing agents, alkaline materials and moisture IAZARDOUS DECOMPOSITION PRODUCTS: Oxides of sulfur or sulfur HAZARDOUS POLYMERIZATION: MAY OCCUR ( CONDITIONS TO AVOID: M/A WON'T OCCUR ( x SECTION VII--SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED:• vacuate all personnel from affected area. Supply explosion -proof ventilation. emove all sources of ignition. Use appropriate protective equipment. Isolate and stop leak. Seal faulty cylinders if possible and return to Liquid Carbonic. ASTE DISPOSAL METHOD: uo not attempt to dispose of waste or unused quantity. Return the container properly labeled, with any valve outlet plugs or caps secured, and valve protection ap in place to Liquid Carbonic for proper disposal. SECTION VIII--SPECIAL PROTECTION INFORMATION ESPIRATORY PROTECTION: Self-contained breathing apparatus or positive pressure airline with mask should be available for emergency use. uENTILATION: LOCAL EXHAUST ( x ) MECHANICAL (GENERAL) (x ) To prevent accumulation above the TWA PROTECTIVE GLOVES: Neoprene or butyl rubber EYE PROTECTION: _THER.PROTECTIVE EQUIPMENT: Safety shoes, safety shower and eyewash 'fountain" SECTION IX --SPECIAL PRECAUTIONS .RECAUTIONS TO BE TAKEN IN HANDLING AND STORING: 'Use only in well -ventilated area. Use a suitable hand truck for cylinder movement. "rotect cylinders from physical damage. Store in cool, dry, well-ventialted area. sere should be no sources of ignition in the storage or use area. Keep away from oxidizing agents, direct sunlight. Ground lines and equipment used with H2S. Where H2S is regularly used or present, install continuous monitoring system with larm. Do not depend on sense of smell. Do not allow the temperature where cylin- ..ars are stored to exceed 125°F. OTHER PRECAUTIONS: • not heat cylinder to increase flow rate. Use a check valve or trap in the dis- caarge line to prevent back flow•into the cylinder. Cylinders must not be recharged except by or with consent of Liquid Carbonic. For further information nfer to CGA Pamphlet G-12 "Hydrogen Sulfide" and P-1 "Safe Handling of Compressed tses in Containers. Reporting•,under.SARA, Title III, Section 313 not required. ff ' t: ?PA 704 NO.: for hydrogen sulfide a• 3 • 4 0 . No guaranty is made as to the accuracy of any data or statement contained herein. White this material Is fumiahed in good faith, NO WARRANTY EXPRESS OR IMPLIED, OF MERCHANTABILITY, FITNESS OR OTHERWISE IS MADE. Thin material is offered only for your consideration, investigation and verification and Uquid Carbonic shall not In any event be liable for special, incidental or consequential damages in connection with Its publication. SUPPLEMENTAL SHEET - HYDROGEN SULFIDE MATERIAL SAFETY DATA SHEET SECTION III ---PHYSICAL DATA (Continued) APPEARANCE AND ODOR: Shipped and stored as a liquid under its own vapor pressure. Vapor is colorless with a characteristic "rotten egg" odor. SECTION V--HEALTH HAZARD DATA (Continued) EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Extreme fire hazard when rescuing semiconscious or un- conscious persons due to flammability of hydrogen sulfide. Avoid use of rescue equipment which might contain ignition sources or cause static discharge. Move affected person to an uncontaminated area. If breathing has stopped, give assisted respiration. Oxygen or a mixture of 5Z carbon dioxide in oxygen should be administered by a qualified person. Keep victim warm and calm. Seek immediate medical assistance. Further treatment should be symptomatic and supportive. Skin or Eye: Flush affected areas with copious quantities of water. If in eye, part eyelids with finger to assure complete flushing. o the f any ta or is furnished is good defaith, NO accuracy oTY EXPRESS ORtement IMPLIED, OF contained MERCHANTABILITY, OR OTHERWISE IS MADE. This material is offered only for your consideration, investigation and veri- fication and Liquid Carbonic shall not in any event be liable for special, incidental or consequential damages in connection with its publication. PAGE 3 Nn 179 • MATERIAL SAFETY DATA SHEET ULFUR DIOXIDE, LIQUEFIED T: UN 1079 LIQUID CARBONIC .CL.: Division 2.3 EL: Poison Gas ' `dOe `�� OUTH 1J5 SLA SALLE STREET • CHICAGO. IWNOIS 0000342*2 PHONE I°ID ILSS29:0 November 1991 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: Sulfur Dioxide COMMON NAME AND SYNONYMS: Sulfur Dioxide, Liquefie“p.O.T.); Sulfurous Acid Anhydride CHEMICAL FAMILY: Inorganic Acid FORMULA: sot SECTION II --HAZARDOUS INGREDIENTS •• MATERIAL VOLUME % CAS NO. 1991-1992 ACGIH TLV UNITS Sulfur Dioxide 99+ 7446-09-5 TWA - 2 Molar PPM '• STEL - 5 Molar PPM '' OSHA 1989 TWA - 2 Molar PPM'•° '• OSHA 1989 STS,. - 5 Molar'PPM :"4 SECTION III --PHYSICAL DATA • ' BO141NG POINT (°F.): 14 SPECIFIC GRAVITY (H220=1):- 1.46 (14/601:0. VAPOR PRESSURE: @ 70°F = 49.1 psia % VOLATILE BY VOLUME: 99+ VAPOR DENSITY (AIR=1): @ 70°F - 2.26 EVAPORATION RATE (BUTYL ACETATE=1): Un- SOLUBILITY IN WATER: Soluble known APPEARANCE AND ODOR: Colorless liquid or gas with highly irritating, pungent odor of burning sulfur. SECTION IV --FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A FLAMMABLE N/A LEL UEL LIMITS: EXTINGUISHING MEDIA: Nonflammable Gas SPECIAL FIRE FIGHTING PROCEDURES: If containers are exposed to a fire, safely relocate or keep cool with water spray. Self-contained breathing apparatus and protective clothing may be required as well as gas -tight eye protection. UNUSUAL FIRE AND EXPLOSION HAZARDS: Water reacts with this gas to form a. corrosive acidic mist or spray. S '--HE' T 4/..1 t . . . R oute(s) of Entry: Inhalation? Yes Skin? Yes IngestioiU No Carcinogenicity: NTP? No IARC Monographs? No OSHA? No EFFECTS OF OVEREXPOSURE: Inhalation: Corrosive and irritating to the upper and lower respiratory tracts. Also lacrymation, cough, labored breathing, excessive salivary and sputum formation. Skin and Eye: Corrosive and irritating as with any inorganic acid. Persons in ill health where such illness would be aggravated by exposure to sulfur dioxide should not be allowed to work with or handle this product. . EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Remove to fresh air. If uncon- scious or breathing is difficult, administer artificial respiration with supple- mental oxygen. Keep warm and at rest. Skin or Eye: Wash affected areas with copious quantities of water for at least 15 minutes. Remove contaminated cloth- ing and shoes as rapidly as possible. Seek medical help for eye injury or "acid" burns. PAGE 1 • •22p1,,:r :. rit.inw;•,. D'. :i••I i;. !J.: ;'i. •niN U"i 3EJW. • •n. • tMJv.• r:It.:r. t No. 222 Form Slane? RO,. 4192 Y��YYI-0 -ea-A�%..,,.� STABILI'CY: UNSTABLE CONDITIONS TO AVOID: SECTION VI --REACTIVITY DATA ( ) STABLE (•x ) INCOMPATABILITY (MATERIALS TO AVOID): IAZARDOUS DECOMPOSITION PRODUCTS: HAZARDOUS POLYMERIZATION: MAY OCCUR CONDITIONS TO AVOID: Reaction with water will form sulfurous acid. s Strong oxidizers (fluorine, peroxides, etc.). Forms explosive chlorine with chlorates. Since SO2 boils at 14°F, gaseous SO2 vapor is nearly always present. ( ) WON'T OCCUR' ( x ) Avoid the use of zinc or galvanized metal SECTION VII--SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Evacuate all personnel from affected area, use self-contained breathing apparatus )r ventilate area to leas than TWA before entering contaminated area to stop leak or retrieve leaking cylinder. Use chemical protective boots and clothing if there is the potential far contact with the moist gas or acid. Position container so Leak is at top so that gaseous SO2 escapes. SO2 can be vented into an alkaline solution such as 5Z sodium hydroxide for neutralization. WASTE DISPOSAL METHOD: LE the gas can not be vented into a neutralizing alkaline solution, provide venti- lation for dilution and dispersion. Avoid low lying, stagnant areas as gas is heavier than air. Follow all federal. state and local regulations, SECTION VIII--SPECIAL PROTECTION INFORMATION tESPIRATORY PROTECTION: Self-contained breathing apparatus in event of leak VENTILATION: LOCAL EXHAUST ( X ) To prevent accumulation above the TWA MECHANICAL (GENERAL) ( X ) for sulfur dioxide. PROTECTIVE GLOVES: Chemical protective EYE PROTECTION: )THER PROTECTIVE EQUIPMENT: Safety shoes, safety shower, eyewash 'fountain.' In event of Peak, rubber suit, boots and full face shield. Safety goggles or glasses SECTION IX --SPECIAL PRECAUTIONS .'RECAUTIONS TO BE TAKEN IN HANDLING AND STORING: Protect cylinders against physical damage. Store in cool, dry, well -ventilated area. Do not allow area where cylinders are stored to exceed 125F. Use a check naive or trap in the sulfur dioxide discharge line to prevent hazardous backflow into cylinders. Cylinders..should be stored upright to prevent falling or being knocked over. Valve protection caps must remain in place when cylinder is not in Ise. OTHER PRECAUTIONS: . Ise only DOT or ASME coded containers. Containers must'not be recharged except• ty or with the consent of Liquid Carbonic. For additional information refer to CGA Bulletins G-3 "Sulfur Dioxide" and P-1 "Safe Handling of Compressed Gases in Containers." SO2 cylinders have 165°F fusible metal plug safety devices. Sulfur dioxide is a toxic chemical and subject to the reporting requirements of SABAs Title III, Section 313. WPA 704 NO. for sulfur dioxide - 2 0 0 No guaranty is made as to the acaura of any data or statement contained herein. While this material is f� furnished In good faith NO WAR EXPRESS OR IMPLIED, OF MERCHANTABILITY, FITNESS OR OTHERWISE IS MADE. Thls mated is offered only for your consideration, Investigation and verification and Liquid Carbonic shall not In any event be liable for special, Incidental or consequential damages in • connection with Its publication. GE 2 No. 222 LAW/CRANDALL, INC. ENGINEERING AND ENVIRONMENTAL SERVICES REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED PARKING LOT AND FUTURE BUILDING DEVELOPMENT WESTERN PORTION OF THE LOWER CAMPUS HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA Prepared for. HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California Law/Crandall Project70131-5-0689.0001 January 23, 1996 a January 23, 1996 LAW/CRANDALL, INC. ENGINEERING AND ENVIRONMENTAL SERVICES Mr. Leif N. Thompson, AIA Hoag Memorial Hospital Presbyterian Facilities Design and Construction 301 Newport Boulevard, Box 6100 Newport Beach, California 92658-6100 Subject: Report of Geotechnical Investigation Proposed Ps>n king Lot and Future Building Development Western Portion of the Lower Campus Hoag Memorial H. ' pital Presbyterian Law/Crandall Pr.+ 70131-5-06E19.0001 Dear Mr. Thompson: We are pleased to submit the results of our geotechnical investigation for the proposed parking lot and future building development to be constructed within the western portion of the lower campus of Hoag Memorial Hospital Presbyterian. This investigation was conducted in general accordance with our proposal dated October 31, 1995, as authorized by you and Mr. Greg D. McClure of your organization on November 9, 1995. The scope Of our investigation was planned with you. The results of our investigation and design recommendations are presented in this report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior to obtaining a building permit. It has been a pleasure to be of professional service to you. Please call if you have any questions or if we can be of further assistance. Respectfully submitted, LAW/CRANDALL PaulR. Schade Senior Engineer enggeo195-proj106891r02.doc/MS:be (6 copies submitted) flOFESS/O Atm- `r 0, R. Sc�FyMarshall Lew, Ph.D. tiF\6 APrmcipal Engineer ; 'I, ice President No.49679 Exp. 9/30/96 I civtk �/ 200 CITADEL DRIVE • LOS ANGELES, CA 90040 (213) 889.5300 • FAX (213) 721.6700 ME of nauw COMPOSES PROPOSED PARKING LOT AND FUTURE BUILDING DEVELOPMENT WESTERN PORTION OF THE LOWER CAMPUS HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California { Hoag Memorial Hospital Presbyterian—Gcotechnical investigation Law/Crandall Project 70131-5-0689.0001 TABLE OF CONTENTS January 23, 1996 Page SUMMARY ill 1.0 SCOPE 2.0 STRUCTURAL CONSIDERATIONS 3 3.0 SITE CONDITIONS 3 4.0 EXPLORATIONS AND LABORATORY TESTS 4 4.1 FIELD INVESTIGATIONS 4 4.2 LABORATORY TESTING 4 5.0 SOIL CONDITIONS 4 6.0 LIQUEFACTION POTENTIAL 5 7.0 RECOMMENDATIONS FOR THE PROPOSED PARKING LOT 6 7.1 GENERAL 6 7.2 GRADING 6 7.3 PAVING 7 8.0 RECOMMENDATIONS FOR FUTURE BUILDING DEVELOPMENT 9 8.1 GENERAL 9 8.2 FOUNDATIONS 9 8.3 SITE COEFFICIENT 11 8.4 FLOOR SLAB SUPPORT 11 8.5 EXCAVATION AND SLOPES 12 8.7 WALLS BELOW GRADE 19 8.8 SUBDRAIN 20 8.9 GAS PROTECTION SYSTEM 22 9.0 BASIS FOR RECOMMENDATIONS 22 PLOT PLAN APPENDIX A: EXPLORATIONS AND LABORATORY TESTS APPENDIX B: CORROSION STUDY Hoag Memorial Hospital Presbvtenan—Geotechnical Investigation Januarv?3. 1996 Law/Crandall Project 7013/-5-0689.000/ SUMMARY We have performed a geotechnical investigation for a proposed parking lot and future building development at the lower campus of Hoag Memorial Hospital Presbyterian in Newport Beach. The parking lot will be used by hospital patrons and as a staging/office area for the construction of the proposed support services building on the adjacent site. The structural features of the future building development have not been established at this time because the development is not planned for construction for ten to fifteen years. The building development could consist of a three -to four -story -high medical building underlain by one to two subterranean parking levels. Excavations up to about 20 feet deep may be required for the subterranean levels. Up to about 4 feet of fill soils were encountered in our borings drilled at the site. The average depth of fill encountered in our borings was between 1 to 2 feet. The narural materials beneath the site consist of siltstone with thin interbeds of claystone and sandstone. Slight water seepage was encountered in several of the borings at varying depths between 5 and 25 feet below the existing grade. To provide improved support for the proposed paving, the existing fill and any wet and soft natural soils should be removed and replaced with properly compacted fill, and any required additional fill should also be properly compacted. The existing fill is not uniformly compacted and contains some debris; however, the existing fill should be removed automatically by the planned excavation. The future building development may be supported on spread footings established in the stiff bedrock at the basement level. Where there is not sufficient space for sloped embankments, shoring will be required. We understand a drain is being installed at the toe of the bluff slope to collect water seeping out of the slope. However, because of the presence of water seepage at depth, dewatering may be required during basement construction. Three of the exploration borings were drilled to depths of 40 feet below the existing grade at the site to determine the presence or absence of methane gas in the bedrock material that underlies the site. The gas testing was performed by Geoscience Associates (GSA) as part of a soil gas study for 1ii Hoag Memorial Hospital Presbyterian—Georechnica! Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 the site. Limited gas testing was also done in other borings. The results of the testing will be presented by GSA in a separate report. s iv Hoag Memorial Hospital Presbyterian—Georechnical Investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 1.0 SCOPE This report presents the results of a geotechnical investigation performed for the proposed parking lot and future building development at the lower campus of the Hoag Memorial Hospital Presbyterian in Newport Beach, California. We previously performed a preliminary geotechnical evaluation for the entire hospital campus that included three borings within the site of the currently proposed development; the results were presented in our report dated May 20, 1991 and a supplemental letters dated January 30, 1992, December 17, 1993, and February 9, 1994 (our Job No. 089034.AEO). The evaluation consisted of a preliminary foundation investigation and a geologic -seismic study for the preparation of the master plan and environmental impact report of the lower campus. We also recently performed a geotechnical investigation on the eastern portion of the lower campus for an Outpatient Services building which is no longer planned. The results of' that investigation were presented in a report dated March 9, 1994 (our Job No. 2661.30916.0001). We also previously presented recom- mendations for the proposed parking lot in a letter dated August 15, 1995 (our Job. No. 70131-5- 0520). The locations of the proposed parking lot and future building development relative to the site and streets and our current and previous applicable borings are shown on the attached Plot Plan. This investigation was authorized to determine the static physical characteristics of the soils at selected locations, and to provide recommendations for grading and pavement design for the parking lot, and for foundation design and floor slab support for the future development. More specifically, the scope of the investigation included the following objectives: • Evaluate the existing surface and subsurface conditions, including the soil and groundwater conditions, within the area of proposed construction; • Provide recommendations for grading and pavement design for the proposed parking lot; 1 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 • Recommend appropriate foundation systems together with the necessary design parameters, including friction and passive resistance for the future building; • Determine the applicable site coefficient based on the Uniform Building Code; • Provide recommendations for floor slab support for the future building; • • Provide recommendations for excavation and shoring for the future building; • Provide recommendations for design of walls below grade for the future building; • Provide recommendations relating to earthwork and grading; and • Provide results of the limited corrosion studies. As mentioned above, our May 20, 1991 report presented the results of a geologic -seismic study for the hospital campus; however. the scope of that investigation did not include a seismic study for the site. We understand that a fault study of the lower campus is being performed by others. In addition, the assessment of general site environmental conditions for the presence of pollutants in the soils and groundwater of the site was beyond the scope of this investigation. However, three borings were drilled at selected locations to permit Geoscience Associates (GSA) to conduct soil gas testing. Cur recommendations are based on the results of our current and previous field explorations and laboratory tests and appropriate engineering analyses. The results of the field explorations and laboratory tests are presented in Appendix A. The results of a corrosion study performed for the site by M. J. Schiff and Associates is presented in Appendix B. The results of the soil gas study will be presented by GSA in a separate report. The information in this report represents professional opinions that have been developed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for Hoag Memorial Hospital Presbyterian and their design consultants to be used solely 2 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 in the design of the proposed parking lot and future building development. The report has not been prepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses. 2.0 STRUCTURAL CONSIDERATIONS The approximate site of the proposed development is shown on the Plot Plan. It is planned to grade and pave the western portion of the lower campus into a parking lot. The parking lot will extend from the entrance road off of West Coast Highway to the west property line of the hospital near Superior Avenue. The parking lot will be used by hospital patrons and as a staging/office area for the construction of the proposed support services building and other future development on the lower campus. Based on the grading plans, the grading will consist of cutting material from the top of the slope and placing it on the lower campus. The cut will be up to 5 feet deep and the fill will be up to 6 feet deep. The volumes of cut and fill soil will be equal, and import or export of soil is not planned. A haul road is also planned along the slope. The portion of the slope along the haul road will be regraded to maintain the existing slope gradient at 2:1 (horizontal to vertical) or flatter. The structural features of the future building have not been established at this time, and foundation load information is not available. Based on the preliminary information provided to us, the building could be three to four stories high and constructed over one to two subterranean parking levels. Excavation for the parking levels could extend to about 10 to 20 feet below the existing ground surface. 3.0 SITE CONDITIONS Previously, extensive earthwork and grading was performed at the site of the currently proposed development. The previous grading included the removal of a man-made wetland created by local seepage from the bluff slope. The earthwork included the removal of the majority of the existing fill and underlying overburden natural soils within the site. Currently, the site is vacant. Underground utility lines, including methane gas wells and flares, exist underneath the site. 3 Hoag Memorial Hospital Prtsbyterian—Geotechnical Investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 There are slopes along the north and west of the site, as shown on the Plot Plan. Excluding the slopes, the ground surface slopes down to the south, with about 10 feet of difference in elevation across the site. Contours and spot elevations describing the existing topography are shown on the Plot Plan. 4.0 EXPLORATIONS AND LABORATO_Y TESTS 4.1 FIELD INVESTIGATIONS The soil conditions beneath the site were explored by recently drilling eight borings to depths of 40 and 50 feet below the existing grade at the locations shown on the Plot Plan. Three of the borings were drilled to permit GSA to conduct soil gas field testing. Also shown on the Plot Plan are the locations of the borings drilled during our previous hospital campus investigation. Further details of the explorations and the logs of the borings are presented in the Appendix. 4.2 LABORATORY TESTING Laboratory teats were performed on selected samples obtained from the borings to aid in the classification of the soils and to determine their engineering properties. The following tests were performed: moisture content and dry density determination, direct shear, consolidation, and compaction. Details of the laboratory testing program and test results are presented in Appendix A. The results of the limited corrosion studies by M. J. Schiff and Associates are presented in Appendix B. 5.0 SOIL CONDITIONS Shallow fill soils, up to about 4 feet in thickness, were encountered in the majority of the borings. The existing fill, which is not uniformly well compacted, consists of silty sand, sand, and clay. Deeper and/or poorer quality fill could occur between borings. However, the existing fill will be removed automatically by the planned excavation. 4 a Hoag Memorial Hospital Presbyterian—Geotechnical investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 Because of previous extensive grading operations of the site, most of the natural overburden soils within the site were removed. Therefore, bedrock (siltstone with interbeds of sandstone and claystone) of the Monterey Formation was encountered immediately beneath the fill. The bedrock is stiff to very stiff. Although groundwater was not encountered within the 50•foot depth explored, slight water seepage was encountered in several of the borings at depths ranging from 5 to 25 feet below the existing grade. The seepage is probably due to water flowing along bedding and joints in the bedrock. Based on the limited corrosion study performed for the site by M.J. Schiff & Associates, Consulting Corrosion Engineers, the site is classified as severely corrosive to ferrous metals and aggressive to copper and concrete. The conclusions of the Schiff report are based on previous corrosion testing performed for the previously planned Outpatient Services building and on a review of the subsurface materials encountered during our recent borings. Because of the proximity to the Outpatient Services building site and the similar subsurface conditions, the corrosion testing results for the current site are not anticipated to be significantly different. The Schiff report should be referred to for a discussion of the corrosive characteristics of the soils at the site. 6.0 LIQUEFACTION POTENTIAL Liquefaction potential is greatest where groundwater level is shallow, and loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. The materials beneath the site are primarily siltstone which are stiff to very stiff and not considered subject to liquefaction. Therefore, the potential for liquefaction beneath the site is considered to be remote. 5 a 1. 4 r. -e Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 7.0 RECOMMENDATIONS FOR THE PROPOSED PARKING LOT 7.1 GENERAL The existing fill soils, encountered to 4 feet in depth, do not appear to be uniformly compacted and are not suitable for paving or additional fill support. The existing fill should be removed and replaced with properly compacted fill prior to paving. 7.2 GRADING Site Preparation To provide improved support for the proposed paving, the existing fill and any wet and soft natural soils should be removed and replaced as properly compacted fill, and any required additional fill should also be properly compacted. Where excavations are deeper than about 4 feet, the sides of the excavations should be sloped back at 1:1 or shored for safety. After the site is cleared and the existing fill and wet soils are excavated as recommended, the exposed natural soils should be carefully observed for the removal of all unsuitable deposits. Next, the exposed soils should be scarified to a depth of 6 inches, brought to near -optimum moisture content, and rolled with heavy compaction equipment. Compaction The required fill should be placed in loose lifts not more than 8 inches thick and compacted. The fill should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-78 method of compaction. The moisture content of the soils at the time of compaction should be vary no more than 2% below or above optimum moisture content. 6 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0901 Material for Fill The on -site soils, Tess any debris, can be used in required fills. Cobbles larger than 4 inches in largest dimension should not be used in the fill. Any required import material should consist of relatively non -expansive soils with an Exparion Index of less than 35. The imported materials should contain sufficient fines (binder material) so as to he relatively impermeable and result in a stable subgrade when compacted. All proposed import materials should be approved by our personnel prior to importing. 7.3 PAVING Asphalt Paving Stabilometer (R-value) tests were not performed for this investigation. We previously performed an R-value test for the adjacent previously proposed Outpatient Services building; the results indicated the on -site natural soils have an R-value of 24. We also performed R-value tests cm several soil samples obtained throughout the hospital campus during a previous pavement condition survey of pavement condition; the results indicate the on -site soils generally have an R value that ranges from 20 to 30. The asphalt and portland cement concrete pavement throughout the hospital campus appears to have performed relatively well to date. An R value of 20 was assumed in computing the paving sections. If the subgrade is prepared as recommended, the following asphalt paving sections may be used: Assumed Traffic Index 4 (automobile parking) 51/2 (driveways subject to light trucks) Asphalt Paving Base Course (inches) (inches) 3 4 3 10 Careful inspection is recommended to verify that the recommended thickness, or greater, are achieved and that proper construction procedures are followed. The recommended paving sections were established using the Orange County flexible pavement design method for a subgrade 7 Hoag Memorial Hospital Presbyterian—Geotechnical investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 consisting of the on -site soils. We could provide paving thickness for other Traffic Index values if desired. The base course should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the most current State of California, Department of Transportation, Standard Specifications. Alternatively, the base course could meet the specifications for untreated base as defined in Section 200-2 of the most current Standard Specifications for Public Works Construction (Green Book). The base course should be compacted to at least 95%. The asphalt concrete materials and construction should conform to Sections 203-6 and 302-5, respectively of the Green Book. Portland Cement Concrete Paving If the subgrade is prepared as recommended, and assuming an R value of 20 and a portland cement concrete (PCC) with a compressive strength of at least 3,000 pounds per square inch is used, the following sections may be used. Assumed Traffic Index 4 (automobile parking) PCC Paving (inches) 51/2 (driveways subject to light trucks) 7�k The portland cement concrete materials and construction should conform to Sections 203-6 and 302-6, respectively, of the Gr.en Book. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation !anuary 23, 1996 Law/Crandall Project 70131-5-0689.0001 8.1 GENERAL The structure features of the future building development have not been definitely established, and foundation load information is not available. The recommendations presented in this report should be reviewed at such time as the structural features have been established. This should be done before to final design of the foundations. The siltstone (bedrock) at and below the anticipated level of excavation is stiff to very stiff, and the future building may be supported on spread footings. The building may be supported on individual footings or on a combination of individual and combined or continuous footings. Depending on the column spacing, some combined footings and/or continuous footings may be required. Minor amount of fill soils were encountered at the locations of our exploration borings; however, the existing fill should be removed automatically by the planned excavation. Water seepage was encountered in our borings above the level of planned excavation, and dewatering may be required during construction. A permanent subdrain should be provided, or the lower floor slab and the basement walls will have to be waterproofed and designed to resist hydrostatic pressures. 8.2 FOUNDATIONS Bearing Value Spread footings carried at least 1 foot into the bedrock materials and at least 2 feet below the adjacent floor level may be designed to impose a net dead plus live toad pressure of 8,000 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. Since the recommended bearing value is a net value, the weight of the concrete within the footings may be taken as 50 pounds per cubic foot, and the backfill weight may be neglected when computing the imposed downward foundation loadings. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation Law/Crandall Project 70131-5-0689.. `40! January 23, 1996 Spread footings for minor structures, such as free-standing walls and retaining walls less than 5 feet in height, may be supported on properly compacted fill or undisturbed natural materials. Footings extending at least 1 /2 feet below the adjacent grade may be designed for 1,500 pounds per square foot. While the actual bearing value of the compacted fill will depend on the materials used and the compaction methods employed, the quoted value will be applicable if acceptable soils are used and are compacted as recommended. The bearing value of the fill should be confirmed after completion of the grading. Settlement The settlement of the future building, supported on spread footings in the manner recommended, will depend on the foundation loads. However, the settlement should be within acceptable limits. We can perform settlement anaiyses when the structural loads have been determined. Lateral Loads Lateral loads may be resisted by soil friction and by the passive resistance of the soils. A coefficient of friction of 0.5 may be used between footings or the floor slab and the supporting soils. The friction between the slab and the underlying soils shc•ild be ignored if a methane membrane is placed between the slab and the supporting soils. If footings are poured neat against the undisturbed bedrock, the passive resistance may be assumed to be 800 pounds per square foot at the top of the footing excavation, increasing 300 pounds per square foot per foot of depth up to a maximum of 8,000 pounds per square foot. The passive resistance of the compacted backfill may be assumed to be 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic Toads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance. Footing Observation To verify the presence of satisfactory materials 3t footing design elevations, all footing excavations should be cleaned of any loosened materials and subsequently observed by personnel 10 Hoag Memorial Hospital Presbyterian—Ceorechnical Investigation Law/Crandall Project 70131-5-0689.0001 January 23. 1996 of our firm. Inspection of footing excavations may also be required by the appropriate reviewing governmental agencies. The contractor should be familiar with the inspection requirements of the reviewing agencies and coordinate the schedules of the required inspections. Footings should be deepened if necessary to extend into satisfactory supporting material. Footing excavations deeper than 5 feet should be sloped back at 1:1 in the bedrock. The slopes of such excavations should be observed in the field by one of our geologists. The foundation excavations should be left slightly uneven if necessary, rather than filling in overexcavated areas with loose or compacted soils. Where it is necessary to deepen a footing below the design depth, the overexcavated portion should be backfilled with concrete. Soil backfill above the footings and utility trench backfill should be mechanically compacted; flooding should not be permitted. All applicable safety requirements, including OSHA requirements, should be met. 8.3 SITE COEFFICIENT The site coefficient, S, may be determined as established in the Earthquake Regulations under Section 2333 of the Link. • -^i Building Code, latest edition, for seismic design of the future building. Based on a review of the local soil and geologic conditions, the site may be classified as Soil Profile S2. Therefore, the site coefficient (S) may be taken as equal to a value of 1.2 as specified in the code. 8.4 FLOOR SLAB SUPPORT The undisturbed natural materials will offer adequate support to the lower level floor slab. Any deposits loosened or overexcavated should be properly compacted; compaction to at least 90% is recommended. Construction activities and exposure to the environment can cause deterioration of prepared subgrades. Therefore, we recommend that our field representative observe the condition of the final subgrade soils immediately prior to slab -on -grade construction and, if necessary, perform further field density and moisture content tests to determine the suitability of the final prepared subgrade. 11 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 If vinyl or other moisture -sensitive floor covering is planned, we recommend that the floor slabs be underlain by a capillary break consisting of at least 10-mil-thick impermeable membrane over a 4- inch-thick layer of gravel. A suggested gradation for the gravel layer is shown in the following table. Sieve Size Percent Passing " 90- 100 No. 4 0 -10 No. 100 0 - 3 If a membrane is used, a low -slump concrete (slump not to exceed 4 inches) should be used to minimize possible curling of the slab. The concrete should be allowed to cure properly before placing vinyl or other moisture -sensitive floor covering. A 2-inch-thick layer of coarse sand should be placed above the impt eable membrane to reduce slab curling. If this sand is used, care should be taken placement of the concrete to prevent displacement of the sand or damage to the membrane. 8.5 EXCAVATION AND SLOPES Excavations up to about 20 feet deep will be required for the two subterranean levels. Where the necessary space is available, temporary unsurcharged excavations may be sloped back in lieu of using shoring. Temporary unsurcharged excavations may be sloped back at 1:1. Where sloped embankments are used, the tops of the slopes should be barricaded to prevent vehicles and storage loads within 10 feet of the tops of the slopes. A greater setback may be nec ^:;sary when considering heavy vehicles, such as concrete trucks and cranes; we should be advised of such heavy vehicle loadings so that specific setback requirements can be established. Water seepage was encountered above the level of excavation in some of the borings, and dewatering will be required during construction. It is our opinion that construction dewatering could be handled by perimeter trenches and sumps; the need for dewatering wells is not expected at this time. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70I31-5-0689.0001 It is our opinion that the recommended temporary cut slopes for subterranean construction should perform satisfactorily on a temporary basis. If excavations are open for longer periods of time, we recommend spraying the exposed surfaces with asphaltic emulsion soon after making the excavation to keep the materials from drying. If the temporary construction embankments are to be maintained during the rainy season, berms are suggested along the tops of the slopes where necessary to prevent runoff water from entering the excavation and eroding the slope faces. The soils exposed in the cut slopes should be inspected during excavation by our personnel so that modifications of the slopes can be made if variations in the soil conditions occur or if adverse seepage conditions develop. All applicable safety requirements, including OSHA requirements, should be met. 8.6 SHORING General Where there is not sufficient space for sloped embankments, shoring will be required. One method of shoring would consist of steel soldier piles placed in drilled holes, backfilled with concrete, and tied back with earth anchors. Difficult drilling may be encountered in localized areas because of cemented layers in the bedrock. Special techniques and measures may be necessary in some areas to permit the proper installation of the soldier piles and/or tie -back anchors. The following information on the design and installation of the shoring is as complete as possible at this time. We can furnish additional required data as the design progresses. Also, we suggest that our firm review the final shoring plans and specifications prior to bidding or negotiating with a shoring contractor. Lateral Pressures For heights of 15 feet or less, cantilevered shoring may be used. For design of cantile a ed shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 retained natural soils with a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 25 pounds per cubic foot. If the retained soils are temporarily sloped at 1:1 above the shoring, it may be assumed that the soils will exert a lateral pressure equal to that developed by a fluid with a density of 50 pounds per cubic foot. For heights of shoring greater than 15 feet, the use of braced or tied -back shoring is recommended. For the design of tied -back or braced shoring, we recommend the use of a trapezoidal distribution of earth pressure. The recommended pressure distribution, for the case where the grade is level behind the shoring, is illustrated in the following diagram, with the maximum pressure equal to 20H in pounds per square foot (H is the height of shoring in feet). Where a combination of sloped embankment and shoring is used, the pressure would be greater and must be determined for each combination. 02H H•HEIGHT OF 0,0.1 SHORING IN FT. -r r °r lo-o (P.S.F.) In addition to the recommended earth pressure, the upper 10 feet of shoring adjacent to the streets should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the shoring due to normal street traffic. If the traffic is kept back at least 10 feet from the shoring, the traffic surcharge may be neglected. 14 a b Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 Design of Soldier Piles For the design of soldier piles spaced at least two diameters on centers, the allowable lateral bearing value (passive value) of the bedrock below the level of excavation may be assumed to be 1,600 pounds per square foot at the surface, increasing 600 pounds per square foot of depth, up to a maximum of 8,000 pounds per square foot. To develop the full lateral value, provisions should be taken to assure firm contact between the soldier piles and the undisturbed bedrock. The concrete placed in the soldier pile excavations above the planned excavation level may be a lean - mix concrete. However, the concrete used in that portion of the soldier pile which is below the planned excavated level should be of sufficient strength to adequately transfer the imposed loads to the surrounding soils. The frictional resistance between the soldier piles and the retained earth may be used in resisting the downward component of the anchor Toad. The coefficient of friction between the soldier piles and the retained earth may be taken as 0.4. (This value is based on the assumption that uniform full bearing will be developed between the steel soldier beam and the lean -mix concrete and between the lean -mix concrete and the retained earth.) In addition, provided that the portion of the soldier piles below the excavated level is backfilled with structural concrete, the soldier piles below the excavated level may be used to resist downward loads. The frictional resistance between the concrete soldier piles and the soils below the excavated level may be taken equal to 800 pounds per square foot. Lagging Lagging will be required between soldier piles within any sandstone deposits and within Iffiy water seepage zones. Timber lagging should be treated if it is to remain in place after completion of the basement walls. Where the lagging is omitted, we lec,'masnd that the surface of the exposed bedrock be protected to reduce the possibility of r " t'g and crack,ag within the bedrock; possible spalling could pose a danger to workers with`n t:. ..;savation. The bedrock should either be covered with a thin layer of 15 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 gunite or sprayed with an asphaltic product to minimize drying. If the asphaltic product is used, the bedrock should be covered with wire mesh to prevent large pieces of bedrock from falling into the excavation. The soldier piles and anchors should be designed for the full anticipated pressure. However, the pressure on the lagging will be Tess due to arching in the soils. We recommend that the lagging be designed for the recommended earth pressure but limited to a maximum value of 400 pounds per square foot. Anchor Design Tie -back anchors may be used to resist lateral loads. Either friction anchors or belled anchors could be used. However, it has been our experience that in most cases, friction anchors involve fewer installation problems and provide more uniform support than belled anchors. For design purposes, it may be assumed that the active wedge adjacent to the shoring is defined by a plane drawn at 35 degrees with the vertical through the bottom of the excavation. The anchors should extend at least 20 feet beyond the potential active wedge. Friction anchors should extend to a greater length if necessary to develop the desired capacities. The capacities of anchors should be determined by testing of the initial anchors as outlined in a following section. For design purposes, it may be estimated that drilled friction anchors will develop an average friction value of 800 pounds per square foot. Only the frictional resistance developed beyond the active wedge would be effective in resisting lateral loads. If the anchors are spaced at least 6 feet on centers, no reduction in the capacity of the anchors need be considered due to group action. Anchor Installation The anchors may be installed at angles of 15 to 40 degrees below the horizontal. The anchors should be filled with concrete placed by pumping from the tip out, and the concrete should extend Hoag Memorial Hospital Presbyterian—Georechnlcal investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 from the tip of the anchor to the active wedge. The portion of the anchor shaft within the assumed active wedge should not be backfilled until the anchor has been tested and the recommended load placed on the anchor. After testing, the portion of the shaft within the active wedge could be backfilled with a lean sand -cement mixture in lieu of concrete. However, if there is significant caving, this portion of the anchor could be filled with sand prior to testing the anchor. The backfill should be placed by pumping. Slight water seepage may be encountered in the anchor excavations. If all of the water cannot be removed by pumping, the concrete should be carefully pumped into the anchor, from the bottom up through a rigid pipe, so that the anchor is properly filled with concrete. The drilled holes within the bedrock may become slick during drilling and not develop full frictional resistance; in such cases, it will be necessary to roughen (rifle) the surface of the drilled shaft to develop the full frictional resistance. Anchor Testing The soil engineer should select at least two of the initial anchors for 24-hour 200% tests and 12 additional anchors should be selected for quick 200% tests. The purpose of the 200% tests is to verify the friction value assumed in design. The anchors should be tested to C- 2 twice the assumed friction value. Where satisfactory tests are not achieved on the initial anchors, the anchor diameter and/or length should be increased until satisfactory test results are obtained. The total deflection during the 24-hour 200% tests should not exceed 12 inches; the anchor deflection should not exceed 0.75 inch during the 24-hour period, measured after the 200% test load is applied. If the anchor movement after the 200% load has been applied for 12 hours is less than 0.5 inch, and the movement over the previous 4 hours has been less than 0.1 inch, the test mny be terminated. For the quick 200% tests, the 200% test load should be maintained for 30 minutes. The total deflection of the anchor during the 200% quick test should not exceed 12 inches; the deflection after the 200% test load has been applied should not exceed 0.25 inch during the 30-minute period. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 Where satisfactory tests are not achieved on the initial anchors, the anchor diameter and/or length should be increased until satisfactory test results are obtained. All of the production anchors should be pretested to at least 150°ro of the design Toad; the total deflection during the tests should not exceed 12 inches. The rate of creep under the 150% test should not exceed 0.1 inch over a 15-minute period fnr _ ,, ,, hor to be approved for the design loading. After a satisfactory test, each production anchor should be locked off at the design load. The locked -off load should be verified by rechecking the load in the anchor. If the locked -off load varies by more than 10% from the design load, the load should be reset until the anchor is locked off within 10% of the design load. The installation of the anchors and the testing of the completed anchors should be observed by our firm. Internal Bracing Raker bracing, if used, could be supported laterally by temporary concrete footings (deadmen). For design of such temporary footings, poured with the bearing surface normal to rakers inclined at 45 to 60 degrees with the vertical, a bearing value of 4,000 pounds per square foot may be used, provided the shallowest point of the footing is at least 1 foot below the lowest adjacent grade. To reduce the movement of the shoring, the rakers should be preloaded or at least tightly wedged between the footings and the soldier piles. Deflection It is difficult to accurately predict the amount of deflection of a shored embankment. It should be realized, however, that some deflection will occur. We would estimate this deflection could be about 1 inch at the top of the shored embankment. If greater deflection occurs during construction, additional bracing may be necessary to minimize settlement of the utilities in the adjacent streets. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 If desired to reduce the deflection of the shoring, a greater active pressure could be used in the shoring design. Monitoring Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of all the soldier piles and the lateral movement along the entire lengths of selected soldier piles. We will be pleased to discuss this further with the design consultants and the contractor when the design of the shoring system has been finalized. 8.7 WALLS BELOW GRADE Lateral Pressures For design of cantilevered walls below grade where the surface of the backfill is level, it may be assumed that the soils will exert a lateral pressure equal to that developed by a fluid with a density of 30 pounds per cubic foot. We recommend that the basement walls be designed to resist a trapezoidal distribution of lateral earth pressure plus the surcharge loading occurring as a result of traffic in the adjacent streets. The lateral distribution of earth pressure on the permanent basement walls will be similar to that recommended for design of temporary shoring, except that the maximum lateral pressure will be 22H in pounds per square foot (H is the height of the basement wall in feet). Any additional soil placed above the basement walls should also be considered in design of the walls. In addition to the recommended earth pressure, the upper 10 feet of wall adjacent to the streets should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the shoring due to normal street traffic. If the traffic is kept back at least 10 feet from the wall, the traffic surcharge may be neglected. Hoag Memorial Hospital Presbyterian—Ceotechnical investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 Any required soil backfill should be mechanically compacted, in layers not more than 8 inches in thickness, to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-78 method of compaction. Wall backfill should consist of relatively non -expansive material with an Expansion Index of less than 35. The on -site siltstone material is expansive and should not be used in backfill of walls below grade; however, the remaining on -site soils, less any debris in the existing fill soils, may be used as backfill. Some settlement of the deep backfill should be allowed for in planning sidewalks and utility connections. Waterproofing As discusser) in the following section, a perimeter drainage system is recommended at the base of the basement walls. Walls below grade should be waterproofed or damproofed, depending on the usage of the area under consideration and the moisture protection desired. 8.8 SUBDRAIN Slight water seepage was encountered in four of the borings at depths of 5 to 25 feet below the existing grade. However, we understand that significant amounts of water seepage were encountered at random depths in previous borings drilled at the site for other projects. Based on this information, we recommend that provisions be taken to protect the structure from potential hydrostatic pressure. The lower floor slab and the basement walls could be waterproofed and designed for the hydrostatic pressure, or a permanent subdrain system could be installed beneath the lower floor to maintain the water below the lower floor level. The design of the lower floor slab to resist the hydrostatic pressure would require a thorough waterproofing installation and relatively thick floor slab to counteract the buoyancy. Installation of a completely watertight waterproofing s; stem will be difficult. If such a system is desired, we suggest consulting with a contractor experienced in the installation of waterproofing systems. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23, 1996 Law/Crandall Project 70111-5-0689.0001 For a subdrain system, we recommend that the lower floor be underlain by a layer of filter material approximately 1 foot thick. The filter material should be drained by subdrain pipes leading to sumps equipped with automatic pumping units. The drain lines should consist of perforated pipes placed, with the perforations down, in trenches extending about 1 foot below the filter material. The trenches should be backfilled with filter material and should be spaced about 40 feet apart within the interior of the building. The drain lines should be sloped at least 2 inches per 100 feet for proper drainage. The installation of the subdrain should be observed by qualified personnel from our firm. A perimeter drain should be placed around the building to provide drainage for the exterior subterranean walls. The perimeter drain may consist of a 4-inch-diameter perforated pipe placed with the perforations down and surrounded by at least 6 inches of either filter gravel or gravel underlain by a suitable filter fabric. The perforated pipe should be placed at the base of the basement walls with a slope of at least 2 inches per 100 feet. We recommend that the filter material meet the requirements of Class 2 Permeable Material as defined in Section 68 of the State of California, Department of Transportation, Standard Specifications most current edition. If the Class 2 material is not available, %-inch crushed rock or gravel separated from the on -site soils by an appropriate filter fabric may be used. The crushed rock or gravel should have less than 5% passing a No. 200 sieve. As an alternative, strips of Miradrain 6000 (or equivalent) may be used to provide drainage behind the basement walls. Miradrain is a wss:ile-like plastic drain material covered by a filter fabric. In our opinion, Miradrain attached to the lagging or the earth and protected from the concrete placement of the wall would provide satisfactory drainage. Miradrain strips may be placed at a depth starting at about 4 feet below the existing grade. We would suggest that Miradrain strips at least 4 feet wide be spaced at about 8 feet on centers. The Miradrain strips should be connected to a continuous 4-foot-wide Miradrain strip placed at the bottom of the excavation. The Miradrain should be connected to a solid drainage pipe by weep holes. The drainage pipe may be placed beneath the edge of the lower floor slab within the interior of the building. The weep holes should Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 be spaced at about 8 feet on the centers. Each weep hole, at the connection with the Miradrain, should be embedded in 1 cubic foot of free drainage aggregate. It should be realized that a permit from the Regional Water Quality Control Board will have to be obtained to discharge the subdrain water into the storm drain. To obtain such a permit, chemical tests will have to be performed on groundwater samples obtained at the site to verify that chemicals or pollutants within the water do not exceed the allowable limits for discharging into the storm drain. An insufficient amount of water was encountered in our boring to properly sample and test. We understand that the sampling and testing will be performed by GSA during a separate investigation. The installed drainage system should be observed by personnel from our firm prior to being oackfilled. Inspection of 0-..1 drainage system may also be required by the reviewing governmental agencies. The inflow into the drainage system is expected only to be intermittent. The quantity of inflow is expected to be small when there is water; however, the system should be designed to accommodate ail inflow of about 100 gallons per mimrte. 8.9 GAS PROTECTION SYSTEM Three of the current exploration borings were drilled to depths or 40 feet below the exk ting grade at the site to determine the presence or absence of methane gas that underlie bedrock. GSA will determine the presence or absence of the methane gas and submit the results in a separate report. 9.0 BASIS FOR RECOMMENDATIONS The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during the subsurface exploration. We have made our recommendations based upon experience with similar subsurface conditions under similar loading conditions. The recommendations apply to the specific project Hoag Memorial Hospital Presbyterian—Ceotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 discussed in this report; therefore, any change in building loads. building location, or site grades should be provided to us so that we may review our conclusions and recommendations and make any necessary modifications. The recommendations provided in this report are also based upon the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential to verify that the actual soil conditions are as anticipated. This also provides for the procedure whereby the client can be advised of unanticipated or changed conditions that would require modifications of our original recommendations. In addition, the presence of our representative at the site provides the client with an independent professional opinion regarding the geotechnically related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be impaired. A.^PENDIX A EXPLORATIONS AND LABORATORY TESTS Hoag Memorial Hospital Presbyterian—Geotechnical Investigation January 23. 1996 Law/Crandall Project 70131-5-0689.0001 EXPLORATIONS AND LABORATORY TESTS EXPLORATIONS The subsurface conditions beneath the site were explored by drilling eight borings at the locations shown on the Plot Plan. In addition, data were available from our previous investigation of the site. The current borings were drilled to depths of 40 and 50 feet using 18-inch-diameter bucket -type drilling equipment. Caving of the boring walls did not occur, and casing or drilling mud was not used to extend the borings to the depths drilled. The materials encountered 'ere logged by our field technician, and undisturbed and bulk samples were obtained for laboratory inspection and testing. The logs of the borings are presented in Figures A-1.1 through A-1.8; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The blows required to drive the Crandall sampler 12 inches are indicated on the logs. The soils are classified in the accordance with the Unified Soil Classification System described in Figure A-2. LABORATORY TESTS The field moisture content and dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the tests are shown to the left of the boring Logs. Direct shear tests were performed on selected undisturbed samples to determine the strength of the soils. The tests were performed on samples at field moisture content and on samples that had been placed under a nominal surcharge and soaked for at least 12 hours. The yield -point values determined from the direct shear tests are presented in Figure A-3, Direct Shear Test Data. Confined consolidation tests were performed on five undisturbed samples to determine the compressibility of the soils. To simulate the effect of the planned excavation, the samples were loaded, unloaded, and subsequently reloaded. The test results are represented in Figures A-4.1 through A-4.3, Consolidation Test Data. A-1 Hoag Memorial Hospital Presbyterian—Geotechnical investigation January 23, 1996 Law/Crandall Project 70131-5-0689.0001 The optimum moisture content and maximum dry density of the upper soils were determined by performing a compaction test on samples obtained from Boring 1. The test was performed in accordance with the ASTM Designation D1557-78 method of compaction. The results of the test are presented in Figure A-5, Compaction Test Data. A A-2 1 for 10" 1 for 10" 2 for 10" 53.2 87 4 for 10" BORING 1 DATE DRILLED: November 20, 1995 EQUIPMENT USED: 18"-Diameter Bucket ELEVATION: 16 • FILL - SILTY SAND - fine to medium, brown and Tight grey SILTSTONE - some thin Claystone intorbeds, weathered, thinly bedded, dark grey • Number of blows required to drive the Crandall sampler 12 inches for depths of: 0' to 25' using a 1800 pound hammer falling 12 inches, Below 25' using an 800 pound hammer falling 12 inches. • • Elevations refer to datum of reference grading plan; see Plot Plan. LOG OF BORING LAW/CRANDALL, INC. FIGURE A=1.1 0 5 0 tr o E •0 c N m C 0 O 73 V W V 0 0 O — q O O .- W C 10 0 cc O O 0 aO. O q c 0 O • m N c 0 c 0 o t 0 2 • 0 c 10 5- 0- -10 — -15 — -25 — DATE DRILLED: November 20, 1995 EQUIPMENT USED: 18"-Diameter Bucket ELEVATION: 12 6" FILL - Clay, Silt, and Sand, some organics, brown SILTSTONE - some thin Claystone interbeds, weathered, thinly bedded, dark grey Less weathered Thin cemented bed (CONTINUED ON FOLLOWING FIGURE) LOG OF BORING LAW/CRANDALL, INC. FIGURE A-1.2a ` I ♦ ♦♦♦♦♦♦♦♦♦♦♦♦♦♦•♦♦♦♦ • 0 G) O W v O g zip m n S o z • n , ^ <�y Z Li • 0 > a � O O r n m n n ^ O 0 C ' n° Z a o. v D 01 r - 7 — • 0'N• a _12/6/1995 }_ `r 3 DRILLED: 1995 USED: November8" Diameter�B Bucket 14 Z °_ Q w—— ?_ t1 ; w" =; y v` i — i-w z r++ a o a • Za o y U o m a C w a. N BORING DATE EQUIPMENT ELEVATION: '' -1"'•• 12" FILL - Clay, Silt and Sand, some organic matter, some ...• roots, brown and grey 77.8 51 1 •�•�•�• SILTSTONE - some thin Claystone interbeds, weathered, for ••�♦�♦�� thinly bedded, dark grey 10" •♦♦•♦♦♦• 10 - 63.4 81 1 for ' i�i iei • •♦♦♦• m 5 10' ♦• ••• 51.6 69 1 •♦•♦•♦• Less weathered v for i♦♦♦♦♦i ' •♦♦ le 54.9 65 2 i • ♦�•• • 5 _ for 10. •♦�♦�♦• •• ♦•:♦:. n m is c - 10 ••♦♦♦♦ ♦♦t •♦�♦• • 54.1 69 2 c o o for •♦♦♦♦♦! c E 10" �•�•�••• • i••••0i• o u •• •♦•• ♦♦♦♦ • e ao � u m 60.8 61 1 ' i♦♦♦♦♦i ••�♦�♦�i •♦�♦�♦•• • - 15 for 10• •♦♦♦ co 5- a c a 50.5 71 •••♦ •• •• • •♦♦♦• ••♦•i♦i• ♦ Some thin Sandstone interbeds below 21' - 20 for 10' G a •••�♦�♦�• m -10 — ♦••♦♦♦•• i♦♦♦ r `a• - 57.0 65 2 �•��•i 25 for • ♦♦♦♦ > 10' •••♦•♦•i g o -15- •♦•♦•• $ - 75,2 55 4 i•♦•♦••• �o 0 4 ` — 30 for 10 •♦•♦•♦• •••♦•♦�i • a 4 15 I� \ •�.♦:♦.�• s 69.5 61 4 ►•••: r f- = 36 for 10 i.•♦•♦•• •♦♦♦♦♦i r •♦♦♦♦♦♦♦• Z •�♦�♦�• •!•♦♦.♦♦!• NOTE: Slight water seepage encountered at a depth of 6'. No caving. -25 - 4 for •♦�•�•• • ••♦•�• • 40 51.9 66 10' !♦♦! END OF BORING AT 40'. . , LOG OF BORING a LAW/CRANDALL, INC. • Z w �: } F- .: F- Z ^ W a- t _ D;, Z` c y BORING 4 a� W ... rn•o Woo U; la W o r 0 0 } y ° a DATE DRILLED: November 17, 1995 w i = cc— 0 0 m i y EQUIPMENT USED: 18"-Diameter Bucket ELEVATION: 14 SM FILL - SILTY SAND - fine, some Siltstone fragments, some organic matter, grey and brown 51.7 74 <1 - ow* SILTSTONE - some thin Claystone interbeds, weathered, !•••••• thinly bedded, dark grey 10 — 53.2 67 1 ••••• • 17 •••••• • 10 50.4 69 •3 ••�•••• •Less weathered c •�.•`•:� 1 A 53.7 68 2 ••••••� for \ 0 5 — 10" •a�•�•�• •••••• m 10 ••• 52.6 69 2 ••�•�• c W to m for • 3 c E 10" ••Q•• i••••• am / CC •• ••• O q 0 • •❖:• •° c 35.5 72 2 �••• Some thin Sandstone interbeds below 14' u a u u o 15 or 10" ••• ••• •••••• oat •• •••••• m ••�•:�•• " 5 — • ••••••• c •••• ,. g �v r 0 N V 51.5 69 2 �T'•'T ••••• •••••• •••••• - 20 for 10' Q. co a �•�•�• • o 3 -10 — ••• •••••• 10 ,c `.. c m - 46.8 67 1 •••••••• f•or • 25 fo10r ••• se in .1D. �•••• • 0 �•�•�• 0 0 59.3 62 4 •••••• o a 30 •for ••••• m ° 10" ••Oi• .,,. 4 •••••• cos c 254.8 -20 — 35 65 4 . ••�••�• ••• o 0, for •••• z' •••• �••••• ••• 25 — 6 for :•••• ••�•�• •• 40 59.0 62 10" '••• (CONTINUED ON FOLLOWING FIGURE) LOG OF BORING LAW/CRANDALL, INC. a Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated. It is not warranted to be representative of subsurface conditions at other locations and times. 43 o ELEVATION I (ft.) o co DEPTH (ft.) 2 v MOISTURE "' (% of dry wt.) al • DRY DENSITY (Ibs./cu. ft.) 00 A oo BLOW COUNT• 2-1 " (blows/ft.) �i..,.................:....•..♦•.•♦•.•.•.•. SAMPLE TYPE + ••�i�i�i�i444. i�i�i�i�i�i�i� +:•••�i�44 m m o CO la 0 • >< m MI 0 0 TI z -I r ta 0z m z m Oas i`p 0 tn� c. m m m .. O e 0 Aden o 2'm O a D.3 C 0 1 my 0 . o v+ 3m a c o m a e� - m J m o. Wto o mcn 0 0 Si :/ > 3 Z m 0 > r r Z 0 'O O r e cr 'v c m to 9 O E. is O 0 9 to0 v c •E m ocm c co 0 o f b O W O O 0 Y U 0 o .c O. O N O W r 4., ✓ IC 0 CC 0 c c 0 0 VI G 0 O a u O. 113 c a 0 7 I.:0 N u: L O c CI 0 > .0 0 W C c o 0 „, o F.r 0. c o ,m. 0 O o .0 u o go- 0 la0 C .0 7 iv in m O 3 m es' O c O N H 0 0 0 cc3 Ps s jt w._ N'O w 0 Oo w iae 15- 10- 5- 0- -5 — -10 — -15 — -20 — 5 10 15 - 20 - 25 30 35 40 59.0 67.2 58.7 60.6 36.2 51,0 37.1 45.2 45.7 53.8 51.9 >- (15- w ; 0 62 59 65 84 82 69 77 76 71 66 67 Z 7 (15 0a J m <1 1 for 10" 1 for 10" 1 for 10" 1 for 10" 2 for 10" 2 for 10" 1 for 10" 4 for 10" 4 for 10" 5 for 10" BORING 5 DATE DRILLED: November 17, 1995 EQUIPMENT USED: 18"-Diameter Bucket ELEVATION: 17 CL ML SP FILL - CLAY, SILT and SAND - fine to coarse, some organic matter, brown and grey SILTSTONE - some thin Claystone and Sandstone interbeds, weathered, thinly bedded, dark grey Less weathered NOTE: Slight water seepage encountered at depths of 151V and 20'. No caving. END OF BORING AT 40'. LOG OF BORING LAW/CRANDALL, INC. Aki FIGURE A-1.5 2 for 10' 3 for 10' 3 for 10" BORING 6 DATE DRILLED: November 16, 1995 EQUIPMENT USED: 18"-Diameter Bucket ELEVATION: 12 SILISTONE - some thin Claystone and Sandstone interbods, weathered, thinly bedded, dark grey Thin cemented beds Less weathered Thin cemented bed (CONTINUED ON FOLLOWING FIGURE) LOG OF BORING LAW/CRANDALL, INC. A FIGURE A-1.6a 9 �O - ..^............. anxaxna• d/ 0 m Z Z Enm 0 O o Mb IA -n Xi aCD m' 0 2 n» - G9 • m 0 _ I Zu > et o u m oui 1, < r le mm D m 2di 0 n D 9 Z `1 0 > r P. r g a 0 z 0 n i EORING 6 (Continued) DATE DRILLED: November 16, 1995 EQUIPMENT USED: 18"-Diameter Bucket ELEVATION: 12 END OF BORING AT 50'. NOTE: Slight water seepage encountered at depths of 8' and 21'. No caving. LOG OF BORING Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated. It is not warranted to be representative of subsurface conditions at other locations and times. {I - 7 DRILLED: November 16, 1995 USED: 18"-Diameter Bucket 15 ELEVATION (ft.) DEPTH (ft.) MOISTURE (% of dry wt.) DRY DENSITY (Ibs./cu. ft.) BLOW COUNT• (blows/ft.) SAMPLE TYPE 1 BORING DATE EQUIPMENT ELEVATION: ;:�:�.• 6" FILL - Clay, Silt and Sand, brown and grey 49.9 52.2 72 69 5 4 �•� •�•• i•••••: !•••••! SILTSTONE - some thin Claystone interbeds, weathered, thinly bedded, dark grey 10— 5 •••• 56.8 66 2 for ••••ii •!�•�•�• Some Sandstone interbeds below 5' • 64.5 63 2 for !•�! •••�ti•• • Less weathered 10" ••••••• ••• •••• 5 — •iii• 10 61.1 62 5 64.0 62 30— IJEi 15 for 6 — 1' •• •• •V, Mit •�•�•�• 20 for 10— •••• 26 for 10" •••••••! -15 — 48.3 71 7 • ••�•�• •• • •••• 30 for 41 4 ••�•�•�•.• •••- -20 — 35 for 10 ••••••• ••for •••• ••• ••••••• NOTE: Water not encountered. No caving. ••••t•i -25 T 69.0 57 10'' . •• •! END OF BORING AT 40'. 40 LOG OF BORING LAW/CRANDALL, INC. FIGURE A-1.7:` PMENTTE E USED: November8" Djameterr,1995 8 Bucket 15 z °_ a" -I ` w }. a w� o - I"^;l--Z > ,— 0 e �� } Z""; O ° >. a � o ' — o: U; 3 Et O— m a it Ill i N BORING8 EQUIPMENT ELEVATION: rCL FILL - CLAY, SILT and SAND - brown 58.3 71 2 •-• •• ••• SPL SILTSTONE Claystone Sandstone interbeds, • some thin and weathered, thinly bedded, dark grey 54.2 67 2 •••�• • • ••••• • • m 10 — 5 • �•�•�i I ;; a c 75.7 57 3 .!•••••4 •�••• • ••�••• • Less weathered Hydrogen sulfide odor below a depth of 67z' 6.0 59 2 •i••• c 5 — 10 •••••• ••••••• 3 - 3 a o m c E 48.1 73 3 .• •••• ♦••••••••• w a •••• • t. o •� a u o 0— •7 •'5.1 •• %%• •••• 15 •••• • .c d.0 >•2 4.1 • • •••• • WE; ♦••• �•ii! -5-20 o ° o • •�•�•� •••••• t w -10 — 82.1 56 3 ••••�•• 25 c ° N w O••••• •�•�•� o a m ° -15 -1-30 4 1 ••••! •�•�•� •••• • O O r W q ••• ••� •••• •�•�•� ...0 ••❖•• ° c — •1.1 7 • 1 ��•�•�; o -20 35 1• , NOTE: Water not encountered. No caving. •25 — 40 39.0 82 10 '•••••• END OF BORING AT 40'. LOG OF BORING a LAW/CRANDALL, INC. COARSE GRAINED SOILS (Mae man 50% of ratan'! is LARGER man me No.200 save sae) FINE GRAINED SOILS (More man SON. Of macaw( as SMALLER titan me No.200 stew sae) MAJOR DIVISIONS GRAVELS (MOM man 50% of mars' tampon as LARGER tnan tn' No.4 N eve size) SANDS (Mdre man SO% of mares hacnon is SMALLER man me Plo.4 skive sae) CLEAN GRAVELS (Lana or no hss) GRAVELS WITH FINES (Apasoabn amount of MIS) CLEAN SANDS (UM or no fines) SANDS WITH FINES (Apaaaade amount of terns) SILTS AND CLAYS (Liquid emit LESS man 50) SILTS AND CLAYS (Laud limit GREATER man 50) HIGHLY ORGANIC SOILS SM SC ML CL OL MH PT TYPICAL NAMES Wall gram* gravels, gravaaan0 mixtures. Ma or no Mai Poony graced greets or pmra4sano nwstuns. lam' or no Mies Say graysts, gravat•llan•VlI mswns 'Wye/ grants, grsvaa•san•aay mawras Wall grams( sands. dandify sans. Mtn or no Imes Poony graded sans a ;rawly sands. Ilene or no fides Salty sans. sand -silt mounts Clayey lands, Sand -clay moots Inorganic sins an very fine sands, rock dour. silty or dayey fine sanas or clayey silts wtm Slight aastidty Inorganic days of low to medium waspary, gravel/ days. sandy days. spry days. lean clays Organic sots an organic siny days of low plasticity Inorganic slat micaceous or diatomaceous fen sandy or spry soils. waste silts Inorganic drys of Pugh plastldty. fat days Organic days of medium to non ptu0aty. argarue silts Peat an oast highly organic soils R(al INJ)ARY DI ASRIFICATtf NSS• Sods possessing cnammmsoes Of two groups we dagsua by canonaeos of group symods. SILT OR CLAY PARTICLE SAND SIZE GRAVEL Fine Medium Coarse Fs Coarse No. 200 No. 40 No 10 Nos ifs in. 3 n. U. S. STA NDARD SIEVE SIZE LIMITS COBBLES (12 m.) BOULDERS UNIFIED SOIL CLASSIFICATION SYSTEM REFERENCE: The Unitise! Sal Claultaaon System. Caps of Engewars, U.S. Aunty Teatnuol Memorandum No.3.357. Vol. 1. elarch.1953. (Revised April. 1060). LAW/CRANDALL, INC A FIGURE A-2 SHEAR STRENGTH in Pounds per Square Foot 10 ♦ 6@to `o C5 ♦ ---\_•-s@t9 • t@ta BORING NUMBER & DEPTH (FT.) SAMPLE 0 ♦ e 8014 •2@24 ♦ 7 ♦ ♦ ♦ 0 6@1� O MN ` • 1@14 VALUES USED IN ANALYSES A5@19 ♦ • 8614 •2@2a • Samples tested at field moisture content O Samples tested atter soaking to a moisture content near saturation `—Bedrock DIRECT SHEAR TEST DATA LOAD IN KIPS PER SQUARE FOOT 0.5 0.6 0.7 0.8 0.910 2.0 3.0 4.0 5.0 8.0 7.0 8.0 0 Boring 3 at 29' SILTSTONE \ 1 --$..................c.:%. • , 2 1 at 19' Boring SILTSTONE 3 sk _ I 1s o NOTE: Samples tested at field moisture content CONSOLIDATION TEST DATA LAW/CRANDALL,INC. FIGURE A - 4.1 Y x U m U) Q 70131.50689.0001 0.0 2 Z 0.0 W a W = 0.0: V Z 0 0.04 f0 J 0 0) Z o.o �0 V 0.06 0.07 0.4 LOAD IN PUPS PER SQUARE FOOT 0.5 0.6 07 08 0.91.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 - 1 �' Boring 7 at 24' SILTSTONE \ 2 Boring SILTSTONE 5 at 14' N N. I — NOTE: Samples tested at field moisture content. CONSOLIDATION TEST DATA LAW/CRANDALL,INC. J 0 0 70131.50689.0001 LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0.6 0 7 0.8 0.9 1.0 0 0.01 z z 0.02 IY a rn W = 0.03 U z 2 0.04 ✓ J 0 N 0 0.05 V 0.06 0.07 NOTE: Sample tested at field moisture content 3 0 4.0 2.0 Boring 8 at 34' SILTSTONE CONSOLIDATION TEST DATA 5.0 6.0 7.0 8.0 LAW/CRANDAL FIGUREL,INC. AIL. ,4.3: BORING NUMBER AND SAMPLE DEPTH: 1 at 0' to 4' SOIL TYPE : FILL - SAND, CLAY and SILTY SAND MAXIMUM DRY DENSITY : 103 ( Ibs./cu. ft. ) OPTIMUM MOISTURE CONTENT : (%of drywt.) TEST METHOD : ASTM Designation D1557 - 78 COMPACTION TEST DATA M. J. SCHIFF & ASSOCIATES, INC. Consulting Corrosion Engineers - Since 1959 December 6, 1995 LAW/CRANDALL, INC. 200 Citadel Drive Los Angeles, California 90040-1554 Attention: Mr. Mike Shahabi Re: 1291 NORTH INDIAN HILL BOULEVARD CLAREMONT. CALIFORNIA 91711.3897 909/626-0967 FAX 909/621.1419 Soil Corrosivity Study Future Building Hoag Memorial Hospital Presbyterian Western Portion of Lower Campus Newport Beach, California Your #7131-5-0689.0001, MJS&A #95177 INTRODUCTION This soil corrosivity study is based on laboratory data from five soil samples tested in February 1995 from the western portion of the lower campus. All samples were from the lower elevation which is about Pacific Coast Highway grade level. Boring 3 was near the gas well. Boring 4 and the utility trench were 400 feet west and east of the well respectively. The future building will be 3 or 4 story with a 1 or 2 level basement. The scope of this study is limited to a determination of soil corrosivity and general corrosion control recommendations for materials likely to be used for construction. If the architects and/or engineers desire more specific information, designs, specifications, or review of design, we will be happy to work with them in the future. TEST PROCEDURES The electrical resistivity of each sample was measured in a soil box per ASTM G57 in its as - received condition and again after saturation with distilled water. Resistivities are at about their lowest value when the soil is saturated. The pH of the saturated samples was measured. A 5:1 water:soil extract was chemically analyzed for the major anions and cations. Sulfide and oxidation- reduction (redox) potential were determined. Total acidity tests were performed on three samples where the pH was less than 5.5. Tests were also made for ammonium and nitrate on one sample. Test results are shown on Table 1. CORROSION ENGINEERING AND INVESTIGATION SERVICES SURVEYS • PLANS AND SPECIFICATIONS • INTERFERENCE PROBLEMS • SOIL TESTS • SUPERVISION. INSPECTION AND ADJUSTMENT OF INSTALLATIONS M. J. SCHIFF & ASSOCIATES, INC. Consulting Corrosion Engineers - Since 1959 Sample ID F� Soil Type 1291 NORTH INDIAN HILL BOULEVARD CLAREMONT, CALIFORNIA 91711.3897 909/626.0967 FAX 909/621-1419 Table 1 - Laboratory Tests on Soil Samples Page 1 of 2 Hoag Memorial Hospital Presbyterian, Newport Beach, California Western Portion of Lower Campus Your #7131-5-0689.0001, MJSdu! #95177 December 4,1995 B3, 3.5-5' B3, 8.5-10' B3, 18.5-20' B4, 3.5-5' utility trench 3' silty sandy clay clay clay clay clay Resistivity Units as -received ohm -cm 440 420 590 360 120 saturated ohm -cm 190 240 340 210 92 pH 4.0 6.8 7.1 4.8 2.4 Electrical Conductivity mS/cm 3.91 2.63 1.84 3.08 8.60 Chemical Analyses Cations calcium Cat` mg/kg 1,050 1,283 802 766 1,599 magnesium Mg=' mg/kg 323 421 379 297 1,354 sodium NaI+ mg/kg 2,505 762 367 1,545 6,444 Anions carbonate CO,1" mg/kg ND ND ND ND ND bicarbonate HCO31" mg/kg ND 879 1,135 ND ND chloride Cll. mg/kg 3,286 2,219 1,067 1,801 7,813 sulfate . SO:• mg/kg 4,576 2,629 1,848 4,421 12,060 Other Tests sulfide Redox ammonium nitrate total acidity •- 4 NEP>» S2. qual my N 41' mg/kg NO31• mg/kg mg/kg positive +20 na na >320 positive positive -49 -96 na na na an na na Electrical conductivity and chemical analysis are of a 1:5 soil -to -water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential ND = not detected na = not analyzed CORROSION VICES SURVEYS • PLANS AND SPECIFICATIONS•G TINTERFERENCE PROBLEMS SOIL TESTS • SUPERVISION, INSPECTION ON AND ADJUSTMENT OF IATION NSTALLATIONS positive positive -99 +28 212.83 na 98.49 na >320 >320 LAW/CRANDALL. INC. December 6. 1995 MJS&A #95177 SOIL CORROSMTY Page 2 A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of' metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents. following Ohm's Law, are inversely proportional to soil resistivity. Lower electrical resistivities result from higher moisture and chemical contents and indicate corrosive soil. A correlation between electrical resistivity and corrosivity toward ferrous metals is: Soil Resistivity in ohm -centimeters Corrosivity Category over 10,000 mildly corrosive 2,000 to 10,000 moderately corrosive 1,000 to 2,000 corrosive 0 to 1,000 severely corrosive 4. Other soil characteristics that influence corrosivity toward all metals are pH, chemical content, soil types, aeration, anaerobic conditions, and site drainage. Electrical resistivities were in the severely corrosive category with as -received moisture and after saturation. Soil pH values varied from 2.4 to 7.1. This range is extremely acidic to neutral. Ferrous metals, copper, and concrete are susceptible to acid attack where the pH is less than 5.5. Total acidity tests were run on three samples which consisted of the addition of known amounts of base in order to raise the pH of the saturated paste to 8.0. These samples were highly buffered and with the addition of 320 mg/kg of base, the soil pH was only raised to the slightly acidic range. Neutralization of these soils may not be practical or possible. The chemical content of the samples was very high. Chloride and sulfate were the predominant anions. Chloride is particularly corrosive to ferrous metals, and in these concentrations it will overcome the corrosion inhibiting effect of concrete on reinforcing steel. Sulfate was in a range where sulfate resistant cement is advisable. Sulfide, which is aggressive to copper and ferrous metals, showed a positive reaction in all five qualitative tests. The negative and low positive redox potentials indicate reducing conditions in which anaerobic, sulfide producing bacteria are active. The soil is classified as severely corrosive to ferrous metals, aggressive to copper, and deleterious to concrete. LAW/CRANDALL, INC. MJS&A #95177 CORROSION CONTROL December 6, 1995 Page 3 The life of buried materials depends on thickness, strength, loads, construction details, soil moisture, etc. in cddition to soil corrosivity, and is, therefore, difficult to predict. Of more practical value are corrosion control methods that will increase the life of materials that would be subject to significant corrosion. Abrasive blast underground steel and cast and ductile iron utility piping and apply a high quality dielectric coating such as extruded polyethylene, a tape coating system, hot applied coal tar enamel, polyurethane, coal tar epoxy, or fusion bonded epoxy. Bond underground steel and iron pipe with rubber gasketed, mechanical, grooved end, or other nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. Electrically insulate each buried steel and iron pipeline from dissimilar metals, cement -mortar coated and concrete encased steel, and above ground steel pipe to prevent dissimilar metal corrosion cells and to facilitate the application of cathodic protection. Apply cathodic protection to steel and iron piping per NACE International RP-0169-92. Coat hydraulic elevator cylinders as described above. Electrically insulate each cylinder from building metals by installing dielectric material between the piston platen and car, insulating the bolts, and installing an insulated joint in the oil line. Apply cathodic protection to hydraulic cylinders. As an alternative to electrical insulation and cathodic protection, place each cylinder in a plastic casing with a plastic watertight seal at the bottom. The elevator oil line should be placed above ground if possible but, if underground, should be protected as described above for steel utilities. Copper tubing should be double wrapped in a 10 mil plastic pipe wrapping tape over primer for a total thickness of 20 mils, electrically isolated from above ground piping and cathodically protected. No special precautions are required for plastic piping placed underground from a corrosion viewpoint. Protect any iron valves and fittings as described above for steel and iron pipe. On any type of pipe, coat bare steel appurtenances such as bolts, joint harnesses, or flexible couplings with a coal tar or elastomer based mastic, coal tar epoxy, moldable sealant, wax tape, or equivalent after assembly. • 0 LAW/CRANDALL, INC. MJS&A #95177 December 6. 1995 Page 4 Where metallic pipelines penetrate concrete structures such as building floors or walls, use plastic sleeves, rubber seals. or other dielectric material to prevent pipe contact with the concrete and reinforcing steel. Protect concrete from sulfate attack with a seven sack mix using type 2 cement, type 2 cement with about 25 percent replaced by class F bituminous fly ash with a sulfate resistance factor less than 0.75 or type 5 cement. Use a water/cement ratio not exceeding 0.45. We recommend combinations of the following measures sufficient to protect reinforcing steel in concrete structures and pipe from chloride attack: 1) increased concrete cover, 2) a low water/cement ratio, 3) a corrosion inhibitor, 4) silica fiune admixture. 5) fusion bonded epoxy coating on precut and bent rebar, 6) waterproofing or coal tar epoxy coating the concrete exterior. 7) cathodic protection. Concrete structures and pipe should be protected from acid attack where soil pH is less than 5.5. Concrete can be protected by preventing contact with the moisture in acidic soil. Neutralizing the soil may not be practical or possible. Contact can be prevented with impermeable, waterproof. acid resistant barrier coatings such as high density polyethylene plastic under concrete structures and rubber sheets bonded to vertical surfaces of concrete structures. Respectfully Submitted, M.J. SCHIFF & ASSOCIATES, INC. aeLe ---ztllat Paul R. Smith, P.E. jsd Enc: Table 1 DOCS-95\95177-2.DOC nj eoScience Analytical Inc. "established Much 198I e lei : INDUSTRIAL ST. SIMI VALLEY, CA 93063 (805) 526-6532 FAX 526-3570 Email GEOSC110@aol.com • Mr. Leif Thompson Vice President Facilities Design & Construction 1 Hoag Drive Newport Beach, CA 92658 October 9, 1997 RE: Support Services Building - Lower Campus Mitigation Measure #70 Dear Mr. Thompson: Hoag Hospital Master Plan Project Mitigation Measure #70 states: "Project Sponsor shall submit plans to the Grading Engi- neer, City of Newport Beach, indicating that all buildings and parking lots on the Lower Campus will be constructed with passive gas collection systems under the founda- tions. Such a system typically consists of perforated PVC pipes laid in parallel lengths below the foundation. Riser type vents will be attached to light standards and building high points. Additionally, parking lots on the Lower Cam- pus will contain unpaved planterareas and vertical stand- pipes located at the end of each length of PVC pipe. The standpipes will serve to vent any collected gas to the at- mosphere. A qualified geotechnical firm shall be retained to design such systems." Plans have been prepared for the construction of a passive gas collection system under the foundation of the main building and parking facility that will com- prise the Support Services Building. The passive system is capable of conversion to an active gas extraction system as field conditions warrant. The plans are a part of the "Methane Gas Protection System" consisting of pages MG1.00 through MG16.00 and are more particularly shown as the "Gas Collection Piping Plan" Al iti Environmental Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry Page 2,of 2 pages MG11.00 through MG15.00. These plans will be submitted to the Grading Engineer, City of Newport Beach. Sincerely yours, Louis J. Pandolfi Vice President -Operations NO. 01680 EXP. JUNE 30. 1??8 nHOAGICEICa W GeoScience Analytical Inc. "established March 1981" 4454 INDUSTRIAL ST. SIMI VALLEY, CA 93063 (805) 526-6532 FAX 526-3570 Email GEOSCI10@aoicorn February 1, 1998 Mr. Richard Higley R. T. Higley Associates 310 Robinhood Lane Costa Mesa, CA 92627 RE: One Hoag Drive, Office Building Dear Mr. Higley: We respond to some of your comments to 1938-97 (Grading) pursuant to our telephone conversation earlier last week. Item 4: The grading plan and project design, along with mitigation measures made a part of the project as relate to subslab gas collection, membrane protection barrier, and interior combustible gas detection systems, are adequate mitigation from a geochemical perspective. Item 5: Addendum to Phase II Environmental Audit, dated 1994, as amended, is current and adequate to assess the surficial hazardous gas potential of the subject site with respect to design mitigation capable of protecting the proposed structure(s) from soil gas. Item 8: Attached herewith are three (3) copies (630 pages) of our February 22, 1994 report, along with Appendices. Please call us in the event you require any additional information related to the hazardous gas conditions on the site as they may relate to project development. Sincerely yours, Louis J. ' andoTfi Vice President -Operations cc: David Jacobson, Nadel Architects mHOA03201.wed Environmental Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry via GeoScience Analytical Inc. "established Much 1981" INDUSTRIAL ST. SIMI VALLEY, CA 93063 (805) 526.6532 FAX 526-3570 Email GEOSCI10eaoicom October 9, 1997 Mr. Leif Thompson Vice President Facilities Design & Construction 1 Hoag Drive Newport Beach, CA 92658 RE: Support Services Building - Lower Campus Mitigation Measure #71 Dear Mr. Thompson: Hoag Hospital Master Plan Project Mitigation Measure #71 states: "Prior to issuance of building permits, Project Sponsor shall submit plans to the Building Department, City of Newport Beach, demonstrating that all buildings on the Lower Campus are sealed from gas migration. Such sealing may be installed by the use of chlorinated polyethylene sheeting or similar approved system. All materials of construction including the PVC piping and the ground lining must be evaluated for compatibility with the existing environmental conditions of the soils and/or potentialgases." Plans for the proposed Support Services Building have been prepared to in- clude the installation of a sub -slab impermeable membrane capable of sealing the structure from the migration of soil gases. The plans are entitled "Methane Gas Protection System" and consist of pages MG1.00 through MG16.00 with pages MG8.00 through MG10.00 and page MG16.00 particularly devoted to the sealing plans. Prior to the issuance of building permits these plans will be submitted to the Building Department, City of Newport Beach. 0 4 tilt I RONifr. r �+c EXP. JUNE 30.1948 8 P CAL Sincerely yours, Louis J. Pando Vice President -Operations nOCAG1012.vad Environmental Audits • Gas Engineering • Litigation Consulting • Petroleum Geochemistry LA\V Crandall LAWGIBB Group Member A July 2, 1998 Mr. Greg McClure Hoag Memorial Hospital Presbyterian One Hoag Drive, Box 6100 Newport Beach, California 92658-6100 Subject: Interim Report of Compacted Subgrade Proposed Support Services Development Hoag Memorial Hospital Presbyterian Conference Room One Hoag Drive Newport Beach, California Law/Crandall Project 70144-8-0143 Dear Mr. McClure: As of June 30, 1998 we approve the compacted subgrade for floor slab support of the proposed Conference Room. Our approval is limited to the area shown on the attached Plot Plan. The earthwork was performed in accordance with the project specifications and the recommendations of our revised geotechnical investigation report dated October 21, 1997 (70131-6-0172.0002). The scope of our services did not include the responsibility for either job safety or surveying. The earthwork was performed to the limits and at the locations indicated by stakes and hubs set by others. We made field observations and performed ASTM Designation D1556 (equivalent to UBC 70-2) sand -cone field density tests as the job progressed. The approximate locations of the tests are shown on the Plot Plan; the results of the tests are presented in the following table: LAW Engineering and Environmental Services, Inc. 200 Citadel Drive Los Angeles, CA 90040-1554 213-889-5300 • Fax: 213-721-6700 Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services July 1. /998 - Law/Crandall Project 70144-8-0/43 TEST RESULTS Moisture Dry Maximum Test Elevation Content Density Dry Density Percent . Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (lbs/cu. ft.) Compaction 15 -•7 26.5 96 100 96 16 -7 24.1 94 100 94 Notes: Elevations refer to job datum. Tests listed are within the pad area. The specifications required that the subgrade be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-91(equivalent to UBC 70-1) method of compaction. After the site was stripped and cleared, existing fill and disturbed natural soils were excavated from the Conference Room area in conjunction with the mass grading of the site. Following excavation, the exposed natural soils consisting of siltstone (maximum dry density of 100 pounds per cubic foot with an optimum moisture content of 23.5%) were scarified to a depth of 6 inches, brought to near - optimum moisture content, and rolled with heavy compaction equipment. We understand that the footings in this area will be established in the natural materials. The subgrade, at the locations and elevations tested by us, was compacted to at least the specified degree of compaction and is suitable for the intended use. However, the subgrade beneath the proposed floor slab should be observed and approved by our firm prior to the placement of the concrete. We will submit a final report giving the locations and results of all tests and observations when the soil -related work for the project is completed. s In providing professional geotechnical observation and testing services associated with the develop- ment of the project, we have employed accepted engineering and testing procedures. We also made 2 Hoag Memorial Hospital Presbyterian - Geotechnical Inspection Services July 2, 1998 . Law/Crandall Project 70144-8-0143 a reasonable effort to evaluate that the soil -related work was carried out in general compliance with the project plans and specifications, and the city of Newport Beach Municipal Code. Although our observation did not reveal obvious deficiencies, we do not guarantee the contractor's work, nor do the services performed by our firm relieve the contractor of responsibility in the event of subsequently discovered defects in his work. Respectfully submitted, LAW/CRANDALL John Latiolait Materials EngiiJper Michael . Han Project Engineer L:198-proj1801431801 43/N2.doclGHlgh Attachment (2 copies submitted) cc: (2) City of Newport Beach (w/certificate) Building Department (1) Nadel Architects, Inc. Attn Mr. Don Dildine (I) Peck/Jones Attn: Mr. Terence Gee 3 • 0 x 0 w 0 Z Q 0 CO 0 12� )VED • 3" GAS E 8 I0 22 23 24 5[ 25 26 27 28 29 30 31 32 _s .. A. TEST NUMBER. MATE LOCATION CONFERENCE FLOOR ELEV. = —7.C' 134 133 132 csi W x si L:07,75 o f earikunek ce °X.) D.4 30"SD PLOT PLAN SCALE 1" =20' LAW/CRANDALL A • GeoScience Analytical Inc. 'established March 1981" 4454 INDUSTRIAL ST. - SIMI VALLEY, CA 93063 (805) 526.6532 FAX 526-3570 Email GEOSCI10@aol.com October 9, 1997 Mr. Leif Thompson Vice President Facilities Design & Construction 1 Hoag Drive Newport Beach, CA 92658 RE: Support Services Building - Lower Campus Mitigation Measure #68 Dear Mr. Thompson: Hoag Hospital Master Plan Project Mitigation Measure #68 states: "Prior to issuance of building permits, Project Sponsor shall submit plans to the City of Newport Beach ensuring that all structures built on the Lower Campus are de- signed for protection from gas accumulation and seep- age, based on the recommendations of a geotechnical engineer." Plans for the proposed Support Services Building have been prepared to in- clude the installation of a sub -slab impermeable membrane capable of sealing the structure from the migration of soil gases. Additionally, the structure has been de- signed to include a sub -slab gas venting system interfaced to the existing Lower Campus gas extraction facility and associated flare. Furthermore, the building's plans include combustible gas sensors capable of activating the building ventilation system in the event of gas migration. These mitigation measures are shown on plans entitled "Methane Gas Protection System" and consist of pages MG1.00 through MG16.00. The plans detail sensors and alarms, an HDPE membrane gas barrier system and a gas protection piping system. These plans will be submitted to the City of Newport Beach prior to the issuance of building permits. Sincerely yours, 1 Vice President -Operations NHOA31013.w.d Environmental Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry • ADDENDUM TO PHASE 2 ENVIRONMENTAL AUDIT LOWER CAMPUS (SOUTH OF HOSPITAL ROAD) HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA GeoScience Analytical, Inc. February 2, 1994 Fleet E. Rust, Ph.D CA REA NO. 01680 4••• 4454 Industrial Street Simi Valley, CA 93063 (805) 526-6532 -2- CONTENTS 1. Contractor's Disclaimer . . . 7 2. Summary . . . 9 3. Findings . . . 11 4. Analytical Protocol . . 13 4.A. Laboratory Analyses . 4.A.1. C1-C7 Hydrocarbons 4.A.2. CO2, 02 & N2 Fixed Gases . 4.A.3. Total Recoverable Petroleum Hydrocarbons 4.A.4. Volatile & Semi -Volatile Organic Compounds . CONTENTS (cont.) 4.A.5. Corrosivity . 4.A.6. Heavy Metals. 4.A.7. Hydrogen Sulfide (H2S) . 4.B. Field Analyses . . 4.B.1. Total Combustible Gas 4.B.2. Hydrogen Sulfide . 5. Results and Discussion . 6. Mitigation . 7. Tables and Figures CONTENTS 7.A. Figure 1: Site Plan 7.B. Table 1: Soil Boring Locations 7.C. Figure 2: Methane Concentration Isopleths . 25 7.D. Figure 3: Hydrogen Sulfide Concentration Isopleths . 26 7.E. Ci-C7 Hydrocarbons in Soil . 7.E.1. Table 2: GSA Soil Borings . 7.E.2. Table 3: Law -Crandall Geotechnical Soil Borings 7.F. Table 4: CO2, 02 and N2 in Soil . 31 CONTENTS (cont.) 7.H. Soil Boring Data - Soil Gas Chemistry 7.H.1. Table 6: GSA Soil Gas Data 7.H.2. Table 7: Law -Crandall Soil Gas Data 7.1. Table 8: Soil Boring Data - Metals . . 35 7.J. Soil Boring Logs . 7.J.1. Figure 4: Soil Boring SB-1 . 7.J.2. Figure 5: Soil Boring SB-2 . 7.J.3. Figure 6: Soil Boring SB-3 7.J.4. Figure 7: Soll Boring SB-4 . 8. Appendices' . 40 CONTENTS (cont.) 8.A. Appendix I: Laboratory Data, QA/QC & Chain -of -Custody . 40 B.B. Appendix II: "Phase 2 Environmental Audit Lower Campus - Hoag Memorial Hospital Presbyterian, Newport Beach, CA . CONTRACTOR'S DISCLAIMER PROFESSIONAL SERVICES HAVE BEEN PERFORMED BY GEOSC/ENCE ANALYTICAL, INC. USING THAT DEGREE OF CARE AND SKILL ORDINARILY EXER- CISED, UNDER SIMILAR CIRCUMSTANCES, BY REPUTABLE GEOCHEMISTS PRAC- TICING IN SOUTHERN CALIFORNIA. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE INFORMATION AND ADVICE INCLUDED IN THIS RE- PORT. WE HAVE NOT INSPECTED OR PASSED !t.IDGMENT UPON THE WORK OF ANY OIL COMPANY, THEIR CONTRACTORS OF-1' HEIR SUBCONTRACTORS, IN CAPPING OIL OR GAS WELLS LOCATED ON THE SUBJECT PROPERTIES WHICH ARE IDENTIFIED IN THIS REPORT. WE HAVE NOT REVIEWED ANY PUBLIC OR PRIVATE RECORDS, IN SEARCH OF THE EXISTENCE OR LOCATION OF OTHER OIL OR GAS WELLS, HIDDEN, VISIBLE, OLD OR INADEQUATELY CAPPED, WHICH MIGHT BE LOCATED ON OR NEAR THE SUBJECT PROPERTY, WHETHER SUCH WELLS MIGHT BE KNOWN OR UNKNOWN TO THE CALIFORNIA DIVISION OF OIL OR GAS. WITHOUT IN ANY WAY LIMITING OR QUALIFYING THE FOREGOING, BY RE- QUESTING OR RELYING UPON THIS REPORT, YOU WILL BE DEEMED TO AC- KNOWLEDGE: (1) WE ARE NOT TO BE HELD LIABLE BY YOU, OR ANY PARTY CLAIMING THROUGH YOU, OR ANY PERSON INJURED UPON THE PROPERTY, FOR ANY LOSS, COST, LIABILITY, EXPENSE, ATTORNEYS FEES AND COSTS, OR CONSEQUENTIAL DAMAGES OCCURRING AS A RESULT OF ERRORS OR OMIS- SIONS ON THE PART OF THE STATE OF CALIFORNIA, THE CITY OF NEWPORT BEACH, THE REDEVELOPMENT AGENCY OF THE CITY OF NEWPORT BEACH, OR ANY OIL COMPANY, OR THEIR CONTRACTORS OR SUBCONTRACTORS IN CAP- PING THE OIL OR GAS WELL(S) IDENTIFIED IN THIS REPORT, OR: (2) AS A RE- -8- SULT OF BREAKAGE OF OR SEEPAGE FROM UNDER THOSE OIL OR GAS WELL CAPS, OR AS A RESULT OF THE MIGRATION AND SUBSEQUENT EXPLOSION OF BIOGENIC GAS, AS A RESULT OF EARTH -SHAKING ASSOCIATED WITH EARTH- QUAKES, EXPLOSIONS, EXCAVATION, DEMOLITION, SEISMIC VELOCITY TESTING, SOIL TESTING, WELL DRILLING OR THE LIKE; AND (3) WE HAVE DISCLOSED TO YOU THAT, IN OUR OPINION AS PROFESSIONAL GEOCHEMISTS, IT IS UNWISE TO BUILD STRUCTURES OR PAVED SURFACES OVER ABANDONED OIL OR GAS WELLS, OR WITHIN A HIGH POTENTIAL METHANE ZONE, GIVEN THE RISKS DE- SCRIBED IN (2) ABOVE, WITHOUT SATISFACTORY MITIGATION. -11- FINDINGS GeoScience Analytical, Inc. has conducted a supplemental Phase II evaluation of a portion of the Lower Campus of Hoag Memorial Hospital Presbyterian south of Hospital Road. The proposed use of the site is for expansion of the Hospital. The property evalu- ated is bounded on the west by West Coast Highway, on the north by Hospital Road, and on the south by Newport Blvd. Four (4) soil borings were advanced to depths of twenty-five (25') feet and samples, both soil and gas, were taken for chemical characterization of the site with respect to methane, hydrogen sulfide, and other hazardous substances including those related to petroleum such as benzene. Additional gas samples were collected from soil borings con- ducted by Law -Crandall as a part of a geotechnical investigation. Low concentrations of hydrogen sulfide (<4.0 ppm) were present in most soil bor- ings with concentrations of 50.0 ppm and 95.0 ppm identified in two (2) boreholes. The concentrations of methane gas in the open boreholes were as high as approximately 596,000 ppm (v/v), or more than eleven (11) times the lower explosive limit. A trace amount of toluene was found in the soil gas at one (1) location. Soil tests were negative for the presence of petroleum related hydrocarbons such as benzene and other volatile organic compounds. Furthermore, there was no evidence found for the presence of corrosive soils (pH<2 or >12.5) or heavy metal contamination of the soil as defined by Title 22 of the California Administrative Code. One soil sample con- tained Total Recoverable PetroleunI Hydrocarbons (TRPH) at 420 mg/Kg. All others were Tess than 150 mg/Kg. No hazardous materials or excess residual hazardous substances have been iden- tified under the scope of the subject investigation. Mitigation will be required to prevent intrusion of methane and hydrogen sulfide con- taining soil gas into structures proposed for the site. During grading, excavation and con- struction activity, methane and hydrogen sulfide monitoring will be necessary. In accordance with the Site Health & Safety Plan, mitigation will be necessary should large quantities of methane and/or hydrogen sulfide be released during earth moving, grading or excavation activities. ANALYTICAL PROTOCOL Laboratory Analyses C1-C7 Hydrocarbons A 1.0cc aliquot of gas was analyzed by FID gas chromatography for methane, ethane, ethylene, propane, propylene, iso-butane, n-butane, cyclopentane, iso-pentane, n- pentane, cyclohexane, iso-hexane, n-hexane, iso-heptane and n-heptane. Results are re- ported as parts -per -million (v/v) in the gas phase. CO2, N2 and 02 in Gases A 0.5cc aliquot of gas was analyzed by thermal conductivity gas chromatography. Concentrations are reported as parts -per -million (v/v) in the gas phase. Total Recoverable Petroleum Hydrocarbons (TRPH) EPA method 418.1 was used to quantify the concentration of extractable petroleum hydrocarbons in the range of C14 - C45 in the soil. Volatile Organic Compounds EPA method 8240/8270 and ARB method ADDLOO4 were used to quantify the con- centrations of benzene, toluene, ethylbenzene and total xylenes as well as other -14- volatile/semi-volatile organic compounds present in the soil and soil gas, respectively. Corrosivity of Soil (pH) EPA method 9045 was used to quantify the pH (corrosivity) of soil samples . Heavy Metals (CAM Metals) EPA method 3050 was used to prepare soil samples for quantification of their heavy metal concentrations. EPA method 6020 was used to quantify the concentrations of antimony, arsenic, barium, beryllium, cadmium, chromium, cobalt, copper, lead, mercury, molybdenum, nickel, silver, thallium, vanadium, and zinc. Selenium was quantified using EPA method 270.2. Hydrogen Sulfide (H25) CARB method 16 was used for quantification of hydrogen sulfide in soil gas. Field Analyses Methane (CH4) A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of combustible gases (methane) at each soil boring. Sensitivity ranges from 0 to 100% LEL. The meter was calibrated daily. Hydrogen Sulfide (H2S) A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of H25 at each boring. Sensitivity ranges from 0 to 100 ppm v/v of H2S with a minimum de- tectable concentration of 1 ppm (v/v). The meter was calibrated daily. -16- RESULTS AND DISCUSSION This investigation has been conducted as an addendum to a previously completed report entitled "Phase 2 Environmental Audit, Lower Campus - Hoag Memorial Hospital Presbyterian, Newport Beach, CA" dated September 20, 1993 and attached herewith as Appendix II. That investigation had been limited to that Lower Campus property located immediately north of Hospital Road. Under the current investigation, four (4) soil borings have been advanced to depths of twenty-five (25') feet (see Soil Boring Logs: FIG. 4 - 7). Borehole locations were chosen to cover the site (TAB. 1, FIG. 1). Other soil borings, conducted by Law -Crandall as part of a geotechnical investigation on the subject property, provided additional samples for analy- ses under the current investigation (FIG. 1). Chain -of -Custody was maintained throughout the investigation (Appendix I). Soils recovered from the boreholes contained Total Recoverable Petroleum Hydro- carbons (TRPH) at concentrations from less than 30.0 mg/Kg to 420.0 mg/Kg. A maxi- mum TRPH concentration of 420.0 mg/Kg (w/w) was found in SB-3(GSA) at a depth of 10'. All other reported concentrations were less than 150.0 mg/Kg (TAB. 5). Soil samples were analyzed for corrosivity (pH) and all were found to be in the range of 6.3 to 7.7 or nearly neutral and well within acceptable limits of 2 to 12.5 and there- fore not classified as a hazardous substance (TAB. 5) for disposal purposes. The pres- ence of heavy metals was also tested for in the soil (TAB. 8) and found to be within acceptable limits. No volatile organic compounds (EPA method 8240) were found above the limits of detection (TAB. 5). Low concentrations of acetone and bis-(2-ethyl-hexyl)- phthalate detected in one soil sample are attributable to laboratory contamination. During drilling operations, the concentration of H2S was monitored with a hand-held detector. Although the majority of soil borings contained H2S at a concentration less than 2.0 ppm (v/v) (TAB. 9), two (2) soil borings, SB-4(GSA) at 25.0' and SB-7(Law-Crandall) containod H2S at 50.0ppm and 95.0ppm, respectively (TAB. 6). The remainder of the Law - Crandall soil borings were not analyzed for H2S although field observations suggested they contained lower concentrations of H2S (private communication, M. Wright). Soil gas samples were recovered from each GSA boring at depths of ten (10') and twenty-five (25') feet. Soil gas samples were recovered from Law -Crandall borings at vari- ous depths to 40.0'. No volatile aromatics were detected in any of the soil gas samples (TAB. 6, 7). Soil borings SB-1(GSA) and SB-4(GSA) contained the highest concentrations of methane of the GSA borings after allowing the open borehole to equilibrate with the sur- rounding soil for five (5') minutes (TAB. 2). Law -Crandall soil boring SB-7 contained the highest concentration of methane at 595,640ppm (TAB. 3). Concentrations of methane in the open boreholes reached maximum concentration in the northwest comer of the prop- erty and, to a lesser degree, in the southeast corner. Methane concentration isopleths at a depth of 25' have been contoured in Figure 2. The concentration gradient anomaly maxi- mum >600,000 ppm (v/v) methane is located in the vicinity of SB-1(GSA) and decreases rapidly to the southeast. The methane concentration is more than ten (10) times in excess of the Lower Explosive Limit (LEL) of 50,000ppm. In the boreholes that contained high concentrations of methane, the methane was quite dry with small concentrations of ethane and only trace amounts of higher homologues through C7. In the soil borings with rela- tively low concentrations of methane, SB-2(GSA) and SB-3(GSA), the concentration of ethane was an appreciable fraction of methane but higher homologues were present only in trace amounts. In general, soil gas concentrations of the hydrocarbon gases methane through heptane increase with depth with the hydrocarbons reaching maximum concentra- tions in the underlying sands. -18- The observed hydrocarbon plume boundaries in the northwestern anomaly are as- sociated with the gas -charged sand encountered at shallow depth. Its concentration boundaries may be restricted due to impacts of an active extraction well operating to the immediate north. The secondary anomaly along the southeastern comer of the site is most likely related to a shallow and previously unidentified sand lens. The gaseous anomaly is continually charged and therefore poses a hazard to future site development. The carbon dioxide (CO2) concentration in the soil borings increased with depth in SB-1(GSA) and SB-4(GSA) indicative of a slight CO2 content in the associated underlying hydrocarbon source (TAB. 4). Based on the CO2 concentrations and associated N2/O2 ra- tios, there is no indication of bacterial degradation present in the source gas. Since methane concentrations in the soil borings increased with depth, there is no indication the current drilling program went beneath the methane source. The dryness of the high concentration methane is consistent with a bacterial source or early diagenetic generation of methane from buried organic material. There is no indication that there is methane or soil contamination from petroleum related activities at the site. If borings were made to greater depths, it is'probable that the surface gases could be shown to be related to the gases currently being flared. Elevated hydrogen sulfide concentrations in the soil gas are restricted to those pre- viously identified methane anomalies. Otherwise, H2S concentrations average <2.0ppm throughout the subject site. Within the two (2) anomalies, however, H2S concentrations have been identified as high as 50.0ppm and 95.0ppm within the southern and northern anomalies, respectively (FIG. 3). Hydrogen sulfide has an obvious and unpleasant odor typical of rotten egg smell at a concentration of <10.0ppm. At 100.0ppm H2S kills smell in 3 to 15 minutes and stings eyes and throat. At 500ppm H2S causes dizziness and breath- ing ceases in a few minutes. Death results within minutes. In soil, hydrogen sulfide is highly reactive and forms sulfuric acid at shallow zones resulting in significant damage to concrete and steel. • No hazardous materials or excess residual hazardous substances as defined under the California Administrative Code - Title 22 have been identified under the scope of the subject investigation. -20- MITIGATION There are very high concentrations (),LEL) of methane present in shallow soil gases In the area and vicinity of the Lower Campus of Hoag Memorial Hospital Presbyterian south of Hospital Road that Is proposed for expansion of the Hospital. ;iydrogen sulfide is present in the surficial soils at two (2) locations at potentially harmful concentrations. Miti- gation must be undertaken to prevent this gas from collecting beneath future buildings and associated parking areas. Prior to development of the site, additional investigation should be conducted to evaluate the pressures associated with the underlying hydrogen sul- fide/methane gas charged sand. Gas extraction may be necessary prior to development. Additional investigation of the two soil gas anomalies may be beneficial to the evaluation of the scope of the gaseous plumes and the ultimate design of necessary remediation. There should be as much open space as possible between new Hospital buildings and parking areas to provide for natural venting of the soils. Although it is typical for park- ing areas to be asphalt paving, the possibility of laying interlocking mortarless cement brick to allow natural venting should be considered. If asphalt parking is chosen, it must be underlain with gravel -filled trenches engi- neered to release sufficient subsurface methane to the atmosphere to prevent any build-up of hazardous or dangerous concentrations. A grid spacing of 25' is satisfactory provided that it Is reduced to 10' within the two (2) anomalous areas. A passive system is permissi- ble with manifolds leading to camouflaged high vents in lamp poles or ground level vents in planters covered by shrubs. Monitoring wells 5' deep are recommended at 100' inter- vals between parking area and buildings. Buildings will also require sub -slab gravel -filled trenches on a 20' grid. The system may be passive with manifolds leading to roof vents (4' above roof lire). Provision must be made for either access to the vents on the roof or access within the building in order to allow periodic (quarterly) monitoring. In addition, an interior combustible gas monitoring system is required for the first floor of each building. The system shall consist of detectors in occupied rooms connected to a central monitoring panel. Provision shall be made for activation of an HVAC capable of venting and replacing interior air with fresh air at the rate of four (4) air changes per hour should combustible gases be detected at a concentration of 15% LEL within the building. At 25% LEL the system shall sound a building evacuation alarm and notify a central moni- toring station to alert the Newport Beach Fire Department. i i'e combustible gas monitor- ing system should be calibrated quarterly. In the event site development includes construction which will result in permanent penetrations of the soil to depths of 10' or greater including the construction of elevator pis • - tons, subterranean parking lots or basement, additional mitigation will be required in the area of the subject anomalies. Mitigation should include active gas extraction for the un- derlying shallow sands. During construction activities including earth moving, grading and excavation, provi- sion must be made for monitoring of methane and hydrogen sulfide in the work areas. If sustained combustible gas concentrations exceed 20% LEL methane in the breathing zone, respirators (half face) must be worn if construction is to continue. If sustained read- ings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. Prior to concrete cutting, excavation or welding operations, free soil gas com- bustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. Construction activities shall be halted in the event free soil gas combustible hydrocarbons exceed 25% LEL. Hydrogen sulfide concentration will be monitored within the work zone. In the event -22- hydrogen sulfide readings exceed 10.0 ppm in the breathing zone within the work area, all personnel are to evacuate the work area or wear respirators. Hydrogen sulfide concentrations within the anomalous areas of the site are suffi- cient to cause significant corrosion. Building materials should be engineered, therefore, to protect against corrosion. reHOAG7A.wsd FIGURE 1 SOIL BORING ENVIRONMENTAL AUDIT Child Care Center f Cancer Center Legend O Soil Boring (GSA) 0 Soil Boring (LAW) Sod Borg tcctoaMApproximate And Haw Not Br SorvN.d Al — 24 — Table 1. Soil Boring Locations Borehole No. Location I 1 84'E of E Curb Hospital Road; 66' N of N Curb West Coast Highway 2 293'E of E Curb Hospital Road; 72' N of N Curb West Coast Highway 3 436'E of E Curb Hospital Road; 96'N of N Curb West Coast Highway 4 619'E of E Curb Hospital Road; 100'N of N Curb West Coast Highway i I FIGURE 2 METHANE CONCENTRATION ISOPLETHS (25') Child Care Center t J 1 SS g % 1 180ft. Cancer Center reHOAG1D.dnv FIGURE 3 HYDROGEN SULFIDE CONCENTRATION SOPLETHS (25') Child Care Center i i' . ` s: i i ° i i i i i w i i i i Cancer Center reHOAG1E.ow s - 27 - TABLE 2 C1-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) HYDRO- CARBON Soil Boring No. & Depth (ft) 1 2 3 4 10.0' 25.0' 10.0' 25.0' 10.0' 25.0. 10.0' 25.0' Methane 1,686.0 10,143.0 14.0 34.6 239.0 146.0 271.0 14,386.0 Ethane 11.4 35.8 1.5 8.7 0.6 4.3 2.1 137.0 Ethylene 0.3 <0.5 0.4 0.6 0.2 0.5 0.2 1.1 Propane 3.7 5.5 <0.1 0.8 0.4 0.8 0.3 42 Propylene <0.1 <0.5 <0.1 0.3 <0.1 <0.1 <0.1 <0.1 Iso-butane 1.2 1.6 <0.1 <0.1 <0.1 <0.1 <0.1 3.5 N-butane 2.0 2.2 <0.1 <0.1 <0.1 <0.1 <0.1 2.3 Cyclo- pentane 0.2 0.6 <0.1 0.1 <0.1 <0.1 <0.1 0.3 Iso-pentane 1.4 1.3 <0.1 0.1 <0.1 <0.1 <0.1 1.9 N-pentane 0.9 0.8 <0.1 <0.1 <0.1 <0.1 <0.1 1.0 Cyclo- hexane 1.0 <0.5 <0.1 <0.1 <0.1 0.2 <0.1 0.5 Iso-hexane 1.0 1.0 <0.1 <0.1 <0.1 0.4 <0.1 1.2 N-hexane <0.1 <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 reHOAGe.wsd - 28 - TABLE 3 C1-C7 HYDROCARBONS IN LAW-CRANDALL SOIL BORING GAS (PPM VN) HYDRO- CARBON Soil Boring No. & Depth (ft) 3 4 10.0' 19.0' 29.0' 39.0' 10.0' 19.0' 29.0' 39.0' Methane 3.4 8.0 16.9 22.4 21.8 766.0 3,053.0 7,700.0 Ethane <0.1 . 0.5 1.2 1.7 0.3 2.1 5.9 12.5 Ethylene . <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Propane <0.1 <0.1 0.1 <0.1 <0.1 <0.1 <0.1 0.1 Propylene <0.1 <0.1 <0.1. <0.1 <0.1 <0.1 <0.1 <0.1 Iso-butane •<0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-butane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 k. 1 <0.1 roHOAG11.wsd C1-C7 HYDROCARBONS IN LAW-CRANDALL SOIL BORING GAS (PPM VN) HYDRO- CARBON Soil Boring No. & Depth (ft) 5A 6 19.0' 21.5' 31.5' 40.0' 20.0' 32.0' 36.0' Methane 1,427.0 4,246.0 1,432.0 2,129.0 391.0 34,315.0 29,481.0 Ethane 1.6 4.0 1.2 1.8 1.5 27.3 20.7 Ethylene <0.2 <0.2 <1.0 <1.0 <1.0 <1.0 <1.0 Propane <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 Propylene <0.1 <0.2 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-butane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-butane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-pentane -1%-1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane ' <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo-' hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso•hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane ` <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 reHOAG12.wsd - 30 - TABLE 3 (cont.) C1-C7 HYDROCARBONS IN LAW-CRANDALL SOIL BORING GAS (PPM VN) HYDRO- CARBON Soil Boring No. & Depth (ft) 7 10 17.0' 30.0' 20.0' 30.0' 39.0' Methane 114,600.0 595,640.0 557.0 5,499.0 7,035.0 Ethane 108.0 533.0 0.9 9.0 13.4 Ethylene <1.0 <1.0 <0.1 <1.0 0.1 Propane 4.4 22.6 <0.1 <0.1 <0.1 Propylene <1.0 <1.0 <0.1 <0.1 <0.1 Iso-butane <0.1 2.1 <0.1 <0.1 <0.1 N-butane <0.1 1.4 <0.1 <0.1 <0.1 Cyclo- pentane <0.1 <1.0 <0.1 <0.1 <0.1 Iso-pentane <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane ' <0.1 <0.1 <0.1 <0.1 <0.1 Cyclo- • hexane <0.1 <0.1 <0.1 <0.1 <0.1 Iso-hexane <0.1 <0.1 <0.1 <0.1 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane • <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 <0.1 <0.1 <0.1 reHCAG19.wsd TABLE 4 CO2, 02 AND N2 IN SOIL BORING GAS (PPM VN) E Sample Boring No. Depth (ft.) 002 02 N2 N2/02 1 10.0 49,299.0 179,300.0 724,150.0 4.0 1 25.0 73,451.0 155,060.0 738,540.0 4.8 2 10.0 57,319.0 165,270.0 720,400.0 4.4 2 25.0 39,861.0 158,510.0 819,410.0 5.2 3 10.0 65,533.0 176,590.0 752,430.0 4.3 3 25.0 49,623.0 144,470.0 . 771,260.0 5.3 4 10.0 33,985.0 187,590.0 743,790.0 4.0 4 25.0 76,425.0 147,580.0 734,931.0 5.0 reHOAG10.wsd — 32 — Table 5. Soil Boring Data - Soil Chemistry Analyses Performed: Total Recoverable Petroleum Hydrocarbons (TRPH, EPA 418.1); Volatile Organic Compounds (VOC, BTEX, EPA 8240); Semi -Volatile Organic Compounds (SVOC, EPA 8270) Corrosivity (EPA 9045) Boring No. Depth (ft.) Data in mg/kg (ppm) TRPH Benzene Toluene Ethyl- benzene Xylenes VOC1 SVOC2 Corros!vity (pH) 1 10.0 94.0 - - - - - - 6.6 1 25.0 94.0 - - - - - - 7.2 2 10.0 81.0 - - - - - - 7.2 2 25.0 110.0 - - - - - - 7.7 3 10.0 420.0 n.d. 0.01 n.d. n.d. acetone 0.052 Bis(2-ethyl. hexyl)- phthalate 22 7.5 3 25.0 110.0 - - - - - - 6.8 4 10.0 150.0. - - - - - - 7,3 4 25.0 81.0 - - - - - - 6.3 Detection Limit 30 0.005 0.015 ::- 0.005 0.005 Various Various 0.05 Analysis ty Core Laboratories ND Notdetected Not analyzed 1 EPA 8240 identifies 32 compounds. Compounds identified (other than BTEX) are listed here. BTEX listed individually in table. 2 EPA 8270 Identifies 67 compounds. Compounds identified are listed here. reHOAG14.wsd • • — 33 — Table 6. Soil Boring Data - Soil Gas Chemistry Analyses Performed: Volatile Organic Compounds (BTEX, ARB-ADDL004); Hydrogen Sulfide (H25, CARB 16) • Boring No. Depth (ft) Data in ppm (v/v) Benzene Toluene Ethyl- benzene Xylenes H2S 1 10.0 - - - -- 2.0 1 25.0 - - - - 2.0 2 10.0 - - - - n.d. 25.0 - - - - 0.94 3 ,0.0 - - - - 1.0 3 25.0 - - - - 2.0 4 10.0 - . - - - 1.0, • 4 25.0 n.d. n.d. n.d. n.d. 50.0 Detection l Limit 0.02 0.02 0.02 0.02 0.20 Analysis by Enseco Laboratories ND Not detected Not analyzed t reHOAG14A.wsd • • —34— Table 7. Soil Boring Data (Law Crandall Boreholes) - Soil Gas Chemistry Analyses Performed: Volatile Organic Compounds (BTEX, ARB-ADDL004); Hydrogen Sulfide (H2S, CARB 16) Boring No. Depth (ft.) Data in ppm (v/v) Benzene Toluene Ethyl- benzene Xylenes H2S 7 17.0 - - - - 95.0 Detection Limit 0.02 0.02 0.02 0.02 0.20 Analysis by Enseco Laborabries ND Not detected Not analyzed 14 ref,DAO148.wsd 4 • r " . — 35 — Table 8. Soil Boring Data - Metals Analyses Performed: CAM Metals (EPA 3050, 6020, 7471, 7740) Soil Boring CAM TITLE 22 METALS - TTLC (mg/kg) Sb As Ba Be Cd Cr Co Cu Pb Mo NI Ag TI V Zn Hg So 3 0 10.0' ND ND 81 ND 0.7 7.7 ND 13 ND ND 15 ND ND 13 37 ND 0.55 Detection Limit 5 5 5 05 0.5 5 5 5 5 5 5 5 5 5 10 02 0S Analysis by Core Laboratories ND Not detected Not analyzed () Duplicate Analysis reHoAG14D.wsd 7,4 BORING LOCATION 84' E of E Curb Hospital Road; 66' N of N Curb West Coast Highway AND DATUM OILUNG ECity of Newport Beach DRILLER FER DATE 1/12/94 STARTED DATE 1/12/94 FINISHED DRILLING GeoScience Analytical, Inc. Hydraulic 11 HP EQUIPMENT � H Y TOTAL DEPTH 5 0 D DRILLED (ft.)2 DOCK DEPTH (It.) None TYPE OF WELL CASING None SCREEN PERFORATION N/A BORING (In.) OF 5.0 IWEL.LE(In.R OF" TT PE SIZE OF SAND PACK None TY 'E THICKN ESS OF .EAL(S) N/A NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOGGED BY: D. Ortiz WATER DEPTH (II) FIRST: None COMPLETION: 24 HOURS: CHECKED BY: F. Rust DEPTH, feel z SAMPLES DRLLING RATE (tint) DESCRIPTION UTHOLOC LOG d o r., low Count OVA (p,m) REMARKS o 3 8 of E Z r ~ Head- space Back- ground _ _ ASPHALT SILTY AND laASE CLAY = 5 _ rim Becomes silty CLAY 0901 To— id 3 2,500 <500 0931 H2S odor 75— _ SILTY SAND % 0940 0949 0954 2.0 ppm H2S odor H2S odor (v. slight) aENN Becomes silty SAND 4 14,000 1012 H2S odor — 30- 35- 40- 45— 50 Bottom of Boring at 25 feet. No Water Encountered 2.0 ppm Project: Hoag Memorial Hospital Presbyterian Project Number: 15574-,,. LOG OF SOIL. BORING NO. 1 .....— FIGURE 4 GeoSCience Analytical, no. LOCATION 293' E of E Curb Hospital Road; 76' N of N Curb West Coast Highway ELEVATION DRILLING AGENCY City of Newport Beach DRILLER FER DATE STARTED 1/12/94 DATE DATE FINISHED 1/12/94 EQUIPMENT DRILLING GeoScience Analytical, Inc. Hydraulic 11 HP TOTAL DEPTH 25 O DRILLED (ft.) ROCK None DEPTH (ft.) TYPE OF None WELL CASING SCREEN NSA PERFORATION DIAMETER OF aft BORING (In.) DIAMETER OF" WELL (In.) TYPE/SIZE OF SAND PACK None TYPE/THICKNESS OF SEAL(S) N/A NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOGGED BY: D. Ortiz WATER DEPTH (ft) FIRST: None COMPLETION: 24 HOURS: CHECKED BY: F. Rust o UTHOLOGIC LOG WELL COMPLETION LOG SAMPLES DRILLING RATE Dime) = DESCRIPTION Number m;; (pim) A REMARKS ill D ID 3 Head- space Back- ground — ASPHALT ANQBASE CLAY j _ _ 6 = _ reel BecomeSILTY tL j j 1106 1111 H2S odor (slight) 10— 7 a <56.) <500 1117 0 15— — � _ / j 1139 1146 ppHmr 1._ No H2S odor H2S odor (v. slight) — 25 r— /4. 9 le 500 1204 H2S odor _ — 30- 35- 40- 45— so Bottom of Boring at 25 feet. No Water Encountered 3.0 ppm Pro ect: Hoag Memorial Hospital Presbyterian Pro ect Number: 1557 LOG OF SOIL BORING NO.2 FIGURE 5 HOAf33AAnv LOCATIONLO436' E of E Curb Hospital Road; 96' N of N Curb West Coast Highway �o ATION DRILLING AGENCY City of Newport Beach DRILLER FER DATE 1/12/94 STARTED DATE 1/12/94 FINISHED DRILLING EQUIPMENT GeoScience Analytical, Inc. Hydraulic 11 HP TOTAL DEPTH DRILLED (ft.) 25'O ROCK DEPTH (ft.) None TYPE OF None WELL CASING SCREEN PERFORATION N/A DIAMETER OF BORING (In.) 5.w DIAMETER OF WELL (In.) WA TYPE/SIZEOF NoneTYPE/THICKNESS SAND PACKOF SEAL(S) N/A NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOt3GED BY: D. Ortiz WATER DEPTH (ft) FIRST: None COMPLETION: 24 HOURS: CHECKED BY: F. Rust 1DEt PTH, feet o WELL COMPLETION LOG SAMPLEf DESCRIPTION o Number a Blow Count (pVA m) REMARKS G ? 0 a Head- space Back- ground ix g ASPHALT AND BASE _ _ SAND _ _ 5 roil Becomes yellow SAND 1401 1404 No H2S ... _ re Becomes yellow brown SAND r Becomes yellow SAND to— SILTY CLAY 12 500 <500 1413 H2S "' : rim Becomes silty CLAY "' 15 — — 20 _ _ Becomes damp silty CLAY ./. j j — 2,500 "' _ — �— Bottom of Boring at 25 feet. Water Encountered at Bottom I ' " 35— 40-- 45- . • 40 • Project: Hoag Memorial Hospital Presbyterian Protect Number: 1557 LOG OF SOIL BORING NO. 3 FIGURE ' flan erica nnn Ana IGtinnt Inc. — 39 — N BORING 619' E of E Curb Hospital Road;100' N of N Curb West Coast Highway ELD ELEVATION DRILLING AGENCY City of Newport Beach DRILLER FER DATE 1/12/94 STARTED DATE FINISHED 1/12/94 DRILLING GeoScience Analytical, Inc. Hydraulic 11 HP DRILLEDOTAL DEPTH 25•0 (It.) DOCK None DEPTH (ft.) TYPE OF None WELL CASING SCREEN N/A PERFORATION DIAMETER OF 5 Q BORING (In.) DIAMETER OF" WELL (In.) TYPE/SIZE OF SAND PACK None TYPEITHICKNESS OF SEAL(S) N/A NUMBER OF SAMPLES DISTURBED: UNDISTURBED: 2 CORE: LOGGED BY: D. Ortiz WATER DEPTH (fl) FIRST: None COMPLETION: 24 HOURS: I CHECKED BY: F. Rust m UTHOLOGIC LOG WELL COMPLETION LOG SAMPLES DRILLING RATE (time) DESCRIPTION Number a Blow Count (p,m) A REMARKS Il w D o. > F Head- space Back- ground ASPHA BASE - CLAD �� % _ — 5— �o Becomes CLAY SILTY CLAY 1515 1516 H2S odor Becomes silty CLAY r % — (o_ 17 •! 500 <500 1526 H2S odor _ ts— zo— • %j 1544 1.0 ppm HzS odor • _ 25 j/ 20 mi 15,500 1605 H2S odor — — 30 35- 40- 45- 50— Bottom of Boring at 25 feet. No Water Encountered 41.0 ppm Pro ect: • Hoag Memorial Hospital Presbyterian Project Number: 1557 LOG OF SOIL BORING NO. 4 FIGURE 7 Hoioscdw eoScience Analytical, Inc. PHASE 2 ENVIRONMENTAL AUDIT LOWER CAMPUS HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA BY GeoScience Analytical, Inc. September 20, 1993 Fleet E. Rust, Ph.D President 4454 Industrial Street Simi Valley, CA 93063 (805) 526-6532 FAX 526-3570 reHOAG1A.drw 1. Contractor's Disclaimer . -2- CONTENTS 5 2. Summary .•• ••7 3. Findings .• ••••9 4. Analytical Protocol • . . 11 4.A. Laboratory Analyses . 4.A.1. C1-C7 Hydrocarbons 4.A.2. CO2, 02 & N2 Fixed Gases . 4.A.3. Total Recoverable Petroleum Hydrocarbons 4.A.4. Volatile Organic Compounds 4.A.5. Corrosivity . 4.A.6. Heavy Metals 4.A.7. Benzene, Toluene, Ethylbenzene & Xylenes 4.B. Field Analyses . 4.6.1. Total Combustible Gas 4.8.2. Hydrogen Sulfide . .1 - . 12 13 CONTENTS (cont.) 5. Results and Discussion . 6. Mitigation . 7. Tables and Figures . 19 7.A. Figure 1: Site Plan . . 7.B. Table 1: Soil Boring Locations . 20 7.C. Figure 2: Methane Concentration Isopieths . 21 7.D. Figure 3: Methane Concentration Vertical Profiles . 22 7.E. Table 2: Ct-C7 Hydrocarbons in Soil . 23 7.F. Table 3: CO2, 02 and N2 in Soil . 26 7.G. Table 4: Benzene, Toluene, Ethylbenzene & Xylenes in Soil . . 28 7.H. Table 5: Total Recoverable Hydrocarbons in Soil . . 29 7.1. Table 6: Corrosivity . . 31 CONTENTS (cont.) 7.J. Table 7: Volatile Organics in Soil . 7.K. Table 8: CAM Metals In Soil 7.L. Table 9: Hydrogen Sulfide in Soil . 8. Appendices . 36 8.A. Appendix 1: Preliminary Geochemical Site Evaluation of Existing Relief Wells, Gaseous Flare, Soil, Water and Air on a Portion of Hoag Memorial Hospital Presbyterian Property Newport Beach, California (22 April 1992) . . 8.B. Appendix II: Laboratory Reports 8.C. Appendix III: Chain -of -Custody Forms 8.D. Appendix IV: Site Health & Safety Plan CONTRACTOR'S DISCLAIMER PROFESSIONAL SERVICES HAVE BEEN PERFORMED BY GEOSCIENCEAN- ALYTICAL, INC. USING THAT DEGREE OF CARE AND SKILL ORDINARILY EXER- CISED, UNDER SIMILAR CIRCUMSTANCES, BY REPUTABLE GEOCHEMISTS PRACTICING IN SOUTHERN CALIFORNIA. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE INFORMATION AND ADVICE INCLUDED IN THIS REPORT. WE HAVE NOT INSPECTED OR PASSED JUDGMENT UPON THE WORK OF ANY OIL COMPANY, THEIR CONTRACTORS OR THEIR SUBCONTRACTORS, IN CAPPING OIL OR GAS WELLS LOCATED ON THE SUBJECT PROPERTIES WHICH ARE IDENTIFIED IN THIS REPORT. WE HAVE NOT REVIEWED ANY PUBLIC OR PRIVATE RECORDS, IN SEARCH OF THE EXISTENCE OR LOCATION OF OTHER OIL OR GAS WELLS, HIDDEN, VISIBLE, OLD OR INADEQUATELY CAPPED, WHICH MIGHT BE LOCATED ON OR NEAR THE SUBJECT PROPERTY, WHETHER SUCH WELLS MIGHT BE KNOWN OR UNKNOWN TO THE CALIFORNIA DtVISION OF OIL OR GAS. WITHOUT IN ANY WAY LIMITING OR QUALIFYING THE FOREGOING, BY RE- QUESTING OR RELYING UPON THIS REPORT, YOU WILL BE DEEMED TO AC- KNOWLEDGE: (1) WE ARE NOT TO BE HELD LIABLE BY YOU, OR ANY PARTY CLAIMING THROUGH YOU, OR ANY PERSON INJURED UPON THE PROPERTY, FOR ANY LOSS, COST, LIABILITY, EXPENSE, ATTORNEYS FEES AND COSTS, OR CONSEQUENTIAL DAMAGES OCCURRING AS A RESULT OF ERRORS OR OMIS- SIONS ON THE PART OF THE STATE OF CALIFORNIA, THE CITY OF NEWPORT BEACH, THE REDEVELOPMENT AGENCY OF THE CITY OF NEWPORT BEACH, OR ANY OIL COMPANY, OR THEIR CONTRACTORS OR SUBCONTRACTORS IN CAP- PING THE OIL OR GAS WELL(S) IDENTIFIED IN THIS REPORT, OR: (2) AS A RSULT `,.t•et',ti. -6- OF BREAKAGE OF OR SEEPAGE FROM UNDER THOSE OIL OR GAS WELL CAPS, OR AS A RESULT OF THE MIGRATION AND SUBSEQUENT EXPLOSION OF BIO- GENIC GAS, AS A RESULT OF EARTH -SHAKING ASSOCIATED WITH EARTH- QUAKES, EXPLOSIONS, EXCAVATION, DEMOLITION, SEISMIC VELOCITY TESTING, SOIL TESTING, WELL DRILLING OR THE LIKE; AND (3) WE HAVE DISCLOSED TO YOU THAT, IN OUR OPINION AS PROFESSIONAL GEOCHEMISTS, IT IS UNWISE TO BUILD STRUCTURES OR PAVED SURFACES OVER ABANDONED OIL OR GAS WELLS, OR WITHIN A HIGH POTENTIAL METHANE ZONE, GIVEN THE RISKS DE- SCRIBED IN (2) ABOVE, WITHOUT SATISFACTORY MITIGATION. -7- SUMMARY At the request of Hoag Memorial Hospital Presbyterian, GeoScience Analytical, Inc. has conducted a Phase II Site Assessment on property proposed for expansion of the Hospital (Lower Campus). This study has been undertaken to satisfy mitigation measures 52 and 56 as contained in Mitigation Measures of the Hoag Hospital Master Plan Project which require the completion of a soil/gas sampling and monitoring program which shall address the presence of methane and H2S in the soils and whether or not harmful amounts of petroleum related chemicals, such as benzene, are present. Since no unnacceptable levels of hazardous constituents have been identified under the scope of the subject inves- tigation, conditions imposed by mitigation measures 54 and 63 do not apply. Conditions imposed by mitigation measures 6, 7 and 8 have been met and no hazardous substances have been identified based on corrosivity. A review of appropriate construction materials is required based on the corrosivity assessment, however. A previous study, "Preliminary Geochemical Site Evaluation of Existing Relief Wells, Gaseous Flare, Soil, Water and Air on a Portion of Hoag Memorial Hospital Presbyterian Property Newport Beach, California (22 April 1992)" contains related information and is attached hereto as Appendix I. Twelve (12) soil borings were advanced to depths as great as twenty-five (25') feet in the undeveloped portion of the Lower Campus south of the wetlands area, east of Supe- rior Avenue, west of Hoag Hospital Road and north of West Coast Highway. Soil gas sam- ples were collected at depths of 5', 10', 25' and soil samples at depths of 5' and 25'. Hoag Memorial Hospital Presbyterian, as Client, placed no constraints on the Contractor, nor did it suggest any interpretation of the data which were generated prior to completion of this re- port. Total Recoverable Petroleum Hydrocarbon (TRPH) soil concentrations ranged from 220.0 mg/Kg to less than the detection limit of 30.0 mg/Kg. The pH of soil samples ranged from a high of 4.3 to a low of 7.7 with most values between pH6 and 7. There were no volatile organic compounds (EPA method 8240) found above detection limits in the soil samples and CAM metals (Title 22) were within State Standards. Soil gas concentrations of methane in open boreholes ranged from a high of approximately 51,000 ppm (v/v) to background levels. The odor of hydrogen sulfide was noted in a few borings but concen- trations were less than 4.0 ppm (v/v) in all cases. Trace amounts of toluene and xylene were detected in gas samples from borings on the eastem portion of the site. No hazardous materials or excess residual hazardous substances have been iden- tified under the scope of the subject investigation. Remediation, concurrent with site development, will be required to prevent methane gas and hydrogen sulfide from impacting future construction activities or future buildings on the site. While hazardous concentrations of hydrogen sulfide have not been identified as a part of the subject investigation, hydrogen sulfide is known to exist at deeper depths. -9- FINDINGS GeoScience Analytical, Inc. has conducted a Phase II evaluation of a portion of the Lower Campus of Hoag Memorial Hospital Presbyterian. The proposed use of the site is for expansion of the Hospital. The property evaluated is bounded on the south by West Coast Highway, on the east by Hoag Hospital Road, on the west by Superior Avenue and wetlands area and on the north by wetlands area which is immediately below the Newport Bluffs, the site of the Villa Balboa and SeaFaire Condominiums. Twelve (12) borings were advanced to depths as great as twenty-five (25') feet and samples, both soil and gas, were taken for geochemical characterization of the site with re- spect to methane, hydrogen sulfide, or other hazardous substances including those related to petroleum such as benzene. There were trace amounts of hydrogen sulfide (<4.0 ml/L) on the eastern portion of the site. The concentrations,of methane gas in the open boreholes were as high as ap- proximately 50,000 ppm (v/v), the lower explosive limit. There were no signs that the gas was pressurized. Trace amounts of toluene and xylene were found in soil gases on the eastern portion of the site. Soil tests were negative for the presence of petroleum related hydrocarbons such as benzene or other volatile organic compounds. Furthermore, there was no evidence found for the presence of corrosive soils (pH<2 or >12.5) or heavy metal contamination of .the soil. One soil sample contained Total Recoverable Petroleum Hydrocarbons (TRPH) at 220 mg/Kg. All others were Tess than 100 mg/Kg. No hazardous materials or excess residual hazardous substances have been iden- tified under the scope of the subject investigation. Mitigation will be required to prevent intrusion of methane containing soil gas into structures proposed for the site. During grading, excavation and construction activity, methane and hydrogen sulfide monitoring will be necessary. In accordance with the Site Health & Safety Plan, mitigation will be necessary should large quantities of methane and/or hydrogen sulfide be released during earth moving, grading or excavation activities (Appendix IV). -11- ANALYTICAL PROTOCOL Laboratory Analyses C1-C7 Hydrocarbons A 1.0cc aliquot of gas was analyzed by FID gas chromatograph for methane, ethane, ethylene, propane, propylene, iso-butane, n-butane, cyclopentane, iso-pentane, n- pentane, cyclohexane, iso-hexane, n-hexane, iso-heptane and n-heptane. Results are re- ported as parts -per -million (v/v) in the gas phase. CO2, N2 and 02 in Gases A 0.5cc aliquot of gas was analyzed by thermal conductivity gas chromatography. Concentrations are reported as parts -per -million (v/v) in the gas phase. Total Recoverable Petroleum Hydrocarbons (TRPH) EPA method 418.1 was used to quantify the concentration of extractable petroleum hydrocarbons in the range of C14 - C45 in the soil. Volatile Organic Compounds EPA method 8240 was used to quantify the concentrations of benzene, toluene, ethylbenzene and total xylenes as well as other volatile organic compounds present In the soil. • r Corrosivity of Soil (pH) EPA method 9045 was used to quantify the pH (corrosivity) of soil samples . Heavy Metals (CAM Metals) EPA method 3050 was used to prepare soil samples for quantification of their heavy metal concentrations. EPA method 6020 was used to quantify the concentrations of antimony, arsenic, barium, beryllium, cadmium, chromium, cobalt, copper, lead, mercury, molybdenum, nickel, silver, thallium, vanadium, and zinc. Selenium was quantified using EPA method 270.2. Benzene, Toluene, Ethylbenzene & Total Xylenes (BTEX) Gas chromatography coupled with photo -ionization detection (EPA method 8020) was used to quantify BTEX in the gas samples. -13- Field Analyses Methane (CH4) A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of combustible gases (methane) at each soil boring. Sensitivity ranges from 0 to 100% LEL. The meter was calibrated daily. Hydrogen Sulfide (H2S) A hand-held Bacharach Model 505 "Sniffer" was used to monitor for the presence of H2S at each boring. Sensitivity ranges from 0 to 100 ppm v/v of H2S with a minimum de • - tectable concentration of 1 ppm (v/v). The meter was calibrated daily. -14- RESULTS AND DISCUSSION A previous geochemical investigation has been completed by GeoScience Analyti- cal, Inc. covering this area. The results are reported in "Preliminary Geochemical Site Evaluation of Existing Relief Wells, Gaseous Flare, Soil, Water and Air on a Portion of Hoag Memorial Hospital Presbyterian Property Newport Beach, Califomia" dated 22 April 1992 which is attached hereto as Appendix I. That investigation found noncorrosive soils in the upper four feet along with soil gas methane concentrations as high as 4,000 ppm (v/v). Under the current investigation, twelve (12) borings have been advanced to depths of up to twenty-five (25') feet. Borehole locations were chosen to cover the site under those limitations imposed by the wetlands (FIG. 1). Chain -of -Custody was maintained throughout the investigation. Soils recovered from the boreholes contained Total Recoverable Petroleum Hydro- carbons (TRPH) at concentrations from less than 30.0 mg/Kg to 220.0 mg/Kg. A maxi- mum TRPH concentration of 220.0 mg/Kg (w/w) was found in SB-8 at a depth of 5'. All other reported concentrations were less than 100.0 mg/Kg (TAB. 5). Soil samples were analyzed for corrosivity (pH) and all but one were found to be in the range of 6 to 7 or nearly neutral (TAB. 6). The pH of SB-8 at a depth of 5' was acidic, 4.3, but well within acceptable limits of 2 to 12.5 and therefore not classified as a haz- ardous substance. The presence of heavy metals was also tested for in the soil (TAB. 8) and found to be within acceptable limits. No volatile organic compounds (EPA method 8240) were found above the limits of detection (TAB. 7). The acetone and carbon disulfide detected are attributable to laboratory contamination. -15- During drilling operations the concentration of H2S was monitored with a hand-held detector. Although there was an occasional slight evanescent odor of H2S noted, the con- centration was always Tess than 4.0 ppm (v/v) (TAB. 9). The slight H2S odors were con- fined to the eastern portion of the property. Soil gas samples were recovered from each boring at depths of five (5'), ten (10') and twenty-five (25') feet. In some cases, total depth was less than 25' due to the pres- ence of water. Trace quantities of toluene were detected in gas samples from soil borings SB-6 and SB-7 while trace quantities of xylenes (total) were found in soil borings SB-2 - SB-7. No other vc.lathe aromatics (benzene or ethylbenzene) were detected in any of the soil borings (TAB. 4). Soil borings SB-2 and SB-5 contained the highest concentrations of methane after allowing the open borehole to equilibrate with the surrounding soil for five (5') minutes (TAB. 2). Concentrations of methane in the open boreholes dropped off going to the west beyond soil boring SB-5. Methane concentration isopleths at a depth of 10' have been contoured in Figure 2. The concentration gradient anomaly maximum >20,000 ppm (v/v) methane is located in the vicinity of SB-6 and decreases rapidly to the northwest. Deeper isopleths to 25' suggest that the methane concentration maximum is located along the southeast portion of the subject property in the vicinity of SB-2 - SB-5. In the boreholes that contained high concentrations of methane (SB-2 - SB-8), the methane was quite dry • with small concentrations of ethane and only trace amounts of higher homologues through C7. In the soil borings with relatively low concentrations of methane, SB-1 and SB-9 - SB- 12, the concentration of ethane was an appreciable fraction of methane but higher homo- logues were present only in trace amounts. The ethane reduction in concentration proceeding from east to west across the site is, however, not as pronounced in magnitude as that for methane. In general, soil gas concentrations of the hydrocarbon gases methane through heptane increase with depth (FIG. 3). In undisturbed soils, particularly those in the vicinity of soil borings SB-2 - SB-8, the equilibrium concentration of methane is greater than 50,000 ppm (v/v), the lower explosive limit, since there is no dilution by the at- -16- mosphere as exists in the open soil boring. The observed hydrocarbon plume boundaries and associated northwestern mini- mum on the subject site are likely related to the previously completed passive venting sys- tems which have been installed along the northern and southern sides of West Coast Highway. The gaseous anomaly, previously present at these locations, is continually vented to the atmosphere and therefore not able to be concentrated in the surficial soils. The carbon dioxide (CO2) concentration in the soil borings increased with depth with the highest concentrations being found in the soil borings with the highest methane concentrations (TAB. 3). However, the highest concentration of CO2 was in soil boring SB- 8, a location where methane was already falling off from its highest concentration. In the soil borings with the high concentrations of methane there is an increase in the N2/02 ratio with depth over its atmospheric value of nearly 4. The CO2 and CH4 appear to be the re- sult of microbiological processes on organic matter of unknown origin. The CO2 is most likely the result of oxidation of methane. Since methane concentrations in the soil borings increased with depth, there is no indication the current drilling program went beneath the methane source. The dryness of the high concentration methane is consistent with a bacterial source or early diagenetic generation of methane from buried organic material. There is no indication that there is methane or soil contamination from petroleum related activities at the site. If borings were made to greater depths, it is possible that the surface gases could be shown to be related to the gases currently being flared, however. No hazardous materials or excess residual hazardous substances have been iden- tified under the scope of the subject investigation. -17- MITIGATION There are very high concentrations (>LEL) of methane present in shallow soil gases in the area and vicinity of the Lower Campus of Hoag Memorial Hospital Presbyterian that is proposed for expansion of the Hospital. Mitigation must be undertaken to prevent this gas from collecting beneath future buildings and associated parking areas. There should be as much open space as possible between new Hospital buildings and parking areas to provide for natural venting of the soils. Although it is typical for park- ing areas to be asphalt paving, the possibility of laying interlocking mortarless cement brick to allow natural venting should be considered. If asphalt parking is chosen, it must be underlain with gravel -filled trenches engi- neered to release sufficient subsurface methane to the atmosphere to prevent any build-up of hazardous or dangerous concentrations. A grid spacing of 25' is satisfactory. A passive system is permissible with manifolds leading to camouflaged high vents in Tamp poles or ground level vents in planters covered by shrubs. Monitoring wells 5' deep are recom- mended at 150' intervals between parking area and buildings. If the frontage area is less, one monitoring well is sufficient. Within the parking lot area, 5' deep monitoring wells should be placed on a regular grid for periodic sampling. If interlocking brick is used, mon- itoring wells can be placed on a 100' grid. Buildings will a{so require sub -slab gravel -filled trenches on a 20' grid. The system may be passive with manifolds leading to roof vents (4' above roof line). Provision must be made for either access to the vents on the roof or access within the building in order to allow periodic (quarterly) monitoring. In addition, an interior combustible gas monitoring system is required for the first -18- floor of each building. The system shall consist of detectors in occupied rooms connected to a central monitoring panel. Provision shall be made for activation of an HVAC capable of venting and replacing interior air with fresh air at the rate of four (4) air changes per hour should combustible gases be detected at a concentration of 15% LEL within the building. At 25% LEL the system shall sound a building evacuation alarm and notify a central moni- toring station to alert the Newport Beach Fire Department. The combustible gas monitor- ing system should be calibrated quarterly. During construction activities including earth moving, grading and excavation, provi- sion must be made for monitoring of methane and hydrogen sulfide in the work areas. If sustained combustible gas concentrations exceed 20% LEL methane In the breathing zone, respirators (half face) must be wom if construction is to continue. If sustained read- ings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. Prior to concrete cutting, excavation or welding operations, free soil gas com- bustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. Construction activities shall be halted in the event free soil gas combustible hydrocarbons exceed 25% LEL. Hydrogen sulfide concentration will be monitored within the work zone. In the event hydrogen sulfide readings exceed 10.0 ppm in the breathing zone within the work area, all personnel are to evacuate the work area or wear respirators. 0 ti -20- TABLE 1 SOIL BORING LOCATIONS Soil Boring No. Location 1 67' W of Well #5; 18' S of Well No. 5 2 44' W of Hoag Hospital Road W Curb; 103N of West Coast Highway N Curb 3 122' W of Hoag Hospital Road W Curb; 100' N of West Coast Highway N Curb 4 197' W of Hoag Hospital Road W Curb; 89' N of West Coast Highway N Curb 5 272' W of Hoag Hospital Road W Curb; 62' N of West Coast Highway N Curb 6 347' W of Hoag Hospital Road W Curb; 64' N of West Coast Highway N Curb 7 422' W of Hoag Hospital Road W Curb; 66' N of West Coast Highway N Curb 8 497' W of Hoag Hospital Road N Curb; 68' N of West Coast Highway N Curb 9 572' W of Hoag Hospital Road N Curb; 75' N of West Coast Highway N Curb 10 647' W of Hoag Hospital Road N Curb; 70' N of West Coast Highway N Curb 11 722' W of Hoag Hospital Road N Curb; 70' N of West Coast Highway N Curb 12 775' W of Hoag Hospital Road N Curb; 57' N of West Coast Highway N Curb reHOAG61.wsd y • r FIGURE 2 METHANE CONCENTRATION ISOPLETHS (10') 20,000.0 PPM 6,000.0 PPM 5,000.0 PPM 2,000.0 PPM 1,000.0 PPM 4 i West Coast Highway 120 ft.fin. Existing Flare reHOAG1B.drw FIGURE 3 METHANE CONCENTRATION (Vertical Distribution) 60000 Q. -50000 c 40000 a 30000 V 0 20000 U c 10000 ca 0 (th) 10 Depth (ft.) ..1 C1-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) HYDRO- CARBON 1 5.0 1 10.0 2 5.0 2 10.0 2 25.0 3 5.0 3 10.0 3 25.0 4 5.0 4 10.0 4 20.0 5 5.0 Methane 7.1 58.8 367.0 1,825.0 42,132.0 1,853.0 5,311.0 19,129.0 5,313.0 3,574.0 15,042.0 318.0 Ethane 0.6 4.5 5.4 28.3 127.0 29.0 89.6 170.0 14.8 21.6 95.5 4.0 Ethylene <0.1 <0.1 02 0.3 1.1 02 0.1 <0.1 <0.1 0.3 0.7 0.1 Propane <0.1 02 02 1.3 9.8 02 1.3 32 0.3 0.6 22 0.3 Propylene <0.1 <0.1 <0.1 <0.1' 0.3 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 ISO -butane <0.1 <0.1 0.6 0.4 32 0.3 0.8 1.3 <0.1 <0.1 0.8 0.1 N-butane <0.1 <0.1 1.7 0,3 3.6 <0.1 <0.1 0.5 0.2 <0.1 0.4 0.1 Cyclo- pentane <0.1 <0.1 02 0.3 1.8 0.2 0.6 1.6 0.1 02 1.0 <0.1 ISO -pentane <0.1 <0.1 1.8 0.1 2.8 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-pentane <0.1 <0.1 0.7 <0.1 1.8 <0.1 <0.1 <0.1 . <0.1 <0.1 <0.1 <0.1 Cyclo- hexane 02 0.1 02 <0.1 1.0 <0.1 <0.1 0.6 <0.1 <0.1 0.5 <0.1 ISO -hexane 0.4 02 1.9 0.7 4.0 • <0.1 0.5 2.4 0.4 1.3 2.3 <0.1 N-hexane 4.1 <0.1 <0.1 <0.1 0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 0.8 <0.1 4.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane 41 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 41 <0.1 Cl-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) HYDRO- CARBON 5 10.0 5 25.0 6 5.0 6 10.0 6 15.0 7 5.0 7 10.0 7 18.0 8 5.0 8 10.0 8 19.0 9 5.0 Methane 4,774.0 51,355.0 554.0 21.133.0 22,5570 87.1 6,485.0 10,174.0 6,370.0 2,744.0 5,711.0 4.6 Ethane 48.6 233.0 5.3 105.0 118.0 0.8 522 133.0 23.3 15.3 64.1 0.4 Ethylene 0.3 1.1 0.3 0.3 0.3 02 0.5 0.5 02 0.3 0.6 0.1 Propane 1.7 52 02 1.5 1.6 0.1 0.8 1.5 02 0.4 12 <0.1 Propylene <0.1 0.3 <0.1 <0.1 <0.1 <0.1 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 !so -butane 0.5 1.6 <0.1 0.4 0.4 <0.1 0.5 0.9 <0.1 0.3 12 <0.1 N-butane 0.4 1.3 <0.1 0.3 0.3 <0.1 02 0.5 <0.1 <0.1 0.3 <0.1 Cyclo- pentane 0.4 1.5 <0.1 0.5 0.5 <0.1 0.5 0.8 <0.1 <0.1 0.5 <0.1 lso-pentane <0.1 0.6 <0.1 o.1 <0.1 <0.1 0.2 0.9 <0.1 02 0.4 <0.1 N-pentane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 02 <0.1 <0.1 0.1 <0.1 Cyclo- hexane 02 1.0 <0.1 0.3 0.3 <0.1 0.4 0.6 <0.1 <0.1 0.5 <0.1 !so -hexane 1.0 3.8 <0.1 0.9 0.8 <0.1 0.4 12 <0.1 0.1 1.1 <0.1 N-hexane <0.1 <0.1 <0.1 <0.1 0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.6 <0.1 <0.1 <0.1 <0.1 <0.1 N-heptane <0.1 <0.1 4.1 <0.1 4.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 4.1 -25- TABLE 2 (cont.) C1-C7 HYDROCARBONS IN SOIL BORING GAS (PPM VN) Soil Boring No. and Depth (ft.) HYDRO- CARBON 9 10.0 9 23.0 10 5.0 10 10.0 10 16.0 11 5.0 11 10.0 11 23.0 12 5.0 12 10.0 12 15.0 Methane 17.4 104.0 5.2 16.0 38.2 7.7 12.1 26.6 21.7 16.0 14.7 Ethane 32 44.3 0.4 6.9 222 0.3 4.4 11.9 0.5 3.4 4.9 Ethylene 0.3 0.6 0.2 0.4 0.7 02 0.4 0.6 0.3 0.3 0.3 Propane 0.4 0.8 <0.1 .40.1 0.6 0.1 0.4 0.7 0.3 OS OS Propylen® <0.1 0.1 <0.1 <0.1 o.t <0.t <0.1 0.1 <0.1 <0.t <0.1 !so -butane <0.1 0.3 <0.1 <0.1 <0.1 <0.1 02 0.4 <0.1 02 02 N-butane <0.1 02 <0.1 <0.1 <0.1 <0.1 0.1 0.2 <0.1 02 02 Cyclo- pentane <0.1 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.1 <0.1 0.1 <0.1 ' !so -pentane <0.1 <0.t <0.t cot <0.1 <0.1 <0.t o2 <0.1 0.1 0.3 N-pentane <0.t <0.1 <0.1 <0.t <0.1 <0.1 <0.t <0.1 <0.t <0.1 <0.1 Cyclo- hexane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Iso-hexane 1.0 cot <0.1 <0.1 <0.1 <0.1 <0.1 0.3 <0.1 02 0.6 N-hexane 4.1 <0.1 <0.1 <0.1 <0.1 <0.1 <o.1 <0.1 <0.1 <0.1 <0.1 Iso-heptane <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.3 <0.1 <0.1 0.6 IN-heptane <0.t cot <0.1 <0.1 c0.1 <0.1 <0.t <0.1 <0.t <0.1 <0.1 reHoAG4D.wsd 4 _26_ TABLE 3 CO2, 02 AND N2 IN SOIL BORING GAS (PPM VN). Soil Boring No. Depth (ft.) CO2 02 N2 N2/02 1 5.0 7,140.0 191,680.0 786,530.0 4.1 1 10.0 8,835.0 193,450.0 788,290.0 4.1 2 5.0 21,150.0 179,680.0 788,230.0 4.4 10.0 29,650.0 167,920.0 789,010.0 4.7 2 25.0 72,371.0 80,170.0 785,140.0 9.8 3 .5.0 19,108.0 ' 175,390.0 794,350.0 4.5 10.0 23,608.0 167,540.0 793,270.0 4.7 3 25.0 34,161.0 128,000.0 779,430.0 6.1 4 5.0 37,746.0 193,050.0 782,710.0 4.1 10.0 38,055.0 178,580.0 747,700.0 4.2 4 20.0 43,910.0 173,430.0 764,200.0 4.4 5 5.0 • 27,554.0 190,210.0 143,320.0 3.9 10.0 42,393.0 170,440.0 735,620.0 4.3 5 25.0 58,043.0 120,480.0 756,260.0 6.3 6 5.0 21,648.0 172,930.0 784,150.0 4.5 10.0 25,427.0 179,630.0 783,280.0 4.4 6 15.0 38,669.0 189,540.0 767,460.0 4.0 7 5.0 24,888.0 156,490.0 778,800.0 5.0 10.0 39,422.0 153,670.0 5.0 774,150.0 7 18.0 77,454.0 150,390.0 752,740.0 5.0 reHOAG5A.wsd -27- TABLE 3 (cont.) CO2, 02 AND N2 IN SOIL BORING GAS (PPM VN) Soil Boring No. Depth (ft.) CO2 02 N2 N2/02 8 5.0 23,005.0 125,980.0 847,600.0 6.7 10.0 33,876.0 174,460.0 766,110.0 4.4 8 19.0 68,748.0 142,720.0 756,780.0 5.3 9 5.0 24,012.0 164,350.0 798,530.0 4.9 10.0 25,623.0 165,280.0 799,180.0 4.8 9 23.0 27,532.0 163,910.0 808,060.0 4.9 10 5.0 21,530.0 177,910.0 793,420.0 4.5 10.0 28,250.0 179,750.0 797,320.0 4.4 10 16.0 26,299.0 174,050.0 791,610.0 4.5 11 5.0 25,611.0 ,789,540.0 4.4 177,630.0 10.0 28,453.0 175,850.0 794,250.0 4.5 11 23.0 30,336.0 174,240.0 792,570.0 4.5 12 5.0 24,325.0 184,630.0 784,430.0 4.2 10.0 29,421.0 182,450.0 787,160.0 4.3 12 15.0 33,374.0 186,310.0 795,370.0 4.3 reHOAG5B.wed -28- TABLE 4 BENZENE, TOLUENE, ETHYLBENZENE AND XYLENES IN SOIL BORING GAS (uVL) Soil Boring No. Depth (ft.) Benzene Toluene Ethyl- benzene Xylenes 2 25.0 <0.1 <0.1 <0.1 0.3 3 25.0 <0.1 <0.1 <0.1 0.4 4 20.0 <0.1 <0.1 <0.1 0.4 5 25.0 <0.1 <0.1 <0.1 0.3 6 15.0 <0.1 0.5 <0.1 1.6 7 18.0 <0.1 0.3 <0.1 1.3 8 19.0 <0.t <0.1 <0.1 <0.2 9 23.0 <0.1 <0.1 <0.1 <0.2 10 16.0 <0.1 <0.1 <0.1 <0.2 11 23.0 <0.1 <0.1 <0.1 <0.2 12 15.0 <0.1 <0.1 <0.1 <0.2 Blank n/a <0.1 <0.1 <0.1 <0.2 reHOAGBA.wad -29- TABLE 5 TOTAL RECOVERABLE PETROLEUM HYDROCARBONS (TRPH) IN SOIL (mg/kg) Soil Boring No. Depth (ft.) TRPH 1 5.0 <30.0 1 10.0 <30.0 2 5.0 <30.0 2 25.0 <30.0 3 5.0 <30.0 3 25.0 <30.0 4 5.0 34.0 4 20.0 34.0 5 ' 5.0 45.0 5 25.0 39.0 5 5.0 67.0 6 15.0 <30.0 7 5.0 34.0 7 18.0 61.0 8 5.0 220.0 8 19.0 40.0 9 5.0 61.0 9 23.0 40.0 10 5.0 40.0 10 16.0 34.0 reHOAG6B.wsd -30- TABLE 5 (cont.) TOTAL RECOVERABLE PETROLEUM HYDROCARBONS (TRPH) IN SOIL (mg/kg) Soil Boring No. Depth (ft.) TRPH 11 5.0 34.0 11 23.0 34.0 12 5.0 <30.0 12 15.0 <30.0 reHOAG8C.wsd Soil Boring No. Depth (ft.) pH 5 . 5.0 7.7 6 5.0 7.6 7 18.0 7.7 8 5.0 4.3 9 5.0 6.3 10 5.0 7.6 OP Chemical Concentration Chemical Concentration Acetone 230.0 Ethylbenzene . <5.0 Benzene <5.0 2-Hexanone <10.0 Bromodichloromethane <5.0 Methylene Chloride <15.0 Bromoform <5.0 4-Methyl-2-pentanone <10.0 Bromomethane <10.0 Styrene <5.0 2-Butanone <10.0 1,1,2,2-Tetrachloroethane <5.0 Carbon disulfide 48.0 Tetrachloroethene <5.0 Carbon tetrachloride <5.0 1,1,1-Trichioroethane <5.0 Chlorobenzene <5.0 1,1,2-Trichloroethane <5.0 Chlorodibromomethane <5.0 Trichloroethene <5.0 Chloroethane <10.0 Toluene <5.0 2-Chloroethylvinyl ether <10.0 Vinyl acetate <10.0 Chloroform . <5.0 Vinyl chloride <10.0 Chloromethane <10.0 Total Xylenes <5.0 1,1-Dichloroethane <5.0 1,2-Dichbroethene <5.0 Total 1,2-Dichloroethenes <5.0 1,2-D1chloropropane <5.0 cis-1,3-Dichloropropene <5.0 trans-1,3-Dichloropropene <5.0 Metal Concentration Antimony <5.0 Arsenic 5.9 Barium 100.0 Beryllium <5.0 Cadmium <5.0 Chromium 25.0 Cobalt <5.0 Copper r 38.0 Lead <5.0 Mercury <10.0 Molybdenum 6.6 Nickel 39.0 Silver <5.0 Thallium <5.0 Vanadium 29.0 Zinc 90.0 Selenium <10.0 H2S CONCENTRATION IN SOIL BORING GAS (ppm v/v) Soil Boring No. Depth (ft.) H2S 1 5.0 <1.0 1 10.0 <1.0 2 5.0 <1.0 10.0 <1.0 2 25.0 4.0 3 5.0 2.0 10.0 <1.0 3 25.0 <1.0 4 5.0 <1.0 • 10.0 3.0 4 20.0 3.0 5 5.0 <1.0 10.0 <1.0 5 25.0 3.0 6 5.0 <1.0 10.0 <1.0 6 15.0 <1.0 7 5.0 <1.0 10.0 <1.0 7 18.0 3.0 H2S CONCENTRATION IN SOIL BORING GAS (ppm v/v) Soil Boring No. Depth (ft.) H2S 8 5.0 <1.0 10.0 <1.0 8 19.0 <1.0 9 5.0 <1.0 10.0 <1.0 9 23.0 <1.0 10 . 5.0 <1.0 • 10.0 <1.0 10 16.0 <1.0 11 5.0 <1.0 10.0 <1.0 11 23.0 <1.0 12 5.0 <1.0 10.0 <1.0 12 15.0 <1.0 a - 36 - APPENDIX I "PRELIMINARY GEOCHEMICAL SITE EVALUATION OF EXISTING RELIEF WELLS, GASEOUS FLARE, SOIL, WATER AND AIR ON A PORTION OF HOAG MEMORIAL HOSPITAL PRESBYTERIAN PROPERTY: NEWPORT BEACH, CALIFORNIA" O PRELIMINARY GEOCHEMICAL SITE. EVALUATION OF EXISTING RELIEF WELLS, GASEOUS FLARE, SOIL, WATER AND AIR ON A PORTION OF HOAG MEMORIAL HOSPITAL PRESBYTERIAN PROPERTY NEWPORT BEACH, CALIFORNIA 22 APRIL 1992 PREPARED FOR: LSA ASSOCIATES INC. IRVINE, CALIFORNIA PREPARED BY: GEOSCIENCE ANALYTICAL, INC. 4454 INDUSTRIAL STREET SIMI VALLEY, CA 93063 2 THE INFORMATION CONTAINED HEREIN I8 SUBMITTED FOR THE SOLE AND EXCLUSIVE USE OF LSA ASSOCIATES INC. AND THE CITY OF NEWPORT BEACH AND SHALL NOT BE DISCLOSED OR FURNISHED TO ANY OTHER ENTITY, CORPORATION, OR THIRD PARTY, FOR PURPOSES OUTSIDE THE SPECIFIC SCOPE AND INTENT OF THIS CONTRACT, WITHOUT THE EXPRESS WRITTEN CONSENT OF GEOSCIENCE ANALYTICAL, INC. ANY UNAUTHORIZED DISSEMINATION OR REUSE OF THIS DOCUMENT WILL BE AT THE USER'S SOLE RISK AND WITH THE CONDITION THAT GEOSCIENCE ANALYTICAL, INC. BE HELD HARMLESS FROM ANY AND ALL CLAIMS FOR LOSSES OR DAMAGES AND EXPENSES ARISING OUT OF OR RESULTING FROM SUCH UNAUTHORIZED DISCLOSURE OR REUSE. THE ENVIRONMENTAL SERVICES OUTLINED IN THIS REPORT HAVE BEEN CONDUCTED IN ACCORDANCE WITH CURRENT PRACTICE AND THE STANDARD • OF CARE EXERCISED BY ENVIRONMENTAL CONSULTANTS PERFORMING SIMILAR TASKS IN THE SOUTHERN CALIFORNIA AREA. ONLY LIMITED SAMPLING AND CHEMICAL ANALYSES WERE INCLUDED IN THIS• ASSESSMENT. IN THE EVENT ANY CONDITIONS DIFFERING FROM, OR ADDITIONAL TO, THOSE DESCRIBED IN THIS ASSESSMENT ARE ENCOUNTERED AT A LATER TIME, GEOSCIENCE ANALYTICAL, INC. RESERVES THE RIGHT TO REVIEW SUCH CONDITIONS AND TO MODIFY, AS APPROPRIATE, THE ASSESSMENTS AND ANY CONCLUSIONS PROVIDED IN THIS REPORT. Fleet E. Rust, Ph.D. Registered Environmental Assessor a ;b ► 3 CONTENTS 1.0 Contractor's Disclaimer 4 2.0 Summary 6 3.0 Field Sampling Procedure 10 4.0 Analytical Methods 13 5.0 Results and Discussion 6.0 Appendices 6.A. 6.B. 6.C. Table 1: 6.D. Table 2: 6.E. Table 3: 6.F. Table 4: 6.G. Table 5: 6.H. 6.I. 6.J. 6.K. 6.L. Table 6: Table 7: Appendix Appendix Appendix Figure 1: Site Plan Figure 2: Flare Thermal Gradient 16 21 22 . • 23 Sampling Site Locations • 24 C1-C4 Hydrocarbons in Gas . • 31 C5-C7 Hydrocarbons in Gas • 34 CO2, 02 and N2 in Gas . . ▪ 37 Hydrogen Sulfide and Sulfur Dioxide in Gas 41 Corrosivity of Water and Soil • 43 Aromatic Hydrocarbons in Gas • 44 B: Health and Safety Plan . 46 C: Chain -of -Custody Records . 69 D: Laboratory Results . 77 • • le - 4 - 1.0 CONTRACTOR'S DISCLAIMER PROFESSIONAL SERVICES HAVE BEEN PERFORMED BY GEOSCIENCE ANALYTICAL, INC. USING THAT DEGREE OF CARE AND SKILL ORDINARILY EXERCISED, UNDER SIMILAR CIRCUMSTANCES, BY REPUTABLE GEOCHEMISTS PRACTICING IN SOUTHERN CALIFORNIA. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE INFORMATION AND ADVICE INCLUDE. IN THIS REPORT. WE HAVE NOT INSPECTED OR PASSED JUDGMENT UPON THE WORK OF ANY OIL COMPANY, THEIR CONTRACTORS OR THEIR SUBCONTRACTORS, IN CAPPING OIL OR GAS WELLS LOCATED ON THE SUBJECT PROPERTIES WHICH ARE IDENTIFIED IN THIS REPORT. WE HAVE NOT REVIEWED ANY PUBLIC OR PRIVATE RECORDS, IN SEARCH OF THE EXISTENCE OR LOCATION OF OTHER OIL OR GAS WELLS, HIDDEN, VISIBLE, OLD OR INADEQUATELY CAPPED, WHICH MIGHT BE LOCATED ON OR NEAR THE SUBJECT PROPERTY, WHETHER SUCH WELLS'MIGHT BE KNOWN OR UNKNOWN TO THE CALIFORNIA DIVISION OF OIL AND GAS. WITHOUT IN ANY WAY LIMITING OR QUALIFYING THE FOREGOING, BY REQUESTING OR RELYING UPON THIS REPORT, YOU WILL BE DEEMED TO ACKNOWLEDGE: (1) WE ARE NOT TO BE HELD LIABLE BY YOU, OR ANY PARTY CLAIMING THROUGH YOU, OR ANY PERSON INJURED UPON THE• PROPERTY, FOR ANY LOSS, COST, LIABILITY, EXPENSE, ATTORNEYS FEES AND COSTS, OR CONSEQUENTIAL DAMAGES OCCURRING AS A RESULT OF ERRORS OR OMISSIONS ON THE PART OF THE STATE OF CALIFORNIA, THE CITY OF NEWPORT BEACH, THE REDEVELOPMENT AGENCY OF THE CITY OF NEWPORT BEACH, OR ANY OIL COMPANY, OR THEIR CONTRACTORS OR 5 SUBCONTRACTORS IN CAPPING THE OIL. OR GAS WELL(S) IDENTIFIED IN THIS REPORT, OR: (2) AS A RESULT OF BREAKAGE OF OR SEEPAGE FROM UNDER THOSE OIL OR GAS' WELL CAPS, OR AS A RESULT OF THE MIGRATION AND SUBSEQUENT EXPLOSION OF BIOGENIC GAS, AS A RESULT OF EARTH -SHAKING ASSOCIATED WITH EARTHQUAKES, EXPLOSIONS, EXCAVATION, DEMOLITION, SEISMIC VELOCITY TESTING, SOIL TESTING, WELL DRILLING OR THE LIKE; AND (3) WE HA"E DISCLOSED TO YOU THAT, IN OUR OPINION AS PROFESSIONAL GEOCHEMISTS, IT IS UNWISE TO BUILD STRUCTURES OR PAVED SURFACES OVER ABANDONED OIL OR GAS WELLS, OR WITHIN A HIGH POTENTIAL METHANE ZONE, GIVEN THE RISKS DESCRIBED IN (2) ABOVE, WITHOUT SATISFACTORY MITIGATION. - 6 - 2.0 SUMMARY Hoag Memorial Hospital Presbyterian (Hoag Hospital) has submitted an application for development which is the subject of a Draft Environmental Impact Report dated October 1991 that is currently undergoing review by the City of Newport Beach. Part of that Master Plan addresses future development of the "Lower Campus": a parcel of ,,a immediately to the north of West Coast Highway, east of Superior Avenue and below the Newport Bluffs which is the site of Villa Balboa and Sea Faire Condominiums. Concerns have been raised about possible adverse affects soil gas conditions on the Lower Campus may have during construction of new facilities and further into the future. In order to address those concerns GeoScience Analytical, Inc. was retained by LSA Associates, Inc. to undertake a preliminary soil, surface water and atmospheric gases sampling and analytical program. Neither LSA Associates, Inc. as client, nor Hoag Hospital, as property owner, placed any constraints on the Contractor, nor did they suggest any interpretation of the data which were generated prior to completion of this report. On account of the preliminary nature of this study and the limited number of locations sampled hereunder, individual results may vary due to wind velocity, wind direction, barometric pressure, air temperature, and other variables. Three gas extraction wells currently exist on the Lower Campus site which are removing approximately 5,000 MCF of subterranean gas per month from well depths as great as 100 feet below grade (Ninyo & Moore, "Assessment of Hydrogen Sulfide and Methane Gas Hoag Hospital Master Plan", January 14, 1992). Currently this gas is being flared. Before combustion, the gas contains approximately 4,000 ppm (v/v) of hydrogen sulfide and is 46.0% by volume methane along with carbon dioxide nitrogen and oxygen. The nitrogen and oxygen are thought to be derived from ambient air. The oxygen concentration has been significantly depleted as a result bacterial methane oxidation. The gas was extremely "dry" that it contained only trace levels of heavier homologues (14.0%), of in of methane indicative of an early diagenetic production and/or in situ biodegradation. After flaring, indicate that the methane is reduced hydrogen sulfide is below the limits preliminary results to background levels and of detection in the air (0.1 ppm v/v). The combustion product of hydrogen sulfide, sulfur dioxide, is also beneath the limits of detection (0.1 ppm v/v) in all samples analyzed. Air samples collected from both the building interiors and roof vents of subterranean vent systems beneath the Child Care and Cancer Centers contained only background concentrations of methane with hydrogen sulfide below the limits of detection. Soil gas samples collected from the area of the wetland's and surrounding near surface soils contained methane concentrations from 8.1 ppm to 3,360 ppm or 6.3% of the lower explosive limit. - 8 Prior to the installation of gas remediation systems along West Coast Highway and within the Newport Beach Townhomes, this same area of the wetlands and surrounding soils contained concentrations of methane as high as 536,000 ppm (GeoScience Analytical, Inc., "Geochemical Investigation of near Surface Hydrocarbon Gas Accumulatlions in Soil on a Portion of Newport Beach Townhomes and 43rd and 44th Streets", March 22, 1990). With installation of two passive gas extraction systems, however, the surficial combustible gas concentrations have been reduced by more than 99.0% from 536,000 ppm to a high of 4,762 ppm. Carbon dioxide (CO2) concentrations within the Child Care Center and Cancer Center interior air spaces and outside in the open atmosphere were determined. Within the Child Cara Center and Cancer Center the carbon dioxide concentration ranged from 1,800 to 3,000 ppm v/v and outside ambient air at 4' above ground level was 1,200 ppm. Samples recovered from the roof elevations downwind of the flare contained approximately 6,000 ppm v/v of carbon dioxide. Interior carbon dioxide concentrations were below levels of concern according to applicable Federal governmental standards (Occupational Safety & Health Administration, ''Limits for Air Contaminants", July 1989, Table Z-1-A). Measurements were made for the presence of benzene, toluene, ethylbenzene and xylenes in samples recovered from within the Child Care Center and Cancer Center as well as ambient air • - 9 - and subslab vents. In all cases concentrations were less than the limit of detection of 0.5 ppm v/v. Flare feedstock was also analyzed for these aromatic hydrocarbons. Feedstock gas contained less than the detection limits of benzene, toluene and ethylbenzene. Xylenes were present at less than 2.0 ppm v/v in the feedstock gas. The absence of these compounds is in agreement with an immature shallow source for the gas which is produced by early diagenetic reactions at low temperature. Samples collected from the wetlands contained no aromatic hydrocarbons above the limits of detection. Soil and water corrosivities were determined on samples taken from the wetlands. All pH measurements were within the neutral range being neither acidic nor basic. A comprehensive Health and Safety Plan, attached herewith as Appendix B, assured all aspects of site safety during all sampling activities. Anticipated elevated levels of hydrogen sulfide and methane were of primary importance. 3.0 FIELD SAMPLING PROCEDURES Applicable EPA protocol was adhered to during all phases of the sampling activities (U.S. Environmental Protection Agency, "Test Methods for Evaluating Solid Wastes", Third Addition, 1986, SW-846; California Dept. of Health Services, "California Site Mitigation Decision Tree Manual", 1986). Chain -of -Custody records were maintained and are included herewith as Appendix C. A comprehensive Health and Safety Plan, attached herewith as Appendix B, assured all aspects of site safety during all sampling activities. Anticipated elevated levels of hydrogen sulfide and methane were of primary importance. Gaseous samples were of two types: those collected in 1 liter Tedlar bags and those collected in 250 cc glass containers sealed with inert teflon stoppers. Tedlar bags (SKC Type 232-01 equipped with a polypropylene valve) were filled with an oiless bayton Speedaire pump model 2Z866. Connections between the pump and the Tedlar bag were made with 1/8" O.D. teflon tubing type TD2-03420. For sampling in remote areas such as roof vents, teflon tubing was used for the intake. For air sampling in accessible spaces such as rooms, ground level atmosphere or open space on roofs the pump intake was directly open to the atmosphere. All Tedlar bag samples, once collected, were stored in the dark. Glass sampling vessels were filled with distilled water and stoppered with a teflon septum leaving no headspace gas. Gas sampling was accomplished with a gas tight syringe and samples were stored in the glass vessels by water displacement. No atmospheric contamination or outgassing of the teflon occurs with this method. In by opening the vessel then stoppered with a some cases, ambient atmosphere was sampled and draining the water. The container was sample of ambient air within. Soil gas samples were collected by driving a four (4) foot probe into the soil with a slide hammer. A 1/8" teflon tube, described above, attached to a thin stainless steel rod was then lowered 4' into the probe hole. An air tight 60cc syringe was affixed to the uphole end of the tubing and one sample withdrawn to flush the tubing. Samples were withdrawn and injected into glass containers described previously. Soil samples were collected for pH measurements by removing the top 6" of soil with a spade. The soil was further disaggregated with a spatula and approximately 400 grams of soil removed with a teflon spatula and placed in a precleaned jar. The jar was sealed with a teflon lined lid and stored at ten (10) degrees Celsius in a cooler. Water samples were collected in 200cc precleaned containers by simple submergence, and were also stored at ten (10) degrees Celsius. Extraction well gas is pumped at a pressure higher than atmospheric. Therefore gas well samples required no use of secondary pumping. For tedlar bag samples, a 1/8" teflon tube was utilized to connect the well valve on the high pressure side w; - 12 - of the pump to the polypropylene valve on the tedlar bag. The well pump valve was "cracked" open to flush the teflon tubing of atmospheric contamination and then the inlet of the polypropylene valve on the tedlar bag was affixed to the teflon tubing and opened, allowing the bag to fill. The valve was then closed and the tedlar bag stored in the dark. The glass containers were inverted over the teflon tubing and the incoming gas simply displaced the water. The tubing was then removed and the containers stoppered. A composite sample of all the wells was obtained in this fashion. Individual wells were sampled by isolating two (2) wells and letting the in line compressor operate for five (5) minutes to flush all composite gas from the lines. Samples were then taken as described above. Temperature measurements of the flare and thermal plume were also taken. Since the flame is approximately 20' above ground surface, the thermocouple was attached to, but insulated from, a 20' long metal pole. The thermocouple was moved to various locations within the flame and plume. At each position of a desired temperature measurement, the thermocouple was held in place until the voltage measurement stabilized. - 13 - 4.0 ANALYTICAL XETHODB Samples were analyzed by Certified Testing Laboratories, an independent testing laboratory certified by numerous California governmental agencies in addition to the Environmental Protection Agency. Chain -of -Custody forms were maintained during all aspects of the program and are made a part of the record as Appendix C, attached. Analyses were performed according to applicable EPA protocol (U.S. Environmentai Protection Agency, "Test Methods for Evaluating Solid Wastes", Third Addition, 1986, SW-846) or ASTM Methods where no EPA protocol has been established. Hydrogen Sulfide/Sulfur Dioxide Tedlar bag samples were analyzed for their H2S and/or SO2 content with a'gas chromatograph equipped with a Hall detector according to EPA Method 15(mod.). All samples were analyzed within 72 hauls of collection. Results are reported as parts -per -million (ppm) volume/volume. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. Benzene/Toluene. Ethvlbenzene/Xvlenes (BTXE) 'Tedlar bag samples were analyzed for their applicable aromatic hydrocarbon content by gas chromatography using a photo - ionization detector according to EPA Method 8020. Results are reported as parts -per -million (ppm) volume/volume. Applicable Cu. - 14 - QA/QC protocol was followed including standardization, blanks and replicate analyses. Corrosivitv (pH) The corrosivity of the soil and water samples was measured according to EPA Method 9040 using a calibrated electrode. Results are reported as standard pH units. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. Carbon Dioxide, Oxvaen and Nitrogen Samples were analyzed according to ASTM Method D1946. Gas container samples were analyzed for their CO2, 02 and N2 content using a Carle Model 8700 gas chromatograph equipped with a thermal conductivity detector. The carrier gas is helium at a flow rate of 30 cc/min. Two stainless steel 1/8" O.D. packed columns in tandem are used for the separation: an 8.0' 50/80 mesh mixture of 80% PPN/20% PPQ porapack followed by a 6.0' molecular sieve 5A 60/80 mesh. Quantitation is with an HP Model 3390A electronic integrator. Results are reported as parts -per -million (ppm) volume/volume. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. Cl-C7 Hydrocarbons Glass container samples were analyzed for their methane, ethane, .n . - 15 - ethylene, propane, propylene, isobutane, n-butane, isopentane, n-pentane, isohexane, n-hexane, isoheptane and n-heptane content using a model 2400 dual column Varian gas chromatograph equipped with flame ionization detectors. The separation is achieved with an 8.0' stainless steel 1/8" O.D. column packed with 100/120 mesh alumina, Temperature programming occurs from 70 - 240 degrees Celsius at 15 degrees per minute. Quantitation is with an HP 3390A electronic integrator. Results are reported as parts -per -million (ppm) volume/volume. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. Flame Temperature The flame and thermal gradient plume was measured with an Omega Engineering Inc. Type K nickel -chromium alloy/ nickel -aluminum alloy thermocouple (Cromel-Alumel) affixed to a 20' steel tube. The voltage output was measured with a Model .9176 Varian strip chart recorder set at 50 mV full scale deflection. Power for the recorder was supplied by a 3500 watt generator. Results are reported as degrees Celsius. Calibration was performed before, during, and following field measurments. - 16 - 5.0 RESULTS AND DISCUSSION Hoag Memorial Hospital Presbyterian (Hoag Hospital) has submitted a Master Plan development application which is the subject of a Draft Environmental Impact Report dated October 1991 that is currently undergoing review by the City of Newport Beach. Part of that Master Plan addresses future development of the "Lower Campus", a parcel of land immediately to the north of West Coast Highway, east of Superior Avenue and below the Newport Bluffs which is the site of Villa Balboa and Sea Faire Condominiums. Seventy-three (73) samples were :Jilected from the soil and air of the subject property as part of the current study. Sample types and locations are iCentified in Table 1. The gas being supplied to the existing flare contains 46.0% methane (TAB. 2) and approximately 4,000 ppm of hydrogen sulfide (TAB. 5). These values, measured on four (4) distinct samples of flare feedstock, are in good agreement with previous studies of the well gas. The flare is currertly combusting approximately 50 lbs. of sulfur, as hydrogen sulfide, per day from the production of the shallow gas extraction wells. This effluent is not creating any detectable levels of hydrogen sulfide or sulfur • dioxide in the ambient air. Anticipated scrubbing of the feedstock to remove hydrogen sulfide will reduce the possibility of future atmospheric pollution due to sulfur from the extraction wells. 1. Air samples taken at the Child Care Center and the Cancer Center, as well as samples from throughout the site did not detect hydrogen sulfide or sulfur dioxide above the limits of detection (TAB. 5). Only trace levels of methane are present on the subject site, except for the area of the wetlands and in decaying surface vegetation. Four (4) samples taken from the roof and interior of the Child Care Center and Cancer Center were analyzed for an expected combustion product of methane, carbon dioxide, and a hydrogen sulfide combustion product, sulfur dioxide, and aromatic hydrocarbons. The background concentration of carbon dioxide in the atmosphere is approximately 350 ppm v/v in pristine environments ("Handbook of Chemistry & Physics", 53rd Addition, CRC Press). Automobiles, power plants and sewage decay are known large producers of carbon dioxide. Five (5) air sampler taken at an elevation of approximately 15 - 35 feet above grade contained carbon dioxide concentrations of approximately 5,500 ppm v/v (TAB. 4). The existing flare effluent was calculated to contain roughly 600,000 ppm v/v of carbon dioxide which is apparently undergoing dilution by a factor of 100'in the ambient air downwind of the flare. Nine (9) samples were analyzed for sulfur dioxide and did not contain SO2 above the level of detection of 0.1 ppm v/v which suggests that the SO2 reacted by conversion to sulfate (TAB. 5). Five (5) air samples which were collected from subslab vents did not contain levels of methane or other hydrocarbons above - 18 - background. Carbon dioxide concentrations were similar to that found in the surrounding air. No sulfur dioxide or hydrogen sulfide were detected in the vent gases above the limit of detection of 0.1 ppm v/v (TAB. 5). The maximum temperature of the flare was measured at approximately 600 degrees Celsius (FIG. 2) which means that the gas density is about one half its normal atmospheric value. Therefore,•the flare plume rises very quickly thereby mitigating any negative adverse impact on neighboring on -site buildings. The relatively low combustion temperature of the flare is caused by the very low BTU content of the gas (less than 500 BTU) which means that the formation of oxides of nitrogen is highly unlikely. The thermal gradient has been measured and is schematically represented in Figure 2. Sixteen (16) gas samples were collected at ground level throughout the Upper and Lower Campus areas and contained carbon dioxide concentrations ranging as high as 1,800 ppm v/v in a few cases during periods of reduced sea breezes (TAB. 4). These levels are the probable result of automobile exhaust and other combustion processes and do not pose a health risk. Existing governmental standards identify threshholds of 5,000 - 20,000 ppm v/v as levels of concern over extended periods of time within enclosed spaces. Five (5) representative gas samples were collected at shallow depths throughout the wetlands and surrounding areas. No samples contained hydrogen sulfide and/or sulfur dioxide at - 19 - levels above the detection limit of 0.1 ppm v/v. Methane in the air samples was less than 10.0 ppm v/v and methane in soil samples was less than 100 ppm v/v in most cases. At the far west end of the wetlands near the toe of the bluff a concentration of 3,360 ppm v/v methane was observed in the shallow soil gas and, in the median of West Coast Highway across from the east gate of Newport Beach Townhomes a concentration cf 4,762 ppm v/v of methane was observed. Two years ago, shallow methane soil gas concentrations in this area were found to be 536,000 ppm by volume. At that time two methane mitigation systems were installed that have reduced the soil gas concentrations of methane by more than 99.0%. Both systems were financed as the result of funds appropriated through the actions' of State Senator Marian Bergeson. One system was installed on the north side of West Coast Highway by Merrill Wright and the other system by GeoScience Analytical, Inc. on property owned by Newport Beach Townhomes. One gas sample was taken in a pile of composting grass clippings and contained 2,317.0 ppm v/v of methane (TAB. 2). Carbon dioxide was present at a concentration of almost 81,000 ppm v/v (TAB. 4). The grass pile was noticably warm and emitted an organic odor typically associated with composting vegetation. Decaying vegetation is a potent source of methane and carbon dioxide found in and around the wetlands. It is possible that the wetlands contribute substantially. to near surface methane found in the su::ficial soils and atmosphere. - 20 - Carbon dioxide concentration of the wetlands airspace, measured at seven (7) locations, was somewhat elevated over background levels of 350 ppm v/v. The carbon dioxide in the grass clippings would indicate that some comes from decaying vegetation in the wetlands. The balance may be from urban activities such as automobile exhaust, home heating, commercial heating, etc. as suggested by the elevated levels along West Coast Highway wad within parking lots of the Upper Campus (TAB. 4). Of seven (7) locations sampled, no ambient air samples or shallow soil gas samples contained benzene, toluene, ethylbenzene or x; •.::s at levels greater than the detection limit (TAB. 7). The flare feedstock was also void of these compounds with the exception of trace levels of xylene far below levels of concern: OSHA standards for xylene in the work place are from 100.0 - 150.0 ppm v/v while the flare feedstock contains less than 2.0 ppm v/v. Hydrocarbons are all flammable and are consumed by the flare. There is no detectable release of aromatic hydrocarbons on the site nor has a source been The pH of three (3) soil and four (4) water samples recovered from the wetlands was measured (TAB. 6). Soil samples were retrieved from a depth of 6" below grade and water was taken from the surface. Ail samples were neutral. In no case was an acidic or alkaline soil or water identified on the subject site. FIGURE 1 SITE PLAN SAMPLING LOCATIONS 0 AIR SAMPLE A SOIL SAMPLE 0 WATER SAMPLE o. cA • 4 .. •• a L 4.44••••••••• ecrortAr_ CANCER CENTER • I• WIND DIRECTION BURNER - 23 - FIGURE 2 FLARE EFFLUENT TEMPERATURE GRADIENT • • 0 • • • 600° C �+ 500° C 400° C 300° C 200° C 100° C 0 TEMPERATURE I .ASURE ENT LOCATION FROM COMPRESSOR/VACUUM PUMP 5.0 ft. Sample No. Sample Type TABLE 1 SAMPLING SITE LOCATIONS Location Date Time 92.04-04-1337-1 Bottle Child Care Center Roof April 4, 1992 1000 Subslab Vent Pipe 43.50 N of S Wall of Building 531 E of W Wall of Building 92-04-04-1337-2 Tedlar Child Care Center Roof April 4, 1992 1015 Subslab Vent Pipe 43.50 M of S Wall of Building 53/ E of W Wall of Building 92-04-04-1337-3 Tedlar Child Care Center Roof April 4, 1992 1021 Subslab Vent Pipe 43.51 N of S Well of Building 531 E of W Wall of Building 92-04-04-1337-4 Bottle Child Care Center Roof April 4, 1992 1046 Subslab Vent Pipe 81 S of N Well of Building 26' W of E Wall of Building Roof Elevation of 12.51 Above Grade 92-04-04-1337-5 ledlar Child Care Center Roof April 4, 1992 1059 Subslab Vent Pipe BP S.of N Wall of Building 261 W of E Wall of Building Roof Elevation of 12.51 Above Grade 92.04-04.1337-6 Tedlar Child Care Center Roof April 4, 1992 1120 Subslab Vent Pipe 8' S of N Wall of Building 261 W of E Wall of Building Roof Elevation of 12.51 Above Grade 92-04-04-1337-7 Bottle Child Care Center Roof April 4, 1992 1140 Atmosphere 41 Above Roof 211S of N Wall of Building 151 E of W Wall of Building 92-04-04-1337-8 Tedlar Child Care Center Roof April 4, 1992 1143 Atmosphere 41 Above Roof 211S of N Wall of Building 151 E of W Wall of Building 92-04-04-1337-9 Tedlar Child Care Center Roof April 4, 1992 1155 Atmosphere 41 Above Roof 211S of N Wall of Building 151 E of W Wall of Building 92-04-04-1337-10 Bottle Cancer Center Roof April 4, 1992 1220 Subslab Vent Pipe 181 NE of SW Wall 171 NW of SE Wall Roof Elevation of 29' Above Grade Semple No. Sample Type - 25 - TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 92-04-04-1337-11 Bottle ,ancer Center Roof April 4, 1992 1225 Subslab Vent Pipe 761 W of E Well 401 N of S Wall 92-04-04-1337-12 Bottle Cancer Center Roof April 4, 1992 1245 Subslab Vent Pipe 2/ S of N Wall 11/ W of E Well 92-04-04-1337-13 Tedlar Cancer Center Roof April 4, 1992 1300 Subslab Vent Pipe 760 W of E Wall 401 N of S Well 92-04-04-1337-14 Tedlar Cancer Center Roof April 4, 1992 1312 Subslab Vent Pipe 761 W of E Wall 401 N of S Wall 92-04-04-1337.15 Bottle 'Cancer Center ' April 4, 1992 1315 East End Elevator Shaft 92-04-04-1337-16 Tedlar Cancer Center April 4, 1992 1330 East End Elevator Shaft 92-04-04-1337-17 Tedlar Cancer Center April 4, 1992 1345 East End Elevator Shaft 92.04-04-1337-18 Bottle Child Care Center April 4, 1992 1403 Interior Air Space Preschool 1.Room 92-04-04-1337-19 Tedlar Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-20 Tedlar Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-21 Bottle Relief Well Ges Composite of All Wells 92-04-04-1337-22 Tedlar Relief Well Gas Composite of All Wells 92-04-04-1337-23 Tedlar Relief Well Gas Composite of All Wells 92-04-04-1337-24 Bottle Relief Well GU Well MS April 4, 1992 1410 April 4, 1992 1415 April 4, 1992 • 1445 April 4, 1992 1450 April 4, 1992 1455 April 4, 1992 1459 Sample No. Sample Type 92-04-04-1337-25 Tedter 92-04-04-1337-26 Tedlar 92-04-04-1337-27 Bottle 92-04-04-1337-28 Tedlar 92-04-04-1337-29 Tedlar 92-04-04-1337-30 Bottle 92-04-04-1337-31 Tedlar 92-04.04-1337-32 Tedlar 92-04-04-1337-33 Bottle TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Relief Well Gas Well B5 Relief Well Gas Well M5 Relief Well Ges Well N6 Relief Well Ges Well N6 Relief Well Ges Well M6 Relief Well Gas Wall M7 Relief Well Gas Well *7 Relief Well Ges Well M7 Flare Plume Air Sample 241 Above Crade 211 Down Wind from Flare Date Time April 4, 1992 1505 April 4,. 1992 1508 'April 4, 1992 1510 April 4, 1992 1515 April 4, 1992 1518 April 4, 1992 1520 April 4, 1992 1532 April 4, 1992 1540 April 4, 1992 1545 ' 92-04-04-1337-34 Tedlar .Flare Plume April 4, 1992 1549 Air Sample 241 Above Grade 211 Downwind from Flare 9244.04-1337-35 tcdler Flare Plume April 4, 1992 1555 Air Sample 241 Above Grade 211 Downwind from Flare 92-04-04-1337-36 Bottle •Flare Plume April 4, 1992 1610 Air Sample 24/ Above Grade 411 Downwind from Flare 92-04-CS-1337-37 Tedter Flare Plume April 4, 1992 1632 Air Sample 241 Above Grade 41/ Downwind from Flare • gib Sample No. Semple Type — 27 — TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 92-04.04-1337-38 Tedlar Flare Plume April 4, 1992 1645 Air Sanvle 24' Above Grade 41' Downwind from Flare 92-04-04-1337-39 Bottle Flare Plume April 4, 1992 1655 Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-40 reciter Flare Plume April 4, 1992 1710 Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-41 Tedlar Flare Plume April 4, 1992 1720 Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-42 Bottle Flare Plume April 4, 1992 1735 Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-43 Tedlar Flare Plume April 4, 1992 1745 Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-44 Tedlar Flare Plume April 4, 1992 1759 Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-45 Bottle Grass Cuttings in Pile April 4, 1992 1810 60' S of Flare on Ground 6" Inside of Pile 92-04-04-1337-46 Bottle Wetlands Soil April 4, 1992 1815 6" Below Grade 78' N of Well 7 130' W of Well 7 92-04-04-1337-47 Bottle Wetlands Water April 4, 1992 1826 78' N of Well 7 130' W of Well 7 92-04-04-1337-48 Bottle Wetlands Soil Probe Gas April 4, 1992 1835 4' Below Grade 78' N of Well 7 130' W of Well 7 c • .f'c� Sample No. Sample Type TABLZ 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 92-04-04-1337-49 Bottle Wetlands Water April 4, 1992 1841 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-50 Bottle Wetlands Soil Probe Gas April 4, 1992 1849 4' Below Grade 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-51 Bottle Wetlands Soil April 4, 1992 1855 6" Below Grade 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-52 Bottle Wetlands Water April 4, 1992 1901 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92.04-04-1337-53 Bottle Wetlands Soil April 4, 1992 1905 6" Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-54 Bottle Wetlands Soil Probe Gas April 4, 1992 1909 4' Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-55 Tedler Wetlands Atmosphere April 4, 1992 1915 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhemes' East Gate 92-04-04-1337-56 Tedlar Wetlands Atmospiure April 4, 1992 1921 4' Above Grade 40' II of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337.57 Tedlar Wetlands Soil Probe Gas, April 4, 1992 1928 4' Below Grade 40' N of West Coast Highway Directly N of Newport Townhames, East Gate TABLE 1 (cont.) SAMPLING SITE LOCATIONS Semple No. Sample Type Location Date Time 92-04-04-1337-58 Bottle Wetlands Atmosphere April 4, 1992 1935 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-59 Bottle Wetlands Soil Probe Gas April 4, 1992 1942 4' Below Grade 70' W of Existing Gas Vent 25' N of West Coast Highway Toe of Bluff at W End 92-04-04-1337-60 Bottle Wetlands Water April 4, 1992 1950 65' W of Existing Gas Vent 40' N of West Coast Highway Toe of Bluff at W End 92-04-04-1337-61 Bottle Soil Probe Gas April 4, 1992 1956 4' Below Grade Median on West Coast Highway S of Existing Gas Vent Directly N of Newport Townhomes' East Gate 92-04-06-1337-1 Bottle Atmosphere April 6, 1992 1600 4' Above Grade Baia of Flare 92-04-06-1337-2 Bottle Atmosphere April 6, 1992 1610 4' Above Grade Base of Flare 50' Upwind of Flare 92-04-06-1337-3 Bottle Atmosphere April 6, 1992 4' Above Grade on Bike Trail Directly N of Flare 92-04-06-1337-4 Bottle Atmosphere April 6, 1992 4' Above Grade on Bike Trail 300' E of Flare 92-04-06-1337-5 Bottle Atmosphere April 6, 1992 Child Care Center Playground 4' Above Grade 92-04-06-1337-6 Bottle Atmosphere April 6, 1992 Child Care Center Employee Lounge Room Interior 4' AUove Grade Semple No. Sample Type - 30 - TABLE 1 (cant.) SAMPLING SITE LOCATIONS Location Date Time 92.04-06-1337-7 Bottle Atmosphere April 6, 1992 1648 4' Above Grade on Bike Trail Terminus with Main Hospital Visitor Parking Road 92-04-06-1337-8 Bottle Atmosphere April 6, 1992 1655 4' Above Grade Upper Campus Fishbeck Building Parking Lot 92-04-06-1337-9 Bottle Atmosphere April 6, 1992 1659 4' Above Grade Upper Campus Entrance to Emergency Room Parking Lot 92-04-06-1337-10 Bottle Atmosphere April 6, 1992 1705 4' Above Grade Cancer Center Entrance 92-04-06-1337-11 Bottle .Atmosphere April 6, 1992 1710 4' Above Grade Child Care Center E End of Parking Lot 92-04-06-1337-12 Bottle Atmosphere April 6, 1992 1722 4' Above Grade Cancer Center W End of Staff Parking Lot It • - 31 - TABLE 2 C1-C4 HYDROCARBONS 1N GAS SAMPLE (ppm) Sample No. Location C1 C2 C2: C3 C3: iso-C4 16-04 92-04-04-1337-1 92-04-04-1337-4 Child Care Center Roof Subslab Vent Pipe 43.5' N of S Wall of Building 53' E of W Wall of Building Child Care Center Roof Subslab Vert Pipe 8' S of N Wall of Building 26' W of E Wall of Building Roof Elevation of 12.5' Above Grade 92-04.04-',337-7 Child Care Center Roof Atmosphere 4' Above Roof 21'S of N Wall of Building 15' E of W Wall of Building 92-04-04-1337-10 Cancer Center Roof Subslab Vent Pipe 18' NE of SW Wall 17' NW of SE Wall Roof Elevation of 29' Above Grade 92-04-04-1337-11 Cancer Center Roof Subslab Vent Pipe 76' W of E Wall 40' N of S Wall 92-04.04-1337.12 Cancer Center Roof Subslab Vent Pipe 2' S of N Wall 11' W of E Wall <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 1.9 <0.1 <0.1 <0.1 <0.1 40.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 1.9 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 92-04-04-1337-15 Cancer Center 3.5 <0.1 <0.1 <0.1 <0.1 <p.1 <0.1 East End Elevator Shaft 92-04-04-1337-18 Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-21 Relief Well Gas Composite of All Wells 92-M-04-1337-24 Relief Well Gas Welt05 9244.04.1337-27 Relief Well Gas Well 06 2.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 458,330.0 406.0 <0.5 27.9 <0.5 5.2 6.7 576,100.0 480.0 <0,5 26.5 <0.5 5.1 5.2 407,390.0 382.0 <0.5 27.6 <0.5 5.2 7.5 • • - 32 - TABLE 2 (cont.) C1-C4 HYDROCARBONS IN GAS SAMPLE (ppm) • Sample No. Location C1 C2 C2: C3 C3: iso-C4 n-C4 92-04-04-1337-30 Relief Well Gas 412,730.0 405.0 <0.5 29.8 <0.5 5.7 8.0 Well #7 . 92-04-04-1337.33 Flare Plume 13.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Air Sample 24' Above Grade 21' Downwind from Flare 92-04-04-1337-36 Flare Plume 20.7 <0.1 <0.1 <0.1 <0.1 Air Sample 24' Above Grade 41' Downwind from Flare 92-04-04-1337-39 Flare Plume 52.2 <0.1 <0.1 <0.1 <0.1 Air Sample 24' Above Grade 20' Upwind from Flare 00. 92-04-04-1337-42 Flare Plume 25.7 <0:1 <0.1 <0.1 <0.1 Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-45 Grass Cuttings in Pile 2,317.0 0.4 0.1 0.2 <0.1 60' S of Flare on Ground 6" Inside of Pile 92-04-04-1337-48 Wetlands Soil Probe Gas 4' Below Grade 78' N of Well 7 130' W of Well 7 92-04-04-1337-50 Wetlands Soil Probe Gas 4' Below Grade 100' N of Wost Coast Highway 300' W of Well 7 92.04-04-1337-54 Wetlands Soil Probe Gas 4' Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-58 Wetlands Atmosphere 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' 8.1 30.5 0.3 0.1 0.2 0.1 0.2 <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 91.3 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 3.2 0.5 <0.1 <0.1 <0.1 <0.1 if • • e 41 0 • m a y^5 Wetlands Soil Probe Gas 4' Below Grade 70, W of Existing Gas Vent 25' N of West Coast Highway Toe of Bluff at W End Soil Probe Gas 4' Below Grade Median on West Coast Highway S of Existing Gas Vent Directly N of Newport Townhomes' East Gate 3,360.0 4,762.0 2.7 0.4 <0.1 <0.1 0.3 0.4 <0.1 <0.1 - 33 - TABLE 2 (cont.) CI-C4 HYDROCARBONS 1N GAS SAMPLE (ppm) Sample No. Location C1 C2 C2: C3 C3: iso-C4 n-C4 92-04-04-1337-S9 92.04-04.1337-61 1.7 0.2 <0.1 <0.1 • TABLE 3 C5-C7 HYDROCARBONS IN GAS SAMPLE CpPm) Sample No. Location Iso-05 N-CS Iso-C6 N-C6 Iso-C7 N-C7 92-04-04-1337-1 Child Care Center Roof Subslab Vent Pipe 43.5, N of S Wall of Building 53, E of W Wall of Building <0.1 <0.1 92-04-04-1337-4 Child Care Center Roof <0.1 <0.1 Subslab Vent Pipe 8, S of N Wall of Building 26, W of E Wall of Building Roof Elevation of 12.5, Above Grade 92.04-04-1337-7 Child Care Center Roof Atmosphere 4' Above Roof 21'S of N Wall of Building 15, E of W Well of Building 92-04-04-1337-10 Cancer Center Roof Subslab Vent Pipe 18, NE'of SW Wall 17/ NW of SE Wall Roof Elevation of 29, Above Grade 92-04-04-1337-11 Cancer Center Roof Subslab Vent Pipe 76, W'of E Wall 40, N of S Wall ' 92-04-04-1337-12 Cancer Center Roof Subslab Vent Pipe 2, S of N Wall 11, W of E Wall 92-04-04-1337-15 Cancer Center East End Elevator Shaft 92-04-04-1337-18 Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-21 Relief Well Gas Composite of All Wells 92-04-04-1337-24 Relief Well Gas Well OS 92-04-04-1337-27 Relief Well Gas Well 06 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 2.7 <0.1 5.9 <0.1 3.7 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 2.8 1.9 6.9 <0.5 3.3 <0.5 2.2 1.5 3.2 <0.5 <0.5 <0.5 3.0 2.2 . 7.2 1.0 0.9 <0.5 - 35 - TABLE 3 (cont.) C5-C7 HYDROCARBONS IN GAS SAMPLE (ppn) Sample No. Location Iso-05 N-05 Iso-C6 N-C6 Iao-C7 N-C7 92.04-04-1337-30 92-04-04-1337-33 92-04-04-1337-36 92-04-04-1337-39 92-04-04-1337-42 92-04-04-1337-45 Relief Well Ges Well N7 Flare Plume Air Sample 24/ Above Grade 21, Down.Wind from Flare Flare Plume Air Sample 24, Above Grade 41, Downwind from Flare Flare Plume Air Semple 240 Above Grade 20, Upwind from Flare Flare Plume Air Sample 24, Above Grade 40, Upwind from Flare Grass Cuttings in Pile 60, S of Flare on Ground 6"" Inside of Pile 92-04-04-1337-48 Wetlands Soil Probe Gas 40 Below Grade 78, N of Well 7 130' W of Well 7 92-04-04-1337-50 Wetlands Soil Probe Gas 4, Below Grade 100, N of West Coast Highway 3000 W of Well 7 92-04-04-1337-54 Wetlands Soil Probe Gas 4, Below Grade 400 N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-58 Wetlands Atmosphere 41 Above Grade 401 M of West Coast Highway Directly N of Newport Townhomes' 3.3 2.3 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 5.3 0.8 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.5 <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 - 36 - TABLE 3 (cont.) C5-C7 HYDROCARBONS IN GAS SAMPLE (ppm) Semple No. Location ►so-05 N-05 Iso-C6 N-C6 Iso-C7 N-C7 92-04-04-1337-59 92-04-04-1337-61 Wetlands Soil Probe Gas 4' Below Grade 70' W of Existing Gas Vent 25' N of West Coast Highway Toe of Bluff at W End Soil Probe Gas 4' Below Grade Median on West Coast Highway S of Existing Gas Vent Directly N of Newport Townhomes' East Gate 0.1 0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 -<0.1 • • O 92-04-04-1337.12 Cancer Center Roof Subslab Vent Pipe 2' S of N Wall 11' W of E Wall 92.04-04-1337-15 Cancer Center East End Elevator Shaft 92.04-04-1337-18 Child Care Zenter Interior Air Space Preschool 1 Room 92-04-04-1337-21 Relief Well Gas Composite of All Welts 92-04-04-1337-24 Relief Well Gas Well N5 92-04-04-1337-27 Relief Well Gas Well *6 Sample No. -37- TABLE 4 Socation CO2 02 N2 N2/02 92-04-04-1337-1 Child Care Center Roof Subslab Vent Pipe 43.51 N of S Wall of P4flding 53' E of W Wall of Building 6,349.0 215,910.0 768,320.0 3.6 92-04.04-1337-4 Child Care Center Roof 6,578.0 216,110.0 767,460.0 3.6 Subslab Vent Pipe 8' S of N Wall of Building 26' W of E Wall of Building Roof Elevation of 12.5' Above Grade 92-04.04-1337-7 Child Care Center Roof 5,451.0 215,270.0 765,460.0 3.6 Atmosphere i' Above Roof 21'S of N Wall of Building 15' E of W Wall of Building 92-04-04-1337-10 Cancer Center Roof 6,479.0 206,590.0 762,410.0 '3.7 Subslab Vent Pipe - 18' NE of SW Wall 17' NW of SE Wall Roof Elevation of 29' Above Grade 92-04-04-1337.11 Cancer Center Roof 6,503.0 211,810.0 764,950.0 3.6 Subslab Vent Pipe 76' W of E Wall 40' N of S Wall 6,421.0 209,320.0 766,230.0 3.7 3,207.0 215,120.0 765,380.0 3.6 2,929.0 217,610.0 768,520.0 3.5 137,600.0 12,690.0 338,000.0 26.6 138,640.0 7,476.0 233,670.0 31.3 142,390.0 8,254.0 381,410.0 46.2 • • • to p - 38 - TABLE 4 (cont.) CO2, 02 & N2 IN GAS SAMPLE (ppm) Sample No. locution CO2 02 N2 N2/02 92-04-04-1337-30 92-04-04-1337-33 92-04-04-1337-36 92-04-04-1337-39 92-04-04-1337-42 92-04-04-1337-45 92-04-04-1337-48 92-04-04-1337-50 92-04-04-1337-54 92-04-04-1337-58 Relief Well Gas Well 07 Flare Plume Air Sample 24' Above Grade 21' Down Wind from Flare Flare Plume Air Sample 24' Above Grade 41' Downwind from Flare Flare Plume Air Sample 24' Above Grade 20' Upwind from Flare Flare Plume Air Sample 24' Above Grade 40' Upwind from Flare Grass Cuttings in Pile 60' S of Flare on Ground 61" Inside of Pile 141,360.0 8,811.0 377.540.0 42.8 744.0 219,630.0 763,720.0 3.5 946.0 216,580.0 752,970.0 3.5 1,039.0 214,920.0 746,890.0 3.5 • 783.0 219,210.0 761,520.0 3.5 80,852.0 102,340.0 796,610.0 7.8 Wetlands Soil Probe Gas 5,879.0 211,016.0 759,970.0 1.6 4' Below Grade 78' N of Well 7 130' W of Well 7 Wetlands Soil Probe Gas 4' Below Grade 100' N of West Coast Highway 300' W of Well 7 Wetlands Soil Probe Gas 4' Below Grade 40' N of"West Coast Highway Directly N of Newport Townhomes' East Gate Wetlands Atmosphere 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' 6,847.0 211,760.0 760,370.0 7,070.0 213,810.0 757,300.0 3.6 3.5 1,207.0 215,690.0 755,290.0 3.5 • 4, - 39 - TABLE 4 (cant.) CO2, 02 8 02 IN GAS SAMPLE (ppm) Sample No. Location CO2 02 N2 N2/02 92-04-04-1337-59 Wetlands Soil Probe Gas 4, Below Grade 70/ W of Existing Gas Vent 25, N of West Coast Highway •Toe of Bluff at W End 97,019.0 128,700.0 754,750.0 5.9 92-04-04-1337-61 Soil Probe Gas 10,371.0 206,990.0 753,170.0 3.6 4, Below Grade Median on West Coast Highway S of Existing Gas Vent Directly N of Newport Townhomes, East Gate 92-04-06-1337-1 Atmosphere 963.0 210,810.0 732,190.0 3.5 4/ Above Grade Base of Flare 92-04.06-1337-2 Atmosphere 1,248.0 214,630.0 747,960.0 3.5 4' Above Grade Base of Flare 50, Upwind of Flare 92-04-06-1337-3 Atmosphere 868.0 213,200.0 741,250.0 3.5 4, Above Grade on Bike Trail Directly N of Flare 92-04-06-1337-4 Atmosphere 860.0 215,690.0 751,880.0 3.5 4/ Above Grade on Bike Trail 300, E of Flare 92-04-06-1337-5 Atmosphere 1,114.0 213,930.0 748,000.0 3.5 Child Care Center Playground 4/ Above Grade 92-04-06-1337-6 Atmosphere 1,846.0 210,990.0 748,130.0 3.5 Child Care Center Employee Lounge Room Interior 4, Above Grade 92-04-06-1337-7 Atmosphere 1,069.0 215,040.0 747,320.0 3.5 4, Above Grade on Bike Trail Terminus with Main Hospital Visitor Parking Road • 92-04-06-1337-8 Atmosphere 1,321.0 208,330.0 745,720.0 3.6 4, Above Grade Upper Campus Fishbeck Bdilding Parking Lot 'ti — 40 — TABLE 4 (cont.) CO2, 02 & N2 IN GAS SAMPLE (Ppn) Sample No. Location CO2 02 N2 N2/02 92-04-06-1337-9 Atmosphere 378.0 213,850.0 745,900.0 3.5 4' Above Grade Upper Campus Entrance to Emergency Room Parking Lot 92-04-06-1337-10 Atmosphere 860.0 213,610.0 744,460.0 3.5 4' Above Grade Cancer Center Entrance 92-04-06-1337-11 Atmosphere 477.0 216,540.0 749,770.0 3.5 4' Above Grade Child Care Center E End of Parking Lot 92-04-06-1337-12 Atmosphere • 919.0 214,480.0 747,890.0 3.5 4' Above Grade Cancer Center W End of Staff Parking Lot - 41 - TABLE 5 HYDROGEN SULFIDE AND SULFUR DIOXIDE IN GAS (ppm v/v) Sample No. Location Hydrogen Sulfide Sulfur Dioxide 92-04-04-1337-2 92-04-04-1337-5 92-04-04-1337-8 92-04-04-1337-13 ' 92-04-06-1337-16 92-04-04-1337-19 Child Care Center Roof <0.1 n/a Subslab Vent Pipe 43.51 N of S Wall of Building 531 E of W Wall of Building Child Care Center Roof <0.1 n/a Subslab Vent Pipe 81 S of N Wall of Building 261 W of E Wall of Building Roof Elevation of 12.51 Above Grade Child Care Center Roof Atmosphere 41 Above Roof 21/S of N Wall of Building 151 E of W Wall of Building Cancer Center Roof Subslab Vent Pipe 761 W of E Wall 40/ N of $ Wall Cancer Center East End Elevator Shaft Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-22 Relief Well Gas Composite of All Wells • 92-04-04-1337-25 Relief Well Gas Well 05 ' 92-04-04-1337-28 Relief Well Gas Well 06 92-04-04-1337-31 Relief Well Gas Well 07 92-04-04-1337-34 Flare Plume Air Sample 241 Above Grade 211 Downwind from Flare 92-04-04-1337-37. Flare Plume Air Sample 241 Above Grade 41' Downwind from Flare <0.1 <0.1 <0.1 <0.1 <0.1 n/a <0.1 <0.1 4,800.0 <0.1 3,600.0 n/a 4,100.0 n/a 2,880.0 n/a <0.1 <0.1 <0.1 <0.1 TABLE 5 (cont.) HYDROGEN SULFIDE AND SULFUR DIOXIDE 1N GAS (ppm v/v) Sample No. Location Hydrogen Sulfide Sulfur Dioxide 92-04-04-1337-40 Flare Plume <0.1 <0.1 Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-43 Flare Plume <0.1 <0.1 Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-55 Wetlends Atmosphere <0.1 <0.1 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhames' East Gate 92-04-04-1337-57 Wetlands Soil Probe Gas <0.1 n/a 4' Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate Sample No. 92-04-04-1337-46 TABLE 6 CORROSIVITY OF WATER AND SOIL (pH Units) ..r,_ Locati', Wetlands Soil 6" Below Grads 78, N of Well 7 130/ W of Well 7 92-04-04-1337.47 Wetlands Water 78, N of Well 7 130, W of Well 7 92.04.04.1337-49 Wetlands Water 1001 N of West Coast Highway 300, W of Well 7 92-04-04-1337-51 Wetlands Soil 6" Below Grade 1001 N of West Coast Highway 300, W of Well 7 92-04.04-1337-52 92-04.04-1337-5? 92-04-04-1337-60 Wetlands Water 40, N of West Coast Highway Directly N of Newport Townhomes' East Gate Wetlands Soil 6" Below Grade 40, N of West Coast Highway Directly N of Newport Townhomes' East Gate Wetlands Water 65' M of Existing Gas Vent 40, N of West Coast Highway Toe of Bluff at W End pH (units) Sample No. - 44 TABLE 7 BENZENE, TOLUENE, ETHYLBENZENE AND XYLENES IN GAS (PPM) Location Benzene Toluene Ethyl Benzene Xylene (total) 92-04-04-1337-3 92-04-04-1337-6 92-04-04-1337-9 92-04-04-1337-14 Child Care Center Roof Subslab Vent Pipe 43.51 N of S wall of Building 53" E of W Wall of Building Child Care Center Roof Subslt_ Vent Pipe 8' S of N Wall of Building 26* W of E Walt of Building Roof Elevation of 12.5/ Above Grade Child Care Center Roof Atmosphere 4' Above Roof 21'S of N Walt of Building 15/ E of W Wall of Building Cancer Center Roof Subslab Vent Pipe 76, Q of E Wall 40' N of S Walt • 92-04-04-1337-17 Cancer Center East End Elevator Shaft 92-04-04-1337-20 Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-23 Relief Well Gas Composite of All Wells 92-04-04-1337-26 Relief Well Gas Well 005 92.04-04-1337-29 Relief Well Gas Well 06 92-04-04-1337-32 Relief Well Gas Well 07 92.04-04-1337-35 Flare Plume Air Sample 24' Above Grade 21' Downwind from Flare <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 1.4 <0.5 <0.5 <0.5 1.4 <0.5 <0.5 <0.5 1.4 <0.5 <0.5 <0.5 1.9 <0.5 <0.5 <0.5 <0.5 6 Sample No. - 45 - TABLE 7 (cont.) BENZENE, TOLUENE, ETHYLBENZENE AND XYLENES IN GAS (PPM) Location Benzene Toluene Ethyl Benzene Xytene (total) 92-04-04-1337.44 Flare Plume Air Sample 24, Above Grade 201 Upwind from Flare 92-04-04-1337-44 Flare Plume Air Sample 24, Above Grade 400 Upwind from Flare 92-04-04-1337-56 Wetlands Atmosphere 4* Above Grade 401 N of West Coast Highway Directly N of Newport Townhames' East Gate <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 GeoScience Analytical, Inc. 4454'Industrial Street Simi Valley, CA 93063 CHAIN -OF CUSTOD PROJECT NO: AV 2 S Z` - — rnuc-� v r j, PROJECT NAME /y^c� Ave �iN� REFERENCE ANALYSIS '" ADDRESS z N T a W i z Q -Io COMMENTS/ SAMPLERS (SIGNATURE) �/� -� g'gs' ggm g .�W.o 1-1 U `� a CONTAINER TYPE a9.-- LABORATORY Ere. ./c,'r4ce /h,`s.../ icc✓/ T.c Pa o¢ g u 1 .4 4 -J n V Z "' 6 QC W 03 CJ 0 SAMPLE NO. DATE TIME LOCATION d = a = 1 c� .3 it O V 72-oy-oY-/t3T / Y/Y/92, /Ovv Cl;'/✓rk, La% Z •/0/T J recap-- / t'o� r /o2/ x 1 /i Y /00 X ( Ltin r ,/o-ry )( ( rec/%/- /ryo x 1 /0//4 a' /ry3 .:✓ X"X 1 TI/,-. 92-oy oY-/w-f° V A /220 Cat, (9.11At ( X 6oyY/e • RRE/ELLI�INOUISNE9,8)' -if.' J. DATE z . 3 REUNQUIS _ VR Cti ED Y f2j2k (� �Q�-s}.Y _ DATE ® RELINQUISHED BY DATE �� TOTAL NUMBER OF CONTAINERS // �p /�1 �4"'f'S•/-1-f/Aoct/ SIGNATURE SIGNATURE SAMPLE CONDITIONS ��'Zf �� ICw�^ TIME TIME PRINTED NAME (/�. r4- �L� it a; PRINTEDNAME /' /r /nJ // &'Lc. a /7"�y "c,10 if �Q PRINTED NAME TIME RECEIVED ON ICE CYE) NO SEALED COMA NO COMPANY // COMPANY RECEIVEDiBY _ 0 lK 4� C (-v t.,/ IT, DATE '/ a V BY (-(-D/�!e/T/�E Ei RECEIVED BY (LAB) DATE SPECIAL SHIPMENT/HANDLING OR STORAGE REQUIREMENTS: SIGNATURE / /%L 7 / '� . fie L' /j SIO R� . / ,/ar SIGNATURE R /C- II 6.0 l i TIME TIME PRINTED NAME % 4.1 &l c.i F•.%. .-f ., y4.1 t/Clp PRINTS I LL 1n ,ys(�� PRINTED NAME .. ' TIME I COMPANY ` I COMPANY COMPANY GeoScience Analytical, Inc. 4454"Industrial Street Simi Valley, CA 93063 CHAIN -OF -CUSTODY PROJECT NO: /II. 7 PAGE Z n ess PROJECT NAME MO 9 ��� e f, -'d REFERENCE J ANALYSIS en W ADDRESS § = 0 r a. a o COMMENTS/ SAMPLERS (SIGNATURE y o o Ow io U ` I& o CONTAINER TYPE LABORATORY Gi t....�.,'ro. �l/ .�y cc. / r'q G. •• / > o >r o (p27`� yH C 0 W pad W SAMPLE NO. DATE TIME LOCATION �¢..O G ak (...0 i= 1 3 JJ� =Q§ Pi O ` p O J &Q € i f2-ay-vy-m7-/l ly/7L. /zzr Cai.,.ef- (n+ �/er l` ( im,%/P /L ' AVC X 1 I (/ I /300 Y x ( %t d/a. /[Y /:;Z 1( 1 /, (J /vzi /ir A / 3 3 0 ck X I ied/a,- 17 I /3 VS- C0-titer (enir. • Y !' ( l6 /P3 ci /1 Carp 67•,4c X / zo ft/% /9 b/ /1/O 9L-dfoy-/ss7-20 ijy, Z I//j' all 0, c Ceµf er Ted/�/- RELINQUISHED BY / .J DATE . ® RjQ`E-(yLIINNNQQUI FEDDB�Y/,,�) "1.--- ^ILA ^ 1 L W�V DATE RELINQUISHED BY DATE /U - TOTAL NUMBER OF CONTAINERS s ' NATU W �� //J� Act SIGNATURE 9L SIGNATURE SAMPLE CONDITIONS a ;.s 0%a.,d.1/aCi/ /'%z f C TIME , u✓% TIME , PRINTED NAME �+ Q i�f// Vga PW NIED NAME (ac.�fG`04, e Al feil I Z :TS PRINTED NAME TIME RECEIVED ON ICE NO SEALED NO COMPANY COMPANY R IVED A (/f`� ` DAIL ATE q REGSIV9 BY DATE ID ' RECEIVED BY (LAB) DATE SPECIAL SHIPMENT/HANDLING OR STORAGE REQUIREMENTS: IGNl1TURE /V 13OMPANY G _ �J Mi/ �7 L SIG`U / / ` , SIGNATURE Lam; AL / I 6 r � U TIME RINTTED//NNNAAAMMME �C /ITIME (7�'o Jtea a �"`/j�//•.•{' 2/U�J PRRIINNiiCEEDNAME rL ^OMPANY PRINTED NAME• TIME J COMPANY ACOMPANY GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93063 CHAIN - PROJECT NO' /132 -- -- ----—--- ...tic // '/ ' .- rnan.i, v 1-,.1. PROJECT NAME .y ��rJf' G..�-E REFERENCE ANALYSIS ADDRESS .._. _ z F its MI �, COMMENTS! �'�� SAMPLERS (SIGNATURE) ?' m m CONTAINER TYPE c �"Sr,. h6 1-1\ LABORATORY �ir . fti`7AP / _ZA c o �. yn O 1/41 V ff. ¢¢ au g 1 % SAMPLE NO. DATE TIME/�LOCATION a �30 =4o O y J e` ` f 2-0 9yoy/3322/ 7/rAL �Y9' h/el/ 6aJ /' Izz 1 6af/e zL /ys0 �-- X X ( ( r aAt- 23 /Yff-r F I� l i off/P 23 /J Uf x ( TrJ/ur �6 /fed' ( /( L) /110 X I 4 .. //C) 27 tra -../- I-a-or-R.0-3 /44L /no Pa 6c_i _ � ( L't//e REUNQUISHED BY DATE V ®RE NQUISHJID n BY ). �Q (� v'a i DATE ®REUNQUISHEO BY DATE fC% TOTAL NUMBER OF CONTAINERS jL !/ 4/1L dG. ,//JJ /%2jkcF� SIGNATURE h/ SIGNATURE _ SAMPLE CONDITIONS a (T. //C et C �GLfr �-) TIME TIME PRINTEONAME E, /0 '2/oGJ PRINTED NAME G/U /� PT.c(' IJ�I A:�i. o. q5 PRINTEDNAME TIME RECEIVED ON ICE NO . SEALED YES: Yi COMRAN NO COMPANY Pb-c COMPANY RECE)�IED HY CaE E , r w w -�G� DATE v B DATE //��JJ '6 RECEIVED BY (LAB) DATE S SPECIAL SHIPMENT/HANDLING OR STORAGE REQUIREMENTS: SIGNATURE1 ! �Z %G� G n /C e tt. sldarer--. f 7�iy.SIGNATtTRE -e/ / 6.4j vR1NTEDNAME TIME TIME TIME ('Lent 4.5 tI 4t0 P T NAM 0/'- /2 P. PRINTED NAME COMPANY . r COMPANY yy COMPANY /� a d. GeoScience Analytical, Inc. 4454'Industrial Street Simi Valley, CA 93063 CHAIN-OF-CU PROJECT NO; /337 r�/vir„ PROJECT NAME /4-74 B4 fir <' REFERENCE J ANALYSIS W ADORES£ A z Q" a o COMMENTS/ l SAMPLERS (SIGNATURE) ---/ V- z 2 we H ^ O o CONTAINER TYPE LABORATORY t 'eo JC. [ , c .1 �: r. c i i$ �n C 0 y v Z o ppee �5 SAMPLE NO. DATE TIME LOCATION' w = a�� O U� v_ n n ,92-ny-oy /337-3/ Y/Y%f; /117 z Pe1( / V JZ /J7O Ale (( li 6J X (' %L J? 1.ryr /lore 'An. e X ( d o/ f/e 3 �' Asy 9 /` x �/6 r /o X3J L /632 [ecl/4r 3 er /6 Y) 1C1 it X ( / %L-oY-oy- /l3,l 0 y /4Z { !1/° PAT ,4Ln e ( t e cl A,_ eRREIJNOUISJ///���� BY -"' /, DATE ��AL .'3' RELINOUIS (j � O BY �GG6 ALL � I DATE 5 REUNOUISHED BY DATE /� TOTAL NUMBER OF CONTAINERS i'SIGNATURE [/ ` � G T t,i p- ,,,( r /,% Y` " '1 SIGNATURE SAMPLE CONDITIONS d a..�S' O/ ptic� % Aft ', TIME / (< TIME PRINTED NAME PRINTED PRINTEDNAME TIME RECEIVED ON ICE YES NO 6�� -2/Oo / /J (teaC.)`c...Q Acelrzt,J .,� (M r / SEALED NO COMPANY L COMPANY P4-r COMPANY RECEIVED43„ DATE E ISPECIAL (TE 3RECEIVED BY (LAB) DATE SHIPMENT/HANDLING OR STORAGE REQUIREMENTS: SIGNATURE) �e%� er �—'t % f2, SIGNATURE - G e/' � E( TIME TIME PRINTED NAME PRINTED NAME /a •-PRNTEDNAME TIME COMPANv COMPANY, COMPANY • to GeoScience Analytical, Inc. 4454'Industrial Street Simi Valley, CA 93063 CHAIN -OF -CUSTODY PROJECT NO: /337 PAGE al.. �OF� • - - PROJECT NAME MI I j 4 41 e z i k r ANALYSIS s REFERENCE - • MA ADDRESS — ^ 3 8 A Z H H = p 0 0 COMMENTS/ SAMPLERS (SIGNATU E �""�� r o s m .. j' .qa s a i og H CONTAINER TYPE LABORATORY c- c . <. ,.< ..� , c-/'/ -F.. c_ ¢ 06 W a P¢� o O , v \ W SAMPLE NO. DATE TIME LOCATION a= E_ 1 x IR; O `-7 V p z Pz-or or-iJ32-r/ Y/Y/q2-• /)ate f/ re ; Y 9 1( / A 14 - 71 •/7.?r x ( d.,ff/h 73 /,yf / X)( ( 7)1/�. Sty //•f nee fl/"M P y / / 1 ifs-/d''/'� aeaIJ /`/P )C (( ho/y( // i hos- lUz t/a• If X / 0 Y) /1z4 )( ( ti YI /37//, r 1 / /1/ 71-oy c*Bf0 Y/y/QL /IYg / b- t7Ga II/X I I d/ /P nl RELINOUISI:BD BY DATE RELINQU{ `HEO By, DATE ©RELINQUISHED BY DATE /� /U Q(%� Q � TOTAL NUMBER OF CONTAINERS EK I�ATU r� y / ` 'MATURE J/f / *2_ SIGNATURE SAMPLE CONDITIONS 111 ln../, f /#xd�GiG /F2/ TIME PRINTED NAME ./ TIME PRINTED NAME �liJ� PRINTED NAME TIME RECEIVED ON ICE YES NO 6 1 2/oo eeddea..¢ i/ i4.I.cc. ��cT� SEALED 1 COMPANY COMPANY PU-t COMPANY NO Y DATE ED SPECIAL SHIPMENTIHANDLING RE IVED DJ)TE Q RECEIVED BY (LAB) DATE OR STORAGE REQUIREMENTS: LnJ 6 SIGNATURE SIG uURE% SIGNATURE r 1 �J ' / � / c'e / E ft'W/ TIME G-�� c D��M- TIME TIME PRINTED NAME PRI TED NA?A PRINTED NAME 1 COMPANY .1;« 44/ .(.1 z/0, Cat- A ; . • COMPANY /f COMPANY - - GeoScience Analytical, inc. 4454'Industrial Street Simi Valley, CA 93063 CHAIN-OF-C PRWECTyO: _ /_i2 v... a ., . - rm.= az_ v r i[. 7y PROJECT NAME /o of fs 4Je / k e REFERENCE J - ANALYSIS W ADDRESS _ .... _. _ _ § .a .8 i1 R VI z Iel x a' COMMENTS/ SAMPLERS 0 0 a. 0 U CONTAINER TYPE (SIGNATURE) --d� /G9 `� s i c, I--1 • o LABORATORY Cec-.lt •t tir [ e /�i-w rcccif ..c • og LEt 0 �1 N. V n m x' ' SAMPLE NO. DATE LOCATION g g : 43 O e o V v m z %L-oy-o'-/J3)-fl %/Y/h/4: pTIIME /Q✓-r / , h etl/aI ' y �c�/�/i� �-I. iyo/ x ( // • .r3 /y or X i / ( • ,TY /f y • �( ( ri sr /y/s X X (� / i'e JA/ ,T6 M L ( / `( Lf' iyli X h�t�/, n " ' /yyz t 92-oy-oY-/J3'7-(,o »4/yL /ft- 0 J�%n / /ch d f ( 1677» j RELINQUISH BY �,� DATE , RELINQUISHED ' BY ^ /� ,2� ' t/ DATE REUNQUISHED BY DATE n / ✓ TOTAL NUMBER OF CONTAINERS C /� L rHAT,ft` / c1 �L SIONIITU.XRESC' //JJ �� SIGNATURE SAMPLE CONDITIONS ..�, iNllvLFf J /«f 6. Oiwf TIME TIME PRINTEDNAME 6104 2hUv PRINTED NAME / ht./IL � oe< c cis- n.,- t c• )� '�) PRINTED NAME TIME RECEIVED ON ICE NO SEALED NO /"-I COMPANY / COMPANY RECEIVED BY . DATE y E E'er , DATE a RECEIVED BY (LAB) DATE SPECIAL SHIPMENT/HANDLING OR STORAGE REQUIREMENTS: SIGNATURE / �— Ai j Pus)/ /TE Sic �/l , U P-✓' vori O SIGNATURE • `. TIME TIME PRID NAME 6� 1erse 4J Airr. PRINTED PRINTED 2 NAME c7L YJ PRINTED NAME . TIME COMPANY ��'c'' COMPANY tok COMPANY GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93063 CHAIN - PROJECT NO: /33? -- - tt CERTIFIED TEST LABS ID:310-492-1203 - 78 - Certified Testing Laboratories, Inc. ® 2646 East 2S111 Slh•nf • Won! Hill. CA 90806 • TEL: (310) 424.9992 • FAX: pm) 4A2.1703 APR 08'92 LABORATORY NO. 17212 CLIENT GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93063 Attn: Louis J. Pandolfi SAMPLE MARKS BASED ON SAMPLE RESULTS Analyte 17212-1 92-04-04-1337-2 4/4/92 10:15 children's Center Hydrogen Sulfide 17212-2 02-04-04-1337-5 4/4/92 10t59 Children's Center Hydrogen Sulfide 17212-3 92-04-04-1337-8 4/4/92 11t43 Children's Center Hydrogen Sulfide Sulfur Dioxide 17212-4 92-04-04-1337-13 4/4/92 13t00 Cancer Center Hydrogen Sulfide Sulfur Dioxide Air (Tedlar Bag) Project 0 1337 Hoag Base Line As sampled 8:25 No.002 P.02 Page 1 of 4 REPORTED 04-07-92 RECEIVED 04-06-92 Analyses Results <.1 ppmV <.1 ' ppmV <.1 <.1 <.1 <.1 ppmV ppmV ppmV ppmV Method GC/Hall Modified EPA,15 Jha rnpnir inankm m' y lu 1110 Garaye. 0. Nm011a Irrint'on•d and .1 not r•c•apnry mnd¢•dv Dr tn• o.•r!y a eorol7;m of noow0nuy 'ammo! or'Imes nutria ya o.obucl• An n rrunurd proteeton to earls. In• public amp Innis 1. •berlrn•.na albs nnu•1 11 u.durr!iuu min 131:e0lrfud 11n Ihtr eanl,.clvn ant. n' Inn n1rnl In Yawn b d adcr•.aud and unrn the eonp.IOn INN a h 40110 4r uNd In witch bt in Doi. .n any anvrE:nilu ni R.ru Ally ma!I•• onlati t Dtlar tvnf rb auth0•.!•tM't iron Snot* La0.•tlortn CERTIFIED TEST LABS ID:310-492-1203 APR 08'92 8:25 No.002 P.03 Page 2 of 4 LABORATORY NO. 17212 REPORTED 04-07-92 CLIENT GeoScienca Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tedlar Bag) MARKS Project # 1337 Hoag Base Line BASED ON SAMPLE As sampled RESULTS Analyses Results Method GC/Hall Modified EPA 15 17212-5 '2-04-04-1337-16 4/4/92 13s30 Cancer Center Hydrogen Sulfide <.1 ppmV 17212-6 92-04-04-1337-19 4/4/22 14:10 Child Cars Center Hydrogen Sulfide Sulfur Dioxide ppmV ppmV J 7212-7 92-04-04-1337-22 4/4/92 14:50 Ne11 Gas Hydrogen Sulfide 4800 ppmV Sulfur Dioxide <.1 ppmV 172U 92-04-_04-1337-25 4/4/92 15:05 Well Gas Hydrogen Sulfide 3600 ppmV 17212-9 02-04-04-1337-28 4/4/92 15:15 N211 Gas Hydrogen Sulfide 4100 ppmv Method GC/Hall Modified EPA 15 CERTIFIED TEST LABS LABORATORY N0. CLIENT SAMPLE MARKS BASED ON SAMPLE RESULTS znalyte 17212-10 s2-04-04-1337-31 4/4/92 15:12 Well Gas Hydrogen Sulfide 17212-11 92-04-04-1337-34 4/4/92 . 15:49 Flare Plume Hydrogen Sulfide Sulfur Dioxide 17212-12 92-04-04-1337-37 4/4/92 16€32 Flare Plume Hydrogen Sulfide Sulfur D.oxide 17212-13 92t04- A- ,i37-40 4/4/92 17111 Flare Plume Hydrogen Sulfide Sulfur Dioxide 17212-14 92-04-04-1337-43 4/4/92 27145 Bare Plume Hydrogen Sulfide Sulfur Dioxide ID:310-492-1203 APR 08'92 8:25 No.002 P.04 -80- 17212 GaoScience Analytical, Inc. Air (Tedlar Bag) Project # 1337 Hoag Base Line As sampled Page 3 of 4 REPORTED 04-07-92 RECEIVED 04-06-92 Analyses Results 2880 . ppmV <.1 <.1 <.1 <.1 <.1 <.1 <.1 <.1 ppmV ppmV ppmV ppmV ppmV ppmV ppmV ppmV GeoScience Analytical, Inc. Air (Tedlar Bag) Project 0 1337 Hoag Base Line As sampled Wetlands Hydrogen Sulfide Sulfur Dioxide J Lcj 1 1r 1cu I col LID.. • 14J•J1U-494-14UJ -82- rlrs uo yL d zo IVO.UUL r.Ub Certl/led testing Laboratories, Inc. eV 2640 Cost 281h Stroot • Signal Hill, CA 90806 • TEL: (310) 424.9992 • FAX: (910) 492• 120Y3 Page l of 2 LABORATORY NO. 17211 REPORTED 04-07-92 CLIENT Geoscience Analytical, Inc. RECEIVED 04-06-92 4454 Industrial Street Sinai Valley, CA 93063 Attn: Louis J. Pandolfi SAMPLE Water and sludge MARKS Project 0 1337 Hoag Base Line BASED ON SAMPLE As received RESULTS Analyto /7211-1 92-04-04_-1337-46 4/4/92 18:15 Wetlands Corrosivity (pH) 334 slurry 12211_2 92-04-0_4-1337-47 4/4/92 ,1852,¢ Wetlands Corrosivity (pH) Analyses Results Method 6.1 units EPA 9040 6.8 units EPA 9040 17211-3 92-04-04-2337-49 4/4/92 18:41 Wetlands Corrosivity (pH) 7.2 units EPA 9040 17211-4 92-04-04-1337-5% 4/4/92_ 18:54 Wetlands Corrosivity (pH) 334 slurry 6.6 units EPA 9040 12Z11-s 92-04-04-1337-52 4/4/92 19:01 Wet;ands Corrosivity (pH) 7.1 units EPA 9040 IM rare* ap&It* any to u* SN104, Of Nmbl•► marline nod iu nc1 nuc 'aiw.ly in?e100110 0' 110 0010 01 0000.90A 01 •ppppnly luunIcal in nlldhr mnlnlnl tit pmnunla 1a a Instill" ixnlenhr! ID 11SIU, the O.bne tee nose 1 nMxnlulbm. COY 1•0011 $ Non' Cab a•0 .ce•pind le• IM mr.hnvr. in. M rhea boon 10 whom 411 •oprtlgo .no u00n the conct M11ha111 Is nut In 130 LMab. In m1149 or :n port. In nn.' III It xI1!Ib•11 d nuebr,!,I Tine, - ,not nll!I, .Ilia• XJ! 041100 !it'll inaaa JIMf110,114 • CERTIFIED TEST LABS ID:310-492-1203 APR 10'92 16:00 No.009 P.02 Certified Teating Laboratories, Inc. ® 264A Lao 21111) Sao& • Signal Hill, CA 901106 • TEL: (3I0) 424.9992 at FAX (310) 492.7;03 Page 1 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT GeoScience Analytical, Inc. RECEIVED 04-06-92 4454 Industrial Street' Simi Valley, CA 93063 Attn: Louis J. Pandolfi SAMPLE Air (Tedlar Bag) MARKS Project # 1337 Hoag Base Line BASED ON SAMPLE AS received RESULTS Anaiyte Analyses Results Method Detection LiMits 1<7213-1 12-O4-04-1337-3 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID 17213-2 92-04-04-1337-0 0.5 ppmV Benzene ND ppmV GO PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PIA /7213- 92-0a 04-1337-9 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PIA Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID }:i 0.5 ppmV 92-04-04-1337-14 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID This Iporl atp0uat► only in dirt a•mpb, Ot .unpl n my-ppnIM and I■ nut u.u•.Mlily Indlontrvat of that qunliy or nnnniton nt noon? only td•nooal or linter matatnol o' pl0ouoll Al at mutu0i ptCtstl'nn rat I:IiotN.. the pabIk, atn0 thano 1 Ohllrntaion. psi rood i attlbmannd and ut.:Igtlnd lot 010 OLCluIlv0 uL0 0t 1110 CIIOM 10 wham It It, 0ad'armul :MO opal tte Innldllhtll null di not In hat uwd. hI MAION of to OM. le any ndwntluiny M pabllclly mattor wlllud w'rttan auln0O7111lon from MOSS100nnlorw. CERTIFIED TEST LABS ID:310-492-1203 APR 10'92 16:01 No.009 P.03 - 85 - Page 2 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT GeoScience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tedlar Bag) MARKS Project 0 1337 Hoag Base Line BASED ON SAMPLE As received Analyse Analyse■ Results Nethod Dstsotion Limita 1721 92-04-04-13%7-17 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID 17213-6 . 0.5 ppmV 92-04-04-1337-20 0.5 ppmV Benzene' ND ppmV GC PID Toluene ND ppmV 3C PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID 17213-7 92-04-04-1337-23 Benzene ND ppmV GC PID Toluene ND ppmV GC.PID Ethyl Benzene ND ppmV GC PID Xylene (total) 1.4 ppmV GC PID 17213-8 92-04-64-1337-26 Benzene ND ppmV GC PID Toluene ND ppmV GO PID Ethyl Benzene ND ppmV GC PID Xylene (total) 1.4 ppmV GC PID 0.5 ppmV 0.5 ppmV 0 y. crtIit1ti ItJI LHbb 1D:310-492-1203 APR 10'92 16:01 No.009 P.04 Page 3 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT Geoscience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tsdlar Bag) MARKS Project # 1337 Hoag Base Lino BASED ON SAMPLE As received Analyte Analyses Results Method Detection Limits 17213-9 92-04-04-1337-29 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) 1.4 ppmV GC PID 17213-10 92-04-04-1337-32 Benzene ND ppmv GC PID Toluene • ND ppmV GC PID Ethyl Benzene ppmv GC PID Xylem.(total) 1.9 ppmV GC PID Anutima 92-04-04-1337-35 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC. PID Xylsns (total) ND ppmV GC PID 17213-12 92-04-04-1337-34 Benzene ND ppmV GC PIA Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylem' (total) ND ppmV GC PID 0.5 ppmV 0.5 ppmV 0.5 ppmV :RTIF"IED TEST LABS ID:310-492-1203 APR 10'92 16:02 No.009 P.05 Page 4 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT Geoscience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tedlar Bag) MARKS Project 0 1337 Hoag Base Line BASED ON SAMPLE As received Analyte Analyeee Results Method Detsotion Limits 17213-13 92-04-04-1337-41 0.5 ppmV Benzene ND Toluene ND .Ethyl Benzene ND Y.ylene (total) ND ppmV GC PID ppmV GC PID ppmV GC PID ppmV GC PID 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID 17213-15 52-04-04-1337-36 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PIA Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID ND - Not Detected Attachment: Chain of Custody Respectfully s bmi =r" CflTIPI!DORATORIRs, INC. GOLDEN STATE/CAS LABORATORIES. INC. February 23, 1993 Fleet Rust GeoScience Analytical 4454 Industrial Street Simi Valley, CA 93063 Re: HOAG Dear Fleet: Enclosed are the results of the samples submitted to our lab on February 16, 1993. For your reference, these analyses have been assigned our service request number LA931239. All analyses were performed in accordance with our laboratory's quality assurance program. Golden State / CAS is certified for environmental analyses by the California Department of Health Services (Certificate # 1296). Please call if you have any questions. Respectfully Submitted, Golden State / CAS Laboratories Inc. Dr. B. Gene Bennett Laboratory Manager 6975 CANOGA AVENUE ■ CANOGA PARK, CA 91303 ■ 818 587-5550 ■ FAX 618 587-5555 GOLDEN STATE / CAS LABORATORIES, INC. Analytical Report Client: Geo Science Analytical Date Collected: 02/16/93 Project: HOAG Date Received: 02/16/93 Sample Matrix: Air Service Request No.: LA931239 BTEX pL/L (ppmV) Sample Name: S62-25 S63-25 SB4-20 Lab Code: LA1239-1 LA1239-2 LA1239-3 Date Analyzed: 02/19/93 02/19/93 02/19/93 Analyte MRL Benzene ' 0.1 ND ND ND Toluene 0.1 ND ND ND Ethylbenzene 0.1 ND ND ND Total Xylenes 0.2 0.3 0.4 0.4 MRL Method Reporting Limit ND None Detected at or above the method reporting limit Approved by , x 1LL r a) t Date 2- Z J -9 M1 6925CANOGAAVENUE i CANOGA PARK, CA 91303 ■ 818587-5550 ■ FAX 818587-5555 GOLDEN STATE / CAS LABORATORIES, INC. Analytical Report Client: Geo Science Analytical Date Collected: 02/16/93 Project: HOAG Date Received: 02/16/93 Sample Matrix: Air Service Request No.: LA931239 BTEX pL/L (ppmV) Sample Name: SB5-25 Method Blank Lab Code: LA1239-4 LA1239-MB Date Analyzed: 02/19/93 02/19/93 Analyte MRL Benzene 0.1 ND ND Toluene 0.1 ND ND Ethylbenzene 0.1 ND ND Total Xylenes 0.2 0.3 ND MRL Method Reporting limit ND None Detected at or above the method reporting limit Approved by . ,�� �� Date 2- 23-9) 6925 CANOGA AVENUE ■ CANOGA PARK, CA 91303 0 818587-5550 ■ FAX 818587-5555 GOLDEN STATE/CAS LABORATORIES, INC. March 2, 1993 Fleet Rust GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93063 Dear Fleet: Enclosed are the results of the samples submitted to our lab on February 26, 1993. For your reference, these analyses have been assigned our service request number LA931295. All analyses were performed in accordance with our laboratory's quality assurance program. Golden State / CAS is certified for environmental analyses by the California Department of Health Services (Certificate # 1296). Please call if you have any questions. Respectfully Submitted, • Golden State / CAS Laboratories, Inc. Thomas X. Robinson Project Chemist 6925 CANOGA AVENUE ■ CANOGA PARK , CA 91304 ■ 818 587-5550 ■ FAX 818 587-5555 GOLDEN STATE / CAS LABORATORIES, iNC. Analytical Report Client: GeoScience Analytical, Inc. Date Collected: 02/25/93 Sample Matrix: Gas Sample Date Received: 02/26/93 Service Request No.: LA931295 BTEX pL/L (ppmV) Sample Name: SB6-15 SB7-18 SB8-19 Lab Code: LA1295-1 LA1295-2 LA1295-3 Date Analyzed: 02/26/93 02/26/93 02/26/93 Analyte MRL Benzene 0.1 ND ND ND Toluene 0.1 0.5 0.3 ND Ethylbenzene 0.1 ND ND ND Total Xylenes 0.2 1.6 1:3 ND MRL Method Reporting Limit ND None Detected at or above the method reporting limit Approved by 1A-tfYwe-_ >2 . tg 6925 CANOGA AVENUE CANOGA PARK, CA 91303 00001 Date 3 /3 /93 818 587-5550 i FAX 818 587-5555 • r- GOLDEN STATE / CAS LABORATORIES, INC. Analytical Report Client: GeoScience Analytical, Inc. Date Collected: 02/25/93 Sample Matrix: Gas Sample Date Received: 02/26/93 Service Request No.: LA931295 BTEX pL/L (ppmV) Sample Name: SB9-23 SB10-16 SB11-23 Lab Code: LA1295.4 LA1295-5 LA1295-6 Date Analyzed: 02/26/93 02/26/93 02/27/93 Analyte MRL Benzene 0.1 ND ND ND Toluene 0.1 ND ND ND Ethylbenzene 0.1 ND ND ND Total Xylenes 0:2 ND ND ND MRL Method Reporting Limit ' ND None Detected at or above the method reporting limit Approved by IA-ts tws )O . j-t w3,M Date 3/ 2 /73 +�00;a2 6925 CANOGA AVENUE • CANOGA PARK, CA 91303 IN 818587-5550 ■ FAX 818587-5555 GOLDEN STATE / CAS LABORATORIES, INC. Analytical Report Client: GeoScience Analytical, Inc. Date Collected: 02/25/93 Sample Matrix: Gas Sample Date Received: 02/26/93 Service Request No.: LA931295 BTEX NL/L (ppmV) Sample Name: SB12-15 Method Blank Lab Code: LA1295-7 LA1295-MB Date Analyzed: 02/27/93 02/26/93 . Analyte MRL Benzene . 0.1 ND ND Toluene 0.1 ND ND Ethylbenzene 0.1 ND ND Total Xylenes 0.2 ND ND MRL Method Reporting Limit ND None Detected at or above the method reporting limit Approved by ) is. k1 • alfertiCtacin Date 3I 6925 CANOGA AVENUE ■ CANOGA PARK, CA 91303 ■ 818 587-5550 ■ FAX 818 587-5555 GOLDEN STATE / CAS LABORATORIES, INC. OA/QC Report Client: GeoScience Analytical, Inc. Date Analyzed: 02/26-27/93 Sample Matrix: Gas Sample Service Request No.: LA931295 Duplicate Summary BTEX pL/L (ppmV) Lab Codo: LA1294-2 Duplicate 'Relative Sample Sample Percent Analyte MRL Result Result Average Difference Benzene 0.1 191 202 197 6 Toluene 0.1 1210 1220 1220 1 Ethylbenzene 0.1 310 334 322 7 Total Xylenes 0.2 1040 1110 1080 7 MRL Method Reporting Limit Approved by (,c ,,,.¢.1_ kJ. fleiruviia,ni Date 3/2/13 692S CANOGA AVENUE ■ CANOGA PARK, CA 91303 ■ 818587-5550 ■ FAX 818587-5555 CORE LABORATORIES ..ACORE LABORATORIES A YTICAL REPORT Signature Steven A. Hensen Laboratory Manager Si nature Nick C. Adolfo QA/QC Coordinator Tob Number: 930435 Prepared For: GeoScience Analytical Fleet E. Rust 4454 Industrial Street Simi Valley, CA 93063 Date: 3/4 4.3 Date: Core Laboratories 1250 Gene Autry Way Anaheim, California 92805 (714) 937-1094 California Environmental Laboratory Accreditation Program Laboratory Number 1174 Los Angeles County Sanitation District Laboratory Number 10146 sly We n WnMa al MoonleIC , Co -MAW in d+I MOM we wino wen Obaovatyns and maloial soughed ty IM CNM ly w Ct0 0Clufrv0 Aq COCIMICm T mde OnS (Open hes bten made iM elenna,cn, p Cpg1C eaannh d IOplaynl p't peal mlornerf of Co m Iybyalyl CPO Iadpalpga. ngyv.l assumes no Ieiwl$* Iy Nd make{ no *stony 01 ICpe.o.'u ran O'0ln101 n'plCd as W mo DO0.Clie" „no, optlalona OI pd4Ib n.na to ow pa 011 Cosa c emeW4. froppry 04l01sand nedneclon vnm *M1CO SUC1111(bi n Ofed to owed teal 1p any loai0n wesfoevel fM ,real Wl ICl belagdM<eo Orceoln tl1 p..ely *nMW lro *mon&WaalO. Coto Labbsaoe ,. r Vitt Wester Intn o CORE LABORATORIES LABORATORY TESTS RESULTS 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 1 DATE RECEIVED: 02/26/93 TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 PROJECT: SAMPLE: SB6-5 SAMPLE NUMBER: 2 DATE RECEIVED: 02/26/93 TIME RECEIVED: 11:40 PROJECT: SAMPLE: SB6-15 SAMPLE NUMBER: 3 PROJECT: SAMPLE NUMBER: 4 PROJECT: DATE RECEIVED: 02/26/93 TIME RECEIVED: 11:40 SAMPLE: 587-5 DATE RECEIVED: 02/26/93 TIME RECEIVED: 11:40 SAMPLE: S87-18 SAMPLE NUMBER: 5 DATE RECEIVED: 02/26/93 TIME RECEIVED: 11:40 PROJECT: 'SAMPLE: 588-5 DATE RECEIVED: 02/26/93 TIME RECEIVED: 11:40 SAMPLE: S88-19 REM: 1,SM BRASS SLEEVE SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE TEST DESCRIPTION SAMPLE 1 SAMPLE 2 SAMPLE 3 SAMPLE 4 SAMPLE 5 SAMPLE 6 UNITS OF. MEASURE Total Petroleum Hydrocarbons, soil • 67 <30 34 • 61 220 40 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:1 UWYHu barons or mawaa,CM comaryp el to rnaal are band roan Cbtaa CM d I0 'r. t.I Npp'gp by Mb O e I ly .rrgy a.cNYra ant CMIMnNI yyp an rfpryl rys boon map, the blob aelala . a Mbar. Maims, reveal,: the bail IWpmyrp d CYe L.opebra: Cpa L^ondlafl4 roNYr, amines ro rrocnsd)ety — mayn ro *wanly a reyu{enlaben, erarela a mY qd as 10Iro oroduchvdy man °Grabens a p.oraap4ryu 01 any a gas. coal n alra mre.S pWlny. xe4o, Ltd n carrMCMn x.m.abaclr sob, not ucm ca (flap uCdr 1n any reason nNIWtM Ms local inall ld be rmamma al (cony n de enmity wdMN Ion mipen aapoyy 01 gcre Lagoon:boa Western Atlas International CORE LABORATORIES LABORATORY TESTS RESULTS 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 7 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB9.5 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 8 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB9-23 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 9 DATE RECEIVED: PROJEC'- 02/26/93 SAMPLE: TIME RECEIVED: SB10-5 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 10 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB10-16 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 11 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: SB11-5 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 12 DATE RECEIVED: PROJECT: 02/26/93 SAMPLE: TIME RECEIVED: S811-23 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 REM: 1,SM BRASS SLEEVE TEST DESCRIPTION SAMPLE 7 SAMPLE 8 SAMPLE 9 SAMPLE 10 SAMPLE 11 SAMPLE 12 UNITS OF MEASURE'•:::1" Total Petroleum Hydrocarbons, soil • 61 40 40 34 34 34 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:2 Tat YNlyyq Cannaa a ntlM/eaIM{ cr:aMp n Irvl r,pM ae bated upon oOwvabons n melanin wanted by OM then la *Ma n•cluSne end crlianias Lae Ind leper IUa been made the mlaaa,Wnl m Canal *intoned regtw nl de pert M0panMl 01 Cap Labaelaet Care WW'alae{ NMVM asWat{ro ICWJnf-0My Yb ma $rob etan:v a typt1Wn:ilo, enaena mire° 0110 Inc adduclmly pope 0aralen{ ayGeaatMH d WOOal Oa cyla peer Tna4. WOdply .0 a land el caned,. m*M1cn auto MOW 4 bNd a.eod yqn to any teale* enaltoeva TM'OpaltNY rc M tOwoacoc incept di M401y i4NYI 1M vmOM apaeral 00 Ca.. Lacatlr*, Western Atlas International A VIm,OI.vw Conner" CORE LABORATORIES LABORATORY TESTS RESULTS 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 13 PROJECT: DATE RECEIVED: 02/26/93 SAMPLE: TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SB12-5 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 14 PROJECT: DATE RECEIVED: 02/26/93 SAMPLE: TIME RECEIVED: 11:40 SAMPLE DATE: 02/25/93 SAMPLE TIME: 00:00 SB12-15 REM: 1,SM BRASS SLEEVE SAMPLE NUMBER: 15 * * THIS SAMPLE NUMBER WAS NOT ASSIGNED * * I TEST DESCRIPTION SAMPLE 13 SAMPLE 14 SAMPLE 15 UNITS OF MEASURE Total Petroleum Hydrocarbons, soil <30 <30 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:3 The Melyen. Wien{ W r:Mw.ulcry cmla.Oe m ms .UWil ale baled wort ccMhalons and Nene wapiti by It.e:4W tor *bre a.cw4.. Yq COMCMYUI YM ml tepyl bat peen made iro M9.wn lves V eotolt I.DeIswO tenecI1m WV IWjrynlre Del Cate Woo atoms CO.. LaoWaOM Mem.. asw'es M tespMltAly anti Make, l4.NYfty Y 'IWMMtalObS *VMS. Di mp4.0 al laIhe plockeratty. Decor rayon QI W01,Ip4Nse Ot IN 01. Q.{ Coale cow riming peavey. "eery Welty cav,. t'*nen ran repel 4 ete0 r.40 tapl lDe any teaw.eaal.GO.p TM Leal INN Mt be.epatted O.c.pl 41 II.M.YIY.*r.aa the "Mee" epntelod('.re Labrab!{ Western Atlas International A L•1011011.16, Gran( CORE LABORATORIES QUALITY ASSURANCE REPORT 03/03/93 JOB NUMBER: 930435 CUSTOMER: Geoscience Analytical ATTN: Fleet.E. Rust ANALYSIS DUPLICATES REFERENCE STANDARDS MATRIX SPIKES ANALYSIS TYPE ANALYSIS SUB -TYPE ANALYSIS 1.0. ANALYZED VALUE (A) DUPLICATE VALUE (B) RPD or (IA-Bl) TRUE VALUE PERCENT RECOVERY ORIGINAL VALUE SPIKE ADDED PERCENT RECOVERY PARAMETER:Total Petroleum Hydrocarbons, soil DATE/TIME ANALYZED:03/02/93 10:53 QC BATCH NUMBER:926344 REPORTING LIMIT/DF: 30 UNITS:mg/kg METHOD REFERENCE :EPA 4 8.1 TECHNICIAN CIS BLANK STANDARD SPIKE SPIKE DUPLICATE METHOD REFERENCE SAND BLANK MATRIX MATRIX 030293 130002 030293-1 930435-9 930435-9 <30 940 97 140 40 40 0 1200 78 0 40 100 100 97 100 1250 Gene Autry Nay hcaheim, CA 92805 (714) 937-1094 PAGE:4 The althrIn. 00nens a +llaaaalOY COmaneo n n{ won thn bfled upa o0NM1UM, end moony W904e0 by the Owl to *Moe e'cka .l and COAlbe .w use Iry •µ..•,as been math) One maaau,Ms of opnMf nanMO represent Me Dell Ano! et Coe I4b0t I4$ CaN a O[valow Knee nWmn reIeswosary And makes wmfIJ. r rloevOMOO, en:4M a+MMas a O Me so aWua1 peen aa p nions thee irsea arty Da puu Anon! COSI Nm "neat p'OO ly. see Or salt n Cann/Cron thin soon %en r epM a.nmarwDlem br any Mnen wnmaa!r+Ms•cpal:M. Mlpp wp0puce0 e.cepin rce eatery walla Me *Mien apfl.S 0* Cott waswn "J • Western Atlas International CORE LABORATORIES QUALITY ASSURANCE FOOTER All methods are taken from one of the following references: (1) EPA SW-846, Test Methods for Evaluating Solid Waste, Third Edition, November 1990 (2) standard Methods for the Examination of Water and Wastewater, 17th Edition, 1989 (3) EPA 600/4-79-020, Methods of Chemical Analysis for Waters and Wastes, March 1983 (4) Federal Register, Friday, October 26, 1984 (40 CFR Part 136) (5) American Society for Testing and Materials, Volumes 5.01, 5.02, 5.03, 1992 (6) EPA 600/4-89-001, Short-term Methods for Estimating the Chronic Toxicity of Effluents and Receiving Waters to Fresh Water Organisms (7) EPA 600/4-90-027, Methods for Measuring the Acute Toxicity of Effluent and Receiving Waters to Fresh Water and Marine Organisms, Fourth Edition All methods of chemical analysis have a statistical uncertainty associated with the results. Unless otherwise indicated, the data in this report is within the limits of uncertainty as specified in the referenced method. Quality control acceptance criteria are based either on actual laboratory performance or on limits specified in the referenced method. Notes: The date and time of analysis indicated on the QA report may not reflect the actual time of analysis for QC samples. All data reported on an "as received" basis unless otherwise indicated. Data reported in the 0A report may lower than sample data due to dilution of samples into the calibration range of the analysis. Sample concentrations for solid samples are calculated on an as received basis. FLAGS, FOOTNOTES, AND ABBREVIATIONS (as needed) NC = Not calculable due to'values lower than the detection limit. ND = Hot detected ug/L = Micrograms per liter mg/L = Milligrams per liter N.I. = Not Ignitable S.I. = Sustains Ignition r I(NS) = Ignites but does not sustain ignition RPD = Relative Percent Difference (a) = Surrogate recoveries were outside acceptable ranges due to matrix effects. (b) = Surrogate recoveries were not calculated due to dilution of the sample below the detectable range for the surrogate. (c)' = Matrix spike recoveries were outside acceptable ranges due to matrix effects. (d) = Relative Percent Difference (RPD) for duplicate analysis outside acceptance limits due to actual differences in the sample matrix. (e) = The limit listed for flammability indicates the upper limit for the test. Samples are not tested at temperatures above 140 Fahrenheit since only samples which will sustain ignition at temperatures below 140 are considered flammable. (f) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a diesel standard, however, the hydrocarbon pattern did not match a diesel pattern. (g) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a gasoline standard, however, the hydrocarbon pattern did not match a gasoline pattern. (h) = High dilution due to matrix effects Rev. 13 /usr/nick/wpwork/gafooterl4 2/25/93 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 ih .M'yses. moons of nwpnll4" coMarn U n+µ'CV ? Ml' C.1Md .OM 00SenoIOIl and Milenal 4.001.0 Of tt C*1I tO, *hose 490r1.r0 and CMldpp al ire Ms rnppl Pas been nude TM nOwo,eulOns n, edn0W e.C'e'"d rewewpY MI doll y4OL.nOn1 d ea. Ub}alpn6 Cae Lacc..Wts M*t..t, allanos IV 'OLIXV *oMj pW macs nO oan.YOy O. Igo'esenlj'cns &Iv", 0, nd'td Os lo tee pOditli*ly emir, memory 0, reawakens of any cm pas. CO.I CC ORt1 Metal poc. l.*e"p MAO n CCwMCIM*CO *coo 4N IOpon y u.ed 0' rched IOOf lot y" mcsn wow sooty TM1s remet U4lt lel boreppryd,d O.COp r. Oi Me.My *IOW Oe *Plan .ddgr.Md CO tSOOrllpts Western Atlas International A 1/M'D.Lrr Cowry C41:544:- ignature CORE LABORATORIES CORE LABORATORIES ANALYTICAL REPORT Job Number: 930468 Prepared For: GeoScience Analytical Fleet E. Rust 4454 Industrial Street Simi Valley, CA 93063 Steven A. Hensen Laboratory Manager Sig atureL Caltr Nick•C. Adolfo QA/QC Coordinator 3-YJ -- %S Date: 37z/R3 Date: Core Laboratories 1250 Gene Autry Way Anaheim, California 92805 (714) 937-1094 California Environmental Laboratory Accreditation Program Laboratory Number 1174 Los Angeles County Sanitation District Laboratory Number 10146 the anagu4. WMfS n nlapMaTc. ttMJMG ur .s r.ppl .ry based Loon oinenraionS and maler.il MYWIcV by me deg rry Merle O.t'nswe Na c,r,..al um, ,i r..pryl vs barn mMM rr4 nt✓orparmf ry canons niMrMed rlpvLMt NO NM MWmvl or Coe Lacy warren Co.. WCphWVL M1N.TU .Ly/nci nO tnnwttibMv and trWH M NYryyy or repnNenafera Ow.", n mbbrl.fl b Irv, tuoa t .ty ',mow ',warms It prAMYead eOf an/ Ca Ode Wan, Oil,. Mein popMy. *ea p Sand n =enarct n*inMrcn Lill mood 4 used p tWtrl aeon lot any ,CMO xryrcp.n. fnntropyl Oa. rq dt ryprf6M n.c.TI n M enamy alTul rry r.unm .ropr.* ri Cool L.W.l%fl Western Atlas International A LLOnIDlar. Cu.c.n CORE LABORATORIES LABORATORY TESTS RESULTS • 03/10/93 JOB NUMBER: 930468` CUSTOMER: Geoscience Analytical ATTN: ;Fleet E.,Rust CLIENT 1.0 9302151422 LABORATORY 1.0...: 930468-0001 DATE SAMPLED • 02/15/93 DATE RECEIVED • 02/16/93 TIME SAMPLED • 00:00 TIME RECEIVED • 10:23 WORK DESCRIPTION...: 5-5', LAB#930340-9 REMARKS • 1, BRS SLV-SOIL TEST DESCRIPTION FINAL RESULT LIMITS/*DILUTION UNITS OF MEASURE ` TEST METHOD DATETECHN pH (Soil pH measured in H20) • 7.7 • pH units EPA 9045 03/08/93 RVJ 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:1 n• ones. 0Y0M O' rt*o,gt a, conta,ea n INa real are yawn ,.pen n(n.".JIall AIM ^4Oa.al Way O ANnp e.C..n.re am C100onI use 1,fl level rot titan made The eeaon,,..M b cone.S a.UMwd 'S.M.., IN tett rApenwu d Co.. lams eta ins Co., LwaaevM ro+ere..ns. net N •Ma,M0.ty as mays ne ..raM, ar teat. oft. nn own*, a ..V1..p as lne protscst y own co. ars n p.nw.na\•N no any a gas wUa apt "ntjl aaoa.ry sell a wq n eonyciw •im M.en SOA!spat n uleaa We" torn to .»y N.xm MW16.Cre. I....eo+t shay," na •ep.wuew e.Cwl n.n rnaory allot* IM •..nen appeal a Cne LuaCo.H VOA Western Atlas International A Laoverps ar pros.. CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical CLIENT I.D DATE SAMPLED 02/25/93 LABORATORY I.D...: 930468-0002 TIME SAMPLED 00:00 DATE RECEIVED • 02/26/93 WORK DESCRIPTION...: 8B6-5, LAB#930435-1 TIME RECEIVED 11:40 REMARKS 1, BRS SLV-SOIL TEST.DESCRIPTION. pH (Soil pH measured in H20) FINAL RESULT LIMITS/*DILUTION PAGE:2 UNITS, OF MEASURE pH units 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 03/08/93 RVJ T•s aMlysos cj' n y rl,lynCto.t Can1.1Mel n !M Ieoyl3M r.ILM uWn IgyrvJ 0et alp 1]IpW S Cp. p by IM C1 q IM wngy C'L414.0 yq CMAy1Cnlp' uM IMl leedl lys dvl nVMI T'H Meleelalms ieMr.vq elPeet e •' 'o eM 1M Cttl eagMerl reCc. Lgy.M•eS Cy. awalien Pleape . amines ay Ic,CMNC.Yy goo IM.o, ne sauna W FeINne fa'MM ewes.., nail co as T IM o aO.K'h.ry Meer on..ainaA nr p01.IMbnlfl of say IL QM COO M oMl meal p00e IY. Melee ISM c CMyy[tp1 s In amen , ,,.span used M .aba La ce Ice an, rattan an way& TM llpon shall MI On IConnueed pimply, In MNMY sexy thy Ar.11M JOMpNot G'O Laren/ ei Westrm Atlas International CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 JOB NUMBER: 930468_CUSTOMER: Geoscience Analytical ATTN• Fleet E.'Rust CLIENT I.D LABORATORY I.D...: 930468-0003 DATE SAMPLED • 02/25/93 DATE RECEIVED • n7/26/93 TIME SAMPLED • 00:00 TIME RECEIVED r 11:40 WORK DESCRIPTION...: SB7-18, LAB#930435-4 REMARKS • 1, BRS SLV-SOIL TEST DESCRIPTION FINAL RESULT LIMITS/*DILUTION UNITS OF MEASURE' TEST METHCO DATE :: TECHII pH (Soil pH measured in H20) 7.7 pH units EPA 9045 03/08/93 RVJ 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:3 The they et COnoI, Or nfran.l ,, cola ed n my Itgyt est paled oppa rrpyt.Jlaes and rnnrr4i s+p0'e'O 014* vent w &MW °Coy., :WI confolenise test, mt n pot ys peen meow the nlrort'Ia1M1 rw CgMl4 e.r fl d represent Me pop migrate d Co'. LJOadbhe, Coe 4pyamrm txteevet af4(ne, eV re400.140.I1, anti m.NM '01 safety a/r,Ww^l.Crns tortes. se etopeet nl0ter vatctmry y0gr postman 0' a.owtden.n d 0', W gat. C0.N0I OINK mM(4I watts wee Or and ncpnnpclOn wrm *NO WOO 'Mho'', `MOO Ina, WOO, lor are rlatOo*Moto.. Ns rivers%NO ryl dt'CWOAtaa D.COpinIs*INN w0MW Me *siren .op.o, &l La00,11CeIt •f MA Western Aries International d Clo..o.6.. Cl"mD* CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust CLIENT (.D LABORATORY 1.0...: 930468-0004 DATE SAMPLED • 02/25/93 DATE RECEIVED • 02/26/93 TIME SAMPLED • 00:00 TIME RECEIVED • 11:40 WORK DESCRIPTION...: SB8-5, LAB#930435-5 REMARKS • 1, BRS SLV-SOIL TEST DESCRIPTION FINAL RESULT LIMITS/*DILUTION UNITS OF MEASURE TEST METHOD DATE TECHN Volatile Organics by GC/MS *1 EPA 8240 03/05/93 ST Acetone 230 20 ug/kg EPA 8240 Benzene ND 5 ug/kg EPA 8240 Bromodichloromethane ND 5 ug/kg EPA 8240 Bromoform ND 5 ug/kg EPA 8240 Bromomethane ND 10 ug/kg EPA 8240 2-Butanone ND 10 ug/kg EPA 8240 Carbon disulfide 48 5 ug/kg EPA 8240 Carbon tetrachloride ND 5 ug/kg EPA 8240 Chlorobenzene ND , 5 ug/kg EPA 8240 Chlorodibromomethane ND 5 ug/kg EPA 8240 Chloroethane ND 10 ug/kg EPA 8240 2-Chloroethylvinyl ether ' ND 10 ug/kg EPA 8240 Chloroform ND 5 ug/kg EPA 8240 Chloromethane ND 10 ug/kg EPA 8240 1,1-Dichloroethane ND • 5 ug/kg EPA 8240 1,2-Dichloroethane ND 5 ug/kg EPA 8240 1,1-Dichloroethene ND 5 ug/kg EPA 8240 Total 1,2-Dichloroethenes ND 5 ug/kg EPA 8240 1,2-Dichloropropane ND 5 ug/kg EPA 8240 cis-1,3•Dichloropropene ND 5 ug/kg EPA 8240 trans-1,3-Dichloropropene ND 5 ug/kg EPA 8240 ' Ethylbenzene ND 5 ug/kg EPA 8240 2-Hexanone ND 10 ug/kg EPA 8240 Methylene Chtotide ND 15 ug/kg EPA 8240 4-Methyl-2-pentar.,ne ND 10 ug/kg EPA 8240 Styrene ND 5 ug/kg EPA 8240 1,1,2,2-Tetrachloroethane ND 5 ug/kg EPA 8240 Tetrachloroethene ND 5 ug/kg EPA 8240 1,1,1-Trichloroethane ND 5 ug/kg EPA 8240 1,1,2-Trichloroethane ND 5 ug/kg EPA 8240 Trichtoroethene ND 5 ug/kg EPA 8240 Toluene ND 5 ug/kg EPA 8240 Vinyl acetate ND 10 ug/kg EPA &'L40 Vinyl chloride ND 10 • ug/kg EPA 8240 Total Xylenes ND 5 ug/kg EPA 8240 d4-1,2-Dichtoroethane (SURROGATE) 87 0 % Recovery 70-121% OC LIMITS d8•Toluene (SURROGATE) 126(a) 0 % Recovery 88-110% QC LIMITS 4-Bromofluorobenzene (SURROGATE) 53(a) 0 % Recovery 74-121% OC LIMITS pH (Soil pH measured in H20) 4.3 pH units EPA 9045 03/08/93 RVJ 1250 Gene Autry Way • Anaheim, CA 92805 (714) 937-1094 PAGE:4 TM.d'r.N Cojon V ttern.tc-C ;•e.d•..y 01 mA YtC0T e. II.Ned'..Owi.C:.I.vC.e.1L Yl.M'w... w;.>cl by II V o... ,V .Nw CICIA•.O J c CVO' .14.N.4 118 lvwt Nf Otavl m..lw• tro m'0WeNI./Y w •wewn. w mw wow* IN CMIN.O3e474.'10 CPY CdOpllot es OnL.WMJI.VN MMevp d{4mel M ltlOY'MYLt, xq m..{y . *wl.Nly w.weiY.edkfl"'WM1V.'*.dCe 0lro ry0c3ct!ty IMCMt-Pwal.W\ a 0°'jlynne d ry d 9os COIe. omen mewl" wow!. lldyC.W.I Cymecto,*e11 ...en Wcr...0011A s,n N.C1e0 upon IV a y seam MI.11Merw In.. repeat YWII .0 DOlepd6[rf c.Cc91111, !M.VIIV *.INY4 the MifM.WVd.NGI Crv011001.1Y.N JI .D 1 i 4 .a - • M� Western Ati_ T. International A um,ID...,.. Calrrp CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 • JOB NUMBER:;: 930468 CUSTOMER: Geoscience Analytical ATTN: •Fleet E. Rust ; CLIENT I.D • LABORATORY I.D...: 930468-0005 DATE SAMPLED • 02/25/93 DATE RECEIVED....• 02/26/93 TIME SAMPLED - 00:00 TIME RECEIVED • 11:40 WORK DESCRIPTION...: SB9-5, LAB#930435-7 REMARKS • 1, ORS SLV-SOIL TEST DESCRIPTION. FINAL RESULT LIMITS/'DILUTION UNITS OF MEASURE TEST METHOD DATE 'TECHN Acid Digestion for FLAA or ICP/MS COMPLETED N/A EPA 3050 03/09/93 RVJ CAM METALS SOLID *1 EPA 6020 03/10/93 RVJ Antimony (Sb) ND 5.0 mg/kg EPA 6020 Arsenic (As) 5.9 5.0 mg/kg EPA 6020 Barium (Ba) 100 5.0 mg/kg EPA 6020 Beryllium (Be) ND 5.n mg/kg EPA 6020 Cadmium (Cd) ND 5.0 mg/kg EPA 6020 Chromium (Cr) 25 5.0 mg/kg EPA 6020 Cobalt (Co) ND 5.0 mg/kg EPA 6020 Copper (Cu) 38 5.0 mg/kg EPA 6020 Lead (Pb) - ND 5.0 mg/kg . EPA 6020 Mercury (Hg) ND 10 mg/kg EPA 6020 Molybdenum (Mo) 6.6 5.0 mg/kg EPA. 6020 Nickel (Ni) 39 5.0 mg/kg EPA 6020 Silver (Ag) ND 5.0 mg/kg EPA 6020 Thallium (Tl) ND 5.0 mg/kg EPA 6020 Vanadium (V) 29 5.0 mg/kg EPA 6020 Zinc (Zn) 90 10 mg/kg EPA 6020 Selenium (Se) <10 10 tog/kg EPA.270.2 03/10/93 RVJ pH (Soil pH measured in H20) 6.3 pH units EPA 9045 03/08/93 RVJ • 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:5 the MWfn. Pampn, a ashaeu M{ ereae a n IrF, rrpyl TO Nsol ..pon ,towr..11Mf Any nvieha 4WwV Dy The Oahe Ian *each t emene and tlacke la the as topyi N. been maw The .mrpM,bnl Y LM4Y wanly" 'eo Mal DV M41 /Aprrw4 "I Cu.. labpatw., Coe litnata4. Mahar, 4. µw/ne. .o tesDPHfMIy El ma... ra .yraey I/ IewnYraMMe e.torsi Ur .float .s b If. pioecw.4, rnoe WMMMt V D.aUd N^µf o1 any Q4 get WO of Geer men poorly *6 asand.ICaeac,o, *.Turbot .yyrl rWT#I 's oleo ee Owl upon to.M'Orlon Marion.. Tr.s heal fn no,nQ.,op,Cal e.[epin 14.self ry.r IPOA Inc ...lien .Dap./d Ca. Ifmonto1. Western Atlas International A LJee/Cne r Co''W+? CORE LABORATORIES LABORATORY TESTS RESULTS 03/10/93 JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust CLIENT I.D LABORATORY I.D...: 930468-0006 DATE SAMPLED • 02/25/93 DATE RECEIVED • 02/26/93 TIME SAMPLED • 00:00 TIME RECEIVED 11:40 WORK DESCRIPTION...: 3810-5, LA8#930435-9 REMARKS • 1, BRS SLV-SOIL TEST DESCRIPTION FINAL RESULT LIMITS/*DILUTION UNITS OF MEASURE_' TEST. METHOD ' DATE,. .>'r,TECHN pH (Soil pH measured in H20) • • 7.6 • pH units EPA 9045 03/08/93 RVJ 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:6 Die Y.1^:wy xnvf . nrnt✓a J':J/�f Cm!h-w n n.f .et , d'e t'viYI upn octet, owns JW ^VInW',woken Dr me cirri la *rate p.t+rv.e ani tear ne J.1, uv' 1^..f trine •nf IIMn r Jlp Ti- nlpdelMTc't a 0O C'3 erynNO .00I0 Mn: ? be11 fragandet nerole La00.Jtretev'e LCOattnt rowf•dJt-/eMnp'fypyr11ty and my4nr0*Yrary at r1ptw-'idea..OrplYt/.npmryl Jf Lr^n pO4i4r JY mow pp0III1pdfhtw'-a ##101M ghl. CO.. p 0E'r mryrY ['node? .MIp L rd n CMVY•C!M wnn sfcm 4<n .epal•t ultra of r1.100 ucaiId MYrNltlr avfloerer (re{ rr'rpl yaJ IN DyrtvoO<IC O.CCCIn It egtyy M1' y1try 'oaten Y.prrtl tit CY. LMNJVT 7S14 Western Atlas International CORE LABORATORIES QUALITY ASSURANCE REPORT 03/10/93 JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical ANALYSIS ANALYSIS TYPE ANALYSIS SUB -TYPE PARAMETER:pH (Soil pH measured in 1120) REPORTING LIMIT/DF: UNITS:pH units BLANK STANDARD DUPLICATE METHOD CAL CHECK MATRIX PARAMETER:Se enjum (Se) REPORTING LIMIT/DF: 001 BLANK BLANK BLANK STANDARD `•'ANDARD 1 'M'ANDARD SPIKE SPIKE DUPLICATE DUPLICATE INSTRUMENT METHOD METHOD LCS CAL CHECK CAL CHECK MATRIX MATRIX MATRIX MATRIX 1031093 M031093A M0310938 120170 M92024 M92024 930468-5 930470-3 930468-5 930470-3 M030893 11120023 930471-1 5.29 7.06 8.79 DUPLICATES DUPLICATE VALUE (B) RPD or (JA-81) ATTN: Fleet E. Rust REFERENCE STANDARDS TRUE VALUE DATE/TIME ANALYZED:03/08/93 13:12 METHOD REFERENCE :EPA 9045 PERCENT RECOVERY ORIGINAL VALUE MATRIX SPIKES SPIKE ADDED PERCENT RECOVERY QC: BATCH'NUMBER926457 TECNNICIANjRVJ UNITS:mq/L DATE/TIME ANALYZED:03/10/93 .16:20 OC BATCH NUMBER 926520 METHOD REFERENCE :EPA 270.2 TECHNICIAN RYJ <0.010 <0.010 <0.010 0.020 0.039 0.040 0.022 0.034 <0.010 0.27 <0.010 0.020 0.040 0.040 100 98 100 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 TN motes oral d mwdnno'Y efln.VO ^ rvt WWI ua oaMb .ocn COWre!ryn ,v •. 1. +w�� tr i qq. 1od.Mte are, *W e0.r to use M C•0 rw'Teenoomade e .Mnd'lwg•&dMS. epees hdeWO 'b'iN'tl IN wpn^«�t d Welaodaww Coe taodawres rcae.a• an.nn ro.CidY•t0•,r ar•e.FP�iE wb•n•r,d r C:a'd OOV.+.Ws amnia �nl d sad n<traitrwn arcaWC"•earlaawes 'en.OT b Mr maser Mynot.! Tnges, W1 no e,dntdcn 0 a<rot.etotty nrd0'Tn WFYMOo., COCO.M<i0,any w.4 pas i,tgYt Val ro• oft •ppoOKlp a.cMt m.q Nry,ny wirygt bM *WWI MOMS, dCda tipindN 1250 Gene Autry Way, Anaheim, California 92805, (714) 937.1094, Fax (714) 937-1170 Western Atlas International CORE LABORAT0R:ES QUALITY ASSURANCE REPORT 03/10/93 JOB NUMBER: 930468 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust Volatile Organics by EPA 3240 DATE ANALYZED: 03/05/93 TIME ANALYZED: 00:00 METHOD: EPA 8240 QC NUMBER:926522 MATRIX SPIKES TEST ANALYSIS ANALYSIS DILUTION ANALYZED ORIGINAL SPIKE PERCENT DETECTION UNITS OF DESCRIPTION SUB -TYPE I. D. FACTOR VALUE VALUE ADDED RECOVERY LIMITS MEASURE Benzene MATRIX 930468-4 1 74 50 148 ug/kg MATRIX DUP 930468-4 1 68 50 136 ug/kg Chlorobenzene MATRIX 930468-4 1 61 50 122 ug/kg MATRIX DUP 930468-4 1 57 50 114 ug/kg 1,1-Dichloroethene MATRIX 930468-4 1 53 50 106 up/kg MATRIX DUP 930468-4 1 44 50 88 ug/kg Trichloroethene MATRIX 930468-4 1 63 50 126 ug/kg MATRIX DUP 930468-4 1 61 50 122 ug/kg Toluene MATR!X(c) 930468-4 1 76 50 152 ug/kg MATRIX DUP 930468-4 1 68 50 136 ug/kg d4-1,2-Dichloroethane (SURROGA MATRIX 930468-4 '30468-4 1 43 50 86 X Recovery MATRIX DUF 1 45 50 90 % Recovery d8-Toluene (SURROGATE) MATRIX(c) 930468-4 1 63 50 126 % Recoverry MATDUP (u) 930468-4 1 61 50 122 X Recovery 4-Bromofluorcbenzene (SURROGAT MATRIX(c) 930468-4 1 12 50 24 % Recovery MATDUP(c) 930468-4 1 26 50 52 % Recovery 1250 Gene Autry Way. Anaheim, CA 92805 (714) 937-1094 YN Jr$ynl Nnarreanrprawanacpmevap nnt.epa ere pawn .pion :uw.anree^p "cuss - ea•r, nrawn. . repnaan. the Ent rvapemrt pr CpOlaopraiaat Ccr ,.�•••.eacWr•.0^ea uu m.0 raartrYe Oaan mace ”a mmerpawa.. pr coma* 0.piaun° a L]acra:aM ran +Humes ^a ',Mtn Cryinn J•V:"EE.Cvtariv a repine Man} • ••••• mn•-f in 10 mO aa0KIWy proper wintery & pda.ab m of MY a. pas. ea/ ar Other mMrp WCSIO +NI einl nceme_IMn•pr ..1'4n ,cM ,0000 •,.w0a•e'40.c0 rN am Nike, *rel0Ce,pTr,..,ppn swim pr ye..0ppaucep 0.Cepl.na{ MIUMY *OW rM *Wmeapev&d Corn uapetl'M 1250 Gene Autry Way, Anaheim, California 92805, (714) 93740:4, Fax (714) 937-1170 • Western Atlas International A Lmllpryl Carwrry CORE LABORATORIES • QUALITY ASSURANCE REPORT EPA Method 8240 DATE ANALYZED: 03/05/93 METHOD: EPA 8240 QC NUMBER:926522 BLANKS TEST DESCRIPTION ANALY SUB -TYPE ANALYSIS I.D. DILUTION FACTOR ANALYZED VALUE DETECTION LIMIT UNITS OF MEASURE Acetone METHOD 030593 1 ND 10 ug/kg Benzene METHOD 030593 1 ND 5 ug/kg Bronodichloranethane METHOD 030593 1 ND 5 ug/kg Bromoform METHOD 030593 1 ND 10 ug/kg Bronomethane METHOD 030593 1 ND 10 ug/kg 2-Butanone METHOD 030593 1 ND 5 ug/kg Carbon disulfide METHOD 030593 1 ND 5 ug/kg Carbon tetrachloride METHOD 030593 1 ND 5 ug/kg Chlorobenzene METHOD 030593 1 HD 5 ug/kg Chlorodibromomethane METHOD 030593 1 ND 10 ug/kg Chloroethane METHOD 030593 1 ND 10 ug/kg 2-Chloroethylvinyl ether METHOD 030593 1 ND 5 ug/kg Chloroform METHOD 030593 - 1 ND 10 ug/kg Chloronethane METHOD 030593 1 ND 5 ug/kg • 1,1-Dichloroethane . METHOD 030593 1 ND 5 ug/kg 1,2-Oichloroethene METHOD 030593 1 ND 5 ug/kg 1,1-Dchloroethene METHOD 030593 1 ND 5 ug/kg trans-1,2-Dichloroethene METHOD 030593 ND 5 ug/kg 1,2-Dichtoropropane METHOD 030593 1 ND 5 ug/kg cis-1,3-Dichloropropene METHOD 030593 1 ND 5 ug/kg trans-1,3-Dichloropropene METHOD 030593 1 ND • 5 ug/kg Ethylbenzene METH00 030593 1 ND 10 ug/kg 2-Hexanone METHOD 030593 1 ND 5 ug/kg Methylene Chloride METHOD 030593 1 ND 15 ug/kg 4-Methyl-2-pentanone METHOD 030593 1 ND 5 ug/kg Styrene METHOD 030593 1 ND 5 ug/kg 1,1,2,2-Tetrachloroethane METHOD 030593 1 ND 5 ug/kg Tetrachloroethene METHOD 030593 1 ND 5 ug/kg Toluene METHOD 030593 1 ND 5 ug/kg 1,1,1-Trichloroethane METHOD 030593 1 ND 5 ug/kg 1,1,2-Trichloroethane METHOD 030593 1 ND 5 ug/kg Trichloroethene METHOD 030593 1 ND 5 ug/kg Vinyl acetate METHOD 030593 1 ND 10 ug/kg Vinyl chloride METHOD 030593 1 ND 10 ug/kg Total xylenes METHOD 030593 1 ND 5 ug/kg d4-1,2-Dichloroethane (SURROGATE) METHOD 030593 1 95 70-121 % recovery d8-Toluene (SURROGATE) METHOD 030593 1 96 81-117 % recovery 4-LBromoftuorobenzene (SURROGATE) METHOD 030593 1 95 74-121 % recovery 1250 Geno Autry Way Anaheim, CA 92805 (714) 937-5 94 n.O afl1 V413 eonM3 or nIMple!JIne3 Cg`Jntlp n lNf trail we lllfMl wow `MN!.A14^S YA mJIe`41 g131p 0Y Inc eke 10, &NYle Nc...sI.e .e11 ContIkere No Ms Npnl Pte. nom Made TN/.rllrp•e1JtOef to C•In f elg,Nbd IJ(p.efrl Me aft JYAgelrrl of CON LJCIJkef Cr,e LJGNIIWN,3 rc*tvf TyI.Me3 nOr050V142.1.1y Jai Ma.efM*Y1rli CI Ie0Nse Halal e•p'e33`tn.ea JS N!'Y!pIW.KIiY IY goon (ovat 1Y or p.nl.1,MMM33 of 3fl CI Oaf C031 Co elhl Medial geoMly we or far, nCoWCig1*10*NC11 loch renal II uNCI g I0LPI05000 lg JM In33M.NVICI er TM NOW 3R1111.01 be l ooaucW CKCGI nle3 M4no*y 4403* Ire *WPM I1139p.Jlpl CJle LaDw,Wel • VOA V Vestern Atlas International CORE LABORATORIES ICP;".S Blanks Form Date Method Analyzed: 03-10-93 Blank ID: TTLC Blank (DIH2O+Acid) Analyte Limit of Method Calibration Detection Blank (ug/1) Blank (ug/1) Antimony (Sb) 5.0 Arsenic (As) 5.0 Barium (Ba) 5.0 Beryllium (Be) 5.0 Cadmium (Cd) 5.0 Chromium (Cr) 5.0 Cobalt (Co) 5.0 Copper (Cu) . 5.0 Lead (Pb) 5.0 Mercury (Hg)M5.0 Nickel (Ni) 5.0 Selenium (Se) 10 Silver (Ag) 5.0 Thallium (T1) 5.0 Vanadium (V) 5.0 Zinc (Zn) ]0 ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND Tr• Y amen Lonna or •rerwgawls contained in tins rMprl.no Paled upon oniMraIMt xA malernr NgWIV DV IM CMM la *POW e•cu&M Ivtl conf a n.al ySe mn temp Ms wen r ao. TM nlawora'M' C• •'wwns a•p»WO rew.HM IM bus! s. Qnnl d G'e I..lnYalaN can Larsal0Os rgwg p assumes M reso0MbM4 and rna•es M warramr a rapeen/Woo. V.O'%s rft and.d at to the monuc Ml1' p o e1 GMMalf/ls (M ycl.lanlpve al MV es Oat C0 l0, POW mtw DQ0*iyMe of and n ewrcIoIwmwM.nsVcn•ep'il nusbc.'Sea opente any 1ea1M wnall0t•a fM tenonfMe ryy co reNCQ.c©e.cctn itt twangy wirow 'no wnnen add/oral W Cou. Lsddabrw W14 Western Atlas International A Lan ,Penes Gronly CORE LABORATORIES ICP/MS Calibration Check Date Control Analyzed: 03-10-93 Standard: SPEX Multi -Element Std Analyte True Anal. Value Value % (ug/1) (uq/1) Recov. Antimony (Sb) 100 100 100% Arsenic (As) 100 110 110% Barium (Ba) 100 100 100 Beryllium (Be) 100 100 l00 Cadmium (Cd) 100 110 110 r`-omium (Cr) 100 100 100 Alt (Co) 100 100 100 •caper (Cu) 10o 100 loo Lead . (Pb) 100 100 100 Mercury (Hg) 100 100 100 Molybdenum (Mo) 100 100 100 Nickel (Ni) 100 110 110% Silver (Ag) 100 99 99 Thallium (T1) 100 110 110 • Vanadium (V) 100 96 96 Zinc (Zn) 100 110 110 ** Mercury not present in SPEX Standard; Mallinckrodt standard used as control. as T". WUI?SOS :Onryl4 of t erplC'!JIfns Q..nuut.N n Mot MYt MO raven upWl onsoniJIM% Ind mJ!Ur yI 4J4'lyy DV Ite 00°1 IQ' w!pb c'C4M•m." enr"0l4 uW IIL\ IdX,I N4 teen *Nly Tn. neI WCIAIM\ O nowo's.r W.n.G 'UWCN'A'"y UUSI I r3(ICm9M CI CV C LJMJIpaS Can L]WJlpwt NNnnr an.r.. no IUSU WMy and mJ\H Itl *Warty Ofltot0 ml.IAn3 O WUS% or rr.n.ea JS!U lnU WISIIuCfr.l WUOM OWn.11Gn5 I/OrM IJCICnI'n c' Ny OA OAS C04% 01 DIMI rnetai WOory well W Saab n COW'ICIE, am omen 5U0' WOO H Awl W IC40 u0.M la any ..ASM snit et In41CWMl rnW MN 00'OO'OOJCCI Ultra, 'nl%Unl.Wy "IOU IM *M" MPH" d CWI LJb.!w41 WA Western Atlas International A L.Mlpe yr fon,„, Date Analyzed: 03-10-93 Analyte CORE LABORATORIES ICP/MS Calibration Check Reference Standards Low Conc: High Conc: 20 ppb Check Std 200 ppb Check Std True Anal. Value Value % (uq/1) (uq/1) Recov. True Anal. Value Value % (ug/1) (uq/1) Recov Antimony (Sb) 20 21 105% 200 210 105% Arsenic (As) 20 20 -IUUT 200 190 95 Barium (Ba) 20 20 -IUUT 200 210 105 Beryllium (Be) 20 20 100% 200 170 85 Cadmium (Cd) 20 18 200 200 100 Chromium (Cr) 20 20 100% 200 190 95% Cobalt (Co) 20 20 -TOT 200 220 110 Copper (Cu) 20 22 1.10% 200 220 110 Lead (Pb) 20 20 -IaiT 200 220 110 Mercury (Hg) 20 20 -IUUT 200 230 115 Molybdenum (Mo) 20 22 110% 200 210 105 Nickel (Ni) 20 21 -I-63T 200 220 -Ilia Silver (Ag) 20 22 110% 200 180 90% Thallium (T1) 20 20 -TOT 200 230 115 Vanadium (V) 20 20 -nut'200 180 90$ Zinc (Zn) 20 22 110I 200 230 115 Tne dna hj4S cne OnS Cr rlt.p.Ot.Ia, ctna ned V1 Ind rfgF1.V! rase] upn COW JIc(I .Fb mJICW 4.44)'r.Yl lly the Cly X SF ob51` e•OAar and C. nrnlMmhll ufe Mn rcCWI NIS nor nate Try nnflentJlpry p Op/M1Fnn frp.SSW '0a,e,,It re Nil ryppemMI Of COIM t8»aIpnn Cote Latcir,',H htenn JNunan0041:04pn1Y Ind mJrf ni Irmo Jn'I co rein...Amato mien 0.^plgwlJS le the qup{t.Vny plWrn WCd1UC N crcgedtdeViso c1 a'y gat CQI$WYr mon anioenv*4I1 SJrc n CGVOCIOM •In &ben SKF ,1r to meant 'eMN LW' ter pmy, a34V1 Mnilps)rnl (n.S rppprt 4t Jd n} MlIepmn<OOO'C*OInJSo0auti *?CSA nM 0,,ne^ aopM.l OICOn Lpnrp'c t Western Atlas International CORE LABORATORIES ICP-MS Matrix Spikes Form Date Job Analyzed: 03-10-93 Number: 930468-5 TTLC Matrix: Soil Analyts Spike Sample MS MS Added Conc. Conc. Percent (uq/1) (uq/1) (uq/1) Recov. Antimony (Sb) 100 ND 110 110% Arsenic (As) 100 5.9 84 78 Barium (Ba) 100 100 200 100% Beryllium (Be) 100 ND 85 85% Cadmium (Cd) 100 ND 97 97 Chromium (Cr) 100 25 110 85 Cobalt (Co) 100 ND 100 100 Copper (Cu) 100 38 150 112 Lead (Pb) 100 ND 100 100- Mercury (Hg) 100 ND 97 97% Molybdenum (Mo)• 100 6.6 110 103 Nickel (Ni) 100 39 130 9ii-- Silver (Ag) 100 ND 82 82 Thallium (T1) 100 ND 97 97 Vanadium (V) 100 29 110 81% Zinc (Zn) 100 90 190 100 TM YW Vws opncn 0mooeal rj Coat., n IM1L repotl a.47 na4p upon' ;uwydy and m.nlnu +•scab Ovr,e c4m LM *rate e•o,nnn.r:a COfI.& .aI uW Ira i.y.n r a% beer m.100 Tr. ntMaaaIW a moonGOin *Welled ✓IM r.%Or'l ins pall IuOpM'ae WC*. LYYlab'H L.•aa 4Wralatls mwever ayYIb /] ro r •lpana�ly .lm ma•H m rarer., a rl'aaYnlale/n eraVtf a mpuq of m m• I. w.4I.•�ry aMIIi gM+alpy a WaI•lylyry{f Gam a gat CpN Or dryr Tn'G 000MV nee Or Step/I Carrec'o «ap«Mefucnrgyl ry Np or Wei upon for any *MMLM aralwn•a Inf tepai %ra rCl De reprrquea antra n eruerV aamui M *WWen=WPM f.I GO.. L.paamn !IS Western Ames International CORE LABORATORIES ICP-MS Duplicates Form Date Job Analyzed: 03-10-93 Number: 930468-5 TTLC Matrix: Soil Analyte Antimony (Sb) Arsenic (As) Barium (Ba) Beryllium (Be) Cadmium (Cd) Chromium (Cr) Cobalt I (Co) Copper (Cu) Lead (Pb) Mercury (Hg) Molybdenum (Mo) Nickel (Ni) Silver (Ag) Thallium (T1) Vanadium (V) Zinc (Zn) Anal. Dup. Value Value RPD (mg/1) (mg/1) ND ND 0.0% 5.9 5.3 10.7% 100 110 9.5% ND ND 0.0 ND ND 0.0 25 24 4.1 ND ND 0.0% 38 38 0.0 ND ND 0.0% ND ND 0.0% 6.6 7.1 7.3% 39 35 10.8% ND ND 0.0% ND ND 0. 29 28 3.5% 90 98 8.5% ib 1'd.11O100ean 0 Npdeub'SC'rr.Ib.0I'IhfIronse0.1µ1.00101PralOriand m.IOdI SUCOyV Ov rho 'Y!gIIY .10101.Chj.'0 And COnl CO0.0i idn . L 10a0 "as been TJOO The MICpo1.IW{ Of M'MOC..pn MWCMM MO test UO.T.r101 Co.,. La Op.bIM CO10 Llp'ata u. W weiff asHeret OOIOIpYMO.!.Iy yp TA.O\ no A.I.Iy11Y O Imm olat vs 0.pl•n10 ^0V'0.111010. p00iK01MV pipll C(IpaIOM .Y O.OMa NOM.0 pro OI 7s. can OW munfrai iOMIIMOJ SAMnCOY.CIoIW.111much 1cc111ppp14 YYp 0 1.b0 .00n 10. wry .0.100 Md1YV.1vf In11Opy, VdO ryp OOIOp0OK00OICOm T.1. unmet, *annul Mo..OI.O.ypQ.YCI Gve LIWI.b'H • A rTl4r % • • Western Atlas International . Leo"be..r. Gi'pn, CORE LABORATORIES QUALITY ASSURANCE FOOTER All methods are taken from one of the following references: (1) EPA SW-846, Test Methods for Evaluating Solid Waste, Third Edition, November 1990 (2) Standard Methods for the Examination of Water and Wastewater, 17th Edition, 1989 (3) EPA 600/4-79-020, Methods of Chemical Analysis for Waters and Wastes, March 1983 (4) Federal Register, Friday, October 26, 1984 (40 CFR Part 136) (5) American Society for Testing and Materials, Volumes 5.01, 5.02, 5.03, 1992 (6) EPA 600/4-89-001, Short-term Methods for Estimating the Chronic Toxicity of Effluents and Receiving Waters to Fresh Water Organisms (7) EPA 600/4-90-027, Methods for Measuring the Acute Toxicity of Effluent and Receiving Waters to Fresh Water and Marine Organisms, Fourth Edition All methods of chemical analysis have a statistical uncertainty associated with the results. Unless otherwise indicated, the data in this report is within the limits of uncertainty as specified in the referenced method. Quality control acceptance criteria are based either On actual laboratory performance or on limits specified in the referenced method. Notes: The date and time of analysis indicated on the oA report may not reflect the actual time of analysis for oC samples. All data reported on an leas received" basis unless otherwise indicated. Data reported in the QA report may lower'than sample data due to dilution of samples into the calibration range of the analysis. Sample concentrations for solid samples are calculated on an as received basis. FLAGS, FOOTNOTES, AND ABBREVIATIONS (as needed) NC = Not calculable due to values lower than the detection limit. ND = Not detected ug/L = Micrograms per liter x+�l = Milligrams per titer = Not Ignitable 5 = Sustains Ignition I(NS) = Ignites but does not sustain ignition RPD = Relative Percent Difference (a) = Surrogate recoveries were outside acceptable ranges due to matrix effects. (b) = Surrogate recoveries were not calculated due to dilution of the sample below the detectable range for the surrogate. (c) = Matrix spike recoveries were outside acceptable ranges due to matrix effects. (d) = Relative Percent Difference (RPD) for duplicate analysis outside•acceptance limits due to actual differences in the sample matrix. (e) = The limit listed for flammability indicates the upper limit for the test. Samples are not tested at temperatures above 140 Fahrenheit since only samples which will sustain ignition at temperatures below 140 are considered flammable. (f) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a diesel standard, however, the hydrocarbon pattern did not match a diesel pattern. (g) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a gasoline standard, however, the hydrocarbon pattern did not match a gasoline pattern. (h) = High dilution due to matrix effects Rev. 13 /usr/nick/wpwork/qafooter14 2/25/93 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 tr aYgyl C0i0n1w nle•OltUiffl:C•onee0 n fl$ revel 'At bjMp µen•g'..'alple AM .l'ale..V 4.001.4.1 by Inn CMnI Ip **MO yC t.e.Yd Cctl1y.p use nu% .sporlr. wx^^eM r., • m•o.MatOn, a.p.V1e u.tvc.ad •faYMM re Cell pagernenlralCaeL]PyaIMOs We LJWeI0ei hYAa JUManeS ro '.`"YenMlr a• mr•1 en iu.amv b '4,"'" llon n.I$nfn rt. en ." tb IM Pinthayne aajM igp•elml n o'n'.ljbnen el a"y d 02% =. el e cant mein meceny sew b 4W vi i noes en *ion *Ns y.Cn anion 4 used ry •enna uor tot any rn.Ho' M.IItIn.n I"f repel wen ny re fawns f.l eicebt n.•1 en14el`/ worm. ['Vanden Appose re Cbe lataat." • • ti • n . ra Western Atlas International CORE LABORATORIES CORE LABORATORIES ANALYTICAL REPORT Job Number: 930340 Prepared For: GeoScience Analytical Fleet E. Rust 4454 Industrial Street Simi Valley, CA 93063 34743 Date: Steven A. Hensen Laboratory Manager Core Laboratories 1250 Gene Autry Way Anaheim, California 92805 (714) 937-1094 California Environmental Laboratory Accreditation Program Laboratory Number 1174 Los Angeles County Sanitation District Laboratory Number 10146 In. CH'yfds OCnan c, e4to lt., :.'..mwW nl IM !eon, Yn t.n.0 Won rcwpjlai and ^"Ien31s4,kppy erreanr*"rwnrc4Mu.YN rryankmS a IM rtpyl haS DUm-yeas IM"IaleWIP{ p aMVnMC r9felMl IM Deft NODOMII W Cory L ata.t.CpsLico'an,M rnwee.i,WM. M 11403044e ern maids M*Seen",Or)epplast/0{ trpyyl o. etl.d ae 10"u) VMM1LI*ar W0.wr COlealml n rMuv,r.n d yry D Ws DDM o. owM rata'.j,ocny se De,ajf1COMoca,.n*NO 14,Cnr.nylr YfM or,.b0won b Ty Inks' MVIKa,M Ir repel hol rqM" eDIMRl11 r)rem,a,al onwri, *Amuu IM Y, a.n aopora" O. Cc*. tab3IV01 Western Atlas International CORE LABORATORIES LABORATORY TESTS RESULTS 02/19/93 JOB NUMBER: 930340 CUSTOMER: Geost.._nce Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 1 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 1-5' SAMPLE DATE: 02/15/93 SAMPLE TIME: REM: 7, BRS SLV-SOIL 00:00 SAMPLE NUMBER: 2 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 1-10' SAMPLE DATE: 02/15/93 SAMPLE TIME: REM: 1, BRS SLV-SOIL 00:00 SAMPLE NUMBER: 3 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 2-5' SAMPLE DATE: 02/15/93 SAMPLE TIME: REM: 1, BRS SLV-SOIL 00:00 SAMPLE NUMBER: 4 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 2-25' SAMPLE DATE: 02/15/93 SAMPLE TIME: REM: 1, BRS SLV-SOIL 00:00 SAMPLE NUMBER: 5 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 3-5' SAMPLE DATE: • 02/15/93 SAMPLE TIME: REM: 1, BRS SLV-SOIL 00:00 SAMPLE NUMBER: 6 DATE RECEIVED: PROJECT: 9302151422 02/16/93 SAMPLE: TIME RECEIVED: 10:23 3-25' SAMPLE DATE: 02/15/93 SAMPLE TIME: REM: 1, BRS SLV-SOIL 00:00 TEST DESCRIPTION SAMPLE 1 SAMPLE 2 SAMPI.E .:AMPLE 4 SAMPLE 5 SAMPLE 6 UNITS OF MEASURE: Total Petroleum Hydrocarbons, soil <30 <30 <3n <30 <30 <30 mg/kg . 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:1 ma ragwa opmme r ele'purmv cra-ru 4 . :. ro .ran noem.rama aro ",aryl two.a by me titre kw ...,.0 e.crnne ra CON (*Mal 1.0Ins.eCaI Nit Dean moan IH .+rpwa 4r% a h'.'/YN'..peapa 'apeel'.Da Desi N19.mtM O'CYe I.IVC•.Wi.t 1.;; •,ne+,.'..IO.r AaMM{ m iespYNNly ra make{ro arFYYV al.ryyaµMACM Open V rpca as b Ile pag4frwly .W;r QLMerrya r DCIMYON4r/��aal COW 1Y 01MI nwfl o'O iv .aa Sand n [each 0..n4..:,,' • '.eMl 4 la° nt teba upon lots^, maw sn ppM lM,c,w, Yu. N,VDO 'epesad 'malt n es pn.MY *n 4 the v item AOpa.r W We L.M1Y]'GY. Waatarn Atlas Inttarnatianal ., LetelD ess Conn" CORE LABORATORIES • LABORATORY TESTS RESULTS 02/19/93 JOB NUMBER: 930340 CUSTOMER: Geoscience Analytical ATTN: Fleet E. Rust SAMPLE NUMBER: 7 PROJECT: 9302151422 DATE RECEIVED: 02/16/93 SAMPLE: TIME PECEIVED: 4-5' 10:23 SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 8 PROJECT: 9302151422 DATE RECEIVED: 02/16/93 SAMPLE: 4-20' : TIME RECEIVED: 10:23 SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 9 PROJECT: 9302151422 DATE RECEIVED: 02/16/9' SAMPLE: f:14.7 RECEIVED: 10:23 SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL SAMPLE NUMBER: 10 PROJECT: 9302151422 DATE RECEIVED: 02/16/93 SAMPLE: TIME RECEIVED: 5.25' 10:23 SAMPLE DATE: 02/15/93 SAMPLE TIME: 00:00 REM: 1, BRS SLV-SOIL TEST DESCRIPTION SAMPLE 7 SAMPLE 8 SAMPLE 9 SAMPLE 10 UNITS OF. MEASURE Total Petroleum Hydrocarbons, soil 34 34 45 39 mg/kg 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:2 tM rWvl•ra aonom a orWen", ewanbn ins won wo rnox un 'Dserne ne an, ?Nit(' %µwont DI ne anon fro Onus e.c4 run .vV Loorannuusa M7 ran .t has Morn +.wv Ina antra," 00.0.4 onswd 'ern," IM DWl W:Mesn O CO. Landman Core l.Yaasrt rv...a. alike ..ro renv40My Ytl^.Ye%Mt*art/ a ter esMM&irapt%np'.yl as bIN: .4O..NMv 17.104. OM. MOM a p'o.I4 ness M'v M 7s COYa CDM Tear a[oM,.wen CO Mitt in COVK4n Orr *nth.eroI n Yore ot. e0 spar •a an/ Mara M'alYM.p for.ean adnrA no .1Watcua a.crpl n is .Ml.av /torte Me Minen savors al ere l&laanp Western Atlas International CORE LABORATORIES OUALITY ASSURANCE REPORT 02/19/93 JOB NUMBER: 930340 CUSTCMER: Geoscience Analytical ATTN: Fleet E. Rust ANALYSIS DUPLICATES REFERENCE STANDARDS MATRIX SPIKES ANALYSIS ANALYSIS ANALYSIS ANALYZED DUPLICATE RPD or TRUE PERCENT ORIGINAL SPIKE PERCENT TYPE SUB -TYPE 1.D. VALUE (A) VALUE (9) (IA-BI) VALUE RECOVERY VALUE ADDED RECOVERY PARAMETER:Total Petroleum Hydrocarbons, soil DATE/TIME ANALYZED:02/18/93 16:48 OC BATCH NUMBER:926080 REPORTING LIMIT/DF: 30 UNITS:mg/kg METHOD REFERENCE :EPA 418.1 TECHNICIA;:AYJ BLANK METHOD 021893A <30 STANDARD LCS W120053 53 50 106 SPIKE MATRIX 021893-1 88 0 100 88 SPIKE MATRIX 021893-2 88 0 100 88 SPIKE MATRIX 930362-1 150 63 100 87 SPIKE DUPLICATE MATRIX MATRIX . 930362-1 930362-1 180 320 290 10 63 100 117 DUPLICATE MATRIX 930362-1 320 370 14 PARAMETER:Total Petroleum Hydrocarbons,, soil DATE/TIME ANALYZED:02/19/93 11:34 OC BATCH NUM,ER:926091 REPORTING LIMIT/DF: 30 UNITS:mg/kg METHOD REFERENCE :EPA 418.1 TECHNICIANAYJ BLANK. METHOD 021993A <30 CPIKE MATRIX 021993-1 83 0 100 83 SPIKE MATRIX 930362-1 150 63 100 87 SPIKE DUPLICATE MATRIX MATRIX 930362-1 930362-1 180 320 290 10 63 100 117 DUPLICATE MATRIX 930362-1 320 370 14 • 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 PAGE:3 1'a 4nOnet Cants a ntaywtON ernn.wa a of 'Meg? Me reuse gram iown.elq.n ra n.do M sdehua Dr ed ew.n xr etnfe ed.SM.p .nt Conoddn w tag en nyyt nas peen mfpp The n edindalde n a ants .<DrnMimy Daw keleedT1 d Com WpvdtVn C.n Let'jt,,. wn .bone. el, inpo 8dty and m.wn•*wanly n .gyaµmil.n e.rlms n. 3 is '0 rodommt, wed..%wady, r 0ST10*MS ed sny e die a One! mere WCOOde — or sane n CMM410 ..Toned yen raped n ',sod er toted( wipe fed Dee %Mae✓41WCW TM mart Nall nenD lecrrb[cd ideate n of Twiny *ltnj the wine. arnna' 01 Cne Lebeha'M • v� Western Atlas International A LMIPIs' CA"AAN CORE LABORATORIES QUALITY ASSURANCE FOOTER All methods are taken from one of the following references: (1) EPA SW-846, Test Methods for Evaluating Solid Waste, Third Edition, November 1990 (2) Standard Methods for the Examination of Water and Wastewater, 17th Edition, 1989 (3) EPA 600/4-79-020, Methods of Chemical Analysis for Waters end Wastes, March 1983 (4) Federal Register, Friday, October 26, 1984 (40 CFR Part 136) (5) American Society for Testing and Materials, Volumes 5.01, 5.02, 5.03, 1992 (6) EPA 600/4-89-001, Short-term Methods for Estimating the Chronic Tonicity of Effluents and Receiving Waters to Fresh Water Organisms (7) EPA 600/4-90-027, Methods for Measuring the Acute Toxicity of Effluent and Receiving Waters to Fresh Water and Marine Organisms, Fourth Edition All methods of chemical. analysis have a statistical uncertainty associated wi: the results. Unless otherwise indicated, the date in this report is within the limits of uncertainty as specified in thz referenced method. Quality control acceptance criteria are based either on actual laboratory performance or on limits specified in the referenced method. Notes: The time of analysis indicated on the QA report may not reflect the actual time of 'vatysis for QC samples. All data reported on an "as received" basis unless otherwise indicated. Data reported in the OA report may lower than sample data due to dilution of samples into the calibration range of the analysis. Sample concentrations for solid samples are calculated on an as received basis. FLAGS, FOOTNOTES, AND ABBREVIATIONS (as -needed) NC = hut calculable due to values lower than the detection limit. ND = Not detected ug/L = Micrograms per liter mg/L = Milligrams per liter N.I. = Not Ignitable S.I. = Susta!ns Ignition I(NS) = Ignites but does not sustain ignition RPD = Relative Percent Difference (a) = Surrogate recoveries were outside acceptable ranges due to matrix effects. (b) = Surrogate recoveries were not calculated due to dilution of the sample below the detectable range for the surrogate. (c) = Matrix spike recoveries were outside acceptable ranges due to matrix effects. (d) = Relative Percent Difference (RPD) for duplicate analysis outside acceptance limits due to actual differences in the sample matrix. (e) = The limit listed for flammability indicates the upper limit fcr the test. Samples are not tested at temperatures above 140 Fahrenheit since only samples which will sustain ignition at temperatures below 140 are considered flammable. (f) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a diesel standard, however, the hydrocarbon pattern did not match a diesel pattern. (g) = Results for this hydrocarbon range did not match a typical hydrocarbon pattern. Results were quantified using a gasoline standard, however, the hydrocarbon pattern did not match a gasoline pattern. (h) = Nigh dilution due to matrix effects Rev. 13 /usr/nick/wpwork/gafooterl3 1/20/93 1250 Gene Autry Way Anaheim, CA 92805 (714) 937-1094 the nines ramps Of KYwnam Qrt c[nla^Oa n Alf ICON AO rated .4fon roWn.Y" MH malrW 44p1.O by Ay Very Icy Mew o•AAA. -a ca 4 cleff4 . u'e I'uf faint Pal bor mow trip nlwlrc alan edCpna'. aanged fapIWltre boM opens.' ot Cc** L..xwNaat CVO ladrawn fa nn r Alban fp rpsyayly *XI males Al AC eayay a tiwau nn.ry e•pratt 1 rpea asp ma ymclmlr ntgpy owalrrt of prpdrcwwt I/ any a pn coast ot. woMAI Pf(tryy .MIo. SYVn Cor wOv *MCA sure rep. n y.s U relpa ;OM kw try *talon ofvolorwr rAC feylYWlrI boreotoo.cea@•Coptn rt rleMy aArtl. AA 00~COMO' Of COOtappta4M CORE LABORATORIES CHAIN OF CUSTODY RECORD CUSTOMER INFORMATION PROJECT INFORMATION NUMBER OF CONTAINERS Op •y� y J V Q9� k' LAB JOB NO. COMPANY: /� / 1 C7koSClGnLe �-- �Llc./ PROJECTNAME/NUMBER: SEND REPORT TO: Plea f BILLING INFORMATION ADDRESS: ,/ �, 4 vs9 2 'ok4 SI • BILL TO: c:;Cifri; y)/, "its 93110.7 ADDRESS: cr PHONE (SOS ` ��` - 6.53Z PHONE: /V 4 FAX /� A9)J CZ p - 25 7O l U�J J FAX PO NO.: SAMPLE NO. SAMPLE ID SAMPLE DATE SAMPLE TIME SAMPLE MATRIX CONTAINER TYPE PRES. ,J REMARKS / PRECAUTIONS / 9303re- 9 2/is . .Y 07.5.51v 2- ?so4/2.6 ' a/zs i 2 0�-35 - y 2/z6 — / y 93a//35-s / J S' 9394/35- 7 / G 9 3D V35- % �/ �/ ✓ (/ /v ep G bet.) es, .7irm4;idv7 -Al- »/mac coy • 7lto 2 i ed Pr eithi t,' uv/Pe7 SAMPLER: SHIPMENT METHOD: / ARB IL NO: �� REQUIRED TURNAROUND:* 0 SAME DAY • 24 HOURS 0 48 HOURS 0 72HOURS NI DAYS • 10DAYS 0 ROUTINE OTHER S kaA 43 1. RELINQUISHED BY: DATE 2 RELINQUISHED BY: - DATE 3. FTELWQUISHED BY: DATE SIGNATURE SIGNATURE SIGNATURE PRINTED NAMECO MPANY: TIME PRINTED NAMEICOMPANY: TIME PRINTED NAME/COMPANY: TIME 1. RECEIVED BY: - DATE 2. RECEIVED BY: .. `: DATE 3. RECEVED BY: DATE SIGI--3 5J%% /C Q/re (mil I�IJ•J SIGNATURE: SIGNATURE: PRINTED NA ANY: t le TIME PRINTED NAME/COMPANY: TIME PRINTED NAME/COMPANY: TIME 1lnaain, Caroni. ❑ Lap Berndt, Carona 1250 E. Gene Arty Way 3700 Cherry Avarua AnaaiR Cellaae 92805 Long Beach, Callorna 90807 (714) 937.1094 (310) 5956401 ❑ Denver(Auron),* ado 1300 S. Minas -Sole 130 Arc a, Warn 01012 (303) 751.1720 ❑ Casper, Wyoming 420 West 1st Street Casper, Morin 82201 (307) 2355741 ❑ Neaten, Texan 10201 Wed*w, eag.1-A Haug i, Tens 77042 (713) 9724700 ❑ Hotter, Texas 8210 Limey Road Harlon, Teas 77075 (713) 8439776 ❑ Capita CluSi, Texas 1733 North Padre Island Dr. Capra (Nish, Texas 773403 (512) 289-2673 ❑ Lake Chaffy LouWru 3545 Mama Strew Stirs, loisana 70663 (318)5834526 GOLDEN STATE/CAS LABORATORIES, INC. 6925 CANOGA AVENUE, CANOGA PARK, CA 91304 818 587 5550 a FAX # 818 587 5555 Chain of Custody Record Analytical Services Request CLIENT NAME 4 f ADDRESS/PHONE/FAX y Y-54 r,�p,.�—tr a.Yn CLIENT 605 Y L6 JL �' &0$ DA'nog PROJECF NO. 4 g 51 ANALYSES REQUESTED GSAS JOestr,i7-ei 5— GevS 1 -14e PROJECTNAME/LOCATION Vw41�'�� ////n7 TOE 5-07 REMARKS PROJECT MANAGER SAMj P�I�ERR((S)P.O. NO.SAMPLE DATB TIME SAMPLB NO. SAMPLE MATRIXLAB IDENTIFICATION NO. 11443 '(► m <.4.1-2Atts- , t Zs )C S 13C -415 sg 7 1 I Mz- 56i � 23 � nw, )l1 s0r0�-cG �,f 6-s6 ity. I'r �-�.� �P� c ( S f Z — (_� V Ski bM % )Q ( RELINQUISHED BY: (Signature) _ DATE TIME RECEIVED BY: (Signature) DATE TIME RNLI QI t. I:9 BY: (Signature) DATE TIME AE (Signamim) DATE TIME RELINQUISHED BY: (Signature) DATE TIME RECEIVED BY: (Signature) DATE 'TIME SEND INVOICE TO: . Q�� • WHITE COPY: AccanpsniesSamples YELLOW COPY: Sampler `J GOLDEN STATE/CAS LABORATORIES, INC. 6925 CANOGA AVENUE, CANOGA PARK, CA 91304 818 587 5550 ■ FAX # 818 587 5555 Chain of Custody Record Analytical Services Request CLIENT NAME �, G-e�, 3 /t'4C n ADDRESS/PHONE/PAX ui -1� 7n 5p gos CLIENT PROJECT S S 1(,-65}2 s \4 )rlo NO. . NO. • Shril '�/////amatramn® F x ANALYSESRE REQUESTED Q ma JOB 8 GSAS t Z.39 REMARKS PROJECTNAME/IOCATION S Ih„ V Oa k0 A Cs P.O. PROJECT MANAGER SAMPLER(S) IDENTIFICATION SAMPLE NO. 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REMARKS / PRECAUTIONS NI r .S- 1/ls scr:4 y,a.45 risti . t 2 i -- r O II La vi 2 .2 — S..` 1, 1L << 4 a-7.S l L1 `. a t S 3 - 5.1 i1 TL u ( gercpr' 2.d Co .rh ..'.. C ' 1, •`I 1s `et/ 7 if ^ cc a It 11 11 { SY if — t 0 L 1T L1 I I r) . S. —.S �1 of f, Y i SAMPLER: P Ieet Q1/240t SHIPMENT METHOD: AIRWU. NO : REQUIRED TIIANAROIRID:' • SAME DAY 0 24 HOURS 0 48 HOURS ■ 72 HOURS- • 5 DAYS 0 10 DAYS )4OUTWE OTHER 1. RELINQUISHED BY: DA 2. 1 , ' D r['J M 3. RELINQUISHED BY: DATE f`•a,'y1. / 2, 7 / f p III . J _ - - /) Zip; I SIGNATURE: iCr<y � f 4:2C !✓ elan eaa9 e 4 9 5a PLUNTEDNAIVE/COMPANY: TIME 1P. VED BY .. DA 2 RECOYEQAY!�1�.( D DA]� 702 /^3 IO/7 3. RECEIVED BY: DATE SIGNATURE SIGNATURE: !6 -�� ANY•. . a��a,�..e kt s.,j re, i.ubs �1 PRINTED ANY• ` i gore. TW as PAINTED NAME/COMPANY: E ❑ aaasacaalorda 1250 E. Garr Autry Way Analan, CYlalaa 92105 (714) 937.1091 ❑ Lap Beads, Cwallr 3700 Choy Mersa long Oa* Caoads 90007 pm 5954401 ❑ Dlnr. (Aaas), Colorado 1033 S. Pclaoae SL-Subs 130 Aomra, Colorado 80012 pt3) 751.1780 ❑ Cuw4 Wfl a R9 420 Was 1d Sold Caspar. Moody 82601 (307) 2354741 ❑ Soudan, Taus ❑ Houston, Team 102D1 Wateitw, Bldg. 1.A 9210 Monty Road liauhn, Tom 77042 Wagon, Taus 77075 (713) 9723700 (713) 9134776 flTila in141 ❑ Capra Christ Taw 1733 Noah Pad. Wand Dr. Cape Mist Tuns 76/00 (512)2802673 ❑ Laaa Chula, LouWna 3645 Amna Strad Sulphur. L.aisiaia 70663 p16) 5934926 SITE HEALTH AND SAFETY PLAN FOR THE HOAG MEMORIAL HOSPITAL PRESBYTERIAN MASTER PLAN NEWPORT BEACH, CA BY GeoScience Analytical, Inc. August 5, 1993 Fleet E. Rust, Ph.D. President 4454 Industrial Street Simi Valley, CA 93063 TEL (805) 526-6532 FAX (805) 526-3570 nH0A07.wa' TABLE OF CONTENTS 1. General Information . 1.A. Administrative Information 1.B. Safety Equipment Requirements 2. Introduction 3. Site Information 10 3.A. Site History 3.B. Chemicals of Concern . 4. Project Personnel and Responsibilities . 11 5. Job Site Hazard Assessment 5.A. Work Zones General Hazards S.B. Chemical Hazards 5.C. Inhalation Hazard . 5.D. Dermal Exposure Hazard 5.E. Heat Stress 5.F. Noise . 5.G. Electricity 5.H. Biological Hazard 6. Heavy Equipment Hazard: Safety Guidelines For Drilling and Excavation . 17 6.A. Off -Road Movement of Drill Rigs and Backhoes G.B. Overhead and Buried Utilities 18 6.C. Clearing the Work Area 19 - 3 TABLE OF CONTENTS (cant.) 6.D. Housekeeping On and Around the Drill Rig or Backhoe . 6.E. Safe Use of Hand Tools . . 20 • 6.F. Safe Use of Wire Line Hoists, Wire Rope and Hoisting Hardware . • . 6.G. Safe Use of Augers . 22 6.H. Start-up . . . . . 23 6.I. Safety During Drilling and Backhoe Operations . . . . 24 7. General Health and Safety Requirements . • 26 7.A. Physical Examinations and Site Training . 7.B. Site Safety Meeting . 7.C. The Site Safety Officer . . 27 7.D. Safety Reports . 7.E. Visitor Clearances . 8. Site Specific Health and Safety Requirements • 28 B.A. Drilling and Digging Operations . 8.B. Air Quality and Personnel Exposure Monitoring . . 8.C. Heat Stress 29 8.D. Noise . . 8.E. Personnel and Equipment Decontamination 8.F. Traffic • . 8.G. Hygiene •30 TABLE OF CONTENTS (cont.) 9. Emergency Response Procedures 31 9.A. Directions to the Nearest Hospital 10. Appendices . 10.A. Figure 1: Site Plan . . 10.B. Appendix I: Bacharach Model 505 "Sniffer" Manual . . 10.C. Appendix II: Material Safety Data Sheets . . 5 GENERAL INFORMATION Administrative Information Site Name: Site Location: Project Manager: Project Health and Site Manager: Site Health and Safety Officer: Effective Date: Safety Equipment Requirements Hoag• Memorial Hospital Presbyterian 301 Newport Blvd. Newport Beach, CA Hoag Safety Officer: Hoag Hoag Hoag Hospital Hospital Hospital Hospital 3 June 1993 or designee or designee or designee or designee Hard Hat Steel -Toed Rubber Boots Gloves/Neoprene/Butyl First Aid Kit Fire Extinguisher Eye Protection Hearing Protection (disposable ear plugs) Uncoated Tyvek Coveralls Saranex Coveralls Respirator (half -face with high -efficiency combination organic vapor cartridges) Self-contained Breathing Apparatus (SCBA) Explosimeter (combustible gas) Detector(s) H2S (hydrogen sulfide) Gas detector(s) INTRODUCTION The City of Newport Beach has accepted the Health and Safety Plan devised by GeoScience Analytical, Inc. (April 4, 1992, Appendix III) for worker safety during drilling, excavation and sampling operations carried out for a methane/hydrogen sulfide gas flaring program on West Coast Highway. The property, known as the Lower Campus, is owned by Hoag Memorial Hospital Presbyterian and is currently the site of the Cancer Center and Child Care Center. The Health and Safety Plan is now being augmented to establish requirements and guidelines for worker health and safety during drilling, excavation and sampling operations associated with the installation of a hydrogen sulfide treatment system on the Lower Campus west of the Cancer and Child Care Centers as called for in the Hoag Hospital Master Plan Project. The City of Newport Beach imposed certain requirements in Mitigation Measures (MM's) for construction phases of the Hoag Master Plan Project. In part, these MM's are for the prevention of injury, the avoidance of unknown hazards, the monitoring of possible exposures, and the correct response to serious exposure or accident that may be caused by subsurface combustible or poisonous gases. Construction, maintenance and supervisory personnel may encounter these gases in conjunction with excavation activities associated with installation of the hydrogen sulfide treatment system. The safety rules given in this plan cannot cover every eventuality. It is expected, therefore, that all workers involved will exercise good judgment in all safety matters even though not specifically mentioned. Specific Mitigation Measures required by the City of Newport Beach addressing health and safety issues have been made a part of the Health and Safety Plan and are highlighted as follows: MM #52-- "A soil gas sampling and monitoring program shall be conducted for the areas to be graded and/or excavated. Systematic sampling and analysis shall include methane and hydrogen sulfide gas. Samples shall be taken just below the surface, at depth intervals within the removal zone, and at a depth below the depth of actual disturbance. The individual(s) performing this initial study may be at risk of exposure to significant- and possibly lethal- doses of hydrogen sulfide, and shall be appropriately protected as required. Response to MM #52-- Soil gas sampling/monitoring/field analysis for H2S and methane will be conducted for any excavation related to the containment structure, r. trenching of new gas gathering/distribution lines, the sulfur treatment system pad, and the flare re -positioning. Samples will be field evaluated upon the first breaking of ground, at a depth of 1', at the maximum structure depth, and approximately 1' below maximum structure/disturbance depth. Gas monitors will be utilized for the detection of methane and H2S gases. The actual equipment to be utilized is described later in this document. Personnel will have access to SCBA breathing devices on site during excavation activities. MM #53-- "A site safety plan shall be developed that addresses the risks associated with exposures to methane and hydrogen sulfide. Each individual taking part in the sampling and monitoring program shall receive training on the potential hazards and on proper personal protective equipment. This training shall be at least at the level required by CFR 2910.120." Response to MM #53-- All aspects of a Site Safety Plan for H2S and CH4 (methane) are addressed herein. Safety procedures during use of heavy equipment are also covered. MM #55-- "Continuous monitoring for methane and hydrogen sulfide shall be conducted during the disturbance of the soils and during any construction activities that may result in an increase of seepage of the gases. The project sponsor shall maintain a continuous monitor in the immediate vicinity of the excavation, and a personal monitor, with an alarm, shall be worn by each worker with a potential for exposure." Response to MM #55-- Continuous monitoring for exposure to H2S and methane gases will be conducted at all times that soil is disturbed to a depth in excess of 1 foot below grade. This monitoring will take place in the form of portable H2S/methane gas detector(s) with audible and visual alarms and will be performed by an operator in the presence of at least one (1) additional person: i.e., there will always be at least two (2) people presenc during soil excavation. When performing operations in areas where H2S and methane vapors may accumulate, such as the manifold vault for example, the safety procedures employed for soil disturbance will be followed. MM #74-- "During construction, Project Sponsor shall ensure that an explosimeter is used to monitor methane levels and percentage range. Additionally, construction contractors shall be required to have a Health and - 9 - Safety Plan that includes procedures for worker/site safety for methane. If dangerous levels of methane are discovered, construction in the vicinity shall stop, the City of Newport Beach Fire Department shall be notified and appropriate procedures followed in order to contain the methane to acceptable and safe levels." Response to MM #74-- The general requirements of this MM are satisified by the response to MM #55, listed above. In the case of dangerous levels of methane, the Fire Department will be notified and appropriate measures taken to contain the level of methane gas. l The site is shown in Figure 1. is comprised of two Site History - 10 - SITE INFORMATION located in Newport Beach, California, as The site covers approximately 10 acres and (2) buildings and vacant land. The site geochemistry has been studied by GeoScience Analytical, Inc. and most recently presented in an Environmental Impact Report prepared by LSA Associates Inc. Chemicals of Concern Assessment of the chemicals potentially on site has found them to be light hydrocarbons, carbon dioxide, H2S, SO2 and primarily related to a flare, vent wells (5, 6 and 7A) and a leaking shallow subsurface sand. Methane and heavier hydrocarbons are known to exist in the surficial soils of the site with methane concentrations exceeding the Lower Explosive Limits (5.0%). Non -methane hydrocarbons are, however, in low concentration. Hydrogen sulfide concentration has been found to be approximately 4,000 ppm in flare feedstock gas. Soils tests have not identified the presence of harmful levels of toxic heavy metals (CAM metals), corrosivity, or elevated concentrations of petroleum related or derived non-gaseous hydrocarbons (GSA report entitled "Phase II Environmental Audit - Lower Campus, Hoag Hospital Presbyterian" dated June 3, 1993) PROJECT PERSONNEL & RESPONSIBILITIES Project Manager: Hoag Hospital or designee Health & Safety Officer: Hoag Hospital or designee Site Health & Safety Officer: Hoag Hospital or designee The Project Manager or Site Health and Safety Officer under the supervision of the Health and Safety Officer will have the responsibility for the safe conduct of the other GSA personnel on site and for consultation with the Health and Safety Officer when additional support is needed. Other contractors or personnel on site will fulfill their responsiblities for safety through their respective Health and Safety Officers. The Site and Health Safety Officer/Project Manager will perform the following tasks: Locate an easily seen wind direction indicator; Ensure protective equipment use is adequate for site activities; Properly maintain on -site safety equipment; See that proper decontamination procedures are followed; See that workers properly observe work zones; Inspect the construction site on a weekly basis, and monitor air quality on a timely basis. The Project Manager/Site Health and Safety Officer can halt work if unsafe environmental conditions• occur or if individuals are acting in an unsafe manner. All personnel will be proclaimed to be of good health prior to commencement of work at the site. Subcontractor personnel on site must work with the Health and Safety Plan as follows: Ensure that work crews comply with the Health and Safety Plan; Work safely and report unsafe conditions to an immediate supervisor or proper representative; • II Be particularly watchful for heat stress or site contamination. - 13 - JOB SITE HAZARD ASSESSMENT Work Zones General Hazards At the location of the western Lower Campus, work zones will be established that will consist of restricted areas at a distance of twenty five (25') feet from all excavation, construction or repair activities. Within these zones good industrial hygiene and safety practices will prevail: There will be no eating, drinking, gum or tobacco chewing or smoking or other activities allowed that increase the chance of ingestion by hand-to-mouth motions; Hands and faces will be washed with soapy water when leaving the work zone; No alcoholic beverages will be consumed at the job site or within work zones. Medicines will not be used unless specifically approved by a qualified physician. At least two (2) persons should be present during activities within work zones. Within the work zones, personnel should wear or use: Impact resistant safety glasses for eye protection; Hard hats for head protection during construction/excavation; Neoprene rubber gloves for hand protection during sampling and materials handling; Steel -toed boots or Neoprene rubber boots with steel toes and shanks for foot protection; Disposable ear plugs when around operating heavy equipment for ear protection. Personal protection equipment at Level D is sufficient based on the hazards known to be present at the site. - 14 - Chemical Hazards On site chemical hazards consist of hydrogen sulfide and methane in soils and SO2 in the flare gases. Carbon monoxide will be present in equipment exhaust. Soils testing has not identified significant quantities of other toxic or hazardous materials. Material Safety Data sheets are attached for methane, hydrogen sulfide and sulfur dioxide (Appendix II). Inhalation Hazard Inhalation hazards may consist of dust, methane, hydrogen sulfide, SO2 or CO from equipment exhausts. The Site Health and Safety Officer will ensure that monitoring of the breathing zone be conducted during the excavation and drilling operations. If the measurements exceed 20% LEL (methane) in the breathing zone, all personnel will be required to wear respirators such as Mine Safety Appliance (MSA) half -face mask, air purifying, fitted with combination organic vapor/dust mist and fume cartridges. If the measurements exceed 25% LEL in the breathing zone, work will be stopped and the site will be evacuated. If hydrogen sulfide concentration is found to exceed 2oppm (v/v) in the breathing space within the work zone, work will be stopped and the site will be evacuated until the concentration is reduced. If hydrogen sulfide odor becomes noxious to nearby people who are within their homes, the Child Care Center or Cancer Center, the people will be advised to leave the area and the Newport Beach Fire Department will be notified. In the event hydrogen sulfide concentration exceeds l0oppm (v/v) in the breathing zone of the work area, the Fire Department will be notified and the area evacuated. All trenches will be immediately filled with suitable material and capped with bentonite hole plug. A Bacharach Model 505 "Sniffer" will be used for breathing zone monitoring (Appendix I for specifications). Background readings will be taken away from possible sources of chemical releases or engine exhausts. Dermal Exposure Hazard Protective neoprene gloves shall be worn during the handling of the soil or soil contaminated tools in the event soil contamination is encountered. No dermal hazards are expected on -site. Protective goggles must be worn if contaminated soils are identified by visual observations. - 15 - Saranex coveralls must be worn when drilling in wet conditions. If unexpected liquids are encountered, drilling must be halted while personnel change into Saranex coveralls. Further splash protection will be augmented by taping the cuff of the pant legs to the boot and likewise the sleeve to the wrist. Uncoated Tyvek will be used only during dry conditions. Should contaminated soils be encountered, samples will be collected using LUFT protocol and transported with chain -of -custody maintained to a State Certified Laboratory for analyses. Heat Stress Due to the coastal conditions in which drilling activities will take place, heat stress should not be a concern. Water will be made available so workers can conveniently consume fluids. Heat stress can result when protective clothing decreases natural body ventilation. If temperatures on -site exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring may be required. Personnel will be observed for dizziness, profuse sweating, skin• color change, vision problems and increased heart rate. Anyone exhibiting these symptoms will be relieved of field work and given'the opportunity to drink cool water or electrolyte fluids (1 - 2 qts.) while resting in a cool area until symptoms have disappeared. If symptoms persist or worsen, the individual will be taken to the emergency room at Hoag Hospital (Emergency Response Procedures). Noise Hearing protection (disposable earplugs) should be worn by personnel within the 25' exclusion zone when the drill rig or backhoe or heavy equipment is operating. The threshhold limit value for noise exposure is 85 dBA for an eight (8) hour exposure and 90 dBA for a four (4) hour exposure. Electricity • Electrical risk is associated with overhead power lines, buried power lines and some types of equipment. Underground lines will be located using Dig Alert. Measures will be implemented to reduce or eliminate electrical risk associated - 16 - with these hazards (see also Safety Guidelines for Drilling and Excavation (Backhoe)). Biological Hazards Biological hazards including poisonous animals and plants, viruses, and bacteria are minimal. - 17 - HEAVY EQUIPMENT HAZARDS: SAFETY GUIDELINES FOR DRILLING AND EXCAVATION Drill rig and backhoe maintenance and safety is the responsibility of the drill rig and backhoe operators, respectively. The following information is provided as general guidelines for safe practices onsite. Off -Road Movement of Drill Rims and Backhoes The following safety guidelines relate to off -road movement: Before moving a drill rig and backhoe, first walk the route of travel, inspecting for depressions, slumps, gulleys, ruts and similar obstacles. "None of these are expected on the subject site." Always check the brakes of a drill rig or backhoe carrier before traveling, particularly on rough, uneven or hilly ground. Discharge all passengers before moving a drill rig and backhoe on rough or hilly terrain. Engage the front axle when traveling off highway on hilly terrain. Use caution when traveling side -hill. Conservatively evaluate side -hill capability of Drill Rigs and Backhoes, because the arbitrary addition of drilling tools may raise the center of mass. When possible, travel directly uphill or downhill. Attempt to cross obstacles such as small logs and small erosion channels or ditches squarely, not at an angle. Use the assistance of someone on the ground as a guide when lateral or overhead clearance is close. After the drilling rig has been moved to a new drilling site, set all brakes and/or locks. When grades are steep, block the wheels. Never travel off -road with the mast (derrick) of the drill rig in the raised or partially raised position. • Tie down loads on the drill rig and backhoe and support trucks during transport. Overhead and Buried Utilities The use of a drill rig or backhoe near electrical power lines and other utilities requires that special precautions be taken by both supervisors and members of the exploration crew. Electricity can shock, it can burn and it can cause death. Overhead and buried utilities should be located, noted and emphasized on all boring location plans and boring assignment sheets. When overhead electrical power lines exist at or near a drilling site or project, consider all wires to be live and dangerous. Watch for sagging power lines before entering a site. Do not lift power lines to gain entrance. Call the utility and ask them to lift or raise the lines and deenergize. Before raising the drill rig mast on a site in the vicinity'of power lines, walk completely around the drill rig. Determine What the minimum distance from any point on the drill rig to the nearest power line will be when the mast is raised and/or being raised. Do not raise the mast or operate the drill rig if this distance is less than 20 ft. Keep in mind that both hoist lines and overhead power lines can be moved toward each other by the wind. If there are any questions whatsoever concerning the safety of drilling on sites in the vicinity of overhead power lines, call the power company. The power company will provide expert advice at the drilling site as a public service and at no cost. Underground electricity is as dangerous as overhead electricity. Be aware and always suspect the existence of. underground utilities such as electrical power, gas, petroleum, telephone, sewer and water. Always contact the owners of utility lines or the nearest undergound utility location service before drilling. The utility personnel should determine the location of underground lines, mark and flag the locations, and determine jointly with utility personnel what specific precautions must be taken to assure safety. If a sign warning of underground utilities is located on - 19 - a site boundary, do not assume that underground utilities are located on or near the boundary or property line under the sign. Call the utility and check it out. The underground utilities may be a considerable distance away from the warning sign. Clearinq the Work Area Prior to drilling or digging, adequate site cleaning and leveling should be performed to accommodate the drill rig or backhoe and supplies and provide a safe working area. Drilling should not be commenced when tree limbs, unstable ground or site obstructions cause unsafe tool handling conditions. Note: In coordination with the Drilling Crew, the Site Health and Safety Officer will review the precautions taken to insure that the drill rig or backhoe is leveled and stabilized. Housekeeping On and Around the Drill Rig or Backhoe The first requirement for safe field operations is that the Site Safety Officer understands and fulfills the responsibility for maintenance and "housekeeping" on and around the drill rig or backhoe. Suitable storage locations should be provided for all tools, materials and supplies so that they can be conveniently and safely handled without hitting or falling on a member of the drill crew or a visitor. Avoid storing or transporting tools, materials or supplies within or on the mast of the drill rig or backhoe. Pipe, drill rods, bits casing, augers and similar drilling tools should be neatly stacked on racks or sills to prevent spreading, rolling or sliding. Penetration or other driving hammers should be placed at a safe location on the ground or be secured to prevent movement when not in use. Work areas, platforms, walkways, scaffolding and other access ways should be kept free of materials, obstructions and substances such as ice, excess grease, or oil that could cause a surface to become slick or otherwise hazardous. Keep all controls, control linkages, warning and operation lights and lenses free of oil, grease and/or ice. - 20 - Do not store gasoline in any portable container other than a non -sparking, red container with a flame arrester in the fill spout and having the word "gasoline" easily visible. Safe Use of Hand Tools There are almost an infinite number of hand tools that can be used on or around a drill rig or backhoe. "Use the tool for its intended purpose" is the most important rule. The following are a few specific and some general suggestions which apply to safe use of several hand tools that are often used on and around Drill Rigs and Backhoes. * When a tool becomes damaged, either repair it before using it again or get rid of it. * When using a hammer, any kind of hammer for any purpose, wear safety glasses and require all others near you to wear safety glasses. * When using a chisel, any kind of chisel, for any purpose, wear safety glasses and require all others around you to wear safety glasses. * Keep all tools cleaned and orderly stored when not in use. * Replace hook and heel jaws when they become visibly worn. * When breaking tool joints on the ground or on a drilling platform, position your hands so that your fingers will not be smashed between the wrench handle and the ground or the platform, should the wrench slip or the joint suddenly let go. Safe Use of Wire Line Hoists, Wire Rors and Hoisting Hardware The use'of wire line hoists, wire rope, and hoisting hardware should be as stipulated by the American Iron and Steel Institute's Wire Rope Users Manual. All wire ropes and fittings should be visually inspected during use and thoroughly inspected at least once a week for abrasion, broken wires, wear, reduction in rope diameter, reduction in wire diameter, fatigue, corrosion, damage from heat, improper weaving, jamming, crushing, bird caging, kinking, - 21 - core protrusion and damage to lifting hardware and any other feature that would lead to failure. Wire ropes should be replaced when inspection indicates excessive damage according to the wire rope users manual. If a ball -bearing type hoisting swivel is used to hoist drill rods, swivel bearings should be inspected and lubricated daily to assure that the swivel freely rotates under load. If a rod slipping device is used to hoist drill rods, do not drill through or rotate drill rods through the slipping device, do not hoist more than 1 foot of the drill rod column above the top of the mast, do not hoist a rod column with loose tool joints and do not make up, tighten or loosen tool joints while the rod column is being supported by a slipping device. If drill rods should slip back into the borehole, do not attempt to brake the fail of the rods with your hands. Most sheaves on drill rigs are stationary with a single part line. The number of parts of line should not ever be increased without first consulting with the manufacturer of the drill rig. Wire ropes must be properly matched with each sheave. The following procedures and precautions must be understood and implemented for safe use•of wire ropes and rigging hardware. Use tool handling hoists only for vertical lifting of tools. Do not use tool handling hoists to pull on objects away from the drill rig or backhoe; however, drills may be moved using the main hoist as the wire rope is spooled through proper sheaves according to the manufacturer's recommendations. When stuck tools or similar loads cannot be raised with a hoist, disconnect the hoist line and connect the stuck tools directly to the feed mechanism of the drill. Do not use hydraulic leveling jacks for added pull to the hoist line or the feed mechanism of the drill. When attempting to pull out a mired down vehicle or drill rig or backhoe carrier, only use a winch on the front or rear of the vehicle or drill rig or backhoe carrier and stay as far away as possible from the wire rope. Do not attempt to use tool hoists to pull out mired down vehicle or drill rig or backhoe carrier. Minimize shock loading of a wire rope - apply loads smoothly and steadily. * Protect wire rope from sharp corners or edges. . * Replace faulty guides and rollers. * Replace worn sheaves or worn sheave bearings. * Replace damaged safety latches on safety hooks before using. * Know the safe working load of the equipment and tackle being used. Never exceed this limit. * Clutches and brakes of hoists should be periodically inspected and tested. * Know and do not exceed the rated capacity of hooks, rings, links, swivels, shackles and other lifting aids. * Always wear gloves when handling wire ropes. * Do not guide wire ropes on hoist drums with your hands. * Following the installation of a new wire rope, first lift a light load to allow the wire rope to adjust. * Never carry out any hoisting operations when the weather conditions are such that hazards to personnel, the public or property are created. * Never leave a load suspended in the air when the hoist is unattended. * Keep your hands away from hoists, wire rope, hoisting hooks, sheaves and pinch points as slack is being taken up and when the load is being hoisted. * Never hoist the load over the head, body or feet of any personnel. Safe Use of Augers The following general procedures should be used when advancing a boring with continuous flight or hollow -stem augers: • Start Up - 23 - * Prepare to start an auger boring with the drill rig level, the clutch or hydraulic rotation control disengaged, the transmission in low gear and the engine running at low RPM. * The operator and tool handler must establish a system of responsibility for the series of • various activities required for auger drilling, such as connecting and disconnecting auger sections, and inserting and removing the auger fork. The operator must assure that the tool handler is well away from the auger column and that the auger fork is removed before starting rotation. * Only use the manufacturer's reco.nmended method of securing the auger to the power coupling. Do not touch the coupling or the auger with your hands, a wrench or any other tools during rotation. * Whenever possible, use tool hoists to handle auger sections. * Never place hands or fingers under the bottom of an auger section when hoisting the auger over the top of the auger section in the ground or other hard surfaces such as the drill rig platform. * 'Never allow feet to get under the auger section that is being hoisted. * When rotating augers, stay clear of the rotating auger and other rotating components of the drill rig. Never reach behind or around a rotating auger for any reason whatever. * Never use your hands or feet to move cuttings away from the auger. * Augers should be cleaned only when the drill rig is in neutral and the augers are stopped from rotating. All drill rig or backhoe personnel and visitors should be instructed to "stand clear" of the drill rig or backhoe immediately prior to and during starting of an engine. Make sure all gear boxes are in neutral, all hoist levers are disengaged, all hydraulic levers are in the correct nonactuating positions• and the cathead rope is not on the cathead before starting a drill rig or backhoe engine. Safety During Drilling and Backhoe Operations Safety requires the attention and cooperation of every worker and site visitor. Do not drive the drill rig or backhoe from hole to hole with the mast in the raised position. Before raising the mast look up to check for overhead obstructions. Before raising the mast, all drill rig personnel and visitors should be cleared from the areas immediately to the rear and the sides of the mast. All drill rig personnel and visitors should be informed that the mast is being raised prior to raising it. • Before the mast of a drill rig is raised and drilling is commenced, the drill rig must be first leveled and stabilized with leveling jacks and/or solid cribbing. The drill rig should be releveled if it settles after initial set up. Lower the mast only when leveling jacks are down and do not raise the leveling jack pads until the mast is lowered completely. Before starting drilling operations, secure and/or lock 'the mast if required according to the drill manufacturer's recommendations. The operator of a drill rig or backhoe should only operate a drill rig or backhoe from the position of the controls. The operator should shut down the drill engine before leaving the vicinity of the drill. Do not consume alcoholic beverages or other depressants or chemical stimulants prior to starting work on a drill r(1 or backhoe or while on the job. Watch for slippery ground when mounting/dismounting from the platform. All unattended boreholes and trenches must be adequately covered or otherwise protected to prevent drill rig or backhoe personnel, site visitors or animals from stepping or falling into the hole. All open boreholes should be covered, protected, - 25 - or backfilled adequately and according to local or state regulations on completion of the drilling project. "Horsing around" within the vicinity of the drill rig or backhoe and tool and supply storage areas should never be allowed, even when the drill rig or backhoe is shut down. Before lifting a relatively heavy object, approach the object by bending at the knees, keeping your back vertical and unarched while obtaining a firm footing. Grasp the object firmly with both hands and stand slowly and squarely while keeping your back vertical and unarched. In other words, perform the lifting with the muscles in your legs, not with the muscles in your lower back. Prior to concrete cutting, excavation or welding operations, free soil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil gas gas combustible hydrocarbons exceed 25% LEL. 1 - 26 - GENERAL HEALTH AND SAFETY REOUIREMENTS Physical Examinations and Site Training All Site Health and Safety Officers are required to have undergone a complete physical examination where the examining physician has declared them physically able to work on a hazardous waste site and to participate in all activities required of them in that position. All Site Health and Safety Officers are also required to have completed a basic hazardous waste training class wherein they are fit tested for a respirator. Site Safety Meeting Site safety orientation/training meetings must be convened a) before the field team begins work at the site, b) when there are modifications to the site safety plan that are applicable to the field personnel, and c) when additional staff of subcontractors begin field work. Meetings will be attended by personnel involved in carrying out the project and presided over by the Site Health and Safety Officer. A list of attendees will be provided to the Site Health and Safety Officer. At a minimum, the meeting agenda must include: a. a review of the Site Safety Plan; b. distribution of Site Safety Plan modifications; c. attendee signatures, acknowledging receipt and understanding of thespian and agreement to comply. a - 27 - The Site Safety Officer The Site Health and Safety Officer is responsible for carrying out the health and safety requirements detailed in this plan and has the authority to halt work or dismiss people from the site if they do not adhere to the plan. The Site Health and Safety Officer should maintain a list of addresses and telephone numbers of emergency assistance units (ambulance services, police, hospitals, etc.) and inform other members of the drill crew of the existence and location of this list. He will maintain a copy of the Health and Safety Plan on site. Safety Reports The Project Manager will reports. These reports shall be Safety Officer at the end of the prepare daily inspection sent to the Site Health and month of their completion. The Site Health and Safety Officer will prepare a Safety' Completion Report to be submitted at the end of the project to the Project Health and Safety Officer. These reports will include a documented list of meter readings, protection decisions, actions, etc. as required by HS-509. Visitor Clearances Maximum efforts will be made to restrict unauthorized personnel from entering within 25 feet of the work area unless they comply with the safety requirements of this plan. - 28 - SITE SPECIFIC HEALTH AND SAFETY REQUIREMENTS Drilling and Digging Operations A section of this health and safety plan has outlined general safety guidelines for drilling and excavation which should be followed. Further requirements are as follows. Where necessary, level pads must be constructed to ensure that the rig is in no danger of tipping over during operation. A work area will also be defined around the drilling rig with barricades (25 foot radius) and no one will be allowed inside without appropriate protective gear. During drilling operations personnel within the work zone (25 feet) must wear steel -toed boots or steel toe, steel shank, rubber boots, Tyvek coveralls, butyl -neoprene gloves, hard.hat, and safety goggles or glasses. The Site Health and Safety Officer must be present at the rig during drilling and will have monitored the work areas with a combustible gas meter. If sustained readings exceed 20% LEL methane in the breathing zone, respirators (half face) must be worn if drilling is to continue. If readings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. If liquids are encountered, drilling must be halted while personnel change into coated Saranex coveralls. Uncoated Tyvek will be used only during dry conditions. Prior to concrete cutting, excavation or welding operations, free sbil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil gas gas combustible hydrocarbons exceed 25% LEL. Air Ouality and Personnel Exposure Monitoring The Site Health and Safety Officer (or his designee) will be required to monitor the initial work areas with a combustible gas meter. If the readings exceed 20% LEL methane in the breathing zone, half -face respirators must be worn to continue the exploration. If readings exceed 25% LEL in the breathing zone, all personnel are to evacuate the work area and notify the Health and Safety Officer. If hydrogen sulfide readings exceed 20ppm(v/v) in the breathing zone within the work area, all personnel are to evacuate the work area and notify the Health and Safety Officer. - 29 - Hydrogen sulfide concentration will be monitored within the work zone. In the event hydrogen sulfide concentration exceeds 100ppm in the breathing zone, the Fire Department will be notified and the area evacuated. All trenches will be immediately filled with suitable material and capped with bentonite hole plug. Heat Stress Due to the Southern California climate, heat stress may be a concern. Commercially available water and GatorAde will be made available. Heat stress can result when protective clothing decreases natural body ventilation. If temperatures on -site exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring will be required. Noise Hearing protection must be worn by the drill rig or backhoe operator and helper and all others within the work zone while the heavy•equipment is in'operation. Personnel and Equipment Decontamination A decontamination station and procedure will be established by the Site Health and Safety Officer during site mobilization. This will consist of a liquid soap and warm water ' wash for boots, gloves, respirators; and hard hat. Tyvek will be placed in a plastic bag and then disposed of. Prior to eating or drinking, the hands and face will be washed with soap and water. The decontamination station will be outside the 25' work zones. Soil sampling equipment will be steam cleaned prior to initial use and after final field operations. Between each sampling, equipment will be cleaned with a TSP solution followed by two (2) clean water rinses. Traffic When a work site encroaches upon public streets, the possibility of an individual being injured or struck by vehicular traffic must be considered. At all times, personnel must be aware when moving from a protected area. Barricades and devices must be used to warn traffic. - 30 - Hygiene The Site Health and Safety officer shall ensure compliance with the Hospital's Hygiene Plan. EMERGENCY RESPONSE PROCEDURES In the event of fire, explosion, injury, or accident, contact the appropriate site emergency response group from the list below: Fire Department: Hospital: Ambulance: Paramedics: Poison Control: Directions to the Nearest Hospital (714) 645-8600 (714) 634-5988 The nearest hospital to the site is: Hoag Memorial Hospital 301 Newport Blvd. Newport Beach, CA Directions to the hospital from the 'site are as follows: Proceed from the job site out the entrance gate and east past the Child Care and Cancer Centers to the stop sign. Turn left and follow the signs to the Hoag Emergency Room. APPENDICES MATERIAL SAFETY DATA SHEET LIQUID CAEBONIC ISS SOUTH LA SALLE STREET • CHICAGO. IWN°IS IOWS+i•t PRONE Ira usasm METHANE, COMPRESSED DOT: UN 1971 HAZ.CL.: Division 2.1 LABEL: Flammable Gas September 1991 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: Methane • COMMON NAME AND SYNONYMS: Methane, Marsh Gas, Methyl Hydride CHEMICAL FAMILY: Alkane FORMULA: 04 SECTION II --HAZARDOUS INGREDIENTS MATERIAL VOLUME % CAS N0. ACGIH TLV UNITS Methane 99+ 74-82-8 Si mple Asphyxiant* OSHA 1989 TWA = None Listed * Oxygen levels should be maintained at greater than 18 molar Z at normal atmospheric pressure (p02>135 tort). SECTION III --PHYSICAL DATA BOILING POINT (°F.): -258.6 SPECIFIC GRAVITY (H90=1): N/A (Gas) VAPOR PRESSURE: @ 70°F * % VOLATILE BY VOLUME: • N/A (Gas) VAPOR DENSITY (AIR=1): @ 70°F = 0.56 EVAPORATION RATE (BUTYL ACETATE=1): SOLUBILITY IN WATER: Negligible N/A (Gas) APPEARANCE AND ODOR: Colorless, odorless gas * Above the critical temperature SECTION IV --FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A (Gas) FLAMMABLE LIMITS: LEL UEL EXTINGUISHING MEDIA: Water, carbon dioxide, dry chemical 5.0 15.0 SPECIAL FIRE FIGHTING PROCEDURES: If possible, stop the flow of methane. Use water spray to cool surrounding containers. UNUSUAL FIRE AND EXPLOSION HAZARDS: Should flame be extinguished and flow of gas continue, increase ventilation to prevent flammable or explosive mixture formation. SECTION V--HEALTH HAZARD DATA Route(s) of Entry: Inhalation? Yes Skin? Yes Ingestion? No Carcinogenicity: NTP? No IARC Monographs? No OSHA? No EFFECTS OF OVEREXPOSURE: Inhalation: Effects of exposure to high concentrations so as to displace the oxygen in the air necessary for life are headache, dizziness, labored breathing and eventual unconsciousness. Persons in ill health where such illness would be aggravated by exposure to methane should not be allowed to work with or handle this product. EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Conscious persons should be assisted to an uncontaminated area and inhale fresh air. Quick removal from the contaminated area is most important. Unconscious persons should be moved to an uncontaminated area, given assisted respiration and supplemental oxygen. Further treatment should be symptomatic and supportive. 4• • • • • . .•,•..,:'d b4pta tJll:; No. 184 Fare SI•03: a Pam .+M SECTION VI--REACTIV1TY-DATA STABILITY: UNSTABLE ( ) STABLE (g ) CONDITIONS TO AVOID: .Open, flames or high temperatures INCOMPATABILITY (MATERIAL$ TO AVOID): Oxygen and strong oxidizers HAZARDOUS DECOMPOSITION PRODUCTS: None HAZARDOUS POLYMERIZATION: MAY OCCUR ( ) WON'T OCCUR ( x ) CONDITIONS TO AVOID: N/A SECTION VII--SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Evacuate all personnel from affected area. Remove sources of heat and ignition. If possible (safely) stop leak or remove cylinder to a remote downwind location. Ventilation to remove released methane should be explosion proof. WASTE DISPOSAL METHOD: Burn in an appropriate flare or slowly release in a remote downwind area. Follow all applicable federal, state, and local regulations. SECTION VIII--SPECIAL PROTECTION INFORMATION RESPIRATORY PROTECTION: Self-contained.breatuinzIapparatus available in event of release or spill.' VENTILATION: LOCAL EXHAUST ( X ) MECHANICAL'(GENERAL) ( X) To prevent accumulation above the LEL PROTECTIVE GLOVES: Plastic or rubber EYE PROTECTION: OTHER PROTECTIVE EQUIPMENT: Safety shoes. Low oxygen alarm (less than 182) where necessary. SECTION IX --SPECIAL PRECAUTIONS PRECAUTIONS TO BE TAKEN IN HANDLING AND STORING: Cylinders should be stored separately from oxygen in a cool, dry, well ventilated area. No smoking, open flames, or sources of ignition should be permitted in the atethane storage area. Protect cylinders from physical damage. Methane is a flammable high pressure gas and may form explosive mixtures wit:. air. Do not allow the temperature where cylinders are stored to exceed 125°F. OTHER PRECAUTIONS: Electrically ground all lines and equipment associated with the methane system. • tll equipment should be non -sparking or explosion proof. Refer to CGA Bulletin 3B-2 "Oxygen Deficient Atmospheres." Use a check valve or trap in the meth..ne cyl- inder discharge line to prevent hazardous back flow. Cylinders or containers may lot be recharged except by or with the consent of Liquid Carbonic. Safety goggles or glasses Reporting under SARA, Title III, Section 313 not required. EPA 704 NO. for methane a 1 ccyy 4 n0 isNo furnished insgomod faith NOo IWARRANTY EXof PRESS OR IMPor LIED, OF MERCHANTABILITY, FIITNmaterial SS OR OTHERWISE IS MADE. This material is offered only for your consideration, investigation and verification and Uquid Carbonic shall not In any event be liable for special, incidental or consequential damages in connection with its publication. kGE2 No. 184 LJ• i MATERIAL SAFETY DATA SHEET LIQUID CARBONIC 13S SCUM LA SALLE STREET • CHICA°O, ILU?OS e060342E7 PNONE I3m usaa 1 HYDROGENESILFIDE, LI OT: UN 1053• RQ100 (45.4) 1/1I.CL.: Division 2.3 ELS: Poison Gas; Flammable Gas September 199 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: COMMON NAME AND SYNONYMS: CHEMICAL FAMILY: MATERIAL Hydrogen Sulfide Hydrogen Sulfide Sulfureted Hydrogen; Hydrosulfuric Acid; Hydrogen sulfide, Liquefied Inorganic Sulfide SECTION II --HAZARDOUS INGREDIENTS VOLUME % CAS NO. 99.9+ 7783-06-4 FORMULA: H25 1991-1992 ACGIH TLV UNITS TWA - 10 Molar PPM STEL - 15 Molar PPM OSHA 1989 TWA - 10 Molar PPM STEL - 15 Molar PPM l BOILING POINT (°F.): VAPOR PRESSURE: VAPOR DENSITY (AIR=1): SOLUBILITY IN WATER: APPEARANCE AND ODOR: • SECTION III --PHYSICAL DATA -76.4 @ 70°F - 267 psia @ 70°F - 1.21 Soluble See Supplemental SPECIFIC GRAVITY (H20=1): (slot./60°F) % VOLATILE BY VOLUME: N/A (Gas) EVAPORATION RATE (BUTYL ACETATE=1): N/A (Gas) Sheet SECTION IV+ -FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A (Gas) EXTINGUISHING MEDIA: Carbon dioxide, dry chemical or water SPECIAL FIRE FIGHTING PROCEDURES: Stop flow of gas. Use water spray to should use self-contained breathing apparatus. UNUSUAL FIRE AND EEXPLOSION HAZARDS: Hydrogen sulfide is slightly heavier than air, may travel a considerable distance to a source of ignition and flash back. A dangerous fire and moderate explosion hazard. FLAMMABLE LIMITS: spray LEL UEL 4.0 44.0 cool fire -exposed containers. Fire fighters SECTION V--HEALTH HAZARD DATA Route(s) of Entry: Inhalation? Yes Skin? Yes Ingestion? No Carcinogenicity: NTP? No IARC Monographs? No OSHA? No EFFECTS OF OVEREXPOSURE: Inhalation: Low concentrations (15-50 ppm) causes headache, dizziness or nausea. Higher concentrations (200-300 ppm) can result in respiratory arrest leading to coma or unconsciousness. Exposures for more than 30 minutes at concentrations of greater than 700 ppm have been fatal. Continuous inhalation of low concentrations may cause olfactory fatigue or paralysis rendering the detection of its presence by odor ineffective. Skin or Eye: Low concentrations will generally cause irritation of mucous mem- branes and conjunctivae of the eye. Persons in ill health where such illness would be aggravated by exposure to hydrogen sulfide should not be allowed to work with or handle this product. (Continued on Supplemental Sheet) I PAGE 1 No. 172 Form St.033e7 Rev. a/E2 • SECTION VI--REACTIVITYWATA STABILITY: UNSTABLE ( ) STABLE (.x •) ANDITIONS TO AVOID: Heat, flame, static electricity and other sources of ignition INCOMPATABILITY (MATERIALS TO AVOID): Strong nitric acids, peroxides, chlorine, strong oxidizing agents, alkaline materials and moisture IAZARDOUS DECOMPOSITION PRODUCTS: Oxides of sulfur or sulfur MAZARDOUS POLYMERIZATION: MAY OCCUR ( ) WON'T OCCUR ( X ) CONDITIONS TO AVOID: N/A SECTION VII--SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED:' vacuate all personnel from affected area. Supply explosion -proof ventilation. 'emove all sources of ignition, Use appropriate protective equipment. Isolate and stop leak. Seal faulty cylinders if possible and return to Liquid Carbonic. ASTE DISPOSAL METHOD: uo not attempt to dispose of waste or unused quantity. Return the container properly labeled, with any vely' outlet plugs or caps secured, and valve protection ap in place to Liquid Carbonic for proper disposal. SECTION VIII--SPECIAL PROTECTION INFORMATION ESPIRATORY PROTECTION: Self-contained breathing appparatus or positive pressure air line with mask sho d be available for emergency use. VENTILATION: LOCAL EXHAUST MECHANICAL (GENERAL) ( x ) To prevent accumulation above the TWA "TINE GLOVES: Neoprene or butyl rubber EYE PROTECTION: Safety goggles or safety PROTECTIVE EQUIPMENT: Safety shoes, safety shower glasses and eyewash "fountain" SECTION IX --SPECIAL PRECAUTIONS UseConlyOin well ventilatedHareaLIN Use as suitable hand truck for cylinder movement. "rotect cylinders from physical damage. Store in cool, dry, well-ventialted area. sere should be no sources of ignition in the storage or use area. Keep away from oxidizing agents, direct sunlight. Ground lines and equipment used with H2S. Whore H2S is regularly used or present, install continuous monitoring system with Larm. Do not depend on sense of smell. Do not allow the temperature where cylin- ..ars are stored to exceed 125°F. AMER PRECAUTIONS: not heat cylinder to increase flow rate. Use a check valve or trap in the dis- c.aarge line to prevent back flow into the cylinder. Cylinders must not be recharged except by or with consent of Liquid Carbonic. For further information der to CGA Pamphlet G-12 "Hydrogen Sulfide" and P-1 "Safe Handling of Compressed ases in Containers. Reporting••under SARA, Title III, Section 313 not required. ?PA 704 N0. for hydrogen sulfide - 3 ' 4 0 v.,c"" No guaranty isg made as to the accuracy of anydata or statement contained herein. While this material is OTHERWISE IS MADE This materiaO l WARRANTY f EXPRESS reeonlyCR for yoour consideraF tion, investigation anFITNESS verifiication and Liquid Carbonic shall not in any event be liable for special, incidental or consequential damages in connection with Its publcation. IE 2 No. 172 t.. • • NIP SUPPLEMENTAL SHEET - HYDROGEN SULFIDE MATERIAL SAFETY DATA SHEET SECTION III ---PHYSICAL DATA (Continued) APPEARANCE AND ODOR: Shipped and stored as a liquid under its own vapor pressure. Vapor is colorless with a characteristic "rotten egg" odor. SECTION V--HEALTH HAZARD DATA (Continued) EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Extreme fire hazard when rescuing semiconscious or un— conscious persons due to flammability of hydrogen sulfide. Avoid use of rescue equipment which might contain ignition sources or cause static discharge. Move affected person to an uncontaminated area. If breathing has st _Ted, give assisted respiration. Oxygen or a mixture of 5% carbon dioxide in oxygen should be administered by a qualified person. Keep victim warm and calm. Seek immediate medical assistance. Further treatment should be symptomatic and supportive. Skin or Eye: Flush affected areas with copious quantities of water. If in eye, part eyelids with finger to assure complete flushing. No guaranty is made as to the accuracy of any data or statement contained herein. While this materi• al is furnished in good faith, NO WARRANTY EXPRESS OR IMPLIED, OF MERCHANTABILITY, FITNESS OR OTHERWISE I5 MADE. This material is offered only for your consideration, investigation and veri- fication and Liquid Carbonic shall not in any event be liable for special, incidental or consequential 1/4 damages in connection with its publication. PAGE 3 • • a it MATERIAL SAFETY DATA SHEET jSULFUR DIOXIDE, LIQUEFIED �T• UN 1079 Z.CL.: Division 2.3 BEL: Poison Gas LIQUID CARBONIC tss SOUTH LA S LLE STREET • CHICAGO. IWNO(S 00e074c PHONE (710 1552500 November 1991 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: Sulfur Dioxide .COMMON NAME AND SYNONYMS: Sulfur Dioxide, Liquefied.:(p.O.T.); Sulfurous Acid Anhydride FORMULA: s02 CHEMICAL FAMILY: Inorganic Acid SECTION II --HAZARDOUS INGREDIENTS MATERIAL VOLUME % CAS N0. 1991-1992 ACGIH TLV UNITS 99+ 7446-09-5 TWA - 2 Molar PPM •• STEL - 5 Moir,: PPM ' OSHA 1989 TWA - 2 Molar PPM OSHA 1989 STEL - 5 Molar•PPM "-"4 SECTION III --PHYSICAL DATA 14 SPECIFIC GRAVITY (H20=1):- 1.46 (14/60°P) @ 70°F - 49.1 psia % VOLATILE BY VOLUME: 99+ Sulfur Dioxide BOILING POINT (°F.): VAPOR PRESSURE: VAPOR DENSITY (AIR=1): SOLUBILITY IN WATER: APPEARANCE AND ODOR: @ 70°F - 2.26 EVAPORATION RATE (BUTYL ACETATE=1): Un- Soluble known Colorless liquid or gas with highly irritating, pungent• odor of burning sulfur. SECTION IV --FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A EXTINGUISHING MEDIA: Nonflammable Gas SPECIAL FIRE FIGHTING PROCEDURES: If containers are exposed to a fire, safely relocate or keep cool with water spray. Self-contained breathing apparatus and protective clothing may be required as well as gas -tight eye protection. UNUSUAL FIRE AND EXPLOSION HAZARDS: Water reacts with this gas to form a . corrosive acidic mist or spray. LEL UEL FLAMMABLE LIMITS: N/A SECTION V--HEALTH HAZARD DATA Route(s) of Entry: Inhalation? yes Skin? Yes Ingestion? No Carcinogenicity: NTP? No IARC Monographs? No OSHA? No EFFECTS OF OVEREXPOSURE: Inhalation: Corrosive and irritating to the upper and lower respiratory tracts. Also lacrymation, cough, labored breathing, excessive salivary and sputum formation. Skin and Eye: Corrosive and irritating as with any inorganic acid. Persons in ill health where such illness would be aggravated by exposure to sulfur dioxide should not be allowed to work with or handle this product. EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Remove to fresh air. If uncon- scious or breathing is difficult, administer artificial respiration with supple- mental oxygen. Keep warm and at rest. Skin or Eye: Wash affected areas with copious quantities of water for at least 15 minutes. Remove contaminated cloth- ing and shoes as rapidly as possible. Seek medical help for eye injury or "acid" burns. PAGE 1 1 • .�i..igita �19:. •:• t'• . 1i•.t ri .y.;. .� ,M.:�t in•3-c'{1N, • ��� • Ift:/4d y1Stt'' •.. ::1tOt a• • No. 222 • • Fan s14:0387 R.v. alit 5b 1 SECTION VI --REACTIVITY DATA STABILITY: UNSTABLE ( ) STABLE ( x ) CONDITIONS TO AVOID: INCOMPATABILITY (MATERIALS TO AVOID): iAZARDOUS DECOMPOSITION PRODUCTS: 4AZARDOUS POLYMERIZATION: MAY OCCUR CONDITIONS TO AVOID: Reaction with water will form sulfurous acid. Strong oxidizers (fluorine, peroxides, etc.). Forms explosive chlorine with chlorates. Since SO2 boils at 14°F, gaseous SO2 vapor is nearly always present. ( ) WON'T OCCUR' ( x ) Avoid the use of zinc or galvanized metal . SECTION VII--SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Evacuate all personnel from affected area, use self-contained breathing apparatus 'r ventilate area to less than TWA before entering contaminated area to stop leak or retrieve leaking, cylinder. Use chemical protective boots and clothing if there is the potential for contact with the moist gas or acid. Position container so Leak is at top so that gaseous SO2 escapes. SO2 can be vented into an alkaline solution such as 5Z sodium hydroxide for neutralization. WASTE DISPOSAL METHOD: Cf the gas can not be vented into a neutralizing alkaline solution, provide venti- lation for dilution and dispersion. Avoid low lying, stagnant areas as gas is to vinr than air Follow a 1 d a� state and local rezulationa. SECTION VIII--SPECIAL PROTECTION INFORMATION 2ESPI.RATORY PROTECTION: Self-contained breathing apparatus in event of leak VENTILATION: LOCAL EXHAUST ( X ) To prevent accumulaticn above the TWA MECHANICAL (GENERAL) ( x ) for sulfur dioxide. PROTECTIVE GLOVES: Chemical protective EYE PROTECTION: )THER PROTECTIVE EQUIPMENT: Safety shoes, safety shower, eyewash 'fountain.' In event of leak rubber suit, boots and full face shield. Safety goggles or glasses SECTION IX --SPECIAL PRECAUTIONS 'RECAUTIONS TO BE TAKEN IN HANDLING AND STORING: `Protect cylinders against physical damage. Store in cool, dry, well -ventilated area. Do not allow area where cylinders are stored to exceed 125F. Use a check ►alve or trap in the sulfur dioxide discharge line to prevent hazardous backflow into cylinders. Cylinders. should be stored upright to prevent falling or being knocked over. Valve protection caps must remain in place when cylinder is not in OTHER PRECAUTIONS: • Ise only DOT or ASME coded containers. Containers must'not be recharged except )y or with the consent of Liquid Carbonic. For additional information refer to CGA Bulletins G-3 "Sulfur Dioxide" and P-1 "Safe Handling of Compressed Gases in containers." SO2 cylinders have 165°F fusible metal plug safety devices. Sulfur dioxide is a toxic chemical and subject to the reporting requirements of • SARA, Title III, Section 313. WFPA 704 N0. for sulfur dioxide gm 2 0 0 No guaranty is made as to the accuracy of any data or statement contained herein. While this material ' is furnished in good faith, NO WARRANTY EXPRESS OR IMPLIED, OF MERCHANTABILITY, FITNESS OR OTHERWISE IS MADE. This material is offered only for your consideration, investigation and verification and Liquid Carbonic shall not In any event be liable for special, Incidental or consequential damages in connection with Its publication. e GE 2 No. 222 .a k 113&-4)� LAW/CRANDALL A DIVISION OF LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC. REVISED REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED SUPPORT SERVICES DEVELOPMENT HOAG MEMORIAL HOSPITAL PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERJAN Newport Beach, California October 21,1997 Project 70131=6-0172.0002 LAW/CRANDALL A DIVISION OF LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC, October 21, 1997 Mr. Greg McClure Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box Y Newport Beach, California 92658-6100 Subject: Revised Report of Geotechnical Investigation Proposed Support Services Development Hoag Memorial Hospital Presbyterian One Hoag Drive Newport Beach, California Law/Crandall Project 70131-6-0172.0002 Dear Mr. McClure: We are pleased to submit this revised report presenting the results of our geotechnical investigation for the proposed Support Services Development at the lower campus of Hoag Memorial Hospital Presbyterian in Newport Beach, California. The results of our investigation and recommendations for use in foundation design and earthwork are presented in this report. We previously performed a geotechnical investigation for the subject project and presented the results in a report dated June 5, 1996 (70131-6-0172.0001). This current report incorporates the findings and recommendations previously presented in our June 5, 1996 report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior to obtaining a building permit. We request the opportunity to review plans and specifications related to geotechnical issues prior to construction. 200 CITADEL DRIVE • LOS ANGELES, CA 90040.1554 . (213) 889.5300 • FAX (213) 721.6700 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation Law/Crandall Project 70131-6-0172-0001 October 21, 1997 It is a pleasure to be of professional service to you. Please call if you have any questions regarding this report, or if we can be of further service. Sincerely, LAW/CRANDALL Paul R. Schade Principal Engineer enggeo\96-proj\0I722R01 (1 copy submitted) .DOC/PS (5) Ms. Peri Muretta (5) Nadel Architects Attn: Mr. David Jacobson (1) Gerald Lehmer and Associates Attn: Mr. Don Young (1) John A. Martin and Associates Attn: Mr. Barry Schindler (1) Boyle Engineering Attn: Mr. David Boyle (I) Tsuchiyama & Kaino Attn: Mr. Stan Sato (1) The Office of William Rabben Attn: Mr. William Rabben Paul Elliott Principal Engineering Geologist PAW. EWOTT 11435 CERTIFIED ENGINEERING GEOLOGIST REVISED REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED SUPPORT SERVICES DEVELOPMENT HOAG MEMORIAL HOSPITAL PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California Law/Crandall Los Angeles, California October 21,1997 Project 70131-6-0172.0002 J Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 TABLE OF CONTENTS Eagt LIST OF FIGURES iv SUMMARY v 1.0 SCOPE 1 2.0 SITE CONDITIONS 3 3.0 STRUCTURAL CONDITIONS 3 4.0 EXPLORATIONS AND TESTS 4• 4.1 FIELD INVESTIGATION 4 4.2 LABORATORY TESTING 4 5.0 SOIL CONDITIONS 4 6.0 GEOLOGY 5 6.1 GENERAL 5 6.2 GEOLOGIC MATERIALS 6 6.4 GEOLOGIC HAZARDS 7 6.5 GROUND SHAKING 13 6.6 GEOLOGIC CONCLUSIONS 14 . 7.0 RECOMMENDATIONS 14 7.1 FOUNDATIONS 14 7.2 RESPONSE SPECTRA 17 7.3 SITE COEFFICIENT 17 7.4 EXCAVATION AND SLOPES 17 7.5 DEWATERING 18 7.6 SHORING 19 7.7 WALLS BELOW GRADE 25 7.8 SUBDRAIN 26 7.9 FLOOR SLAB SUPPORT 28 7.10 PAVING 29 7.11 CORROSION 31 7.12 GAS PROTECTION SYSTEM 31 7.13 GRADING 31 7.14 GEOTECHNICAL OBSERVATION 33 8.0 BASIS FOR RECOMMENDATIONS 9.0 BIBLIOGRAPHY ii 35 .36 .L 1 _J .n Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 TABLE OF CONT"NTS (continued) FIGURES APPENDIX A: EXPLORATIONS AND LABORATORY TESTS APPENDIX B: GEOLOGIC AND SEISMIC DATA 111 • Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 LIST OF FIGURES Figure I Plot Plan 2 Local Geology 3 Regional Geology 4 Regional Seismicity 5 Response Spectra: Design Basis Earthquake, 10% Probability of Exceedence in 50 Years 6 Response Spectra: Maximum Capable Earthquake, 10% Probability of Exceedence in 100 Years iv di Hoag Menwrial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 LIST OF FIGURES Figure 1 Plot Plan 2 Local Geology 3 Regional Geology 4 Regional Seismicity 5 Response Spectra: Design Basis Earthquake, 10% Probability of Exceedence in 50 Years 6 Response Spectra: Maximum Capable Earthquake, 10% Probability of Exceedence in 100 Years J Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 SUMMARY We have performed a geotechnical investigation for the Support Services Development at Hoag Memorial Hospital Presbyterian in Newport Beach. The project will consist of a medical office building, data and communication center, and parking structure. We performed a geotechnical investigation for the previously planned •Outpatient Services Buildings at the subject site and presented the results in a report dated March 9, 1994 (our Job No. 2661.309.16.0001). The field explorations and laboratory performed .for the Outpatient Services investigation are considered adequate for the proposed Support Services development; therefore, additional explorations and laboratory testing were not performed. We previously submitted a report of geotechnical investigation for the Support Services Development dated June 5, 1996. The project features have been altered since the date of our initial report. This current report incorporates the findings and recommendations previously presented in our June 5, 1996 report. Up to about 7 feet of fill soils were encountered in our b..sings drilled at the site as indicated on the boring logs presented in Appendix A, Explorations ind Laboratory Testing. The natural materials beneath the site consist of siltstone with interbeds of sandstone. Water seepage was encountered in the borings at varying depths between 5 and 33 feet. The existing fill is not uniformly well compacted and contains some debris; however, the existing till should be removed automatically by the planned excavation for the office building and parking structure. Some removal and recompaction of the existing fill and placement of new fill will be required for the portion of the office building between Gridlines 1 and 3 and minor site features. The proposed office building and parking structure may be supported on spread footings established in the firm siltstone or sandstone at the basement level. The portion of the office building between Gridlines 1 and 3 may be supported on spread footings established in the properly compacted fill or undisturbed natural soil. Where there is not sufficient space for sloped embankments, shoring will be required. v Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Based on the available geologic data, no known active or potentially active faults exist beneath the proposed hospital expansion. Accordingly, the potential for surface rupture at the site due to faulting is considered low. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking can be mitigated if the buildings are designed and constructed in conformance with current building codes and engineering practices. The relatively level topography in the area of the proposed development precludes slope stability hazards. The potential for other geologic hazards such as liquefaction, seismic settlement, subsidence, flooding, tsunamis, and seiches affecting the site is considered low. Four exploration borings were drilled to depths of 37 to 43 feet below the existing grade at the southwest corner of the site to determine the presence or absence of methane gas in the sandstone interbeds that underlie the site at that location. The determination of the presence or absence and limits of the methane gas has been performed by Geoscience Analytical (GSA), and is contained in separate reports. • Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 1.0 SCOPE This report presents the results of a geotechnical investigation performed to provide planning and design criteria for the subject proposed Support Services development. The locations of the proposed buildings and our exploration borings are shown in Figure 1, Plot Plan. We performed a preliminary geotechnical evaluation of a larger site that included the site of the proposed Support Services Development, and the results were presented in our report dated May 20, 1991 and supplemental letters dated January 30, 1992, December 17, 1993, and February 9, 1994 (our Job No. 089034.AE0). The study consisted of a preliminary foundation investigation and a geologic -seismic study for the preparation of the master plan and environmental impact report of the lower campus. Two of the exploration borings drilled for the previous investigation were drilled within the site of the proposed development; the:e borings have been renumbered as Borings 12 and 13 for this report. We also performed a geotechnical investigation for the previously planned Outpatient Services Buildings at the subject site and presented the results in a report dated March 9, 1994 (our Job No. 2661.30916.0001). The field explorations and laboratory —} performed for the Outpatient Services investigation are considers adequate for the proposed — Support Services development; therefore, additional explorations and laboratory testing were not performed. The field and laboratory data obtained during our prior investigation are presented in Appendix A, Explorations and Laboratory Testing. We previously submitted a report of geotechnical investigation for the Support Services Development dated June 5, 1996. The project features have been altered since the date of our initial report. This current report incorporates the findings and recommendations previously presented in our June 5, 1996 report. This investigation was authorized to determine the static physical characteristics of the soils at selected locations, and to provide recommendations for foundation design and floor slab support for the proposed development. In addition, we were to update our prior geologic -seismic evaluation of the site and perform a ground motion study to develop site -specific response spectra. More specifically, the scope of the investigation included the following objectives: 1 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 To evaluate the existing surface and subsurface conditions, including the soil and groundwater conditions; within the area of proposed construction; To recommend appropriate foundation systems together with the necessary design parameters; I • To provide recommendations for excavation and for design of shoring and basement walls; To present recommendations relating to earthwork and grading; J • To present the results of the ground motion study; • To present the results of the updated geologic -seismic study; j • To provide recommendations for asphalt and Portland Cement concrete J paving design; and • Tr —vide recommendations for handling groundwater. In addition, corrosion studies were performed by N. J. Schiff & Associates, Inc., Consulting Corrosion Engineers to determine the corrosion potential of the materials underlying the site. The assessment of general site environmental conditions or the presence of pollutants in the soils beneath of the site was beyond the scope of this investigation. We understand the environmental assessment of the site was performed by Geoscience Analytical (GSA), and has previously reviewed by the City of Newport Beach. The results of theirinvestigation were presented in a report dated February 2, 1994. In summary, no indication of soil or groundwater contamination was encountered on the site by GSA or in our geotechnical borings. Our recommendations are based on the results of our field explorations, laboratory tests, geologic study, and appropriate engineering analyses. The results of the field explorations and laboratory tests are presented in Appendix A. The results of the corrosion studies are also presented in Appendix A. Geologic and seismic reference data are presented in Appendix B, Geologic and Seismic Data. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for the Hoag Memorial Hospital Presbyterian and their design consultants to be used solely in the design of the proposed development. The report has not been prepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses. 2.0 SITE CONDITIONS The site which is shown in plan in Figure 1, is currently a paved parking lot located to the west of Newport Boulevard between the existing Childcare and Cancer Centers and West Coast Highway. The site slopes down slightly from west to the east with a difference in ground surface elevation of about 3 feet across the site. A 13-foot high slope inclined at 2:1 (horizontal to vertical) is located along the north side of the site extending up to Hoag Drive. 3.0 STRUCTURAL CONDITIONS We have been provided with design development drawings for the project date stamped September 15, 1997. It is currently planned to construct an office building and Farking structure. The office building will be two and three levels with a split lower level. Between Gridlines 1 and 3, the building will be two levels with the lower level established at Elevation +20. Between Gridlines 3 and 8.3, the lower level will be established at Elevation +6.5. Between Gridlines 8.3 and 15, the lower level will be established at Elevation -7.0. The parking structure will be four levels and will extend between Gridlines 15 and 27. The lower floor level of the parking structure will be established at Elevation -10.24. The ground surface is currently about Elevation +11 to +13. Typical column Toads will range from 300 to 500 kips. rsecause of the presence of methane gas in the area, the building will be underlain with a methane protection system. The system will consist of a high density polyethylene (HDPE) membrane Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 beneath the floor slabs, footings, and hardscape and adjacent to walls below grade. Beneath floor slabs and hardscape, a gas collection system will also be installed. 4.0 EXPLORATIONS AND TESTS 4.1 FIELD INVESTIGATION The soil conditions were explored during our prior investigations at the site by drilling 13 borings at the locations shown in Figure 1. Further details of the explorations and logs of the borings are presented in Appendix A. 4.2 LABORATORY TESTING Laboratory tests were performed during our prior investigation on selected samples obtained from the borings to aid in the classification of the soils and to determine their engineering properties. The following tests were performed: moisture content and dry density determinations, direct shear, consolidation, compaction, and stabilometer (R-value). Details of the laboratory testing program -1 and test results are presented in Appendix A. The results of the corrosion studies are also presented in Appendix A. 5.0 SOIL CONDITIONS Fill soils, up to 61/2 feet thick, were encountered in our exploratory borings. The existing fill is not .i uniformly well compacted and contains some debris. Deeper fill could occur between boring locations: however, most of the existing fill should be removed automatically by the planned excavation for the parking structure and office building. The natural materials consist of poorly bedded siltstone with thin discontinuous layers of interbedded sandstone. Sandstone deposits were encountered at the depths between 16 and 40 feet below the existing grade at the southwest corner of the site. The siltstone and sandstone are firm to very firrn. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Slight water seepage was encountered in our borings at varying depths between 5 and 33 feet (Elevation 71/4 to -21). The amount of water encountered was insufficient for proper water sampling and testing. Groundwater was encountered in additional borings performed at the site by GSA. In one boring drilled by GSA, heavy water seepage was reportedly encountered at a depth of • 70 feet below the existing grade and the water level rose to a depth of 35 feet before stabilizing. In another boring observed by our personnel, significant water seepage was encountered at a depth of about 42 feet below grade. We obtained a sample of the Water at this depth for analytical testing. The results of the testing will be submitted in a separate report for use in groundwater discharge permitting. A corrosion study was performed by M. J. Schiff & Associates, Inc. to determine if the on -site soils may have deleterious effects on the planned structure. The results of the study are presented in Appendix A. The assessment of general site environmental conditions or the presence of pollutants in the soils beneath of the site was beyond the scope of this investigation. We understand the environmental assessment of the site was performed by Geoscience Analytical (GSA), and has previously reviewed by the City of Newport Beach. The results of their investigation were presented in a report dated February 2, 1994. In summary, no indi.... ion of soil or groundwater contamination was encountered on the site by GSA or in our gee _: lea' borings. 6.0 GEOLOGY 6.1 GENERAL The site is situated along the base of Newport Mesa, about one-third mile from the Pacific Ocean and one-half mile northwest of Lido Isle in Newport Bay at an elevation of about 10 to 15 feet above mean sea level (U.S. Geological Survey datum). Newport Mesa is one of several physiographic features that compromise the Orange County Coastal Plain. The hills and mesas of the Newport Area are separated by gaps which were incised into the late Pleistocene age land Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 surface. Two such features are the Santa Ana Gap, which is occupied by the Santa Ana River northwest of Newport Mesa, and Upper Newport Bay, which separates Newport Mesa from the San Joaquin Hills to the east. The site is near the southern end of the Los Angeles Basin, a structural depression that contains a great thickness of sedimentary rocks. The most significant geologic feature in the area is the Newport -Inglewood fault zone which is located in the vicinity of the site. The relationship of the site to local geologic features is shown in Figure 2, Local Geology, and the geology the vicinityof the site is shown in Figure 3, Regional Geology.Plate 4,Regional in g g�g� Seismicity, shows the locations of major faults and earthquake epicenters in Southern California. 6.2 GEOLOGIC MATERIALS The site is locally mantled by artificial fill materials ranging from 2 to 7 feet thick at the locations of our exploratory borings. The fill materials consist of silty sand, sandy silt and clayey silt with some bedrock fragments. Artificial fill was not encountered in Borings 4, 7, 10 and 13. Siltstone with interbeds of sandstone of the late Pleistocene age San Pedro Formation underlie the artificial fill ,The siltstone is clayey and very poorly bedded with discontinuous layers of interbedded sandstone. The sandstone is fine -to medium -grained and uncemented. Layers of predominantly sandstone were encountered in Borings 5, 6, 7, and 11 at depths below about 17 feet. Published geologic maps (Morton and Miller, 1981) indicate the bedrock materials in the area of our investigation consist of the Miocene age Monterey Formation. However, based on the materials encountered in our exploratory borings, the late Pleistocene age San Pedro Formation is believed to locally underlie the proposed hospital expansion. 6.3 GROUNDWATER The site is located outside the main groundwater basin of the Orange County Coastal Plain. Groundwater was not encountered within the 43-foot depth explored by our current and prior c • J Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 borings at the site. However, minor seepage was encountered in Borings 1 through 6, 11 and 13 at depths of 5 to 33 feet below the existing grade. These depths correspond to elevations of 7.5 feet above sea level to 17.5 feet below sea level. Specific depths to the seepage encountered in the borings and the corresponding elevations are listed in the following table. Depths to Water Seepage Boring Boring Elevation Seepage Depth Seepage Elevation (feet) (feet) (M.S.I.) 1 . 14.5 14 0.5 2 12.5 12 0.5 30 -17.5 3 12.2 11 1.2 33 -20.8 4 10.5 12 -1.5 5 12.5 5 7.5 6 12.5 20 -7.5 11 11.8 10 1.8 24 -12.2 13 11.5 26.5 -15 Groundwater was encountered in additional borings performed at the site by GSA. In one boring drilled by GSA, heavy water seepage was reportedly encountered at'a depth of 70 feet below the existing grade and the water level rose to a depth of 35 feet bef:re o*Qbilizing. In a boring observed by our personnel, significant water seepage was encountered z^ 2 deb*. or about 42 feet below grade. 6.4 GEOLOGIC HAZARDS General The geologic hazards at the site .are essentially limited to those caused by earthquakes. Major earthquake damage is caused by violent shaking from earthquake waves; damage from 7 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 displacement or fault movement beneath a structure is much less frequent. Violent shaking radiates not only immediately adjacent to the earthquake epicenter, but for many miles around. Faults The numerous faults in Southern California are categorized as active, potentially active, and inactive. Detailed information concerning the faults in the site area is presented in Tables B-1, • B-2, and B-3 in Appendix B. The closest known active fault to the site is the North Branch fault of the Newport -Inglewood fault zone, located about 1,200 feet southwest of the site at its closest point. Other nearby faults considered active are the Whittier fault and the Elsinore fault located 21 miles north-northeast and 26 miles northeast of the site, respectively. The San Andreas fault is about 51 miles northeast of the site. The closest known potentially active fault is an unnamed fault, observed in the cut slope adjacent to Pacific Coast Highway, approximately 1,300 feet west of the site. Other nearby potentially active faults include the Pelican Hill fault, the El Modeno fault, and the Peralta Hills fault, located 3 miles east, 15 miles north, and 15 miles northeast of the site, respectively. The area of the proposed development is not within a currently estate st ed Alquist-Priolo Special Studies Zone for fault rupture hazards. No faults or fault -related features were observed during our current or prior nearby field reconnaissance, and no active or potentially active faults are known to pass directly beneath the site. Recent fault investigations were performed by Mr. Merrill E. Wright and Leighton and Associates to determine the presence of faults on the lower campus. The results of Mr. Wright's fault investigation were presented in a report dated December 17, 1993. The results of the Leighton and Associates investigation were presented in a report dated October 21, 1996. Based on our geologic and geotechnical studies performed to date and on our review of the fault investigation reports by Wright and Leighton, we found no evidence of active faulting within the limits of the lower campus extending from the eastern side of the existing Hoag Cancer Center to the western property limit. Although faults have been encountered within the Hoag Memorial Hospital Presbyterian—Ceotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Miocene age bedrock, these faults have not been found to offset the terrace deposits. Therefore. these faults are not considered active under the State of California Alquist-priolo act. Based on these findings, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed development is considered to be low. Seismicity The seismicity of the region surrounding the site was determined from research of a computer catalog of seismic data. This catalog includes earthquake data compiled by the California Institute of { Technology for 1932 to 1996 and data for 1812 to 1931 compiled by Richter and the U.S. National Oceanic Atmospheric Administration (NOAA`' i+r;:;-^•h for earthquakes that occurred within 100 kilometers (62 miles) of the site indicates that 315 �.,:- ;sakes of Richter magnitude 4.0 and greater occurred between 1932 and 1996; 3 earthquakes of magnitude 6.0 or greater occurred between 1906 and 1931, and 1 earthquake of magnitude 7.0 or greater occurred between 1812 and 1905. A list of these earthquakes is presented in Table B-4 in Appendix B. Other pertinent information regarding these earthquakes is also shown in Table B-4. Epicenters of major earthquakes (magnitude greater than 6) are shown in Figure 4, Regional Seismicity. Several earthquakes of moderately Marge magnitude have occurred in the Southern California area within the last 60 years. The earliest of these earthquakes was the March 11, 1933 (Greenwich Civil Time) magnitude 6.3 Long Beach earthquake. The published location of the epicenter of this earthquake was located about 2.5 miles south-southwest of the site; this location is not believed to be very accurate. The epicenter of the February 7, 1971 San Fernando earthquake, magnitude 6.4, was about 61 miles northwest of the site. Surface rupture occurred on various strands of the San Fernando fault zone as a result of this earthquake, including the Tujunga and Sylmar faults. The magnitude 5.9 Whittier Narrows earthquake occurred on October 1, 1987, on a previously unrecognized fault. The earthquake epicenter was located about 32 miles north-northwest of the site. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 The Sierra Madre earthquake occurred on June 28, 1991 along the Sierra Madre fault zone. The epicenter of the magnitude 5.4 earthquake was located in the San Gabriel mountains about 44 miles north of the site. On June 28, 1992, two major earthquakes occurred east of Los Angeles. At 4:58 a.m., a magnitude 7.4 earthquake occurred in the High Desert region and is known as the Landers earthquake. The epicenter was located about 95 miles northeast of the site. The second event occurred at 8:04 a.m. near Big Bear Lake and had a magnitude of 6.6; the epicenter was about 73 miles northeast of the site. Most recently, on January 17, 1994, at 4:31 a.m., a magnitude 6.7 earthquake occurred in the San Fernando Valley, known as the Northridge earthquake. The epicenter was located about 57 miles northwest of the site. Based on the location of nearby active and potentially active faults, the site is exposed to a greater seismic risk than some other locations in the Southern California area. The site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common. to Southern California, and the effects can be mitigated if the buildings are designed and constructed in conformance with current building codes and engineering practices. Slope Stability The gentle south -sloping tnnography at the site precludes both stability problems and the potential for lurching (earth moves:: • at right angles to a cliff or steep slope during ground shaking). The site is not within a City of Newport Beach Slope Stability Study area. There are no known landslides near the site, nor is the site in the path of any known or potential landslides. A 15- to 20-foot-deep basement excavation is planned beneath the proposed hospital expansion. Siltstone and sandstone will be exposed in the basement excavation. The siltstone is poorly bedded and will not adversely affect the stability of the basement excavation. However, the sandstone is Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 non -cemented and will tend to run into the basement excavation. Based on our exploratory borings, the sandstone will be encountered in the western portion of the planned basement excavation. This area will require continuous lagging in addition to shoring. Liquefaction and Seismically -Induced Settlement Liquefaction potential is greatest where the groundwater level is shallow, and loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and ror), clay and gravel content increase. As ground acceleration and shaking duration increase during an 4 earthquake, liquefaction potential increases. The State issued a Seismic Hazard Zones Map for the Newport Beach Quad, ogle in April 1997. This map identifies areas as potentially liquefiable within the Newport Beach Quadrangle. The potential liquefaction zones shown on the map do not include the location of the proposed Support Services building. However, there are areas identified as potentially liquefiable directly south of the proposed development starting at West Coast Highway, and directly east of the proposed developme-" at the off -ramp from the southbound Newport Boulevard to the west bound Coast Highway. J We drilled a boring (Boring 4) during our investigation for the proposed development near the eastern edge of the property. We encountered siltstone in the boring directly below the surface �i paving. We also drilled five borings (Borings 7, 8, 9, 10, and 11) near the southern edge of the proposed development, during the same investigation. Siltstone was encountered from 6-inches to 2 feet below the ground surface. Layers of sandstone were encountered in four borings (Borings 5, 6, 7, and 11) during the same investigation on the western portion of the property. Testing showed these sandstone layers to be dense. Groundwater seepage was encountered in most of the exploratory borings drilled at the site; however, the amount of groundwater seepage encountered was relatively small. .It • a -1 Hoag Memorial Hospital Presbyterian—Geoter'uucal Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 The sandstone and „Itstone are not considered to be liquefiable. BaL•_d on the subsurface conditions encountered in our borings and on the information presented in the Seismic Hazards Zones Map, it is our opinion that the potential for liquefaction occurring at the site is low. Seismic settlement is often caused by loose to medium -dense granular soils densified during ground shaking. Uniform settlement beneath a given structure would cause minimal damage; however, because of variations in distribution, density, and confining conditions of the soils, seismic settlement is generally non -uniform and can cause serious structural damage. Dry and partially saturated soils as well as saturated granular soils are subject to seismically induced settlement. Generally, differential settlements induced by ground failure.:t such as liquefaction, flow slides, and surface ruptures would be much more severe than those caused by densification alone. The materials encountered in our exploratory borings are dense and are not subject to seismic settlement. Therefore, the potential for seismically -induced settlement to adversely affect the development is low. Tsunamis, Inundation, Seiches, and Flooding The site is approximately 0.4 miles from the Pacific Ocean at an elevation of about 10 to 15 feet above sea level. Estimated tsunami run-up height in the area for 100- and 500-year events is on the order of about 6.1 and 10.8 feet, respectively (Houston and Garcia, 1974). Therefore, there is a limited potential for a 500-year tsunami affecting the portion of the site adjacent to Pacific Coast Highway. However, it is currently planned to raise the site grade and establish the first level of the building at Elevation 15. Based on the planned grades, there is a low potential for a tsunami affecting the proposed project. The site is not located downsiope of any large bodies of water that could adversely affect the site in the event of earthquake -induced failures or seiches (wave oscillation : l an enclosed or semi - enclosed body of water). The site is in an area of minimal flooding potential (Zone C) as defined by the Federal Insurance Administration. 12 Hoag Memorial Hospital Presbyteric i—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-017. -0002 Subsidence The site is not within a i area of known subsidence associated with fluid withdrawal (groundwater or petroleum), peat oxi 3ation, or hydrocompaction. 6.5 GROUND SHAF. ING Movements on any of l he above -described active and potentially active faults could cause ground shaking at the site. Bol (1973) investigated the relationship between an earthquake's magnitude and the duration of its re. ultant strong shaking. In the following table, bracketed duration of strong shaking is defined as the time interval between the first and last peaks of strong ground motion when the acceleration of the ground due to seismic waves exceeds 0.05g. For example, a 6.5 magnitude earthquake within 10 kilometers (6.2 miles) of the site would have a duration of strong ground shaking of 19 seconds. Distance to Source (km) Bracketed Duration of Strong Shaking as a Function of Magnitude and Distance to Source (after Bolt, 1973) Bracketed Duration (seconds) Magnitude 5.5 6.0 6.5 7.0 7.5 8.0 8.5 10 8 12 19 26 .31 34 35 25 4 9 15 24 28 30 32 50 2 3 10 26 28 29 75 1 1 5 10 14 16 17 100 0 0 1 4 5 6 7 125 0 0 1 2 2 3 3 150 0 0 0 1 2 2 3 175 0 0 0 0 1 2 2 200 0 • 0 0 0 0 1 2 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 6.6 GEOLOGIC CONCLUSIONS Based on the available geologic data, no known active or potentially active faults exist beneath the proposed Support Services Building. Accordingly, the potential for surface rupture at the site due to faulting is considered low. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking can be mitigated if the buildings are designed and constructed in conformance with current building codes and engineering practices. The relatively level topography in the area of the proposed development precludes slope stability hazards. The potential for other geologic hazards such as liquefaction, seismic settlement, subsidence, flooding, tsunamis, and seiches affecting the site is considered low. 7.0 RECOMMENDATIONS We previously submitted a report of geotechnical investigation for the Support Services Development dated June 5, 1996. The project features have been altered since the date of our initial report. This current report should be considered as a self-contained document which incorporates the findings and recommendations previously presented in our June 5, 1996 report. 7.1 FOUNDATIONS General Minor amount of fill soils were encountered at the locations of our exploration borings; however, the existing fill should be removed automatically by the planned excavation for the office building and parking structure. Removal and recompaction of the existing fill and placement of new fill will be required for the portion of the office building between Gridlines 1 and 3 and minor site structures. The proposedoffice building and parking structure may be supported on spread footings established in the firm siltstone or sandstone at the basement level. The portion of the Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 office building between Gridlines 1 and 3 may be supported on spread footings established in the properly compacted fill or undisturbed natural soil. Bearing Value Spread footings for the office building and parking structure carried at least 1 foot into the bedrock materials and at least 2 feet below the adjacent floor level may be designed to impose a net dead plus live load pressure of 8,000 pounds per square foot. Spread footings for the portion of the office building between Gridlines 1 and 3 established in properly compacted fill or undisturbed natural materials and at least 2 feet below the adjacent floor level may be designed to impose a net dead plus live load pressure of 2,500 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. Since the recommended bearing value is a net value, the weight of the concrete within the footings may be taken as 50 pounds per cubic foot and the backfill weight may be neglected when computing the imposed downward foundation loadings. Spread footings for minor structures, such as free standing walls and retaining walls less than 5 feet in height, may be supported on properly compacted fill or undisturbed natural materials. Footings extending at least 1 %z feet below the adjacent grade may be designed for 1,500 pounds per square foot. While the actual bearing value of the compacted fill will depend on the materials used and the compaction methods employed, the quoted value will be applicable if acceptable soils are used and are compacted as recommended. The bearing value of the fill should be confirmed after completion of the grading. Settlement J The settlement of the proposed office building and parking structure, supported on spread footings in the manner recommended, is estimated to be %-inch. Differential settlement is estimated to be '%-inch or less. The settlement of the portion of the office building between Gridlines 1 and 3, supported on spread footings in the manner recommended, is estimated to be %cinch. Differential settlement is estimated to be'/ -inch or less. Hoag Memorial Hospital Presbyterian—Ge.otechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 •Lateral Loads Lateral loads may be resisted by soil friction and by the passive resistance of the soils. A coefficient of friction of 0.4 may be used between footings or the floor slab and the supporting soils. The friction between the slab and the underlying soils should be ignored if a high density polyethylene (HDPE) methane membrane is placed between the slab and the supporting soils. If the HPDE membrane is placed beneath the planned footings, a coefficient of friction of 0.25 may be used between the footings, membrane, and supporting material. If footings are poured neat against the undisturbed bedrock, the passive resistance may be assumed to be 800 pounds per square foot at the top of the footing excavation, increasing 300 pounds per square foot per foot of depth up to a maximum of 8,000 pounds per square foot. The passive resistance of the compacted backfill may be assumed to be 250 pounds per cubic foot. No reduction in the passive resistance is required if the membrane is placed neatly against the sides of the footing excavation. A one-third increase in the passive value may be used for wind or seismic Toads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance. Footing Observation To verify the presence of satisfactory materials at footing design elevations, all footing excavations should be cleaned of any loosened materials and subsequently observed by personnel of our firm. Inspection of footing excavations may also be required by the appropriate reviewing governmental agencies. The contractor should be familiar with the inspection requirements of the reviewing agencies and coordinate the schedules of the required inspections. Footings should be deepened if necessary to extend into satisfactory supporting material. Footing excavations deeper than 5 feet should be sloped back at 34:1 (horizontal to vertical) in the siltstone, and at I :1 in the sandstone and soil. The slopes of such excavations could be observed in the field by one of our geologists. The foundation excavations into the bedrock should be left slightly uneven if necessary, rather than filling in over excavated areas with loose or compacted soils. Where it is necessary to deepen a footing below the design depth, the over excavated portion Hoag Memorial Hospital Presbyterian—Geotechnical Investigation Law/Crandall Project 70131-6-0172-0002 October 21, 1997 should be backfilled with concrete. Soil backfill above the footings and utility trench backfill should be mechanically compacted; flooding should not be permitted. All applicable safety requirements, including OSHA requirements, should be met. 7.2 RESPONSE SPECTRA Ground motions were postulated corresponding to earthquake levels having a 10% probability of exceedence during a 50-year time period and a 10% probability of exceedence during a 100-year time period. Site -specific response spectra for the two levels of shaking specified were determined by a Probabilistic Seismic Hazard Analysis (PSHA) using the computer program FRISKSP. The response spectra were developed using the ground motion attenuation relations for a type "B" site classification discussed in Boore et al. (1993). Dispersion in the Boore et al. ground motion attenuation relationships was considered by inclusion of the standard deviation of the ground motion data in the attenuation relationship used in the PSHA. The response spectra for the ground motions with a 10% probability of exceedence in 50 years and for those with a 10% probability of exceedence in 100 years are presented in Figures 5 and 6, respectively, for structural damping values of 2%, 5%, and 10%. The response spectra in digitized form are shown in Tables B-5 and B-6 for the pseudo spectral velocity and pseudo spectral acceleration, respectively. 1 7.3 SITE COEFFICIENT The site coefficient, S, for use in the static lateral response procedure may be assumed to be 1.0; the site may be characterized as being soil profile type Si. 7.4 EXCAVATION AND SLOPES Excavations up to about 20 feet deep will be required for the subterranean construction. Where the necessary space is available, temporary unsurcharged excavations may be sloped back in lieu of 17 gir • Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 using shoring. Temporary unsurcharged excavations may be sloped back at '/4:1 (horizontal to vertical) in the siltstone and at 1:1 in the sandstone and soil. Where sloped embankments are used, the tops of the slopes should be barricaded to prevent vehicles and storage loads within 10 feet of the tops of the slopes: A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes; we should be advised of such heavy vehicle loadings so that specific setback requirements can be established. It is our opinion that the recommended temporary cut slopes for subterranean construction should perform satisfactorily on a temporary basis. If excavations are open for longer periods of time, we recommend that the exposed surfaces be sprayed with asphaltic emulsion soon after making the excavation to keep the materials from drying. If the temporary construction embankments are to be maintained during the rainy season, berms are suggested along the tops of the slopes where necessary to prevent runoff water from entering the excavation and eroding the slope faces. The soils exposed in the cut slopes should be inspected during excavation by our personnel so that modifications of the slopes can be made if variations in the soil conditions occur or if adverse seepage conditions develop. All applicable safety requirements, including OSHA requirements, should be met. 7.5 DEWATERING Excavations up to about 25 feet deep will be required for the subterranean construction. Deeper excavations will be required for shoring and elevator installation. Where the necessary space is available, temporary unsurcharged excavations may be sloped back in lieu of using shoring. Temporary unsurcharged excavations may be sloped back at %:1 (horizontal to vertical) in the siltstone and at 1:1 in the sandstone and soil. As previously stated, groundwater seepage was encountered at various depths within the depths of the planned excavation. Because of the seepage encountered, some dewatering should be anticipated during construction. Although the volume of water seepage varies seasonally, we anticipate that the 18 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 dewatering can be achieved by installing trench drains at the perimeter of the excavation connected to a sump equipped with a pump. The most significant seepage is expected to occur along the north wall of the excavation. Based on the water seepage encountered within the planned depths of the mass excavation, the total rate of seepage during construction is anticipated to be less than 25 gallons per minute. Based on the findings in the supplemental GSA borings, larger volumes of groundwater should be anticipated during the installation of soldier piles for shoring and for the elevator plunger. For the planned shoring, measures should be taken to place soldier piles in drilled holes and pour concrete as soon as possible after drilling to avoid excessive water seepage. If a large amount of seepage is encountered, soldier pile excavations may require pumping prior to placement of the concrete. The groundwater seepage is not anticipated to cause severe caving in the soldier pile excavations. We have discussed the installation of the elevator plunger with Otis Elevators and the firm retained by Otis to perform elevator installations. Based on our conversations, the plunger is routinely installed with the presence of groundwater. After drilling, a sealed casing should be installed and grouted into place to prevent future water seepage from impacting the elevator performance. 7.6 SHORING General __I Where there is not sufficient space for sloped embankments, shoring will be required. One method of shoring would consist of steel soldier piles placed in drilled holes, backfilled with concrete, and tied back with earth anchors. Based on studies by GSA, the shoring system is not anticipated to penetrate into the sandy soils on the west end of the site. Difficult drilling may be encountered in localized areas due to cemented layers in the bedrock. Special techniques and measures may be necessary in some areas to permit the proper installation of the soldier piles and/or tie -back Hoag Memorial Hospital Presbyterian—Geotechnical Investigation Law/Crandall Project 70131-6-0172-0002 For heights of' 15 feet or Tess, cantilevered shoring may be used. For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the retained natural soils with a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 25 pounds per cubic foot. 'For heights of shoring greater than 15 feet, the use of braced or tied -back shoring is recommended. For the design of tied -back or braced shoring, we recommend the use of a trapezoidal distribution of earth pressure. The recommended pressure distribution, for the case where the grade is level. behind the shoring, is illustrated on the following figure with the maximum pressure equal to 20H in pounds per square foot (H is the height of shoring in feet). Where a combination of sloped embankment and shoring is used, such as on the north side of the structure, the pressure would be greater and must be determined for each combination. In addition to the recommended earth pressure, the upper 10 feet of shoring adjacent to the streets should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the shoring due to normal street traffic. If the traffic is kept back at least 10 feet from the shoring, the traffic surcharge may be neglected. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Design of Soldier Piles For the design of soldier piles spaced at least two diameters on centers, the allowable lateral bearing value (passive value) of the bedrock below the level of excavation may be assumed to be 1600 pounds per square foot at the surface, increasing 600 pounds per square foot of depth, up to a maximum of 8,000 pounds per square foot. To develop the full lateral value, provisions should be taken to assure firm contact between the soldier piles and the undisturbed bedrock. The concrete placed in the soldier pile excavations above the planned excavation level may be a lean -mix concrete. However, the concrete used in that portion of the soldier pile which is below the planned excavated level should be of sufficient strength to adequately transfer the imposed loads to the surrounding soils. The frictional resistance between the soldier piles and the retained earth may be used in resisting the downward component of the anchor load. The coefficient of friction between the soldier piles and the retained earth may be taken as 0.4. (This value is based on the assumption that uniform full bearing will be developed between the steel soldier beam and the lean -mix concrete and between the lean -mix concrete and the retained earth.) In addition, provided that the portion of the soldier piles below the excavated•level is backfilled with structural concrete, the soldier piles below the excavated level may be used to resist downward loads. The frictional resistance between the concrete soldier piles and the soils below the excavated level may be taken equal to 800 pounds per square foot. J Lagging Lagging will be required between soldier piles within the sandstone deposits and.within any water seepage zones. Lagging is not required within the siltstone deposits except within seepage zones; however, we understand that the lagging is planned throughout the excavation to provide a backing for the drainage composite. Timber lagging should be treated if it is to remain in place after completion of the basement walls. Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 •Where the lagging is omitted, we recommend that the surface of the exposed bedrock be protected to reduce the possibility of drying and cracking within the bedrock; possible spalling could pose a danger to workers within the excavation. The bedrock should either be covered with a thin layer of' gunite or sprayed with an asphaltic product to minimize drying. If the asphaltic product is used, the bedrock should be covered with wire mesh to prevent any large pieces of bedrock from falling into the excavation. The soldier piles and anchors should be designed for the fill anticipated pressure. However, the pressure on the lagging will be less due to arching in the soils. We recommend that the lagging be designed for the recommended earth pressure but limited to a maximum value of 400 pounds per square foot. Voids behind the lagging should be carefully backfilled with a clean sand with less than 5% fines (material passing the No.. 200 sieve) by weight. A sand -cement scurry should not be used. Anchor Design Tie -back anchors may be used to resist lateral loads. Either friction anchors or belled anchors could be used. However, it has been our experience that in most cases, friction anchors involve fewer installation problems and provide more uniform support than belled anchors. 1 a plane drawn at 35 degrees with the vertical through the bottom of the excavation. The anchors should extend at least 25 feet beyond the potential active wedge. Friction anchors should extend to a greater length if necessary to develop the desired capacities. For design purposes, it may be assumed that the active wedge adjacent to the shoring is defined by The capacities of anchors should be determined by testing of the initial anchors as outlined in a following section. For design purposes, it may be estimated that drilled friction anchors will develop an average friction value of 600 pounds per square foot. Only the frictional resistance developed beyond the active wedge would be effective in resisting lateral loads. If the anchors are spaced at least 6 feet on centers, no reduction in the capacity of the anchors need be considered due to group action. Hoag Memorial Hospital Presbyterian—Geotechnica! Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Anchor Installation The anchors may be installed at angles of 15 to 40 degrees below the horizontal. The anchors should be filled with concrete placed by pumping from the tip out, and the concrete should extend from the tip of the anchor to the active wedge. The portion of the anchor shaft within the assumed active wedge should not be backfilled until the anchor has been tested and the recommended load placed on the anchor. After testing, the portion of the shaft within the active wedge could be backfilled with a lean sand -cement mixture in lieu of concrete. However, if there is significant caving, this portion of the anchor could be filled with sand prior to testing the anchor. The backfill should be placed by pumping.. Slight water seepage may be encountered in the anchor excavations. If all of the water cannot be -1 removed by pumping, the concrete should be carefully pumped into the anchor, from the bottom up through a rigid pipe, so that the anchor is properly filled with concrete. The drilled holes within the bedrock may become slick during drilling and not develop full frictional resistance; in such cases, it would be necessary to roughen (rifle) the surface of the drilled shaft to develop the full frictional resistance. Anchor Testing The soil engineer should select at least two of the initial anchors for 24-hour 200% tests and 15 additional anchors should be selected for quick 200% tests. The purpose of the 200% tests is to verify the friction value assumed in design. The anchors should be tested to develop twice the assumed friction value. Where satisfactory tests are not achieved on the initial anchors, the anchor diameter and/or length should be increased until satisfactory test results are obtained. The total deflection during the 24-hour 200% tests should not exceed 12 inches; the anchor deflection should not exceed 0.75 inch during the 24-hour period,measured after the 200% test Toad is applied. If the anchor movement after the 200% load has been applied for 12 hours is less Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 than 0.5 inch, and the movement over the previous 4 hours has been less than 0.1 inch, the test may be terminated. For the quick 200% tests, the 200% test load should be maintains; "he total deflection of the anchor during the 200% quick test should not excel :• ':c s, the section after the 200% test load has been applied should not exceed 0.25 inch du:^•. ; the 30-minute period. Where satisfactory tests are not achieved on the initial anchors, the anchor diameter and/or length should be increased until satisfactory test results are obtained. All of the production anchors should be pretested to at least 150% of the design load; the total deflection during the tests should not exceed 12 inches. The rate of creep under the 150% test should not exceed 0.1 inch over a 15-minute period for the anchor to be approved for the design loading. After a satisfactory test, each production anchor should be locked -off at the design load. The locked -off load should be verified by rechecking the load in the anchor. If the locked -off load varies by more than 10% from the design load, the load should be reset until the anchor is locked - off within 10% of the design load. The installation of the anchors and the testing of the completed anchors should be observed by our firm. Deflection It is difficult toaccurately predict the amount of deflection of a shored embankment. It should be realized, however, that some deflection will occur. We would estimate that this deflection could be about I inch at the top of the shored embankment. If greater deflection occurs during construction, additional bracing may be necessary to minimize settlement of the utilities in the adjacent streets. If desired to reduce the deflection of the shoring, a greater active pressure could be used in the shoring design. Hoag Memorial Hospital Presbyterian—Geotechnicai Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Monitoring Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of' the tops of all the soldier piles and the lateral movement along the entire lengths of selected soldier piles. We will be pleased to discuss this further with the design consultants and the contractor when the design of the shoring system has been finalized. 7.7 WALLS BELOW GRADE Lateral Pressures We recommend that the basement walls be designed to resist a trapezoidal distribution of lateral earth pressure plus the surcharge loading occurring as a result of traffic in the adjacent streets. The lateral distribution of earth pressure on the permanent basement walls will be similar to that recommended for design of temporary shoring except that the maximum lateral pressure will be 22H in pounds per square foot (H is the height of the basement wall in feet). Any additional soil placed above the basement walls should also be considered in design of the walls. In addition to the recommended earth pressure, the upper 10 feet of wall adjacent to the streets should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the shoring due to normal street traffic. If .the traffic is kept back at least 10 feet from the wall, the traffic surcharge may be neglected. Backfill Any required soil backfill should be mechanically compacted, in layers not more than 8 inches thick, to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-91 method of compaction. Wall backfill should consist of relatively non -expansive material with an expansion index of less than 35. The on -site siltstone material is expansive and should not be used Hoag Memorial Hospital Presbyterian—Geotecluzical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 in backfill of walls below grade; however, the remaining on -site soils, less any debris in the existing fill soils, may be used as backfill. Some settlement of the deep backfill should be allowed for in planning sidewalks and utility connections. 1 Waterproofing As discussed in the following section, a perimeter drainage system is recommended at the base of the basement walls. Walls below grade should be waterproofed or dampproofed, depending on the usage of the area under consideration and the moisture protection desired. 7.8 SUBIIRAIN Slight water seepage was encountered in eight of the borings at depths of 5 to 33 feet (Elevation 7'/ to -21). More significant groundwater seepage was encountered in additional borings —\ performed at the site by GSA. In one boring drilled by GSA, heavy water seepage was reportedly encountered at a depth of 70 feet below the existing grade and the water level rose to a depth of 35 feet before stabilizing. In another boring observed by our personnel, significant water' seepage was --j encountered at a depth of about 42 feet below grade. We anticipate the volume and depth of seepage will vary seasonally and across the site; therefore, we recommend a perimeter drain and below slab subdrain be installed at the lower floor levels. We recommend a subdrain be installed beneath ail building floor slabs established below Elevation 5.0. Perimeter drains should be installed at the base of all walls below grade, which Jincludes the office building, with the exception of between Gridlines 1 and 3, and the parking structure. The perimeter drain should also be placed at the base of north -south running walls at steps in the lower level, such as at Gridlines 3. 8.3, and 15. The below slab drain could consist of 6 inches of Class 2 Permeable Material placed directly beneath the methane membrane below the floor slab. The permeable material should be drained by perforated pipes placed in trenches about 1 foot deep and 1 foot wide. The pipes should be sloped Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 at least 2 inches in 100 feet, and should drain to either the storm drainage system or to sumps equipped with automatic pumping units. The method of draining the perimeter walls will depend on the method of wall construction. For sloped back excavation and formed exterior walls, the perimeter drain may consist of a 4-inch- diameter perforated pipe placed with the perforations down andsurrounded by at least 6 inches of either filter gravel or gravel underlain by a suitable filter fabric, such as Mirafi 140NC or equivalent. The perforated pipe should be placed at the base of the basement walls with a slope of at least 2 inches per 100 feet. • If shoring or shotcrete walls are planned, strips of Miradrain 6000 (or equivalent) may be used to provide drainage behind the basement walls. Miradrain is a waffle -like plastic drain material covered by a filter fabric. In our opinion, Miradrain attached to the lagging or the earth and protected from the concrete placement of the wall would provide satisfactory drainage. Miradrain strips may be placed at a depth starting at about 4 feet below the existing grade. We would suggest that Miradrain strips at least 4 feet wide be spaced at about 8 feet on centers. The Miradrain strips should be connected to a continuous 4-foot-wide Miradrain strip placed at the bottom of the excavation. The Miradrain should be connected to a solid drainage pipe by weep holes. The drainage pipe may be placed beneath the edge of the lower floor slab and connect to the interior subdrain system the interior of the building. The weep holes should be spaced at about 8 feet on the centers. Each weep hole, at the connection with the Miradrain, should be embedded in 1 cubic foot of free drainage aggregate. A permit from the Regional Water Quality Control Board will be required to discharge the subdrain water into the storm drain. We understand that the existing permit for the lower campus parking lot will be used and supplemented with additional chemical tests on groundwater samples obtained at the site to verify that chemicals or pollutants within the water do not exceed the allowable limits for discharging into the storm drain. Based on the groundwater testing performed to date, the water is suitable for discharge into the storm drain. The test results are presented in a separate report. Hoag Memorial Hospital Presbyterian—Geotecltnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 The installed drainage system should be observed by personnel from our firm prior to being backfilled. Inspection of the drainage system may also be required by the reviewing governmental agencies. The inflow into the drainage system is expected to fluctuate seasonally and across the site. The quantity of inflow is expected to be small when there is water; however, the entire system should be designed to accommodate an inflow of about 100 gallons per minute. 7.9 FLOOR SLAB SUPPORT The undisturbed natural materials or properly compacted fill will offer adequate support to the building floor slabs. Any deposits loosened or overexcavated should be properly compacted; compaction to at least 90% is recommended. Construction activities and exposure to the environment can cause deterioration of prepared subgrades. Therefore, we recommend that our field representative observe the 'condition of the final subgrade soils immediately prior to slab -on -grade construction and, if necessary, perform further field density and moisture content tests to determine the suitability of the final prepared subgrade. Because of the presence of methane gas in the area, the building will be underlain with a methane protection system. The system will consist of a high density polyethylene (HDPE) membrane beneath the floor slabs, footings, and hardscape and adjacent to walls below grade. Beneath floor slabs and hardscape, a gas collection system will also be installed. The planned subfloor system will include the following (listed from top to bottom): floor slab, 2 inches of 1'/ sack sand -cement slurry, the HDPE membrane, 2 inches of sand (with 100 percent passing the No. 4 sieve and less than 12 percent passing the No. 200 sieve), and 6 inches of Class 2 Permeable material (per Caltrans specification) with trenches extending beneath the Class 2 material to collect gas and water) Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 The planned subfloor system should provide adequate moisture protection if vinyl or other moisture -sensitive floor covering is planned. We recommend a low -slump concrete (slump not to exceed 3 inches) should be used to minimize possible curling of the slab. The concrete should be allowed to cure properly before placing vinyl or other moisture -sensitive floor covering. 7.10 PAVING Asphalt Paving A stabilometer (R-Value) test was performed on a sample of the subgrade soils obtained from our exploration borings. The results of the test indicated an R-value of 29. An R-value of 20 was used in design. Compaction of the subgrade to at least 90%, including trench backfills, will be important for paving support. After excavating any unsuitable material, the exposed soils should be scarified to a depth of 6 inches, brought to within three percent above the optimum moisture content for on -site soils, and rolled with heavy compaction equipment. At least the upper six inches of exposed natural materials (in both cut and fill areas) should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-91 method of compaction. Any required fill should be placed in horizontal lifts not more than eight inches thick and compacted to at least 90%. The granular soils should be compacted at a moisture content varying no more than 2% below or above optimum moisture content. The clay soils should be compacted at a moisture content between 2% to 4% above optimum moisture content. The preparation of the subgrade should be done immediately prior to the placing of the base course. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving. 29 Hoag Memorial Hospital Presbyterian—Ceotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Assuming that the paving subgrade will consist of the on -site soils compacted to at least 90%, the following paving sections may be used. Assumed Traffic Index Asphaltic Paving Base Course (inches) (inches) 4 (auto parking) 3 4 51/2 (driveways and truck parking) 3 10 7 (driveways subject to truck traffic) 5 1 I Careful inspection is recommended to verify that the recommended thicknesses, or greater, are achieved and that proper construction procedures are followed. The recommended paving sections were established using the Orange County flexible pavement design method for a subgrade consisting of the on -site soils. We could provide paving thicknesses for other Traffic Index values if desired. Portland Cement Concrete Paving Assuming that the paving subgrade will consist of the on -site soils compacted to at least 90%, and assuming that Portland Cement concrete (PCC) with a compressive strength of at least 3,000 pounds per square inch is used, the following sections may be used: Assumed Traffic Index PCC Paving (inches) 4 (auto parking) 7 51/2 (driveways subject to traffic) 71/2 7 (driveways subject to truck traffic) 71/2 The concrete paving should be properly reinforced. In addition, dowels are recommended at joints in the concrete paving to reduce any possible offsets. Base Course The base course should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the most current State of California, Department of Transportation, Standard J Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Specifications. Alternatively, the base course could meet the specifications for untreated base as defined in Section 200-2 of the most current Standard Specifications for Public Works Construction. The base course should be compacted to at least 95%. 7.11 CORROSION Based on the tests performed, the soils at the site are classified as severely corrosive to ferrous metals and aggressive to concrete and copper. The Schiff report presented in Appendix A should be referred to for recommendations regarding corrosion protection. 7.12 GAS PROTECTION SYSTEM The determination of the presence or absence and limits of the methane gas has been performed by Geoscience Analytical (GSA), and is contained in a separate report. 7.13 GRADING The existing fill soils are not uniformly well compacted and are not considered suitable for support of foundations, paving, or floor slabs on grade. The existing fill soils should be excavated and replaced as properly compacted fill. The fill should be automatically removed by the basement excavation for the parking structure and office building; however, the fill will have. to be removed and recompacted for the portion of the office building between Gridlines 1 and 3 and for hardscape at grade. All required fill should be uniformly well compacted and observed and tested during placement. Site Preparation After the site is cleared and any existing fill soils are excavated as recommended, the exposed natural soils should be carefully observed for the removal of all unsuitable deposits. Next, the exposed soils should be scarified to a depth of 6 inches, brought to near -optimum moisture content, and rolled with heavy compaction equipment. At least the upper 6 inches of the exposed 31 11 J Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 soils should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D 1557-91 method of compaction. The on -site siltstone materials are moderately expansive and will shrink and swell with changes in the moisture content. The expansive condition will have to betaken into consideration in site grading and support of non -basement concrete slabs -on -grade. Non -basement floor slabs and adjacent concrete slabs and walks should be underlain by at least I -foot of relatively non - 'expansive soil. Good drainage of surface water should be provided by adequately sloping all surfaces. Such drainage will be important to minimize infiltration of water beneath floor slabs anti pavement. Compaction Any required fill should be placed in loose lifts not more than 8 inches thick and compacted. The fill should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation DI557-91 method of compaction. The moisture content of the on -site soils and sandstone at the time of compaction should vary no mere than 2% below or above optimum moisture content. The moisture content of the on -site siltstone at the time of compaction should be between 2% and 4% above . ptimum moisture content. Backfill All required backfill should be mechanically compacted in layers; flooding should not be permitted. Proper compaction of backfill will be necessary to minimize settlement of the backfill and to minimize settlement of overlying slabs and paving. Backfill should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-91 method of compaction. The on -site soils can be used in the compacted backfill. However, the on -site siltstone is moderately expansive and will be difficult to compact, and should not be used within wall backfill. The on -site siltstone can be used in the upper 2 feet of the backfill, except beneath concrete walks and slabs, to provide a relatively impermeable layer when compacted to restrict the 32 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 inflow of surface water into the backfill. The exterior grades should be sloped to drain away from the foundations to prevent ponding of water. Some settlement of the backfill should be expected, and any utilities supported therein should be designed to accept differential settlement, particularly at the points of entry to the building. Also, provisions should be made for some settlement of concrete walks supported on backfill. Material for Fill The on -site soils, less any debris or organic matter, can be used in required fills. However, the on - site siltstone should not be used within 1-foot of the subgrade for non -basement floor slabs, walks, and other slabs because of the expansive characteristics. Cobbles larger than 4 inches in diameter should not be used in the fill. Although not anticipated, any required import material should consist of relatively non -expansive soils with an expansion index of less than 35. The imported materials should contain sufficient fines (binder material) so as to be relatively impermeable and result in a stable subgrade when compacted. All proposed import materials should be approved by our personnel prior to being placed at the site. 7.14 GEOTECHNICAL OBSERVATION The reworking of the upper soils and the compaction of all required fill should be observed and tested during placement by a representative of our firm. This representative should perform at least the following duties: • Observe the clearing and grubbing operations for proper removal of all unsuitable materials; Observe the exposed subgrade in areas to receive fill and in areas where. excavation has resulted in the desired finished subgrade. The representative should also observe proofrolling and delineation of areas requiring overexcavation; Evaluate the suitability of on -site and import soils for fill placement; collect and submit soil samples for required or recommended laboratory testing, where necessary; Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 • Observe the fill and backfill for uniformity during placement; • Test backfill for field density and compaction to determine the percentage of compaction achieved during backfill placement; • Observe the installed subdrain system prior to backfilling; and • Observe and probe foundation materials to confirm that suitable bearing materials are present at the design foundation depths. The governmental agencies having jurisdiction over the project should be notified prior to commencement of grading so that the necessary grading permits can be obtained and arrangements can be made for required inspection(s). The contractor should be familiar with the inspection requirements of the reviewing agencies. 34 J J Hoag Memorial Hospital Presbyterian—Ceotechnical Investigation October 21. 1997 Law/Crandall Project 70131-6-0172-0002 8.0 BASIS FOR RECOMMENDATIONS The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during the subsurface exploration. We have made our recommendations based upon experience with similar subsurface • conditions under similar loading conditions. The recommendations apply to the specific project discussed in this report; therefore, any change in building loads, building location, or site grades should be provided to us so that we may review our conclusions and recommendations and make any necessary modifications. The recommendations provided in this report are also based upon the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential to verify that the actual soil conditions are as anticipated. This also provides for the procedure whereby the client can be advised of unanticipated or changed conditions that would require modifications of our original recommendations. In addition, the presence of our representative at the site provides the client with an independent professional opinion regarding the geotechrrically related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be impaired. 35 • 1 J Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0.02 9.0 BIBLIOGRAPHY Anderson, John G., and Luco, J. Enrique, 1983, "Consequences of Slip Rate Constraints on Earthquake Occurrence Relations," Bulletin of the Seismological Society of America, Vol. 73, No. 2, p. 471-496. Association of Engineering Geologists, 1973, "Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element," Special Publication. Barrows, A.G., 1974, "A Review of the Geology and Earthquake History of the Newport -Inglewood Structural Zone, Southern California," California Division of Mines and Geology Special Report 114. Blake, 1995, "FRISKSP, A Computer Program for Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources." Bolt, B.A., 1973, "Duration of Strong Ground Motion," in Proceedings, Fifth World Conference on Earthquake Engineering. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1993, "Estimation of Response Spectra and Peak Accelerations From Western North American Earthquakes: An Interim Report," U.S. Geological Survey Open -File Report 93-509. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, "Estimation of Response Spectra and Peak Accelerations From Western North American Earthquakes: An Interim Report, Part 2,." U.S. Geological Survey Open -File Report 94-127. California Department of Water Resources, 1967, "Progress Report on Groundwater Geology of the Coastal Plain of Orange County." California Department of Water Resources, 1976. "Hydrologic Data, 1975." California Department of Water Resources, 1976, "Crustal Strain and Fault Movement Investigation," Bulletin 116-2. California Institute of Technology, Magnetic Tape Catalog of Earthquakes for Southern California, 1932-1995. Dolan. J.F., et al., 1995, "Prospects for Larger or More Frequent Earthquakes in the Los Angeles Metropolitan Region, California," Science, Volume 267, 199-205 pp. Dolan, J.F. and Sieh, K., 1992, "Paleoseismology and Geomorphology of the Northern Los Angeles Basin: Evidence for Holocene Activity on the Santa Monica Fault and Identification of New Strike -Slip Faults through Downtown Los Angeles," EOS, Transactions of the American Geophysical Union, Vol. 73, p. 589. 36 J j Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Federal Insurance Administration, 1989, Flood Hazard Area Maps. Fife, D.L., and Bryant, M.E. 1983, Association of Engineering Geologists, Abstract: "The Peralta Hills Fault, A Transverse Range Structure in the Northern Peninsular Ranges, Orange County, California," 26th Annual Meeting, San Diego, California. Gray, C.H., Jr., 1961, "Geology of and Mineral Resources of the Corona South Quadrangle," California Division of Mines Bulletin 178. Greensfelder, R.W., 1974 "Maximum Credible Rock Acceleration from Earthquakes in California," California Division of Mines and Geology, Map Sheet 23. Hart, E. W., revised 1992, "Fault -Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zone Act of 1972," California Division of Mines and Geology, Special Publication 42. Hauksson, E., 1990, Earthquakes, Faulting, and Stress in the Los Angeles Basin." Journal of Geophysical Research, Volume 95, No. B10, pp. 15,365-15,394. Houston, J.R., and Garcia, A.E. 1974, "Type 16 Flood Insurance Study: Tsunami Predictions for Pacific Coastal Communities," United States Army Waterways Experiment Station Technical Report H1-74-3. Jackson, D.D., et al., 1995, "Seismic Hazards in Southern California: Probable Earthquakes, 1994 to 2024, Seismological Society of America Bulletin, Volume 85, Number 2. Jahns, Richard H., et al., 1954, "Geology of Southern California," California Division of Mines and Geology, Bulletin 170. Jennings, C.W., 1975, "Fault Map of California With Locations of Volcanoes, Thermal Springs and Thermal Wells," California Division of Mines and Geology, Map No.1 Lamar, D.L., 1970, "Geology of the Elysian Park-Repetto Hills Area, Los Angeles County, California," California Division of Mines and Geology Special Report 101. Larsen, E.S., Jr., 1948, "Batholith and Associated Rocks of Corona, Elsinore, and San Luis Rey Quadrangles, Southern California," Geological Society of America Mem. 29. Los Angeles, County of, 1975, Draft revision 1990, "Seismic Safety Elem:,nt " Los Angeles, County of, 1990, "Technical Appendix to the Safety Element of the Los Angeles County General Plan," .Draft Report by Leighton and Associates with Sedway Cooke Associates. Mark, R.K., 1977, "Application of Linear Statistical Models of Earthquake Magnitude Versus Fault Length in Estimating Maximum Expectable Earthquakes," Geology, Vol. 5, p. 464-466. 37 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Mualchin, L. and Jones, A. L., 1992, "Peak Acceleration From Maximum Credible Earthquakes in California (Rock and Stiff -Soil Sites)," California Division of Mines and Geology Open -File Report 92-1. Miller, R.E., 1966, "Land Subsidence in Southern California," A.E.G. Special Publication, Engineering Geology in Southern California. Miller R.V., and Tan, S.S., 1976, "Geology and Engineering Geologic Aspects of the South Half of the Tustin Quadrangle, Orange County, California," California Division of Mines and Geology Special Report 126. Morton P.K., et al., 1973, "Geo-Environmental Maps of Orange County, California," California Division of Mines and Geology, Preliminary Report 15. Morton, P.K. and Miller, R.V., 1981, "Geologic Map of Orange County, California," California Division of Mines and Geology Bulletin 204. Newport Beach, City of, 1972, "Geologic -Seismic Study, Phase I," by Woodward -McNeill and Associates for the General Plan. Office of Statewide Health Planning and Development (OSHPD), 1995, "Reconciliation Between OSHPD Review and Seismic Hazards Mapping Approaches to Probabilistic Seismic Hazards Assessments," Division of Mines and Geology, Status Report Dated January 18. Orange County General Plan, Safety Element, 1987, Environmental Management Agency. Poland, J.R., Garrett, A.A., and Sinnott, Allen, 1959, "Geology, Hydrology, and Chemical Character of Groundwaters in the Torrance —Santa Monica Area, California," U.S. Geological Survey Water Supply Paper 1461. Ryan, J.A. Burke, J.N., Walden, A.F., and Wieder, D.P., 1982, "Seismic Refraction Study of the El Modeno Fault, Orange County, California," California Geology, Vol. 35. No.1. Sieh, K.E., 1984, "Lateral Offsets and Revised Dates of Large Pre -historic Earthquakes at Pallett Creek, California" Journal of Geophysical Research, Vol. 9, pp. 7461-7670. Slemmons, D.B., 1979. "Evaluation of Geographic Features of Active Faults for Engineering Design and Siting Studies," Association of Engineering Geologists Short Course. Toppozada, T.R., et al., 1988, "Planning Scenario for a Major Earthquake on the Newport -Inglewood Fault Zone," California Division of Mines and Geology, Special Publication 99. U.S. Geological Survey, 1965, Photorevised 1981, "Newport Beach, 7.5 Minute Quadrangle." 38 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172-0002 Wallace, R. E., 1968, "Notes of Stream Channel Offset by San Andreas Fault, Southern Coast Ranges, California," in Dickinson, U. R., and Grantz, A., eds., Proceedings of Conference of Geologic Problems on San Andreas Fault System, Stanford University Publications, Geological Sciences, Vol. IX, p. 6-21. Wesnousky, S.G., 1986. "Earthquakes, Quaternary Faults, and Seismic Hazard in California," Journal of Geophysical Research, Vol. 91, No. B12, pp. 12,587-12,631. —' Survey Professional Paper 420-C. r Yerkes, R.F., 1972, "Geology and Oil Resources of the Western Puente Hills Area," U.S. Geological Ziony, J:I., and Yerkes, R.F., 1985, "Evaluating Earthquake and Surface Faulting Potential," in Ziony, J.I., edition, Evaluating Earthquake Hazard in the Los Angeles Region An Earth Science Perspective, U.S. Geological Survey, Professional Paper 1360. Ziony, J.I., and Jones, L.M., 1989, "Map Showing Late Quaternary Faults and Seismicity of the Los Angeles Region, California," U.S. Geological Survey, Miscellaneous Field Studies Map MF- 1964. A 39 FIGURES ..fir niil scwizrnin, Wilt- �i 5 PROPOSED SUPPORT SERVICES DEVEL Mom. LEGEND 10 PREVIOUS INVESTIGATION 13O PREVIOUS6.0001) i INVESTIGATION (089034.AE0) BORING LOCATION AND NUMBER REFERENCE: SITE OPTIONS PLAN, (DATED JULY BY CHCG ARCHITECTS. SITE PLAN (DATED SEPT. 17, 1993) BY DAVID A. BOYLE ENGINEERING LAW/CRANDALL, INC.“...„,\ U.S.G.S. 7.5' NEWPORT BEACH QUADRANGLE 1966, PHOTOREVISED 1981. GEOLOGY MODIFIED FROM CDMG SPECIAL REPORT 15 (1973) AND GEOLOGIC SEISMIC STUDY FOR NEWPORT BEACH GENERAL PLAN (1972). r--- GEOLOGIC CONTACT -Approximately located FAULT, dashed where approximate, queried gra, P where uncertain 4•13/V1ww. NK. LAME Li •••O•C•µ POLL ✓ wCM•NaM••• •w•.O••L• CO .S••t• w•VSL. Man *NO ••Lt. C•Otr tt.••CI N••••• e•• eLM• alaw•&L •t••••• M••C•MR•N•OO OL•. •.e. seam.. ens SWIMS. LOC•LL• e••O... - •e TIl• pMe ••••••.e•. Cew••wtwl•L *Lae t•••LC•twe•t NO Ce•••l0•f-•K ••• 1twt M.. •••all• CLAIM t• weld minor. • CN•►Mew ••••0•6t.1K Mtt••W O•M••• ONO•wt •LINOS. NOV • COf•L•••vt .t Nan •O..•••w. NCLWN• COOS a•••.N• Lwf. .q •Lt••OCfwl •NO 0.•'•• RKCO•• N•A••• Nal mere ••0••t etw•CI N•V••.• MIN ••Ow.•••C OL•. Oa•O. ewe •N••LI. WOO. •{Nlf-••Ow. . 0•.1Y11.1ef.eat ••f wOO.N• L•0.OL• CO•Inf•••L NLLt•.tw••••• .•w.a•.t. VSLLw••w•w t• •N$.•II tt0.•. •e•lfl NNL. YU•••O•• ••O M••• •.•• tO .OLLO••••Ow wM•wt .. NWO.Ow••••. .•••a f.M. . Oa• •we CL••. •.CL000t .•a• e•.a. Cq• ••0 tell•• moat NN{mo AT ••11. LOC.LL• *MIME • . vtsS .Waaaa• I•••• •Nl'I 0• WWI sees •••wa •nab •O •w• a.•f. •fw•••• •0e. MN.1 C0•••L••u•.9. .CLL•e COW4.O11••1K MiMtO•C. ••.•••.t ••C•C BOW MLq•w{. •••t.N•NO ..•. MNN COMLPC.••t N0u L NgL• Ou•••w, moa•.0 .0tL•••• . te•Mc•wq• .•..• 3OCq M.N•O•C. lint{ ••C ••L•••wC. ewCLUN• •O•• W.C.K.00•C •aC Nat.• •mo• •tenser n e.o wt•• •.wu.••••••.•c.•o. N•tu —fat'C•K •• CVOs(' •.seer well we•0N• w• OSf•M.q•t •Mew... •• 1•N• •0{• BASE MAP REFERENCE: DEPARTMENT OF WATER RESOURCES PROGRESS REPORT AND GROUND WATER GEOLOGY OF THE COASTAL PLAIN OF ORANGE COUNTY, 19,7.. MODIFIED ACCORDING TO: C..D.M..G. GEOLOGI MAP OF CALIFORNIA SAN BERNARDINO SHEET 1969 AND SANTA ANA SHEET 1966 AND D.W.R. BULLETIN 14T-1, 1965. 1 0 1 2 3 5 E: ER RESOURCES PROGRESS WATER GEOLOGY OF THE ORANGE COUNTY, 19;7 . G TO: C.•D.M-G. GEOLOGIC SAN BERNARDINO SHEET A SHEET 1966 AND 147- 1 , 1965. 2 3 5 eteh SAN'\LUIS OBIS►o i t>�s � Ifu OAS 11 N G E O E S 4 LNTURA yIy , ;en MD . _ a mutt SW, Orlin s '3 ASSOCIATION OF ENGINEERING GEOLOGISTS 19173 I MAJOR EARTHQUAKES AND RECENTLY ACTIVE FAULTS IN THE SOUTHERN CALIFORNIA REGION EXPLANATION' ACTIVE FAULTS Total length at fault zone that breaks Holocene deposits a that has hod seismic activity Fault segment with surface rupture during an historic earthquake, or with °seismic fault creep 0 Holocene vokanlc oclivily (Amboy. Prsgoh, Cerro Prieto ant Salton Bu11nl re Clemons Tow EARTHOUAKE LOCATIONS Approximate epicentral areo of earthquakes that occurred 1769-1933 Magnitudes liar reeaded by pair to 1906 were estimated fromdamageassigned on Intensity omdamages HI (ktoddled Mercalt scalelar greater; this iS roughly equivalent to Richter M 6 0 31 Moderate' earthquakes, 7 moja Gad one great earthquake 118571 were reported m the 164•yeor penal 1769.1933. Earthquake epaulets since 1933, plotted ham mproted mslrameals 29moderate•• and Three mojor earthquakes were recorded in the 40-yea Rood 1933-1973. • Ste Lever, Mulli/N, Necks MNr Mm. ler U/AiWI uele.eh0. et NA •• Cot ritsandolosi by at S11}}0t00II Lrgaewt AIwcRIN* Cr tsld..018 Nht• a gait • apses O MI me NI a Malmo a putee• el t% r reeler, • ni.. ,erlal.elt 7 10 f , e sedum twllgnae 6 N 7. Coupled by Richard .1 Proctor "oink font published ad upsNuMed data of the What AnLU4 o/ Ana and Caw;CMms Aponvol el Ibis Arse r gtr/M/m //64 119641 • sesamesesameliceom butlotms of the 6eaow e and Setrao*p�id Soothes of Aetna; fin F Romr, Mogan fdessobn (19581; and the ,ib/thee/ AAb7, p.66. —t ANGELS 1MM /00 0 III/II Ah0 R g _E �161L kV irt 1:111' GeL S UnitaN4400 fauLT • ‘"si :\11, „ .1144444°—., Nett 1705.17lg•Seka • • ' pcmoNA Fp* 1111I) 1123CALIFORNIA nut, ..... REGIONAL SEISMICITY ;11 _J 7 7 fl -J 3 .6017 s I I co— i 0 4- 1.5 IF6 Z 1 0 0 -J C.) CO -J CO 0.5 c.o 0.0 2% Damping 5% Damping 10% Damping •••••... 0.0 0.5 1.0 PERIOD (SEC) 1.5 RESPONSE SPECTRA Design Basis Earthquake 10% Probability of Exceedence in 50 Years 2.0 LAW/CRANDALL Alk a _Jeto Y J 1 m 0 1 • IJ '1 J J ,IB• 7. .e 1.5 0.0 1 t 2% Damping 5% Damping 10% Damping 0.0 0.5 1.0 PERIOD (SEC) 1.5 RESPONSE SPECTRA Maximum Capable Earthquake 10% Probability of Exceedence in 100 Years LAW/CRANDALL 2.0 FIGURE 6 1 vme APPENDICES Hoag Memorial Hospital Presbyterian—Geotechnical Imestigatian October 21, 1997 Law/Crandall Project 70131-6-0172.0002 APPENDIX A EXPLORATIONS AND LABORATORY TESTS EXPLORATIONS The subsurface conditions beneath the site were previously explored by drilling 13 borings at the locations shown in Figure 1. (Borings 12 and 13 were drilled during another prior investigation of the site, and have been renumbered for this report.) The borings were drilled to depths of 37 to 43 feet using 18- and 20-inch-diameter bucket -type drilling equipment. Caving of the boring walls did not occur and casing or drilling mud was not used to extend the borings to the depths drilled. The materials er ountered were logged by our field technician, and undisturbed samples were obtained for laboratory inspection and testing. The logs of the borings are presented in Figures A-1.1 through A-1.13; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The blows required to drive the Crandall sampler 12 inches are indicated on the logs. The overburden soils are classified in the accordance with the Unified Soil Classification System described in Figure A-2. LABORATORY TESTS The field moisture content and dry density of the materials encountered were determined by performing tests on the undisturbed samples. The results of the tests are shown to the left of the boring logs. Direct shear tests were performed on numerous undisturbed samples to determine the strengths of the soils. The tests were performed at field and increased moisture contents and at various surcharge pressures. The yield -point values determined from the direct shear tests are presented in Figure A-3, Direct Shear Test Data. Confined consolidation tests were performed on 3 undisturbed samples to determine the compressibility of the' soils. The samples were tested at field moisture content. To simulate the Hoag Memorial Hospital Presbyterian—Geotechnicallnvestigation October 21, 1997 Law/Crandall Project 70131-6-0172.0002 effect of the planned excavation, the samples were loaded, unloaded, and subsequently reloaded. The results of the tests are represented in Figures A-4.1 and A-4.2, Consolidation Test Data. The optimum moisture content and maximum dry density of the soils were determined by performing compaction tests on a sample obtained from Boring 3. The test was performed in accordance with the ASTM Designation D1557-78 method of compaction. The results of the test are presented in Figure A-5, Compaction Test Data. The Expansion Index of the materials was determined by testing one sample in accordance with the Uniform Building Code Standard No. 29-2 method. The test results are shown in Figure A-6, Expansion Index Test Data. A stabilometer (A -value) test was performed on a sample of the upper soils by LaBelle • Marvin, Pavement Engineering. The results of the test are presented in Figures A-7.1 and A-7.2, R-Value Test Data. Soil corrosivity studies were performed for us by M. J. Schiff & Associates, Inc. The results are presented in Figures A-8.1 through A-8.5. As • A-2 �. —1 0 O J .c ce I 0 O ate, a w V1 J O 0 0 co o, 0 m 0 co N ELEVATION (%.) 10- 5- 0- -5- - 10- - 15- - 20- - 25— MEM 5 20 25 30 — 35 40 W CC s N1. D 2 BLOWS/FT.' 17.5 107 2 53.8 66 2 57.8 63 2 65.8 57 2 44.3 71.0 72 57 41.2 79 66.3 60 SAMPLE LOC. BORING 1 DATE DRILLED: December27, 1993 EQUIPMENT USED: 18' - Diameter Bucket ELEVATION 13.4 •" 3" Asphalt Concrete - 3" Base Course FILL - SANDY SILT - some Clay, mottled brown + SURFACE OF NATURAL MATERIAL SILTSTONE -some Clay, poorly bedded and cemented, some thin interbeds of Sandstone, dark brown NOTE: Slight water seepage encountered at a depth of 14'. No caving. "Number of blows required to drive the Crandall sampler 12 Inches for depths of: 0 to 26 feet using a 1590 pound hammer failing 12 Inches Below 26 feet using a 765 pound hammer falling 12 inches. "• Elevations refer to reference drawing, see Plate 1. LOG OF BORING LAW/CRANDALL, INC A\ PLATE A -1.1 11.4 65.1 47.2 48.7 for 10" for 10" BORING 2 DATE DRILLED: December30, 1993 EQUIPMENT USED: 18" - Diameter Bucket ELEVATION 13.0 3" Asphalt Concrete - 3-1/2" Base Course SM FILL - SILTY SAND - fine, some Clay, brown SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented, dark brown Some gypsum seams NOTE: Slight water seepage encountered at depths of 12' and 30'. No caving. • Number of blows required to drive the Crandall sampler 12 Inches for depths of: 0 to 26 feet using a 1590 pound hammer falling 12 Inches Below 26 feet using a 765 pound hammer falling 12 Inches. OG OF BORING LAW/CRANDALL, INC./®\ PLATE A -1.2 J m z 21 m J O ELEVATION (it.) a 0 O� Cr 'n 0 O m SAMPLE LOC. BORING 3 DATE DRILLED: December 29,1993 EQUIPMENT USED:. 18" - Diameter Bucket ELEVATION 12.3 10- 5- 0- -5- -10- - 15- - 20- - 25— 5 10 -15 •20 13.1 108 18.3 102 4 2 19.9 104 2 56.4 62 2 70.4 74.5 55 53 2 3 — 25 — 30 — 35 56.9 64 4 44.7 71 3 54.0 66 55.5 66 6 40 55.1 65 fort 0" 5 SM 3-1/2" Asphalt Concrete - 6" Base Course FILL -:ILTY SAND - fine, some Clay, some Siltstone fragments, brown Greyish brown + SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented, dark brown for 10" Some gypsum seams NOTE: Slight water seepage encountered at depths of 11' and 33'. No caving. * Number of blows required to drive the Crandall sampler 12 inches for depths of: 0 to 26 feet using a 1590 pound hammer Calling 12 Inches Below 26 feet using a 755 pound hammer falling 12 Inches. LOG OF BORING LAW/CRANDALL, INC.IS\ PLATE A -1.3 • --I 1 J 1 'J O cc 0 Q H LL f0 0 0 CO 0 0) N 1 m J 0 .= C , • =c 0c 3 to 8 m at to N ca 0 F.D. .CCD 0 c 0m .C`_ co tow c O 0. -� 0� m.0 t 0 21 pi = m N O 0 0 z - 10 -10 - 15 - 20 -25 15 20 W 0CC 0 52.9 67 59.4 63 50.0 69 62.8 60 3 O 0 J 0 58.6 39.9 63 79 BORING 4 DATE DRILLED: December 29, 1993 EQUIPMENT USED: 18" - Diameter Bucket ELEVATION 11.2 41.40 ••t 404,4 ••t •W4 •••• 25 30 35 40 42.7 75 4 46.2 73 for 10" 4 56.7 63 for 10" 5 58.6 62 for 10" 7 63.8 60 IOT 10" 7 for 10" 3-12" Asphaltic Concrete SILTSTONE - some Clay, mottled brown and dark grey Dark grey Sandstone interbeds, fine, thinly bedded, poorly cemented Thin cemented layer Interbeds of Sandstone and Claystone NOTE: Slight water seepage encountered at a depth of 12'. No caving. Number of blows required to drive the Crandall sampler 12 inches for depths of: 0 to 26 feet using a 1590 pound hammer falling 12 inches Below 26 feet using a 765 pound hammer falling 12 Inches. LOG OF BORING LAW/CRANDALL, INC. .J 1 • J Y x 0 r C 2661.30916.0001 ELEVATION (ft.) 10- 5- 0- -5- -10 — -15 -20 -25 — 5 10 —15 — 20 25 — 30 — 35 — 40 w CC a- 13.1 26.8 27.7 3.3 2.1 87 89 88 119 119 SAMPLE LOC. 4 3 3 20 for 10" 30 BORING 5 DATE DRILLED: December27, 1993 EQUIPMENT USED: 20" - Diameter Bucket ELEVATION 12.7 for 10" LOG OF BO 3-12" Asphalt Concrete - 3" Base Course FILL - SANDY SILT - brownish green Some organic matter SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented , some thin interbeds of Sandstone, dark grey Thin cemented layer (BORING MOVED 10' EAST) Less weathered Hydrogen sulfide odor, SANDSTONE - fine to coarse, poorly cemented, few thin interbeds of Si tstone, grey NOTE: Slight water seepage encountered at a depth of 5'. No caving. • Number of blows required to drive the Crandall sampler 12 Inches for depths of: 0 to 26 feet using a 1590 pound hammer falling 12 Inches Below 26 feet using a 765 pound hammer falling 12 Inches. RING LAW/CRANDALL, INC A\ J 0 Y 2 0 c cc 0 w 0 10- -1f1- -15 — -20 — 30 BORING 6 DATE DRILLED: December 27, 1993 EQUIPMENT USED: 24" - Diameter Bucket ELEVATION 12.5 3-1/2Asphalt Concrete - 3- Base Course FILL - SANDY SILT - brown and grey 3' SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented, dark grey NOTE: Slight water seepage encountered at a depth of,20'. No caving. Number of blows required to drive the Crandall sampler 12 Inches for depths of: 0 to 26 feet using a 1590 pound hammer falling 12 Inches Below 26 feet using a 765 pound hammer falling 12 inches. Some thin interbeds of Sandstone Layer of Sandstone, poorly cemented a 0 N m -25 — 35 40 LOG OF BORING LAW/CRANDALL, INC.A\ PLATE A -1.6 c = c al fZ T 0 0 0 0 0 to CL CO 0 7 CD CC c 0 J Q g'a .c 0 LL c 2 _� N C co m Vl en o e rn r 0- o v E §$ G i i�o c O CD .c 1.3091 0 Z 0- w 0 cc 2S 0' >0 cc 0 0 w a Q BORING 7 DATE DRILLED: December27, 1993 EQUIPMENT USED: 18" - Diameter Bucket ELEVATION 11.9 10 —10 15 20 -10^ — 25 -15- - 30 -20^ — 35 -25- 20.8 59.5 90 63 yr� ►i�i•• iii ♦♦• ►0000 ►0000 •►0000• ►0000 1 ,000 &• 004. 11:! “0"*el). ►0000, 000 000 100 ►0000i ►♦�0 ►0 00 ►0000 ►0000• •►0000 ►0000 ►00 000• r*:.0 ►000 0 ►.o.o ,0�0= 48.1 47.8 69 71 2 for 10" 46.2 45.6 73 67 2 for 10" 2.0 118 10 2.6 114 10 2.1 117 20 40 -- 3-12" Asphalt Concrete - 3" Base Course SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented, thin interbeds of Sandstone, dark grey SANDSTONE - fine to medium, poorly cemented, grey SILTSTONE - some Clay, thin interbeds of Sandstone, dark grey SANDSTONE - fine to medium, poorly cemented, grey NOTE: Water not encountered. No caving. * Number of blows required to drive the Crandall sampler 12 inches for depths of: 0 to 26 feet using a 1590 pound hammer falling 12 Inches Below 26 feet using a 765 pound hammer falling 12 inches. Fine to coarse Layer of Siltstone LOG OF BORING LAW/CRANDALL, INC !�\ PLATE A -1.7 • i J J J 41 0 0 w O C 0 cc Q u: et) 0 2661.30916.0001 DATE m m st v c m v m To D ▪ y c m m c E a« 0= o CO m 03 C C 0 O .0 o m 3. 0 N « m m W s a L C oC °+ in O.t 0.3 m 3 c O 0 t 0 c� c en a N 0 C O a e 8 .S 8- to m to t c .0LO 0 0 gc is • r m 0 10- 5- 0- -5- -10- -15- -20- -25- - 5 — 10 15 — 20 — 25 30 35 40 40.2 52.9 56.6 57.8 51.4 77.4 51.9 66 0 53.7 53.7 47.5 for 10' L DATE DRILLED: EQUIPMENT USED: ELEVATION 112 ML BORING 8 December27, 1993 18' - Diameter Bucket 3' Asphalt Concrete - 4' Base Course FILL - CLAYEY SILT - sane bedrock f ragments, brown ir SURFACE OF NATUP.AL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented, dark grey Some gypsum seams • NOTE: Water not encountered. No caving. Number of blows required to drive the Crandall sampler 12 Inches for depths of: 0 to 26 feet using a 1590 pound hammer falling 12 inches Below 26 feet using a 765 pound hammer falling 12 Inches. OG OF BORING LAW/CRANDALL, INC A PLATE A-1.8 9.7 52.6 66.2 75.3 for 10" for 10" for 10" BORING 9 DATE DRILLED: December 27, 1993 EQUIPMENT USED: .18' - Diameter Bucket ELEVATION 10.7 3" Asphalt Concrete - 3" Base Course FILL - SANDY SILT - mottled brown +' SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented, dark grey Some gypsum seams Some thin Interbeds of Sandstone NOTE: Water not encountered. No caving. • Number of blows required to drive the Crandall sampler 12 Inches for depths of: 0 to 26 feet uoing a 1590 pound hammer falling 12 Inches Below 26 feet using a 765 pound hammer failing 12 Inches. LAW/CRANDALL, INC.A PLATE A -1.9 • Y 0 _J 0 J J J . I c C (d 0 cc LL en rn 1 UJ r 2661.30916.0001 m 0 ti co V c C m m e▪ n c N a)o10 .0 io c _g au' OI C c C O ,a 8 O = m eo N c• 0 ✓ N a a'O C C O a m V o. t N = Oc a • O c o 'm y C N t) C 0 • o_ o• o t. .o10 • t • 3 0 .- o C en 1= m 0 z ELEVATION (ft.) 10- w 0 5J- 5 Oair' 10 5f15 -10-r 20 15-r 25 -20-r 30 -25 35 40 cc co- 0, v 58.6 50.7 51.2 57.8 60.9 47.2 46.4 53.8 44.9 49.2 81.0 60 67 64 63 61 72 72 64 71 64 52 0 m L BORING 10 DATE DRILLED: December 29, 1993 EQUIPMENT USED: 18' - Diameter Bucket ELEVATION 10.3 3" Asphalt Concrete - 3' Base Course SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded, mottled brown and dark grey Dark grey Some gypsum seams Some thin interbeds of Sandstone NOTE: Water not encountered. No caving. Number of blows required to drive the Crandall sampler 12 inches for depths of: 0 to 26 feet using a 1590 pound hammer failing 12 Inches Below 26 feet using a 765 pound hammer falling 12 inches. OG OF BORING LAW/CRANDALL, INC. J _J J Fa- w O c C LL 0 CO 0 m v m sc co • m c E o § 2S — 1. • c c O o'o a$ c0 o N0 - m A .c io a.y 3 0 w8 m o.t 0c• 2 2 W .c O a o To y = N m c H o c. c @ 2 O mt CD 11 .0 N O g 0 C m � m 0 Z ELEVATION (ft.) DEPTH (It.) MOISTURE (% of dry wt.) DRY DENSITY (Ibs./cu. ft.) 0 O J CO SAMPLE LOC. 10- 55.0 63 2 50.6 65 2 — 5 47.8 69 2 5- 53.3 66 3 — 10 83.3 49 2 0— 40.1 77 3 -5— _1 47.7 71 3 — 20 -10— 33.4 90 3 25 or 10" -15— 43.0 77 9 — 30 or 10' -20— 4.5, 98 7 —35 or 10' -25— .— An BORING 11 DATE DRILLED: December 30, 1993 EQUIPMENT USED: 18" - Diameter Bucket ELEVATION 11.8 •�• ••• • • • :❖ ••• • i•i• • • • • ••�• ❖ ••• • ••►• • •❖ •••• •••• ••• • •••• •••• •••• ♦ • • •�• • ••• •• •• •�• ••• •♦ • • • • ♦ • ♦ eoe' ••• •••• • • eoe° 1 3" Asphalt Concrete - 3" Base Course ML +' FILL - CLAYEY SILT - mottled brown and grey LSURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, poorly bedded and cemented, dark grey Thin cemented Iayer (USED CORE BUCKET) Some thin interbeds of Sandstone Large amount thin interbeds of Sandstone SANDSTONE - fine to medium, poorly cemented, strong hydrogen sulfide odor, dark brown SILTSTONE - dark grey Hard cemented layer SANDSTONE - fine to medium, poorly cemented, hydrogen sulfide odor, grey (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LAW/CRANDALL, INC.A\ PLATE A -1.11a • a. • ."1 J 1 J J 0 0 r. C 0 F.T. AR&SF O iD Of O 1, co co N 0 c ' Number of blows required to drive the !':4ndall sampler 12 inches for depths of: 0 to 26 feet using a 1590 pound hammer falling 12 inches m Below 26 feet using a 765 pound hammer falling 12 inches. BORING 11 (Continued) DATE DRILLED: December 30, 1993 EQUIPMENT USED: 18' - Diameter Bucket 00 00 00 000 NOTE: Slight water seepage enco:mtered at depths of 10' and 24'. No caving. 0) C C 3 O 0 .0 O ` m a. N „a.a,0 - lb =• 0 O c In m 0. ▪ to 0.t c • cn c .0 0 0 .c 0 c 2 15 O C N 0 C 0 0 c 2 0 t a. Id) . 0 t N N 0 0 5• C m •� z ' ELEVATION (ft.) x a Lu 0 MOISTURE (% of dry wt.) DRY DENSITY (Ibs./cu. ft.) BLOWS/FT. SAMPLE LOC. 1 -30- -35- - 40- - 45 - 50 rr LOG OF BORING LAW/CRANDALL, INC.,& PLATE A -1.11 b e 0 vJ 0 x O a 0- a Y O 0 m 0 0 0 0 (c 0 0 N m 0 J at the date Indicated. 2 Q w J w n. 0 CO LLI >a zo 0= W 0� 0 0: W i 0 J 0 2 0 BORING 12 (Previous Investigation 089034.AEO) DATE DRILLED: May 19, 1989 EQUIPMENT USED: 5' - Diameter Rotary Wash ELEVATION 12.0 10- 5- -10 0- - 15 -5- -10— -15— -25- - 20 - 25 — 30 SM 15.7 114 72.5 57 47.3 73 14 73.9 75.0 55 54 12 14 — 35 67.1 56 15 78.4 52 12 60.6 62 19 ± FILL - SILTY SAND - fine, pieces of brick, brown SURFACE OF NATURAL MATERIAL SILTSTONE - some Clay, thinly bedded, interbedded lenses of Sand, dark grey Hard layer from 4-1/2' to 7' NOTES: Drilling mud used In drilling process. Water level not established. Hole grouted with bentonite-cemented mixture. "' Drive energy determined by multiplying the number of blows per foot by the weight and drop of the hammer. LOG OF BORING LAW/CRANDALL, INC./—\ 1 0 m 0 a. Q • J W O 0 co 0 0 T 0 0 0. 0 ✓ z sit a▪ . w 0 - 10 - 15 - 10 - 15 - 20 - 25 20 25 30 35 40 } o p BORING 13 2 ; co ^ cc ^ Q (Previous Investigation 089034.AEO) co = w E. o w w c J DATE DRILLED: May 19,1989 0 a w" a. EQUIPMENT USED: 24' - Diameter Buccet a 0 0 v w ELEVATION 11.5 52.1 67 49.1 71 46.9 72 61.9 61 58.5 7 I 62 7 • 45.6 75 1-12' Asphalt Paving -1-12- Base Course SILTSTONE - some Clay, massive, dark grey Hard layer ' Interbedded lenses of Sand, dark grey Layer of Silty Sand Thinly bedded NOTES: Water seepage at 26-1/2'. Caving from 26-1/2' to 27-1/2'. Rotary wash boring drilled adjacent to bucket boring to a depth ' of 30'. 2' gas monitoring well installed. LOG OF BORING LAW/CRANDALL, INC./-1 PLATE A"- 1.13 • r • MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAMES COARSE GRAINED SOILS (More Man se% of malarial is LARGER Man the No200 sieve size) GRAVELS (Noe Ulan so, of coarse fraction is LARGER Mtn Me No.4 sieve size) CLEAN• GRAVELS (Lide or no fines) .O•G pOp p ,•.•. GW ' Well graded gravels, gravel -sane mixtures, little or no fines • ' Q°Q°• •?d-. GP Pcorly graoetl gravels or gravel -sand mixtures, little or no fines GRAVELS WITH FINES (Appreciable amount of hogs) ► i. ilk GM Silty gravels. gravel•sand•silt mizwres ,,,' �,7 % GC n Clayey gravels, gravel-sa•day mixtures SANDS (stye than 50% of coarse hac0on Is SMALLER Ulan Me No.4 sieve sae) CLEAN SANDS (LIMB or no fines) :• • VC.... SW Well grades sans, gravely sans, Little or no fines E -' SP Poorly graded sands or gravely sands, little or no fines SANDS WITH FINES (Appreciable amount of fines) L SM Silty sands. sand•sllt mixtures •+ + .+i.+. : i SC Clayey sands, sand -clay mixtures FINE GRAINED SOILS (More than 50t of materiel is SMALLER than the No200 sieve size) SILTS AND CLAYS (Liquid limit LESS than SO) PAL Inorganic silts and very fine sands. rock flour, silly or clayey tin sands or clayey silts with slight plastiay CL Inorganic days of low to mecum plasticity, gravelly clays, sandy days, silly clays, lean clays Oganic silts and organic silty days of low plasuay . - _ OL OL AND CLAYS (Liquid limit GREATER dean 5)) JSILTS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty sous, etasuc silts )1)1)1)1 +I I' +// CH Inorganic clays of high plasticity, tat days Organic clays of medium to high plasticity, Organic sell prim OH %// • HIGHLY ORGANIC SOILS Peat and Other highly organic soils PT r11 INDARY f:l ARSIFIr1ATJONR• Soils possessing cnaradensfics of Mro groups are designated by combinations OI group symbols. PARTICLE SIZE LIMITS SILT OR CLAY SAND GRAVEL COBBLES BOULDERS Fine Medium Coarse .Fine Coarse No. 200 No, 40 No 10 No 4 3/4 in, • 3 In. U. S. STANDARD SIEVE SIZE (12 in.) UNIFIED SOIL CLASSIFICATION SYSTEM REFERENCE: The Unified Soil Classification System, Caps of Engineers, U.S. Amy Technical Memorandum No. 3-357, Vol. 1, March,1953. (Roused Apn1,1960). LAWICRANDALL, INC PLATE • A-2 • fl -J 0 U 0 CD SURCHARGE PRESSURE in Pounds per Square Foot SHEAR STRENGTH In Pounds per Square Foot 0► 1000 2000 3000 4000 5000 Rnnn 0 1000 2000 3000 4000 5000 601 10@3 h 7@24 • ♦♦ • \♦ 11 @24 0 �e@29 41 • ♦♦♦ • • • 3@140 \ •4034 ♦ •9@34 • ♦t♦ 2@7 5@30 • 1@29 ♦♦ �♦ BORING NUMBER & DEPTH (FT.) SAMPLE ♦ 10@3♦0♦ • 7@24 • ♦♦ 2@7 0 ♦ •t1@24 6@29+ • ♦♦♦ 5@30 •1@29 • 0 \ •9@34 ♦/ ♦ 3@14 •4@34 VALUES IN ANALYSES USED / �♦ KEY: • Samples tested at field moisture content o Samples tested after soaking to a moisture content near saturation DIRECT SHEAR TEST DATA 0 LAW/CRANDALL, INC./&\ PLATE A -3 Oa- • LOAD IN KIPS PER SQUARE FOOT 2.0 3.0 4.0 6.0 8.0 10.0 • •`•• . `'`y.. .� • I Boring SANDSTONE I5a 30' --*.a..` ;• 'es'. a s%` Boring SILTSTONE 4 at 39' / •♦ 11 . • • • • • x` .•♦ • • tli • • .y NOTE: Samples tested at field moisture content. CONSOLIDATION TtST DATA LAW/CRANDALL, INC /-\ PLATE A - 4.1 0.4 0.6 0.8 1.0 0 Z O 0.08 Q 0 LOAD IN KIPS PER SQUARE FOOT 2.0 3.0 4.0 6.0 8.0 10.0 Boring SILT 8 at 24 TONE NOTE CHANGE IN SCALE NOTE: Sample tested at field moisture content. CONSOLIDATION TEST DATA 20.0 30.0 LAW/CRANDALL, INC A PLATE A - 4.2 BORING NUMBER AND SAMPLE DEPTH : SOIL TYPE : MAXIMUM DRY DENSITY : ( Ibs./cu. ft. ) 3 at 1' to 5' FILL - SILTY SAND 123 OPTIMUM MOISTURE CONTENT : 11 (% of dry wt.) TLEST METHOD: ASTM Designation D1557 - 78 COMPACTION TEST DATA LAW/CRANDALL, INC A CONFINING PRESSURE : ( lbs./sq. ft. ) INITIAL MOISTURE CONTENT : (% of dry wt. ) FINAL MOISTURE CONTENT : (%ofdry wt. ) TEST METHOD : Uniform Building Code Standard No. 29 - 2, Expansion Index Test • • PROJECT NUMBER R - VALUE DATA SHEET 21684 BORING NUMBER: #1 @ 0'-3'. SAMPLE DESCRIPTION: • Medium Brown Slightly Gravelly Clayey Silt Item 5rtlimtN a • b c Mold Number 10 •5 6 Water added, grams 10 65 30 Initial Test Water, % 23.3 29.0 25.4 Compact Gage Prvssure,psi • 350 250 325 Exudation Pressure, psi 467 202 317 Height Sample, Inches 2.56 .2.56 2.44 Gross Weight Mold, grams 3026 3024 2981 Tare Weight Mold, grams 2088 2085 2074 Sample Wet Weight, grams 938 939 907 Expansion, Inches x 10exp-4 165 106 144 Stability 2,000 Ibs (160psi) 22 / 58 33 / 81 26 / 70 Turns Displacement 3.80 4.06 3.89 R-Value. Uncorrected 54 38 45 R-Value Corrected 55 .39 44 Dry Density, pcf 90.0 86.2 89.8 . DESIGN CALCULATION DATA Traffic Index Assumed: 4.0 4.0 4.0 G.E. by. Stability 0.46 0.62 0.57 G. E. by Expansion 5.50 3.53 4.80 Equilibrium R-Value 2 9 by EXPANSION Examiaed & Checked: 1 /1 4 g S z~ "�. 8/ 94 vie-Essic, o 1404 R. 41 REMARKS: A.• J gp..c Gf = 1.25 * `.", o 30659 Ste 4- • L E. O ct..0 . The data above is based upon processing and testing samples es received from the field. Test procedures in accordance with latest revisions to Department of Transportation, State of California, Materials & Research Test Method No. 301. LaBelle • IOMan`III PLATE A-7.1 300 Ce N 200 cc -::.r----.. 1: �_":':.• 7r..:� r — ��=:=_� :i:i... -:i-.: -F 1L ::�:_i•::�71i:•.::_ —�t_�= — �� —T �: �:=.: •t: -Sri::_ __ —• _ ._ ..._...... .. =r ::. 'lr=:cyr ii_i _. -:.s t .c:t-....i4'---f: _ I dri =t F• lilt ir.i ::i. `• ..:•1i_ ...?I••. •..... : _`` _ram—•: =t.. - =r= - _-,_- ... _............-. t•�i:r:A :r -•:fart =:: .:, -t :N... '....=--t}}1--.-_-..-•-•... :::::. : ...= : t tr.�..:::rn :'u::r::.:::: ..::r: i: ::.::::1:•::::r..::::::. ..... : :.:... ::;{ . ::::•"::. ;:: :11: r =.....:1:: r[_ .. `: ................... I ...... ::::.. '!u'r:ii :or, i by tiff -_c i,;:.__:':i:, tit ::gd:-t rr,rr r•,t tr't_..- ._ri::::i .ii .. a:::: r-i1:........:1 L aftdle • 1AL,n'!li Consulting Corrosion Engineers - Since 1959 April 3, 1997 LAW/CRANDALL, INC. 200 Citadel Drive Los Angeles, California 90040-1554 Attention: Mr. Paul Schade 1291 North Indian Hill Boulevard Claremont, California 91711-3897 Phone 909-626-0967 FAX 909.621-1419 E-mail SCHIFFCORR@AOL.COM Re: Corrosion Control Design Support Services Building Newport Beach, California MJS&A #96291 This letter describes our soil corrosivity testing and corrosion control recommendations for the Support Services Building to date. Our first work at this site was a soil corrosivity study dated March 21, 1994 (copy enclosed) where four soil samples from the paved parking lot were tested and general corrosion control recommendation made. Additional soil corrosivity testing is reconunended along Hoag Drive which runs along the north side of the parking lot, rising to a higher elevation. This soil may be less corrosive than that below the parking lot. The purpose of this testing would be to determine corrosion control recommendations for the concrete system feed and adjacent piping. Recent work was tor.reliminary drawings, underground piping material lists, and attend meetings to learn aback!' ande,-g re.,ind construction and materials as necessary to develop specific corrosion control reco m '• ~dations. Corrosion control measures developed to date follow: Underground waterlines, drains, and conduits, should be PVC where possible. Polyethylene may also be used. It is not as good but is adequate. ABS should not be used. ' PVC is subject to attack by organic solvents such as acetone. Any drain lines that might be exposed to organic solvents should be polyethylene. Buried insulated chilled waterlines should be encased in a PVC pipe. Ricwil manufactures such a pipe called Chil-Gard. . CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES PLANS AND SPECIFICATIONS ••FAILURE ANALYSIS • .EXPERT WITNESS • CORROSIVITY AND DAMAGE ASSESSMENTS TRPAti • .J J LAW/CRANDALL, INC. MJS&A #96291 April 3, 1997 Page 2 Ductile iron pipe (DIP) such as the waterline should be bonded for electrical continuity, installed in an 8-mil polyethylene plastic encasement per AWWA Standard C105, and cathodically protected by attaching several magnesium anodes using thermite weds and test stations. As an alternative, use PVC for the waterline. The air valve and blowoff will automatically be cathodically protected if the DIP waterline is protected. If PVC is used, cathodically protect air vaivr .;:id blowoff piping independently. Copper tubing should be wrapped in a 20 mil plastic pipe -wrapping tape over primer and cathodically protected. PVC or vitrified clay pipe (VCP) sewer lines require no protection. PVC should be used for storm drain piping due to the high chloride, sulfate, and total acidity. Metallic pipe penetrating through concrete walls and floors should be coated or .sleeved to prevent the metallic pipe from contacting concrete and embedded reinforcing steel. Further there should be an insulating joint in the pipe just inside the building. For example, in Drawing P5.01, Details 3 and 9, the basement floor penetration should be sleeved per Detail 7 and there should be a dielectric union pet Detail 1 or an insulating flange joint inside the building near the floor. Drawing L3.03: All brass parts should be red brass, at least 85 percent copper. Hydraulic Elevators: Hydraulic elevator cylinders should be protected by placing them in a PVC outer casing with a water tight PVC seal at the bottom. Oil lines for elevators shou%iri placed above ground if possible. If underground, they should be placed inside a PVC pipe to py :vent soil contact or should be coated and cathodically protected. Concrete Structures: Reinforced concrete is subject to attack by high chloride and sulfate concentrations which occur in the siltstone underlying the project and the bluff soil which may be imported to the project. In addition concrete is subject to acid attack. The silt and clay soils lying on top of the siltstone contain acid as well as chloride and sulfate. The material used to build Hoag Drive has not been tested. The standard Miradrain drainage mats have a polystyrene core and polypropylene fabric. This is satisfactory. • LAW/CRANDALL, INC. April 3, 1997 MJS&A #96291 Page 3 The Miradrain and high density polyethylene (HDPE) membrane may serve to protect the concrete basement walls of the building from chloride, sulfate, and acid in the soil as well as prevent gas intrusion, depending on its integrity after installation. Buried concrete, not protected by the Miradrain and HDPE membrane, should be protected from acid, chloride, and sulfate attack. Concrete can be protected from acid attack with an acid resistant waterproof coating or sacrificial concrete. A coating could be 24 mils of polyurethane such as Madison Chemical Industries Corropipell TX-15 or coal tar epoxy coating such as Koppers 300M. An example of sacrificial concrete requirements follows: The acid in one cubic foot of soil, with an acid concentration of 320 millicquivalents per kilogram, in contact with a square foot of 6 sack concrete would be neutralized by the hydroxide in the concrete 0.9 inches deep. The amount of sacrificial concrete required also depends on acid replenishment. The amount required would increase if acidic water i . t..; -oil migrates to the concrete or if the hydrogen sulfide gas remains in the sail and contin:..� s . ;3';tdize to form sulfuric acid. So determining the amount of sacrificial concrete is risky. Embedded reinforcing steel can be protected with a water/cement ratio not exceeding 0.45 and 3 inches of concrete cover excluding any sacrificial concrete. With this cover it would take chloride about 60 years to migrate through the cover to the reinforcing steel in sufficient quantity for corrosion to begin per California Test 532. This is an empirical test developed by Caltrans from data collected from actual concrete structures in service for many years. An alternative would be to use a low water/cement concrete and corrosion inhibitors in the concrete mix. This could be calcium nitrite and possibly silica fume by Grace Company or an organic corrosion inhibitor and silica fume by Master Builders as they would recommend. Concrete can be protected from sulfate attack with a water/cement ratio not exceeding 0.45 and with sulfate resistant cement such as type 5 cement or type 2 cement with about 25 percent replaced with less F-flyash with a sulfate resistance factor of 1.0 or less. w It J The reinforced concrete footings and sumps for the sump pumps in the siltstone below the basements will not have the HDPE gas bather. These footings and sumps should be protected against chloride and sulfate attack. They should be poured against the siltstone to prevent the overlying acidic silt and clay from being placed against them as backfill. Basement walls may also need protection depending on the expected quality of the Miradrain and HDPE installation. Buried precast and cast -in -place reinforced concrete structures could be protected against chloride and sulfate attack as described above or win.; a coating as described above. The coating would also protect against acid attack Non -reinforced concrete such as curb and gutter and thrust blocks should be made sulfate resistant. LAW/CRANDALL, INC. MJS&A #96291 Please call if you have any questions. Respectfully Submitted, M.J. SCHIFF & ASSOCIATES, INC. a - / Paul R. Smith, P.E. jsd Enc. report for 94005 dated March 21, 1994 DOCS-9619629I-0.DOC April 3, 1997 Page 4 M. J. SCHIFF & ASSOCIATES, INC. Consulting Corrosion Engineers March 21, 1994 LAW/CRANDALL, INC. 200 Citadel Drive Los Angeles, California 90040-1554 Attention: Mr, Michael Han 1291 NORTH INDIAN HILL BOULEVARD CLAREMONT, CALIFORNIA 91711-3897 909/626-0967 FAX 909/621-1419 Re: Soil Corrosivity Study Hoag Memorial Hospital Newport Beach, California Your #2661.30916, MJS&A #94005 INTRODUCTION Laboratory tests have been completed on four st.X samples we selected from your boring logs for the subject project on the Pacific Coast Highway side of :he property consisting of a two story building over a two level subterranean parking structure. The purpose of these tests was to determine if the soils may have deleterious effects on underground utilities, hydraulic elevator cylinders, and concrete foundations. The scope of this study is limited to a determination of soil corrosivity and its general effects on materials likely to be used for construction. If the architects and/or engineers desire more specific information, designs, specifications, or review of design, we will be happy to work with them as a separate phase of this project. TEST PROCEDURE The electrical resistivity of each sample was measured in its as—rcceived condition and again after saturation with distilled water. Rcsistivities are, at about their lowest value when the soil is saturated. The samples were chemically analyzed for the major anions and cations, and pH was measured. Sulfides and oxidation—reduction (redox) potential were determined on the two dark siltstone samples. Test results are shown on Table 1. i CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES J SURVEYS • PLANS ANO SPECIFICATIONS • INTERFERENCE PROBLEMS • SOIL TESTS • SUPERVISION, INSPECTION AND ADJUSTMENT OF INSTALLATIONS LAW/CRANDALL, INC. MJS&A #94005 SOIL CORROSIVITY March 21, 1994 Page 2 A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, following Ohm's Law, are inversely proportional to soil resistivity. Lower electrical resistivities result from higher moisture and chemical contents and indicate corrosive soil. A correlation between electrical resistivity and corrosivity toward ferrous metals is: Soil Resistivity in ohm —centimeters 0 to 1,000 1,000 to 2,000 2,000 to 10,000 over 10,000 Corrosivity Category severely corrosive corrosive moderately corrosive mildly corrosive Electrical resistivities measured in the laboratory with as —received moisture and after saturation were in severely corrosive category. The pH values of the fill samples are 4.7 and 5.1 which is strongly acidic. The total acidity of the fill samples was determined to be 200 and >320 milliequivalent per kilogram of dry soil for the samples from boring 1 and 8, respectively. These soils are highly buffered (resistant to changes in pH). The siltstone pH values are 6.2 and 7.3 which are slightly acidic and neutral. The chemical content of the samples was very high. Chloride ions which are particularly corrosive to ferrous metals, and in a high concentration where they can overcome the corrosion inhibiting effect of concrete on reinforcing steel. Sulfate ions were in a range where sulfate resistant cement is advisable. Sulfides, which arc aggressive to copper and ferrous metals, had positive reactions in a qualitative test. The low and negative redox potentials indicate oxidizing conditions in which anaerobic, sulfide producing bacteria thrive. This soil is classified as severely corrosive to ferrous metals and aggg essive to copper and concrete. The life of buried materials depends on thickness, strength, loads, construction details, soil moisture, etc. in addition to soil corrosivity, and is, therefore, difficult to predict. Of more practical value arc corrosion control methods that will increase the life of materials that would be subject to significant corrosion. J LAW/CRANDALL, INC. MJS&A #94005 March 21, 1994 Page 3 RECOMMENDATIONS s The following corrosion control measures are recommended. • Abrasive blast underground steel utilities and apply a high quality protective coating such as extruded polyethylene, a tape coating system, hot applied coal tar enamel, or fusion bonded epoxy. • Apply cathodic protection to steel piping. • Electrically insulate buried steel piping from dissimilar metals, cement -mortar or concrete coated steel, and above ground steel pipe to prevent dissimilar metal corrosion cells and to facilitate the application of cathodic protection. • Br.,nd underground steel pipe with rubber gasketed, mechanical, grooved end, or other nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. • Coat hydraulic elevator cylinders as described above. Isolate each cylinder from building metals by installing dielectric material between the piston platen and car, insulating the bolts, and installing an insulated joint in the oil line. The oil line should be placed above ground if possible but, if underground, should be protected as described above for steel utilities. Cathodic protection is recommended for hydraulic cylinders or, as an alternative, each cylinder may be placed in a plastic casing with a plastic watertight seal at the bottom. • Encase cast and ductile iron pipe, valves, and fittings in an 8 mil polyethylene tube or wrap per AWWA Standard C105/ANSI 21.5. Electrically insulate underground iron pipe from dissimilar metals and above ground iron pipe with insulated joints. Apply cathodic protection. • Bare copper tubing should be bedded and backfilled in alkalized sand at least 3 inches thick surrounding the tubing. However, if a recirculating hot water system is installed underground, buried hot copper tubing would be subject to corrosion by a thermogalvanic cell. The best corrosion control measure would be to place the hot copper tubing above J ground. If buried, bare copper tubing should be encased in impermeable, unstretched, non -shrink insulation with the joints and seams sealed. • No special precautions are required for reinforced asbestos -cement or plastic piping placed underground from a corrosion viewpoint. Protect any iron valves and fittings as mentioned above. J LAW/CRANDALL, INC. MJS&A #94005 March 21, 1994 Page 4 Where metallic pipelines penetrate concrete structures such as building floors or walls, use plastic sleeves, rubber seals, or other dielectric material to prevent pipe contact with the concrete and reinforcing steel. On any type of pipe, coat bare steel appurtenances such as bolts, joint harnesses, or flexible couplings with a coal tar or rubber based mastic, coal tar epoxy, pipe wrapping tape, or equivalent after assembly. Concrete structures and pipe in contact with these soils should be made with a seven sack mix using type 2 cement, type 2 cement with 25 percent replaced by class F bituminous fly ash with a sulfate resistance factor less than 1.5, or type 5 cement. Concrete structures and pipe should be protected from acid attack where soil pH is less than approximately 5.0, unless the total acidity is less than 150 milliequivalent per kilogram. Concrete can be prevented with a coating such as coal tar epoxy or waterproofing, a gravel capillary break, or plastic moisture barrier. The soil can be neutralized by using an extra rich concrete mix, extra thickness of concrete, or mixing 3% by weight of hydrated lime into the soil. Protection by neutralization should not be attempted if soil moisture conditions are such that the acid can be replenished. We recommend one or more of the following measures to mitigate chloride attack on reinforced concrete structures and pipe: 1) increased concrete cover, 2) a low water/cement ratio, 3) a corrosion inhibitor, 4) silica fume admixture, 5) fusion bonded epoxy coated rebar, 6) waterproofing or coal tar epoxy coating the concrete exterior, 7) cathodic protection. Respectfully Submitted, M.J. SCHIFF & ASSOCIATES / Cz 7/�.�:/ f(4. Paul R. Smith, P.E. tk/jjj Enc: Table 1 RESULTS OF LABORATORY ANALYSIS ON SOIL SAMPLES Chemical Analysis in mg/kg (ppm) of dry soil 0 is H o C0.0 U n O U Z CO 2 V U • C 2 U7 0 zen al 0 tel C C M /1 rr1 M OIL' • CO n c�. COc r• Y M Y — M C m h ^ Y ^ "J 'O 'O G C p z z z z let Y 1/40 0� N 0T 141 PC C co • b M N tin tn x Y 0 ^ rr1 l� CJ vj N Y C In m T co r7 C Y 7 N '1 In 0 0 A I 43 n L: 0 0 z '0 '0 0, 0' 1 1- f 1 r- r`I•C In �C `=/ `C clj C V up 'cc) Cl .•• Cl Y Cl G �rfl' c 0 Q 0 v Q 0 .t IA O O 'T 0 Ra Ls VI UL G mo l.� a %,o o 10 — O * 3 OA y OZ rat r Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21. 1997 Law/Crandall Project 70131-6-0172.0002 APPENDIX B GEOLOGIC AND SEISMIC DATA Geologic -seismic studies included a site reconnaissance and a review of published and unpublished literature pertinent to the site, including previous reports. This Appendix presents additional background information regarding faults. FAULTS The numerous faults in Southern California include active, potentially active, and inactive faults. The criteria for these major groups, as established by Slemmons (1979), are presented in Table B-I. Table B-2 presents a listing of active faults in Southern California with the distance in miles between the site and the nearest point on the fault, and the maximum credible earthquake for the fault. Table B-3 provides a similar listing for potentially active faults. Table B-4 provides a list of historic earthquakes. The information for each earthquake in Table B-4 includes date and time in Greenwich Civil Time (GCT), location of the epicenter in latitude and longitude, quality of epicentral determination (Q), depth in kilometers, and magnitude. Where a depth of 0.0 is given, the solution was based on an assumed 16-kilometer focal depth. The explanation of the letter code for the quality factor of the data is presented on the first page of the table. No known active or potentially active faults cross the area of the proposed hospital expansion or. J were observed during our field reconnaissance. The site is not within an established Alquist-Priolo Special Studies Zone for surface fault rupture. In our opinion, there is very little probability of I J surface fault rupture due to faulting occurring beneath the hospital expansion. Two inactive faults in the Miocene age Monterey Formation are inferred to exist in the vicinity of the proposed hospital expansion based on previous investigations by Zebal and Associates. The locations of these faults were reportedly based on information interpreted from well logs. Geolcgic mapping of the bluff during our previous investigations at the site indicate the contact between the Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, 1997 Law/Crandall Project 70/31-6-0172.0002 Pleistocene terrace deposits and the underlying Miocene Monterey Formation is unfaulted. The contact could be traced nearly the entire length of the bluff. This suggests these faults are inactive since they are confined tc' the Miocene deposits. Recent fault inve tigations ' r, performed by Mr. Merrill E. Wright and Leighton and Associates to determine the piccen :e of faults on the lower campus. Tlie results of Mr. Wright's fault investigation were presented in a report dated December 17, 1993. The results of the Leighton and Associates investigation were presented in a report dated October 21, 1996. Based on our geologic and geotechnical studies performed to date and on our review of the fault investigation reports by Wright and Leighton, we found no evidence of active faulting within the limits of the lower campus extending from the eastern side of the existing Hoag Cancer Center to the western property limit. Although faults have been encountered within the Miocene age bedrock, these faults have not been found to offset the terrace deposits younger than 11,000 years old. Therefore, these faults are not considered active under the State of California Alquist-priolo act. -J Active Faults The closest known active fault to the site is the North Branch fault of the active Newport - Inglewood fault zone. The actual position of the fault trace through the Newport Penins'ila has not been firmly established; however, the geologic -seismic study for the Newport Beach General Plan (1972) shows the fault as passing 1200 feet southwest of the site and trending northwest as shown in Figure 2. This portion of the fault is not within an Alquist-Priolo Special chndies Zone for fault rupture hazard. Published information on the North Branch fault, and other faults of the Newport -Inglewood fault zone in the Orange County area, indicate that there has been no displacement of the Holocene age Talbert aquifer underlying Santa Ana Gap. The Talbert aquifer is estimated to be less than 10,000 years old. The Pleistocene and older formations have been displaced by faults of the Newport - Inglewood fault zone. There is some evidence in Bolsa and Sunset Gaps, farther to the northwest, that Holocene age deposits have been disturbed by movement on the North Branch and South Branch faults. Hoag Memorial Hospital Fresbyterian-Geotechnical Investigation Lax/Crandall Project 70131-6-0172.0002 October_!. /99% The active Whittier fault zone, approximately 21 miles north-northwest of the site, is a northwest - trending zone of faulting that extends along the south flank of the Puente Hills from the Santa Ana River on the southeast to the Mei-.ed Hills, and possibly beyond, on the northwest. The fault zone is a high -angle reverse fault, with the north side uplifted over the south side at an angle of approximately 70 degrees. Yerkes (1972) estimates vertical separation along the fault zone to be on the order of 6,000 to 12,000 feet. The active Elsinore fault zone is approximately 26 miles northeast of the site. This fault zone extends south -southeastward at least 110 miles along the northeastern flank of the Santa Ana Mountains (Larsen, 1948), which were uplifted along the fault zone (Gray, 1961). The fault zone contains several parallel to sub -parallel fault segments, and characteristically occupies a trough - like depression. The fault zone forms the southwestern boundary of the Corona -Elsinore trough. The fault zone dips steeply toward the southwest; movement on the fault zone is believed to be both right -lateral and reverse -dip separation. Gray (1961) suggests that the fault zone has been a plane of primarily reverse separation since early Tertiary time. The San Andreas fault zone is about 51 miles northeast of the site. This fault zone, California's most prominent geological feature, trends generally northwest for almost the entire length of the state. The southern segment, closest to the site, is approximately 280 miles long and extends from the Mexican Border to the Transverse Ranges west of Tejon Pass. Wallace (1968) estimated the recurrence interval for a magnitude 8.0 earthquake along the entire fault to be between 50 and 200 years. Sieh (1984) estimated a recurrence interval of 140 to 200 years. The 1857 Fort Tejon earthquake was the last major earthquake along the San Andreas fault zone in Southern California. Elysian Park Structure The 1987 Whittier Narrows earthquake (magnitude 5.9) has been attributed to subsurface thrust faults, which are reflected at the earth's surface by a west-northwest trending anticline known as the Elysian Park Anticline (Lamar, 1970), or the Elysian Park Fold and Thrust Belt (Hauksson, 1990)..The axial trace of this fold structure extends approximately 12 miles through the Elysian Hoag Memorial Hospital Presbyterian—Geotechnical hwestigation October 21, 1997 Law/Crandall Project 70131-6-0172.0002 Park-Repetto Hills from about Silver Lake on the west to the Whittier Narrows on the east. The boundary of the Elysian Park Fold and Thrust Belt, as defined by Hauksson (1990), is about 11 miles north-northeast of the site. The subsurface faults that create the structure are not exposed at the surface and do not present a potential surface rupture hazard; however, as demonstrated by the 1987 earthquake and two smaller earthquakes on June 12, 1989, the faults are a source for future seismic activity. As such, the Elysian Park Structure should be considered an active feature capable of generating future earthquakes. We have assigned a maximum credible earthquake of magnitude 7.1, as proposed by Dolan et al. (1995). Potentially Active Faults A discontinuity believed to be a fault is exposed in the cut slope adjacent to Pacific Coast Highway, approximately 1,300 feet west of the site. The location and status of this fault is currently being investigated by another consultant. The fault appears to offset Miocene age Monterey Formation and possibly the overlying Pleistocene age terrace deposits. By definition, this would be considered a potentially active fault. Faults of this nature are not considered unusual and are commonly associated with zones of deformation like the Newport -Inglewood fault zone. The Pelican Hill fault is a probable branch of the Newport -Inglewood fault zone, located about 3 miles east of the site. A branch of the fault has displaced marine terrace deposits in the San Joaquin Hills, indicating late Pleistocene activity. Holocene activity has not been established; therefore, the fault is considered potentially active. The Peralta Hills fault is located approximately 15 miles northeast of the site. The potentially active reverse fault trends east -west and dips to the north. The fault is approximately 5 miles in length and has a sinuous surface trace across the southern Peralta Hills, southeast of the City of Orange. Pleistocene offsets are known along this fault; on this basis, the fault is considered potentially active. Some geologist believe that the Peralta Hills fault may be active, based on recent Carbon-14 dating of known offsets estimated to be 3,000 to 3,500 years old (Fife and Bryant, 1983). B-4 Hoag Memorial Hospital Presbyterian-Geotechnica1Investigation Law/Crandall Project 70131-6-0172.0002 The El Modeno fault is located about 15 miles north of the proposed hospital expansion. The fault is a steeply dipping normal fault about 9 miles long with about 2,000 feet of uplift on its eastern side. Movement on the fault has been inferred during Holocene time, suggesting the fault is active (Ryan et al., 1982); however, further studies are needed to confirm this. In our opinion, it is appropriate to consider the fault as potentially active. n e 0 v 0 0 0 0 Z E— �oS aa>A c v y8W v 01 A at'$ = ea aa •y•p v .5o Y °�Fe p tors it 1 0 0 a$ G W 3 8� a a.0_s'Ns a v z g' as p s `o y 2 v `0 5 2 y > a 0o a '5 ayi y 'O g R. m •'T O d 1j C •y U •{CC J vc� V b O .> O 7 a�i �y„ ..N. Y h u LE �2 �c�J{ o= O •a C C N 9 C C. V g C A N'C C C v ,$ a >°. 'C o o m u = 8 :° ••5 T E `° �` a >' E E t' io v > C �i .° 0 5 a 'H 8 '� ° v > 11110! u-5y� v 8 0 g• c $° E° �. m4m) Ca u S J o e� QD'e 0d u v ° E 03 ` T 8 >, at`j ,o '$ O v u °t%i m 9 o t.. 4 '- m E m" E. CI 3 R.2 °„ 8= Qy 0 S. 0 1. 0 o e o 0Er�0ey Em-oo.0� o•u oLvroE 5 5u gg g0 E S. 8A 5.. m g Y a ° a � o� hE is a PI u v 8 8 ° 2 = 0 "0 a= u °t =•03 RI m 0 m m2 a €c € € 0 •" y8 n v 8' TO to E j 5 S '2 O N Y 'T.,'O g as a •v YF v 0)8 :* 0 'C O A O lab La aL C L .O 0 u mtt-0 7 O in•7 ..0. 'O 'a h .F.000 Z's 5Q�0 Q Q N No histori 5 0 =s a_ VI e— > 8 9 0 € ° a>, . �=z o S i'°3 5>=. 'st0 E'er ijh •EUC t8y .. > E v ° O - '.' N tl t: i Y .a C .6. u ... 0 1 0 g W_ 0 0o G rml> .4 mg. a a'S'm " 0 O i ,'�,'�•� G3o� > sa o 5.520 =v 55 5 ro Os 8 > = .e a t- 4- a a _p 1� 0 C F t0 00 Ov .52 a 0GC a Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21. 1997 Law/Crandall Project 70131-6-0172.0002 Table B-2: Major Named Faults Considered to be Active (a) in Southern California Fault Maximum Credible Distance From Site Direction From (in alphabetical order) Earthquake (Miles) Site Cucamonga 7.0 (f) RO 38 NE Elsinore Zone 7.5 (f) SS 26 NE Elysian Park Structure 7.1 (e) RO 11 NNE Garlock Zone 7.75 (f) SS 99 NNW Helendale 7.5 (b) SS 78 NE Malibu Coast 6.9 (e) RO 44 NW Newport -Inglewood Zone 7.0 (f) SS 1,200 feet SW Oakridge Zone 7.5 (f) RO 75 NW Raymond 6.1 (h) RO 35 NNW San Andreas (Mojave Segment) 8.2 (g) SS 51 NE San Cayetano Zone 7.0 (e) RO 74 NW San Gabriel 7.5 (f) SS 38 N 'j San Jacinto Zone 7.5 (b) SS 47 NE J Sierra Madre -San Fernando Zone 7.3 (e) RO 36 N Whittier 7.1 (d) SS 21 NNE (a) Slemmons, 1979 (b) Greensfelder, CDMG Map Sheet 23, 1974. (c) Mark, 1977 (d) Blake, 1995 (e) Dolan et al., 1995 (f) Mualchin & Jones, 1992 (g) OSHPD, 1995 (h) Wesnousky,1986 SS Strike Slip NO Normal Oblique RO Reverse Oblique B-6 i Hoag Memorial Hospital Presbyterian—Geatechnical Investigation October 21..997 Law/Crandall Project 70131-6-0172.0002 Table B-3: Major Named Faults Considered to be Potentially Active (a) in Southern California Fault Maximum Credible Distance From Site Direction From (in alphabetical order) Earthquake (Miles) Site Charnock 6.5 (a) SS 28 NW Chino 7.0 (d) NO 28 NE Duarte 6.7 (a) RO 35 N El Modeno 6.5 (c) NO 15 N Northridge Hills 6.6 (h) SS 51 NW Norwalk 6.7 (a) RO 17 N Overland 6.0 (a) SS 34 NW Pelican Hill 6.3 (c) SS 3 E • Peralta Hills 6.5 (c) RO 15 NE San Jose 6.7 (e) RO 30 NNE Santa Cruz Island 7.0 (f) RO 90 WNW Santa Susana 6.9 (e) RO 59 NNW Santa Ynez Zone 7.5 (b) SS 87 NW (a) Slemmons, 1979 (b) Greensfelder, CDMG Map Sheet 23, 1974 (c) Mark, 1977 (d) Blake, 1995 (e) Dolan et al., 1995 (t) Mualchin & Jones, 1992 (g) OSHPD, 1995 (h) Wesnousky, 1986 SS Strike Slip NO Normal Oblique RO Reverse Oblique B-7 J j Hoag Memorial Hospital Presbyterian-Geotechnical investigation October 21. 1997 Law/Crandall Project 70131-6-0172.0002 Table B-4: List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 11-01-1932 04:45:00 34.00 N 117.25 W E 76 .0 4.0 03-11-1933 01:54:07 33.62 N 117.97 W A 3 .0 6.4 03-11-1933 02:04:00 33.75 N 118.08 W C 20 .0 4.9 03-11-1933 02:05:00 33.75 N 118.08 W C 20 .0 4.3 03-11-1933 02:09:00 33.75 N 118.08 W C 20 .0 5.0 03-11-1933 02:10:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 02:11:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 02:16:00 33.75 N 118.08 W C 20 .0 4.8 03-11-1933 02:17:00 33.60 N 118.00 W E 7 .0 4.5 03-11-1933 02:22:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 02:27:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 ' 02:30:00 33.75 N 118.08 W C 20 .0 5.1 03-11-1933 02:31:00 33.60 N 118.00 W E 7 .0 4.4 03-11-1933 02:52:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 02:57:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 02:58:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 02:59:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 03:05:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 03:09:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 03:11:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 03:23:00 33.75 N 118.08 W C 20 .0 5.0 03-11-1933 03:36:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 03:39:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 03:47:00 33.75 N 118.08 W C 20 .0 4.1 03-11-1933 04:36:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 04:39:00 33.75 N 118.08 W C 20 .0 4.9 03-11-1933 04:40:00 33.75 N 118.08 W C 20 .0 4.7 03-11-1933 05:10:22 33.70 N 118.07 W C 15 .0 5.1 03-11-1933 05:13:00 33.75 N 118.08 W C 20 .0 4.7 03-11-1933 05:15:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 05:18:04 33.58 N 117.98 W C 7 .0 5.2 03-11-1933 05:21:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 05:24:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 05:53:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 05:55:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 06:11:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 06:18:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 06:29:00 33.85 N 118.27 W C 40 .0 4.4 03-11-1933 06:35:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 06:58:03 33.68 N 118.05 W C 13 .0 5.5 03-11-1933 07:51:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 07:59:00 33.75 N 118.08 W C 20 .0 4.1 03-11-1933 08:08:00 33.75 N 118.08 W C 20 .0 4.5 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C a +- 5 km horizontal distance; no depth restriction D n >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-8 Hoag Memorial Hospital Presbyterian-Geotechnica! Investigation Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) 03-11-1933 08:32:00 03-11-1933 08:37:00 03-11-1933 08:54:57 03-11-1933 09:10:00 03-11-1933 09:11:00 03-11-1933 09:26:00 03-11-1933 10:25:00 03-11-1933 10:45:00 03-11-1933 11:00:00 03-11-1933 11:04:00 03-11-1933 11:29:00 03-11-1933 11:38:00 03-11-1933 11:41:00 03-11-1933 11:47:00 03-11-1933 12:50:00 03-11-1933 13:50:00 03-11-1933 13:57:00 03-11-1933 14:25:00 03-11-1933 14:47:00 03-11-1933 14:57:00 03-11-1933 15:09:00 03-11-1933 15:47:00 03-11-1933 16:53:00 03-11-1933 19:44:00 03-11-1933 19:56:00 03-11-1933 22:00:00 03-11-1933 22:31:00 03-11-1933 22:32:00 03-11-1933 22:40:00 03-11-1933 23:05:00 03-12-1933 00:27:00 03-12-1933 00:34:00 03-12-1933 04:48:00 03-12-1933 05:46:00 03-12-1933 06:01:00 03-12-1933 06:16:00 03-12-1933 07:40:00 03-12-1933 08:35:00 03-12-1933 15:02:00 03-12-1933 16:51:00 03-12-1933 17:38:00 03-12-1933 18:25:00 October 21, 1997 LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.70 N 118.07 W C 15 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.13 W C 23 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.68 N 118.05 W C 13 .0 33.73 N 118.10 W C 20 .0 33.75 N 118.08 W C 20 .0 33.85 N 118.27 W C 40 .0 33.73 N 118.10 W C 20 .0 33.88 N 118.32 W C 46 .0 33.73 N 118.10 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 33.75 N 118.08 W C 20 .0 4.2 4.0 5.1 5.1 4.4 4.1 4.0 4.0 4.0 4.6 4.0 4.0 4.2 4.4 4.4 4.4 4.0 5.0 4.4 4.9 4.4 4.0 4.8 4.0 4.2 4.4 4.4 4.1 4.4 4.2 4.4 4.0 4.0 4.4 4.2 4.6 4.2 4.2 4.2 4.0 4.5 4.1 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B _ +- 2 km horizontal distance; +- 5 km,depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. „J 1 Hoag Memorial Hospital Presbyterian-Geotechnical investigation October?!, 1997 Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 03-12-1933 21:28:00 33.75 N 118.08 W C 20 .0 4.1 03-12-1933 23:54:00 3..75 N 118.08 W C 20 .0 4.5 03-13-1933 03:43:00 33.75 N 118.08 W C 20 .0 4.1 03-13-1933 04:32:00 33.75 N 118.08 W C 20 .0 4.7 03-13-1933 06:17:00 33.75 N 118.08 W C 20 .0 4.0 j 03-13-1933 13:18:28 33.75 N 118.08 W C 20 .0 5.3 03-13-1933 15:32:00 33.75 N 118.08 W C 20 .0 4.1 -) 03-13-1933 19:29:00 33.75 N 118.08 W C 20 .0 4.2 03-14-1933 00:36:00 33.75 N 118.08 W C 20 .0 4.2 -I 03-14-1933 12:19:00 33.75 N 118.08 W C 20 .0 4.5 03-14-1933 19:01:50 33.62 N 118.02 W C 8 .0 5.1 .-1 03-14-1933 22:4'2:00 33.75 .N 118.08 W C 20 .0 4.1 03-15-1933 02:08:00 33.75 N 118.08 W C 20 .0 4.1 03-15-1933 04:32:00 33.75 N 118.08 W C 20 .0 4.1 03-15-1933 05:40:00 33.75 N 118.08 W C 20 .0 4.2 03-15-1933 11:13:32 33.62 N 118.02 W C 8 .0 4.9 03-16-1933 14:56:00 33.75 N 118.08 W C 20 .0 4.0 03-16-1933 15:29:00 33.75 N 118.08 W C 20 .0 4.2 03-16-1933 15:30:00 33.75 N 118.08 W C 20 .0 4.1 03-17-1933 16:51:00 33.75 N 118.08 W C 20 .0 4.1 -"! 03-18-1933 20:52:00 33.75 N 118.08 W C 20 .0 4.2 "I 03-19-1933 21:23:00 33.75 N 118.08 W C 20 .0 4.2 03-20-1933 13:58:00 33.75 N 118.08 W C 20 .0 4.1 03-21-1933 03:26:00 33.75 N 118.08 W C 20 .0 4.1 03-23-1933 08:40:00 33.75 N 118.08 W C 20 .0 4.1 3. 03-23-1933 18:31:00 33.75 N 118.08 W C 20 .0 4.1 03-25-1933 13:46:00 33.75 N 118.08 W C 20 .0 4.1 03-30-1933 12:25:00 33.75 N 118.08 W C 20 .0 4.4 03-31-1933 10:49:00 33.75 N 118.08 W C 20 .0 4.1 04-01-1933 06:42:00 33.75 N 118.08 W C 20 .0 4.2 04-02-1933 08:00:00 33.75 N 118.08 W C 20 .0 4,0 04-02-1933 15:36:00 33.75 N 118.08 W • C 20 .0 4.0 05-16-1933 20:58:55 33.75 N 118.17 W C 26 .0 4.0 08-04-1933 04:17:48 33.75 N 118.18 W C 27 .0 4.0 10-02-1933 09:10:17 33.78 N 118.13 W A 26 .0 5.4 10-02-1933 13:26:01 33.62 N 118.02 W C 8 .0 4.0 10-25-1933 07:00:46 33.95 N 118.13 W C 41 .0 4.3 11-13-1933 21:28:00 33.87 N 118.20 W C 37 .0 4.0 11-20-1933 10:32:00 33.78 N 118.13 W B 26 .0 4.0 01-09-1934 14:10:00 34.10 N 117.68 W A 58 .0 4.5 01-18-1934 02:14:00 34.10 N 117.68 W A 58 .0 4.0 01-20-1934 21:17:00 33.62 N 118.12 W B 17 .0 4.5 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-10 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation Law/Crandall Project 70/31-6-0172.0002 DATE Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) TIME 04-17-1934 18:33:00 10-17-1934 09:38:00 11-16-1934 21:26:00 06-07-1935 16:33:00 06-19-1935 11:17:00 07-13-1935 10:54:16 09-03-1935 06:47:00 3 11-04-1935 03:55:00 3 12-25-1935 17:15:00 3 02-23-1936 22:20:42 3 02-26-1936 09:33:27 3 07-29-1936 14:22:52 3 08-22-1936 05:21:00 3 01-15-1937 18:35:47 3 03-19-1937 01:23:38 3 07-07-1937 11:12:00 3 09-01-1937 13:48:08 3 09-01-1937 16:35:33 3 09-13-1937 22:14:39 3 05-21-1938 09:44:00 33 05-31-1938 08:34:55 33 06-16-1938 05:59:16 33 07-05-1938 18:06:55 33 08-06-1938 22:00:55 33 08-31-1938 03:18:14 33 11-29-1938 19:21:15 33 12-07-1938 03:38:00 34 12-27-1938 10:09:28 34 04-03-1939 02:50:44 34 06-25-1939 01:49:00 32 11-04-1939 21:41:00 33 11-07-1939 18:52:08 34 12-27-1939 19:28:49 33 01-13-1940 07:49:07 33 02-08-1940 16:56:17 33. 02-11-1940 19:24:10 33. 02-19-1940 12:06:55 34. 04-18-1940 18:43:43 34. 06-05-1940 08:27:27 33. 07-20-1940 04:01:13 33. 10-11-1940 05:57:12 33. 10-12-1940 00:24:00 33. October 21, 1997 LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 33.57 N 117.98 W C 8 33.63 N 118.40 W B 43 33.75 N 118.00 W B 15 33.27 N 117.02 W B 94 33.72 N 117.52 W B 40 34.20 N 117.90 W A 64 4.03 N 117.32 W B 73 3.50 N 116.92 W B 95 3.60 N 118.02 W B 8 4.13.N 117.34 W A 79 4.14 N 117.34 W A 80 3.45 N 116.90 W C 98 3.77 N 117.82 W 8 19 3.56 N 118.06 W B 13 4.11 N 117.43 W A 72 3.57 N 117.98 W 8 8 4.21 N 117.53 W A 75 4.18 N 117.55 W A 72 3.04 N 118.73 W C 98 .62 N 118.03 W B 9 .70 N 117.51 W B 40 .46 N 116.90 W 8 98 .68 N 117.55 W A 36 .72 N 117.51 W 8 41 .76 N 118.25 W A 33 .90 N 118.43 W A 56 .00 N 118.42 W B 61 .13 N 117.52 W B 68 .04 N 117.23 W A 80 .75 N 118.20 W C 100 .77 N 118.12 W B 23 .00 N 117.28 W A 74 .78 N 118.20 W A 30 .78 N 118.13 W 8 26 70 N 118.07 W B 15 98 N 118.30 W B 52 02 N 117.05 W A 93 03 N 117.35 W A 71 83 N 117.40 W 8 55 70 N 118.07 W B 15 77 N 118.45 W A 50 78 N 118.42 W B 48 .0 4.0 .0 4.0 .0 4.0 .0 4.0 .0 4.0 .0 4.7 .0 4.5 .0 4.5 .0 4.5 10.0 4.5 10.0 4.0 10.0 4.0 .0 4.0 10.0 4.0 10.0 4.0 .0 4.0 10.0 4,5 10.0 4,5 10.0 4.0 .0 4.0 10.0 5.2 10.0 4.0 10.0 4.5 10.0 4.0 10.0 4.5 10.0 4.0 .0 4.0 10.0 4.0 10.0 4.0 .0 4.5 .0 4.0 .0 4.7 .0 4.7 .0 4.0 .0 4.0 .0 4.0 .0 4.6 .0 4.4 .0 4.0 .0 4.0 .0 4.7 .0 4.0 NOTE: 'Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these e;ient qualities are based on incomplete information according to Caltech. B-11 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) October 21. 1997 TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 10-14-1940 20:51:11 11-01-1940 07:25:03 11-01-1940 20:00:46 11-02-1940 02:58:26 01-30-1941 01:34:46 03-22-1941 08:22:40 03-25-1941 23:43:41 04-11-1941 01:20:24 10-22-1941 06:57:18 11-14-1941 08:41:36 01-24-1942 21:41:48 04-16-1942 07:28:33 02-23-1943 09:21:12 10-24-1943 00:29:21 06-19-1944 00:03:33 06-19-1944 03:06:07 02-24-1946 06:07:52 03-01-1948 08:12:13 10-03-1948 02:46:28 01-11-1950 21:41:35 09-22-1951 08:22:39 12-26-1951 00:46:54 02-13-1952 15:13:37 02-17-1952 12:36:58 10-26-1954 16:22:26 05-15-1955 17:03:25 01-03-1956 00:25:48 06-28-1960 20:00:48 10-04-1961 02:21:31 10-20-1961 19:49:50 10-20-1961 20:07:14 10-20-1961 21:42:40 10-20-1961 22:35:34 11-20-1961 08:53:34' 04-27-1962 09:12:32 09-14-1963. 03:51:16 09-23-1963 14:41:52 08-30-1964 22:57:37. 01-01-1965 08:04:18 04-15-1965 20:08:33 01-08-1967 07:37:30 01-08-1967 07:38:05 33.78 N 118.42 W B 48 .0 33.78 N 118.42 W B 48 .0 33.63 N 118.20 W B 25 .0 33.78 N 118.42 W B 48 .0 33.97 N 118.05 W A 40 .0 33.52 N 118.10 W B 19 .0 34.22 N 117.47 W B 79 .0 33.95 N 117.58 W B 49 .0 33.82 N 118.22 W A 34 .0 33.78 N 118.25 W A 34 .0 32.80 N 117.83 W B 92 .0 33.37 N 118.15 W C 35 .0 32.85 N 117.48 W C 95 .0 33.93 N 117.37 W C 63 .0 33.87 N 118.22 W B 38 .0 33.87 N 118.22 W C 38 .0 34.40 N 117.80 W C 87 .0 34.17 N 117.53 W B 71 .0 34.18 N 117.58 W A 70 .0 33.94 N 118.20 W A 43 .4 34.12 N 117.34 W A 78 11.9 32.82 N 118.35 W B 97 .0 32.87 N 118.25 W C 89 .0 34.00 N 117.27 W A 74 16.0 33.73 N 117.47 W B 45 .0 34.12 N 117.48 W A 70 7.6 33.72 N 117.50 W B 42 13.7 34.12 N 117.47 W A 69 12.0 33.85 N 117.75 W B 31 4.3 33.65 N 117.99 W B 7 4.6 33.66 N 117.98 W B 6 6.1 33.67 N 117.98 W B 6 7.2 33.67 N 118.01 W B 9 5.6 33.68 N 117.99 W B 8 4.4 33.74 N 117.19 W B 71 5.7 33.54 N 118.34 W B 39 2.2 33.71 N 116.93 W B 94 16.5 34.27 N 118.44 W 8 86 15.4 34.14 N 117.52 W B 69 5.9 34.13 N .i7 43 W 8 74 5.5 33.63 N 118.47 W B 49 11.4 33.66 N 118.41 W C 45 17.7 4.0 4.0 4.0 4.0 4.1 4.0 4.0 4.0 4.8 4.8 4.0 4.0 4.0 4.0 4.5 4.4 4.1 4.7 4.0 4.1 4.3 5.9 4.7 4.5 4.1 4.0 4.7 4.1 4.1 4.3 4.0 4.0 4.1 4.0 4.1 4.2 5.1 4.0 4.4 4.5 4.0 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth 8 = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D =. >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. Hoag Memorial Hospital Presbyterian-Geotechnical investigation October 21. 1997 Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 06-15-1967 04:58:05 34.00 N 117.97 W 2 42 10.0 4.1 05-05-1969 16:02:09 34.30 N 117.57 W B 83 8.8 4.4 10-27-1969 13:16:02 33.55 N 117.81 W B 15 6.5 4.5 09-12-1970 14:10:11 34.27 N 117.52 W A 81 8.0 4.1 09-12-1970 14:30:52 34.27 N 117.54 W A 81 8.0 5.2 09-13-1970 04:47:48 34.28 N 117.55 W A 81 8.0 4.4 02-09-1971 14:00:41 34.41 N 118.40 W B 98 8.4 6.6 02-09-1971 14:01:08 34.41 N 118.40 W D 98 8.0 5.8 02-09-1971 14:01:33 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:01:40 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:01:50 34.41 N 118.40 W D 98 8.0 4,5 02-09-1971 14:01:54 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:01:59 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:02:03 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:02:30 34.41 N 118.40 W D 98 8.0 4.3 02-09-1971 14:02:31 34.41 N 118.40 W D 98 8.0 4.7 02-09-1971 14:02:44 34.41 N 118.40 W D 98 8.0 5.8 02-09-1971 14:03:25 34.41 N 118.40 W D 98 8.0 4.4 02-09-1971 14:03:46 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:07 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:34 34.41 N 118.40 W C 98 8.0 4.2 02-09-1971 14:04:39 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:44 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:46 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:05:41 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:05:50 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:07:10 34.41 N 118.40 W D 98 8.0 4.0 02-09-1971 14:07:30 34.41 N 118.40 W D 98 8.0 4.0 02-09-1971 14:07:45 34.41 N 118.40 W D 98 8.0 4.5 02-09-1971 14:08:04 34.41 N 118.40 W D 98 8.0 4.0 02-09-1971 , 14:08:07 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:08:38 34.41 N 118.40 W D 98 8.0 4.5 02-09-1971 14:08:53 34.41 N 118.40 W D 98 8.0 4.6 02-09-1971 14:10:21 34.36 N 118.31 W B 89 5.0 4.7 02-09-1971 14:10:28 34.41 N 118.40 W D 98 8.0 5.3 02-09-1971 14:16:12 34.34 N 118.33 W C 88 11.1 4.1 02-09-1971 14:19:50 34.36 N 118.41 W B 93 11.8 4.0 02-09-1971 14:39:17 34.39 N 118.36 W C 94 -1.6 4.0 02-09-1971 14:40:17 34.43 N 118.40 W C 100 -2.0 4.1 02-09-1971 14:43:46 34.31 N 118.45 W B 90 6.2 5.2 02-09-1971 15:58:20 34.33 N 118.33 W B 87 14.2 4.8 02-10-1971 03:12:12 34.37 N 118.30 W B 90 .8 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities. are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. _a ) -J j Hoag Memorial Hospital Presbyterian-Geotechnical Investigation Law/Crandall Project 70131-6-0172.0002 DATE Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) October 21. 1997 TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 02-10-1971 05:06:36 02-10-1971 05:18:07 02-10-1971 11:31:34 02-10-1971 13:49:53 02-10-1971 14:35:26 02-10-1971 17:38:55 02-21-1971 05:50:52 02-21-1971 07:15:11 03-07-1971 01:33:40 03-25-1971 22:54:09 03-30-1971 08:54:43 03-31-1971 '14:52:22 04-01-1971 15:03:03 04-02-1971 05:40:25 04-15-1971 11:14:32 04-25-1971 14:48:06 06-21-1971 16:01:08 06-22-1971 10:41:19 03-09-1974 00:54:31 08-14-1974 14:45:55 01-12-1975 21:22:14 01-01-1976 17:20:12 10-18-1976 17:27:53 08-12-1977 02:19:26 01-01-1979 23:14:38 10-17-1979 20:52:37 10-19-1979 12:22:37 10-23-1981 17:28:17 02-09-1982 23:41:17 05-25-1982 13:44:30 01-08-1983 07:19:30 02-22-1983 02:18:30 02-27-1984 10:18:15 09-07-1984 11:03:13 10-02-1985 23:44:12 07-13-1986 13:47:08 07-13-1986 14:01:33 07-14-1986 00:32:46 07-29-1986 08:17:41 07-30-1986 22:51:13 07-31-1986 01:06:19 09-30-1986 09:52:11 34.41 N 118.33 W A 95 4.7 34.43 N 118.41 W A 100 5.8 34.38 N 118.46 W A 97 6.0 34.40 N 118.42 W A 97 9,7 34.36 N 118.49 W A 97 4,4 34.40 N 118.37 W A 95 6.2 34.40 N 118.44 W A 98 6.9 34.39 N 118.43 W A 97 7.2 34.35 N 118.46 W A 94 3.3 34.36 N 118.47 W A 96 4.6 34.30 N 118.46 W A 89 2.6 34.29 N 118.51 W A 91 2.1 34.43 N 118.41 W A 100 8.0 34.28 N 118.53 W A 92 3.0 34.26 N 118.58 W B 93 4.2 34.37 N 118.31 W B 90 -2.0 34.27 N 118.53 W B 91 4.1 33.75 N 117.48 W B 45 8.0 34.40 N 118.47 W C 100 24.4 34.43 N 118.37 W A 98 8.2 32.76 N 117.99 W C 96 15.3 33.97 N 117.89 W A 38 6.2 32.76 N 117.91 W P 96 13.8 34.38 N 118.46 W B 97 9,5 33.94 N 118.68 W B 78 11.3 33.93 N 118.67 W C 76 5.5 34.21 N 117.53 W B 75 4.9 33.64 N 119.01 W C 99 6.0 33.85 N 116.96 W D 94 6.0 33.55 N 118.21 W A 27 12.6 34.13 11 117.45 W A 72 7.8 33.03 11 117.94 W D 65 10.0 33.47 N 118.06 W C 20 6.0 32.94 N 117.81 W C 76 6.0 34.02 N 117.25 W A 78 15.2 32.97 N 117.87 W C .73 6.0 32.99 N 117.84 W C 70 6.0 32.96 N 117.82 W C 74 6.0 32.95 N 117.83 W C 75 6.0 32.99 N 117.80 W C 72 6.0 32.97 N 117.83 W C 73 6.0 32.99 N 117.80 W C 71 6.0 4.3 4.5 4.2 4.3 4.2 4.2 4.7 4.5 4.5 4.2 4.1 4.6 4.1 4.0 4.2 4.0 4.0 4.2 4.7 4.2 4.7 4.2 4.2 4.5 5.2 4.2 4.1 4.6 4.1 4.3 4.1 4.3 4.0 4.3 4.8 5.4 4.3 4.1 4.3 4.0 4.1 4.1 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION ' A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-14 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172,0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE i 02-21-1987 23:15:29 34.13 N 117.45 W A 72 8.5 4.0 10-01-1987 14:42:20 34.06 N 118.08 W A 51 9.5 5.9 10-01-1987 14:45:41 34.05 N 118.10 W A 50 13.6 4.7 �• 10-01-1987 14:48:03 34.08 N 118.09 W A 52 11.7 4.1 10-01-1987 14:49:05 34.06 N 118,10 W A 51 11.7 4.7 10-01-1987 15:12:31 34.05 N 118.09 W A 50 10.8 4.7 10-01-1987 15:59:53 34.05 N 118.09 W A 50 10.4 4.0 10-04-1987 10:59:38 34.07 N 118.10 W A 52 8.3 5.3 02-11-1988 15:25:55 34.08 N 118.05 W A 52 12.5 4.7 06-26-1988 15:04:58 34.14 N 117.71 W A 61 7.9 4.7 11-20-1988 05:39:28 33.51 N 118.07 W C 18 6.0 4.9 --� 12-03-1988 11:38:26 34.15 N 118.13 W A 61 14.3 5.0 01-15-1989 15:39:55 32.95 N 117.74 W C 77 6.0 4.3 01-19-1989 06:53:28 '33.92 N 118.63 W A 72 11.9 5.0 02-18-1989 07:17:04 34.01 N 117.74 W A 46 3.3 4.1 04-07-1989 20:07:30 33.62 N 117.90 W A 3 12.9 4.7 06-12-1989 16:57:18 34.03 N 118.18 W A 50 15.6 4.6 J 06-12-1989 17:22:25 34.02 N 118.18 W A 50 15.5 4.4 12-28-1989 09:41:08 34.19 N 117.39 W A 81 14.6 4.3 02-28-1990 23:43:36 34.14 N 117.70 W A 62 4.5 5.4 ^1 03-01-1990 00:34:57 34.13 N 117.70 W A 60 4.4 4.0 03-01-1990 03:23:03 34.15 N 117.72 W A 62 11.4 4.7 _J 03-02-1990 17:26:25 34.15 N 117.69 W A 62 5.6 4.7 04-04-1990 08:54:39 32.97 N 117.81 W C 73 6.0 4,3 04-17-1990 22:32:27 34,11 N 117.72 W A 57 3.6 4.8 I 06-28-1991 14:43:54 34.26 N 118.00 W A 71 10.5 5.4 "J 06-28-1991 17:00:55 34.25 N 117.99 W A 70 9.5 4.3 01-17-1994 12:30:55 34.21 N 118.54 W A 86 18.4 6.7 -i 01-17-1994 12:30:55 34.22 N 118.54 W A ' 86 17.4 6.6 01-17-1994 12:31:57 34.28 N 118.47 W A 88 .0 5.9 J 01-17-1994 12:34:18 34.30 N 118.50 W D 92 10.0 4.4 01-17-1994 12:39:39 34.26 N 118.53 W A 90 14.8 4.9 01-17-1994 12:40:09 34.32 N 118.50 W C 94 3.9 4.8 1 01-17-1994 12:54:33 34.31 N 118.45 W A 90 1.0 4.0 .J 01-17-1994 12:55:46 34.27 N 118.58 W B 93 16.5 4.1 01-17-1994 13:06:27 34.25 N 118.54 W A 90 .0 4.6 01-17-1994 13:26:44 34.32 N 118.45 W C 91 2.3 4.7 01-17-1994 13:28:13 34.27 N 118.58 W B 93 .0 4.0 01-17-1994 13:56:02 34.28 N 118.62 W A 97 19.4 4.4 01-17-1994 14:14:30 34.33 N 118.44 W A 92 1.9 4.5 01-17-1994 15:07:03 34.30 N 118.47 W A 91 2.6 4.2 01-17-1994 15:07:35 34.31 N 118.47 W A 91 1.6 4.1 J NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B +- 2 km horizontal distance; +- 5 km.depth C a +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-15 , i Hoag Memorial Hospital Presbyterian-Geotechnica!Investigation October 21, 1997 Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 01-17-1994 17:56:08 34.23 N 118.57 W A 90 19.2 4.6 01-17-1994 19:35:34 34.31 N 118.46 W A 90 2.1 4.0 01-17-1994 20:46:02 34.30 N 118.57 W A 95 9.5 4.9 01-17-1994 22:31:53 34.34 N 118.44 W A 93 .0 4.1 01-18-1994 11:35:09 34.22 N 118.61 W A 91 12.1 4.2 01-18-1994 13:24:44 34.32 N 118.56 W A 97 1.7 4.3 01-19-1994 14:09:14 34.22 N 118.51 W A 85 17.5 4,5 01-21-1994 18:39:15 34.30 N 118.47 W A 90 10.6 4.5 01-21-1994 18:39:47 34.30 N 118.48 W A 90 11.9 4.0 01-21-1994 18:42:28 34.31 N 118.47 W A 91 7.9 4.2 01-21-1994 18:52:44 34.30 N 118.45 W A 89 7.6 4.3 01-21-1994 18:51:44 34.30 N 118.46 W A 89 7.7 4.3 01-23-1994 08:5S:08 34.30 N 118.43 W A 88 6.0 4.1 01-24-1994 04:15:18 34.35 N 118.55 W A 99 6.5 4.6 01-27-1994 17:19:58 34.27 N 118.56 W .A 93. 14.9 4.6 01-28-1994 20:09:53 34.38 N 118.49 W A 98 .7 4.2 01-29-1994 11:20:35 34.31 N 118.58 W A 97 1.1 5.1 01-29-1994 12:16:56 34.28 N 118.61 W A 96 2.7 4.3 02-03-1994 16:23:35 34.30 N 118.44 W A 89 9.0 4.0 02-06-1994 13:19:27 34.29 N 118.48 W A 90 9.3 4.1 02-25-1994 12:59:12 34.36 N 118.48 W A 96 1.2 4.0 03-20-1994 21:20:12 34.23 N 118.47 W A 84 13.1 5.2 05-25-1994 12:56:57 34.31 N 118.39 W A 88 7.0 4.4 06-15-1994 05:59:48 34.31 N 118.40 W A 88 7.4 4.1 12-06-1994 03:48:34 34.29 N 118.39 W A 86 9.0 4.5 06-21-1995 21:17:36 32.98 N 117.82 W C 72 6.0 4.3 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A a +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C a +- 5 km horizontal distance; no depth restriction D e >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. • _J Hoag Memorial Hospital Presbyterian-Geotechnica! Investigation October 21, 1997 Law/Crandall Project 70131-6-0172,0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) SEARCH OF EARTHQUAKE DATA FILE SITE: Hoag Hospital - Newport Beach COORDINATES OF SITE 33.6220 N 117.9350 W DISTANCE PER DEGREE 110.9 KM-N 92.8 KM-W MAGNITUDE LIMITS 4.0 - 8.5 TEMPORAL LIMITS .. 1932 - 1996 SEARCH RADIUS (KM) 100 NUMBER nF YEARS OF DATA 64.16 NUMBER OF EARTHQUAKES IN FILE 3887 NUMBER OF EARTHQUAKES IN AREA 363 LAW / C R A N D A L L B-17 —J Hoag Memorial Hospital Presbyterian—Geotechnicallnvestigation October 21, 1997 Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 kniof the Site (RICHTER DATA 1906-1931) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 05-15-1910 15:47:00 33.70 N 117.40 W D 50 .0 6.0 04-21-1918 22:32:25 33.75 N 117.00 W D 88 .0 6.8 07-23-1923 07:30:26 34.00 N 117.25 W D 76 .0 6.3 SEARCH OF EARTHQUAKE DATA F I L E 2 SITE: Hoag Hospital - Newport Beach COORDINATES OF SITE 33.5220 N 117.9350 W DISTANCE PER DEGREE 110.9 KM-N 92.8 KM-W MAGNITUDE LIMITS 6.0 - 8.5 TEMPORAL LIMITS 1906 - 1931 SEARCH RADIUS (KM) 100 NUMBER OF YEARS OF DATA 26.00 NUMBER OF EARTHQUAKES IN FILE 35 NUMBER OF EARTHQUAKES IN AREA 3 LAW / C R A N D A L L B-18 TJ 1 J Hoag Memorial Hospital Presbyterian—Geotechnical Investigation October 21, /997 Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List rf Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (NOAA/CDIIG DATA 1812-1905) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 02-09-1890 04:06:00 34.00 N 117.50 W D 58 .0 7.0 SEARCH OF EARTHQUAKE DATA FILE 3 SITE: Hoag Hospital - Newport Beach COORDINATES OF SITE 33.6220 N :17.9350 W DISTANCE PER DEGREE MAGNITUDE LIMITS TEMPORAL LIMITS SEARCH RADIUS (KM) 110.9 KM-N 92.8 KM-W 7.0 - 8.5 NUMBER OF YEARS OF DATA NUMBER OF EARTHQUAKES IN FILE 1812 - 1905 100 94.00 9 NUMBER OF EARTHQUAKES IN AREA 1 LAW / C R A N D A L L B-19 J Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site SUMMARY OF EARTHQUAKE 'SEARCH NUMBER OF HISTORIC EARTHQUAKES WITHIN 100 KM RADIUS OF SITE MAGNITUDE RANGE NUMBER 4.0 - 4.5 243 4.5 - 5.0 85 5.0 - 5.5 25 5.5 - 6.0 6 6.0 - 6.5 3 6.5 - 7.0 4 7.0 - 7.5 1 7.5 - 8.0 0 8.0 - 8.5 0 LAW / C R A N D A L L B-20 4. Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site COMPUTATION OF RECURRENCE CURVE LOG N = A - BM BIN MAGNITUDE RANGE NO/YR (N) 1 2 4.50 4.50 - 8.50 1.84 3 5.00 5.00 - 8.50 .537 4 5.50 5.50 - 8.50 .153 1 5 6.00 6.00 - 8.50 .604E-01 6 6.50 6.50 - 8.50 .494E-01 -.� 7 7.00 7.00 - 8.50 .541E-02 NU _1 8 7.50 7.50 - 8.50 .000 J J 1 4.00 4.00 - 8.50 5.58 9 8.00 8.00 - 8.50 .000 A = .929 B = .5276 (NORMALIZED) A = 4.148 B = .8726 SIGMA = .162 LAW / C R A N D A L L B-21 1 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21, 1997 Law/Crandall Proje.:t 70131-6-0172.0002 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site COMPUTATION OF DESIGN MAGNITUDE RISK CONSTANT AREA TABLE OF DESIGN MAGNITUDES RETURN PERIOD (YEARS) DESIGN MAGNITUDE DESIGN LIFE (YEARS) 25 50 75 100 25 50 75 100 .01 2487 4974 7462 9949 8.23 8.35 8.40 8.42 .0E 487' 974 1462 1949 7.73 7.98 8.10 8.18 .1C 237 474 711 949 7.43 7.72 7.87 7.97 .21 112 224 336 448 7.08 7.40 7.58 7.69 .30 70 140 210 280 6.86 7.19 7.37 7.50 .50 36 72 108 144 6.54 6.87 7.07 7.20 .70 .. 20 41 62 83 6.27 6.61 6.80 6.94 .90 .. 10 21 32 43 5.95 6.29 6.49 6.63 MMIN = 4.00 MMAX = 8.50 MU = 4.54 BETA = 2.009 LAW / C R A N D A L L B-22 1 • J Hoag Memorial Hospital Presbyterian-Geotechnical Investigation October 21, 1997 Law/Crandall Project 70131-6-0172.0002 Table 13-5: Horizontal Ground Motion Pseudo Spectral Acceleration in g's 2% damping 5% damping 10% damping Period 10% in 50 10% in 100 10% in 50 10% in 100 10% in 50 10% in 100 0.01 0.37 0.46 0.37 0.46 0.37 0.46 0.03 0.37 0.46 0.37 0.46 0.37 0.46 0.1 0.76 0.98 0.60 0.77 0.51 0.65 0.15 1.04 1.30 0.80 1.01 0.64 0.81 0.2 1.12 1.41 0.86 1.08 0.67 0.85 0.3 1.06 1.35 0.81 1.03 0.62 0.80 0.4 0.93 1.20 0.71 0.92 0.55 0.71 0.5 0.81 1.05 0.62 0.82 0.48 0.63 0.6 0.72 0.94 3.55 0.73 0.42 0.56 0.7 0.65 0.85 0.49 0.65 0.38 0.51 0.3 0.59 0.77 0.44 0.59 0.34 0.46 0.9 •0.53 0.69 0.40 0.54 0.31 0.42 1 0.49 0.64 0.37 0.49 0.29 0.38 1.3 0.39 0.50 0.29 0.38 0.23 0.30 1.6 0.32 0.41 0.24 0.31 0.19 0.24 2 0.25 0.32 0.19 0.24 0.15 0.19 B-23 Hoag Memorial Hospital Presbyterian-Geotechnica! Investigation October 21. 1997 Law/Crandall Project 70131-6-0172.0002 Table B-6: Horizontal Ground Motion Pseudo Spectral Acceleration in Inches per Second 2% damping 5% damping 10% damping Period 10% in 50 10% in 100 10% in 50 10% in l00 10% in 50 10% in 100 0.01 0.23 0.28 0.23 0.28 0.23 0.28 0.03 0.69 0.85 0.69 0.85 0.69 0.85 0.1 4.70 6.01 3.69 4.72 3.12 4.00 0.15 9.58 12.02 7.39 9.29 5.93 7.49 0.2 13.81 17.35 10.55 13.27 8.27 10.47 0.3 19.61 24.92 14.86 19.01 11.43 14.72 0.4 22.87 29.45 17.42 22.62 13.41 17.56 0.5 24.91 32.33 19.13 25.10 14.72 19.50 0.6 26.60 34.70 20.25 26.75 15.64 20.84 0.7 27.94 36.53 21.16 28.05 16.34 21.84 0.8 28.88 37.78 21.77 28.87 16.94 22.65 0.9 29.42 38.44 22.39 29.66 17.40 23.23 I 30.09 39.23 22.72 30.03 17.68 23.55 1.3 30.85 39.92 23.29 30.46 18.11 23.88 1.6 31.28 40.22 23.31 30.19 18.22 23.76 2 31.11 39.66 23.51 30.11 18.23 23.45 B-24 4,1 J 5C 94Iq3wq7 LOWER CAMPUS SUPPORT SERVICES BUILDING HOAG MEMORIAL HOSPITAL PRESB YTERIAN MASTER PLAN PROJECT MITIGATION MEASURE #69 Prepared by Prepared for: City of Newport Beach Newport Beach, CA October 9, 1997 Project No. 1961 GEOSCIENCE ANALYTICAL, INC. Geochemical, Environmental & Litigation Consultants Established March 1981 61141 i aeoScience Analytical Inc. 'established Much 1981" '4 INDUSTRIAL ST. SIMI VALLEY, CA 93063 (805) 526-6532 FAX 526-3570 Email GEOSCl10@aol.com October 9,1997 Mr. Leif Thompson Vice President Facilities Design & Construction 1 Hoag Drive Newport Beach, CA 92658 RE: Support Services Building - Lower Campus Mitigation Measure #69 Dear Mr. Thompson: Hoag Hospital Master Plan Project Mitigation Measure #69 states: "Project Sponsor shall submit plans to the City of Newport Beach indicating where gas test boring will be drilled' under each proposed main building site once specific building plans are complete. Such testing shall be carried out, and test results submitted to the City's building offi- cial, prior to issuance of grading permits. If a major amount of gas is detected, a directionally drilled well will be permanently completed and put into the existing gas collection system." Test borings to quantify the possible presence and concentration of methane and hydrogen sulfide beneath the proposed Support Services Building have been carried out. In a report entitled "Partial Environmental Audit Lower Campus Mitiga- tion Measure 69 Hoag Memorial Hospital Presbyterian Newport Beach, CA", dated January 17, 1996, attached herewith as Appendix I, the results of two (2) soil bor- ings, one (1) beneath the location of the offices of the Support Services Building, and one (1) beneath its parking structure, were reported. In summary, high concen- trations of methane gas were found beneath the proposed office location and, to a lesser degree, beneath the proposed parking structure. An enhanced soil gas ex- traction system was recommended along with the addition of another gas extraction well in the southwestern portion of the site. This report will be provided to the City of Newport Beach before issuance of grading permits. In a letter report dated 25 January 1996, attached herewith as Appendix II, Environmental Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry Page 2 of 2 the locations and results of eleven (11) further soil borings were detailed. In sum- mary, pressurized soil gas, with high concentrations of methane and hydrogen sul- fide, were identified near the northeast comer of the Intersection of Hoag Drive and West Coast Highway. A nonpressurized soil gas, with lower concentrations of methane, was identified in the eastern portion of the building site. It was concluded that excavation at this location will not encounter a gas charged sand at depths less than 25' below existing grade. It was recommended that excavations come no closer than 15' of the gas charged zone. This report will be provided to the City of Newport Beach prior to issuance of grading permits. In a report entitled "Shoring, Elevator & Sump Soil Boring investigation Sup- port Services Site Lower Campus Newport Beach, CA" dated October 25, 1996, at- tached herewith as Appendix III, the results of a study to investigate the locations of shoring, an elevator piston and dewatering sumps were reported. The investigation was required by building design changes subsequent to the two (2) studies refer- enced herein above and consisted of seventeen (17) borings to depths of 18' to 100' below existing grade. In summary, it was concluded that soil gas would not negatively impact either the proposed elevator piston or the proposed dewatering sumps. It was further concluded that some of the shoring piles would be affected by the soil gas and building design modifications were therefore recommended for a portion of the building at the westem end of the site. This report will be provided to the City of Newport Beach prior to the issuance of grading permits. In a letter report dated August 19,1997, attached herewith as Appendix IV, the subject of which was "Support Services Building - Design Change Interaction with Subsurface Gas Plume" the results of four (4) soil borings were reported. The borings were undertaken to address issues associated with building design changes subsequent to the date of the report described above. The borings investi- gated soil gases within the eastem portion of the building pad and were sited to pro- vide information about potential gas impacts on shoring tiebacks, a second elevator piston and a deepening of the east end of the parking garage. In summary, it was concluded that the deepening of the parking structure will not present any additional soil gas interaction. It was further concluded that neither the proposed second ele- vator piston, nor the proposed tiebacks, will present unmitigable soil gas interaction. This report will be provided to the City of Newport Beach prior to the issuance of a grading permit. As a result of the studies identified herein above, design changes have been incorporated into the Support Services Building to minimize impacts of soil gas on the proposed building. The existing gas extraction system has been modified to fur- ther reduce soil gas migration to the surface. Also, the proposed passive sub -slab gas venting system, an integral part of the Support Services Building, has been de- signed so that it may be converted to an active extraction system. This conversion shall be by connection to the proposed gas extraction system that is anticipated to be installed prior to Support Services construction. The proposed gas extraction Page 3of3 system will contain variable pressure extraction capabilities which will increase ex- traction efficiency. The Support Services Building passive sub -slab venting system may therefore be brought on-line to the gas extractionfflare system with no deleteri- ous effects to overall gas removal. Should soil gas be present beneath the pro- . posed Support Services structure, the passive venting system may then be converted to an active system. This conversion will be superior to the additional well recommended in the January 17,1996 study referenced herein above and called for in the subject Mitigation Measure. No additional gas extraction wells are therefore recommended at this time as a part of the Support Services development project. Sincerely yours, Louis J. Pa • olfi Vice President -Operations i mHOAGt016.wsd APPENDIX I PARTIAL ENVIRONMENTAL AUDIT LOWER CAMPUS MITIGATION MEASURE 69 HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA JANUARY 19, 1996 PARTIAL ENVIRONMENTAL AUDIT LOWER CAMPUS MITIGATION MEASURE 69 HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA January 17, 1996 Project No. 1630 Prepared for: Hoag Memorial Hospital Presbyterian 301 Newport Blvd., Box Y Newport Beach, CA 92658 Fleet E. Rust, Ph.D. Registered Environmental Assessor CA R.E.A. No. 01680 Prepared by: GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93065 (805) 526-6532 -1- CONTENTS 1. Contractor's Disclaimer . 5 2. Executive Summary . 7 2.A. Site History . 2.B. Soil Gas Concentrations in Relation to Proposed Structures. 8 2.C. Figure A: Area of Investigation ▪ . 8A 3. Summary . ▪ 9 4. Findings . ▪ . 10 CONTENTS (cont.) • 5. Analytical Protocol . . 11 5.A. Laboratory Analyses . . 5.A.1. C1-C7 Hydrocarbons 5.A.2. CO2, 02 & N2 Fixed Gases . 5.B. Field Analyses . . . 12 5.B.1. Methane 5.8.2. Hydrogen Sulfide . 6. Results and Discussion . . . . . . . 13 7. Mitigation . •. 15 CONTENTS (cont.) 8. Figures and Tables . 8.A. Figure 1: Soil Boring Locations 8.B. Methane in Soil Boring Gas . 8.B.1. Figure 2: Soil Boring No. 1 . 8.B.2. Figure 3: Soil Boring No. 2 . 8.C. Figure 4: Proposed Extraction Well Schematic . 21 8.D. Table 1: Soil Boring Coordinates . 8.E. Table 2: C1-C7 Hydrocarbons in Soil Boring Gas . CONTENTS (cont.) 9. Appendices• • . 25 9.A. Appendix I: Soil Boring Logs . . . . 9.B. Appendix II: Site Health and Safety Plan . . 9.C. Appendix III: Text of Mitigation Measure No. 69 . 5- CONTRACTOR'S DISCLAIMER PROFESSIONAL SERVICES HAVE BEEN PERFORMED BY GEOSCIENCEAN- ALYTICAL, INC. USING THAT DEGREE OF CARE AND SKILL ORDINARILY EXER- CISED, UNDER SIMILAR CIRCUMSTANCES, BY REPUTABLE GEOCHEMISTS PRACTICING IN SOUTHERN CALIFORNIA. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE INFORMATION AND ADVICE INCLUDED IN THIS REPORT. WE HAVE NOT INSPECTED OR PASSED JUDGMENT UPON THE WORK OF ANY OIL COMPANY, THEIR CONTRACTORS OR THEIR SUBCONTRACTORS, IN CAPPING OIL OR GAS WELLS LOCATED ON THE SUBJECT PROPERTIES WHICH ARE IDENTIFIED IN THIS REPORT. WE HAVE NOT REVIEWED ANY PUBLIC OR PRIVATE RECORDS, IN SEARCH OF THE EXISTENCE OR LOCATION OF OTHER OIL OR GAS WELLS, HIDDEN, VISIBLE, OLD OR INADEQUATELY CAPPED, WHICH MIGHT BE LOCATED ON OR NEAR THE SUBJECT PROPERTY, WHETHER SUCH WELLS MIGHT BE KNOWN OR UNKNOWN TO THE CALIFORNIA DIVISION OF OIL OR GAS. WITHOUT IN ANY WAY LIMITING OR QUALIFYING THE FOREGOING, BY RE- QUESTING OR RELYING UPON THIS REPORT, YOU WILL BE DEEMED TO AC- KNOWLEDGE: (1) WE ARE NOT TO BE HELD LIABLE BY YOU, OR ANY PARTY CLAIMING THROUGH YOU, OR ANY PERSON INJURED UPON THE PROPERTY, FOR ANY LOSS, COST, LIABILITY, EXPENSE, ATTORNEYS FEES AND COSTS, OR CONSEQUENTIAL DAMAGES OCCURRING AS A RESULT OF ERRORS OR OMIS- SIONS ON THE PART OF THE STATE OF CALIFORNIA, THE CITY OF NEWPORT BEACH, THE REDEVELOPMENT AGENCY OF THE CITY OF NEWPORT BEACH, OR ANY OIL COMPANY, OR THEIR CONTRACTORS OR SUBCONTRACTORS IN CAP- PING THE OIL OR GAS WELL(S) IDENTIFIED IN THIS REPORT, OR: (2) AS A RE- egeS �.I 6- SULT OF BREAKAGE OF OR SEEPAGE FROM UNDER THOSE OIL OR GAS WELL CAPS, OR AS A RESULT OF THE MIGRATION AND SUBSEQUENT EXPLOSION OF BIOGENIC OR PETROGENIC GAS, AS A RESULT OF EARTH -SHAKING ASSOCI- ATED WITH EARTHQUAKES, EXPLOSIONS, EXCAVATION, DEMOLITION, SEISMIC VELOCITY TESTING, SOIL TESTING, WELL DRILLING OR THE LIKE; AND (3) WE HAVE DISCLOSED TO YOU THAT, IN OUR OPINION AS PROFESSIONAL GEO- CHEMISTS, IT IS UNWISE TO BUILD STRUCTURES OR PAVED SURFACES OVER ABANDONED OIL OR GAS WELLS, OR WITHIN A HIGH POTENTIAL METHANE ZONE, GIVEN THE RISKS DESCRIBED IN (2) ABOVE, WITHOUT SATISFACTORY MITIGATION. FURTHERMORE, THE INFORMATION CONTAINED HEREIN IS SUBMITTED FOR THE SOLE AND EXCLUSIVE USE OF HOAG MEMORIAL HOSPITAL PRESBYTERIAN AND THE CITY OF NEWPORT BEACH AND SHALL NOT BE DISCLOSED OR FURNISHED TO ANY OTHER ENTITY, CORPORATION, OR THIRD PARTY, FOR PURPOSES OUTSIDE THE SPECIFIC SCOPE AND INTENT OF THIS CONTRACT, WITHOUT THE EXPRESS WRITTEN CONSENT OF GEOSCIENCE ANALYTICAL, INC. ANY UNAUTHORIZED DISSEMINATION OR REUSE OF THIS DOCUMENT WILL BE AT THE USER'S SOLE RISK AND WITH THE CONDITION THAT GEOSCIENCE ANALYTI- CAL, INC. BE HELD HARMLESS FROM ANY AND ALL CLAIMS FOR LOSSES OR DAM- AGES AND EXPENSES ARISING OUT OF OR RESULTING FROM SUCH UNAUTHORIZED DISCLOSURE OR REUSE. THE ENVIRONMENTAL SERVICES OUTLINED IN THIS REPORT HAVE BEEN CON- DUCTED IN ACCORDANCE WITH CURRENT PRACTICE AND THE STANDARD OF CARE EXERCISED BY ENVIRONMENTAL CONSULTANTS PERFORMING SIMILAR TASKS IN THE SOUTHERN CALIFORNIA AREA. _! ONLY LIMITED SAMPLING AND CHEMICAL ANALYSES WERE INCLUDED IN THIS AS- SESSMENT. IN THE EVENT ANY CONDITIONS DIFFERING FROM, OR ADDITIONAL TO, THOSE DESCRIBED IN THIS ASSESSMENT ARE ENCOUNTERED AT A LATER TIME, GEOSCIENCE ANALYTICAL, INC. RESERVES THE RIGHT TO REVIEW SUCH CONDITIONS AND TO MODIFY, AS APPROPRIATE, THE ASSESSMENTS AND ANY CONCLUSIONS PROVIDED IN THIS REPORT. EXECUTIVE SUMMARY At the request of Hoag Memorial Hospital Presbyterian ('Client'), GeoScience Ana- lytical, Inc. has conducted a soil gas evaluation as required by Mitigation Measure 69 (see Appendix III) of the Hoag Hospital Master Plan Project E.I.R. on property proposed for ex- pansion of the Hospital (Lower Campus) located northeast of the intersection of Hoag Drive and West Coast Highway (see Figure A). SITE HISTORY The Lower Campus property has been known to contain methane and hydrogen sulfide in the near surface soils for several decades. Groundwater seepage also occurs on a part of the site north of the intersection of Hoag Drive and West Coast Highway. The source of the water is from groundwater seepage along the contact between the terrace materials which overlie the Monterey Formation bedrock and the bedrock. The Monterey Formation is most likely the source of the methane and hydrogen sulfide gas which are being produced from various sand horizons. In 1976, three gas extraction wells were com- pleted on the Lower Campus along West Coast Highway. The gas from these wells cur- rently is extracted with a suction pump system and flows through a series of pipes into a burner. In 1989, two of the extraction wells were relocated to allow for the widening of West Coast Highway. The existing gas extraction system reduces, but does not eliminate, a potentially hazardous situation for both the subject site as it is currently used and the surrounding public and private properties off site. In the absence of the gas extraction system, poten- tially hazardous and noxious concentrations of hydrogen sulfide and methane would vent naturally into the atmosphere and structures. SOIL GAS CONCENTRATIONS IN RELATION TO PROPOSED STRUCTURES Characterization of the site with respect to soil gases has identified very high (five (5) times the Lower Explosive Limit) concentrations of methane (250,150.0 ppm v/v) in the soil gas beneath the southwestem edge of a structure proposed for the westem end of the • property. There is a much smaller concentration of methane in the soil gas (5,965.0 ppm v/v) beneath the structure proposed for the eastem portion of the property. No hydrogen sulfide was encountered above the limits of detection (1.0 ppm v/v) in either boring. The vapor extraction system that exists on the site should be modified to increase the rate of gas extraction in the southwest portion of the parcel. Another gas extraction well is required to reduce the methane present in the tested soils. Additionally, site grading within the southwest portion of the parcel has been recommended to be restricted to the removal of fill soils. (See "Partial Environmental Audit Lower Campus Mitigation Measure 52 Hoag Memorial Hospital Presbyterian Newport Beach, CA" December 28, 1995 by GeoScience Analytical, Inc.). FIGURE A AREA OF INVESTIGATION Cancer Center Child Care Center nendg West Coast Highway GEOSCIENCE ANALYTICAL, INC. 4454 Industrial Street Simi VcIley. CA 93063 TEL (805) 526-6532 FAX: 526-3570 SHEET TITLE: PROJECT: AREA OF INVESTIGATION HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH DATE:1/16/96 DWG. NO: SUMMARY At the request of Hoag Memorial Hospital Presbyterian, GeoScience Analytical, Inc. has characterized soil gas concentrations beneath two (2) buildings proposed for construc- tion on the Lower Campus. This study has been undertaken to satisfy mitigation measure 69, as contained in Mitigation Measures of the Hoag Hospital Master Plan Project E.I.R., which requires soil gas testing beneath main buildings (see Appendix III). Two (2) soil borings were advanced to twenty-five (25') and forty (40') feet below grade, respectively, northeast of the intersection of Hoag Drive and West Coast Highway and west of Newport Blvd. (Figure 1). The borings were situated to test the soil gas con- centrations beneath the two (2) proposed buildings. Soil gas samples were collected at depth intervals selected to reveal the variation of soil gas methane and hydrogen sulfide with depth. Final dept1.. •.s chosen to be below ground disturbance anticipated under the current development plans. Hoag Memorial Hospital Presbyterian, as Client, placed no constraints on the Contractor, nor did it suggest any interpretation of the data which were generated prior to completion of this report. Soil gas concentrations of methane in open boreholes ranged from a high of ap- proximately 250,000.0 ppm (v/v) to background levels (75.0 ppm). Hydrogen sulfide con- centrations were below the limit of detection (1.0 ppm v/v). The gas extraction system now in existence must be modified to prevent methane from adversely impacting the proposed westem structure. This will benefit both the subject property and surrounding properties with respect to alleviating currently existing hazards related to the migration of subsurface gases to the surface. FINDINGS GeoScience Analytical, Inc. has characterized soil gases on a portion of the Lower Campus of Hoag Memorial Hospital Presbyterian. The proposed use of the site is for ex- pansion of the Hospital by construction of two (2) buildings. The property evaluated is bounded by West Coast Highway, Hoag Drive and Newport Blvd. Two (2) soil borings were advanced to depths of twenty -fire (25') and forty (40') feet, respectively, below existing grade, one (1) beneath each of the proposed buildings, and gas samples were taken for characterization of the soil gases beneath each proposed building. The concentrations of methane gas in the open soil borings were as high as 250,150.0 ppm (v/v) or approximately five times the Lower Explosive Limit of 50,000 ppm v/v (L.E.L.). Hydrogen sulfide was not detected. The present gas extraction system will require modification in order to decrease the concentration of methane found in the soil gases. ANALYTICAL PROTOCOL Laboratory Analyses C1-C7 Hydrocarbons A 1.0cc aliquot of gas was analyzed by FID gas chromatography for methane, ethane, ethylene, propane, propylene, iso-butane, n-butane, cyclopentane, iso-pentane, n- pentane, cyclohexane, iso-hexane, n-hexane, iso-heptane and n-heptane. Results are re- ported as parts -per -million (v/v) in the gas phase. A 0.5cc aliquot of gas was analyzed by thermal conductivity gas chromatography. Concentrations are reported as parts -per -million (v/v) in the gas phase. -12- Field Analyses Methane (CH4) • A hand-held Bacharach Model 505 'Sniffer" was used to monitor for the presence of combustible gases (methane) at each soil boring. Sensitivity ranges from 0 to 100% LEL. The meter was calibrated daily. Hydrogen Sulfide (H A hand-held Bacharach Model 505 °Sniffer" was used to monitor for the presence of I-12S at each boring. Sensitivity ranges from 0 to 100 ppm v/v of H2S with a minimum de- tectable concentration of 1.0 ppm (v/v). The meter was calibrated daily. -13- RESULTS AND DISCUSSION This investigation has been limited to that portion of the Lower Campus bounded by Hoag Drive, West Coast Highway and Newport Blvd. Under the current investigation, two (2) soil borings have been advanced to twenty- five (25) and forty (40') feet below grade, respectively (see Boring Logs, Appendix I). Borehole locations were chosen to be beneath each of the two (2) proposed main build- ings for the site (see Table 1). Gas samples were collected at selected intervals and ana- lyzed for their C1-C7 hydrocarbon content (Table 2) as well as carbon dioxide, oxygen and nitrogen (Table 3). A hand held Bacharach Model 505 "sniffer was used to monitor hydro- gen sulfide concentrations at each gas sampling interval (Table 3). No sampling interval contained a measurable concentration of hydrogen sulfide above the limit of detection of 1.0 ppm v/v. The concentrations of methane in the open boreholes ranged from background (75.0 ppm v/v) to a high of 250,150.0 ppm (v/v), with all samples taken after a five (5') minute equilibration of the borehole with the surrounding soil. The maximum methane con- centration 250,150.0 ppm (v/v), was seen in the westem soil boring, SB-1, at its maximum depth of 25.0'. The maximum concentration of methane in SB-2, 5,965.0 ppm (v/v), was seen at 40' below grade. When methane was present at higher concentrations, it was quite dry with only small concentrations of ethane and trace amounts of higher homo- logues (Table 2). At the lower concentrations of methane, ethane was an appreciable frac- tion of methane, but higher homologues were only present in trace amounts, if at all. The Increase in methane concentration with depth (Figure 2, 3) in both borings indicates that neither reached the source of the methane. -14- The concentrations of carbon dioxide increased with depth in both soil borings (Table 3) indicating that there is a CO2 content in the underlying source. The CO2 concen- tration and N2/O2 ratios are consistent with no bacterial degradation of the source gas. Neither boring encountered the gas charged sand which is the source of the methane (see "Partial Environmental Audit Lower Campus Mitigation Measure 52 Hoag Memorial Hospital Presbyterian, Newport Beach, CA" dated December 28, 1995 by Geo- Science Analytical, Inc.). Nevertheless, the high concentration of methane in SB-1 is five (5) times the Lower Explosive Limit and is hazardous. The concentration of methane in SB-2 is approximately 10% of L.E.L. A hazardous condition created by methane present in the soil gas exists beneath the proposed location of a building on the western portion of the site considered in this re- port. The building proposed for the eastem portion of the site is not as significantly endan- gered by the soil gas methane beneath it. • -15- MITIGATION Very high concentrations (>LEL) of methane exist in the soil beneath the proposed location for a building on the western portion of the Lower Campus of Hoag Memorial Hos- pital Presbyterian which has been considered by this study. A much smaller concentration of methane is present on the eastem portion of the site beneath the proposed location of a second building. Mitigation is required to prevent the methane gas from accumulating beneath and negatively impacting the proposed western structure. Mitigation proposed for gases be- neath this structure will also benefit the proposed eastem structure. The existing vapor extraction system requires modification to increase its rate of gas removal in the southwestem portion of the site to prevent methane from accumulating beneath a proposed structure. An additional gas extraction well is necessary. It should be installed so that it withdraws gas from directly beneath the proposed structure. A gas ex- traction well installed prior to the construction of the proposed building is the most efficient way to achieve this goal (Figure 4). Removal of soil gas by this well will serve to minimize Jgas migration to the east where the second structure is proposed. Further investigations will be required to monitor decreases in soil gas methane concentrations in the vicinity of the proposed gas extraction well. In addition, the current gas extraction pump will require evaluation to ensure that its pumping rate is sufficient. Studies will be required to determine whether other less productive wells in the vapor ex- traction system should remain active in the future or be restricted or abandoned. During drilling operations, completion of the well and excavation, the Site Health and Safety Plan shall be observed (Appoadix I1). .y • -16- Very high concentrations (>LEL) of methane and hydrogen sulfide in shallow soil gases in the southwest comer of the property and, to a lesser extent in the eastem portion of the site, exist. The gases are present in concentrations which are extremely hazardous. Drilling and completing a well on the site may result in a serious conflagration and potential Toss of life. Therefore, the following precautions shall be observed. 1) During well drilling, completion and excavation activities, the monitor- ing of methane and hydrogen sulfide in the work areas is absolutely mandatory. If sustained combustible gas concentrations exceed 20% LEL methane in the breathing zone, and, if oxygen is greater than 19.5%, respirators (half -face) must be wom if work is to continue. If oxygen is less than 19.5%, activities must be halted and personnel withdrawn. If sustained readings exceed 25% LEL methane, the area must be evacuated until vapor levels dissipate. 2) Hydrogen sulfide concentration will be monitored in the work zone. In the event hydrogen sulfide readings exceed 10.0 ppm in the breath- ing zone within the work area, all personnel are to evacuate the work area or wear respirators. 3) During all phases of drilling, excavation and completion, a registered environmental assessor or certified geologist should be present. In the event native sand is encountered other than thin stringers, exca- vation should be immediately halted until the sand is evaluated for gas composition. These mitigation measures apply to drilling and completion operations. Other mea- sures will be part of reports that deal specifically with building or excavation plans. (See Mitigation Measure 52, referenced herein above). Additionally, Hoag Master Plan Project E.I.R. calls for mitigation measures related to buildings, excavation and methane. The City of Newport Beach may request an independent review of the above mitigation measures for completeness. roHOAGz1Drn1d -18- FIGURE 1. SOIL BORING LOCATIONS Child Care Center T. r %i i //�� i W Cancer Center i 0 IOUII. West Coast Highway GEOSCIENCE ANALYTICAL, INC. 4454 Industrial Street Simi Valley, CA 93063 TEL (805; 626-6532 FAX 526-3570 • Legend O GeoScience Analytical Soil Boring (SB) SHEETMITIGATION MEASURE 69 INVESTIGATION TITLE: PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH JOB 1630 N. LJP Oy: D FER DATE: 1/16/96 DWG. NO: ....,,z.A w. FIGURE 2 METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1) 300,000.0 Lower Exp7 ,„.re Limit 5.0 10.0 15.0 20.0 25.0 Depth (ft.) FIGURE 3 Lower Explosive Limit T -21- FIGURE 4 Existing Gas Extraction Well No. 6 s • H2S 7 CH4 Proposed Buildings to exhaustxhblower H2S CH4 • 411141 H2SA. CH4 H2S CH4 Proposed Gas Extraction Well Final Grade GEOSCIENCE ANALYTICAL, INC. Simi Val�ley,CCAS930063 TEL (805) 526-6532 FAX 526-3570 SHEETPROPOSEDGAS EXTRACTION WELL TITLE: PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH NO. 1630 DWN. UP Ba%D FER DATE 16I96 DWG. NO: 1 -22- Table 1. Soil Boring Coordinates SB-1 53'N of West Coast Highway N Curb; 71.5'E of Hoag Drive E Curb SB-2 67'N of West Coast Highway N Curb; 138W of Newport Blvd. W Curb CO 0 LL. 0 03 —J co 0 co cc 0 0 ce >- 9 (NI a) .7) WY .•• 2 4.. ocio66 vvvvv ir M.. 41 04 er ocicici r v er v r v 1,„ .- Ci v •-• Ci v r 6 . co i ci ti- ri r 6 gitt 6 Ce cn a rrrWO ci vvvv ci o ci T- qr—em 0000 v v Z. • a 4,42 7, "olv.clul 66oy-c4 v 01re-10 cocici6 v v .w. • • Th $ ..,,k .- CS vvvvv .1-. C; .r. CS 0 ci 0.1 6 0 ocioo 1..•. v .7 v at 0 9 Nu 0000*1 v 0101,- rrrco. — 6 v 6 v .- a 0 '4g vi 7 N 000 9. o) Th3 r-: oi sn 4 .- 6 v <- ci v to cti ea C. ts ,.....i r 000 v r vv r C! 1- 0000 m- v r v r 4 0 iE ..:. el C3 el 'c' eR m— 2.01 CI et et CS A— CS V Ass CS V et ei .‘..L'i I 0.5 R el cct 0, ul ir.- <0.11 ...w...- v 0 co ,'.4. cs vvvvv ci o d ci I <0.11 000 v v v Pi 0 M t... Wu' CD N A— V CI t... CO CO 0 C'100 A— 12 A—. 12 CAI CI M pt g. ra C) V A— CD CAI C2 1141 CD V 0 CD A— 0 V <0.11 CI CD A— CD V . csi 0 N CD. N 7.81 CD. 0 _ .C1 re- 04 9 o CI N CI co V. el Vr . o . r. r C it,4 9V* {1 CD . 0 CA CD . A— 04 CO CD . 01 C) et CD . til 03 CO N ,-- CD o 10 re a to N 0 . co U, (N1 CD . up a— CNI CD . CAI CI 16gn CD . in CO szs n itt 8 ALH.1 10.0 1 Oi tai I 20.0 1 0 wi q o 20.0 I o ci 0. o N z = CB r...-1-117 , mo5MoSM 0.40.40.40.4 mmom -24- Table 3. CO2, 02, N2 & H2S IN SOIL BORING GAS (PPM) rBonittIMAi €?ettiatal CO20 MOMS tgagN20246023 623'A SB-1 5.0 5,980.0 207,069.0 786,861.0 3.80 <1.0 88-1 10.0 6,720.0 206,803.0 785,848.0 3.80 <1.0 SB-1 15.0 7,240.0 206,594.0 785,056.0 3.80 <1.0 86-1 20.0 12,611.0 182,040.0 812,364.0 5.01 <1.0 88-1 25.0 30,968.0 63,360.0 643,960.0 10.16 <1.0 SB-2 10.0 6,250.0 206,475.0 784,607.0 3.80 <1.0 SB-2 20.0 6,786.0 216,352.0 774,136.0 3.58 <1.0 SB-2 30.0 14,880.0 204,185.0 775,903.0 3.80 <1.0 1 88-2 40.0 21,089.0 212,693.0 760,233.0 3.57 <1.0 reHOAG1217 2 63'N of W Coast Highway N Curb; 71.6'E of Hoag Drive E Curb t -AGENCY DRILLING tOUIPMENT °E OF eLL CASING TYPE/SIZE OF SAND PAIN( NUMB ROFSAMPLES t WATER DEPTH (It) I_, W r'O City of Newport Beach I DRILLER FER GeoScience Analytical, Inc. Hydraulic 11 HP None None Dia URGED: 2(gas) UNDISTURBED: FIRST: None COMPLETION: DESCRIPTION BecomeSs CSY CLAY CLAYEY SILT row Becomes Clayey SILT Bottom of Boring at 25 feet. No Water Encountered Project: Hoag Memorial Hospital Presbyterian Project Number. 1830 SCREEN PERFORATION OF SEAL(S) TYPE/THICKNESS 24 HOURS: ELEVATION AND DATUM DATE STARTED TOTAL DEPTH 25.0 DRILLED (ft.) DIAMETER OF BORING (In.) SAMPLES Head - space 250,150 DATE FINISHED ROCK DEPTH (ft.) 5 0 DIAMETER OF WELL (In.) N/A LOGGED BY: D. Ortiz CHECKED BY: F. Rust Back- ground REMARKS No H2S odor No H2S odor O" H2O Pressure LOG OF SOIL BORING NO. 1 SB-1 HOAG4K1.drw fnnSntencw Analvtina) Inc. DRILLING 67'N of West Coast Highway; City of Newport Beach A&R Drilling Bucket Auger PE OF CASING None OF None OF SAMPLES P H (ft) BORING LOCATION DRILLING AGENCY `UR+MENr WELL CAS TYPE/SIZE BAND PACK NUMBER WATER DE o S 2s— 0— Mid - 411. 138W of Newport Blvd. W Curb DISTURBED: 4(gas) FIRST: None IDRILLER Steve 'SCREEN PERFORATION TYPE/THICKNESS OF SEAL(:.') UNDISTURBED: ELEVATION AND DATUM DATE 4 STARTED /13/94 TOTAL DEPTH DRILLED (ft.) 40.0 N/A N/A CORE: DESCRIPTION ASPHAL.7.ANP.BA$ BocomosC LLAAYSTONNE E Bottom of Boring at 40.0 feet. No Water Encountered COMPLETION: 24 HOURS: Project: Hoag Memorial Hospital Presbyterian Project Number. 1557 U 0 J O 5O O SAMPLES DATE 4/13/94 FINISHED ROCK DEPTH (ft) None I B DR NTER OF 14.0 IWAMETER OF EL (In.) WA I LOGGED BY: L J. Pandoff, CHECKED BY: F. Rust E Z 11 12 13 14 x (P�m) Head - space Back- ground 2,658 <10 2,716 5,032 5,965 <10 1120 1400 LOG OF SOIL BORING NO. 2 REMARKS No HaS odor SB-2 HOAawIAw SITE HEALTH AND SAFETY PLAN FOR THE HOAG MEMORIAL HOSPITAL . PRESBYTERIAN MASTER PLAN NEWPORT BEACH, CA BY GeoScience Analytical; !r_:. August 5, 1993 Fleet E. Rust, Ph.D. President 4454 Industrial Street Simi Valley, CA 93063 TEL (805) 526-6532 FAX (805) 526-3570 e. 2 dMi TABLE OF CONTENTS 1. General Information . . • 1.A. Administrative Information 1.B. Safety Equipment Requirements . 2. Introduction 3. Site Information • • • . • . • • 3.A. Site History ••• 3.B. Chemicals of Concern • • • • 5 • 7 10 4. Project Personnel and Responsibilities • 11 5. Job Site Hazard Assessment . • 13 5.A. Work Zones General Hazards 5.B. Chemical Hazards . • • 14 S.C. Inhalation Hazard . S.D. Dermal Exposure Hazard 5.E. Heat Stress • • ▪ 15 -1 S.F. Noise . . S.G. Electricity . •• S.H. Biological Hazard . • 16 6. Heavy Equipment Hazard: Safety Guidelines For Drilling and Excavation 6.A. Off -Road Movement of Drill Rigs and Backhoes • • . • 17 6.B. Overhead and Burh: Utilities 18 6.C. Clearing the Work Area 19 -3- TABLE OF CONTENTS (cont.) 6.D. Housekeeping On and Around the Drill Rig or Backhoe . . ••• 6.E. Safe Use of Hand Tools • • 20 6.F. Safe Use of Wire Line Hoists, WireRope and Hoisting Hardware , 6.G. Safe Use of Augers •• 22 6.H. Start-up 23 6.I. Safety During Drilling and Backhoe Operations . ▪ 24 7. General Health and Safety Requirements . • • 26 7.A. Physical Examinations and Site Training 7.B. Site Safety Meeting , • 7.C. The Site Safety Officer ••• 27 7.D. Safety Reports 7.E. Visitor Clearances ••• 8. Site Specific Health and Safety Requirements • 28 8.A. Drilling and Digging Operations B.B. Air Quality and Personnel Exposure Monitoring . •, • B.C. Heat Stress 29 .1 • B.D. Noise . , • • B.E. Personnel and Equipment Decontamination B.F. Traffic • , • 8.G. Hygiene • • 30 4 TABLE OF CONTENTS (cont.) 9. Emergency Response Procedures ••31 9.A. Directions to the Nearest Hospital 10. Appendices . . • . 10.A. Figure 1: Site Plan . • . 10.B. Appendix I: Bacharach Model 505 "Sniffer" Manual . • . 10.C. Appendix II: Material Safety Data Sheets . 4 • 32 • • 33 • • 35 • • 63 5 GENERAL INFORMATION Administrative Information Site Name: Site Location: Hoag Memorial Hospital Presbyterian 301 Newport Blvd. Newport Beach, CA Project Manager: Hoag Hospital or designee Project Health and Safety Officer: Hoag Hospital or designee Site Manager: Hoag Hospital or designee Site Health and Safety Officer: Hoag Hospital or designee Effective Date: 3 June 1993 Safety Equipment Requirements Hard Hat Steel -Toed Rubber Boots Gloves/Neoprene/Butyl First Aid Kit Fire Extinguisher Eye Protection Hearing Protection (disposable ear plugs) Uncoated Tyvek Coveralls 4 Saranex Coveralls Respirator (half -face with high -efficiency combination • organic vapor cartridges) Self-contained Breathing Apparatus (SCBA) Explosimeter (combustible gas) Detector(s) _.v fi r41.- re 6 H2S (hydrogen sulfide) Gas detector(s) 7 INTRODUCTION The City of Newport Beach has accepted the Health and Safety Plan devised by GeoScience Analytical, Inc. (April 4, 1992, Appendix III) for worker safety during drilling, excavation and sampling operations carried out for a methane/hydrogen sulfide gas flaring program on West Coast Highway. The property, known as the Lower Campus, is owned by Hoag Memorial Hospital Presbyterian and is currently the site of the Cancer Center and Child Care Center. The Health and Safety Plan is now being augmented to establish requirements and guidelines for worker health and safety during drilling, excavation and sampling operations associated with the installation of a hydrogen sulfide treatment system on the Lower Campus west of the Cancer and Child Care Centers as called for in the Hoag Hospital Master Plan Project. The City of Newport Beach imposed certain requirements in Mitigation Measures (MM's) for construction phases of the Hoag Master Plan Project. In part, these Mills are for the prevention of injury, the avoidance of unknown hazards, the monitoring of possible exposures, and the correct response to serious exposure or accident that may be caused by subsurface combustible or poisonous gases. Construction, maintenance and supervisory personnel may encounter these gases in conjunction with excavation activities associated with installation of the hydrogen sulfide treatment system. The safety rules given in this plan cannot cover every eventuality. It is expected, therefore, that all workers involved will exercise good judgment in all safety matters even though not specifically mentioned. Specific Mitigation Measures required by the City of Newport Beach addressing health and safety issues have been made a part of the Health and Safety Plan and are highlighted as follows: BM #52-- "A soil gas sampling and monitoring program shall be conducted for the areas to be graded and/or excavated. Systematic sampling and analysis shall include methane and hydrogen sulfide gas. Samples shall be taken just below the surface, at depth intervals within the removal zone, and at a depth below the depth of actual disturbance. The individual(s) performing this initial study may be at risk of exposure to significant- and possibly lethal- doses of hydrogen sulfide, and shall be appropriately protected as required. Response to MM #52-- Soil gas sampling/monitoring/field analysis for H2S and methane will be conducted for any excavation related to the containment structure, : ;. • trenching of new gas gathering/distribution lines, the sulfur treatment system pad, and the flare re -positioning. Samples will be field evaluated upon the first breaking of ground, at a depth of 1', at the maximum structure depth, and approximately 1' below maximum structure/disturbance depth. Gas monitors will be utilized for the detection of methane and H2S gases. The actual equipment to be utilized is described later in this document. Personnel will have access to SCBA breathing devices on site during excavation activities. NM #53-- "A site safety plan shall be developed that addresses the risks associated with exposures to methane and hydrogen sulfide. Each individual taking part in the sampling and monitoring program shall receive training on the potential hazards and on proper personal protective equipment. This training shall be at least at the level required by CFR 2910.120." Response to MM 053-- All aspects of a Site Safety Plan for H2S and CH4 (methane) are addressed herein. Safety procedures during use of heavy equipment are also covered. NM 055-- "Continuous monitoring for methane and hydrogen sulfide shall be conducted during the disturbance of the soils and during any construction activities that may result in an increase of seepage of the gases. The project sponsor shall maintain a continuous monitor in the immediate vicinity of the excavation, and a personal monitor, with an alarm, shall be worn by each worker with a potential for exposure." Response to MM 155-- Continuous monitoring for exposure to H2S and methane gases will be conducted at all times that soil is disturbed to a depth in excess of 1 foot below grade. This monitoring will take place in the form of portable H2S/methane gas detector(s) with audible and visual alarms and will be performed by an operator in the presence of at least one (1) additional person: i.e., there will always be at least two (2) people present during soil excavation. When performing operations in areas where H2S and methane vapors may accumulate, such as the manifold vault for example, the safety procedures employed for soil disturbance will be followed. MM 174-- "During construction, Project Sponsor shall ensure that an explosimeter is used to monitor methane levels and percentage range. Additionally, construction contractors shall be required to have a Health and 9 Safety Plan that includes procedures for worker/site safety for methane. If dangerous levels of methane are discovered, construction in the vicinity shall stop, the City of Newport Beach Fire Department shall be notified and appropriate procedures followed in order to contain the methane to acceptable and safe levels." Response to MM #74-- The general requirements of this MM are satisified by the response to MM #55, listed above. In the case of dangerous levels of methane, the Fire Department will be notified and appropriate measures taken to contain the level of methane gas. 0 The _. c is shown in Fir;, c 1. is comorised ^i two Bite History - 10 - SITE INFORMATION located in Newport Beach, California, as The site covers approximately 10 acres and (2) buildings and vacant land. The site geochemistry has been studied by GeoScience Analytical, Inc. and most recently presented in an Environmental Impact Report prepared by LSA Associates Inc. Chemicals of Concern Assessment of the chemicals potentially on site has found them to be light hydrocarbons, carbon dioxide, H2S, SO2 and primarily related to a flare, vent wells (5, 6 and 7A) and a leaking shallow subsurface sand. Methane and heavier hydrocarbons are known to exist in the surficial soils of the site with methane concentrations exceeding the Lower Explosive Limits (5.0%). Non -methane hydrocarbons are, however, in low concentration. Hydrogen sulfide concentration has been found to be approximately 4,000 ppm in flare feedstock gas. Soils tests have not identified the presence of harmful levels of toxic heavy metals (CAM metals), corrosivity, or elevated concentrations of petroleum related or derived non-gaseous hydrocarbons (GSA report entitled "Phase II Environmental Audit - Lower Campus, Hoag Hospital Presbyterian" dated June 3, 1993) • J £ROJECT PERSONNEL & RESPONSIBILITIES Project Manager: Hoag Hospital or designee Health & Safety Officer: Hoag Hospital or designee Site Health & Safety Officer: Hoag Hospital or designee The Project Manager or Site Health and Safety Officer under the supervision of the Health and Safety Officer will have the responsibility for the safe conduct of the other GSA personnel an site and for consultation with the Health and Safety Officer when additional support is needed. Other contractors or personnel on site will fulfill their responsiblities for safety through their respective Health and Safety Officers. The Site and Health Safety Officer/Project Manager will perform the following tasks: Locate an easily seen wind direction indicator; Ensure protective equipment use is adequate for site activities; Properly maintain on -site safety equipment; i _ See that proper decontamination procedures are followed; See that workers properly observe work zones; Inspect the construction site on a weekly basis, and monitor air quality on a timely basis. The Project Manager/Site Health and Safety Officer can halt work if unsafe environmental conditions occur or if individuals are acting in an unsafe manner. All personnel will be proclaimed to be of good health prior to commencement of work• at the site. Subcontractor personnel on site must work with the Health and Safety Plan as follows: Ensure that work crews comply with the Health and Safety Plan; Work safely and report unsafe conditions to an immediate supervisor or proper representative; • • - 12 - Be particularly watchful for heat stress or site contamination. • -74 1 - 13 - JOB SITE HAZARD ASSESSMENT Work Zones General Hazards At the location of the western Lower Campus, work zones will be established that will consist of restricted areas at a distance of twenty five (25') feet from all excavation, construction or repair activities. Within these zones good industrial hygiene and safety practices will prevail: There will be no eating, drinking, gum or tobacco chewing or smoking or other activities allowed that increase the chance of ingestion by hand-to-mouth motions; Hands and faces will be washed with soapy water when leaving the work zone; No alcoholic beverages will be consumed at the job site or within work zones. Medicines will not be used unless specifically approved by a qualified physician. At least two (2) persons should be present during activities within work zones. Within the work zones, personnel should wear or use: Impact resistant safety glasses for eye protection; Hard hats for head protection during construction/excavation; Neoprene rubber gloves for hand protection during sampling and materials handling; Steel -toed boots or Neoprene rubber boots with steel toes and shanks for foot protection; Disposable ear plugs when around operating heavy equipment for ear protection. Personal protection equipment at Level D is sufficient based on the hazards known to be present at the site. A Chemical Hazards On site chemical hazards consist of hydrogen sulfide and methane in soils and SO2 in the flare gases. Carbon monoxide will be present in equipment exhaust. Soils testing has not identified significant quantities of other toxic or hazardous materials. Material Safety Data sheets are attached for methane, hydrogen sulfide and sulfur dioxide (Appendix II). Inhalation Hazard• Inhalation hazards may consist of dust, methane, hydrogen sulfide, SO2 or CO from equipment exhausts. The Site Health and Safety Officer will ensure that monitoring of the breathing zone be conducted during the excavation and drilling operations. If the measurements exceed 20% LEL (methane) in the breathing zone, all personnel will be required to wear respirators such as Mine Safety Appliance (MSA) half --face mask, air purifying, fitted with combination organic vapor/dust mist and fume cartridges. If the measurements exceed 25% LEL in the breathing zone, work will be stopped and the site will be evacuated. If hydrogen sulfide concentration is found to exceed 20ppm (v/v) in the breathing space within the work zone, work will be stopped and the site will be evacuated until the concentration is reduced. If hydrogen sulfide odor becomes noxious to nearby people who are within their homes, the Child Care Center or Cancer Center, the people will be advised to leave the area and the Newport Beach Fire Department will be notified. In the event hydrogen sulfide concentration exceeds l00ppm (v/v) in the breathing zone of the work area, the Fire Department will be notified and the area evacuated. All trenches will be immediately filled with suitable material and capped with bentonite hole plug. A Bacharach Model 505 "Sniffer" will be used for breathing zone monitoring (Appendix I for specifications). Background readings will be taken away from possible sources of chemical releases or engine exhausts. p!;rmal Exposure Hazard Protective neoprene gloves shall be worn during the handling of the soil or soil contaminated tools in the event soil contamination is encountered. No dermal hazards are expected on -site. Protective goggles must be worn if contaminated soils are identified by visual observations. .Ql - 15 - ex coveralls ust be in wet conditions. If unexpectedmworn liquids encountered, drilling must be halted while personnel change into Saranex coveralls. Further splash protection will be augmented by taping the cuff of the pant legs to the boot and likewise the sleeve to the wrist. Uncoated Tyvek will be used only during dry conditions. • Should contarinated soils be encountered, samples will be collected using LUFT protocol and transported with chain -of -custody maintained to a State Certified Laboratory for analyses. Heat Stress Due to the coastal conditions in which drilling ``9 activities will take place, heat stress should not be a concern. Water will be made available so workers can conveniently consume fluids. Heat stress can result when protective clothing "1 decreases natural body ventilation. If temperatures on -site l..� exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring may be required. • Personnel will be observed for dizziness, profuse sweating, skin color change, vision problems and increased heart rate. Anyone exhibiting these symptoms will be relieved of field work and given the opportunity to drink cool water or electroly te fluids .i (1 - 2 qts.) while resting in a cool area until symptoms have disappeared. If symptoms persist or worsen, the individual will a be taken to the emergency room at Hoag Hospital (Emergency Response Procedures). oise Hearing protection (disposable earplugs) should be worn by personnel within the 25' exclusion zone when the drill rig or backhoe or heavy equipment is operating. The threshhold limit value for noise exposure is 85 dBA for an eight (8) hour exposure and 90 dBA for a four (4) hour exposure. Electricity Electrical risk is associated with overhead power lines, buried power lines and some types of equipment. Underground lines will be implemented tlocated to reduce orleliminate ng Dig eelectrical rt. rrisk aassociated • with these hazards (see also Safety Guidelines for Drilling and Excavation (Backhoe)). Biological Hazards Biological hazards including poisonous animals and plants, viruses, and bacteria are minimal. HEAVY EOUIPMENT HAZARDS: SAFETY GUIDELINES FOR DRIILLING AND EXCAVATION brill rig and backhoe maintenance and safety is the responsibility of the drill rig and backhoe operators, respectively. The following information is provided as general guidelines for safe practices onsite. Off -Road Movement of Drill Rios and Backhoes The following safety guidelines relate to off -road movement: Before moving a drill rig and backhoe, first walk the route of travel, inspecting for depressions, slumps, gulleys, ruts and similar obstacles. "None of these are expected on the subject site." Always check the brakes of a drill rig or backhoe carrier before traveling, particularly on rough, uneven or hilly ground. Discharge all passengers before moving a drill rig and backhoe on rough or hilly terrain. Engage the front axle when traveling off highway on hilly terrain. Use caution when traveling side -hill. Conservatively evaluate side -hill capability of Drill Rigs and Backhoes, because the arbitrary addition of drilling tools may raise the center of mass. When possible, travel directly uphill or downhill. Attempt to cross obstacles such as small•logs and small erosion channels or ditches squately, not at an angle. Use the assistance of someone on the ground as a guide when lateral or overhead clearance is close. After the drilling rig has been moved to a new drilling site, set all brakes and/or locks. When grades are steep, block the wheels. Never travel off -road with the mast (derrick) of the drill rig in the raised or partially raised position. Mr, - 18 - Tie down loads on the drill rig and backhoe and support trucks during transport. Overhead and Buried Utilities The use of a drill rig or backhoe near electrical power lines and other utilities requires that special precautions be taken by both supervisors and members of the exploration crew. Electricity can shock, it can burn and it can cause death. Overhead and buried utilities should be located, noted and emphasized on all boring location plans and boring assignment sheets. When overhead electrical power lines exist at or near a drilling site or project, consider all wires to be live and dangerous. Watch for sagging power lines before entering a site. Do not lift power lines to gain entrance. Call the utility and ask them to lift or raise the•lines and deenergize. Before raising the drill rig mast on a site in the vicinity of power lines, walk completely around the drill rig. Determine what the minimum distance from any point on the drill rig to the nearest power line will be when the mast is raised and/or being raised. Do not raise the mast or operate the drill rig if this distance is less than 20 ft. Keep in mind that both hoist lines and overhead power lines can be moved toward each other by the wind. If there are any questions whatsoever concerning the safety of drilling on sites in the vicinity of overhead power lines, call the power company. The power company will provide expert advice at the drilling site as a public service and at no cost. Underground electricity is as dangerous as overhead electricity. Be aware and always suspect the existence of underground utilities such as electrical power gas, petroleum, telephone, sewer and water. Always contact the owners of utility lines or the nearest undergound utility location service before drilling. The utility personnel should determine the location of underground lines, mark and flag the locations, and determine jointly with utility personnel what specific precautions must be taken to assure safety. If a sign warning of underground utilities is located on - 19 - a site boundary, do not assume that underground utilities are located on or near the boundary or property line under the sign. Call the utility and check it out. The underground utilities may be a considerable distance away from the warning sign. Clearing the Work Area Prior to drilling or digging, adequate site cleaning and leveling should be performed to accommodate the drill rig or backhoe and supplies and provide a safe working area. Drilling should not be commenced when tree limbs, unstable ground or site obstructions cause unsafe tool handling conditions. Note: In coordination with the Drilling Crew, the Site Health and Safety Officer will review the precautions taken to insure that the drill rig or backhoe is leveled and stabilized. gousekeeping On and Around the Drill Riq or Backhoe The first requirement for safe field operations is that the Site Safety Officer understands and fulfills the responsibility for maintenance and "housekeeping" on and around the drill rig or backhoe. Suitable storage locations should be provided for all tools, materials and supplies so that they can be conveniently and safely handled without hitting or falling on a member of the drill crew or a visitor. Avoid storing or transporting tools, materials or supplies within or on the mast of the drill rig or backhoe. Pipe, drill rods, bits casing, augers and similar drilling tools should be neatly stacked on racks or sills to prevent spreading, rolling or sliding. Penetration or other driving hammers should be placed at a safe location on the ground or be secured to prevent movement when not in use. Work areas, platforms, walkways, scaffolding and other access ways should be kept free of materials, obstructions and substances such as ice, excess grease, or oil that could cause a surface to become slick or otherwise hazardous. Keep all controls, control linkages, warning and operation lights and lenses free of oil, grease and/or ice. -20- Do not store gasoline in any portable container other than a non -sparking, red container with a flame arrester in the fill spout and having the word "gasoline" easily visible. Safe Use of Hand Toots There are almost an infinite number of hand tools that can be used on or around a drill rig or backhoe. "Use the tool for its intended purpose" is the most important rule. The following are a few specific and some general suggestions which apply to safe use of several hand tools that are often used on and around Drill Rigs and Backhoes. * When a tool becomes damaged, either repair it before using it again or get rid of it. * When using a hammer, any kind of hammer for any purpose, wear safety glasses and require all others near you to wear safety glasses. * When using a chisel, any kind of chisel, for any purpose, wear safety glasses and require all others around you to wear safety glasses. * Keep all tools cleaned and orderly stored when not in use. * Replace hook and heel jaws when they become visibly �• worn. * When breaking tool joints on the ground or on a drilling platform, position your hands so that your fingers will not be smashed between the wrench handle and the ground or the platform, should the wrench slip or the joint suddenly let go. Safe Use of Wire Line Hoists, Wire Hope and Hoisting Hardware The use of wire line hoists, wire rope, and hoisting hardware should be as stipulated by the American Iron and Steel Institute's Wire Rope Users Manual. All wire ropes and fittings should be visually inspected during use and thoroughly inspected at least once a week for abrasion, broken wires, wear, reduction in rope diameter, reduction in wire diameter, fatigue, corrosion, damage from heat, improper weaving, jamming, crushing, bird caging, kinking, • - 21 - core protrusion and damage to lifting hardware and any other feature that would lead to failure. Wire ropes should be replaced when inspection indicates excessive damage according to the wire rope users manual. If a ball -bearing type hoisting swivel is used to hoist drill rods, swivel bearings should be inspected and lubricated daily to assure that the swivel freely rotates under load. If a rod slipping device is used to hoist drill rods, do not drill through or rotate drill rods through the slipping device, do not hoist more than 1 foot of the drill rod column above the top of the mast, do not hoist a rod column with loose tool joints and do not make up, tighten or loosen tool joints while the rod column is being supported by a slipping device. If drill rods should slip back into the borehole, do not attempt to brake the fall of the rods with your hands. Most sheaves on drill rigs are stationary with a single part line. The number of parts of line should not ever be increased without first consulting with the manufacturer of the drill rig. Wire ropes must be properly matched with each sheave. The following procedures and precautions must be • understood and implemented for safe use of wire ropes and rigging hardware. Use tool handling hoists only for vertical lifting of tools. Do not use tool handling hoists to pull on objects away from the drill rig or backhoe; however, drills may be moved using the main hoist as the wire rope is spooled through proper sheaves according to the manufacturer's recommendations. When stuck tools or similar loads cannot be raised with a hoist, disconnect the hoist line and connect the stuck tools directly to the feed mechanism of the drill. Do not use hydraulic leveling jacks for added pull to the hoist line or the feed mechanism of the drill. When attempting to pull out a mired down vehicle or drill rig or backhoe carrier, only use a winch on the front or rear of thevehicle or drill rig or backhoe carrier and stay as far away as possible•from the wire rope. Do not attempt to use tool hoists to pull out a mired down vehicle or drill rig or backhoe carrier. Minimize shock loading of a wire rope - apply loads smoothly and steadily. * Protect wire rope from sharp corners or edges. - 22 - * Replace faulty guides and rollers. * Replace worn sheaves or worn sheave bearings. * Replace damaged safety latches on safety hooks before using. * Know the safe working load of the equipment and tackle being used. Never exceed this limit. * Clutches and brakes of hoists should be periodically inspected and tested. * Know and do not exceed the rated capacity of hooks, rings, links, swivels, shackles and other lifting aids. * Always wear gloves when handling wire ropes. * Do not guide wire ropes on hoist drums with your hands. * Following the installation of a new wire rope, first lift a light load to allow the wire rope to adjust. * Never carry out any hoisting operations when the weather conditions are such that hazards to personnel, the public or property are created. * Never leave a load suspended in the air when the hoist is unattended. * Keep your hands away from hoists, wire rope, hoisting hooks, sheaves and pinch points as slack is being taken up and when the load is being hoisted. * Never hoist the load over the head, body or feet of any personnel. Safe Use of Augers The following general procedures should be used when advancing a boring with continuous flight or hollow -stem augers: • • walk - 23 - * Prepare to start an auger boring with the drill rig level, the clutch or hydraulic rotation control disengaged, the transmission in low gear and the engine running at low RPM. * The operator and tool handler must establish a system of responsibility for the series of various activities required for auger drilling, such as connecting and disconnecting auger sections, and inserting and removing the auger fork. The operator must assure that the tool handler is well away from the auger column and that the auger fork is removed before starting rotation. * Only use the manufacturer's recommended method of securing the auger to the power coupling. Do not touch the coupling or the auger with your hands, a wrench or any other tools during rotation. * Whenever possible, use tool hoists to handle auger sections. * Never place hands or fingers under the bottom of an auger section when hoisting the auger over the top of the auger section in the ground or other hard surfaces such as the drill rig platform. * Never allow feet to get under the auger section that is being hoisted. * When rotating augers, stay clear of the rotating auger and other rotating components of the drill rig. Never reach behind or around a rotating auger for any reason whatever. * Never use your hands or feet to move cuttings away from the auger. * Augers should be cleaned only when the drill rig is in neutral and the augers are stopped from rotating. Start Up All drill rig or backhoe personnel and visitors should be instructed to "stand clear" of the drill rig or backhoe - 24 - immediately prior to and during starting of an engine. Make sure all gear boxes are in neutral, all hoist levers are disengaged, all hydraulic levers are in the correct nonactuating positions and the cathead rope is not on the cathead before starting a drill rig or backhoe engine. Safety (During prillina and Backhoe operations Safety requires the attention and cooperation of every worker and site visitor. Do not drive the drill rig or backhoe from hole to hole with the mast in the raised position. Before raising the mast look up to check for overhead obstructions. Before raising the mast, all drill rig personnel and visitors should be cleared from the areas immediately to the rear and the sides of the mast. A11 drill rig personnel and visitors should be informed that the mast is being raised prior to raising it. Before the mast of a drill rig is raised and drilling is JI commenced, the drill rig must be first leveled and stabilized with leveling jacks and/or solid cribbing. The drill rig should be releveled if it settles after initial set up. Lower the mast only when leveling jacks are down and do not raise the leveling jack pads until the mast is lowered completely. Before starting drilling operations, secure and/or lock the mast if required according to the drill manufacturer's recommendations. The rig or operate adrill rrig rorfbackhoe lfrom the bposition ackhoe hoflthe d nly controls. The operator should shut down the drill engine before leaving the vicinity of the drill. Do not consume alcoholic beverages or other depressants or chemical stimulants prior to starting work on a drill rig or backhoe or while on the job. Watch for slippery ground when mounting/dismounting from the platform. • All unattended boreholes and trenches must be adequately covered or otherwise protected to prevent drill rig or backhoe personnel, site visitors or animals from stepping or falling into the hole. All open boreholes should be covered, protected, -25- or backfilled adequately and according to local or state regulations on completion of the drilling project. backhoe andrtool andund" supplythin the vicinity storage areasshthe drill rig or ouldneverbe allowed, even when the drill rig or backhoe is shut down. Before lifting a relatively heavy object, approach the object by bending at the knees, keeping your back vertical and unarched while obtaining a firm footing. Grasp the object firmly with both hands and stand slowly and squarely while keeping your back vertical and unarched. In other words, perform the lifting with the muscles in your legs, not with the muscles in your lower back. Prior to concrete cutting, excavation or welding operations, free soil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil gas gas combustible hydrocarbons exceed 25% LEL. - 26 - GENERAL HEALTH AND SAFETY REOUIREMENTS physical Examinations and Site Training All Site Health and Safety Officers are requiredto have undergone a complete physical examination where the examining physician has declared them physically able to work on a hazardous waste site and to participate in all activities required of them in that position. All Site Health and Safety Officers are also required to have completed a basic hazardous waste training class wherein they are fit tested for a respirator. Site safety orientation/training meetings must be convened a) before the field team begins work at the site, b) when there are modifications to the site safety plan that are applicable to the field personnel, and c) when additional staff of subcontractors begin field work. Meetings will be attended by personnel involved in carrying out the project and presided over by the Site Health and Safety Officer. A list of attendees will be provided to the Site Health and Safety Officer. At a minimum, the meeting agenda must include: a. a review of the Site Safety Plan; b. distribution of Site Safety Plan modifications; c. attendee signatures, acknowledging receipt and understanding of the plan and agreement to comply. The Site Safety Officer The Site Health and Safety Officer is responsible for carrying out the health and safety requirements detailed in this plan and has the authority to halt work or dismiss people from the site if they do not adhere to the plan. The Site Health and Safety Officer should maintain a list of addresses and telephone numbers of emergency assistance units (ambulance services, police, hospitals, etc.) and inform other members of the drill crew of the existence and location of this list. He will maintain a copy of the Health and Safety Plan on site. Safety Reports The Project Manager will reports. These reports shall be Safety Officer at the end of the prepare daily inspection sent to the Site Health and month of their completion. The Site Health and Safety Officer will prepare a Safety Completion Report to be submitted at the end of the project to the Project Health and Safety Officer. These reports will include a documented list of meter readings, protection decisions, actions, etc. as required by HS-509. visitor Clearances Maximum efforts will be made to restrict unauthorized personnel from entering within 25 feet of the work area unless they comply with the safety requirements of this plan. - 28 - SITE SPECIFIC HEALTH AND SAFETY REOUIREMENTB Wiling and Waging operations A section of this health and safety plan has outlined general safety guidelines for drilling and excavation which should be followed. Further requirements are as follows. Where necessary, level pads must be constructed to ensure that the rig is in no danger of tipping over during operation. A work area will also be defined around the drilling rig with barricades (25 foot radius) and no one will be allowed inside without appropriate protective gear. During drilling operations personnel within the work zone (25 feet) must wear steel -toed boots or steel toe, steel shank, rubber boots, Tyvek coveralls, butyl -neoprene gloves, hard hat, and safety goggles or glasses. The Site Health and Safety Officer must be present at the rig during drilling and will have monitored the work areas with a combustible gas meter. If sustained readings exceed 20% LEL methane in the breathing zone, respirators (half face) must be worn if drilling is to continue. If readings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. If liquids are encountered, drilling must be halted while personnel change into coated Saranex coveralls. Uncoated Tyvek will be used only during dry conditions. Prior to concrete cutting, excavation or welding operations, free soil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil gas gas combustible hydrocarbons exceed 25% LEL. Air Ouality and Personnel Exposure Monitoring The Site.Health and Safety Officer (or his designee) will be required to monitor the initial work areas with a combustible gas meter. If the readings exceed 20% LEL methane in the breathing zone, half -face respirators must be worn to continue the exploration. If readings exceed 25% LEL in the breathing zone, all personnel are to evacuate the work area and notify the Health and Safety Officer. I ogen frwithinsulfidearea, adings epd sonnelvar) in the breathingzone evacuate the work area and notify the HealthFandeSafetytOfficer. - 29 - Hydrogen sulfide concentration will be monitored within the work zone. In the event hydrogen sulfide concentration exceeds 100ppm in the breathing zone, the Fire Department will be notified and the area evacuated. All trenches will be immediately filled with suitable material and capped with bentonite hole plug. Neat Stress Due to the Southern California climate, heat stress may be a concern. Commercially available water and GatorAde will be made available. Heat stress can result when protective clothing decreases natural body ventilation. If temperatures on -site exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring will be required. Noise Hearing protection must be worn by the drill rig or backhoe operator and helper and all others within the work zone while the heavy equipment is in operation. Personnel and Equipment Decontamination A decontamination station and procedure will be established by the Site Health and Safety Officer during site mobilization. This will consist of a liquid soap and warm water wash for boots, gloves, respirators, and hard hat. Tyvek will be placed in a plastic bag and then disposed of. Prior to eating or drinking, the hands and face will be washed with soap and water. The decontamination station will be outside the 25' work zones. Soil sampling equipment will be steam cleaned prior to initial use and after final field operations. Between each sampling, equipment will be cleaned with a TSP solution followed by two (2) clean water rinses. Traffic When a work site encroaches upon public streets, the possibility of an individual being injured or struck by vehicular traffic must be considered. At all times, personnel must be aware when moving from a protected area. Barricades and devices must be used to warn traffic. - 30 - gvaiene The Site Health and Safety officer shall ensure compliance with the Hospital's Hygiene Han. 1 J ., 4 EMERGENCY RESPONSE PROCEDURES In the event of fire, explosion, injury, or accident, contact the appropriate site emergency response group from the list below: Fire Department: 911 Hospital: (714) 645-8600 Ambulance: 911 Paramedics: 911 Poison Control: (714) 634-5988 Directions to the Nearest Hospital The nearest hospital to the site is: Hoag Memorial Hospital 301 Newport Blvd. Newport Beach, CA Directions to the hospital from the site are, as follows: Proceed from the job site out the entrance gate and east past the Child Care and Cancer Centers to the stop sign. Turn left and follow the signs to the Hoag Emergency Room. -j • Pdnt.d in USA. HARACH INSTRUCTION 51-9915 -. SNIFFER' 505 Part Number 51-7264 • Installation/Operation/Maintenance Res. 2 - June 1990 APPROVED WARNING! Because this instrument is used to detect and monitor materials and conditions which are listed by OSHAor others as potentially hazardous to personnel and property, the information in this manual must be fully understood and utilized to ensure that the instrument is operating properly and is both used and maintained in the proper manner by qualified personnel. An instrument that is not properly calibrated, operated and maintained by qualified personnel is likely to provide erroneous informa- tion, which could prevent user awarauss of a potentially hazardous situation for the instrument user, other personnel and property. If, after reading the information in this manual, the user has questions regarding the operation, application or maintenance of the instrument, supervisory or training assistance should be obtained before use. Factory assistance is available by calling (412) 963-2000. Bacharach, Inc. 625 Alpha Drive, Pittsburgh, PA 15238-2878 (412) 963-2000 •R.glst.r.d Trendmarks so WARRANTY Bacharach, Inc. warrants to Buyer that at the time of delivery this Product will be free from defects in material and manufacture and will conform substantially to Bacharach Inc.'s applicable specifications. Bacharach's liability and Buyer's remedy under this warranty are limited to the repair or replacement, at Bacharach's option, of this Product or parts thereof returned to Seller at the factory of manufacture and shown to Bacharach Inc.'s reasonable satisfaction to have been defective; provided that written notice of the defect shall have been given by Buyer to Bacharach Inc. within one (1) year after the date of delivery of this Product by Bacharach, Inc. Bacharacb, Inc. warrants to Buyer that it will convey good title to this Product. Bacharach's liability and Buyer's remedy under this warranty of title are limited to the removal of any title defects or, at the election of Bacharach, to the replacement of this Product or parts thereof that are defective in title. The warranty set forth in paragraph 1 does not apply to parts the Operating Instructions designate as having a limited shelf -life or as being expended in normal use. THE FOREGOING WARRANTIES ARE EXCLUSIVE AND ARE GIVEN AND ACCa ztD IN LIEU OF (I) ANY AND ALL OTHER WARRANTIES, EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE: AND (II) ANY OBLIGATION, LIABILITY, RIGHT, CLAIM OR REMEDY IN CONTACT OR TORT, WHETHER OR NOT ARISING FROM BACHARACHS NEGLIGENCE, ACTUAL. OR IMPLIED The remedies of the Buyer shall be limited to those provided herein to the exclusion of any and all other remedies including, without limitation incidental or consequential damages. No agree- ment varying or extending the foregoing warranties, remedies or this limitation will be binding upon Bacharach, Inc. unless in writing, signed by a duly authorized officer of Bacharach. • 1 1 ..a _a SNIFFER 505 TABLE OF CONTEXTS s Table of Contents Page 1 INTRODUCTION AND GENERAL INFORMATION 1-1 1.1 INTRODUCTION 1-1 1.2 GENERAL INFORMATION 1-1 1.3 PRODUCT SPECIFICATIONS 1-1 1.4 OPERATOR WARNINGS AND CAUTIONS 1-4 2 PREPARATION FOR USE OR STORAGE 2-1 2.1 UNPACKING 2-1 2.2 ASSEMBLY 2-1 2.3 FACILITY REQUIREMENTS 2-1 2.4 PREPARATION FOR STORAGE OR RESHIPMENT 2-2 3 OPERATING INSTRUCTIONS 3-1 3.1 SCOPE .. . . . . . . . 3-1 3.2 CONTROL AND INDICATOR�FUNCTIONS� 3-1 3.3 PRE -OPERATIONAL CHECKOUT 3-1 3.4 OPERATING INSTRUCTIONS 3-1 3.5 SENSITIVITY 3-2 4 CALIBRATION AND MAINTENANCE 4-1 4.1 SCOPE 4-1 4.2 OPERATIONAL CHECKOUT 4-1 4.2.1 Equipment Required 4-1 4.2.2 Battery Charging 4-1 4.2.3 Flow System Checkout 4-2 4.2.4 General Checkout 4-2 4.3 CALIBRATION AND ADJUSTMENT, GENERAL 4-4 4.3.1 Scope 4-4 4.3.2 Equipment Required 4-4 4.3.3 Adjusting Sensor Voltage 4-4 4.4 CALIBRATION OF OXYGEN DETECTOR 4-6 4.4.1 Oxygen Zero Adjustment 4-6 4.4.2 Oxygen Calibrate Adjustment 4-6 4.5 CALIBRATION OF THE COMBUSTIBLES DETECTOR 4-10 4.5.1 Disabling the Audible Alarm 4-10 4.5.2 Calibrating the x LEL Range 4-10 INSTRUCTION 51-9915 Pagel J TABLE OF CONTENTS Table of Contents (Cont.) SNIFFER 505 Page 4.6 CALIBRATION OF THE.EYDROCEN SULFIDE DETECTOR 4-11 4.6.1 Adjusting the Hydrogen Sulfide Zero 4-11 4.6.2 Adjusting the Hydrogen Sulfide Span 4-11 4.7 ADJUSTING THE ALARM TRIP POINTS 4-12 4.7.1 Adjusting the Oxygen Deficiency Alarm Point 4-12 4.7.2 Adjusting the Combustibles Alarm Point 4-12. 4.7.3 Adjusting the Hydrogen Sulfide Alarm Point 4-13 4.8 TROUBLESHOOTING 4-15 4.9 SENSOR REPLACEMENT 4-16 4.9.1 Oxygen Sensor 4-16 4.9.2 Combustibles Sensor 4-18 4.9.3 Hydrogen Sulfide Sensor 4-20 5 ILLUSTRATED PARTS BREAKDOWN 5-1 5.1 SCOPE ...5-1 5.2 MAINTENANCE PARTSLIST COLUMNAR ENTRIES 5-1 5.2.1 Figure and Index Number Columns 5-1 5.2.2 Part Number Column 5-1 5.2.3 Description Column 5-1 5.2.4 Units -Per -Assembly Column 5-1 6 ACCESSORIES 6-1 6.1 SCOPE 6.2 BATTERY CHARGERS 6-1 6.3 CALIBRATION EQUIPMENT 6-1 6.4 PROBE HOSES 6-1 6.5 PROBES 6-1 6.6 FILTERS 6-2 6.7 SAMPLE LINE CHAMBER 6-2 6.8 REMOTE ALARM 6-4 6-4 APPENDIX A - CAS DETECTION CALIBRATION USING METHANE A-1 APPENDIX B - CAS DETECTION CALIBRATION USING HEXANE B-1 APPENDIX C - LEAD ACID BATTERY DISCHARGING C-1 APPENDIX D - BACHARACH SERVICE CENTERS D-1 Page it INSTRUCTION 51-9915 SNIFFER 505 1 INTRODUCTION AND GENERAL INFORMATION 1.1 INTRODUCTION INTRODUCTION This manual contains information for the preparation, operation, calibration, maintenance, and troubleshooting'of the Sniffer 505 Portable Combustible Gas, Hydrogen Sulfide, and Oxygen Alarm instrument (Part No. 51-7264). WARNINCI pO NOT OPERATE THE SNIFFER 505 WITH AN EXTERNAL CHARGER ATTACHED TO IT IN ANT POTENTIALLY EXPLOSIVE OR HAZARDOUS LOCATION. DISCONNECT THE CHARGER FROM THE INSTRUMENT BEFORE ENTERING THE HAZARDOUS AREA. THE INSTRUMENT IS DESIGNED TO BE INTRINSICALLY SAFE FOR OPERATION IN CLASS I, DIVISION 1, CROUPS A, B, C AND D LOCATIONS WITH ALL CHARGERS DISCONNECTED. THE INSTRUMENT IS NOT INTRINSICALLY SAFE WITH THE CHARGER OR ANT OTHER EXTERNAL POWER SOURCE ATTACHED. 1.2 GENERAL INFORMATION The Sniffer 505 is an intrinsically safe, rugged, commercial grade instrument used for detecting the presence of combustible gases in air, the oxygen concentration of the air, and the presence of hydrogen sulfide in air. The instrument consists of two meters, two visible alarm lights, an audible alarm, a self-contained sample drawing pump, oxygen, hydrogen sulfide and combustible sensors, a sealed lead acid battery pack, and associated electronics. The instrument is equipped with a hinged lid and a tempered safety glass window for viewing the operator panel. Construction permits gas sampling with the lid closed. 1.3 PRODUCT SPECIFICATIONS Important operating characteristics, dimensions, and other particulars about the Sniffer 505 are listed in Table 1-1. INSTRUCTION 51-9915 Page 1-1 • INTEODUCTION SENSOR TYPE: COMBUSY:BLE3 OXYGEN TABLE 1-1. PRODUCT SPECIFICATIONS HYDROGEN SULFIDE DETECTION RANGES: LOWER EXPLOSIVE LIMIT OXYGEN HYDROGEN SULFIDE ALARMS: SNIFFER 505 CATALYTIC (PLATINUM BEAD) ELECTROCHEMICAL CELL ELECTROCHEMICAL CELL (LEL) 0-100% LEL METHANE 0-25% 0-100 PPM LOSS OF FLOW LOW BATTERY COMBUSTIBLES OXYGEN HYDROGEN SULFIDE RESPONSE TIME - OPERATING TEMPERATURE RANCE: COMBUSTIBLE GAS ALARM OXYGEN DEFICIENCY: Temperature Compensated Usable Range HYDROGEN SULFIDE: Temperature Compensated Usable Range ACCURACY: Oxygen Hydrogen Sulfide Combustibles STORA0E TEMPERATURE Page 1-2 Audible Audible Audible and Visual SET POINT: From 2% to 60% LEL, maximum (2% to 42% Guaranteed) Audible and Visual SET POINT: From 1% to 25% 02 Audible and Visual SET POINT: From 1 to 100 PPM H=S 50% within 10 seconds and 90% within 30 seconds 0 to 125•F (-18 to 526C) 32 to 104•F (0 to 40•C) 0 to 125•F (-18 to 52•C) 32 to 104•F (0 to 40•C) 0 to 125•F (-18 to 52"C) *0.5% O2 *10% of reading or :4 PPM, whichever is greater. *3% LEL to 50% LEL, and *5% LEL from 50% to 100% LEL 0 to 125•F (-18 to 52•C ) INSTRUCTION 51-9915 SNIFFER 505 INTRODUCTION TABLE 1-1. PRODUCT SPECIFICATION (Cont.) HUMIDITY 5 to 95% relative humidity non -condensing. , ALARM HORN OUTPUT . . . Pulsating tone for hydrogen sulfide alarm. Alternating duration tone for combustibles alarm. Steady tone for oxygen alarm. Chirping alarm for low battery or loss of flow. POWER SUPPLY 220 VAC, 50 Hz Charger; 120 VAC, 60 Hz Charger; 12 VDC Charger; Portable operation on internal battery pack. BATTERY: Life per Charge 10 Hours (min.) at 77'F (25•C) Full Recharge Time 14-16 Hours DIMENSIONS 7 x 9 x 6-1/2 inches (178 x 228 x 165 mm) WEIGHT Under 9.5 lb. (excluding probe, line cord, hoses and accessories). OPERATING FLOW RATE 700 cc per minute, minimum (with Hose, Probe and Filter) HAZARDOUS AREA USE This instrument is designed to be intrinsically safe for use in Class I, Division 1, Croup A, B,•C and D environments as defined in the National Electric Code. It also meets Factory Mutual Specifications 6310, 6340, 3610, and 3820. WARNING DO NOT OPERATE THE SNIFFER 505 WITH AN EXTERNAL CHARGER ATTACHED TO IT IN ANY POTENTIALLY EXPLOSIVE OR HAZARDOUS LOCATION. DISCONNECT THE CHARGER FROM THE INSTRUMENT BEFORE ENTERING THE HAZARDOUS AREA. THE INSTRUMENT IS DESIGNED TO BE INTRINSICALLY SAFE FOR OPERATION IN CLASS I, DIVISION 1, CROUPS A, B, C AND D LOCATIONS WITH ALL CHARGERS DISCONNECTED. THE INSTRUMENT IS NOT INTRINSICALLY SAFE WITH THE CHARGER OR ANT OTHER EXTERNAL POWER SOURCE ATTACHED. INSTRUCTION 51-9915 Page 1-3 INTRODUCTION 1.4 OPERATOR WARNINGS AND CAUTIONS SNIFFER 505 WARNING! SHOULD THE SNIFFER METER RAPIDLY TRAVEL UPSCALE (ABOVE 60% L.E.L.) THEN RETURN TO 0% OR BELOW, THE UNIT IS SAMPLING FROM AN AREA THAT HAS A HIGH, PERHAPS =PLOSIVE, CONCENTRATION OF COMBUSTIBLE GAS. EVEN IF THIS CONCENTRATION IS T00 RICH TO BE =PLOSIVE, THE CONCENTRATION AROUND THE AREA SAMPLED MAT BE WITHIN THE =PLOSIVE RANGE AND SHOULD BE CONSIDERED DANGEROUS. WARNINCI SHOULD THE METER INDICATE 100% OR ABOVE, THE UNIT IS SAMPLING FROM AN AREA RICH IN COMBUSTIBLE CASES OR THE SENSOR IS DEFECTIVE. LEAVE THE AREA IMMEDIATELY AND CHECK THE SNIFFER CALIBRATION IN AN AREA KNOWN TO BE FREE OF COMBUSTIBLES. WARNING! A NEGATIVE METER INDICNVION MAT MEAN THAT THE UNIT IS IN A FLOODED AREA. LEAVE THE AREA IKMEDIATELT AND RECALIBRATE THE UNIT IN AN AREA KNOWN TO BE FREE OF COMBUSTIELES. IF THE UNIT CANNOT BE CALIBRATED, ITS COMBUSTIBL!_ CAS SENSOR ELEMENT MAT NEED TO BE REPLACED. THE SNIFFER SHOULD NOT BE USED UNTIL THE SENSOR IS REPLACED AND THE UNIT CALIBRATED (REFER TO SECTION 5). WARNING! WHEN OPERATING IN THE OXYGEN MODE, SHOULD THE DISPLAY INDICATE AN OXYGEN LEVEL BELOW 19.5%, THERE IS A POTENTIALLY SERIOUS HEALTH HAZARD TO PERSONNEL IN THE AREA. LEAVE THE AREA IMMEDIATELT OR DON AN OXTCEN MASK. TALE ALL APPROPRIATE SAFETY MEASURES. CAUTION: DISCHARGING THE INSTRUMENT'S BATTERY BELOW THE "BATT. OK' LEVEL, OR LEAVING THE INSTRUMENT TURNED ON UNTIL ITS EATTERT COES DEAD WILL IMPAIR THE ABILITY OF THE BATTERY TO HOLD A CHARGE. REFER TO APPENDIX C. Page 1-4 INSTRUCTION 51-9915 x SNIFFER 505 INTRODUCTION 2 PREPARATION FOR USE OR STORACE 2.1 UNPACKINC Open shipping container and remove protective padding surrounding the instrument. Remove the instrument, documentation, sealed foil bag containing the oxygen sensor, oxygen sensor installation kit, and the sealed case containing the hydrogen sulfide sensor. Inspect the instrument and all accessory parts carefully for evidence of shipping damage. Confirm that the -, above parts accompany the instrument. Save the shipping container for storage or reshipment of the instrument. 2.2 ASSEMBLY 1 1. Install the oxygen sensor in the instrument as described in Paragraph 4.9.1. WARNINCI THE OIYCEN SENSOR CONTAINS A POTASSIUM HYDROIIDE SOLUTION. DO NOT PUNCTURE. IN CASE TEE SOLUTION COMES IN ACCIDENTAL CONTACT WITH THE SKIN, FLUSH WITH WATER AND VINEGAR IMMEDIATELY. IF IT COMES IN CONTACT WITH THE EYES, FLUSH WITH A BORIC ACID SOLUTION AND CET IMMEDIATE MEDICAL ATTENTION. 2. Install the hydrogen sulfide sensor in the instrument As described in Paragraph 4.9.3. 3. Charge the internal battery pack using one of the available chargers. Allow 14-16 hours for full charge. Refer to Paragraph 4.2.2. 2.3 FACILITY REQUIREMENTS The facility in which the Sniffer 505 is used should provide the following: Temperature within the range of 0 to 125•F (-18 to 52•C). If not, allow one hour after reaching this temperature range before operating the instrument. A source of fresh air for zero setting. NOTE: TO ENSURE OPTIMUM INSTRUMENT ACCURACY. ADJUSTMENTS SHOULD BE MADE AT THE SAME TEMPERATURE AT WHICH GAS MEASUREMENTS WILL BE MADE. INSTRUCTION 51-9915 Page 2-1 2.4 PREPARATION FOR STORAGE OR RESHIPMENT If the instrument is withdrawn from operation for storage or reshipment, remove the oxygen sensor as described in Paragrapph 4.9.1 and remove the shyensorsninsulfide separatesensor resealabledescribed plasticnParagraph bags. Then4packagethe Store instrument and the sensors inside the original shipping container, if available. SNIFFER 505 3 OPERATING INSTRUCTIONS 3.1 SCOPE OPERATION This section describes the controls and operational checkout of the Sniffer 505. 3.2 CONTROL AND INDICATOR FUNCTIONS - All controls and indicators are shown in Fig. 3-11 their functions are listed in Table 3-1. 3.3 PRE -OPERATIONAL CHECKOUT Before placing the Sniffer 505 into operation, test and adjust. the instrument following the procedures described in Subsections 4.2 thru 4.7. Batteries should be recharged before continuing tests if the audible slow chirping. low battery alarm sounds. 3.4 OPERATING INSTRUCTIONS If the Sniffer 505 checks out OK after doing the pre -operational checkout procedure, it can be placed in service as described below. To maintain the instrument's accuracy, it should be periodically calibrated as described in Sections 4.2 thru 4.7. WARNING! DISCONNECT CHARGER BEFORE OPERATINC THE INSTRUMENT IN HAZARDOUS AREAS OR WHILE SERVICING. 1. Connect the sample probe and tubing to the instrument INLET PORT. Refer to Sections 6.4 and 6.5 for available hoses and probes. 2. Turn FUNCTION switch to BATTERY TEST and observe combustible gas meter to check battery charge. If meter indication is in RECHARGE zone, charge batteries as described in Paragraph 4.2.2. For optimum battery life, we recommend that the instrument be turned off and placed on charge whenever the BATTERY TEST check indicates RECHARGE. CAUTION: OPERATING THE INSTRUMENT IN THE 'RECHARGE' ZONE WILL IMPAIR TEE ABILITY OF THE BATTERY TO HOLD A CHARGE. 3. Turn FUNCTION switch to x02. Then allow instrument to warm up for at least one minute while sampling fresh air. - 4. Unlock the COMB. ZERO ADJ control and adjust it for a combustible gas meter indication of zero. Then relock the COMB. ZERO ADJ control. INSTRUCTION 51-9915 OPERATION SNIFFER 505 5. Unlock the OXYGEN CALIB control and adjust it for an 0 meter indication of 21% (CAL mark). Then relock the OXYGEN CALIB control. 6. Turn FUNCTION switch to PPM H=S and check that the PPM H=S meter indicates zero. 7. Set the FUNCTION switch to either *0 or PPM H=S and sample gas from the area to be tested. Allow 60 seconds for the meter indications to stabilize before taking readings. 8. When finished, sample fresh air for 10 seconds to purge the sample line. Then turn FUNCTION switch to OFF. 3.5 SENSITIVITY The sensitivity of the Sniffer 505 to combustibles is dependent on the catalytic activity of the active sensor element,. Should an interfering compound, such as tetraethyl lead, sulfur compounds, or silicones contaminate the surface of the sensor element, its ability to catalyze gases and vapors will be significantly reduced. To ensure full sensitivity of both the combustibles and H=S sensors, observe these cautions: CAUTION: BEFORE EACH DAY'S USAGE, PER APPROVAL AGENCY SPECIFICATIONS FOR INSTRUMENT PERFORMANCE AND SAFETY IN HAZARDOUS ENVIRONMENTS, SENSOR SENSITIVITY MUST BE TESTED ON KNOW CONCENTRATIONS OF METHANE IN AIR AND H,S IN NITROGEN. CAS CYLINDER 51-1818, CONTAINING 1.0% METHANE IN AIR (20% LEL). AND CAS CYLINDER 51-1993, CONTAINING 20 PPM H=S IN NITROGEN, MAY BE USED FOR THIS PURPOSE. CAUTION: BEFORE EACH DAY'S USAGE, PERFORM THE OPERATIONAL CHECKOUT PROCEDURES AS DESCRIBED UNDER SUBSECTION 4.2. CAUTION: NEVER OPERATE THE INSTRUMENT WHEN THE BATTERY TEST YIELDS AN INDICATION BELOW THE 'BATT OK` RANGE. CAUTION: ALWAYS PURGE THE INSTRUMENT WITH FRESH AIR AFTER TESTING. Page 3-2 INSTRUCTION 51-9915 SNIFFER 505 'ERY CHARGER JACK _ALARM HORN SAMPLE INLET CONNECTOR OPERATION • COMBUSTIBLE GAS ALARM INDICATOR %02/H2S ALARM INDICATOR COMBUSTILE GAS/BATTERY /TEST ANALOG METER %02/PPM H2S ANALOG METER TEST SWITCH RESET SWITCH OXYGEN CALIB. CONTROL FUNCTION SWITCH COMBUSTIBLE GAS/ ZERO ADJUST CONTROL REMOTE ALARM OUTPUT Figure 3-1. Controls, Indicators, and Connectors INSTRUCTION 51-9915 1 Page 3-3 OPERATION COMPONENT FUNCTION SWITCH TEST SWITCH RESET SWITCH COMB. ZERO CONTROL OXYGEN CALIB. CONTROL 0 /PPM H.S ANALOG METER COMBUSTIBLE CAS/ BATTERY TEST ANALOG METER O/HS ALARM INDICATOR PERCENT LEL ALARM INDICATOR ALARM HORN REMOTE ALARM OUTPUT SNIFFER 505 TABLE 3-1. CONTROL AND INDICATOR FUNCTIONS TUNCTTON a. Turns power to the Sniffer 505 ON and OFF. b. Determines battery charge status as indicated by the Combustible Gas/Battery Test meter. The alarm functions are inhibited in this mode. c. Selects 02 or HA to be displayed on the 0 /PPM H2S meter and simultaneously selects combustibles to be displayed on the Combustible Gas/Battery Test meter. Activates all alarms. Resets both visual and audible alarms from the latched mode, after the alarm condition has cleared. Sets reference voltage for zero meter reading on ADJUST Combustible Gas/Battery Test analog meter while instrument samples fresh air. Sets reference voltage for 21% meter indication on 02/PPM H2S meter while instrument samples fresh air. Indicates percentage of oxygen in sampled air or PPM of t12S in sampled air. Indicates concentration of combustible gas or vapor in terms of percent of Lower Explosive Limit (x LEL). When Battery Test function is activated, this meter indicates the battery charge. Illuminates steadily when oxygen concentration of sample air is less than preset trip point of electronic circuitry. Pulses when the H2S concentration in sample air exceeds preset trip point. Illuminates when level of vapor concentrations exceeds preset trip point of electronic circuitry. Sounds to indicate presence of combustible concentrations of vapor, oxygen deficiency of sample air, presence of 112S, loss of flow integrity, or low battery charge. External jack for an optional remote alarm accessory. INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND MAINTENANCE 4 CALIBRATION AND MAINTENANCE 4.1 SCOPE This section describes calibration and maintenance procedures necessary to maintain safe, accurate and reliable operation of the Sniffer 505. Troubleshooting information is also given if malfunctions should occur. 4.2 OPERATIONAL CHECKOUT 4.2.1 Equipment Required Flowmeter, tubing and connector from Calibration Kit 51-7324. (See Fig. 4-1). 4.2.2 Battery Charging _; Check battery charge by turning the FUNCTION switch to the BATTERY TEST position and observe the indication on the Combustible Gas/Battery Test meter. If the meter indication is in the RECHARGE zone, select the proper charger -1 from Table 4-1; connect it to the correct power source; and plug it's output connector into the instrument's battery charger jack. Allow the instrument's battery pack to charge for 14-16 hours, prior to operation. J J TABLE 4-1. CHARGERS OPERATING VOLTAGE CHARGER PART NUMBER 120 VAC 60 Hz 220 VAC 50 Hz 12 VDC 51-2141 51-2142 51-2143 WARNING! DO NOT OPERATE THE SNIFFER 505 WITH AN EXTERNAL CHARGER ATTACHED TO IT IN ANT POTENTIALLY EXPLOSIVE OR HAZARDOUS LOCATION. DISCONNECT THE CHARGER FROM THE INSTRUMENT BEFORE ENTERING THE HAZARDOUS AREA. THE INSTRUMENT IS DESIGNED TO BE INTRINSICALLY SAFE FOR OPERATION IN CLASS I, DIVISION 1, CROUPS A. 1, C AND D LOCATIONS WITH ALL CHARGERS DISCONNECTED. THE INSTRUMENT IS NOT INTRINSICALLY SAFE WITH TEE EXTERNAL CHARGER ATTACHED. CAUTION: USE OF ANT OTHER TYPE OF BATTERY PACK MAT CAUSE THE INSTRUMENT NOT TO MEET ALL OF THE PERFORMANCE AND/OR SAFETY SPECIFICATIONS PUBLISHED BY CERTAIN AGENCIES CONCERNING OPERATION IN HAZARDOUS ENVIRONMENTS. INSTRUCTION 51-9915 Page 4-1 • r CALIBRATION AND MAINTENANCE SNIFFER 505 4.2.3 Flow System Checkout Turn the FUNCTION switch to the BATTERY TEST position and listen for the pump to start running. To verify correct flow, use the flowmeter, tubing and connector from Calibration Kit 51-7324. Connect the tubing between the top port of the flowmeter and the connector as shown in Fig. 4.1. Plug the connector onto the Sniffer 505's SAMPLE INLET fitting and observe that the flowmeter should indicate 2 SCFH (944 cc/mi^.) or more. If not, refer to Table 4-2 for troubleshooting hints. Then simulate a blockage in the gas sampling system by placing your finger over the bottom port of the flowmeter. The chirping low -flow alarm should sound. 4.2.4 General Checkout 1. Make sure the instrument is clean and free from dirt that will obstruct flow or otherwise impair its operation. 2. The audible alarm, located on the side of the instrument, has a 5 to 15 second alarm lockout during warm-up. The alarm function is latching, which means it must be manually reset after an alarm condition has been cleared. 3. Turn FUNCTION switch to %02. Verify that the %O2 meter indication in fresh air can be adjusted to the CAL mark using the OXYGEN CALIB knob. 4. Verify the %L.E.L. meter indication can be set to zero using the COMB. ZERO ADJ knob. 5. Press the TEST switch. The audible alarm and both visual alarms should activate. Press the RESET switch to clear all alarms. 6. Turn the COMB. ZERO ADJ knob. This should produce smooth movement of the %L.E.L. meter with no signs of the needle sticking. Re -zero the %L.E.L. meter. 7. Turn the OXYGEN CALIB knob. This should produce smooth movement of the 02/PPM H2S meter with no signs of the needle sticking. Reset the 02/PPM H=S meter to its CAL mark. 8. Turn FUNCTION switch to PPM H2S and check zero of the PPM H=S meter. 9. If any steps above produced abnormal results, refer to Table 4-2 for troubleshooting hints. Page 4-2 CAUTION: DO NOT USE OIL OR LUBRICANTS ON THE MECHANICAL OR ELECTRICAL PARTS OF THIS INSTRUMENT. SOME POTENTIOMETER LUBRICANTS CONTAIN SILICONES, WHICH WILL PERMANENTLY IMPAIR OPERATION OF THE COMBUSTIBLES SENSOR. INSTRUCTION 51-9915 J SNIFFER 505 CALIBRATION AND MAINTENANCE — CONNECTOR 03-5393 • TUBING 03-6109 • FLOWMETER 06-6163 • (Use only In vertical position) • CONTAINED IN CALIBRATION KIT 51-7324 Figure 4-1. Set -Up for Checking Air Flow INSTRUCTION 51-9915 Page 4-3 CALIBRATION AND MAINTENANCE SNIFFER 505 . 4.3 CALIBRATION AND ADJUSTMENT, GENERAL 4.3.1 Scope Subsections 4.3 thru 4.7 define the procedures necessary for calibrating and adjusting the circuits in the Sniffer 505. The instrument is designed for direct %L.E.L. readings when sampling methane -in -air mixtures. Therefore, to calibrate the instrument's combustible sensor, a methane -in -sir mixture is used. Consult Appendix "A" for conversion factors when a methane calibrated Sniffer 505 is used on combustibles other than methane. 4.3.2 Equipment Required CALIBRATION KIT - Part No. 51-7324. (See Fig. 4-2). - • CAS CYLINDER, 1.0% METHANE -IN -AIR - Part No. 51-1818 CAS CYLINDER, ZERO CALIBRATION CAS - Part No. 51-7131 CAS CYLINDER, 20 PPM H=S-IN-NITROGEN - Part No. 51-1993 SMALL SCREWDRIVEP., 3/32" BLADE, XCELITE R3323 OR EQUIVALENT DIGITAL VOLTMETER, 20.5% ACCURACY OR BETTER* 4.3.3. Adjusting Sensor Voltage The sensor voltage is factory adjusted to 3.70 20.10 VDC and should never need further adjustment, unless components on the printed circuit board are replaced or the adjustment itself (R27) has been tampered with. If it becomes necessary to make this adjustment, proceed as follows: 1. Loosen the four thumbscrews retaining front panel. First lift up right- hand side of panel, then lift entire panel clear of case. 2. See Fig. 4-3 and connect a digital voltmeter as follows: positive lead to TP-7; negative lead to TP-6. 3. Turn the FUNCTION switch to the BATTERY TEST position and observe the digital voltmeter indication. If the indication is not 3.70 s 0.10 volts, adjust Sensor Voltage pot R27 (Fig. 4-5) to obtain this value. 4. Re -position the front panel and tighten the thumbscrews. *Needed only when performing the optional sensor voltage adjustment procedure described in Paragraph 4.3.3. Page 4-4 INSTRUCTION 51-9915 T 1. Cylinder, Zero Calibration Gas, 51-7131 2. Cylinder, Methane Calibration Gas, 51-1818 3. Cylinder, Hydrogen Sulfide Gas, 51-1993 4. Regulator, 03-4318 • 5. Tee, 03-5532 • 6. Flowmeter, 06-6163 7. Connector, 03-5393 8. Tubing, 03-6109 • • CONTAINED IN CALIBRATION KIT51-7324 •i CALIBRATION AND MAINTENANCE SNIFFER 505 4.4 CALIBRATION OF OXYGEN DETECTOR 4.4.1 Oxygen Zero Adjustment 1. Turn the FUNCTION switch to the BATTERY TEST position. Press the TEST switch and observe the x0 meter indication. If the indication is zero, no further adjustment is necessary. If not, proceed with Step 2. 2. Loosen the four thumbscrews retaining the front panel. First lift up the right-hand side of the panel, then lift the entire panel clear of the case. 3. While pressing the TEST switch, adjust Oxygen Zero pot R7 (see Fig. 4-5) for a x02 meter indication of zero. 4. Re -position the front panel and tighten the thumbscrews. 4.4.2 Oxygen Calibrate Adjustment 1. Turn the FUNCTION switch to the z02 position. 2. Place the instrument in fresh air. If there is doubt about the quality of the surrounding air, proceed with Step 3. If not, proceed to Step 5. 3. Connect a Zero Calibration Gas Cylinder (Part No. 51-7131) and the Calibration Kit (Part No. 51-7324) together as shown in Fig. 4-2. Connect the gas output of this setup to the instrument's SAMPLE INLET. 4. Adjust the regulator on the calibration setup until the ball in the flowmeter just begins to rise (indicating a positive pressure in the gas -supply line). 5. Unlock the OXYGEN CALIB knob and adjust it for a x02 meter indication of 21 or at the CAL mark. Relock OXYGEN CALIB knob. 6. If using the gas cylinder, disconnect the calibration setup and unscrew the cylinder from the regulator. 4. Page 4-6 INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND MAINTENANCE TPS FLOW SWITCH TP3 RESET TP8 2.0V E0 lut Ell 89C0 E+R R5 COMBUSTIBLE SPAN R7 02 ZERO 7 - R27 SENSOR VOLTAGE SI.RCA et; r L SWITCH BOARD (SEE FIG 4-4) TP4 BATT. VOLTAGE TP1 CE OUTPUT TP6 GROUND TP7 3.7V TP2 02 OUTPUT Figure 4-3. Main PC Board Test Point and Potentiometer Layout INSTRUCTION 51-9915 !age 4-7 CALIBRATION AND MAINTENANCE SW4 H2S TEST R8 Oa ALARM SET TP1 ALARM OUTPUT--1 TP2 GROUND HP I E OEHEIEEEE w its LI I O ;sar 51-156I-0 0 u4 es 1 4 n E1 I !Via; .142.111 \ti Ell — TP3 HaS OUTPUT • SW1 SNIFFER 505 RB R26 92 , , 0 Il 4•11. Mao R25 H,S ALARM SET SW1 FUNCTION R2 COMBUSTIBLES ALARM SET Figure 4-4. Switch Board Test Point, Switch, and Potentiometer Layout Page 4-8 INSTRUCTION 51-9915 1 • SNIFFER 50th CALIBRATION AND MAINTENANCE R5 COMBUSTIBLES SPAN R7 OXYGEN ZERO R27 SENSOR VOLTAGE R16 H,S ZERO R17 H,S SPAN Figure 4-5. Calibration Adjustments INSTRUCTION 51-9915 .'4. • CALIBRATION AND MAINTENANCE SNIFFER 505 4.5 CALIBRATION OF THE COMBUSTIBLES DETECTOR 4.5.1 Disabling the Audible Alarm To eliminate the annoyance of the audible alarm sounding during the calibration of the detector and alarm circuits, the audible alarm can be disabled. Note that all meter functions and visual alarms will continue to operate normally. To disable the alarm, proceed as follows: 1. Loosen the four thumbscrews retaining the front panel. First lift up the right-hand side of the panel, then lift the entire panel clear of the case. 2. Pull apart the 4-conductor plug that is connected to the audible alarm, the battery charger jack and the remote alarm jack. 3. Proceed with the calibration and alarm trip -point procedures. 4.. After adjustment, reconnect the 4-conductor plug. Then press the TEST switch to verify operation of the audible alarm. 4.5.2 Calibrating the x :'i Range 1. Turn the FUNCTION switch to the BATTERY TEST position. Verify that the batteries have a sufficient charge. If not, refer to Paragraph 4.2.2 and charge the batteries. 2. Allow 5 minutes for the instrument to warm up. 3. Turn the function switch to the x02 or PPM 112S position. 4. See Fig. 4-2 and connect the zero calibration gas cylinder 51-7131 to the instrument. Adjust the regulator until the ball in the flowmeter just begins to rise (indicating a positive pressure in the gas -supply line). 5. Allow the zero calibration gas to flow for 1 minute; then use the COMB. ZERO ADJ control to zero the combustibles meter. 6. Unscrew the calibration gas cylinder from the regulator and replace it with the 1% Methane -in -Air cylinder, 51-1818. Adjust the regulator until the ball in the flowmeter just begins to rise. 7. Allow the gas to flow for 1 minute; then read the *L.E.L. meter. 8. The methane cylinder has a concentration value stamped on its label. To determine the desired meter indication, use the formula: % LEL Meter Calibration Value - % Methane in Cylinder x 20% LEL Page 4-10 INSTRUCTION 51-9915 •I SNIFFER 505 CALIBRATION AND MAINTENANCE 9. Compare the %L.E.L. meter indication in Step 7 to the calibration value calculated in Step 8. If the meter indication is within a5% LEL of the calibration value, no further adjustment is required. Otherwise proceed with Step 10. 10. Loosen the four thumbscrews retaining the front. panel. Lift up the right-hand side of the panel, without disconnecting the calibration setup, to gain access to the Combustibles Span pot. R5. shown in Fig. 4-5. 11. Adjust pot R5 using a small screwdriver until the meter indication matches the calibration value from Step 8. 12. Re -position the front panel and secure the four thumbscrews. Remove the calibration setup and disconnect the gas cylinder from the regulator. 4.6 CALIBRATION OF THE HYDROGEN SULFIDE DETECTOR 4.6.1 Adjusting the Hydrogen Sulfide Zero 1. Turn the FUNCTION switch to PPM E2S. Allow the sensor to warm up for 1 minute. Observe the PPM E2S meter indication. If the indication is at or close to zero, no further adjustment is necessary. If not, proceed with Step 2. . 2. Loosen the four thumbscrews retaining the front parcel. 3. Lift the right-hand side of the panel to gain access to H2S zero potentiometer R16 (Fig. 4-5). 4. Adjust potentiometer R16 until the PPM H2S meter indicates zero. 5. Reposition the front panel and tighten the thumbscrews. 4.6.2 Adjusting the Hydrogen Sulfide Span 1. Turn the FUNCTION switch to PPM H2S. 2. Allow the sensor to warm up for 1 minute. 3. See Fig. 4-2 and connect 20 PPM E2S gas cylinder 51-1993 to the instrument. 4. Adjust the regulator until the ball in the flowmeter just begins to rise. INSTRUCTION 51-9915 Page 4-11 4 • 4 CALIBRAYION AND MAINTENANCE SNIFFER 505 5. Allow the gas to flow for 1 minute. 6. Loosen the four thumbscrews retaining the front panel. 7. Without disconnecting the calibration setup, lift the right-hand side of the panel to gain access to the E2S span potentiometer R17 (see Fig. 4-5). 8. Adjust potentiometer R17 using a small screwdriver until the PPM E2S meter shows 20 PPM. 9. Reposition the front panel, secure the four thumbscrews, remove the calibration setup, and disconnect the gas cylinder from the regulator. 4.7 ADJUSTING TEE ALARM TRIP POINTS 4.7.1 Adjusting the Oxygen Deficiency Alarm Point 1. Loosen the four thumbscrews retaining the front panel. Lift up the right-hand side of the panel to gain access to the 02 Alarm Set pot, R8, shown in Fig. 4-6. 2. Turn pot R8 fully counterclockwise. 3. Unlock the OXYGEN CALIB knob and adjust it until the *02 meter indicates the concentration of the desired trip point. 4. Turn pot R8 clockwise very slowly and stop as soon as the oxygen alarm activates. 5. Turn OXYGEN CALIB knob clockwise and press the RESET switch to clear the alarm. 6. While observing the *0 meter, slowly turn OXYGEN CALIB knob counter- clockwise and verify that the alarm activates at the desired trip point. Again turn OXYCEN CALIB knob clockwise and press the RESET switch to clear the alarm. 7. Readjust the OXYGEN CALIB control per Paragraph 4.4.2. 8. Re -position the front panel and tighten the thumbscrews. 4.7.2 Adjusting the Combustibles Alarm Point 1. Loosen the four thumbscrews retaining the front panel. Lift up the right-hand side of the panel to gain access to the Combustibles Alarm Set pot, R2, shown in Fig. 4-6. • 2. Turn pot R2 fully clockwise. 3. Unlock the COMB. ZERO ADJ knob and adjust it until the *L.E.L. meter indicates the concentration of the desired trip point. 4. Turn pot R2 counterclockwise very slowly and stop as soon as the combustibles alarm activates. INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND MAINTENANCE 5. Turn COMB. ZERO ADJ knob counterclockwise and press the RESET snitch to clear the alarm. 6. While observing the *L.E.L. meter, slowly turn COMB. *ZERO ADJ knob clockwise and verify that the alarm activates at the desired trip point. Again turn COMB. ZERO ADJ knob counterclockwise and press the RESET switch to clear the alarm. 7. Readjust the COMB. ZERO ADJ control for a WL.E.L. meter indication of zero. Then relock the COMB. ZERO ADJ control. 8. Re -position the front panel and tighten the thumbscrews. • 4.7.3 Adjusting the Hydrogen Sulfide Alarm Point 1. Loosen the four thumbscrews retaining the front panel. 2. First lift the right-hand side of the panel, then lift the entire panel clear of the case. 3. Turn the FUNCTION switch to the PPM H=S position. 4. Press and hold the H=S test switch, shown in Fig. 4-4. This will trigger the H=S alarm and display its alarm set point on the PPM B2S meter. 5. Adjust the E2S Alarm Set pot R25, shown in Fig. 4-6, so that the PPM 112S meter displays the desired alarm set point. 6. Release the B2S test switch and press the reset switch to clear the alarm. 7. Reposition the front panel and tighten the thumbscrews. INSTRUCTION 51-9915 I �J CALIERATION AND MAINTENANCE Page 4-14 SNIFFER 505 R2 COMBUSTIBLES ALARM SET R25 H2S ALARM SET R8 O2 ALARM SET Figure 4-6. Alarm Adjustment Locations INSTRUCTION 51-9915 _; SNIP/U. 505 CALIBRATION AND MAINTENANCE 4.8 TROUBLESHOOTING Table 4-2 lists the most common troubles, their probable cause and the corrective action to be taken for many of the malfunctions that may occur with the Sniffer 505. Trouble *L.E.L. meter pegs up or down scale and will not zero in fresh air. TABLE 4-2. TROUBLESHOOTING Probable Cause Defective combustibles sensor. Rated! Replace sensor 51-1057 *0 meter reads low and will not calibrate. Oxygen sensor output less than Replace oxygen 19 mV. sensor 51-7331. x0 meter reads above 21 and will not calibrate. Oxygen sensor output greater than 60 mV. Replace oxygen sensor 51-7331. Response slow, more than 5 sec. to start of response, or flow rate less than 700 cc/min. (1.5 SCFH). a. Dirty clogged parts in probe hose, reaction chamber, or blocked exhaust port. b. Defective pump. Clean and/or open. Replace pump. Instrument fails to charge. Defective charger. Replace, refer to Table 4-1. Combustibles readings out of tolerance. Instrument not calibrated. Follow calibration Section 4.5. Cannot calibrate combustibles section. Defective combustibles sensor. Replace sensor 51-1057. Instrument dead, no power. a. Dead battery. b. Defective battery or charger. Charge battery per Paragraph 4.2.2. Replace defective item. Cannot calibrate H2S section. Defective hydrogen sulfide sensor. ' Replace sensor 51-6297. INSTRUCTION 51-9915 Page 4-15 CALIBRATION AND MAINTENANCE SNIFFER 505 4.9 SENSOR REPLACEMENT 4.9.1 Oxygen Sensor The life of an oxygen sensor is conservatively estimated at six months. Its life is not affected by the amount of time the instrument is used. Oxygen sensors are shipped in a sealed envelope purged of all oxygen to inhibit the sensor's chemical action. Once the seal is broken and the sensor is exposed to air, the sensor starts to operate and will deplete at a fixed rate, regardless of whether the instrument is used or not. Whenever it becomes necessary to replace the oxygen sensor, follow the procedure below. When placing the instrument in operation for the first time, omit Step 2. Equipment Required - Replacement Oxygen Sensor, Part No. 51-7331 - Screwdriver, 3/16" Blade - Scissors Procedure 1. Loosen the four thumbscrews retaining the front panel. First lift up the right-hand side of the panel, then lift the entire panel clear of the case. 2. See Fig. 4-7. Using a small screwdriver, remove the two screws retaining the oxygen sensor flange and then remove the flange. Remove and discard the old oxygen sensor. WARNING! THE OXTCEN•SENSOR CONTAINS A SOLUTION OF POTASSIUM HYDROXIDE. DO NOT PUNCTURE. IF SOLUTION CONTACTS THE SKIN, FLUSH WITH WATER AND VINEGAR IMMEDIATELT. IF SOLUTION CONTACTS THE ETES, FLUSH WITH A BORIC ACID SOLUTION AND CET IMMEDIATE MEDICAL ATTENTION! 3. Clean the 0-ring and position it inside the oxygen sensor base. 4. The new oxygen sensor (Part No. 51-7331) is shipped in a sealed foil envelope. Use a pair of scissors to cut open the envelope and remove the sensor. INSTRUCTION 51-9915 1 SNI17LR 505 CALIBRATION AND MAINTENANCE 5. Look at the contacts of the oxygen sensor base (see Fig 4-7) Three dimples and one has a hole Lin the have e oxygen sensor up so that its plastic screw is in line with the contact that has the hole, mesh end toward the base. Snap the sensor into the base so the three stainless steel screwheads line up in the dimples in the contacts. The plastic screw head should protrude through the hole in its contact: If properly positioned, the label on the rear of the sensor should be readable. 4. Position the flange over the rear of the sensor. Insert the two screws and tighten them equally with a screwdriver. p0 NOT overtighten these screws! 7. Calibrate the oxygen detector per Section 4.4. OXYGEN SENSOR BASE 0-RING OXYGEN SENSOR 51-7331 FLANGE Figure 4-7. Oxygen Sensor Installation INSTRUCTION 51-9915 Page 4-17 a J J Ct. 41ATION AND MAINTENANCE SNIFFER 505 4.9.2 Combustibles Sensor The combustibles sensor should last at least one year when operated eight hours a day and when only sampling small quantities of combustible gases and vapors. Operation for long periods of time in areas with combustible gas concentrations near or above the lower explosive limit may shorten sensor life. The sensor should be replaced when adjusting the Combustibles Span pot, R5, will no longer calibrate the instrument as described in Paragraph 4.5. Equipment Required - Replacement Combustibles Sensor, Part No. 51-1057 - Screwdriver, 3/16" Blade - Clean Rag Procedure 1. Loosen the four thumbscrews retaining the front panel. First lift up the right-hand side of the panel, then lift the entire panel clear of the case. 2. See Fig. 4-8. Remove four retaining screws from the sensor socket and pull the socket free. 3. Unplug and discard the old sensor. 4. Inspect the reaction chamber for dirt. Wipe out with a clean rag, if necessary. 5. Plug the new combustibles sensor (Part No. 51-1057) into the socket. 6. Make sure the spring is inside. the reaction chamber. Then position the socket into the reaction chamber so the four screw holes line up. 7. Insert and tighten the four retaining screws. 8. Calib►• :.e the combustibles detector per Section 4.5. Page 4-18 INSTRUCTION 51-9915 4, e • v n 2 • ., . SNIFFER 505 CALIBRATION AND MAINTENANCE TYPICAL (4 PLACES) SENSOR SOCKET SENSOR 51-1057 SPRING REACTION CHAMBER Figure 4-8. Combustibles Sensor Installation INSTRUCTION 51-9915 Page 4-19 CALIBRATION AND MAINTENANCE SNIFFER 505 4.9.3 Hydrogen Sulfide Sensor The hydrogen sulfide sensor should be replaced when the B3S span potentiometer, R17, no longer calibrates the instrument as described in Paragraph 4.6.2. Whenever it becomes necessary to replace the hydrogen sulfide sensor, follow the procedure below. Equipment Required - Replacement 3ydrogen Sulfide Sensor, :art No. 51-8297 - Screwdriver, 3/16" blade - Clean Rag Initial Sensor Installation 1. Loosen the four thumbscrews retaining the front panel. First lift the right-hand side, then lift the entire panel clear of the case. 2. Remove the four screws holding the mounting plate to the inside of the case. (See Fig. 4-9). 3. Lift the mounting plate and expansion chamber out of the case. 4. Assemble the hydrogen sulfide sensor, 0-ring, and membrane and attach them to the expansion chamber with the three screws provided. Position the sensor on the expansion chamber as shown in Fig. 4-9. NOTE: The new sensor will have a factory installed shorting wire that must be removed and discarded. The sensor should stand as little time as possible off -circuit after the wire is removed 5. Remove the shorting wire from sensor terminals R and St then connect the wires which are laying in the bottom of the case to the sensor as shown in Fig. 4-9. 6. Reattach the mounting plate to the case. Sensor Replacement/Storing. 1. Loosen the right-hand 2. Remove the cane. (See four thumbscrews retaining the front panel. First lift the side, then lift the entire panel clear of the case. four screws holding the mounting plate to the inside of the Fig. 4-9) 3. Lift the mounting plate with the sensor attached and disconnect wires. 4. Remove and discard the old sen!rr, attain the 0-ring and membrane. IMPORTANTI If you're removing the old sensor and storing it for later use, short circuit terminals R and S with a jumper wire. INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND MAINTENANCE 5. Inspect the expansion chamber, membrane, and 0-rin: for dirt. Wipe with a clean rag, if necessary. 6. Assemble the new hydrogen sulfide sensor, 0-ring, and membrane as shown in Fig. 4-9 and attach them to the expansion chamber with the threb screws provided. NOTE: The new sensor will have a factory installed shorting wire that must be removed and discarded. The sensor should spend as little time as possible off -circuit after the wire is removed. 7. Remove the shorting wire from sensor terminals n and S; then connect the sensor wiring as shown in Fig. 4-9. 8. Reattach the mounting plate to the case. MOUNTING PLATE EXPANSION CHAMBER MEMBRANE (SCREEN SIDE TOWARD CHAMBER) H2S SENSOR 51-8297 3 PLACES (TYP) H?S SENSOR WIRING WIRE TERMINAL WHITE/RED — C WHITE/BLACK — S WHITE/BLUE — R Figure 4-9. Hydrogen Sulfide Sensor Installation INSTRUCTION 51-9915 4 PLACES (TYP)-7 CALIBRATION AND MAINTENANCE This page intentionally left blank SNIFFER 505 SNIFFER 505 ,S ILLUSTRATED PARTS BREAKDOWN 5.1 SCOPE CALIBRATION AND MAINTENANCE • This section lists,• describes, and illustrates the items necessary for the support of the Sniffer 505 Combustible Cas, Hydrogen Sulfide, and Oxygen Alarm (Part No. 51-7264) and is intended for use by maintenance and overhaul personnel for identification, ordering, and stocking of replaceable parts. This section contains: • A maintenance parts list containing illustration references; part numbers; part descriptions; and units per assembly. ▪ An illustration showing parts and assemblies with ind.'x numbers corresponding to those of the maintenance parts list. 5.2 MAINTENANCE PARTS LIST CDLUIBiAR ENTRIES 5.2.1 Figure and Index Number Columns The Figure and Index Number columns contain numbers referring to the figures in which assemblies and parts are shown pictorially. The hyphenated two digit number in the Figure column identifies figure. Numbers descending the Index column refer to the index numbers of parts shown in the figure. 5.2.2 Part Number Column The Part Number column contains Bacharach Part Numbers of assemblies and parts. 5.2.3 Description Column In the Description column, a short description of each part or assembly is given. 5.2.4 Units -Per -Assembly Column The Units -Per -Assembly column reveals the number of identical parts required at the indicated assembly level unless otherwise noted. For some items such as vire, the units -per -assembly column specifies the required quantity in inches or feet. • INSTRUCTION 51-9915 Page 5-1 9 e 4 SNIFFER 505 TABLE 5-1. MAINTENANCE PARTS LIST PARTS Picture Item Part it Number Nob& umber Description As s Z ' 5-1 MAJOR COMPONENTS 6 51-1057 Combsensor ustiblesSensor 1 7 57-2 334 Pump and Motor Assembly 1 9 1 51-1206 Flange (oxygen Sensor) 1 16 24-0495 Expansion Hood and Chamber* 23 51-2075 Battery Pack 1 28 51-1950 Compression Spring 1 3y 1 51-8297 Hydrogen Sulfide Sensor Assembly 75 05-5207 0-ring 1 115 304-8335 Standoff *Includes 0-ring and bonded membrane INSTAUCTION 51-9915 3 Page 5-3 • T JI 1 1 PARTS Page 5-4 This page intentionally left blank. SNIFFER 505 INSTRUCTION 51-9915 i 4 SNIFFER 505 6 ACCESSORIES 6.1 SCOPE ACCESSORIES This section describes the accessories available for use with the Sniffer 505. Other accessories or lengths of hoses may be made available upon request. Consult the factory for further information. 6.2 BATTERY CHARGERS - 120 VAC 60 Hz (51-2141) - 220 VAC 50 Hz (51-2142) - 12 VDC (51-2143) 6.3 CALIBRATION EQUIPMENT Methane Calibration Gas (51-1818) Hydrogen Sulfide Calibration Gas (51-1993) Zero Calibration Gas (51-7131) Calibration Kit (51-7324) which contains the following materials: 1. Regulator (03-4318) 2. Tee (03-5532) 3. Flowmeter (06-6163) 4. Connector (03-5393) 5. Tubing (03-6109) 6. Case with space for Items 1-5 plus two gas cylinders (51-1560) 6.4 PROBE HOSES - SAMPLING HOSES: 1. Teflon Sampling Hose (23-4770). end has a threaded connector to quick -connect fitting to attach Teflon probe hose, 5 feet attach a probe; the other to the instrument. 2. Daylon Sampling Hose (23-4680). Daylon probe hose, 5 feet hose is supplied with the same connectors as Item 1. INSTRUCTION 51-9915 long. One end has a long. The Page 6-1 ACCESSORIES SNIFFER 505 - PROBE EXTENSION HOSES -- Daylon extension hoses are available in lengths of 5 feet (51-1819), 10 feet (51-1820), 20 feet (23-7300), and 25 feet (51-1821). These hoses are equipped with a quick -connect fitting on each end. They can be used to connect the probe hose to the instrument. These hoses may be added together for hose lengths over 25 feet. However, remember to add about 6 seconds to the expected response time for every 25 feet of hose. 6.5 PROBES - ALUMINUM PROBES: 1. A 30 inch, rugged aluminum probe (347.412.10) can be used in nearly all applications (except where non-conductive probes are required). The probe tube is 3/8" diameter, has a dust filter chamber, and is perforated a few inches from the tip to prevent liquids from entering the sampling system (in case the probe tip is accidentally placed in liquids). 2. A 10 inch, aluminum probe (347.413.50) is available for use in confined areas where the longer probes are impractical. The probe is 3/8" diameter and has a filter chamber. - FIBERGLASS PROBE -- The 30 inch fiberglass probe (347.411.10) is used primarily by utility companies where an electrically non-conductive probe is required. The probe is physically similar to the aluminum probe, and has a filter chamber. 6.6 FILTERS COTTON FILTER ELEMENT -- The cotton filter element is the standard dust filter for the Sniffer 505 accessory probes, and is suitable for most applications. The probe filter elements should be checked daily, and replaced when clogged (see Fig. 6-1). Filters are packed 24 to a box, and are available as Part No. 550-070.00. CHARCOAL FILTER ELEMENT -- The disposable charcoal filter pack is used when you need to distinguish between a indication caused by combustible gases (e.g., from a pipe leak) and an indication caused by a source of petroleum vapors (e.g., leak from a nearby gasoline station). Activated charcoal will absorb most of the petroleum vapors in a gas sample; however, it will allow a dry combustible gas (such as natural gas or propane) to pass through. Filters are packed ten to a box, and are available as Part No. 550-704.00. The petroleum absorbing property of the activated charcoal filter is used to detect petroleum based gases and vapors in the following manner: 1. Using a standard cotton filter installed in the probe filter chamber, take a sample and note the combustibles meter indication. 2. Remove the cotton filter and install one of the small activated charcoal packs in the probe filter chamber (see Fig. 6-2). Page 6-2 INSTRUCTION 51-9915 SNIFFER 505 Figure 6-1. Cotton Filter Element Figure 6-2. Activated Charcoal Packs ACCESSORIES INSTRUCTION 51-9915 Page 6-3 9 ACCESSORIES SNIFFER 505 3. Take another sample at the suspected area, and note whether the indication is less than it was without the charcoal pack installed. If the indication has dropped significantly, this means that the charcoal has absorbed petroleum vapors, and that one cause of the indication is likely to be petroleum vapors. Note that the charcoal pack will increase the response time of the instrument. Therefore, draw a sample of gas through the instrument for at least 60 seconds before taking a reading.) CAUTION: AFTER USING A CHARCOAL PACK, REMOVE THE PACK FROM THE PROBE AND DISCARD. OTHERWISE, THE PRESENCE OF COMBUSTIBLE VAPORS MAI NOT BE DETECTED IN SUBSEQUENT TESTING. 6.7 SAMPLE LINE CHAMBER The Sample Line Chamber (23-7341) was designed for use with excessive moisture or dust. When installed alone, the chamber functions as a moisture or dust trap with three ounce capacity. The unit may also be filled with a drying agent such as calcium chloride for use in drying the gas sample. It will add approximately seven seconds to the response time of the instrument (the time to indicate 90t of the change of gas concentration). 6.0 REMOTE ALARM A remote alarm with a 25 foot cable is available (51-7279). It is connected to the Sniffer 505 by way of the Remote Alarm Output receptacle located on the side of the instrument, as seen in Fig. 3-1, using a screw -tight connector which is part of the accessory. When connected,' both the remote alarm and the instrument alarm will sound when activated. The alarm speaker in the accessory is identical to the one used inside the instrument. Page 6-4 INSTRUCTION 51-9915 0 ;s • •n. • SNIFFER 505 ACCESSORIES TABLE 6-1. ACCESSORY PARTS LIST Part Nus'ber A pescriotion 51-2141 120 VAC 60 Hz Charger 51-2142 220 VAC 50 Hz Charger 51-2143 12 VDC Charger 51-1120 Cylinder, Hexane Calibration Cas (500 PPM) 51-1818 Cylinder, Methane Calibration Cas (1.0%) 51-1993 Cylinder, Hydrogen Sulfide Calibration Cas (20 PPM) 51-7131 Cylinder, Zero Calibration Cas 51-7324 Calibration Kit (Holds Two Cylinders) 23-7383 5' Teflon Hose, 10" Aluminum Probe and Cotton Filters 23-4770 5' Teflon Probe Hose 23-4680 5' Daylon Probe Hose 51-1819 5' Daylon Extension Hose 51-1820 10' Daylon Extension Hose 23-7300 20' Daylon Extension Hose 51-1821 25' Daylon Extension Hose 347.411.10 30" Fiberglass Probe 347.412.10 30" Aluminum Probe 347.413.50 10" Aluminum Probe 550.070.00 Cotton Filter Element, Box of 24 550-074.00 Charcoal Filter Pack, Box of 10 23-7341 Sample Line Filter and Water Trap 51-1550 Detachable Shoulder Strap 51-7279 Remote Alarm with 25' Cable INSTRUCTION !i1-9915 Page 6-5 ACCESSORIES SNIFFER 50: This page intentionally left blank. Page 6-6 INSTRUCTION 51-9915 SNIFFn 505 LPPENDIX A - CAS DETECTOR CALIBRATION USINC METHANE APPENDIX From time to time, Bacharach is requested to supply conversion factors that will indicate an instrument's predicted response to a gas for which it was not calibrated. jt should be understood that such conversion factors are calculated estimates only. They are intended to be used only as a guide and to show typical responses of the instrument to a particular gas. The factors shown in Table A-1 are based on test studies of related gases and a calculated comparison to standard theoretical values of pertinent gas parameters available to Bacharach at the time of estima•:ing. For measurements critical to determining a health or explosive/flammable hazard, a particular instrument should always be calibrated using the specific pas or vapor to be measured. There is no other way to ensure reliable readings. Too many parameters are involved to make any single, simple conversion factor accurate. WARNINGI FOR MAXIMUM SAFETY IN DETERMINING EXISTENCE OF AN EXPLOSIVE, FLAMMABLE, OR HEALTH HAZARD, TOUR PARTICULAR INSTRUMENT SHOULD BE CALIBRATED USINC THE SPECIFIC CAS/VAPOR TO BE MEASURED. IF TOUR INSTRUMENT HAS AN AGENCY APPROVED CERTIFICATION (e.g., FACTORY MUTUAL, CSA, ETC.), FAILURE TO CALIBRATE ON THE SPECIFIC CAS HAZARD TO BE MONITORED MAT VOID THE CERTIFICATION. WHEN IN DOUBT AS TO PROPER CALIBRATION CAS OR PROCEDURE, CONTACT TOUR BACHARACH SALES REPRESENTATIVE OR FACTORY APPLICATIONS ENGINEER. The conversion (K) factors in Table A-1 may be used to estimate the actual LEL of a combustible other than methane, when detected by a Sniffer 505 calibrated on methane. For example, a 50% LEL meter indication for hydrogen -in -air indicates an actual estimated concentration of 65% LEL E3 (50x x 1.3). Since a high conversion (A) factor means reduced sensitivity to a particular combustible, use of K-factors in excess of 2.5 are to be avoided. For those combustibles, and particularly for use on fuel and solvent vapors, recalibration to a more sensitive hexane base is recommended (refer to Appendix "B"). INSTRUCTION 51-9915 -J Page A-1 APPENDIX SNIFFER 505 APPENDIX A - CAS DETECTOR CALIBRATION USING METHANE (Cont.) TABLE A-1. X FACTORS FOR SNIFFER 505 BASED ON METHANE CALIBRATION NOTICE: This table is to be used only after consideration of the foregoing explanation and yarning. Cas Conversion Factor Acetone 3.5 Acetylene 2.7 Benzene 2.9 Butadiene 2.9 Cyclohexane 2.9 Dichioromethane 2.6 1,2 - Dichloropropane 2.6 Ethane 1.5 Ethyl Alcohol 2.5 Ethylene 2.0 Ethylene Oxide 2.9 N-Heptane 3.5 Hexane 3.7 Hydrogen 1.3 Isopropyl Alcohol 2.4 Methane 1.0 Methyl Alcohol 1.7 Methyl Ethyl Ketone 5.0 N-Pentane 2.6 Propane 1.9 Toluene 3.6 Vinyl Chloride 2.2 O-Xylene 4.2 1 INSTRUCTION 51-9915 SNIFFER 505 APPENDIX APPENDIX B - CAS DETECTOR CALIBRATION USING HEXANE From time to time, Bacharach is requested to supply conversion factors that will indicate an instrument's predicted response to a gas for which it was not calibrated. It should be understood that such conversion factors are calculated estimates only. They are intended to be used only as a guide and to show typical responses of the instrument to a particular gas. The factors shown in Table 8-1 are based on test studies of related gases and a calculated comparison to standard theoretical values of pertinent gas parameters available to Bacharach at the time of estimating. For measurements critical to determining a health or explosive/flammable hazard, a particular instrument should always be calibrated using the specific pas or vapor to be measured. There is no otherway to ensure reliable readings. Too many parameters are involved to make any single, simple conversion factor accurate. WARNING) FOR MAXIMUM SAFETT IN DETERMINING EXISTENCE OF AN EXPLOSIVE, FLAMMABLE, OR HEALTH HAZARD, TOUR PARTICULAR INSTRUMENT SHOULD BE CALIBRATED USING THE SPECIFIC CAS/VAPOR TO BE MEASURED. IF TOUR INSTRUMENT HAS AN ACENCT APPROVED CERTIFICATION (e.g., FACTORY MUTUAL, CSA, ETC.), FAILURE TO CALIBRATE ON THE SPECIFIC CAS HAZARD TO BE MONITORED MAT VOID THE CERTIFICATION. WHEN IN DOUBT AS TO PROPER CALIBRATION CAS OR PROCEDURE, CONTACT YOUR BACHARACH SALES REPRESENTATIVE OR FACTORY APPLICATIONS ENGINEER. The hexane -based conversion (K) factors listed in Table B-1 are used to convert a hexane calibrated instrument response to other combustible gases and vapors. For example, a 50% LEL meter indication for an acetone -in -air vapor indicates an actual estimated concentration of 70% LEL acetone (50% x 1.4). Since hexane is not available in LEL concentrations in convenient compressed gas cylinders, methane calibration gas is substituted to achieve the desired hexane -based calibration. For example: use Bacharach standard methane gas cylinder 51-1818 (1% by volume . 20% L.E.L.) and the L.E.L. conversion factor to determine correct combustible span setting (R5) for hexane calibration. 20% L.E.L. x 035 • 57% L.E.L. Combustible Setting • WARNING! THE RESULTS OBTAINED WHEN USING THE I -FACTORS IN TABLE 8-1 ARE APPROXIMATE AND MUST NOT BE CONSTRUED AS REPRESENTING HIGHLY ACCURATE L.E.L. PERCENTAGES. THEY ARE USUALLY CONSIDERED TO BE ADEQUATE FOR GENERAL DETECTION OF COMBUSTIBLE CASES, BUT ARE NOT ADEQUATE FOR ACCURATE CAS ANALYSIS. INSTRUCTION 51-9915 Page 8-1 APPENDIX SNIFFER 505 !APPENDIX B - CAS DETECTOR CALIBRATION USING HEXANE (Cont.) TABLE B-1. L ?ACTORS FOR SNIFFER 505 EASED ON HEXANE CALIBRATION NOTICE: This table is to be used only after consideration of the foregoing explanation and warning. Conversion Pas LAE= 1 —. Acetone 1.4 Acetylene 1.0 Benzene 1.0 Butadiene 0.9 Cyclohexane 1.1 Dichioromethane 1.0 1. 2 - Dichloropropane 1.0 Ethane 0.5 Ethyl Alcohol 0.9 Ethylene 0.7 Ethylene Oxide 1.0 N-Heptane (gasoline. JP-4) 1.1 Hexane 1.0 Hydrogen 0.4 Isopropyl Alcohol 0.8 Methane 0.4 Methyl Alcohol 0.6 Methyl Ethyl Ketone 1.6 N-Pentane 0.9 Propane 0.7 Toluene 1.2 Vinyl Chloride 0.8 O-Xylene 1.4 j J 1_001C SNIFFER 505 • b?r . ''* C - LEAD ACID BATTERY DISCHARGING APPENDIX The point at •:;,t? .00% us 4, lead acid battery's usable capacity has been removed is :.:c•.vi.an of its discharge rate. For optimum battery life, it is recommended tl'a. the instrument be turned off when not in use, and its battery be placad on charge when the instrument's battery test circuit indicates RECHARGE. CAUTION: &F.AVINC THE INSTRUMENT TURNED ON FOR EXTENDED PERIODS OF TIME WITHOUT RECHARGING THE BATTERI AS INDICATED ABOVE, MAY CAUSE PERMANENT DAMAGE TO THE BATTERI'S LEAD ACID CELLS. If a lead -acid battery is deeply disciarged, its sulfuric acid electrolyte can be depleted of the sulfate ion and become essentially water, which can create the following problems. A lack of sulfate ions as charge conductors in an overly discharged battery will cause the battery's cell impedance to appear high. This hibh impedance results in a Low charge current, in turn, requiring the battery to be charged for a time period that is longer than the normal recharge time of 14-16 hours. Another potential problem is lead sulfate's solubility in water. In a severe deep discharge condition, the lead sulfate which is present on the battery's plate surfaces can go into solution in the water electrolyte. Then upon recharge, the water and sulfate ion in the lead sulfate solution convert into sulfuric acid, leaving a precipitate of lead metal which settles in the battery's separator. As the level of lead builds up, a short circuit develops between the battery plates which causes the battery to fail. INSTRUCTION 51-9915 Page C-1 APPENDIX SNIFFER 505 This page intentionally left blank. SNIFFER 505 APPENDIX APPENDIX D - BACHARACH SALES/SERVICE CENTERS Bacharach S/S Center 7300 Industrial Park Route 130, Bldg. 22 Pennsauken, NJ 08110 (609) 665-6176 Bacharach, Inc. 625 Alpha Drive Pittsburgh, PA 15238 (412) 963-2000 Bacharach S/S Center 5151 Mitchelldale 8-4 Houston, TX 77092 (713) 683-8141 Bacharach S/S Center' Fair Oak Court Maplewood Avenue Patrice, WV 24902 (304) 645-6166 Bacharach S/S Center Euclid Business eater 10772 Capital Avenue Carden Grove, CA 92643 (714) 554-3993 ' INSTRACTION 51-9915 Page D-1 APPENDIX SNIFFER 505 This page intentionally left blank. METHANE, COMPRESSED DOT: UN 1971 HAZ.CL.: Division 2.1 LABEL: Flammable Gas September 1991 24,Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: COMMON NAME AND SYNONYMS: CHEMICAL FAMILY: Methane Methane, Marsh Gas, Methyl Hydride Alkane FORMULA: CH4 SECTIONAI—HAZARDOUS INGREDIENTS MATERIAL VOLUME % . CAS.NO. ACGIH TLV UNITS Methane 99+ 74•-82-8 Simple Asphyxiant* OSHA 1989 TWA a None Listed * Oxygen levels should be maintained at greater than 18 molar 2 at normal atmospheric pressure (p02>135 torr). SECTION III --PHYSICAL DATA BOILING POINT (°F.): -258.6 VAPOR PRESSURE: @ 70°F * VAPOR DENSITY (AIR=1): @ 70°F - 0.56 SOLUBILITY IN WATER: Negligible APPEARANCE AND ODOR: Colorless, odorless * Above the critical temperature SPECIFIC GRAVITY (H 0=1): N/A (Gas) % VOLATILE BY VOLUME: N/A (Gas) EVAPORATION RATE (BUTYL ACETATE=1): N/A (Gas) SECTION IV--FfRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A (Gas) EXTINGUISHING MEDIA: Water, carbon dioxide, dry chemical SPECIAL FIRE FIGHTINGoflowEofRmethane. Use water spray to cool containers. UNUSUAL FIRE AND EXPLOSION HAZARDS: Should flame be extinguished and flow of gas continue, increase prevent flammable or explosive mixture formation. FLAMMABLE LIMITS: SECTION V--HEALTH HAZARD DATA Route(s) of Entry: Inhalation? Yes Skin? Yes Carcinogenicity: NTP? No IARC Monographs? No EFFECTS OF OVEREXPOSURE: Inhalation: Effects of exposure to high concentrations so as oxygen in the air necessary for life are headache, dizziness, and eventual unconsciousness. LEL UEL 5.0 15.0 surrounding ventilation to Ingestion? No OSHA? No to displace the labored breathing Persons in ill health where such illness would be aggravated by exposure to methane should not be allowed to work with or handle this product. EMERGENCY AND FIRST AID PROCEDURES: If /ahaled: Conscious persons should be assisted to an uncontaminated area and inhale fresh air. Quick removal from the contaminated area is most important. Unconscious persons should be moved to an uncontaminated area, given assisted respiration and supplemental oxygen. Further treatment r-iould be symptomatic and supportive. .::;:..41. •• • • .4: • H. •�• :•° b••lp(:! Lilt: SECTION VI --REACTIVITY DATA • ;TABILITY: UNSTABLE ( ) STABLE (x ) 1 IDITIONS TO AVOID: • Opem flames or high temperatures :i—,,,MPATABILITY (MATERIALS TO AVOID): Oxygen and strong oxidizers IAZARDOUS DECOMPOSITION PRODUCTS: None J ARDOUS POLYMERIZATION: MAY OCCUR ( ) ANDITIONS TO AVOID: K/A • WON'T OCCUR ( x ) SECTION VII--SPILL OR LEAK PROCEDURES rips TO BE TAKEN. IN CASE MATERIAL IS RELEASED OR SPILLED: 3_.4uate all personnel from affected area. Remove sources of heat and ignition. f possible (safely) stop leak or remove cylinder to a remote downwind location. i-tilation to remove released methane should be explosion proof. ASTE.DISPOSAL METHOD: brze in an appropriate flare or slowly release in a remote dowuw:.nd area. Follow 1 iapplicable federal, state, and local regulations. ESPIRATORY PROTECTION: SECTION VIII--SPECIAL PROTECTION INFORMATION Self-contained breatftin apparatus available in event of release or spill. F 'CATION: LOCAL EXHAUST MECHANICAL (GENERAL) (x ) f TECTIVE GLOVES: Plastic or rubber EYE PROTECTION: THER PROTECTIVE EQUIPMENT: Safety shoes. Low oxygen alarm (less than 18Z) where necessary. To prevent accumulation above the LEL Safety goggles or glasses SECTION IX --SPECIAL PRECAUTIONS RECAUTIONS TO BE TAKEN IN HANDLING AND STORING: linden should be stored separately from oxygen in a cool, dry, well ventilated i_.a. No smoking, open flames, or sources of ignition should be permitted in the ethane storage area. Protect cylinders from physical damage. Methane is a 1 =able high pressure gas and may form explosive mixtures with air. Do not allow t ,temperature where cylinders are stored to exceed 125*F. THER PRECAUTIONS: 1 tally ground all lines and equipment associated with the methane system. 1_: equipment should be non -sparking or explosion proof. Refer to CGA Bulletin 5-2 "Oxygen Deficient Atmospheres." Use a check valve or trap in the methane cyl- r ter discharge line to prevent hazardous back flow. Cylinders or containers may •.be recharged except by or with the consent of Liquid Carbonic. 'porting under SARA, Title III, Section 313 not required. 1JA 704 NO. fo= methane - 1 4 0 'uaranty is made as to the accuraccyy of any data or statement contained herein. While this material . nlshed in food faith, NO WARRANTY EXPRESS OR IMPUED, OF MERCHANTABILITY. FITNESS OR RHERWISE fS MADE. This material Is offered only for your consideration, and verification wid Uqufd Carbonic shall not to any event be liable for special, incidental or consequential damages in oonnecuon with us publication. 1..12 tr Division 2.3 � Flammable s• Gas September 1991 24 Hour Emergency Phone Numbers: �504 673-8831• CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION HEMICAL NAME: COMMON NAME AND SYNONYMS: HEMICAL FAMILY: ATERIAL MATERIAL SAFETY DATA SHEET v UED • HYDROOGGEENESSULFFIDE. UN 13 ELS Poison Ga LIQUID CA880NIC .CL.: &Q t45.4) ua sour. u sArc srwar . eeuiao. toles am+sa Rat am swam . Hydrogen Sulfide Sulfureted Hydrogen; Hydrosulfuric Acid; Hydrogen sulfide. Liquefied Inorganic Sulfide FORMULA: H2S SECTION II --HAZARDOUS INGREDIENTS VOLUME % CAS N0. :ydrogen Sulfide 99.9+ 7783-06-4 -OILING POINT (°F.): APOR PRESSURE: VAPOR DENSITY (AIR=1): SOLUBILITY IN WATER: PPEARANCE AND ODOR: SECTION III --PHYSICAL DATA -76.4 @ 70°F - 267 psia @ 70•F - 1.21 Soluble See Supplemental Sheet 1991-1992 ACGIH TLV UNITS TWA - 10 Molar PPM STEL - 15 Molar PPM OSHA 1989 TWA - 10 Molar PPM STEL - 15 Molar PPM 1 SPECIFIC GRAVITY (H20=1): .916 t./60•F) % VOLATILE BY VOLUME: N/A (Gas) EVAPORATION RATE (BUTYL ACETATE=1): N/A (Gas) • SECTION IV --FIRE AND EXPLOSION HAZARD DATA ISH POINT (METHOD USED): N/A (Gas) CATINGUISHING MEDIA: Carbon dioxide. dry chemical or water spray PECIAL FIRE FIGHTING PROCEDURES: .top flow of gas. Use water spray to cool fire -exposed containers. Fire fighters should use self-contained breathing apparatus. NUSUAL FIRE AND EXPLOSION HAZARDS: rdrogen sulfide is slightly heavier than air. may travel a considerable distance to a source of ignition and flash back. A dangerous fire and moderate explosion ' •aznrd. SECTION V--HEALTH HAZARD DATA nroute(s) of Entry: Inhalation? Yes Skin? Yes Ingestion? No Carcinogenicity: NTP? No IARC Monographs? No OSHA? No FFECTS OF OVEREXPOSURE: jnhalation: Low concentrations (15-50 ppm) causes headache. dizziness or nausea. Higher concentrations (200-300 ppm) can result in respiratory arrest Leading to ,tAMA or unconsciousness. Exposures for more than 30 minutes at concentrations of reater than 700 ppm have been fatal. Continuous inhalation of low concentrations say cause olfactory fatigue or paralysis rendering the detection of its presence "iy odor ineffective. ;kin or Eye: Low concentrations will generally cause irritation of mucous mem- -6ranes and conjunctivae of the eye. ''ersons in ill health where such illness would be aggravated by exposure to lydrogen sulfide should not be allowed to work with or handle this product. • No. 172 FLAMMABLE LIMITS: LEL UEL 4.0 44.0 (Continued on. Supplemental Sheet) a.._...._. •_ r • SECTION VI --REACTIVITY DATA ABILITY: UNSTABLE ( ) STABLE (x ) I ITIONS TO AVOID: Heat, flame, static electricity and other sources of ignition 'ATABILITY (MATERIALS TO AVOID): Strong nitric acids, peroxides, chlorine, rig oxidizing agents. 81ka14ne materials and moisture :._00US DECOMPOSITION PRODUCTS: Oxides of sulfur or sulfur :`ZDOUS POLYMERIZATION: MAY OCCUR ( ) WON'T OCCUR (x ) WITIONS TO AVOID: NSA •. SECTION VII--SPILL OR LEAK PROCEDURES MS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: late all personnel from affected area. Supply explosion -proof ventilation. ..�e all sources of ignition. Use appropriate protective equipment. Isolate . stop leak. Seal faulty cylinders if possible and return to Liquid Carbonic. DISPOSAL METHOD: pot attempt to dispose of waste or unused quantity. Return the container r rly labeled. with any valve outlet plugs or caps secured, and valve protection ;.n place to Liquid Carbonic for proper disposal. SECTION VIII--SPECIAL PROTnEBCTIpON INFORMATION �l- RATORY PROTECTION: Self-contained shouldabeaavailablepfortemergency use. r''ATION: LOCAL EXHAUST MECHANICAL (GENERAL) (x ) To prevent accumulation above the TWA ITsCTIVE GLOVES: Neoprene or butyl rubber EYE PROTECTION: IEI( PROTECTIVE EQUIPMENT: Safety shoes, safety shower and eyewash "fountain" Safety goggles or safety glasses SECTION IX --SPECIAL PRECAUTIONS :CAUTIONS TO BE TAKEN IN HANDLING AND STORING: :only in well -ventilated area. Use a suitable hand truck for cylinder movement. 0+ ict cylinders from physical damage. Store in cool, dry, well -ventialted area. Ls should be no sources of ignition in the storage or use area. Keep away from .dieing agents. direct sunlight. Ground lines and equipment used with H2S. t e H2S is regularly used or present, install continuous monitoring system with t✓i. Do not depend on sense of smell. Do not allow the temperature where cylin- :s are stored to exceed 125'F. I PRECAUTIONS: , :.mot heat cylinder to increase flow rate. Use a check valve or trap in the dis- trge line to prevent back flow into the cylinder. Cylinders must not be e'trged except by or with consent of Liquid Carbonic. For further information ! r to CCA Pamphlet G-12 "Hydrogen Sulfide" and P-1 "Safe Handling of Compressed tee in Containers. ►"rting•Aader SAGA. Title III. Section 313 not required. . • 0. !.J704 N0. for hydrogen sulfide a 3 4 0• arty is made as to the ac uracy of any data or statement contained herein. While this material fished In faith, NO WARRANTY EXPRESS OR IMPUED, OF MERCHANTASIUTY, FITNESS OR r, IERWISE I-S MADE. This material is offered only for your consideration, investigation and verification niUquld Carbonic shall not In any event be liable for special, incidental or consequential damages in annection with Its publication. Nn. 177 • .:.,tin ! ! -SUPPLEMENTAL SHEET - HYDROGEN SULFIDE MATERIAL SAFETY DATA SHEET SECTION III ---PHYSICAL DATA (Continued) • APPEARANCE AND ODOR: Shipped and stored as a liquid under its own vapor pressure. Vapor is colorless with a characteristic "rotten egg" odor. SECTION V--HEALTH HAZARD DATA (Continued) EMERGENCY AND FIRST AIO PROCEDURES: If Inhaled: Extreme fire hazard when rescuing semiconscious or un- conscious persons due to flammability of hydrogen sulfide. Avoid use of rescue equipment which might contain ignition sources or cause static discharge. Move affected person to an uncontaminated area. If breathing has stopped, give assisted respiration. Oxygen or a mixture of 5Z carbon dioxide in oxygen should be administered by a qualified person. Keep victim warm and calm. Seek immediate medical assistance. Further treatment should be symptomatic and supportive. Skin or Eye: Flush affected areas with copious quantities of water. If in eye, part eyelids with finger to assure complete flushing. f ny data or iOR s fur shed in made faith, the WARRANTYEXPRESSEXPRESS ORtement contained herein. While IMPUEO, OF MERCHANTABILITY, material FITNESS veri- fication anOTHERWISE Uquid Carbonicis shallnot in any offered ventnbe for for consideration, investigation consequential damages in connection with its publication. Q ;• MATERIAL SAFEI f DATA SHEET ULFUR DIOXIDE, LIQUEFIED • UN 1079 .CL.: Division 2.3 EL: Poison Gas November 1991 v LIQUID CARBONIC US SOUTH u SALVE STRUT • a.awo. Su ns Son1.STT PHONE CHO Mak° 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION T--PRODUCT IDENTIFICATION CHEMICAL NAME: Sulfur Dioxide .COMMON NAME AND SYNONYMS: Sulfur Dioxide, Liquefied? D.O.T.); Sulfurous Acid CHEMICAL FAMILY: Anhydride FORMULA: SO2 Inorganic Acid SECTION IIHAZARDOUSINGREDIENTS • MATERIAL Sulfur Dioxide BOILING POINT (°F.): VAPOR PRESSURE: VAPOR DENSITY (AIR=1): SOLUBILITY IN WATER: APPEARANCE AND ODOR: • VOLUME % CAS NO. 1991-1992 ACGIH TLV UNITS ` 99+ 7446-09-5 TWA • 2 Molar PPM •• STEL is5 Molar PPM ''' OSHA 1989 TWA • 2 Molar PPM"' OSHA 1989 STEL . 5 Molar•PPM:4 SECTION III --PHYSICAL DATA 14 SPECIFIC GRAVITY (H2O=1):- 1.46 (14/60t) @ 70'F • 49.1 psia % VOLATILE BY VOLUME: 99+ @ 70'F • 2.26 EVAPORATION RATE (BUTYL ACETATE=1): Un- Soluble known Colorless liquid or gas with highly irritating; pungent odor of burning sulfur. . SECTION IV --FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A EXTINGUISHING MEDIA: Nonflammable Gas SPECIAL FIRE FIGHTING PROCEDURES: If containers are exposed to a fire, safely relocate or keep cool with water spray. Self-contained breathing apparatus and protective clothing may be required as well as gas -tight eye protection. UNUSUAL FIRE AND EXPLOSION HAZARDS: corrosive acidic mist or spray. LEL FLAMMABLE LIMITS: N/A Water reacts with this gas to form a. UEL Route(s) of Entry: InhSECTION -- alation?V ye8EALTSkinnZ?ARO DATA Yes ISHA?tion? No Carcinogenicity: NTP? No IARC Monographs? No OSHA? No EFFECTS OF OVEREXPOSURE: Inhalation: Corrosive and irritating to the upper and lower respiratory tracts. Also lacrymation. cough, labored breathing, excessive salivary and sputum formation. Skin and Eye: Corrosive and irritating as with any inorganic acid. Persons in ill health where such illness would be aggravated by exposure to sulfur dioxide should not be allowed to work with or handle this product. EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Remove to fresh air. If uncon- scious or breathing is difficult, adman suer artificial respiration with supple- mental oxygen. Keep warm and at rest. Skin or Eye: Wash affected areas with copious quantities of water for at least 15 minutes. Remove contaminated cloth- ing and shoes as rapidly as possible. Seek medical help for eye injury or "acid" burns. • SECTION VI --REACTIVITY DATA BILITY: UNSTABLE ( ) STABLE ( X ) U iTIONS TO AVOID: Reaction with eater will form sulfurous acid. 4__ATABILITY (MATERIALS TO AVOID): Strong oxidizers (fluorine, peroxides, etcj. Forms explosive chlorine with chlorates. l :DOUS DECOMPOSITION PRODUCTS: Since SO2 boils at 14•F, gaseous SO2 vapor is nearly always present. DITIONS TO AVOID: Avoid the use of zinc or galvanized metal SECTION VII--SPILL OR LEAK PROCEDURES re, TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: o tate all personnel from affected area, use self-contained breathing apparatus ventilate area to less than TWA before entering contaminated area to stop leak retrieve leaking.cylinder. Use chemical protective boots and clothing if there i le potential for contact with the moist gas or acid. Position container so tL-iis at top so that gaseous SO2 escapee. SO2 can be vented into an alkaline .ution such as 5% sodium hydroxide for neutralization. ' DISPOSAL METHOD: Lie gas can not be vented into a neutralizing alkaline solution, provide venti- :ion for dilution and dispersion. Avoid low lying, stagnant areas as gas is prier than air. Follow all federal. state and local re¢ulations. SECTION VIII--SPECIAL PROTECTION INFORMATION U RATOP.Y PROTECTION: Self-contained breathing apparatus in event of. leak CATION: LOCAL EXHAUST ( X ) To prevent accumulation above the TWA MECHANICAL (GENERAL) ( X ) for sulfur dioxide. -ICTIVE GLOVES: Chemical protective EYE PROTECTION: Safety goggles or glasses iER PR9TECTIVE EgUIPt4ENT: Safety shoes, safety shower, evash fountain. In event of leak, rubber suit, boots and full face shield. SECTION IX --SPECIAL PRECAUTIONS ECAUTIONS TO BE TAKEN IN HANDLING AND STORING: net cylinders against physical damage. Store in cool, dry, well -ventilated e Do not allow area where cylinders are stored to exceed 125F. Use a check ivt or trap in the sulfur dioxide discharge line to prevent hazardous backflow to. cylinders. Cylinders should be stored upright to prevent falling or being o ked over. Valve protection taps must remain in place when cylinder is not in a..j H"R PRECAUTIONS: . • . a only DOT or ASME coded containers. Containers must'not be recharged except. • .or with the consent of Liquid Carbonic. For additional information refer to 4-Bulletins C-3 "Sulfur Dioxide" and P-1 "Safe Handling of Compressed Gases in I Miners." SO2 cylinders have 165'F fusible metal plug safety devices. tlfur dioxide is a toxic chemical and subject to the reporting requirements of J . Title III,, Section 313. r 704 NO. for sulfur dioxide - 2 0 0 i ..aaranty is mode as to the �a curaccyy of data or statement contained herein. While this material nit a „eternity in good faith, NO WARRANTY EXPRESS OR IMPUED, OF MERCHANTABIUTY, FITNESS OR 3rilERWISE IS MADE. This material Is offered only for your consideration, investigation and verification raid Liquid Carbonic shall not in any event be liable for special, incidental or consequential damages in Inaction with Rs publication. MITIGATION MEASURE NO. 69 Project Sponsor shall submit plans to the City of Newport Beach indicating where gas test boring will be drilled under each proposed main building site once specific building plans are complete. Such testing shall be carried out, and test results submitted to the City's building official, prior to issuance of grading permits. If a major amount of gas is de- tected, a directionally drilled well will be permanently completed and put into the existing gas collection system. APPENDIX II LETTER REPORT MITIGATION MEASURE 69 HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA JANUARY 25, 1996 (leoScience Analytical Inc. established March 1981" 4 INDUSTRIAL STREET SIMI VALLEY, CA 93063 (805) 526-6532 FAX 526-3570 25 January 1996 Mr. David Goodale, AIA CHCG Architects 135 West Green Street, Ste. 200 Pasadena, CA 91105 RE: Hoag Memorial Hospital Presbyterian - Lower Campus Dear Mr. Goodale: We have completed eleven (11) soil borings at the locations you requested on the Lower Campus where two (2) buildings and a parking area are proposed (see Figure 1, Table 1). All of the borings were to depths of twenty-five (25') feet below present grade. None of the borings encountered the sand that is the source of the gas known to exist on a portion of the site. Rather, the soils encountered were siltstone with minor sand lenses in some cases (see Appendix I: Soil Boring Logs). The sand lenses corresponded with the higher concentrations of methane gas found which ranged from background (<50.0 ppm) to a high of 99,100.0 ppm. The subject soil borings are consistent with previously reported findings: there is pressurized soil gas with very hazardous concentrations of methane and hydrogen sulfide near the northeast corner of the intersection of Hoag Drive and West Coast Highway. There is additional non -pressurized soil gas with lower con- centrations of methane in the eastern portion of the site. The source of the gas is a stratigraphic sand underlying the siltstone that was encountered in the subject soil borings. Excavations at the locations you requested for the present soil boring in- vestigation, will most likely not encounter the gas charged sand at depths less than twenty-five (25') feet below existing grade. We continue to recommend that exca- vation come no closer than fifteen (15') feet of the gas sand. Should you have any questions or comments, please do not hesitate to call. Sincerely yours, Fleet E. Rust, Ph.D. President r440/4333.wad Environrnc:;:al Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry Via:€ 8mi s :: : gm on . .... CHCG-1 95'E of Hoag Dr. E curb; 40'N of West Coast Highway N curb CHCG-2 95'E of Hoag Dr. E curb; 70'N of West Coast Highway N curb CHCG-3 95'E of Hoag Dr. E curb; 100'N of West Coast Highway N curb CHCG-4 70'E of Hoag Dr. E curb; 100'N of West Coast Highway N curb CHCG-5 200'E of Hoag Dr. E curb; 40'N of West Coast Highway N curb CHCG-6 200'E of Hoag Dr. E curb; 85'N of West Coast Highway N curb CHCG-7 200'E of Hoag Dr. E curb; 125'N of West Coast Highway N curb CHCG-8 300'E of Hoag Dr. E curb; 85'N of West Coast Highway N curb CHCG-9 400'E of Hoag Dr. E curb; 85'N of West Coast Highway N curb CHCG-10 500'E of Hoag Dr. E curb; 85'N of West Coast Highway N curb CHCG-11 600'E of Hoag Dr. E curb; 85'N of West Coast Highway N curb Cps Ka x PION > 'VG • 7 ?MEW 11 OF ELL CASING VPEISIZE OF 5 1 PACK U IER OF SAMPLES 95' E of Hoag Dr. E curb: 401N of West Coast Highway N curb GeoScienco Analytical. Inc. 11hp Hydraulic Auger None Tamped Native Soil /ATER DEPTH (n) c 0 c i im 0-7 I' 2 DISTURBED: FIRST: DRILLER GSA SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) ELEVATION AND DATUM DATE STARTED 1227195 FINISHED 1?127195 ROCK �'O DEPTH (fDAT TOTAL DEPTH (to _DRILLED (ft.) DIAMETER OF WELL (In.) 5 UNDISTURBED: CORE: DIAMETER OF 5.0 BORING (In.) LOGGED BY: F. Rust COMPLETION: 24 HOURS: CHECKED BY: L J Pandolli DESCRIPTION O 0 0 0 7O SAMPLES E Z m 3c oa In 0 VA (p) Head - space Back- ground REMARKS ASPHALT AND BASE SILTSTONE Becomes SILTSTONE with minor SAND lenses SAND (1') Lens 302026 SAND (1 ") Lens it 25' Bottom of boring at 25 feet. — J 30 — 2 3 X 4 X 5 tPn tans• Hoag Memorial Hospital Presbyterian Lower Campus 75 350 297 13,000 99,100 <500 0900 0910 0918 0928 0937 no H2S minor sand lenses minor sand lenses fHCf; SOIL BORING k Hce-1 doRING LacATaN Snot BALING IIPMENT £OF "-ELL CASING YPE/SIZE OF °AND PACK 95' E of Hoag Dr. E curb; 7O'N of West Coast Highway N curb GeoScience AnalytIcat, Inc. DRILLER GSA ELEVATION AND DATUM DATE STARTED 1227/95 NUMBER OF SAMPLES 11hp Hydrauf c Auger None Tamped Native Soil SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 5 UNDISTURBED: TOTAL DEPTH25.0 DRILLED (ft) CORE: DIAMETER OF 5.0 BORING (In.) DATE FINISHED ROCK DEPTH (ft.) '1227/95 DIAMETER OF WELL (In.) LOGGED BY: F. Rust /ATER DEPTH St) FIRST: COMPLETION: DESCRIPTION ASPHALT AND BASE SILTSTONE im Becomes SILTSTONE with minor SAND lenses 1 I J - 40— 45— SAND (1 ") Lens SAND (1.") Lens Bottom of boring at 25 feet. O 0 0 0 e O � J jrcject: Hoag Memorial Hospital Presbyterian Lower Campus roject Number. 1739 24 HOURS: z 0 -0 0 CHECKED BY: L J Pandolfl SAMPLES E Z OVA a 3 z 013M) m U Head- Back- 6 k 7 8 X 9 10 space ground 62 270 295 1,755 4,237 <500 0958 1006 1011 1016 1027 REMARKS no H2S minor sand lenses H2S at 1.0 ppm minor sand lenses CHCG SOIL BORING ICHCG-2 1 1GENCY •RLUNG UWMENr .PE OF NEU. CASING Il'PE/SIZE OF SAND PACK [NUMBER OF SAMPLES 95' E of Hoag Dr. E axb;100'N of West Coast Highway N curb GeoSdence Analytical, Inc. 11hp Hydraulic Auger None Tamped Native Soil DRILLER GSA SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 5 UNDISTURBED: ELEVATION AND DATUM DATE STARTED 12/27/95 TOTAL DEPTH25.0 DRILLED (tt.) CORE: DIAMETER OF 5.0 BORING (In.) DATE FINISHED ROCK DEPTH (ft.) 1227/95 DIAMETER OF WELL (In.) LOGGED BY: F. Rust PATER DEPTH (ft) I_ I_ w 0 20— i -./ Nome • 40 — r . FIRST: COMPLETION: 24 HOURS: CHECKED BY: L J Pandoltl DESCRIPTION ASPHALT AND BASE r SILTSTONE Becomes SILTSTONE with mhor SAND lenses Bottom of boring at 25 feet. U 0 O z 0 W SAMPLES 0 .0 E 3 2 m a 33 oo _ o m0 11 X 12 X 13 X 14 X 15 SX (p) Head - space 73 51 97 43 122 Back- ground c500 0 zI 0 0 1045 1051 1057 1106 1113 REMARKS no H2S ro ect: Hoag Memorial Hospital Presbyterian Lower Campus t-Project Number. 1739 CHCG SOIL BORING ICHCG-3 HATER DEPTH (fl) 70' E o1 Hoag Dr. E curb;10u'N of West Coast Highway N curb 11hp Hydraulic Auger Tamped Native Soil DRILLER GSA SCREEN PERFORATION TYPE/THICKNESS OF SEALS, DISTURBED: 5 UNDISTURBED: FIRST: COMPLETION: DESCRIPTION ASPHALT AND BASE SILTSTONE j,msal Becomes SILTSTONE with minor SAND lenses Bottom of boring at 25 feet. pro ect: Hoag Memorial Hospital Presbyterian Lower Campus '-Pro ect Number: 1739 24 HOURS: ELEVATION AND DATUM TOTAL DEPTH 25.0 DRILLED (fL) SAMPLES Head - space DATE FINISHED ROCK DEPTH (ft.) DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandolfi Back- ground <soo 1135 REMARKS CHCG SOIL BORING ICHCG-4 1 eORflG ' LOCATION LLING ENCY - GLNG 1UIPMENr PE OF —`WELL CASING TYPE/SITE OF ISAND PACK NUMBER OF SAMPLES 200' E of Hoag Dr. E curb; 40'N of West Coast Highway N curb GeoScience Analytical, Inc. 11hp Hydraulic Auger None Tamped Native Soil DISTURBED: 5 DRILLER GSA SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) UNDISTURBED: TER DEPTH (a) FIRST: COMPLETION: DESCRIPTION U 0 9 O O ASPHALT AND BASE r 5 20— "5 1 0- 145 r T Pro ect: Hoag Memorial Hospital Presbyterian Lower Campus Tbro ect Number: 1739 SILTSTONE Becomes SILTSTONE with minor SAND lenses Bottom of boring at 25 feet. ELEVATION AND DATUM DATE STARTED 12/27i95 TOTAL DEPTH25.0 DRILLED (ft.) CORE: 24 HOURS: 0 J • U • OJ DIAMETER OF S.0 BORING (In.) SAMPLES DATE FINISHED ROCK DEPTH (fL) 1227/95 DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandolll 0 0 .0 E Z 0 O mU 21 k 22 23 X 24 X 25 .(pVA ) Head - space 73 88 101 97 189 Back- ground c500 1315 1322 1356 1408 1415 CHCG SO L BORING REMARKS no H2S w HCG-5 LOCATION 200' E of Hoag Dr. E cub; 85'N of west Coast Highway N club ELEVATION AND DATUM aLING ENCY GeoSclenoe Analytical, Inc. IG DRILLER GSA DATE STARTED DATE FINISHED 1212MS U NT ithp Hydraulic Auger TOTAL DEPTH 0 DRILLED (ft� ROCK DEPTH (ft) — .PE OF Norte YEILCrISING SCREEN PERFORATION DIAMETER OF 5 D BORING (In.) ,WELL DIAMETER OF (In.) YPESIZEOF T Native Soil SAND R'tkOF TYPE/THICKNESS SEAL(S) OF SAMPLES DISTURBED: 5 UNDISTURBED: CORE: LOGGED BY: F. Rust VATERDEPTH I) FIRST: COMPLETION: 24 HOURS: CHECKED BY: L J Pandolfl r _$ UTHOLOGIC LOG WELL COMPLETION LOG SAMPLES = DESCRIPTION Number m (p'3rtqq t) o 3a REMARKS w O ° c m O Head- space Back- ground ¢ g — _ ASPHALT AND BASE — SILTSTONE -' 17 <500 1438 _ _ Jra Becomes SILTSTONE with minor SAND lenses no H2S __- " 27 X 47 1445 _ • X28 29 1452 is— _ r: YyM 29 X 83 1501 20- - %..• ve .L. • v R• o 105 1510 — i— J 35 40- 1— Bottom of boring at 25 feet. ro ect: Hoag Memorial Hospital Presbyterian Lower Campus 'Proect Number. 1739 CHCG SOIL BORING ICHCG-6 BORING 200' E of Hoag Dr. E curb; of West Coast Highway N cub LOCAT1ON AND DATUM GEtti iCY Gaosdance Analytical, Inc. DRASER GSA FELEVATION DATE STARTED 12I27. 5 DATE 12/27/95 FINISHED I 11hIPMENTp Hydraulic Auger TOTAL DEPTH ROCK - DRILLED (ft) ?'D_ DEPTH (f -' •0'EOF None 4 VELLCASING SCREEN PERFORATION .) DIAMETER OF DIAMETER OF li D BORING (In.) (WELL(In.) l OF SAND PACK Tamped Native Soil TYPE/THICKNESS OF SEAL(S) -NUMBER OF SAMPLES DISTURBED: S UNDISTURBED: CARE: LOGGED BY: F. Rust VATER DEPTH (It) FIRST: COMPLETION: 24 HOURS: CHECKED BY: LJ Pandolfl DEPTH, kin UTHOLOGIC LOG WELL COMPLETION LOG SAMPLES DESCRIPTION Number m is OVA P,) o z REMARKS c c m D Head- space Back- ground' c ASPHALT AND BASE _ SILTSTONE — 31 X 42 , 530 yzs Becomes SILTSTONE with minor SAND t no _ > k , 32 X 19 • 1537 I_ — , X� 20 1548 15 is • — 34 X 105 1556 20— ' — 'j' 35 x 87 1611 J _ 35 i — 40• 0— Bottom of boring at 25 feet. Project: Hoag Memorial Hospital Presbyterian Lower Campus protect Number. 1739 CHCG SOIL BORING ICHCG-7 • • LjUlicturtiGON 'GENCY NULLING `l1IPMENr PE OF ^WELL CAsNG (YPE/SIZE OF JAND PACT( INUMBER OF SAMPLES 300' E of Hoag Dr. E curb: 85'N of West Coast Highway N curb GooScience Analytical, Inc. 11hp Hydraulic Auger None Tamped Native Soil DRILLER GSA SCREEN PERFORATION TYPE/THICKNESS OF SEALS) DISTURBED: 5 UNDISTURBED: ELEVATION AND DATUM DATE • STARTED DATE 12/2895 FINISHED TOTAL DEPTH25.0 DRILLED (ft.) CORE: DIAMETER OF 50 BORING (In.) ROCK DEPTH (ft.) 1228/95 DIAMETER OF WELL (In.) LOGGED BY: F. Rust WATER DEPTH (n) I5— J — -5 o-- r [- r� I_. FIRST: COMPLETION: DESCRIPTION ASPHALT AND BASE SILTSTONE ji Becomes SILTSTONE with minor SAND lenses Bottom of boring at 25 feet. O 0 O 0 DO 24 HOURS: 0 Dr' 8. CHECKED 8Y: L J Pendell( SAMPLES O E 2: OVA 3 e (pp)m) oo mU 36 37 38 39 40 Head- Back- space ground 22 38 62 98 142 <500 0910 0918 0926 0934 0942 REMARKS no H2S project: Hoag Memorial Hospital Presbyterian Lower Campus 13roject Number. 1739 CHCG SO L BORING CHCG-8 JOKING ILLIICAturaTION IGENCY • Iflll.lt(C; `UIPMENr 'E OF ELL CASING YPEISIZE OF JAND PACK NUMBER OF SAMPLES VATER DEPTH (fl) J2 a O I_ 400' E of Hoag Dr. E curb; 85'N of West Coast Highway N curb GeoScience Analytical, Inc. 11hp Hydraulic Auger None Tamped Native Soil DRIU.ER GSA SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 6 UNDISTURBED: ELEVATION AND DATUM DATE STARTED 12i28/95 TOTAL DEPTH25.0 DRILLED (ft.) CORE: DIAMETER OF 5.0 BORING (In.) DATE FINISHED ROCK DEPTH ((t.) 12/26/95 DIAMETER OF WELL (In.) LOGGED BY: F. Rust FIRST: COMPLETION: 24 HOURS: CHECKED BY: L J Pandoltl 5— i-- 20- 5, 40— DESCRIPTION ASPHALT AND BASE SILTSTONE cm Becomes SILTSTONE with minor SAND lenses SAND (11) Lens:,,,:,:, Bottom of boring at 25 feet. 0 O 0 0 9 0 SAMPLES m a E z • OVA a 3 ; (P,m 2 o Head- Back- m U space ground 41 X 42 X 43 n 44 45 102 205 411 670 1,150 c500 0955 1010 1017 1026 1036 REMARKS no H2S minor sand lenses H2S at 1.0 ppm Pro ect: Hoag Memorial Hospital Presbyterian Lower Campus rPro eat Number. 1739 CHCG SO L BORING C HCG-9 • 44. .BRING LOCATION -DRIUJNG sem RUING IPI.IENT E OF £LL CASING (PE/SIZE OF _WO PACK NUMBER OF SAMPLES 500' E of Hoag Dr. E curb; 85'N of West Coast Highway N club GeoScience Analytical, Inc. (DRGIER GSA 1 the Hydraura Auger None Tamped Native Soil SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 5 UNDISTURBED: ELEVATION AND DATUM DATE STARTED 1228/95 TOTAL DEPTH 25.0 DRILLED (ft.) CORE: DIAMETER OF 5 BORING (In.)• DATE FINISHED ROCK DEPTH (fL) 0 1228/95. DIAMETER OF WELL (In.) LOGGED BY: F. Rust 'ATER DEPTH (a) m 3 L w 0 20— t'-1 — _ _ FIRST: DESCRIPTION ASPHALT AND BASE SILTSTONE COMPLETION: raw Becomes SILTSTONE with minor SAND lenses SAND 1 Lens :::::.:::::::::::::::::::»:::::::,:SAN,D..1. I:1.1 ,Leans 014 — • 45 — Bottom of boring at 25 feet. 0 0 0 0 0 8 24 HOURS: SAMPLES CHECKED BY: L J Pandotfi `m E 2 0 3c 0 O _ o m0 47 48 49 A (pom) Head - space 141 365 2,210 11,230 18,550 Back- ground <500 1100 1109 1117 1127 1139 REMARKS no H2S minor sand lenses minor sand lenses ect: Hoag Memorial Hospital Presbyterian Lower Campus iroject Number. 1739 CHCG SOIL BORING HCG-10 !BORING LOCATION 600' E of Hoag Dr. E curb; 85'N of West Coast Highway N curb ELEVATION AND DATUM uuumu AGENCY GeoSelenoe Analytical, Inc. (DRILLER GSA ofttutia 11hp Hydraulic Auger TOTAL. DEPTH ROCK PE OF DRILLED (ft.) 2S'O DEPTH (ft) ^at None PaREEN ERFORATION DIAMETER OF DIAMETER OF TYPEfSaEOf ( BORING (In.) S'0 'WELL (In.) SAND PACK Tamped Native Soil TYPE/THICKNESS OF SEAL(S) MIMBEROFSAMPLES DISTURBED: 5 UNDISTURBED: CORE: DATE STARTED 12/28/95 DATE FINISHED LOGGED BY: F. Rust 12/28/95 WATER DEPTH tit) FIRST: COMPLETION: 24 HOURS: I_ 2 1- a w �o aim emu r MON DESCRIPTION ASPHALT AND BASE SILTSTONE Becomes SILTSTONE with minor SAND lenses SA,4,N,D( 1,",)„Lens :::.....:.:. SAND (1") Lens Bottom of boring at 25 feet. i. 0 y I`5 _ r a (13 E 2 2 CHECKED BY: L J Pandolf SAMPLES o0 51 X 52 x 53X 54X A (pom) I -lead - space Back- ground 0 le �w 0 82 <500 1310 347 1,527 7,390 55 7( 11,510 1318 REMARKS no H2S 1326 1335 minor sand lenses 1348 minor sand lenses Pro ect: Hoag Memorial Hospital Presbyterian Lower Campus TProfect Number: 1739 CHCG SO L BORING CHCG-11 APPENDIX III SHORING, ELEVATOR & SUMP SOIL BORING INVESTIGATION MITIGATION MEASURE 69 HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA OCTOBER 25, 1996 1 j SHORING, ELEVATOR & SUMP SOIL BORING INVESTIGATION SUPPORT SERVICES SITE LOWER CAMPUS NEWPORT BEACH, CA Prepared for Mr. Leif Thompson Hoag Memorial Hospital Presbyterian Prepared by October 25, 1996 Project No. 1821 GEOSCIENCE ANALYTICAL, INC. Geochemical, Environmental & Litigation Consultants Established March 1981 leoScience Analytical Inc. established Mach 1981" .-154 INDUSTRIAL STREET SIMI VALLEY, CA 93063 (805) 526-6532 FAX 526-3570 24 October 1996 Mr. Leif Thompson Facilities Design & Construction Hoag Memorial Hospital Presbyterian 301 Newport Blvd., Box Y Newport Beach, CA 92658 RE: Shoring, Elevator & Sump Borings Investigation Dear Mr. Thompson: From October 11 -16 GSA personnel conducted a soil boring investigation on the Lower Campus Support Services site for the purpose of further defining the feasibility of construction of shoring, elevator and dewatering sumps in relation to the subsurface gas. The investigation was necessitated by design changes which extended vertical construction below the previously identified maximum depth of twenty-five (25) feet below existing grade. A total of seventeen (17) borings were advanced to depths of between eighteen (18) and one hundred (100) feet below ex- isting grade. In consultation with CHCG, depths and locations were selected based on proposed depths and locations of shoring, elevator and dewatering sumps. Pre- viously conducted soil borings and associated chemical analyses summarized in a 1 report dated May 18,1994 have been included in the subject report as necessary In order to present the most complete site evaluation possible within the scope of the project. J In Figure 1 and Table 1 we have identified soil borings 1-17. Locations are accurate relative to the eastem curb of Hoag Dr. extrapolated perpendicular from West Coast Highway and from the northern curb of West Coast Highway. We have Included selected soil borings from the 5/18/94 report in the western portion of the site for completeness. JTable 2 summarizes C1-C7 hydrocarbon concentrations at selected depths in the soil borings. Gas concentrations were measured within the open hollow stem auger (7') after the down hole end was opened and following a one (1) minute equi- libration. Samples were collected for analyses at ten (10) foot intervals beginning at twenty (20) feet below existing grade until the previously Identified maximum•depth Environmental Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry was attained, upon drilling into the gas sand identified visually, or In the event hy- drogen sulfide concentration exceeded 100.0 ppm. Methane concentrations ranged from 3.5 ppm to 726,245.0 ppm. The vertical distributions of methane concentra- tions have been graphically presented In Appendix II for each of the soil borings. In Tables 3 and 4 hydrogen sulfide concentrations and soil gas pressures are reported, respectively. Hydrogen sulfide concentrations ranged from <1.0 ppm to >100.0 ppm. Soil gas pressures ranged from <0.05 in H2O to 1.80 in. H2O. In Table 5 CO2, 02 and N2 concentrations are reported. Soil boring logs have been prepared for each of the soil borings and are in- cluded herewith as Appendix I. Boring logs identify maximum metnane and hydro- gen sulfide concentrations at each sampling interval as well as water depths and changes in soil lithologies. The intent of the subject investigation was four (4) fold: 1) Impact of soil gas on shoring piles along West Coast Highway. 2) Impact of soil gas on proposed foundation design within the previ- ously identified Gas Zone. 3) Impact of soil gas on sic: configurations. 4) Impact of soil gas on sc 'ng sumps. SHORING PILES ALONG WEST CO._ T nail -MAY Figure 2 identifies the 10,000 ppm methane concentration isopleths at eight (8) depths below existing grade ranging from 5.0' to 100.0'. As more clearly de- picted on Figure 3, those piles located west of the 50.0' contour will penetrate into the gas anomaly and require modification. PROPOSED FOUNDATION DESIGN WITHIN AND ADJACENT TO THE PREVIOUSLY IDENTIFIED GAS ZONE Methane concentration isopleths at 30.0', 40.0' and the 15.0' maximum safety buffer zone relative to the shoring pile depths adjacent to West Coast High- way are presented in Figures 4 - 6. Minimum 15.0' construction setbacks mea- sured horizontally and vertically from the 10,000 ppm isopleths should be maintained. ELEVATOR PISTON DESIGN Soil boring No. 16 was advanced to a depth of 100.0' below existing grade. Methane concentrations were less than 200.0 ppm at all depths sampled. Hydro- gen sulfide was less than 1.0 ppm in all cases. A sixty-five foot water column filled the soil boring immediately following drilling. Based on all available, data, an eleva- tor piston to a depth of eight -five (85) feet will not be effected by soil gas at the loca- tion identified. SUB -SLAB DEWATERING SUMPS Based on the results of the soil boring investigation, the dewacering sumps will not be impacted by soil gas at the locations identified. CONCLUSIONS AND RECOMMENDATIONS Based on all available data, it is recommended that shoring piles be modified along a portion of West Coast Highway from approximately Piles 152 -167. Addi- tionally, redesign should&be considered where 10,000 ppm isopleth impacts are en- countered along the westem end of the subject site. Elevator piston depths to 85.0' below existing grade are feasible at the loca- tion previously identified. The dewatering sumps are feasible at the locations previously identified. We suggsst that a meeting be convened to discuss our findings and recom- mendations with CHCG at your earliest opportunity. Sincerely yours, Fleet E. Rust, Ph.D. President FIGURE 1 SOIL BORING LOCATIONS f✓1 l 00 44. West Coast Highway I4--200 tt--►i GEOSCIENCE ANALYTICAL, INC. 4454 industrial Street Simi Wiley, CA 93063 TEL (805) 526-6532 FAX 526-3570 SHEET SHORING, ELEVATOR & SUMP BORINGS TITLE: PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH DATEi 0/22/96 DWG. NO: )31.11 < 1 160' east of east curb of Hoag Dr.; 25' north of north curb of West Coast Highway 210' east of east curb of Hoag Dr.; 25' north of north curb of West Coast Highway 260' east of east curb of Hoag Dr.; 25' north of north curb of West Coast Highway 310' east of east curb of Hoag Dr.; 25' north of north curb of West Coast Highway 410' east of east curb of Hoag Dr.; 25' north of north curb of West Coast Highway 510' east of east curb of Hoag Dr.; 25' north of north cutb of West Coast Highway 610' east of east curb of Hoag Dr.; 25' north of north curb of West Coast Highway 227' east of east curb of Hoag Dr.; 89' north of north curb of West Coast Highway 110' east of east curb of Hoag Dr.; 115' north of north curb of West Coast Highway 110' east of east curb of Hoag Dr.; 65' north of north curb of West Coast Highway 80' east of east curb of Hoag Dr.; 90' north of north curb of West Coast Highway 80' east of east curb of Hoag Dr.; 40' north of north curb of West Coast Highway 80' east of east curb of Hoag Dr.; 15' north of north curb of West Coast Highway 110' east of east curb of Hoag Dr.; 15' north of north curb of West Coast Highway 80' east of east curb of Hoag Dr.; 140' north of north curb of West Coast Highway 300' east of east curb of Hoag Dr.; 75' north of north curb of West Coast Highway 17 J496' east of east curb of Hoag Dr.; 37' north of north curb of West Coast Highway : 9 : C. _____i•-•eOf I 10 =2 13 14 ae Z: w•u•.••..o•o•o•o•M..o•••«•=ue.•••..o.«on••«�•uuo.o•ou.•1•••M••40.•� •.r•'�•, FIGURE 2 APPROXIMATE DEPTH TO TOP OF 10,000 PPM METHANE CONCENTRATION ISOPLETH Hoeg Drive Child Care Center 0. j i TA R : i r , >100.0 FT. BG >50.0FT. BG 40.0 FT. BG 30.0 FT. BG 25.0 FT. BG 15.0 FT. BG 10.0 FT. BG 5.0 FT. BG 14-200 f t--1101 West Coast Highway GEOSCIENCE ANALYTICAL, INC. 4454 IStreet ndustrial nVayA 93063 TEL. (805) 626-6632 FAX 526.3570 SHEET SHORING, ELEVATOR & SUMP BORINGS TITLE: PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH JosNo 1821 Mit g&D UP BY: FER DA10/22/96 DWG. NO: 1 t FIGURE 3 APPROXIMATE DEPTH TO TOP OF 10,000 PPM METHANE CONCENTRATION ISOPLETH EXPANDED VIEW >100.0 FT. BG >50.0 FT. BG 40.0 FT. BG 30.0 FT. BG 25.0 FT. BG 15.0 FT. BG 10.0 FT. BG 5.0 FT. BG FIGURE 4 METHANE CONCENTRATION ISOPLETHS (30.0FT. BG) Child Care Center Cancer Center i i •' NTER 3 I i 1 i i i >250,000.0 ppm 5,000.0 ppm 1,000.0 ppm N--2oo ft_ 'I GEOSCIENCE ANALYTICAL, INC. 4454 Industrial Street Slml Walley, CA 93063 TEL (805) 5266532 FAX 5263570 West Coast Highway SHEET SHORING, ELEVATOR & SUMP BORINGS TITLE: PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH DWG. NO. FIGURE 5 METHANE CONCENTRATION ISOPLETHS (40.0FT. BG) Child Care Center >400,000.0 ppm 50,000.0 ppm 5,000.0 ppm 1,000.0 ppm 14-200 ft—►1 GEOSCIENCE ANALYTICAL, INC. 4454 industrial Street Simi Valley, CA 93063 TEL (005) 526-6532 FAX: 526.3570 Cancer Center i 9 West Coast Highway PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH DA 10/22/96 FIGURE 6 METHANE CONCENTRATION ISOPLETHS (15.0' FT. SAFETY BUFFER ZONE, Cancer Center Child Care Center — .. 0... s Y[L• ........LvstYittlLYlwsr.............•........•..........• j 1 DAA CEMER •i i •I i I if i 1 I >500,000.0 ppm 100,000.0 ppm 1,000.0 ppm N--200 ft--►i GEOSCIENCE ANALYTICAL, INC. 4454 Industrid Street Simi Valley, CA 93063 TEL (605) 526-6532 FAX 526.3570 West Coes'; Highway PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH oATEi 01,22/96 e„e n.1 T Cl-C7 HYDROCARBONS IN SOIL BORING GAS (PPM) �. . ��t� NNNNN 0 0 0 0 0 NNNNN 0 0 0 0 0 NNNNN 0 0 0 0 0 NNNN 0 0 0 0 <0.2 NNNNN 0 0 0 0 0 NNN 0 0 0 N 0 tiic m M N 60060 N N N N <0.2 N G N O N O N D N O N O N O N O <0.2 N O N O <0.2 N 0 N 0 N 0 N 0 N 0 el 0 O 0 N 0 N 0 N 0 N 0 I4;4: N 0 V CM 0 VVVV N 0 N 0 N 0 N 00 VV N 7c.1.-11 1715:11 N O V .NN 0 VV 0 N 00 V N V CM 0 V N 0 V N 0 V CM 0 VV N 0 <0.2 N O V <0.2 NNN 0 V 0 V 0 V N CS V -Zeal N CS VV N CS Zt0 L N CS VVVV O • N o N 0 N 0 NNNNN d vvvvv O O G O N O VVVV N o N O N o <0.2 N 0 V N 0 V 771:711 N o V N d V n<1131 N 0 V N O V 0 O N `' N C V N 0 V N 0 v N 0 v x...,. es. kAi•'% O• tiµ 0• V 0 0 V 0 V 0 v <0.21 O VVVV o C O 1-7571 0 VVVV 0 0 0 0 vvvvv 0 0 0 0 0 V 0 V 0 V 0 V° el• VVVV o d a fib U •Z, N 00000 vvvvv CM CM CM N CV 000 v N v N v L <0.2 co • 0 N 00000 vvvvv N N N CM CM01 00000 vvvvv N N N N 00 v N v up • O N 00 v N v N 0000 V N V N V CM V PAD U. 6 k N 0 N 0 N o0 v N v N 0 N 0000 V N V N V N V O 0 N 0000 V N V N V N V N 0 N 00000 V N V N V N V N V N 00 V N V 0 r up� 0 0 N 0000 V N V N V N V to ;;'U ;,.<�t{: .%V co 0--00 co •p C00) NNNN o000 v v v v O NNNNN 000 v v v O O NNNNN 00000 vvvvv N+On 0 v O O NN 00 v v NNNN 0000 V V V V ''o {'(). �t 0 to 0 'V;r 0 0 r o NNNel•a• CCCD V V V O O NNNNN Ooo V V v o 0 ata0ANN o 0 c 00 v v cococ 0"" <0.2 N o v N000 0 v c 0 <0.2 CA orNrth OR 00 0 1 0.2 NNNN o000 NNN Vci0 0.2 N 0 tf) o00?V 'V '7 N N N 00r T 1� <0.2 <0.2 <0.2 <0.2 <0.2 <0.2 fM >9 NNNNo? 000c'tn 'tt 0000? NCOMN• McoN 000 0.8 OD 0 000 ?0re <0.2 Nt 0 Nr CVtlit-o? NNN NOton ?r04o �`:.). U O CV O 01C07 a @ gQ 00 co r v, Orrr .7 N o) r% OOCrr 00 C) 7 N 0) 004C+100 M CO h n h rco O t- Oi00 't c N ?rcV co 0: 01 0 ai : : :;ail•; Otoao Mrr?? NN toe CV PtO 0rrr co 0> to rrrrr sr. to ton NODrP00 rrN00 to 'aOOCD00 N•mt r Cn st NCp I? c.,)uir CAN "N $<U q,: <r Si NO CHOP 1 130.0 1 00 NO P- N6nMN rCM a NVN C6 el. C00 h t�0 1 71.3 1 to Orcnr-rN NOS r Mff) r N 56.3 OCAO 0Cf1M COt- cc Nh 00 #s' 'ie.i.: iw -1 yr 00000 ." COO to NI CO co_a V)0rcO CV Mr'tt ••CO 0 ON Ui t` 000 fl CO 0)ON o�CV 0 CO O. co st 1 1,297.0 1 O r O CA 0)00 01 WOO r rN O. 1 363.0 1 404.0 P009CO CV CArCO .NCO ,- ui w- co ) op 000NP CA r NNh 00 V' 00 CO ui to co CO P Ni r 273.0 1 O. N rC4 NVN t) "'^!: : .,:L z' 4N .:0 i!;`Sa 0 oocor N 0 C•)V 0 O to 0 to 0 66o6n NCO 0 0 V'toto 0 O 0 o600N NOO<to 0 0 O O to O 0000t NCO O O NTtflto O 0 0 0000tfi NCONTto 0 0 0 O to 0 0000i NCOQ•tt 0 0 O :>p e �= r t r N O r r 0 0) - r t r N Cb r r 0 o) 19610111821-2 • 1 9610111821-2 1 9610111821-3 1 9610111821-3 [ 9610141821-4' 1 9610141821-41 1 9610141821-51 1 9610141821-51 9610141821-61 1 9610141821-61 1.t 0 • Table 2. Cl-C7 HYDROCARBONS N. N O vvvv N O N O N G N O vvvv N O N O N O N O vvvv N O N O N O CI O v N O v N O v N O v N O vvv N O N O N O vvv CI O N O N O v N O V N O V '? H., .. N C vvvv N C N C N O N G vvvv N O N C N C N C vvvv N G N C N O N C v 0.7 <0.2 1-Z721 __<0.2 1 N O v 77717.11 N O V N C V <0.2 N G V N v <0.2 NNNN dodo NNNN dodo NNNN 0000 NNNN 0000 N opp CI N NNN 000 N 0 <0.2 .-<1511 iD N dddd vvvv N N N N dodo vvvv N N N N oodo vvvv N N N N o VVV O • N dd N N dod vvv N N N c vote M O M M <0.2 N o v . •. fas r^rt?�z <0.2 NNN o0p V v v <0.2 NNN odd vvv NNN ppd vvv <0.2 NNNN o000 vvvv NN 0Gp vvv N NNN pdd vvv <0.2 1 <0.2 N 6 v M %V h< N oodp V N V N V N V <0.2 N 000 V N V N V N 0 V <0.21 N 00 V N V N 000d V N V N V N V N d V N • O N o V NMN c V • O o V O O N dd V N V AlVI <U, �<aj CI ddo0 vvvv NNN NNNN 000o vvvv •NNN Ovvv ddd CV NN o vvv 00 N N 00EsAnm vvO N Odd r <02 N 0 v 4k i ri; ;�;:; k"C, N p vvvv N 0 N 0 N 0 N 0 vvvv N 0 N 0 N 0 d Is. d N 0 V N 0 V <0.2 N O V N G V N C V L <0.2 o.s O 0 N O v r d• N 7 V N Od00 V N V N V N V _ <0.2 N Odd V N V N V r` O <O d N O Y co 0 N O Y O e- N O Y • r N] O V J 0.2 1� O CO r M r CO r O et In OO 1� S, •%N NNNN O O O d NNNN d 0 d v Oe- r r NN 0 d• NNe- O r r W N NMN ?o.- NNO) r C V r 3.0( OM r r ' ""' ° U ,:;; NNNN C V O V G V ? V NNNN C V 0 V 0 V 0 V r �- r N d V << r t0 d O C. I co d N O V N Odd V to er • CA d N V V N V V f0 N M e- t0 d r M' . :``" is 5 NNNN Odd6 VVVV N O V I <0.21 N d0 VV N 0) N et N N y tee r OOt�tO e-e7rr r N• r e• rtn • MtO 000)00 tp N ti r OD Nid CO N NNNN 0006 v v v v NNNN Oo66 V V V V rNNr st M Y o M et O OOtN • to O 0 v O,d,N O O d v NNN o0o V V V N d V NN o0 V v ...,. U. ): D NNN, OOOd tANNet r��0 stMe- a-Qfr00 Met O V. NONO MrMfD rtlCO CA et cm. CDM MN CO. 127.0 1 N et CP 297.0 I 323.0 O O O r OD r to 237.0 1 O drCS es co es h 0 t`i CO es co 6(4ci4 r CO IA CA O et VON re- CD Nt- N O Oo M lLC)rtltl) O N02000 CD —O Ci0 O CD In BOND CD CO COOO N et r0r r SON CD O)N r 0 O)O MN 00O tco0 r 0 'tY 384,650.0 ( O et es t0 t. r N 0 hG tilt tD ION. 0 < N <y` a ».;y ' ^ r< 5L TEL 44 rosi yt: a!: 20.0 30.01 O 6V' sr O at O 00 N CD en 40.0 CI r en dodo N 0 CI 0 et 0 to CD 60tl0 N CI O et O CO O dot N O M O st CIO oc'it N CI O 00 CIO 03 es 66 N O CO ;> z g a t 4O ( 9610141821-7 9610141821-71 [ 9610151821-8' (_9610151821-8 ( 9610151821-9j ( 9610151821-9 9610151821-10 I.9610151821-10 r r r N oa O) I 9610151821-11 ( 9610151821-121 ( 9610151821-12( ( 9610161821-13( 961016182i-14 19610161821-14 :NDCO � 0 s3 44* O NNN V d v d v O VVVVVVVVV NNNNNNNNN o 0 o 0 0 0 O O VV N O N C O C � V.G <0.2 .� ;,p oo N 000 V N V N V N 00 V N V NN O 000000 V N V N V N V N V N V N 0000 V N V N V N V bk6 N O V N O V N O V N 0 V N 0 V N 0 V N 0 V N 0 V N 0 V N 0 V N 0 V N 0 V N 0 VVVV N 0 N 0 N O N 0000 N O N 00 vvovvv;cdd •ooc N N CN nil , N vv N N 0000 vvvv N N N 4 NNN 000 NNNNNNNNN 000000000 NNN 0000 N 0 $oar) 40 NNN 0 V 0 V 0 V NNNNNNNNN C VVVVVVVVV O O O O O O O C NNNN 0 V 0 V 0 V 0 V ,no: N 00 v N^ v •0 N ocio V N v .1-.4711 <0.2 0.2 1 000 N V N V N 0000 V N V N V N V 4N0 1g a N C7CG V N V N V N ONMCn V 0 0 0 enh^M C CD 0 G 0.4 N COOC V N V N V N V AS NN 00 <0.2. NNMN 00 • 00 0.2 I ,t.0MN O •C0 NNNN 0000 ':f. . aes wm NNN 0 0 0 N 0 (15 NNNNrgNN v 060000 <0.2I <0.2 <0.2 f NN 0 0 26� . N0 V N 0 V ^ O Cn 06 CO C CO CV O co CO CV C` CV CA 0 N 37 N 37 Cn .- CV P..O C c) •; kHN N OV NM CG �7OhNOtoatf O.4-CV e-a-NCV4.-0 Nci v COMCO eCV 0 ,.:. §CV N OV M 0 I 0.6 CA G thr- r r'r tt C7OMe-Op t- CD v CV O in"CO V CV W.- CO e- %iN 40 sY N rO1 r-O Cd T- M(1hNtn �e- 1at N CO T. CO CON N 'r:•. N R 12.2 1 M 0)C76 CO J� a CI NCD CO 61 M I_ 979.0 O O � , 11 0)1 N 1 I, 112.0 OIROI CV COC- T. r r in 1 M. r 143.0 000 0 cm0N r M.- T. 0000. C7 NCNr 'T., CO In re:`� T i •' }...1 : A., s 0.0 OZ ICL-L70LOLfll 30.0 9610161621-10 40.0 0 000000000 N 0 M 0 tTCn 0 COh 0 0 0 CO 0 CO 0 O 00000 N O CI) O Q O V Rn Wilit ..0 4 -. YO £ ; C V C , C 2 < i ; C I ci C , C C IQL-mammon C , C V C C t C IQL-L70LOLfl1OR I C I / L-L70LOLnl.On I P.‘f- CO CO O) O O C V . C C a C Table 3. HYDROGEN SULFIDE IN SOIL BORING GAS bOANSWeldra no 9610111821-1 20.0 <1.0 30.0 <1.0 40.0 <1.0 50.0 3.0 9610111821-1 57.0 >100.0 9610111821-2 20.0 <1.0 30.0 <1.0 40.0 <1.0 50.0 <1.0 9610111821-2 57.0 <1.0 9610111821-3 20.0 <1.0 30.0 <1.0 40.0 <1.0 50.0 <1.0 9610111821-3 57.0 <1.0 9610141821-4 20.0 <1.0 30.0 <1.0 40.0 <1.0 . 50.0 <1.0 9610141821-4 57.0 <1.0 9610141821-5 20.0 <1.0 30.0 <1.0 40.0 . <1.0 50.0 <1.0 9610141821-5 55.0 <1.0 9610141821-6 20.0 <1.0 30.0 <1.0 40.0 <1.0 9610141821-6 49.0 <1.0 9610141821-7 20.0 <1.0 30.0 <1.0 40.0 <1.0 9610141821-7 44.0 <1.0 9610151821-8 20.0 <1.0 30.0 <1.0 40.0 <1.0 9610151821-8 51.0 <1.0 9610151821-9 20.0 <1.0 30.0 <1.0 40.0 <1.0 9610151821-9 50.0 <1.0 r Table 3. HYDROGEN SULFIDE IN SOIL BORING GAS 9610151821-10 20.0 <10 30.0 2.0 40.0 8.0 9610151821-10 50.0 >100.0 • 9610151821-11 20.0 <1.0 30.0 1.0 9610151821-11 40.0 <1.0 9610151821-12 20.0 1.0 30.0 >100.0 9610151821-12 34.0 >100.0 9610161821-13 18.0 >100.0 9610161821-14 20.0 <1.0 9610161811-14 30.0 . >100.0 9610161821-15 20.0 <1.0 30.0 <1.0 9610161821-15 40.0 <1.0 9610161821-16 20.0 <1.0 30.0 <1.0 40.0 <1.0 50.0 <1.0 60.0 <1.0 70.0 <1.0• 80.0 <1.0• 90.0 <1.0 9610161821-16 100.0 <1.0 9610161821-17 20.0 <1.0 30.0 <1.0 40.0 <1.0 9610161821-17 46.0 <1.0 MIQAGIOIC.gpw • • "11 -j Table 4. SOIL BORING GAS PRESSURE 9610111821-1 5/.0 0.25 9610111821-2 57.0 <0.05 9610111821-3 57.0 <0.05 9610141821-4 57.0 <0.05 9610141821-5 55.0 <0.05 9610141821-6 49.0 <0.05 1 9610141821-7 44.0 <0.05 9610151821-8 51.0 <0.05 9610151821-9 50.0 <0.05 9610151821-10 50.0 0.29 9610151821-11 40.0 <0.05 9610151821-12 34.0 1.20 9610161821-13 18.0 1.80 9610161821-14 30.0 0.12 9610161821-15 40.0 <0.05 9610161821-16 100.0 <0.05 9610161821-17 46.0 <0.05 v•HON31019.qint • sr • • it 0 •V S.�"6�"<da ,.. `•S,z NO u, f.'.:'W 9 F ^A34` el •: 1 0uui 9610111821-1 20.0 78,507.0 118,810.0 791,630.0 8.7 30.0 83,459.0 129,650.0 762,600.0 5.9 40.0 78,548.0 112,230.0 793,560.0 7.1 50.0 73,226.0 100,160.0 465,760.0 4.7 9610111821-1 57.0 80,589.0 31,869.0 160,075.0 5.0 9610111821-2 20.0 62,250.0 136,780.0 786,070.0 5.7 30.0 48,170.0 133,290.0 807,240.0 6.1 40.0 46,060.0 131,570.0 814,890.0 6.2 50.0 20,830.0 173,680.0 796,910.0 4.6 9610111821-2 57.0 15,367.0 189,420.0 788,650.0 4.2 9610111821-3 20.0 39,815.0 158,810.0 798,290.0 5.0 30.0 33,612.0 154,320.0 805,180.0 5.2 40.0 29,257.0 149,470.0 814,970.0 5.5 50.0 26,183.0 138,970.0 827,560.0 6.0 9610111821-3 57.0 21,088.0 132,100.0 845,620.0 6.4 9610141821-4 20.0 20,212.0 189,540.0 775,620.0 4.1 30.0 24,738.0 168,830.0 795,380.0 4.7 40.0 33,054.0 118,650.0 846,550.0 50.0 13,141.0 178,730.0 799,5120.0 :610141821-4 57.0 9,576.0 184,260.0 802 170.0 4.4 9610141821-5 20.0 10,200.0 183,890.0 806,000.0 4.4 30.0 19,150.0 166, 580.0 808,190.0 4.9 40.0 34,556.0 122,250.0 841,290.0 6.9 50.0 10,180.0 187,320.0 796,820.0 4.3 9610141821-5 55.0 6,214.0 202,780.0 782,390.0 3.9 9610141821-6 20.0 8,749.0 195,740.0 795,710.0 4.1 30.0 12,111.0 189,250.0 792,190.0 4.2 40.0 25,785.0 161,030.0 808 410.0 5.0 9610141821-6 49.0 21,658.0 178,440.0 793,620.0 4.4 9610141821-7 20.0 4,204.0 202,620.0 779,560.0 3.8 30.0 4,518.0 196,510.0 790,630.0 4.0 40.0 5,082.0 192,800.0 792,940.0 4.1 9610141821-7 44.0 7112.0 189.8711.0 798 24C.0 4.2 9610151821-8 20.0 7 061.0 184 490.0 803 940.0 4.4 30.0 5,271.0 191,470.0 798,340.0 4.2 40.0 4,351.0 202,140.0 790,790.0 3.9 9610151821-8 51.0 4,963.0 190,780.0 799,260.0 4.2 9610151821-9 20.0 45,237.0 147,810.0 793,290.0 5.4 30.0 43,849.0 144,210.0 795,510.0 5,5 40.0 7 509.0 188,450.0 798,360.0 4.2 L 9610151821-9 50.0 15 257.0 182 820.0 798 670.0 4.4 Table 5. CO2, N2, & 02 IN SOIL BORING GAS (PPNI1 'fir 9610151821-10 20.0 18,718.0 187,470.0 779,850.0 4.2 30.0 68,570.0 159,640.0 768,700.0 4.8 40.0 58,333.0 155,920.0 715,070.0 4.6 9610151821-10 50.0 60,677.0 58,272.0 296,570.0 5.1 9610151821-11 20.0 45,985.0 158,320.0 776,270.0 4.9 30.0 20,291.0 181,040.0 786,430.0 4.3 9610151821-11 40.0 50,746.0 148,520.0 670,460.0 4.5 9610151821-12 20.0 48,253.0 128,900.0 662,660.0 5.1 30.0 71,843.0 91,070.0 430,940.0 4.7 9610151821-12 34.0 53,318.0 101,090.0 457,630.0 4.5 9610161821-13 18.0 55,303.0 115,850.0 601,690.0 5.2 9610161821-14 20.0 17,998.0 184,010.0 732,850.0 4.0 9610161821-14 30.0 35,870.0 140,480.0 549,220.0 3.9 9610161821-15 20.0 7,681.0 191,160.0 789,610.0 4.1 30.0 11,017.0 170,990.0 803,800.0 4.7 9610161821-15 40.0 17,129.0 180,040.0 784,070.0 4.4 9610161821-16 20.0 27,305.0 184,670.0 769,340.0 4.2 30.0 26,495.0 178,750.0 792,860.0 4A 40.0 23,253.0 155,400.0 821,290.0 5.3 50.0 18,270.0 160,350.0 815,630.0 5.1 60.0 16,070.0 162,280.0 818,670.0 5.0 70.0 14,592.0 165,310.0 811,730.0 4.9 80.0 14,275.0 168,140.0 798,690.0 4.8 90.0 12,207.0 192,610.0 789,470.0 4.1 9610161821-16 100.0 8,959.0 197,220.0 783,540.0 4.0 9610161821-17 20.0 7,758.0 193,980.0 790,650.0 4.1 30.0 10,140.0 194,380.0 792,280.0 4.1 40.0 27,930.0 173,450.0 795,450.0 4.6 9610161821-17 46.0 25,440.0 171,630.0 799,570.0 4.7 S40A01023.qpw a -.t I OCATION �Ap11Nr3 AGENCY MiG DUIPMENT YPE OF 'LL CASING E/SRE OF —AND PACK UMBER OF SAMPLES • 160'E of E curb Hoag Dr.; 25N of N curb West Coast Highway City of Newport Beach B61 Miffing Rig None DRILLER Discovery Drprmg SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 5 UNDISTURBED: ELEVATION AND DATUM DATE STARTED 10/11/136 TOTAL DEPTH 0 DRILLED (ft.) DATE FINISHED ROCK DEPTH (ft.) DIAMETER OF 0 BORING (In.) Bentonite Hole Plug CORE: 10/11/86 DIAMETER OF WELL (In.) LOGGED BY: F. Rust WATER DEPTH (11) FIRST: COMPLETION: 24 HOURS: • CHECKED BY: L J Pandolfl DESCRIPTION FILL SILTSTONE Becomes SILTSTONE with minor SAND lenses LRH. LOG WELL CMPLT. LOG SAMPLES No. Tp Blow Cnt. 1 R 0 2 0 Head - space 4,531 3,606 OVA (Pm) Back- ground <500 DRILL RATE (time) REMARKS 0745 Hydrogen Sulfide <1.0 ppm `sa 1 Boring L_ Oontinigd on Next Sheet tPro ect: Hoag A • ' .v;rial Hospital Presbyterian Support Se 11Project Number t s21 ij:i0AG1o17.DRW rvices S 3 0 4 R HOR 0 10,432 361,010 <500 0630 Hydrogen Sulfide 3.0 ppm ING, ELEVATOR & SUMPS ) SB-1 GeoSclence Analytical, Inc. • CONTINUATION OF SOIL BORING LOG (SB-1) DESCRI PTION LRH. LOG WELL CMPLT. LOG SAMPLES No. i6bw p cm. Head - space Back- ground DRILL RATE (time) REMARKS Mom •1. SAND Becomes SAND Vmime I MOM 175 Bottom of boring at 57 feet. Project: Hoag Memorial Hospital Presbyterian Support Services ;Project Number: 1821 -T HOAG to17DRW 0 726,245 0845 Gas Pressure 0256 H2O Hydrogen Sulfide >100.0 ppm SHORING, ELEVATOR & SUMPS aeo clence SB-1 car, SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 5 UNDISTURBED: FIRST: 47.0 DESCRIPTION ELEVATION AND DATUM DATE STARTED DATE FINISHED 10/1 TOTAL DEPTH ROCK DRILLED (1t.) b7.0 DEPTH (}t.) DIAMETER OF DIAMETER OF BORING (In.) 7'0 'DIAMETER (In.) Bentonie Hole Plug COMPLETION: 42.0 24 HOURS: SILTSTONE Becomes SILTSTONE with minor SAND lenses Boring LL Continued on Next Sheet Pro eci: Hoag Memorial Hospital Presbyterian Support Services 'roject Number: 1821 ( IOAG1017.DRW DRILL RATE (time) REMARKS Hydrogen Sulfide <1.0 ppm conglomerate (84) (limestone) Hydrogen Sulfide <1.0 ppm WELL CMPLT. LOG SAMPLES Head - space 10/11r98 LOGGED BY: F. Rust CHECKED BY: L J Pandolt' Back- ground SHORING, ELEVATOR & DESCRIPTION SILTSTONE Becomes SILTSTONE with SAND lenses Bottom of boring at 57 feet. LITH. WELL LOG CMPLT. LOG Pro ect: Hoag Memorial Hospital Presbyterian Support Services "koiect Number. 1821 �10AG1017DRW SAMPLES Head - space Back- ground DRILL RATE (time) REMARKS Gas Pressure <0.05' H2O Hydrogen Sulfide <1.0 ppm SHORiNG, ELEVATOR & SUMPS 267E of E curb Hoag Dr.; 2EN of N curb West Coast Highway City of Newport Beach B61 Drilling Rig SCREEN PERFORATION E/SIZE OF TYPE/THICKNESS AND PACK OF SEAL(S) UMBER OF SAMPLES DISTURBED: 5 UNDISTURBED: WATER DEPTH (n) FIRST: 45.0 COMPLETION: 45.0 DESCRIPTION SILTSTONE Becomes SILTSTONE with minor SAND Tenses Boring Log Continued on Next Sheet ro ect: Hoag Memorial Hospital Presbyterian Support Services project Number: 1821 imaHOAG1017.DRW WELL CMPLT. LOG ELEVATION AND DATUM 24 HOURS: DIAMETER OF BORING (In.) SAMPLES space DATE DATE FINISHED ROCK DEPTH (ft.) DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandora Back- ground DRILL RATE REMARKS (time) Hydrogen Sulfide <1.0 ppm Hydrogen Sulfide <1.0 ppm MIR CONTINUATION OF SOIL BORING LOG (SB-3) DESCRIPTION Lrrf. LOG WELL CMPLT. LOG SAMPLES No. rp Blow CM. (Pyrri Fiead- apace E!sck- ground DRILL RATE (tlme) REMARKS r. SILTSTONE — � Becomes SILTSTONE with SAND lenses Bottom of boring at 57 feet. t— IV 75- 15 1520 Gas Pressure <0.05' H2O Hydrogen Sulfide <1.0 ppm Pro ect: Hoag Memorial Hospital Presbyterian Support Services Imiatoroject Number: 1821 AG1017.DRW SHORING, ELEVATOR & SUMPS SB-3 GeoScience Analytical, Inc. c LOCATION310'E of E curb Hoag Dr.: 25N of N curb West Coast Highway OVATION AND DATUM DRILLING AGEf(CY City of Newport Beach DRILLER Discovery Drilling DATETED 10/14M6 FINISDATE HED 1W14/96 Isami 861 Drilling Rig F.OUIPMENTDRILLED TOTAL DEPTH 55 0 (ft.)DEPTH ROCK (ft) fYPEOF None "ILCASING SCREEN PERFORATION DIAMETER OF 70 BORING (In.) DIAMETER OF WELL PE/SQE OF (In.) —SAND PACK TYPE/THICKNESS OF SEAL(S) Benionitoe Hole Plug 9116BEROFSNAKES DISTURBED: 5 UNDISTURBED: CORE: LOGGED BY: F. Ruat WATER DEPTH(ft) FIRST: 42.0 COMPLETION: 37.0 24 HOURS: CHECKED BY: LJPsndoi0 SAMPLES �PI1N �(Fr.) DESCRIPTION LOG WELL MKT' No T ttbw PA DRILL RATE REMARKS LOG p Cm. Head- space Back- ground (Law) FILL _. ..-.�.—.—.-....... --.-..-.. Hydrogen Sulfide S;LTSTONC F <soo 1710 <t.o plan — _I 5- - - Slum Becomes SILTSTONE with minor SAND lenses ; ; - _ trz 16 R 0 93 -- Zap— I J — .iC3..yeYi Ap 30--_ H; 17 R 0 211 — -I — — ,d a %yY — IO— <+., 18 0 335 _M,iYV. I — J5 — ' ff :!:� :1'c. — "`' ii.Y 19 0 92 -400 0750 Hydrogen Sulfide <1.0 ppm Boring Log Continued on Next Sheet _ 1 Project: Hoag Memorial Hospital Presbyterian Support Services Project Number: 1821 Y1� .L111.7 MIN SHORING, ELEVATOR & r SUMPS SB-4 DESCRIPTION SILTSTONE rim Becomes SILTSTONE with SAND Tenses Bottom of boring at 57 feet. WELL OMPLT. LOG SAMPLES saw 6PPm/ Head - apace Back- ground DRILL RATE (time) REMARKS Gas Pressure <0.05• H2O Hydrogen Sulfide <1.0 pprn �roject: Hoag Memorial Hospital Presbyterian Support Services T ,Project Number: 1821 SHORING, ELEVATOR & SUMPS I SB-4 kl nouilLDnw GeoScience Analytical, Inc. DRLUNG OUfPMENT 'PE OF .LL CASING —'i YPEISIIZE OF SAID PACK I 410'E of E curb Hoag Dr.; 25'N of N curb West Coast Highway City of Newport Beach 861 Df8Ar1g RIg NUMBER OF SAMPLES None DRILLER Discovery DrWing SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) ELEVATION AND DATUM DATE STARTED 10/14/96 TOTAL. DEPTH �0 DRILLED (ft.) . DATE FINISHED ROCK DEPTH (ft.) DIAMETER OF 7.0 BORING (In.) Bentonite Hole Plug DISTURBED: 5 UNDISTURBED: CORE: tenon DIAMETER OF WELL (In.) LOGGED BY: F. Rust NATER DEPTH (I1) I25 I- 30— i 35- -40— I— I 1145- FIRST: 37.0 COMPLETION: 22.0 24 HOURS: DESCRIPTION SILTSTONE Becomes SILTSTONE with minor SAND lenses j WEL LOGOG CMPLT. LOG Boring Log Continued on Next Sheet i 1 Protect,. Hoag M morial Hospital Presbyterian Support Services JProject Number: 1821 rWAAG1on.DRw No. Tp SAMPLES Blow CM. (O Head - space CHECKED BY: L J Pandolti Back- ground DRILL RATE (time) REMARKS 21 22 23 24 gi • 0 R 0 0 c 219 546 768 55 <500 <500 0220 0955 Hydrogen Sulfide <1.0 ppm conglom-orate (61 (limestone) Hydrogen Sulfide <1.0 ppm SHORING, ELEVATOR & SUMPS SB-5 CzeoScience Analytical. Inc. .sl r I 6OCPiN 74 — — I— _1 — I _ 5— J — I0- I ,)0 — — DESCRIPTION SILTSTONE Baeomas SILTSTONE with SAND lenses Bottom of boring at 55 feet. LITH. LOG 1 Project: Hoag Memorial Hospital Presbyterian Support Services ' I Project Number: 1821 S M10AG1e17.DRW GeoScience Analyfical, Inca WELL CMPLT. LOG No. Tp SAMPLES Blow Cnl. 604 25 0 Head- Back- space ground 37 <500 DRILL RATE (time) 1050 REMARKS Gas Pressure <0.05- H2O Hydrogen Sulfide <1.0 ppm SHORING, ELEVATOR & SUMPS SB-5. "490RwG , LOCATION CIU.I(O AGENCY LUNG OUIPMENT rYPE OF u. CASING JE/SIZE OF iAND PACK 510'E of E curb Hoag Dr.; 25N of N curb West Coast Highway City of Newport Beach I DRILLER Discovery Drilling 661 Drilling Rig None SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) ELEVATION AND DATUM DATE STARTED 10/14/96 TOTAL DEPTH 49.0 DRILLED (tt.) DATE FINISHED ROCK DEPTH (IL) DIAMETER OF 7A BORING (In) Bentonite Hole Plug 'AMBER OFSAMPLES DISTURBED: 5 UNDISTURBED: CORE: LATER DEPTH (ft) FIRST: 34.0 COMPLETION: 32.0 24 HOURS: t)PIF 111.4 10- 5— 125— i 5- _ -45- DESCRIPTION FILL SILTSTONE rem Becomes SILTSTONE with minor SAND lenses Bottom of boring at 49 feet. LITH. LOG TPro ect: Hoag Memorial Hospital Presbyterian Support Services 1Pro ect Number: 1821 WELL CMPLT. LOG SAMPLES 10/14196 DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandoltl No. Tp Blow Cot. (PA Pm) 26 0 27 57 0 28 SZ 0 29 0 SH Head - space 15 273 419 17 Back- ground ORING, ELEVATOR & DRILL RATE (time) 1110 1215 SUM REMARKS Hydrogen Sulfide <1.0 ppm conglomerate (14') (limestone) Hydrogen Sulfide <1.0 ppm PS JHOAG1017.DRW GeoSclence Analytical, Inc. issi0eING LOCATION APE OF 1 CASING tE/SLZEOF AMID PACK (UMBER OF SAMPLES liVATER DEPTH (n) elm 10— r.a SO — I. 610'E or E curb Hoag Dr.; 25N of N ctirb West Coast Highway City of Newport Beach B61 Drilling Rig None LIU.ER Discovery Drilling SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 4 UNDISTURBED: FIRST: 20.0 DESCRIPTION FILL ELEVATION AND DATUM DATE STARTED 10/14/96 TOTAL DEPTH44.0 DRILLED (ft.) DIAMETER OF BORING (In.) Bentonite Hole Plug CORE: COMPLETION: 10.0 24 HOURS: SILTSTONE Becomes SILTSTONE with minor SAND lenses LITH. LOG Bottom of boring at 44 feet. Pro ect: Hoag Memorial Hospital Presbyterian Support Services Project Number: 1821 feH0AG1017.DRW N'EU. CMPLT. LOG SAMPLES DATE FINISHED ROCK DEPTH (ft) 0 1W14f26 DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandolfl No. Tp Blow CM. 31 SZ 0 32 0 34 0 35 SZ 0 (po ) Head - space 11 11 9 153 Back- ground <500 <500 DRILL RATE (time) 1350 1450 REMARKS Hydrogen Sulfide <1.0 ppm conglomerate (36') (limestone) Hydrogen Sulfide <1.0 ppm SHORING, ELEVATOR & SUMPS SB-7 j BORING 227'E of E curb Hoag Dr.; 89'N of N curb West Coast Highway LOCATION ELEVATION AND DATUM I DRILLING AGENCY City of Newport Beach DRILLER Discovery Drilling DATE 10115R6 STARTED DATEISHED 10V15196 FIN EODEB61 M D Rig TOTAL. DEPTH 610 DRILLED (ft.) .0 ROCK (ft.) 1TYPEOF ...YELL CASING None SCREEN PERFORATION DIAMETER OF BORING (In.) T'0 DIAMETER OF WELL (In.) 'PEISIZE OF — -AND PACK TYPE/THICKNESS Bentorlite HOk! Plug OF SEAL(S) ' NUMBER OFSAMPLES DISTURBED: 4 UNDISTURBED: CORE: LOGGED BY: F. Rust WATER DEPTH (It) FIRST: 6.0 COMPLETION: 24 HOURS: • CHECKED BY: L J Pandoltl SAMPLES IF) DESCRIPTION LOG WELL ct PIS' No.TJ OVA DRILL RATE REMARKS LOCHCM• 7 - Head- apace Back- B ground (Ume) FILL — . 5— , _ _ ..__ _ ___...».....»........................_...».»..»_»....._...__».. _ ..» SILTSTONE <500 0715 Hydrogen Sulfide <to ppm I_ _ I10 1 — 15— _ rem Becomes SILTSTONE with minor SAND lenses ,r � :>.:.. Y ji' • e z , conglomerate (24 ) (limestone) — z 35 R 0 13 I — z5 — 1 w. ua xs 30 :�. s;: : 36 R 0 4 35- - 40— 1x<r f 37 5Z 0 4 — — 45— — — ,c . • CO- 38 0 5 Hydrogen Sulfide .n--. =` 7. <500 0910 <1.0ppm Bottom of boring at 51 feet. Project:Hoag Memorial Hospital Presbyterian Support Services Project Number: 1821 SHORING, ELEVATOR & SUMPS SB-8 r eoSclence Analytical, Inc. son ORING 3CATION DRILLNG AGENCY WE OF L CASING :UWE OF MID PACK ”LIMBER OF SAMPLES 110E of E curb Hoag Dr.:115N of N curb West Coast Highway City of Newport Beach 1 DRILLER Discovery Drilling DISTURBED: J/O ERDEPTH(rl) FIRST: 35.0 DPTH . FT.) DESCRIPTION TYPE/THICKNESS OF SEAL(S) ELEVATION AND DATUM DATE STARTED TOTAL DEPTH 0 DRILLED. (ttJ LATE FINISHED ROCK DEPTH (ft.) DIAMETER OF7.0 BORING (In.) Bentontte Hole Plug UNDISTURBED: CORE: COMPLETION: 45.0 24 HOURS: SILTSTONE Becomes SILTSTONE with minor SAND lenses Pro ect: Hoag Memorial Hospital Presbyterian Support Services protect Number: 1821 i.+i0AG7017.DRW GeoSclence Analytical, Inc. WELL CMPLT. LOG SAMPLES Now ll Gilt Head - space DIAMETER OF WELL (In.) LOGGED BY: F. Rest CHECKED BY: L J Pandolti Back- ground GRILL RATE (time) REMARKS Hydrogen Sulfide <1.0 ppm conglomerate (241 (limestone) Hydrogen Sulfide <1.0 ppm ORING, ELEVATOR & ORING LOCATION FLUNG OUFMENT 'E OF J. CASNG YPE/51ZE OF AND PACK 110'E of E curb Hoag Dr.; 65'N of N curb West Coast Highway f . w .. wpott Beath e ;.,at: Rig I.Mv. DRILLER Discovery Drilling SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) NUMBER OF SAMPLES DISTURBED: 4 UNDISTURBED: `/ATER DEPTH (fl) FIRST: SMI 15- DESCRIPTION FILL ELEVATION AND DATUM DATE STARTED 10/15/96 TOTAL. DEPTH 60.0 DRILLED (ft.) DATE FINISHED ROCK • DEPTH (ft.) DIAMETER OF 70 BORING (In.) Bentonite Hole Plug CORE: COMPLETION: 24 HOURS: SILTSTONE Becomes SILTSTONE with minor SAND lenses SAND Becomes SAND UTH. LOG 011111112111 tOOMMIE Bottom of boring at 50 feet. 1Pro ect: Hoag Memorial Hospital Presbyterian Support Services (Project Number: 1821 reH0AG1o17.DRW WELL CMPLT. LOG SAMPLES 10/16H6 DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandolf I No. Tjelow CM. 44 m po (m) Head - space O 2,192 45 .5Z O 9,805 46 O 55,588 47 0 585,840 Back- ground <500 <500 DRill RATE (time) 1105 1210 REMARKS Hydrogen Sulfide <1.0 ppm Hydrogen Sulfide 2.0 ppm Hydrogen Sulfide 8.0 ppm conglomerate (81 (limestone) Hydrogen Sulfide >100.0 ppm Gas Pressure 0.29 H2O SHORING, ELEVATOR & SUMPS SB-10 GeoScience Analytical, Inc. BORING LOCATION l'"DRlIJPXiLIN AOE: EQUIPMENT 'rPE OF U. CASING ePE/SIZE OF SAND PACK ATER DEPTH (n) 80'E of E cub Hoeg Dr.: 90'N of N curb West Coast WOW/ay City of Newport Bradt B61 DtC ng Rig DISTURBED: SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) UNDISTURBED: FIRST: 40.0 COMPLETION: 39.0 DESCRI PTION SILTSTONE Ss Becomes SILTSTONE with minor SAND lenses Bottom of boring at 40 feet. Project: Hoag Memorial Hospital Presbyterian Support Services Project Number. 1821 nwHOA61017DRW ELEVATION ARID OATUTA DATE STARTED TOTAL DEPTH 40.0 DRILLED (ILI 24 HOURS: SAMPLES Head - apace 11,114 0 129,012 DATE FINISHED ROCK DEPTH lit) DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandot f Back- ground DRILL RATE (time) REMARKS Hydrogen Sulfide <1.0 ppm Hydrogen Sulfide 1.0 ppm Hydrogen Sulfide <1.0 ppm Hydrogen Sulfide <1.0 ppm Gas Pressure <0.05' H2O SHORING, ELEVATOR & SUMPS SB-11 O LABORING LOCATION • 80'E of E curb Hoag Dr.; 40'N of N curb West Coast Highway ELEVATION AND DATUM DRILLING City of Newport Beach AGENCY DRILLER Discovery DIWing DATE 10/15N6 STARTED DATE 10/i5196 FINISHED NJG B61 Drilling Rig ?OUIPMENr TOTAL DEPTH 0 DRILLED (ft.) ROCK DEPTH (ft.) tYPEOF None "-IL CASING SCREEN PERFORATION DIAMETER OF 70 BORING (In.) DIAMETER OF WELL (In.) 'E/SIZE OF —AND PACK TYPE/THICKNESSBentonite Hole Plug OF SEAL(S) dME UEROFSAMPLES DISTURBED: 3 UNDISTURBED: CORE: LOGGED BY: F. Rust 1 [WATER DEPTH80) FIRST: COMPLETION: 24 HOURS: CHECKED BY: LJ Pandotll, LEL)) DESCRIPTION L G • T• LOG SAMPLES DRILL RATE (gym) REMARKS No. T P RI (p'm) Head- space Back- ground I.; _.__ 5— — — j10- —• I yK. — I — I I - - I30 — FILL ...... .._.... — _..._._... _...__.__— SILTSTONE • twwww . ;:;;: y Fi: v'. s`Y ~ e >•✓ :,::., :x 1 ; F,f', 156,839 404,020 384,650 4500 c500 1500 1630 Hydr°genSulfide <1.o ppm Hydrogen Sulfide 1.0 ppm Hydrogen Sulfide >100.0 pwrr Hydrogen Sulfide >100.0nm Gas Pressure 12'H20 rollBecomesSILTSTONE with minor SAND lenses SAND 52 R 0 . 53 0 Becomes SAND 54 R 0 Imo— 1 — 40— — 1- 1 I45— — -n- Bottom of boring at 34 feet. c-- Project: Hoag Memorial Hospital Presbyterian Support Services Project Number: 1821 SHORING, ELEVATOR & SUMPS SB-12 JrsHoAG,o,>.DRW LOORING 80'E of E curb Hoag DrlecomoN.;1EN of N curb West Coast Highway — VATION AND DATUM )131LUNIG City of Newport Beach AGENCY DRILLER Discovery Driling DATE 10116196 STARTED DATE 1°61E6 FINISHED B61 Drilling Rig :OUIPMENT • TOTAL DEPTH 18.0 DRILLED (ft.) ROCK DEPTH (ft.) YPEOF None • '1.CAS[NG SCREEN PERFORATION DIAMETER OF 7A BORING (In.) M DIAETER OF WELL (In.) EISIZE OF --AD PACK TYPE/THICKNESS� Hole Plug OF SEAL(S) IUMBEROPSAMPLES DISTURBED: 1 UNDISTURBED: CORE: LOGGED BY: F. Rust 1 WATER DEPTH (II) FIRST: COMPLETION: 24 HOURS: Illl CHECKED BY: L J Pandot0 !`F) 99 DESCRIPTION • LOG CMP T. LOGCa SAMPLES DRILL RATE (0ln°) REMARKS No.TPBbw 1p�rt'/ q Head- space Back- ground 1 __._ _ h 6— 110— FILL • . _ SILTSTONE _..._._...._._. _.__. _ COSMIC . J. is j y ::lv 211,614 <500 <500 0710 0800 Hydrogen sulfide <1.0 ppm Hydrogen Sulfide a100.0 ppm Gas Pressure 1.8'H20 • • ri Becomes SILTSTONE with minor SAND lenses SAND (AS— i _ ^ Becomes SAND i 55 5Z 0 _ j — s _— I., — Bottom of boring at 18 feet. • I30— 7 — I35— I — o— r - 15— I — Project: Hoag Memorial Hospital Presbyterian Support Services Project Number: 1821 SHORING, ELEVATOR & SUMPS SB-13 )1HOAG1017.DRW WATER DEPTH (11) 110'E of E curb Hoag Dr.;15'N of N curb West Coast Highway DRILLER Discovery Drilling SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) DISTURBED: 2 UNDISTURBED: FIRST: DESCRIPTION COMPLETION: SILTSTONE rem Becomes SILTSTONE with minor SAND lenses SAND Becomes SAND Bottom of boring at 30 feet. Project: Hoag Memorial Hospital Presbyterian Support Services iProject Number: 1821 LHOAG1017.DRW ELEVATION AND DATUM DATE STARTED TOTAL DEPTH DRILLED (tt) DIAMETER OF BORING (In.) Bentonite Hole Plug 24 HOURS: WELL CMPLT. LOG SAMPLES A ebw c°,m) Cnt. Head- spacA 270,480 DATE FINISHED ROCK DEPTH (ft) DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandclll Back- ground DRILL RATE (time) REMARKS Hydrogen Sulfide <1.0 ppm Hydrogen Sulfide <1.0 ppm Hydrogen Sulfide >100.0 ppm Gas Pressure 0.12' H2O SHORING, ELEVATOR & SUMPS LOCATIOND e0'E of E curb Hoag Dr.:140'N of N curb West Coast Highway ^^ DATUM 1 DRILLING City of Newport Beach DRILLER Discovery Drilling DATE STARTED 10/16l95 DATE FINISHED 1W16196 I-GRILLINO 661 MingR EQUIPMENTRig TOTAL DEPTH 40.0 DRILLED (It.) ROCK DEPTH (tt.) TYPE OF Nona ' SCREEN 'LICASING (PERFORATION DIAMETER OF 7 0 BORING (In.) DIAMETER OF WELL (In.) PE/SIZE OF PACK TYPE/THICKNESS OF SEAL(S) � Hole Plug NUMBER OF SAMPLES DISTURBED: 3 UNDISTURBED: CORE: LOGGED BY: F. Rust ',WATER DEPTH 01) FIRST: 40.0 COMPLETION: 37.0 24 HOURS: CHECKED BY: LJ ftrf,Pct • SAMPLES ,—...._in ? �( ) DESCRIPTION L a WELL cM r, No. Tp Baw i VA, DRILL RATE ," REMi • 'S • LOG cnl. Head- space Back- ground tdmei _ FILL -___.._-..._..._..._._.-_ ran= 1105 Hydrogen sulfide I's— — SILTSTONE ____._.._..__ V^,, <500 <1.0ppm 1 — _ ry Becomes SILTSTONE with minor SAND lenses •yx ' „> g::Fz i:•f�'d: . •Y : — — - o;x-: ' �" ,,, 58 sz 0 30 Hydrogen Sulfide <1.0 ppm _ i I — — 1 ;?? {;, g.. e 3aSa Ali . PA.,: F a 59 0 979 Hydrogen Sulfide • HOAG1017ARW . GeoScience Analytical, Inc. Y: , BORING $ LOCATION 300'E of E curb Hoag Dr.; 75N of N curb West Coast Highway ELEVATION AND DATUM j DRILING AGENCY City of Newport Beach DRILLER Discovery Drilling DATE STARTED 1W16196 DATE FINISHED 1W1646 ORLLPIG B61 �� Rig IEQUNT m8 TOTAL DEPTH 1000 DRILLED (ft.) ROCK DEPTH (ft.) iTYPE OF NoI1e 'ELLCASING SCREEN PERFORATION DIAMETER OF BORING (In.) 7'0 DIAMETER OF WELL. (In.) PEsSRE OF 1 SAND PACK TYPE/THICKNESS lt tone DenH. P OF SEAL(S) lug INUMBER OFSAMPtES DISTURBED: 9 UNDISTURBED: CORE: LOGGED BY: F. Rust [WATER DEPTH 88 FIRST: 70.0 COMPLETION: 35.0 24 HOURS: CHECKED BY: L J Pandolfl SAMPLES �PiH �cFra DESCRIPTION Loa WELL aMPLT. No. Tp slow (p�m DRILL RATE REMARKS LOG • Head- space Back- ground On* FILL _.... s— I,• ___ _.____....___..................______ SILTSTONE .6o0 1315. HydrogenStadde <1.0ppm - 110— — 15— - rim Becomes SILTSTONE with minor SAND lenses ..,. x f .;) yi — ,*( 61 5Z 0 56 — 35- - - — fir is - de •ve 30 62 0 112 _ — 35— 9 • 40— :CO >> 63 X 0 182 i I — — 1 ,45— z.w ^ `4 w , — '.x 64 sr 0 171 <500 1430 Hydrogen Sulfide <1.0 ppm Boring Los Continued on Next Sheet Pro eat: Hoag Memorial Hospital Presbyterian Support Services Project Number: 1821 SHORING, ELEVATOR & SUMPS SB-16 0 55— — 75- ri DESCRIPTION SILTSTONE Becomes SILTSTONE with SAND lenses Bottom of boring at 100 feet. Project: Hoag Memorial Hospital Presbyterian Support Services :Frooject Number: 1821 nalon.DRw DRILL RATE (time) WELL CMPLT. LOCI SAMPLES Head- Back- space ground SHORING, ELEVATOR & REMARKS Gas Pressure <0.05' H2O Hydrogen Sulfide <1.0 ppm conglomerate (181 (limestone) Sand tense Hydrogen Sulfide <1.0 ppm Gas Pressure <0.05' H2O y 6oRea 496'E of E curb Hoag Dr.: 37N of N curb West Coast Highway LOCATION ELEVATION AND DATUM City of Newport Bach IOR4LNG DRILLER Discovery Drilling DATE STARTED 10/16/96 DATE FINISHED 10/16/96 B61 DIIIII g Rig EQUIPMENT TOTAL DEPTH 460 DRILLED (ft.) ROCK DEPTH (ft.) TYPE OF Nora ILL CASING SCREEN PERFORATION DIAMETER OF 70 DIAMETER OF BORING (In.) DWELL (In.) _ /E/S¢E OF BAND PACK TYPE/THICKNESS Bentonite bole Plug OF SEAL(S) NUMBER OF SAMPLES DISTURBED: 4 UNDISTURBED: CORE: LOGGED BY: F. Rust WATER DEPTH (n) FIRST: 32.0 COMPLETION: 24.0 24 HOURS: CHECKED BY: LJ Pendell( SAMPLES (Fr.) DESCRIPTION L0 G CM T. No. Tp Blow A (ppm) DRILL RATE REMARKS LOG CM. Head- space Back- ground (time) FILL • Hydrogen Sulfide SILTSTONE <500 1550 41.o I_ ppm - I10—_ — j -'> — 5— — r— Becomes SILTSTONE with minor SAND lenses • a ra> xi `N C _ n 70 L 0 24 t — I 25— — J - ::s;p ,' - `^. .- 30 1 — c.`.a� 71 1 0 198 I - • — 35—S; J -SZ: - oby - 72 0 527 _r I - ds— 73 L 0 111 <5001645Hydrogen Sulfide <1.0 ppm — 1 Jam_ I• Bottom of boring at 46 feet. Project: Hoag Memorial Hospital Presbyterian Support Services `Project Number. 1821 SHORING, ELEVATOR & SUMPS SB-17 METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-1) I 0- d) 40.0--....._.._ _ _ _._.. _ __...._._..._..._.___.__.__.._.__...._._....__....._...___._.__._ ._ J o - i, 50.0 -..__- i i rII 60.0 i 0.0 200,000.0 400,000.0 600,000.0 :ill Methane Concentration (ppm) 800,000.0 METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-2) 0.0 1•0.0 n1 t" d) 40.0--- ...... _.____.-_..__.._....-__._.....__.... - © ' ! 50.0 60.0 0.0 2,000.0 4,000.0 6,000.0 8,000.0 10,000.0 Methane Concentration (ppm) METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-3) Q. Q) 40.0 60.0 i I 1 I i i i ► 0.0 200.0 400.0 600.0 800.0 Methane Concentration (ppm) 1,000.0 METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-4) 0. G) 40.0 60.0 0.0 200.0 400.0 600.0 800.0 1,000.0 Methane Concentration (ppm) 1 1 Immo METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-5) 0.0 10.0 _a 20.0 FI 1 `-"130.0 s1Z N 40.0 0 50.0 60.0 + 1 + 1 + 1 + I 0.0 200.0 400.0 600.0 800.0 Methane Concentration (ppm) r METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-6) 200.0 400.0 600.0 800.0 Methane Concentration (ppm) METHANE iN SOIL BORING GAS (PPM) (Boil Boring No. 1821-7) 0.0 it 10.0 T• 20.0 e __._......_____ . .___..._._.._..._...._._ Li n Q.30.0 ♦ r a .I, 50.0 0.0 200.0 400.0 600.0 800.0 1,000.0 ril Methane Concentration (ppm) 1 i 2 a METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-8) O. N 40.0 0 60.0 I i I 1 I i I 1 I 0.0 200.0 400.0 600.0 800.0 Methane Concentration (ppm) 4) METHANE IN SOIL BORING GAS (PPM) 0.0 RI, 10.0 _ .0 rt• 20.0 i t _ i 130.0 Q - ml 40.0 pi '1 50.0 ti 0.0 ill a ii (Soil Boring No. 1821-9) 400.0 800.0 1,200.0 1,600.0 Methane Concentration (ppm) 2,000.0 METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-10) 10.0 --- C .Q • 20.0 46 30.0 N 0 40.0 -•- 0.0 100,000.0 200,000.0 300,000.0 400,000.0 500,000.0 600,000.0 Methane Concentration (ppm) METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-11) �10.0 `-'20.0 t 0. 0 CI 30.0 -• 40.0 i 1 1tip 1 0.0 50,000.0 100,000.0 150,000.0 200,000.0 Methane Concentration (ppm) METHANE IN SOIL BORING GAS. (PPM) (Soil Boring No. 1821-12) 40.0 F 1 1 0.0 100,000.0 200,000.0 300,000.0 400,000.0 500,000.0 Methane Concentration (ppm) METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-13) 20.0 0.0 100,000.0 200,000.0 Methane Concentration (ppm) • t..7;; METHANE IN SOIL BORING GAS (PPM) ,. (Soil Boring No. 1821-14) • 1 I 0.0 I pi - pj .0 10.0 �I tn, .0 `� CL 0) 20.0 L.,, rIi 30.0 J . 0.0 jilt, I 100,000.0 200,000.0 Methane Concentration (ppm) • 4 0.0 v20.0 W ) a 30.0 40.0 METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-15) 0.0 400.0 800.0 1,200.0 1,600.0 2,000.0 Methane Concentration (ppm) • i 20.0 — METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-16) 0.0 ANN 19 pi i Q. 60.0 0 80.0—.._...»» _ .._....._.._.»____...__.._._........_.»._.»_._..__.______.._..._....._ ._.».......»»»»...___»._. bd i100.0 1 1 t 1 1 1 I a 0.0 200.0 400.0 600.0 800.0 1,000.0 IMethane Concentration (ppm) i J 0.0 10.0 • 20.0 44 Q 30.0 N 0 40.0 METHANE IN SOIL BORING GAS (PPM) (Soil Boring No. 1821-17) 50.0 0.0 200.0 400.0 600.0 800.0 1,000.0. Methane Concentration (ppm) Pew rtvrj J.W APPENDIX IV LETTER REPORT MITIGATION MEASURE 69 SUPPORT SERVICES BUILDING DESIGN CHANGE WITH SUBSURFACE GAS PLUME HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CA AUGUST 19, 1997 aw (eoScience Analytical Inc. "1 j PI 11 "established March 1981- 4 INDUSTRIAL ST. SIMI VALLEY, CA 93063 (805) 526-6532 FAX 526-3570 Email GEOSCI10@aol.com August 19, 1997 Mr. Leif Thompson Vice President Facilities Design & Construction 1 Hoag Drive Newport Beach, CA 92658 RE: Support Services Building - Design Change Interaction with Subsurface Gas Plume Dear Mr. Thompson: On July 23 GSA advanced four (4) soil borings within the eastern portion of the proposed Support Services building pad. Boring locations were selected to pro- vide subsurface gas samples at locations potentially impacted by tiebacks, a sec- ond elevator and a deepening of the east end of the parking garage. Boring locations are shown on the attached Figure 1 and described in Table 1. Borings 1 and 3 were drilled at an angle of 40' in order to provide soil gas samples from within the Highway right-of-way. Borings 2 and 4 were drilled verti- cally. Figure 2 represents a cross section of the angular boreholes. Soil Boring 1, drilled at 40', encountered a concretion at a lineal depth of 55' which resulted in refusal and termination of the boring. Soil Boring 3, also drilled at 40', was advanced to a lineal depth of 76' at which point the auger was lost down hole during the installation of an extension. Although neither boring reached its tar- get depth, both borings contained methane at concentrations <100.0 ppm. These negligible methane concentrations suggest that pressurized subsurface gas is not in the immediate vicinity of the borehole termination. Soil Boring 2 was advanced in the vicinity of the proposed elevator #2. The boring was advanced to a depth of 42.0' below existing grade. The boring did not reach its target depth due to equipment failure and the presence of a concretion. At the maximum depth achieved, methane concentration was <50.0 ppm. This negli- gible methane concentration suggests that pressurized subsurface gas is not in the immediate vicinity of the borehole termination. Environmental Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry 8 Soil Boring 4 was advanced at the east end of the parking garage. The bor- _ Ing was advanced to a maximum depth of 49.0' below existing grade. Methane concentrations ranged from 8,153.0 ppm at 25.0' to 40,360.0 ppm at 49.0'. Hydro- gen sulfide was not present above detection limits of 1.0 ppm. Borehole gas pres- sure was less than the limit of detection of 0.05" H2O. No gaseous flow was measurable at a detection limit of 1.0 cc/min. C1-C7 hydrocarbon soil gas concentrations have been tabulated In Table 2. Soil boring logs have been prepared and included in Appendix I. In summary, the subject four (4) soil borings affirmed the following conclu- sions: • Based on the available data, proposed tiebacks within the High- way right-of-way should not present unmitigable soil gas interac- tion. • Based on the available data, the proposed second elevator pit and associated piston should not present unmitigable soil gas in- teraction. • The previously identified secondary soil gas anomaly located at the east end of the subject site has been confirmed by the current investigation. Based on the available date, the revised depth of the parking g garage at its east end should not present any addi- tional soil gas interaction not previously investigated. No further investigation is recommended at this time with respect to impacts of soil gas on the proposed Support Services building provided that no substantial changes are made to shoring, elevators or depths of excavation. Sincerely yours, Fleet E. Rust, Ph.D. President enc. 0 r U) to o o_ w al 0 0 7 co r ro 0 0 w 7 o m w n Iv m v 0) Coast Highway North Curb 0 alnjoni g pasodoad Y-L Newport Blvd. West Curb GEOSCIENCE ANALYTICAL, INC. 4454 Industrial Street Simi Valley, CA 93063 TEL (605) 526-6532 FAX: 526-3570 SHEET TITI E. PROJECT: ADDITIONAL SOIL BORINGS HOAG MEMORIAL HOSPITAL NEWPORT BEACH, CA NOB 1929 °wk. BY: LJP GHKI) BY: FER DATE: 8/18/97 uwu. NO: 1 as co 0 0 U 5 e 0 Z 0 0 Z m ct co 2 co 0 0 U t5 •e O Z w O Z O O •'O m C 'e r.. O M FIGURE 2 Soil Boring No. 1 0 Soil Boring No. 3 0 0 GEOSCIENCE ANALYTICAL, INC. 4454 Industrial Street Simi Valley. CA 93063 TEL (805) 526-6532 FAX 526-3570 u West Coast Highway West Coast Highway SHEET TITLE*ELEVATOR #2, SHORING, WEST END PROJECT: HOAG MEMORIAL HOSPITAL CITY OF NEWPORT BEACH Jos 1929 UP CHKD By: FER DAT$/19/97 DWG. 1 NO: `'• my MY. nr.. NN 00 vv N O v NN 00 vv NN 00 vv V 0 II <al V N 0 V V ••: ° �' -' av NN 00 vv N O v c4N 00 vv 0JN 00 vv '#8s, tic NN 0 vv 0 N O V NN 0 vv 0 NN 0 vv 0 00 vv of N O v NN 00 vv NN 00 vv <r; ae= �. f4es! 00 vv N 0 v NN 00 vv NN 00 vv k c. Cilil o N 0 N 0 N 0 v N 0 vv N 0 N Ovv V N 0 Q N(4 00 vv N 0 v NN 00 vv NN 00 vv rRff N 00 0 N 0 (4 00 N N 0• N 0 ':A ) N 00 vv N N 0 v N 00 vv N N 00 vv (4 V p 0 V V Ti V M 0.- O CO 0 fO 00 N <0.2 ('t 0 Nco OV �- v , O • InN O etN O OV *. el r' re (4 N N hM M O st0 `. Ai `"" ' : y N M .CO t0 .t 7 003OM) (- 0 � Co. O el o sr ea 1 40.0 I O O 40.0 I O 25.0 1 49.0 I 00 vv 0 0 v 40.0 I 0 0.0 3707231929-1 1 N A )707231929-71 )707231929-5 1 IQ A 3707231929-3 1 3707231929 (CUFMENf OF afJSIZE OF WAND PACK Ir Project: Hoag Memorial Hospital Presbyterian Support Services Project Number. 1929 City of Newport Beach Solid Anger Concrete slurry DISTURBED: DESCRIPTION SILTSTONE Becomes SILTSTONE SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) UNDISTURBED: COMPLETION: eHOA(M15aw 24 HOURS: DATE STARTED TOTAL DEPTH 55.0 DRILLED (ft.) ROCK DEPTH (ft.) DIAMETER OF 120 BORING (In.) SAMPLES Head - space DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandolfi Back- ground REMARKS <1.Oppm H2S ELEVATOR #2, SHORING, WEST END BORING LOG CONTINUED Is w I gs I6o1 75— FI 80— 85-- 90-- r,O' DESCRIPTION SILTSTONE d— Becomes SILTSTONE Bottom of boring at 55 feet. Project: Hoag Memorial Hospital Presbyterian Support Se I Project Number. 1929 ' teH0AG0815.dnv rvices z emo 8° SAMPLES e E z e H 3C o= w 2 mo (p1 Head - space 64.8 ELEVATOR #2, SHO Back- ground ca00 ea a 0957 RING, W EST REMARKS water <1.oppm H2S pressure <0.05' H2O refusal concretion flow <1.0 ccAnin. END GSA-1. GeoScience Analytical, Inc. 4 raw 303' W of W curb Newport Blvd.; 93' N of N curb West Coast Highway ELET AND Vertical Boring DRILLING AGENCY City of Newport Beach GRILLER DATE STARTED 07/23/97 DATE FINISHED 0723/97 Solid Auger TOTAL DEPTH 420 ROCK �0 `QuIPMENT DRILLED(fL) DEPTH.(tt) I. OF ft•OASING None SCREEN PERFORATION DIAMETER OF BORING (In.) 120 DIAMETER OF WELL (In.) on .rIDSIZEOF ;AND PACK Concrete slurry TYPE/THICKNESS OF SEAL(S) plUM8EROFSAMPLES DISTURBED: UNDISTURBED: GAS: 1 LOGGED BY: F. Rust ATERDEPTH(II) FIRST: 42.0 COMPLETION: 24 HOURS: CHECKED BY: L J Pando111 t-18 a o SAMPLES DESCRIPTION o $ a ; (Pm) - W REMARKS u, i ID O O O s f o 3 0 o s Z FT ° o m O Head- space Back- ground ¢< ,•, �J .� FILL <5 00 <500 1050 SILTSTONE '`M' rig r I25— frij IV I Y — — i— Becomes SILTSTONE • r >� rz. 1 , ro -.F . 7 IN <500 1135 <1.oppm H2S _ = �— i Bottom of boring at 42 feet. pressure <0.05• H2O flow <1.0cchnin. equipment failure Project: Hoag Memorial Hospital Presbyterian Support Services Project Number: 1s2s ELEVATOR #2, SHORING, WEST END GSA-2 '.aHOAG0e15.mw eoScience Analytical, Inc. MORING LOCATION ditLnG AGENCY EOUIPMENT 230' W of W curb Newport Blvd.; 44' N of N curb West Coast Highway City of Newport Beach Solid Auger Concrete slurry DISTURBED: FIRST: 65.0 DESCRIPTION SILTSTONE girm Becomes SILTSTONE DATE STARTED TOTAL DEPTH 76.0 DRILLED (fL) SCREEN PERFORATION TYPE/THICKNESS OF SEAL(S) UNDISTURBED: GAS: 2 COMPLETION: TProject: Hoag Memorial Hospital Presbyterian Support Services rroJect Number. 1929 ,pHOAG0e15.drw 24 HOURS: ROCK DEPTH (ft.) DIAMETER OF 120 BORING (In.) SAMPLES Head - space DIAMETER OF WELL (In.) LOGGED BY: F. Rust CHECKED BY: L J Pandolfl Back- ground REMARKS <t.Oppm H2S concretion ELEVATOR #2, SHORING, WEST END BORING LOG CONTINUED DESCRIPTION to Pt I55— I hd I80— SILTSTONE rim Becomes SILTSTONE MEN Bottom of boring at 76 feet. r ime I r� O5 1' Project: Hoag Memorial Hospital Presbyterian Support Services `Project Number. 1929 mml • U_ 9 0 o z 00 SAMPLES if, OVA E 8. e E (Nim)/ 0 Head- Back- Z r m 0 space ground 6 93.7 <500 1720 REMARKS sand lens water sand lens water <1.0ppm H2S pressure <0.05' H2O. water equipment failure flow <1.0 cchuln. seH0AG0615.** ELEVATOR #2, SHORING, WEST END G GSA-3 eoScrence Analytical, Inc. 119' W of W curb Newport Blvd; 63' N of N curb West Coast Highway AND DATUMVertical Boring iji4GOCruuATK)N AGt]dCY Ctty at Newp01t Beach DR RSTARTED DATE 07 7 DATE NSHED 077 �1R� IWNG QUPMENr SoIld Auger TOTAL DEPTH DRILLED (fL) 49.0 ROCK DEPTH (ft.) i "'EOF None CASING SCREEN PERFORATION • DIAMETER OF 12.0 BORING (In.) DIAMETER OF WELL (In.) ja..t/SQEOF AND PACK ConereleSlurry TYPE/THICKNESS OF SEAL(S) Ii4UMBEROFSAMPLES DISTURBED: UNDISTURBED: . GAS: 2 LOGGED BY: F. Rust 9/ATERDEPTH (fl) FIRST: 23.0 COMPLETION: 24 HOURS: CHECKED BY: L J Pandolli 0 z SAMPLES DESCRIPTION 0 o O a° a) c (p"m) qo g —Zj W REMARKS et tu G Q 5 O2 3189 ° c z m U Head- space Back- ground c _ , — FILL "•-•••' <500 <500 1155 ISILTSTONE 4roa 4 I rt— I rn I _ — i _ — 6s Becomes SILTSTON9 >,� -R3 i. <:..; concretion water - I25 _ ` 3 8,163 <500 1218 <1.0ppmH2S 1 - 30—• — _ s " ''' _Jr <0.05• H2O flow <1,0 cc/min. 5 .J - r _.t, 1 - i 1 , 3 .• <1.0ppm H2S . :t::=.> r ._ Bottom of boring at 49 feet. 4 40.360 <Soo 1255 i I pressure os? H20 flow <1.0 cc/min, Pro ect: Hoag Memorial Hospital Presbyterian Support Services Project Number: 1929 ELEVATOR #2, SHORING, WEST END GSA-4 AG0815.drw eoScience Analytical, Inc. f c LOWER CAMPUS SUPPORT SERVICES BUILDING HOAG MEMORIAL HOSPITAL PRESBYTERIAN MASTER PLAN PROJECT MITIGATION MEASURE #53 Prepared by Prepared for: City of Newport Beach Newport Beach, CA October 10, 1997 Project No. 1961 GEOSCIENCE ANALYTICAL, INC. Geochemical, Environmental & Litigation Consultants lefal Established March 1981 GeoScience Analytical Inc. established March 1981" _4454 INDUSTRIAL ST. SIMI VALLEY, CA 93063 (805) 526-6532 FAX 526-3570 Email GEOSCI10@aoicom 1 —J October 10,1997 Mr. Leif Thompson Vice President Facilities Design & Construction 1 Hoag Drive Newport Beach, CA 92658 RE: Support Services Building - Lower Campus Mitigation Measure #53 Dear Mr. Thompson: Hoag Hospital Master Plan Project Mitigation Measure #53 states: "A site safety plan shall be developed that addresses the risks associated. with exposures to methane and hydro- gen sulfide. Each individual taking part in the sampling and monitoring program shall receive training on the po- tential hazards and on proper personal protective equip- ment. This training shall be at least at the level required by CFR2910.120." A Site Health and Safety Plan for the Hoag Memorial Hospital Presbyterian Master Plan dated August 5,1993 addresses the prevention of injury, the avoid- ance of unknown hazards, the monitoring of possible exposures, and the correct re- sponse to serious exposure or accident that may be caused by subsurface combustible or toxic gases (methane or hydrogen sulfide). The construction of a methane/hydrogen sulfide treatment facility, with its necessary soil excavation re- quirements, was explicitly addressed. The Health and Safety Plan has now been modified to address the same safety concems associated with the construction of the Support Services Building as permitted in the Master Plan. The safety procedures are unchanged but refer- ences to locations or objects specific to the Support Services Building have been added and those specific to the gas treatment system deleted. ma /1 Environmental Audits • Hazardous Gas Engineering • Litigation Consulting • Petroleum Geochemistry a • Page 2 of 2 Lastly, the Site Health and Safety Plan has been dated for its current use. Sincerely yours, Louis . Pandoif Vice President -Operations i•HOAG1017and SITE HEALTH AND SAFETY PLAN FOR THE HOAG MEMORIAL HOSPITAL PRESBYTERIAN MASTER PLAN NdWPORT BEACH, CA . October 10, 1997 Project No. 1961 Prepared for: Hoag Memorial Hospital Presbyterian 1 Hoag Drive Newport Beach, CA Prepared by: GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93065 (805) 526-6532 Fleet E. Rust, Ph.D. Registered Environmental Assessor CA R.E.A. No. 01680 ENV 1 RONMt pTA` E. RUsr p'ft CI et. NO. 01680 EXP. JUNE 30. Pile 1 2 TABLE OF CONTENTS 1. General Information . 1.A. Administrative Information 1.B. Safety Equipment Requirements 2. Introduction 5 • • • 7 3. Site Information . . . 10 3.A. Site History . . 3.B. Chemicals of Concern . • 4. Project Personnel and Responsibilities • 11 5. Job Site Hazard Assessment . • 13 5.A. Work Zones General Hazards . • 5.B. Chemical Hazards . ••14 5.C. Inhalation Hazard . 5.D. Dermal Exposure Hazard • • 5.E. Heat Stress 15 5.F. Noise . • • 5.G. Electricity 5.H. Biological Hazard . • 16 6. Heavy Equipment Hazard: Safety Guidelines For Drilling and Excavation . 17 6.A. Off -Road Movement of Drill Rigs and Backhoes . . . 6.B. Overhead and Buried Utilities• 18 6.C. Clearing the Work Area 19 • • 1 frit J - 3 TABLE OF CONTENTS (cont.) 6.D. Housekeeping On and Around the brill Rig or Backhoe . . 6.E. Safe Use of Hand Tools 20 6.F. Safe Use of Wire Line Hoists, Wire Rope and Hoisting Hardware 6.G. Safe Use of Augers . . . . 22 6.H. Start-up . . . . . . 23 6.I. Safety During Drilling and Backhoe Operations . . . . 24 7. General Health and Safety Requirements . . . 26 7.A. Physical Examinations and Site Training . 7.B. Site Safety Meeting . . 7.C. The Site Safety Officer . . . 27 7.D. Safety Reports . . 7.E. Visitor Clearances . . . 8. Site Specific Health and Safety Requirements . 28 8.A. Drilling and Digging Operations . 8.B. Air Quality and Personnel Exposure Monitoring . . . 8.C. Heat Stress . . . . . 29 8.D. Noise . . . . 8.E. Personnel and Equipment Decontamination . 8.F. Traffic . . . . 8.G. Hygiene . . . . . . 30 4 - 4 - TABLE OF CONTENTS (cont.) 9. Emergency Response Procedures . • 31 9.A. Directions to the Nearest Hospital 10. Appendices . . . 32 10.A. Figure 1: Site Plan . •33 10.B. Appendix I: Bacharach Model 505 "Sniffer" Manual • . • 35 10.C. Appendix II: Material Safety Data Sheets . . ▪ 63 • 0 • - 5 GENERAL INFORMATION Administrative Information Site Name: Hoag Memorial Hospital Presbyteran Site Location: 1 Hoag Drive Newport Beach, CA Project Manager: Hoag Hospital or designee Project Health and Safety Officer: Hoag Hospital or designee Site Manager: Hoag Hospital or designee Site Health and Safety Officer: Hoag Hospital or designee Effective Date: 10 October 1997 Safety Equipment Recruirements Hard Hat Steel -Toed Rubber Boots Gloves/Neoprene/Butyl First Aid Kit Fire Extinguisher Eye Protection Hearing Protection (disposable ear plugs) Uncoated Tyvek Coveralls Saranex Coveralls Respirator (half -face with high -efficiency combination organic vapor cartridges) Self-contained Breathing Apparatus (SCBA) Explosimeter (combustible gas) Detector(s) H2S (hydrogen sulfide) Gas detector(s) • .) J - 7 INTRODUCTION The City of Newport Beach has accepted the Health and Safety Plan devised by GeoScience Analytical, Inc. (April 4, 1992, Appendix III) for worker safety during drilling, excavation and sampling operations carried out for a methane/hydrogen sulfide gas flaring program on West Coast Highway. The property, known as the Lower Campus, is owned by Hoag Memorial Hospital Presbyterian and is currently the site of the Cancer Center and Child Care Center. The Health and Safety Plan is now being augmented to establish requirements and guidelines for worker health and safety during drilling, excavation and sampling operations associated with the the Support Services Building construction on the Lower Campus east of Hoag Drive and South of the Cancer and Child Care Centers as called for in the Hoag Hospital Master Plan Project. The City of Newport Beach imposed certain requirements in Mitigation Measu~es (HMIs) for construction phases of the Hoag Master Plan Project. In part, these MM's are for the prevention of injury, the avoidance of unknown hazards, the monitoring of possible exposures, and the correct response to serious exposure or accident that may be caused by subsurface combustible or poisonous gases. Construction, maintenance and supervisory personnel may encounter these gases in conjunction with excavation activities associated with construction of the Support Services Building. The safety rules given in this plan cannot cover every eventuality. It is expected, therefore, that all workers involved will exercise good judgment in all safety matters even though not specifiaaliy•mentioned. Newport BeSpecific achaddressiMitigation Measures s nghealthandsafety. issues required by 'Che l havebety f been made a part of the Health and Safety Plan and are highlighted as follows: MM #52-- "A soil gas sampling and monitoring program shall be conducted for the areas to be graded and/or excavated. Systematic sampling and analysis shall include methane and hydrogen sulfide gas. Samples shall be taken just below the surface, at depth intervals within the removal zone, and at a depth below the depth of actual disturbance. The individual(s) performing this initial study may be at risk of exposure to significant- and possibly lethal- doses of hydrogen sulfide, and shall be appropriately protected as required. Response to MM #52-- Soil gas sampling/monitoring/field analysis for H2S and methane will be conducted for any excavation related to the Support Services Building or trenching of new gas gathering/distribution lines. Samples will be field evaluated upon the first breaking of ground, at a depth of 1', at the maximum structure depth, and approximately 1' below maximum structure/disturbance depth. Gas monitors will be utilized for the detection of methane and H2S gases. The actual equipment to be utilized is described later in this document. Personnel will have access to SCBA breathing devices on site during excavation activities. MM #53-- "A site safety plan shall be developed. that addresses the risks associated with exposures to methane and hydrogen sulfide. Each individual taking part in the sampling and monitoring program shall receive training on the potential hazards and on proper personal protective equipment. This training shall be at least at the level required by CFR 2910.120." Response to MM #53-- All aspects of a Site Safety Plan for H2S and CH4 (methane) are addressed herein. Safety procedures during use of heavy equipment are also covered. MM #55-- "Continuous monitoring for methane and hydrogen sulfide shall be conducted during the disturbance of the soils and during any construction activities that may result in an increase of seepage of the gases. The project sponsor shall maintain a continuous monitor in the immediate vicinity of the excavation, and a personal monitor, with an alarm, shall be worn by each wor;:r with a potential for exposure." Response to MM #55-- Continuous monitoring for exposure to H2S and methane gases will be conducted at all times that soil is disturbed to a depth in excess of 1 foot below grade. This monitoring will take place in the form of portable H2S/methane gas detector(s) with audible and visual alarms and will be performed by an operator in the presence of at least one (1) additional person: i.e., there will always be at least two (2) people present during soil excavation. When performing operations in areas where H2S and methane vapors may accumulate, such as the elevator pit for example, the safety procedures employed for soil disturbance will be followed. MM #74-- "During construction, Project Sponsor shall ensure that an explosimeter is used to monitor methane levels and percentage range. Additionally, construction contractors shall be required to have a Health and Safety Plan that includcs procedures for worker/site safety for methane. If dangerous levels of methane are discovered, construction in the vicinity shall stop, the City of Newport Beach Fire Department shall be notified and appropriate procedures followed in order to contain the methane to acceptable and safe levels." Response to MM #74-- The general requirements of this MM are satisified by the response to MM #55, listed above. In the case of dangerous levels of methane, the Fire Department will be notified and appropriate measares taken to contain the level of methane gas. - 10 - SITE INFORMATION The site is located in Newport Beach, California, as shown in Figure 1. The site covers approximately 10 acres and is comprised of two (2) buildings and vacant land. Site History The site geochemistry has been studied by GeoScience Analytical, Inc. and presented in several reports dealing with specific mitigation measures. Chemicals of Concern Assessment of the chemicals potentially on site has found them to be light hydrocarbons, carbon dioxide, H2S, SO2 and primarily related to a flare, vent wells (5, 6 and 7A) and a shallow subsurface sand. Methane and heavier h• carbons are known to exist in the surficial soils of the s:.. with methane concentrations exceeding the Lower Explosive Limits (5.0%). Non -methane hydrocarbons are, however, in low concentration. Hydrogen sulfide concentration has been found to be approximately 4,000 ppm in flare feedstock gas. Soils tests have not identified the presence of harmful levels of toxic heavy metals (CAM metals), corrosivity, or elevated concentrations of petroleum related or derived non-gaseous hydrocarbons (GSA report entitled "Phase II Environmental Audit - Lower Campus, Hoag Hospital Presbyterian" dated June 3, 1993) PROJECT PERSONNEL & RESPONSIBIL'ITIES Project Manager: Hoag Hospital or designee Health & Safety Officer: Hoag Hospital or designee Site Health & Safety Officer: Hoag Hospital or designee The Project Manager or Site Health and Safety Officer under the supervision of the Health and Safety Officer will have the responsibility for Ulf- safe conduct of the other GSA personnel on site and for consultation with the Health and Safety Officer when additional support is needed. Other contractors or personnel on site will fulfill their responsiblities for safety through their respective Health and Safety Officers. The Site and Health Safety Officer/Project Manager will perform the following tasks: Locate an easily seen wind direction indicator; Ensure protective equipment use is adequate for site activities; Properly maintain on -site safety equipment; See that proper decontamination procedures are followed; See that workers properly observe work zones; Inspect the construction site on a weekly basis, and monitor air quality on a timely basis. The Project Manager/Site Health and Safety Officer can halt work if unsafe environmental conditions occur or if individuals are acting in an unsafe manner. All personnel will be proclaimed to be of good health prior to commencement of work at the site. Subcontractor personnel on site must work with the Health and Safety Plan as follows: Ensure that work crews comply with the Health and Safety Plan; Work safely and report unsafe conditions to an immediate supervisor or proper representative; J Be particularly watchful for heat stress or site contamination. - 13 - JOB SITE HAZARD ASSESSMENT Work Zones General Hazards At the location of the eastern Lower Campus, work zones will be established that will consist of restricted areas at a distance of twenty five (25') feet from all excavation, construction or repair activities. Within these zones good industrial hygiene and safety practices will prevail: There will be no eating, drinking, gum or tobacco chewing or smoking or other activities allowed that increase the chance of ingestion by hand-to-mouth motions; Hands and faces will be washed with soapy water when leaving the work zone; No alcoholic beverages will be consumed at the job site or within work zones. Medicines will not be used unless specifically approved by a qualified physician. At least two (2) persons should be present during activities within work zones. Within the work zones, personnel should wear or use: Impact resistant safety glasses for eye protection; Hard hats for head protection during construct:.:n/excavation; Neoprer rubber gloves for hand protection during sampling and materials handling; Steel -toed boots or Neoprene rubber boots; with steel toes and shanks for foot protection; Disposable ear plugs when around operating heavy equipment for ear protection. Personal protection equipment at Level D is sufficient based on the hazards known to be present at the site. Chemical Hazards On site chemical hazards consist of hydrogen sulfide and methane in soils. Carbon monoxide will be present in equipment exhaust. Soils testing has not identified significant quantities of other toxic or hazardous materials. Material Safety Data sheets are attached for methane and hydrogen sulfide (Appendix II). Inhalation Hazard Inhalation hazards may consist of dust, methane, hydrogen sulfide or CO from equipment exhausts. The Site Health and Safety Officer will ensure that monitoring of the breathing zone be conducted during the excavation and drilling operations. If the measurements exceed 20% LEL (methane) in the breathing zone, all personnel will be required to wear respirators such as Mine Safety Appliance (MSA) half -face mask, air purifying, fitted with combination organic vapor/dust mist and fume cartridges. If the measurements exceed 25% LEL in the breathing zone, work will be stopped and the site will be evacuated. If hydrogen sulfide concentration is found to exceed lOppm (v/v) in the breathing space within the work zone, work will be stopped and the, site will be evacuated until the concentration is reduced. If hydrogen sulfide odor becomes noxious to nearby people who are within their homes, the Child Care Center or Cancer Center, the people will be advised to leave the area and the Newport Beach Fire Department will be notified. In the event hydrogen sulfide concentration exceeds 100ppm (v/v) in the breathing zone of the work area, the Fire Department will be notified and the area evacuated. All trenches will be immediately filled with suitable material and capped with bentonite hole plug. A Bacharach Model 505 "Sniffer" will be used for breathing zone monitoring (Appendix I for specifications). Background readings will be taken away from possible sources of chemical releases or engine exhausts. Dermal Exposure Hazard Protective neoprene gloves shall be worn during the handling of the soil or soil contaminated tools in the event soil contamination is encountered. No dermal hazards are expected on -site. Protective goggles must be worn if contaminated soils are identified by visual observations. - 15 - Saranex coveralls must be worn when drilling in wet conditions. If unexpected liquids are encountered, drilling must be halted while personnel change into Saranex coveralls. Further splash protection will be augmented by taping the cuff of the pant legs to the boot and likewise the sleeve to the wrist. Uncoated Tyvek will be used only during dry conditions. Should contaminated soils be encountered, samples will be collected using LUFT protocol and transported with chain -of -custody maintained to a State Certified Laboratory for analyses. Heat Stress Due to the coastal conditions in which drilling activities will take place, heat stress should not be a concern. Water will be made available so workers can conveniently consume fluids. Heat stress can result when protective clothing decreases natural body ventilation. If temperatures on -site exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring may be required. Personnel will be observed for dizziness, profuse sweating, skin color change, vision problems and increased heart rate. Anyone exhibiting these symptoms will be relieved of field work and given the opportunity to drink cool water or electrolyte fluids (1 - 2 qts.) while resting in a cool area until symptoms have disappeared. If symptoms persist or worsen, the individual will be taken to the emergency room at Hoag Hospital (Emergency Response Procedures). Noise Hearing protection earplugs) should be worn by personnel within the 25' excl.zone when the drill rig or backhoe or heavy equipment is operating. The threshhold limit value for noise exposure is 85 dBA for an eight (8) hour exposure and 90 dBA for a four (4) hour exposure. Electricity Electrical risk is associated with overhead power lines, buried power lines and some types of equipment. Underground lines will be located using Dig Alert. Measures will be implemented to reduce or eliminate electrical risk associated with these hazards (see also Safety Guidelines for Drilling and Excavation (Backhoe)). Biological hazards including poisonous animais,and plants, viruses, andbacteria are minimal. HEAVY EOUIPMENT HAZARDS: SAFETY GUIDELINES FOR DRILLING AND EXCAVATION Drill rig and backhoe maintenance and safety is the responsibility of the drill rig and backhoe operators, respectively. The following information is provided as general guidelines for safe practices onsite. Off -Road Movement of Drill Rigs and Backhoes The following safety guidelines relate to off -road movement: Before movin': et*.11 rig and backhoe, first walk the route of travel, insp;_i.r: for depressions, slumps, gulleys, ruts and similar obstacles. "None of these are expected on the subject site." Always check the brakes of a drill rig or backhoe before traveling, particularly on rough, uneven or hilly carrier ground. backhoe Discharge all passengers before moving a drill rig and on rough or hilly terrain. Engage the front axle when traveling off highway on hilly terrain. Use caution when traveling side -hill. Conservatively evaluate side -hill capability of Drill Rigs and Backhoes, because the arbitrary addition of drilling tools may raise the center of mass. When possible, travel directly uphill or downhill. Attempt to cross obstacles such as small logs and small erosion channels or ditches squarely, not at an angle. Use the assistance of someone on the ground as a guide when lateral or overhead clearance is close. After the drilling rig has been moved to a new drilling site, set all brakes and/or locks. When grades are steep, block the wheels. Never travel off -road with the mast (derrick) of the drill rig in the raised or partially raised position.. . 0 • - 18 - Tie down loads on the drill rig and backhoe and support trucks during transport. Overhead and Buried Utilities The use of a drill rig or backhoe near electrical power lines and other utilities requires that special precautions be taken by both supervisors and members of the exploration crew. Electricity can shock, it can burn and it can cause death. Overhead and buried utilities should be located, noted and emphasized on all boring location plans and boring assignment sheets. When overhead electrical power lines exist at or near a drilling site or project, consider all wires to be live and dangerous. Watch for sagging power lines before entering a site. Do not lift power lines to gain entrance. Call the utility and ask them to lift or raise the lines and deenergize. Before raising the drill rig mast on a site in the vicinity of power lines, walk completely around the drill rig. Determine what the minimum distance from any point on the drill rig to the nearest power line will be when the mast is raised and/or being raised. Do not raise the mast or operate the drill rig if this distance is less than 20 ft. Keep in mind that both hoist lines and overhead power lines can be moved toward each other by the wind. If there are any questions whatsoever concerning the safety of drilling on sites in the vicinity of overhead power lines, call the power company. The power company will provide expert advice at the drilling site as a public service and at no cost. Underground electricity is as dangerous as overhead electric.; v. Be aware and always suspect the existence of undergrL.. ^. utilities such as electrical power, gas, petroleum, telephone, sewer and water. Always contact the owners of utility lines or the nearest undergound utility location service before drilling. The utility personnel should determine the location of underground lines, mark and flag the locations, and determine jointly with utility personnel what specific precautions must be taken to assure safety. If a sign warning of underground utilities is located on - 19 - a site boundary, do not assume that underground utilities are located on or near the boundary or property line under the sign. Call the utility and check it out. The underground utilities may be a considerable distance away from the warning sign. Clearing the Work Area Prior to drilling or digging, adequate site cleaning and leveling should be performed to accommodate the drill rig or backhoe and supplies and provide a safe working area. Drilling should not be commenced when tree limbs, unstable ground or site obstructions cause unsafe tool handling conditions. Note: In coordination with the Drilling Crew, the Site Health and Safety Officer will review the precautions taken to insure that the drill rig or backhoe is leveled and stabilized. Housekeeping on and Around the Drill Rig or Backhoe The first requirement for safe field operations is that the Site Safety Officer understands and fulfills the responsibility for maintenance and "housekeeping" on and around " the drill rig or backhoe. I -.2 Suitable storage locations should be provided for all tools, materials and supplies so that they can be conveniently and safely handled without hitting or falling on a member of the drill crew or a visitor. Avoid storing or transporting tools, materials or — supplies within or on the mast of the drill rig or backhoe. Pipe, drill rods, bits casing, augers and similar drilling tools should be neatly stacked on racks or sills to prevent spreading, rolling or sliding. Penetration or other driving hammers should be placed at a safe location on the ground or be secured to prevent movement when not in use. Work areas, platforms, walkways, scaffolding and other access ways should be kept free of materials, obstructions and substances such as ice, excess grease, or oil that could cause a surface to become slick or otherwise hazardous. Keep all controls, control linkages, warning and operation lights and lenses free of oil, grease and/or ice. 9 '. Do not store gasoline in any portable container other than a non -sparking, red container with a flame arrester in the fill spout and having the word "gasoline" easily visible. Safe Use of Hand Tools There are almost an infinite number of hand tools that can be used on or around a drill rig or backhoe. "Use the tool for its intended purpose" is the most important rule. The following are a few specific and some general suggestions which apply to safe use of several hand tools that are often used on and around Drill Rigs and Backhoes. * When a tool becomes damaged, either repair it before using it again or get rid of it. * When using a hammer, any kind of hammer for any purpose, wear safety glasses and require all others near you to wear safety glasses. * When using a chisel, any kind of chisel, for any purpose, wear safety glasses and require all others around you to wear safety glasses. * Keep all tools cleaned and orderly stored when not in use. * Replace hook and heel jaws when they become visibly worn. * When breaking tool joints on the ground or on a drilling platform, position your hands so that your fingers will not be smashed between the wrench handle and the ground or the platform, should the wrench slip or the joint suddenly let go. pafe Use of Wire Line Hoists, Wire Rope and Hoistina Hardware The use of wire line hoists, wire rope, and hoisting hardware should be as stipulated by %:,,1 American Iron and Steel Institute's Wire Rope Users Manual. All wire ropes and fittings should be visually inspected during use and thoroughly inspected at least once a week for abrasion, broken wires, wear, reduction in rope diameter, reduction in wire diameter, fatigue, corrosion, damage from heat, improper weaving, jamming, crushing, bird caging, kinking, - 21 - core protrusion and damage to lifting hardware and any otr_ feature that would lead to failure. Wire ropes should St replaced when inspection indicates excessive damage accxrdIng to the wire rope users manual. If a ball -bearing type hoisting swivel is used to hoist drill rods, swivel bearings should be inspected and lubricated daily to assure that the swivel freely rotates under load. If a rod slipping device is used to hoist drill rods, do not drill through or rotate drill rods through the slipping device, do not hoist more than 1 foot of the drill rod column above the top of the mast, do not hoist a rod column with loose tooljoints and do not make up, tighten or loosen tool joints wh41e the rod column is being supported by a slipping device. If drill rods should slip back into the borehole, do net attempt to brake the fall of the rods with your hands. Most sheaves on drill rigs are stationary with a single part line. The number of parts of line should not ever be increased without first consulting with the manufacturer of the drill rig. Wire ropes must be properly matched with each sheave. The following procedures and precautions must be understood and implemented for safe use of wire ropes and rigging hardware. Use tool handling hoists only for vertical lifting of tools. Do not use tool handling hoists to pull on objects away from the drill rig or backhoe; however, drills may be moved using the main hoist as the wire rope is spooled through proper sheaves according to the manufacturer's recommendations. When stuck tools or similar loads cannot be raised with a hoist, disconnect the hoist line and connect the stuck tools directly to the feed mechanism of the drill. Do not use hydraulic leveling jacks for added pull to the hoist line or the feed mechanism of the drill. When attempting to pull out a mired down vehicle or drill rig or backhoe carrier, only use a winch on the front or rear of the vehicle or drill rig or backhoe carrier and stay as far away as possible from the wire rope. Do not attempt to use tool hoists to pull out a mired down vehicle or drill rig or backhoe carrier. Minimize shock loading of a wire rope - apply loads smoothly and steadily. * Protect wire rope from sharp corners or edges. SECTION YI--REACisy1i? DATA TABI:.ITY: UNSTABLE ( ) STABLE ( x •) 0 DITIONS TO AVOID: • Open. flames .or hightemperatures Ym.IATABILITY (MATERIALS TO AVOID): Oxygen and strong oxidizers ALARDOUS DECOMPOSITION PRODUCTS: None A %RDOUS POL%1IERIZATION: MAY OCCUR ( ) WON'T OCCUR ( x ) 3NDITIONS TO AVOID: Na SECTION VII--SPILL OR LEAK PROCEDURES r s TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: v :irate all personnel from affected area. Remove sources of heat and ignition. E possible (safely) stop leak or remove cylinder to a remote downwind location. e-:ilation to remove released methane should be explosion proof. WE DISPOSAL METHOD: am in an appropriate flare or slowly release in a remote downwind area. Follow L applicable federal, state, and local regulations. SECTION VIII--SPECIAL PROTECTION INFORMATION cSOIRATORY PROTECTION: Self-contained breathin apparatus available in event of release or spill.' Ej 'ATION: LOCAL EXHAUST MECHANICAL (GENERAL) ( x ) To prevent accumulation above the LEL R TECTIVE GLOVES: Plastic or rubber EYE PROTECTION: Safety goggles .4or glasses THER PROTECTIVE EQUIPMENT: Safety shoes. Low oxygen alarm i (less than 18%) where necessary. -j SECTION IX --SPECIAL PRECAUTIONS RECAUTIONS TO BE TAKEN IN HANDLING AND STORING: r:`Inders should be stored separately from oxygen in a cool, dry. well ventilated a.,.. No smoking. open flames, or sources of ignition should be permitted in the ethane storage area. Protect cylinders from physical damage. Methane is a L- sable high pressure gas and may form explosive mixtures with air. Do not allow a Jtemperature where cylinders are stored to exceed 125*F. CHER PRECAUTIONS: L ;trically ground all lines and equipment associated with the methane system. L Jequipment should be non -sparking or explosion proof. Refer to CGA Bulletin 6-2 "Ozyg.= Deficient Atmospheres." Use a check valve or trap in the methane cyl- Oar discharge line to prevent hazardous back flow. Cylinders or containers may of be recharged except by or with the consent of Liquid Carbonic. eporting under SARA. Title III. Section 313 not required. F L 704 N0. fo= methane - 1 4 0 :14 N• 'aranty is made as to the accuracyof any data or statement contained herein. While this material f• fished in good faith, NO WARRANTY EXPRESS OR IMPUED. OF MERCHANTABILITY, FITNESS OR ( CHERWISE IS MADE. This material is offered only for your consideration, investigation and verification t-.d Uquid Carbonic shall not In any event be liable for special, incidental or consequential damages in connection with its publication. t u• 24 Hour Eme •enc 4ATERIAL Hydrogen Sulfide Phone Numbers: 504 673-8831• CHEMTREC 800 C •N I--•RODUCT DEN IFIC'TISN 30I1.ING POINT (°F.): -tAPOR PRESSURE: VAPOR DENSITY (AIR=1): SOLUBILITY IN WATER: ,.,,APPEARANCE AND ODOR: -4 ASH POINT (METHOD USED): N/A (Gas) EXTINGUISHING MEDIA: -Carbon dioxide, dry chemical or water spray .SPECIAL FIRE FIGHTING PROCEDURES: . Stop flow of gas. Use water spray to cool fire -exposed containers. Fire fighters -should use self-contained breathing apparatus. _UNUSUAL FIRE AND EXPLOSION HAZARDS: Hydrogen sulfide is slightly heavier than air, may travel a considerable distance to a source of ignition and flash back. A dangerous fire and moderate explosion Q 18a3t4S.4) •CL.: Division 2.3 ELS: Poison Gas; mm Flaable Gas September 1991 424-9300 Hydrogen Sulfide Sulfureted Hydrogen; Hydrosulfuric Acid; Hydrogen sulfide, Liquefied Inorganic Sulfide US INGRE(E VOLUME % CAS NO. 99.9+ 7783-06-4 SECTI N III --PHYSIC DAT -76.4 @ 70°F a 267 psia @ 70°F a 1.21 Soluble See Supplemental Sheet FORMULA: H2s 1991_1992 ACGIH TLV UNITS TWA 10 Molar PPM STEL a 15 Molar PPM OSHA 1989 TWA a 10 Molar PPM STET. a 15 Molar PPM SPECIFIC GRAVITY (HpO=1): (B.Pt1b /60•F) % VOLATILE BY VOLUME: N/A (Gas) EVAPORATION RATE (BUTYL ACETATE=1): N/A (Gas) S I N IV--F.RE ND EXPLOSI N H RD ATA FLAMMABLE LIMITS: LEL UE 4.0 outs s o nt -- �'� H `'Pi• • . , Carcinogenicity: NTP? at on Yes n Yes ngestion No No IARC Monographs? No OSHA? No EFFECTS OF OVEREXPOSURE: -Inhalation: Low concentrations (15-50 ppm) causes headache, dizziness or nausea. Higher concentrations (200-300 ppm) can result in respiratory arrest leading to coma or unconsciousness. Exposures for more than 30 minutes at concentrations of -greater than 700 ppm have been fatal. Continuous inhalation of low concentrations may cause olfactory fatigue or paralysis rendering the detection of its presence by odor ineffective. Skin or Eye: Low concentrations will generally cause irritation of mucous mem- branes and conjunctivae of the eye. Persona in ill health where such illness would be aggravated by exposure to -hydrogen sulfide should not be allowed to work with or handle this product. • (Continued on. Supplemental Sheet) 'ABILITY: UNSTABLE ( ) STABLE (•% •) IVITY DATA 'N ITIONS TO AVOID: Heat, flame, static electricity and other sources of ignition C aABILITY (MATERIALS TO AVOID): Strong nitric acids, peroxides, chlorine, r 445 oxidizing agents. alkaline mater{Ass and moisture Z WOUS DECOMPOSITION PRODUCTS: Oxides of sulfur or sulfur ZmIDOUS POLYMERIZATION: MAY OCCUR ( Nu[TIONS TO AVOID: N/A WON'T OCCUR (X ) SECTION VII--SPILL OR LEAK PROCEDURES EPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: u late all personnel from affected area. Supply explosion -proof ventilation. u e all sources of ignition. Use appropriate protective equipment. Isolate i stop leak. Seal faulty cylinders if possible and return to Liquid Carbonic. DISPOSAL METHOD: not attempt to dispose of waste or unused quantity. Return the container ►prrly labeled, with any valve outset plugs or caps secured, and valve protection ► n place to Liquid Carbonic for proper disposal. SECTION VIII--SPECIAL PROTECTION INFORMATION iE__'RATORY PROTECTION• Self contained breathing apparatus or positive pressure airline with mask should be available for emergency use. d"'ATION: LOCAL EXHAUST • MECHANICAL (GENERAL) (X ) To prevent accumulation above the TWA )TFCTIVE GLOVES: Neoprene or butyl rubber EYE PROTECTION: iET7 PROTECTIVE EQUIPMENT: Safety shoes, safety shower and eyewash "fountain" Safety goggles or safety glasses SECTION IX --SPECIAL PRECAUTIONS !CAUTIONS TO BE TAKEN IN HANDLING AND STORING: :only in well -ventilated area. Use a suitable hand truck for cylinder movement. ►t ct cylinders from physical damage. Store in cool, dry, well-ventillted area. :,;should be no sources of ignition in the storage or use area. Keep away from Ldizing agents, direct sunlight. Ground lines and equipment used with U2S. u,H2S is regularly used or present, install continuous monitoring system with u ;. Do not depend on sense of smell. Do not allow the temperature where cylin- :a -are stored to exceed 125°F. if-! PRECAUTIONS: . kit heat cylinder to increase flow rate. Use a check valve ortrap in the die - • age line to prevent back flow into the cylinder. Cylinders must not be *'rged except by or with consent of Liquid Carbonic. For further information U Ito CGA Pamphlet G-12 "Hydrogen Sulfide" and P-1 "Safe Handling of Compressed sea in Containers. N'iting.under SARA, Title III, Section 313 not required. +' M.-704 N0. for hydrogen sulfide - 3 4 0 o 'only is made as to the accuracy of any data or statement contained herein. While this material • b `? rted in good faith, NO WARRANTY EXPRESS OR IMPLIED, OF MERCHANTABILITY. FITNESS OR R ERWISE IS MADE. This material is offered only for your consideration, investigation and verification no -Liquid Carbonic shall not in any event be liable for special, Incidental or consequential damages in annection with Its publication. f '•J • • • I -SUPPLEMENTAL SHEET - HYDROGEN SULFIDE MATERIAL SAFETY DATA SHEET SECTION III ---PHYSICAL DATA (Continued) . APPEARANCE AND ODOR: Shipped and stored as a liquid under its owa vapor pressure. Vapor is colorless with a characteristic "rotten egg" odor. SECTION V--HEALTH HAZARD DATA (Continued) EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Extreme fire hazard when rescuing semiconscious or un- conscious persons due to flammability of hydrogen sulfide. Avoid use of rescue equipment which might contain ignition sources or cause static discharge. Move affected person to an uncontaminated area. If breathing has stopped, give assisted respiration. Oxygen or a mixture of 5Z carbon dioxide in oxygen should be administered by a qualified person. Keep victim warm and calm. Seek immediate medical assistance. Further treatment should be symptomatic and supportive. Skin or Eye: Flush affected areas with copious quantities of water. If in eye, part eyelids with finger to assure complete flushing. No guaranty is made as to the accuracy of any data or statement contained herein. While this m• aterial is furnished in good faith, NO WARRANTY EXPRESS OR IMPLIED, OF MERCHANTABILITY, FITNESS OR OTHERWISE IS MADE. This material is oHereo only for your consideration. investigation and veri- fication and Liquid Carbonic shall not in any event be liable for special, incidental or consequential damages in connection with its publication. J r MATERIAL SAFETY DATA SHEET ULFUR DIOXIDE, LIQUEFIED ^ / \N, Y LIQUIDEL: USSOUTH LAww sn.a SMUT • CCA°o. N°it 41080342112 /CNCWVMao UN 1079 .CL.: Division 2.3 Poison Gas November i991 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (800) 424-9300 SECTION I --PRODUCT IDENTIFICATION CHEMICAL NAME: COMMON NAME AND SYNONYMS: CHEMICAL FAMILY: Sulfur Dioxide Sulfur Dioxide. Liquefied•_(1).O.T.); Sulfurous Acid .' Anhydride FORMULA: S02 Inorganic Acid • SECTION II --HAZARDOUS INGREDIENTS •. MATERIAL VOLUME % CAS N0. 1991-1992 ACGIH TLV UNITS ` Sulfur Dioxide 99+ 7446-09-5 TWA - 2 Molar PPM -• STEL - 5 Molar PPM '' OSHA 1989 TWA . 2 Molar PPM' fSHA 1989 STEL . 5 Molar-PPM :v, SECTION III --PHYSICAL DA1 : ' BOILING POINT (°F.): 14 VAPOR PRESSURE: @ VAPOR DENSITY (AIR=1): @ SOLUBILITY IN WATER: Soluble APPEARANCE AND ODOR: Colorless odor • SPECIFIC GRAVITY (H20=1):- 1.46 (14/60°F) 70°F - 49.1 psia % VOLATILE BY VOLUME: 99+ 70°F - 2.26 EVAPORATION RATE (BUTYL ACETATE=1): Un-, known liquid or gas with highly irritating, pungent of burning sulfur. . SECTION IV --FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A FLAMMABLE N/A LEL UEL EXTINGUISHING SPECIAL FIRE relocate or protective clothing UNUSUAL FIRE corrosive acidic MEDIA: Nonflammable FIGHTING PROCEDURES: keep cool with may be AND EXPLOSION mist or LIMITS: Gas If containers are exposed to a fire, safely water spray. Self-contained breathing apparatus and required as well as gas -tight eye protection. HAZARDS: Water reacts with this gas to form a . spray. SECTION V--HEALTH HAZARD DATA • Route(s) Carcinogenicity: EFFECTS of Entry: Inhalation? Yes Skin? Yes Ingestion? No NTP? No IARC Monographs? No OSHA? No OF OVEREXPOSURE: Inhalation: Corrosive and irritating to the upper and lower respiratory tracts. Also lacrymation, cough, labored breathing, excessive salivary and sputum formation. Skin and Eye: Corrosive and irritating as with any inorganic acid. Persons in ill health where such illness would be aggravated by exposure to sulfur dioxide should not be allowed to work with or handle this product. EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Remove to fresh air. If uncon- scious or breathing is difficult, adman s� ter artificial respiration supple- with mental oxygen. Keep warm and at rest. Skin or Eye: Wash affected areas with . copious quantities of water for at least 15 minutes. Remove contaminated cloth- ing and shoes as rapidly as possible. Seek medical help for eye injury or "acid" burns. • • : t •,• t.._lil igki • ' • . ,'. L . . .N Lrsvt�ilit 1 ... ::1"v'��.,��ryL.• .. E. V}-v� •.'.' '. .. 11i' 0'. • • :) :.::'X'c ‘k 3INDITIONS TO AVOID: water TIr (MATERIALS TO AVOID): will form sulfurous acid. )• Strong oxidizers �` '`�S DEPOSITION PRODUCTS: S� SO2Forms plosive (fluorine. peroxides, r boils actloreine with chlorates. esetc. s -•.RDOUS POLYMERIIgSION: nearly always present. gaseous SO2S02 vapor �. MAY OCCUR a";TIONS TO AVOID: ) WON'T OCCUR' ( X ) •Avoid the use of zinc or galvanized metal . '.iTO BE TAKEN IN SECTION VII--SPILL OR LEAK PROCEDURES :uaTO all TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: •'ate all area to less affected area, use kerieve la8eato iesndthan TWA before entering contained d areh potent far Use chemical � contaminated area stop lei (ise at topcontact with the moist as or protective boots Pandosition clothing on such so gaseous SO2 escapes. gas °r acid. there 5% that g ventedcanbe into container so s"DISPOSAL METHOD: u'II hydroxide for neutralization. into 1e gas can not � alkaline '�'`�for vented into a dilution and des ersion, neutralizing ^+lying, a sont rprovide gas venti low SECTION VIII-- stagnant areas as gas is ?°yTORY PROTECTION: Self-contained PROTECTION contained breathing INFORMATION ++•LION:g apparatus in event of leak LOCAL EXHAUST X ) To prevent accumulation ( X ) for sulfur above the TWA MECHANICAL (GENERAL) I& . GLOVES: Chemical protectivedioxide. '-'JTECTIYE E EYE PROTECTION: Safety 3 I'foCTI Ea RUIPMENT: Safety shoes,gaggles In event of leaksafety shower, °r glasses , rubber suit, boots and full face shield. NS TO BE T SECTION IX --SPECIAL PRECAUTIONS __MiTOeBE TAKEN NaIN HANDLING AND STORING: __ notaphysical damage. Do nop allow area where cylindare sstoretore d to exceed 5F. Use ached l traps, dioxide discharge line to exceed 1a a Use a over. Cylinders should be stored prevent hazardous ra eheck Valve Protection caps must remainupright to �� ckflow ceevent f e or beng place when cylinder is not in LAUTIONS: • DOT r ASME coded contai• ners.;theconsent Containers _- Gco "Sulfur Liquid Carbonic, For additionalinformation be recharged ferett. ' 3 in a Dioxide" „ Y have "and P-1 "Safe HandlingOrmatise refer to SO2 cylinders 5•F fusible metal of Compressed Cases plug safety devices. I Ye • de III,.ic Section313.cal and subject to the reporting requirements ti :for s eats of • D sulfur dioxide °'� made as to the 2 0 0 t id faith, as WARRANTY of any data or statement contained t MADE This material T offered only OR IMPLIED, OF ERC rein. White this rbonA shall not In ed only for your MERCHANTABILITY. a FtryESS OR ' I t its c shall nag, any event be liable for special lncidental�orconsequential and verification in * Replace faulty guides and rollers. * Replace worn sheaves or worn sheave bearings. * Replace damaged safety latches on safety hooks before using. * Know the safe working load of the equipment and tackle being used. Never exceed this limit. * Clutches and brakes of hoists should be periodically inspected and tested. * Know and do not exceed the rated capacity of hooks, rings, links, swivels, shackles and other lifting aids. * Always wear gloves when handling wire ropes. * Do not guide wire ropes on hoist drums with your hands. * Following the installation of a new wire rope, first lift a light load to allow the wire rope to adjust. * Never carry out any hoisting operations when the weather conditions are such that hazards to personnel, the public or property are created. * Never leave a load suspended in the air when the hoist is unattended. * Keep your hands away from hoists, wire rope, hoisting hooks, sheaves and pinch points as slack is being taken up and when the load is being hoisted. * Never hoist the load over the head, body or feet of any personnel. Safe Use of Augers The following general procedures should be used when advancing a boring with continuous flight or hollow -stem augers: * Prepare to start an auger boring with the drill rig level, the clutch or hydraulic rotation control disengaged, the transmission in low gear and the engine running at low RPM. • The operator and tool handler must establish a system of responsibility for the series of various activities required for auger drilling, such as connecting and disconnecting auger sections, and inserting and removing the auger fork. The operator must assure that the tool handler is well away from the auger column and that the auger fork is removed before starting rotation. * Only use the manufacturer's recommended method of securing the auger to the power coupling. Do not touch the coupling or the auger with your hands, a wrench or any other tools during rotation. * Whenever possible, use tool hoists to handle auger sections. • Never place hands or fingers under the bottom of an auger section when hoisting the auger over the top of the auger section in the ground or other hard surfaces such as the drill rig platform. * Never allow feet to get under the auger section that is being hoisted. * When rotating augers, stay clear of the rotating auger and other rotating components of the drill rig. Never reach behind or around a rotating auger for any reason whatever. * Never use your hands or feet to move cuttings away from the auger. * Augers should be cleaned only when the drill rig is in neutral and the augers are stopped from rotating. Start Up Al]. drill rig or backhoe personnel and visitors should be instructed to "stand clear" of the drill rig or. backhoe - 24 - immediately prior to and during starting of an engine. Make sure all gear boxes are in neutral, all hoist levers are disengaged, all hydraulic levers are in the correct nonactuating positions and the cathead rope is not on the cathead before starting a drill rig or backhoe engine. Safety During Drilling and Backhoe Operations Safety requires the attention worker and site visitor. Do not drive the drill rig or with the mast in the raised position. and cooperation of every backhoe from hole to hole Before raising the mast look up to check for overhead obstructions. Before raising the mast, all drill rig personnel and visitors should be cleared from the areas immediately to the rear and the sides of the mast. All drill rig personnel and visitors should be informed that the mast is being raised prior to raising it. Before the mast of a drill rig is raised and drilling is commenced, the drill rig must be first leveled and stabilized with leveling jacks and/or solid cribbing. The drill rig should be releveled if it settles after initial set up. Lower the mast only when leveling jacks are down and do not raise the leveling jack pads until the mast is lowered completely. Before starting drilling operations, secure and/or lock the mast if required according to the drill manufacturer's recommendations. The operator of a drill rig or backhoe should only operate a drill rig or backhoe from the position of the controls. The operator should shut down the drill engine before leaving the vicinity of the drill. Do not consume alcoholic beverages or other depressants or chemical stimulants prior to starting work on a drill rig or backhoe or while on the job. Watch for slippery ground when mounting/dismounting from the platform. All unattended boreholes and trenches must be adequately covered or otherwise protected to prevent drill rig or backhoe personnel, site visitors or animals from stepping or falling into the hole. All open boreholes should be covered, protected, i - 25 - or backfilled adequately and according to local or state regulations on completion of the drilling project. "Horsing around" within the vicinity of the drill rig or backhoe and tool and supply r`orage areas should never be allowed, even when the drill rig or backhoe is shut down. Before lifting a relatively heavy object, approach the object by bending at the knees, keeping your back vertical and unarched while obtaining a firm footing. Grasp the object firmly with both hands and stand slowly and squarely while keeping your back vertical and unarched. In other words, perform the lifting with the muscles•in your legs, not with the muscles in your lower back. Prior to concrete cutting, excavation or welding operations, free soil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil gas gas combustible hydrocarbons exceed 25% LEL. _J GENERAL HEALTH AND SAFETY REOUIREMENTS physical Examinations and Site Training All Site Health and Safety Officers are required to have undergone a complete physical examination where the examining physician has declared them physically able to work on a hazardous waste site and to participate in all activities required of them in that position. All Site Health and Safety Officers are also required to have completed a basic hazardous waste training class wherein they are fit tested for a respirator. Site Safety Meeting Site safety orientation/training meetings must be convened a) before the field team begins work at the site, b) when there are modifications to the site safety plan that are applicable to the field personnel, and c) when additional staff of subcontractors begin field work. Meetings will be attended by personnel involved in carrying out the project and presided over by the Site Health and Safety Officer. A list of attendees will be provided to the Site Health and Safety Officer. At a minimum, the meeting agenda must include: a. a review of the Site Safety Plan; b. distribution of Site Safety Plan modifications; c. attendee signatures, acknowledging receipt and understanding of the plan and agreement to comply. - 27 - The Site Safety Officer The Site Health and Safety Officer is responsible for carrying out the health and safety requirements detailed in this plan and hAs the authority to halt work or dismiss people from the site if they de not adhere to the plan. The Site Health and Safety Officer should maintain a list of addresses and telephone numbers of emergency assistance units (ambulance services, police, hospitals, etc.) and inform other members of the work crew of the existence and location of this list. He will maintain a copy of the Health and Safety Plan on site. Safety Reports The Project Manager will reports. These reports shall be Safety Officer at the end of the prepare daily inspection sent to the Site Health and month of their completion. The Site Health and Safety Officer will prepare a Safety Completion Report to be submitted at the end of the project to the Project Health and Safety Officer. These reports will ,'4 include a documented list of meter readings, protection decisions, actions, etc. as required by HS-509. Visitor Clearances Maximum efforts will be made to restrict unauthorized personnel from entering within 25 feet of the work area unless they comply with the safety requirements of this plan. -y - 28 - SITE SPECIFIC HEALTH AND SAFETY REQUIREMENTS Drilling and Digging Operations A section of this health and safety plan has outlined general safety guidelines for drilling and excavation which should be followed. Further requirements are as follows. Where necessary, level pads must be constructed to ensure that the rig is in no danger of tipping over during operation. A work area will also be defined around the drilling rig with barricades (25 foot radius) and no one will be allowed inside without appropriate protective gear. During drilling operations personnel within the work zone (25 feet) must wear steel -toed boots or steel toe, steel shank, rubber boots, Tyvek coveralls, butyl -neoprene gloves, hard hat, and safety goggles or glasses. The Site Health and Safety Officer must be present at the rig during drilling and will have monitored the work areas with a combustible gas meter. If sustained readings exceed 20% LEL methane in the breathing zone, respirators (half face) must be worn if drilling is to continue. If readings exceed 25% LEL methane the area must be evacuated until vapor levels dissipate. If liquids are encountered, drilling must be halted while personnel change into coated Saranex coveralls. Uncoated Tyvek will be used only during dry conditions. Prior to concrete cutting, excavation or welding operations, free soil gas combustible hydrocarbons will be vented or diluted to a concentration less than 25% LEL. The Project Manager will stop all remediation activities in the event free soil .gas gas combustible hydrocarbons exceed 25% LEL. Air Ouality and Personnel Exposure Monitoring The Site Health and Safety Officer (or his designee) will be required to monitor the initial work areas with a combustible gas meter. If the readings exceed 20% LEL methane in the breathing zone, half -face respirators must be worn to continue the exploration. If readings exceed 25% LEL in the breathing zone, all personnel are to evacuate the work area and notify the Health and Safety Officer. If hydrogen sulfide readings, exceed lOppm(v/v) in the breathing zone within the work area, all personnel are to evacuate the work area and notify the Health and Safety Officer. • - 29 - Hydrogen sulfide concentration will be monitored within the work zone. In the event hydrogen sulfide concentration exceeds 100ppm in the breathing zone, the Fire Department will be notified and the area evacuated. All trenches will be immediately filled with suitable material and capped with bentonite hole plug. Heat Stress Due to the Southern California climate, heat stress may be a concern. Commercially available water and GatorAde will be made available. Heat stress can result when protective clothing decreases natural body ventilation. If temperatures on -site exceed 85 degrees F while protective coveralls are being worn, then heat stress monitoring will be required. Noise Hearing protection must be worn by the drill rig or backhoe operator and helper and all others within the work zone while the heavy equipment is in operation. Personnel and Equipment Decontamination A decontamination station and procedure will be established by the Site Health and Safety Officer during site mobilization. This will consist of a liquid soap and warm water wash for boots, gloves, respirators, and hard hat. Tyvek will be placed in a plastic bag and then disposed of. Prior to eating or drinking, the hands and face will be washed with soap and water. The decontamination station will be outside the 25' work zones. Soil sampling equipment will be steam cleaned prior to initial use and after final field operations. Between each sampling, equipment will be cleaned with a TSP solution followed by two (2) clean water rinses. Traffic When a work site encroaches upon public streets, the possibility of an individual being injured or struck by vehicular traffic must be considered. At all times, personnel must be aware when moving from a protected area. Barricades and devices must be used to warn traffic. • a• Avaiene The Site Health and Safety officer shall ensure compliance with the Hospita'Js Hygiene Plan. '1 - 31 - EMERGENCY RESPONSE PROCEDURES In the event of fire, explosion, injury, or accident, contact the appropriate site emergency response group from the list below: Fire Department: Hospital: Ambulance: Paramedics: 911 (714) 645-8600 911 911 Poison Control: (714) 634-5988 Directions to the Nearest Hospital The nearest hospital to the site is: Hoag Memorial Hospital 301 Newport Blvd. Newport Beach, CA Directions to the hospital from the site are as follows: Proceed from the job site out the entrance gate and east past the Child Care and Cancer Centers to the stop sign. Turn left and follow the signs to the Hoag Emergency Room. APPENDIX I BACHARACH MODEL 505 "SNIFFER" MANUAL INSTRUCTION 51-9915 SNIFFER. SOS Part Number 51-7264 Installation/Operation/Maintenance Rev. 2 - June 1990 APPROVED Because this instrument is used to detect and monitor materials and conditions which are listed by OSHA or others as potentially hazardous to personnel and property, the information in this manual must be fully understood and utilized to ensure that the instrument is operating properly and is both used and maintained in the proper manner by qualified personnel. An instrument that is not properly calibrated, operated and maintained by qualified personnel is likely to provide erroneous informa- tion, which could prevent user awareness of a potentially hazardous situation for the instrument user, other personnel and property. If, after reading the information in this manual, the user has questions regarding the operation, application or maintenance of the instrument, supervisory or training assistance should be obtained before use. Factory assistance is available by calling (412) 963-2000. Bacharach, Inc. 625 Alpha Drive, Pittsburgh, PA 15238-2878 (412) 963-2000 Printed in USA •Repktered Trandmarks WARRANTY Bacharach, Inc. warrants to Buyer that at the time of delivery this Product will be free from defects in material and manufacture and will conform substantially to Bacharach Inc.'s applicable specifications. Bacharach's liability and Buyer's remedy under this warranty are limited to the repair or replacement, at Bacharach's option, of this Product or parts thereof returned to Seller at the factory of manufacture and shown to Bacharach Inc.'s reasonable satisfaction to have been defective; provided that written notice of the defect shall have been given by Buyer to Bacharach Inc. within one (1) year after the date of delivery of this Product by Bacharach, Inc. Bacharach, Inc. warrants to Buyer that it will convey good title to this Product. Bacharach's liability and Buyer% remedy under this warranty of title are limited to the removal of any title defects or, at the election of Bacharach, to the replacement of this Product or parts thereof that are defective in title. The warranty set forth in paragraph 1 does not apply to parts the Operating Instructions designate as having a limited shelf -life or as being expended in normal use. THE FOREGOING WARRANTIES ARE EXCLUSIVE AND ARE GIVEN AND ACCEPTED IN LIEU OF (I) ANY AND ALL OTHER WARRANTIES, EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE: AND (II) ANY OBLIGATION, LIABILITY, RIGHT, CLAIM OR REMEDY IN CONTACT OR TORT, WHETHER OR NOT ARISING FROM BACHARACH'S NEGLIGENCE, ACTUAL OR IMPLIED. The remedies of the Buyer shall be limited to those provided herein to the exclusion of any and all other remedies including, without limitation incidental or consequential damages. No agree- ment varying or extending the foregoing warranties, remedies or this limitation will be binding upon Bacharach, Inc. unless in writing, signed by a duly authorized officer of Bacharach. j J SNIFFER 505 TABLE OF CONTENTS Table of Contents Page 1 INTRODUCTION AND GENERAL INFORMATION 1-1 1.1 INTRODUCTION 1-1 1.2 GENERAL INFORMATION 1-1 1.3 PRODUCT SPECIFICATIONS 1-1 1.4 OPERATOR WARNINGS AND CAUTIONS 1-4 2 PREPARATION FOR USE OR STORAGE 2-1 2.1 UNPACKING 2-1 _1 2.2 ASSEMBLY 2-1 2.3 FACILITY REQUIREMENTS 2-1 2.4 PREPARATION FOR STORAGE OR RESHIPMENT 2-2 • 3 OPERATING INSTRUCTIONS 3-1 3.1 SCOPE ..... . . . . . . . . . . . 3-1 3.2 CONTROL ANDINDICATORFUNCTIONS3-1 3.3 PRE -OPERATIONAL CHECKOUT 3-1 3.4 OPERATING INSTRUCTIONS 3-1 3.5 SENSITIVITY 3-2 4 CALIBRATION AND MAINTENANCE 4-1 4.1 SCOPE 4-1 4.2 OPERATIONAL CHECKOUT 4-1 J 4.2.1 Equipment Required 4-1 4.2.2 Battery Charging 4-1 4.2.3 Flow System Checkout 4-2 4.2.4 General Checkout 4-2 4.3 CALIBRATION AND ADJUSTMENT, GENERAL 4-4 4.3.'. Scope 4.3.2 Equipment Required 4.3.3 Adjusting Sensor Voltage 4.4 CALIBRATION OF OXYGEN DETECTOR 4.4.1 Oxygen Zero Adjustment 4.4.2 Oxygen Calibrate Adjustment 4-4 4-4 4-4 4-6 4-6 4-6 4.5 CALIBRATION OF THE COMBUSTIBLES DETECTOR 4-10 4.5.1 Disabling the Audible Alarm 4.5.2 Calibrating the % LEL Range INSTRUCTION 51-9915 4-10 4-10 • Page i TABLE OF CONTENTS Table of Contents (Cont.) SNIFFER 505 Page 4.6 CALIBRATION OF THE HYDROGEN SULFIDE DETECTOR 4-11 4.6.1 Adjusting the Hydrogen Sulfide Zero 4-11 4.6.2 Adjusting the Hydrogen Sulfide Span 4-11 4.7 ADJUSTING THE ALARM TRIP POINTS 4-12 4.7.1 Adjusting the Oxygen Deficiency Alarm Point . . 4-12 4.7.2 Adjusting the Combustibles Alarm Point 4-12. 4.7.3 Adjusting the Hydrogen Sulfide Alarm Point . . 4-13 4.8 TROUBLESHOOTING 4-15 4.9 SENSOR REPLACEMENT 4-16 4.9.1 Oxygen Sensor 4-16 4.9.2 Combustibles Sensor 4-18 4.9.3 Hydrogen Sulfide Sensor 4-20 5 ILLUSTRATED PARTS BREAKDOWN 5-1 • 5.1 SCOPE . . . . . . . . . 5-1 . . . . . . . . . . . . . . . . 5.2 MAINTENANCE PARTS LIST COLUMNAR ENTRIES 5-1 5.2.1 Figure and Index Number Columns 5-1 5.2.2 Part Number Column 5-1 5.2.3 Description Column 5-1 5.2.4 Units -Per -Assembly Column 5-1 6 ACCESSORIES 6-1 6.1 SCOPE 6-1 6.2 BATTERY CHARGERS 6-1 6.3 CALIBRATION EQUIPMENT 6-1 6.4 PROBE HOSES 6-1 6.5 PROBES 6-2 6.6 FILTERS 6-2 6.7 SAMPLE LINE CHAMBER 6-4 6.8 REMOTE ALARM 6-4 APPENDIX A - CAS DETECTION CALIBRATION USING METHANE A-1 APPENDIX B - CAS DETECTION CALIBRATION USING HEXANE B-1 APPENDIX C - LEAD ACID BATTERY DISCHARGING C-1 APPENDIX D - BACHARACH SERVICE CENTERS D-1 Page !i INSTRUCTION 51-9915 SNIFFER 505 INTRODUCTION 1 7NTRODUCTION AND GENERAL INFORMATION 1.1 INTRODUCTION • This manual contains information for the preparation, operation, calibration, maintenance, and troubleshooting of the Sniffer 505 Portable Combustible Gas, Hydrogen Sulfide, and Oxygen Alarm instrument (Part No. 51-7264). WARNINCI p0 NOT OPERATE THE SNIFFER 505 WITH AN EXTERNAL CHARGER ATTACHED TO IT IN ANY POTENTIALLY EXPLOSIVE OR HAZARDOUS LOCATION. DISCONNECT THE CHARGER FROM THE INSTRUMENT BEFORE ENTERING THE HAZARDOUS AREA. THE INSTRUMENT IS DESIGNED TO BE INTRINSICALLY SAFE FOR OPERATION IN CLASS I, DIVISION 1, CROUPS A. B, C AND D LOCATIONS WITH ALL CHARGERS DISCONNECTED. THE INSTRUMENT IS pm INTRINSICALLY SAFE WITH THE CHARGER OR ANY OTHER EXTERNAL POWER SOURC7 ATTACHED. 1.2 GENERAL INFORMATION The Sniffer 505 is an intrinsically safe, rugged, commercial grade instrument used for detecting the presence of combustible gases in air, the oxygen concentration of the air, and the presence of hydrogen sulfide in air. The instrument consists of two meters, two visible alarm lights, an audible alarm, a self-contained sample drawing pump, oxygen, hydrogen sulfide and combustible sensors, a sealed lead acid battery pack, and associated electronics. The instrument is equipped with a hinged lid and a tempered safety glass window for viewing the operator panel. Construction permits gas 1-4 sampling with the lid closed. 1.3 PRODUCT SPECIFICATIONS Important operating characteristics, dimensions, and other particulars about the Sniffer 505 are listed in Table 1-1. INSTRUCTION 51-9915 Page 1-1 r 4 A. • w INTRODUCTION • TABLE 1-1. PRODUCT SPECIFICATIONS SENSOR TYPE: SNIFFER 505 COMBUSTIBLES CATALYTIC (PLATINUM BEAD) OXYGEN ELECTROCHEMICAL CELL HYDROGEN SULFIDE ELECTROCHEMICAL CELL DETECTION RANCESS • LOWER EXPLOSIVE LIMIT (LEL) 0-100% LEL METHANE OXYGEN 0-25% HYDROGEN SULFIDE 0-100 PPM ALARMS: LOSS OF FLOW Audible LOW BATTERY Audible COMBUSTIBLES Audible and Visual SET POIj4T: From 2% to 60% LEL, maximum (2% to 42% Guaranteed) OXYGEN Audible and Visual SET POINT: From 1% to 25% 02 HYDROGEN SULFIDE Audible and Visual SET POINT: From 1 to 100 PPM H2S RESPONSE TIME• 50% within 10 seconds and 90% within 30 seconds OPERATING TEMPERATURE RANCE: COMBUSTIBLE GAS ALARM OXYGEN DEFICIENCY: 0 to 125'F (-18 to 52'C) Temperature Compensated 32 to 104'F (0 to 40'C) Usable Range 0 to 125'F (-18 to 52•C) • HYDROGEN SULFIDE: Temperature Compensated 32 to 104'F (0 to 40'C) Usable Range 0 to 125'F (-18 to 52'C) ACCURACY: Oxygen 0.5% 02 Hydrogen Sulfide e10% of reading or 24 PPM, whichever is greater. Combustibles 23% LEL to 50% LEL, and 25% LEL from 50% to 100% LEL STORAGE TEMPERATURE 0 to 125'F (-18 to 52°C ) Page 1-2 INSTRUCTION 51-9915 SNIFFER 505 TABLE 1-1. PRODUCT SPECIFICATION (Cont.) INTRODUCTION HUMIDITY 5 to 95% relative humidity non -condensing. , ALARM BORN OUTPUT . . Pulsating tone for hydrogen sulfide alarm. Alternating duration tone for combustibles alarm. Steady tone for oxygen alarm. Chirping alarm for low battery or loss of flow. POWER SUPPLY 220 VAC, 50 Hz Charger; 120 VAC, 60 Hz Charger; 12 VDC Charger; Portable operation on internal battery pack. BATTERY: Life per Charge 10 Hours (min.) at 77*F (25•C) Full Recharge Time 14-16 Hours DIMENSIONS WEIGHT OPERATING FLOW RATE HAZARDOUS AREA USE 7 x 9 x 6-1/2 inches (178 x 228 x 165 mm) Under 9.5 lb. (excluding probe, line cord, hoses and accessories). 700 cc per minute, minimum (with Hose, Probe and Filter) This instrument is designed to be intrinsically safe for use in Class I, Division 1, Croup Al B, C and D environments as defined in the National Electric Code. It also meets Factory Mutual Specifications 6310, 6340, 3610, and 3820. WARNING! DO NOT OPERATE THE SNIFFER 505 WITH AN EXTERNAL CHARGER ATTACHED TO IT IN ANT POTENTIALLY EXPLOSIVE OR HAZARDOUS LOCATION. DISCONNECT THE CHARGER FROM THE INSTRUMENT BEFORE ENTERING THE HAZARDOUS AREA. THE INSTRUMENT IS DESIGNED TO IE INTRINSICALLY SAFE FOR OPERATION IN CLASS I, DIVISION 1, CROUPS A, B, C AND D LOCATIONS WITH ALL CHARGERS DISCONNECTED. THE INSTRUMENT IS NOT INTRINSICALLY SAFE WITH THE CHARGER OR ANT OTHER EXTERNAL POWER SOURCE ATTACHED. I J INSTRUCTION 51-9915 Page 1-3 6 INTRODUCTION 1.4 OPERATOR WARNINGS AND CAUTIONS SNIFFER 505 WARNING! SHOULD THE SNIFFER METER RAPIDLT TRAVEL UPSCALE (ABOVE 60% L.E.L.) THEN RETURN TO 0% OR BELOW, THE UNIT IS SAMPLING FROM AN AREA THAT HAS A HIGH, PERHAPS EXPLOSIVE, CONCENTRATION OF COMBUSTIBLE CAS. EVEN IF THIS CONCENTRATION IS TOO RICH TO BE EXPLOSIVE, THE CONCENTRATION AROUND THE AREA SAMPLED MAT BE WITHIN THE EXPLOSIVE RANCE AND SHOULD BE CONSIDERED DANGEROUS. i WARNING! SHOULD THE METER INDICATE 100% OR ABOVE, THE UNIT IS SAMPLING FROM AN AREA RICH IN COMBUSTIBLE CASES OR THE SENSOR IS -41 DEFECTIVE. LEAVE THE AREA IMMEDIATELY AND CHECK THE SNIFFER CALIBRATION IN AN AREA KNOWN TO EE FREE OF COMBUSTIBLES. WARNING! A NEGATIVE METER INDICATION MAY MEAN THAT THE UNIT IS IN A FLOODED AREA. LEAVE THE AREA IMMEDIATELY AND RECALIBRATE THE UNIT IN AN AREA KNOWN TO BE FREE OF COMBUSTIBLES. IF THE UNIT CANNOT EE CALIBRATED, ITS COMBUSTIBLE CAS SENSOR ELEMENT MAT NEED TO BE REPLACED. THE SNIFFER SHOULD NOT BE USED UNTIL THE SENSOR IS REPLACED AND THE UNIT CALIBRATED (REFER TO SECTION 5). WARNING! WHEN OPEEATINC IN THE OXYGEN MODE, SHOULD THE DISPLAY INDICATE AN OXTGEN LEVEL BELOW 19.5%, THERE IS A POTENTIALLY SERIOUS HEALTH HAZARD TO PERSONNEL IN THE AREA. LEAVE THE AREA IMMEDIATELY OR DON AN OXYGEN MASK. TALE ALL APPROPRIATE SAFETY MEASURES. CAUTION: DISCHARGING THE INSTRUMENT'S BATTERY BELOW THE 'EATT. OK' LEVEL, OR LEAVING THE INSTRUMENT TURNED ON UNTIL ITS BATTERY GOES DEAD WILL IMPAIR THE ABILITY OF THE BATTER! TO HOLD A CHARGE. REFER TO APPENDIX C. Page 1-4 INSTRUCTION 51-9915 SNIFFER 505 INTRODUCTION 2 RREPARATION FOR USE OR STORAGE 2.1 UNPACKING Open shipping container and remove protective padding surrounding the instrument. Remove the instrument, documentation, sealed foil bag containing the oxygen sensor, oxygen sensor installation kit, and the sealed case containing the hydrogen sulfide sensor. Inspect the instrument and all accessory parts carefully for evidence of shipping damage. Confirm that the above parts accompany the instrument. Save the shipping container for storage or reshipment of the instrument. 2.2 ASSEMBLY 1 1. Install the oxygen sensor in the instrument as described in Paragraph w1 4.9.1. WARNINGI THE OXYGEN SENSOR CONTAINS A POTASSIUM HYDROXIDE SOLUTION. DO NOT PUNCTURE. IN CASE THE SOLUTION COMES IN ACCIDENTAL CONTACT WITH THE SKIN, FLUSH WITH WATER AND VINEGAR IMMEDIATELY. IF IT CONES IN CONTACT WITH THE EYES, FLUSH WITH A BORIC ACID SOLUTION AND CET IMMEDIATE MEDICAL ATTENTION. 2. Install the hydrogen sulfide sensor in the instrument as described in Paragraph 4.9.3. 3. Charge the internal battery pack using one of the available chargers. Allow 14-16 hours for full charge. Refer to Paragraph 4.2.2. 2.3 FACILITY REQUIREMENTS The facility in which the Sniffer 505 is used should provide the following: Temperature within the range of 0 to 125°F (-18 to 52'C). If not, allow one hour after reaching this temperature range before o;crating the instrument. A source of fresh air for zero setting. NOTE: TO ENSURE OPTIMUM INSTRUMENT ACCURACY, ADJUSTMENTS SHOULD BE MADE AT THE SAME TEMPERATURE AT WHICH GAS MEASUREMENTS WILL BE MADE. INSTRUCTION 51-9915 Page 2-1 PREPARATION SNIFFER 505 2.4 PREPARATION FOR STORACE OR RESHIPMENT If the instrument is withdrawn from operation for storage or reshipment, remove the oxygen sensor as described in Paragraph 4.9.1 and remove the hydrogen sulfide sensor as described in Paragraph 4.9.3. Store these two sensors in separate resealabie plastic bags. Then package the instrument and the sensors inside the original shipping container. if available. INSTRUCTION 51-9915 J SNIFFER 505 3 OPERATING INSTRUCTIONS OPERATION 3.1 SCOPE This section describes the controls and operational checkout of the Sniffer 505. 3.2 CONTROL AND INDICATOR FUNCTIONS All controls and indicators are shown in Fig. 3-11 their functions are listed in Table 3-1. 3.3 PRE -OPERATIONAL CHECKOUT Before placing the Sniffer 505 into operation, test and adjust the instrument following the procedures described in Subsections 4.2 thru 4.7. Batteries should be recharged before continuing tests if the audible slow chirping, low battery alarm sounds. 3.4 OPERATING INSTRUCTIONS If the Sniffer 505 checks out OK after doing the pre -operational checkout procedure, it can be placed in service as described below. To maintain the instrument's accuracy, it should be periodically calibrated as described in Sections 4.2 thru 4.7. WARNING! DISCONNECT CHARGER BEFORE OPERATING THE INSTRUMENT IN HAZARDOUS AREAS OR WHILE SERVICING. 1. Connect the sample probe and tubing to the instrument INLET PORT. Refer to Sections 6.4 and 6.5 for available hoses and probes. 2. Turn FUNCTION switch to BATTERY TEST and observe combustible gas meter to check battery charge. If meter indication is in RECHARGE zone, charge batteries as described in Paragraph 4.2.2. For optimum battery life, we recommend that the instrument be turned off and placed on charge whenever the BATTERY TEST check indicates RECHARGE. • CAUTION: OPERATING THE INSTRUMENT IN THE 'RECHARGE' ZONE WILL IMPAIR THE ABILITY OF THE BATTERY TO HOLD A CHARGE. 3. Turn FUNCTION switch to x02. Then allow instrument to warm up for at least one minute while sampling fresh air. 4. Unlock the COMB. ZERO ADJ control and adjust it for a combustible gas meter indication of zero. Then relock the COMB. ZERO ADJ control. INSTRUCTION 51-9915 Page 3-1 0 OPERATION SNIFFER 505 5. Unlock the OXYGEN CALIB control and adjust it ;for zu 0 'meter indication of 21% (CAL mark). Then relock the OXYGEN CALIB control. 6. Turn FUNCTION switch to PPM HzS and check that the PPM H9S meter indicates zero. 7. Set the FUNCTION switch to either %0 or PPM H2S and sample gas from the area to be tested. Allow 60 seconds for the meter indications to stabilize before taking readings. 8. When finished, sample fresh air for 10 seconds to purge the sample line. Then turn FUNCTION switch to OFF. 3.5 SENSITIVITY The sensitivity of the Sniffer 505 to combustibles is dependent on the catalytic activity of the active sensor element. Should an interfering compound, such as tetraethyl lead, sulfur compounds, or silicones contaminate the surface of the sensor element, its ability to catalyze gases and vapors will be significantly reduced. To ensure full sensitivity of both the combustibles and HzS sensors, observe these cautions: CAUTION: BEFORE EACH DAT'S USAGE, PER APPROVAL ACENCY SPECIFICATIONS FOR INSTRUMENT PERFORMANCE AND SAFETY IN HAZARDOUS ENVIRONMENTS, SENSOR SENSITIVITY MUST BE TESTED ON KNOW CONCENTRATIONS OF METHANE IN AIR AND H,S IN NITROGEN. CAS CYLINDER 51-1818, CONTAINING 1.096 METHANE IN AIR (20% LEL), AND CAS CTLINDER 51-1993, CONTAINING 20 PPM H=S IN NITROGEN, MAY BE USED FOR THIS PURPOSE. CAUTION: BEFORE EACH DAY'S USAGE, PERFORM THE OPERATIONAL CHECKOUT PROCEDURES AS DESCRIBED UNDER SUBSECTION 4.2. CAUTION: NEVER OPERATE THE INSTRUMENT WHEN THE BATTERY TEST YIELDS AN INDICATION BELOW THE "BATT OK' RANGE. CAUTION: ALWAYS PURGE THE INSTRUMENT WITH FRESH AIR AFTER TESTING. Page 3-2 INSTRUCTION 51-9915 SNIFFER 505 BATTERY CHARGER JACK ALARM HORN SAMPLE INLET CONNECTOR OPERATION COMBUSTIBLE GAS ALARM INDICATOR %02/H2S ALARM INDICATOR COMBUSTILE GAS/BATTERY TEST ANALOG METER %0:/PPM H2S ANALOG METER TEST SWITCH RESET SWITCH OXYGEN CALIB. CONTROL FUNCTION SWITCH COMBUSTIBLE GAS/ ZERO ADJUST CONTROL REMOTE ALARM OUTPUT Figure 3-1. Controls, Indicators, and Connectors INSTRUCTION 51-9915 OPERATION COMPONENT FUNCTION SWITCH TEST SWITCH RESET SWITCH COMB. ZERO CONTROL OXYGEN CALIB. CONTROL 0/PPM HS ANALOG DETER COMBUSTIBLE CAS/ BATTERY TEST ANALOG METER PERCENT LEL ALARM INDICATOR • ALARM HORN REMOTE ALARM OUTPUT SIPPER 505 TABLE 3-1. CONTROL AND INDICATOR FUNCTIONS 7UNCTION a. Turns power to the Sniffer 505 ON and OFF. b. Determines battery charge status as indicated by the Combustible Cas/Battery Test meter. The alarm functions are inhibited in this mode. c. Selects 02 or H=S to be displayed on the 0 /PPM HZS meter and simultaneously selects combustibles to be displayed on the Combustible Cas/Battery Test meter. Activates all alarms. Resets both visual and audible alarms from the latched mode, after the alarm condition has cleared. Sets reference voltage for zero meter reading on ADJUST Combustible Cas/Battery Test analog meter while instrument samples fresh air. Sets reference voltage for 21% meter indication on 02/PPM 112S meter while instrument samples fresh air. Indicates percentage of oxygen in sampled air or PPM of H3S in sampled air. Indicates concentration of combustible gas or vapor in terms of percent of Lower Explosive Limit (% LEL). When Battery Test function is activated, this meter indicates the battery charge. Illuminates steadily when oxygen concentration of sample air is less than preset trip point of electronic circuitry. Pulses when the 112S concentration in sample air exceeds preset trip point. Illuminates when level of vapor concentrations exceeds preset trip point of electronic circuitry. Sounds to indicate presence of combustible concentrations of vapor, oxygen deficiency of sample air, presence of H=S, loss of flow integrity, or low battery charge. External jack for an optional remote alarm accessory. INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND MAINTENANCE 4 CALIBRATION AND MAINTENANCE 4.1 SCOPE This section describes calibration and maintenance procedures necessary to maintain safe, accurate and reliable operation of the Sniffer 505. Troubleshooting information is also given if malfunctions should occur. 4.2 OPERATIONAL CHECKOUT 4.2.1 Equipment Required Flowmeter, tubing and connector from Calibration Kit 51-7324. (See Fig. 4-1). 4.2.2 Battery Charging Check battery charge by turning the FUNCTION switch to the BATTERY TES? position and observe the indication on the Combustible Cas/Battery Test meter. If the meter indication is in the RECHARGE zone, select the proper charger from Table 4-1; connect it to the correct power source; and plug it's output connector into the instrument's battery charger jack. Allow the instrument's battery pack to charge for 14-16 hours, prior to operation. TABLE 4-1. CHARGERS OPERATING VOLTACE CHARGER PART NUMBER 120 VAC 60 Hz 220 VAC 50 Hz 12 VDC 51-2141 51-2142 51-2143 WARNING] DO NOT OPERATE THE SNIFFER 505 WITH AN EXTERNAL CHARGER ATTACHED TO IT IN ANY POTENTIALLY EXPLOSIVE OR HAZARDOUS LOCATION. DISCONNECT THE CHARGER FROM THE INSTRUMENT BEFORE ENTERING THE HAZARDOUS AREA. THE INSTRUMENT IS DESIGNED TO BE INTRINSICALLY SAFE FOR OPERATION IN CLASS I, DIVISION 1, GROUPS A, B, C AND D LOCATIONS WITH ALL CHARGERS DISCONNECTED. THE INSTRUMENT IS NOT INTRINSICALLY SAFE WITH THE EXTERNAL CHARCER ATTACHED. CAUTION: USE OF ANY OTHER TYPE OF BATTERY PACK MAT CAUSE THE INSTRUMENT NOT TO MEET ALL OF THE PERFORMANCE AND/OR SAFETY SPECIFICATIONS PUBLISHED BY CERTAIN AGENCIES CONCERNING OPERATION IN HAZARDOUS ENVIRONMENTS. INSTRUCTION 51-9915 Page 4-1 1-4 CALIBRATION AND MAINTENANCE SNIFFER 505 4.2.3 Flow System Checkout Turn the FUNCTION switch to the BATTERY TEST position and listen for the pump to start running. To verify correct flow, use the flowmeter, tubing and connector from Calibration Kit 51-7324. Connect the tubing between the top port of the flowmeter and the connector as shown in Fig. 4.1. Plug the connector onto the Sniffer 505's SAMPLE INLET fitting and observe that the flowmeter should indicate 2 SCFH (944 cc/min.) or more. If not, refer to Table 4-2 for troubleshooting hints. Then simulate a blockage in the gas sampling system by placing your finger over the bottom port of the flowmeter. The chirping low -flow alarm should sound. 4.2.4 General Checkout 1. Make sure the instrument is clean and free from dirt that will obstruct flow or otherwise impair its operation. 2. The audible alarm, located on the side of the instrument, has a 5 to 15 second alarm lockout during warm-up. The alarm function islatching, which means it must be manually reset after an alarm condition has been cleared. 3. Turn FUNCTION switch to %02. Verify that the %02 meter indication in fresh air can be adjusted to the CAL mark using the OXYGEN CALIB knob. 4. Verify the %L.E.L. meter indication can be set to zero using the COMB. ZERO ADJ knob. 5. Press the TEST switch. The audible alarm and both visual alarms should activate. Press the RESET switch to clear all alarms. 6. Turn the COMB. ZERO ADJ knob. This should produce smooth movement of the %L.E.L. meter with no signs of the needle sticking. Re -zero the %L.E.L. meter. 7. Turn the OXYGEN CALIB knob. This should produce smooth movement of the 02/PPM H2S meter with no signs of the needle sticking. Reset the 02/PPM H2S meter to its CAL mark. 8. Turn FUNCTION switch to PPM H2S and check zero of the PPM 112S meter. 9. If any steps above produced abnormal results, refer to Table 4-2 for troubleshooting hints. Page 4-2 CAUTION: DO NOT USE OIL OR LUBRICANTS ON THE MECHANICAL OR ELECTRICAL PARTS OF THIS INSTRUMENT. SOME POTENTIOMETER LUBRICANTS CONTAIN SILICONES, WHICH WILL PERMANENTLY IMPAIR OPERATION OF THE COMBUSTIBLES SENSOR. INSTRUCTION 51-9915 1 SNIFFER 505 CALIBRATION AHD MAINTENANCE CONNECTOR 03-5393 • TUBING 03-6109 • FLOWMETER 06-6163 • (Use only in vertical position) • CONTAINED IN CALIBRATION KIT 51-7324 Figure 4-1. Set -Up for Checking Air Flow INSTRUCTION 51-9915 Page 4-3 • CALIBRATION AND MAINTENANCE 4.3 CALIBRATION AND ADJUSTMENT, GENERAL SNIFFER 505 4.3.1 Scope Subsections 4.3 thru 4.7 define the procedures necessary for calibrating and adjusting the circuits in the Sniffer 505. The instrument is designed for direct %L.E.L. readings when sampling methane -in -air mixtures. Therefore, to calibrate the instrument's combustible sensor, a methane -in -air mixture is used. Consult Appendix "A" for conversion factors when a methane calibrated Sniffer 505 is used on combustibles other than methane. 4.3.2 Equipment Required CALIBRATION KIT - Part No. 51-7324. (See Fig. 4-2). CAS CYLINDER, 1.0% METHANE -IN -AIR - Part No. 51-1818 GAS CYLINDER, ZERO CALIBRATION CAS - Part No. 51-7131 CAS CYLINDER, 20 PPM H2S-IN-NITROGEN - Part No. 51-1993 SMALL SCREWDRIVER, 3/32" BLADE, XCELITE R3323 OR EQUIVALENT DIGITAL VOLTMETER, 20.5% ACCURACY OR BETTER* 4.3.3. Adjusting Sensor Voltage The sensor voltage is factory adjusted to 3.70 s0.10 VDC and should never need further adjustment, unless components on the printed circuit board are replaced or the adjustment itself (R27) has been tampered with. If it becomes necessary to make this adjustment, proceed as follows: 1. Loosen the four thumbscrews retaining front panel. First lift up right- hand side of panel, then lift entire panel clear of case. 2. See Fig. 4-3 and connect a digital voltmeter as follows: positive lead to TP-7; negative lead to TP-6. 3. Turn the FUNCTION switch to the BATTERY TEST position and observe the digital voltmeter indication. If the indication is not 3.70 : 0.10 volts, adjust Sensor Voltage pot R27 (Fig. 4-5) to obtain this value. 4. Re -position the front panel and tighten the thumbscrews. *Needed only when performing the optional sensor voltage adjustment procedure described in Paragraph 4.3.3. Pale 4-4 INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND MAINTENANCE (Mount Flowmeter in a vertical position) INSTRUMENT SAMPLE INLET PARTS SHOWN: 1. Cylinder, Zero Calibration Gas, 51-7131 • 2. Cylinder, Methane Calibration Gas, 51-1818 3. Cylinder, Hydrogen Sulfide Gas, 51-1993 4. Regulator, 03-4318 5. Tee. 03-5532 • 6. Flowmeter, 06-6163 7. Connector, 03-5393 • 8. Tubing, 03-6109 • • CONTAINED IN CALIBRATION KIT 51-7324 Figure 4-2. Calibration Set -Up INSTRUCTION 51-9915 Page 4-5 CALIBRATION AND MAINTENANCE SNIFFER 505 4.4 CALIBRATION OF OXYGEN DETECTOR 4.4.1 Oxygen Zero Adjustment 1. Turn the FUNCTION switch to the BATTERY TEST position. Press the TEST switch and observe the %02 meter indication. If the indication is zero, no further adjustment is necessary. If not, proceed with Step 2. 2. Loosen the four thumbscrews retaining the front panel. First lift up the right-hand side of the panel, then lift the entire panel clear of the case. 3. While pressing the TEST switch, adjust Oxygen Zero pot R7 (see Fig. 4-5) for a x02 meter Indication of zero. 4. Re -position the front panel and tighten the thumbscrews. 4.4.2 Oxygen Calibrate Adjustment 1. Turn the FUNCTION switch to the %02 position. 2. Place the instrument in fresh air. If there is doubt_ about the quality of the surrounding air, proceed with Step 3. If not, proceed to Step 5. 3. Connect a Zero Calibration Gas Cylinder (Part No. 51-7131) and the Calibration Kit (Part No. 51-7324) together as shown in Fig. 4-2. Connec' the .gas output of this setup to the instrument's SAMPLE INLET. 4. Adjust the regulator on the calibration setup until the ball in the flowmeter just begins to rise (indicating a positive pressure in the gas -supply line). 5. Unlock Che OXYGEN CALIB knob and adjust it for a %02 meter indication of 21 or at the CAL mark. Relock OXYGEN CALIB knob. 6. If using the gas cylinder, disconnect the calibration setup and unscrew the cylinder from the regulator. Page 4-6 INSTRUCTION 51-9915 • •1 ,.y j SNIFFER 505 TP5 FLOW SWITCH R17 H2S SPAN R16 H2S ZERO no TP5 1S:1 LTb01. CALIBRATION AND MAINTENANCE R5 COMBUSTIBLE SPAN R7OaZERO R27 SENSOR VOLTAGE 31.r1ie; u P 1- J de Ji --VI C3 Kg") J4 TP3 RESET TP8 2.OV 8 LSCOI ELM Lai Rtq OM1till 141•00� Ct Tr8 E.E +1 e� 8@8e 0+2 — n CS 1 1411 8® TP4 OO BATT. VOLTAGE P4 TP1 CE OUTPUT TP6 GROUND TP7 3.7V TP2 Oa OUTPUT J2 SWITCH BOARD (SEE FIG 4-4) Figure 4-3. Main PC Board Test Point and Potentiometer Layout INSTRUCTION 51-9915 Page 4-7 '1 -J CALIBRATION AND MAINTENANCE SW4 H2S TEST R8 02 ALARM SET TP1 ALARM OUTPUT TP2 GROUND SNIFFER 505 Og {M4 orIPs 51 1561-D } Y4 1 — TP3 H2S OUTPUT VS 'N4 Il p 1 �o R25 H2S ALARM SET SW1 FUNCTION RS 1 R2E. PI 0 R2 COMBUSTIBLES ALARM SET Figure 4-4. Switch Board Test Point, Switch, and Potentiometer Layout Page 4-8 INSTRUCTION 51-9915 V s SNIFFER 505 R5 COMBUSTIBLES SPAN R7 OXYGEN ZERO R27 SENSOR VOLTAGE CALIERATION AND MAINTENANCE R16 H,S ZERO R17 H,S SPAN Figure 4-5. Calibration Adjustments INSTRUCTION 51-9915 Page 4-9 K i SNIFFER 505 CALIBRATION AND MAINTENANCE 4.5 CALIBRATION OF TEE COMBUSTIBLES DETECTOR 4.5.1 Disabling the Audible Alarm To eliminate the annoyance of the audible alarm sounding during the calibration of the detector and alarm circuits, the audible alarm can be disabled. Note that all meter functions and visual alarms will continue to operate normally. To disable the alarm, proceed as follows: he ont panel. lift up 1. thesright-handrsidemofcthe thubsrewspanel, then retaining tlift rthe entire panel tclear of the case. 2. lapart the nductor lugthe remote alarmjack hat is cted to the audible alarm, thebattery chargerjack and 3. Proceed with the calibration and alarm trip -point procedures. 4. adjustment,After reconnect ofthe the audibleoalarmplug. Then press the TEST switch 4.5.2 Calibrating the % 'LEL Range hat e 1. Turn the FlNsufficient charge. If TEST not, refertton. Verify Paragraphth switch to the 4.2.2 batterieshaveaand charge the batteries. 2. Allow 5 minutes for the instrument to warm up. 3. Turn the function switch to the %02 or PPM B2S position. 4. See Fig. 4-2 and connect the zero calibration gas cylinder 51-7131 to the nstrumntor until the ball in the flowmeter justibeginseto�riseu(indicatingAdjst the latpositive pressure in the gas -supply line). 5. wezero abon combustibles gas to flow then use the COMB. ZEROADJcontroltozerothe 6. Unscrew the calibration gas cylinder from the regulator and replace it with the e 1% Mane-in-Aij rccylinder, 510 818. Adjust the regulator until the bthe 7. Allow the gas to flow for 1 minute; then read the %L.E.L. meter. tamped B. The methane cylinder desiredhas a meterconcentration indication, uselue thesformn its label. .To formula: x LEL Meter Calibration Value - % Methane in Cylinder x 20% LEL Page 4-10 INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND ,MAINTENANCE 9. Compare the %L.E.L. meter indication in Step 7 to the calibration value calculated in Step 8. If the meter indication is within s5% LEL of the calibration value, no further adjustment is required. Otherwise proceed with Step 10. 10. Loosen the four thumbscrews retaining the front panel. Lift up the right-hand side of the panel, without disconnecting the calibration setup, to gain access to the Combustibles Span pot, M. shown in Fig. 4-5. 11. Adjust pot R5 using a small screwdriver until the meter indication matches the calibration value from Step 8. 12. Re -position the front panel and secure the four thumbscrews. Remove the calibration setup and disconnect the gas cylinder from the regulator. 4.6 CALIBRATION OF THE HYDROGEN SULFIDE DETECTOR 4.6.1 Adjusting the Hydrogen Sulfide Zero 1. Turn the FUNCTION switch to PPM H2S. - Allow the sensor to warm up for 1 minute. Observe the PPM H2S meter indication. - If the indication is at or close to zero, no further adjustment is necessary. If not, proceed with Step 2. 2. Loosen the four thumbscrews retaining the front panel. 3. Lift the right-hand side of the panel to gain access to H2S zero potentiometer R16 (Fig. 4-5). 4. Adjust potentiometer R16 until the PPM 82S meter indicates zero. 5. Reposition the front panel and tighten the thumbscrews. 4.6.2 Adjusting the Hydrogen Sulfide Span 1. Turn the FUNCTION switch to PPM H2S. 2. Allow the sensor to warm up for 1 minute. 3. See Fig. 4-2 and connect 20 PPM H2S gas cylinder.51-1993 to the instrument. 4. Adjust the regulator until the ball in the flowmeter just begins to rise. INSTRUCTION 51-9915 f; J Page 4-11 CALIBRATION AND MAINTENANCE SNIFFER 505 5. Allow the gas to flow for 1 minute. 6. Loosen the four thumbscrews retaining the front panel. 7. Without disconnecting the calibration setup, lift the right-hand side of the panel to gain access to the H2S span potentiometer R17 (see Fig. 4-5). ' 8. Adjust potentiometer R17 using a small screwdriver until the PPM H2S meter shows 20 PPM. 9. Reposition the front panel, secure the four thumbscrews, remove the calibration setup, and disconnect the gas cylinder from the regulator. 4.7 ADJUSTING THE ALARM TRIP POINTS 4.7.1 Adjusting the Oxygen Deficiency Alarm Point 1. Loosen the four thumbscrews retaining the front panel. Lift up the right-hand side of the panel to gain access to the 02 Alarm Set pot, R8, shown in Fig. 4-6. 2. Turn pot R8 fully counterclockwise. 3. Unlock the OXYGEN CALIB knob and :..just it until the xO2 meter indicates the concentration of the desired trip point. 4. Turn pot R8 clockwise very slowly and stop as soon as the oxygen alarm activates. 5. Turn OXYGEN. CALIB knob clockwise and press the RESET switch to clear the alarm. 6. While observing the x0 meter, slowly turn OXYGEN CALIB knob counter- clockwise and verify that the alarm activates at the desired trip point. Again turn OXYGEN CALIB knob clockwise and press the RESET switch to clear the alarm. 7. Readjust the OXYGEN CALIB control per Paragraph 4.4.2. 8. Re -position the front panel and tighten the thumbscrews. 4.7.2 Adjusting the Combustibles Alarm Point 1. Loosen the four thumbscrews retaining the front panel. Lift up the right-hand side of the panel to gain access to the Combustibles Alarm Set pot, R2, shown in Fig. 4-6. 2. Turn pot R2 fully clockwise. 3. Unlock the COMB. ZERO ADJ knob and adjust it until the xL.E.L. meter indicates the concentration of the desired trip point. 4. Turn pot R2 counterclockwise very slowly and stop as soon as the combustibles alarm activates. Page 4-12 INSTRUCTION 51-9915 e SNIFFER 505 CALIBRATION AND MAINTENANCE • 5. Turn COMB. ZERO ADJ knob counterclociwise and press the RESET switch to clear the alarm. 6. While observing the.*L.E.L. meter, slowly turn COMB. ZERO ADJ knob clockwise and verify that the alarm activates at the desired trip point. Again turn COMB. ZERO ADJ knob counterclockwise and press the RESET switch to clear the alarm. 7. Readjust the COMB. ZERO ADJ control for a %L.E.L. meter indication of zero. Then relock the COMB. ZERO ADJ control. B. Re -position the front panel and tighten the thumbscrews. ^.o 4.7.3 Adjusting the Hydrogen Sulfide Alarm Point 1. Loosen the four thumbscrews retaining the front panel. 2. First lift the right-hand side of the panel, then lift the entire panel clear of the case. 3. Turn the FUNCTION switch to the PPM H2S position. 4. Press and hold the H2S test switch, shown in Fig. 4-4. This will trigger the H2S alarm and display its alarm set point on the PPM H2S meter. 5. Adjust the H2S Alarm Set pot R25, shown in Fig. 4-6, so that the PPM H2S meter displays the desired alarm set point. 6. Release the H2S test switch and press the reset switch to clear the alarm. 7. Reposition the front panel and tighten the thumbscrews. INSTRUCTION 51-9915 Page 4-13 R2 COMBUSTIBLES ALARM SET R25 H,S ALARM SET R8 02 ALARM SET Figure 4-6. Alarm Adjustment Locations SNIFFER 505 CALIBRATION AND MAINTENANCE • 4.8 TROUBLESHOOTING Table 4-2 lists the most common troubles, their probable cause and the corrective action to be taken for many of the malfunctions that may occur with the Sniffer 505. TABLE 4-2. TROUBLESHOOTING Trouble probable Cause erred %L.E.L. meter pegs up or Defective combustibles sensor. ReReplace l0ce sensor down scale and will not zero in fresh air. %0 meter reads low and will not calibrate. Response slow, more than 5 sec. to start of response, or flow rate less than 700 cc/min. (1.5 SCFH). Instrument fails to charge. Oxygen sensor output less than Replace oxygen 19 mV. sensor 51-7331. Oxygen sensor•output greater than 60 mV. a. Dirty clogged parts in probe hose, reaction chamber, or blocked exhaust port. b. Defective pump. Defective charger. Combustibles readings out • Instrument not calibrated. of tolerance. Cannot calibrate combustibles section. Instrument dead, no power. Cannot calibrate H3S section. INSTRUCTION 51-9915 Clean and/or open. Replace pump. Replace, refer to Table 4-1. Follow calibration Section 4.5. Defective combustibles sensor. Replace sensor 51-1057. a. Dead battery. b. Defective battery or charger. Defective hydrogen sulfide sensor. Charge battery per Paragraph 4.2.2. Replace defective item. Replace sensor 51-8297. CALIERATION AND MAINTENANCE SNIFFER 505 4.9 SENSOR REPLACEMENT 4.9.1 Oxygen Sensor The life of an oxygen sensor is conservatively estimated at six months. Its life is not affected by the amount of time the instrument is used. Oxygen sensors are shipped in a sealed envelope purged of all oxygen to inhibit the sensor's chemical action. Once the seal is broken and the sensor is exposed to air, the sensor starts to operate and will deplete at a fixed rate, regardless of whether the instrument is used or not. Whenever it becomes necessary to replace the oxygen sensor, follow the procedure below. When placing the instrument in operation for the first time, omit Step 2. Equipment Required - Replacement Oxygen Sensor, Part No. 51-7331 - Screwdriver, 3/16" Blade - Scissors Procedure 1. Loosen the four thumbscrews retaining the front panel. First lift up the right-hand side of the panel, then lift th 'ra nand clear of the case. 2. See Fig. 4-7. Using a •small screwdriver, r, screws retaining 7 the oxygen sensor flange and then remove th :ave and discard the old' oxygen sensor. WARNING! THE OXYCEN•SENSOR CONTAINS A SC &. 7 POTASSIUM HYDROXIDE. D0 NOT PUNCTURE. Ib iTION CONTACTS THE SKIN, FLUSH WITH WATER AND VINEGAR IMMEDIATELY. IF SOLUTION CONTACTS THE EYES, FLUSH WITH A BORIC ACID SOLUTION AND CET IMMEDIATE MEDICAL ATTENTION! 3. Clean the 0-ring and position it inside the oxygen sensor base. 4. The new oxygen, sensor (Part No. 51-7331) is shipped in a sealed foil envelope. Use.a pair of scissors to cut open the envelope and remove the sensor. Page 4-16 INSTRUCTION 51-9915 4 1 SNIFFER 505 CALIBRATION AND MAINTENANCE 5. Look at the contacts of the oxygen sensor base (see Fig. 4-7). Three contacts have dimples and one has a hole. Line the oxygensensor up so that its plastic screw is in line with the contact that has the hole, mesh end toward the base. Snap the sensor into the base so the three stainless steel screwheads line up in the dimples in the contacts. The plastic screw head should protrude through the hole in its contact: If properly positioned, the label on the rear of the sensor should be readable. . '6. Position the flange over the rear of the sensor. Insert the two screws and tighten them equally with a screwdriver. p0 NOT overtighten these screws! 7. Calibratr the oxygen detector per Section 4.4. OXYGEN SENSOR 51-7331 FLANGE INSTRUCTION 51-9915 OXYGEN SENSOR BASE 0-RING Figure 4-7. Oxygen Sensor Installation Page 4-17 CALIBRATION AND MAINTENANCE SNIFFER 505 4.9.2 Combustibles Sensor The combustibles sensor should last at least one year when operated eight hours a day and when only sampling small quantities of combustible gases and vapors. Operation for long periods of time in areas with combustible gas concentrations near or above the lower explosive limit may shorten sensor life. The sensor should be replaced when adjusting the Combustibles Span pot, R5, will no longer calibrate the instrument as described in Paragraph 4.5. Equipment Required - Replacement Combustibles Sensor, Part No. 51-1057 - Screwdriver, 3/16" Blade - Clean Rag Procedure 1. Loosen the four thumbscrews retaining the front panel. First lift up the right-hand side of the panel, then lift the entire panel clear of the case. 2. See Fig. 4-8. Remove four retaining screws from the sensor socket and pull the socket free. —1 3. Unplug and discard the old sensor. 4. Inspect the reaction chamber fot dirt. Wipe out with a clean rag, if necessary. 5. Plug the new combustibles sensor (Part No. 51-1057) into the socket. 6. Make sure the spring is inside the reaction chamber. Then position the socket into the reaction chamber so the four screw holes line up. 7. Insert and tighten the four retaining screws. 8. Calibrate the combustibles detector per Section 4.5. Page 4-18 INSTRUCTION 51-9915 SNIFFER 505 CALIBRATION AND MAINTENANCE TYPICAL (4 PLACES) SENSOR SOCKET SENSOR 51-1057 SPRING REACTION CHAMBER Figure 4-8. Combustibles Sensor Installation INSTRUCTION 51-9915 Page 4-19 • CALIERATION AND MAINTENANCE SNIFFER 505 4.9.3 Hydrogen Sulfide Sensor The hydrogen sulfide sensor should be replaced when the H2S span potentiometer, R17, no longer calibrates the instrument as described in Paragraph 4.6.2. Whenever it becomes necessary to replace the hydrogen sulfide sensor, follow the procedure below. Equipment Required - Replacement Hydrogen Sulfide Sensor, Part No. 51-8297 - Screwdriver, 3/16" blade - Clean Rag Initial Sensor Installation 1. Loosen the four thumbscrews retaining the front panel. First lift the right-hand side, then lift the entire panel clear of the case. „_1 2. Remove the four screws holding the mounting plate to the inside of the case. (See Fig. 4-9). 3. Lift the mounting plate and expansion chamber out of the case. 4. Assemble the hydrogen sulfide sensor, 0-ring, and membrane and attach them to the expansion chamber with the three screws provided. Position the sensor on the expansion chamber as shown in Fig. 4-9. NOTE: The new sensor.will'have a factory installed shorting wire that must be removed and discarded. The sensor should spend as little time as possible off -circuit after the wire is removed 5. Remove the shorting wire from sensor terminals R and S; then connect the wires which are laying in the bottom of the case to the sensor as shown in Fig. 4-9. 6. Reattach the mounting plate to the case. Sensor Replacement/Storing 1. Loosen the four thumbscrews retaining the front panel. First lift the right-hand side, then lift the entire panel clear of the case. 2. Remove the four screws holding the mounting plate to the inside of the case. (See Fig. 4-9) 3. Lift the mounting plate with the sensor attached and disconnect wires. 4. Remove and discard the old sensor. Retain the 0-ring and membrane. IMPORTANT! If you're removing the old sensor and storing it for later use, short circuit terminals R and S with a jumper wire. Page 4-20 INSTRUCTION 51-9915 r• --7 J SNIFFER 505 CALIERATION AND MAINTENANCE 5. Inspect the expansion chamber, membrane, and 0-ring for dirt. Wipe with a clean rag, if necessary. 6. Assemble the new hydrogen sulfide sensor, 0-ring, and membrane as shown in Fig. 4-9 and attach them to the expansion chamber with the threb screws provided. NOTE: The new sensor will have a factory installed shorting wire that must be removed and discarded. The sensor should spend as little time as possible off -circuit after the wire is removed. 7. Remove the shorting wire from sensor terminals R and Si then connect the sensor wiring as shown in Fig. 4-9. S. Reattach the mounting plate to the case. MOUNTING PLATE EXPANSION CHAMBER MEMBRANE (SCREEN SIDE TOWARD CHAMBER) 0-RING 1H2S SENSOR 51-8297 TYP PLACES tl H?S SENSOR WIRING WIRE TERMINAL WHITE/RED — C WHITE/BLACK — S WHITE/BLUE — R Figure 4-9. Hydrogen Sulfide Sensor Installation INSTRUCTION 51-9915 Page 4-21 CALIBRATION AND MAINTENANCE SNIFFER 505 This page intentionally left blank Page 4-22 INSTRUCTION 51-9915 `." SNIFFER 505 CALIBRATION AND MAINTENANCE ILLUSTRATED PARTS BREAKDOWN 5.1 SCOPE This section lists, describes, and illustrates the items necessary for the support of the Sniffer 505 Combustible Cas, Hydrogen Sulfide, and Oxygen Alarm (Part No. 51-7264) and is intended for use by maintenance and overhaul personnel for identification, ordering, and stocking of replaceable parts. This section contains: J - A maintenance parts list containing illustration references; part numbers; part descriptions; and units per assembly. - An illustration showing parts and assemblies with index numbers corresponding to those of the maintenance parts list. n' 5.2 MAINTENANCE PARTS LIST COLUMNAR ENTRIES J -J 5.2.1 Figure and Index Number Columns The Figure and Index Number columns contain numbers referring to the figures in which assemblies and parts are shown pictorially. The hyphenated two digit number in the Figure column id«ntifies•a figure. Numbers descending the Index column refer to the index numbers of parts shn:en in the figure. 5.2.2 Part Number Column The Part Number column contains Bacharach Part Numbers of assemblies and parts. 5.2.3 Description Column In the Description column, a short description of each part or assembly is given. 5.2.4 Units -Per -Assembly Column The Units -Per -Assembly column reveals the number of identical parts required at the indicated assembly level unless otherwise noted. For some items such as wire, the units -per -assembly column specifies the required quantity in inches or feet. INSTRUCTION 51-9915 Page 5-1 PARTS • SNIFFER 505 Figure 5-1. Instrument Final Assembly Page 5-2 INSTRUCTION 51-9915 a . SNIFFER 505 PARTS TABLE 3-1. MAINTENANCE PARTS LIST Figure tem FAII Number umber Eambsr 4 6 7 9 16 23 28 34 75 115 51-7331 51-1057 51-2334 51-1206 24-0495 51-2075 51-1950 51-8297 05-5207 304-8335 pescription MAJOR COMPONENTS Oxygen sensor Combustibles Sensor Pump and Motor Assembly Flange (Oxygen Sensor) Expansion Hood and Chamber* Battery Pack Compression Spring Hydrogen Sulfide Sensor Assembly 0-ring Standoff *Includes 0-ring and bonded membrane INSTRUCTION 51-9915 Units ss' This page intentionally left blank. SNIFFER 505 ACCESSORIES 6 ACCESSORIES 6.1 SCOPE This section describes the accessories available for use with the Sniffer 505. Other accessories or lengths of hoses may be made available upon request. Consult the factory for further information. 6.2 BATTERY CHARGERS - 120 VAC 63 Hz (51-2141) - 220 VAC 50 Hz (51-2142) - 12 VDC (51-2143) 6.3 CALIBRATION EQUIPMENT - Methane Calibration Cas (51-1818) - Hydrogen Sulfide Calibration Gas (51-1993) - Zero Calibration Cas (51-7131). - Calibration Kit (51-7324) which contains the following materials: 1. Regulator (03-4318) 2. Tee (03-5532) 3. Flowmeter (06-6163) 4. Connector (03-5393) 5. Tubing (03-6109) 6. Case with space for Items 1-5 plus two gas cylinders (51-1560) 6.4 PROBE HOSES - SAMPLING HOSES: 1. Teflon Sampling Hose (23-4770). end has a threaded connector to quick -connect fitting to attach Teflon probe hose, 5 feet attach a probe; the other to the instrument. 2. Daylon Sampling Hose (23-4680). Daylon probe hose, 5 feet hose is supplied with the same connectors as Item 1. INSTRUCTION 51-9915 long. One end has a long. The Page 6-1 , J ACCESSORIES SNIFFER 505 - PROBE EXTENSION HOSES -- Daylon extension hoses are available in lengths of 5 feet (51-1819), 10 feet (51-1820), 20 feet (23-7300), and 25 feet (51-1821). These hoses are equipped with a quick -connect fitting on each end. They can be used to connect the probe hose to the instrument. These hoses may be added together for hose lengths over 25 feet. However, remember to add about 6 seconds to the expected response time for every 25 feet of hose. 6.5 PROBES - ALUMINUM PROBES: 1. A 30 inch, rugged aluminum probe (347.412.10) can be used in nearly all applications (except where non-conductive probes are required). The probe tube is 3/8" diameter, has a dust filter chamber, and is perforated a few inches'from the tip to prevent liquids from entering the sampling system (in case the probe tip is accidentally placed in liquids). 2. A 10 inch, aluminum probe (347.413.50) is available for use in confined areas where the longer probes are impractical. The probe is 3/8" diameter and has a filter chamber. - FIBERGLASS PROBE -- The 30 inch fiberglass probe (347.411.10) is used primarily by utility companies where an electrically non-conductive probe is required. The probe is physically similar to the aluminum probe, and has a filter chamber. 6.6 FILTERS - COTTON FILTER ELEMENT -- The cotton filter element is the standard dust filter for the Sniffer 505 accessory probes, and is suitable for most applications. The probe filter elements should be checked daily, and replaced when clogged (see Fig. 6-1). Filters are packed 24 to a box, and are available as Part No. 550-070.00. - CHARCOAL pck is used whenyou needE oEdistinguish hbetween e sabindication le lcaused rbyacombustible gases (e.g., from a pipe leak) and an indication caused by a source of petroleum vapors (e.g., leak from a nearby gasoline station). Activated charcoal will absorb most of the petroleum vapors in a gas sample; however, it will allow a dry combustible gas (such as natural gas or propane) to pass through. Filters are packed ten to a box, and are available as Part No. 550-704.00. The petroleum absorbing property of the activated charcoal filter is used to detect petroleum based gases and vapors in the following manner: 1. Using a standard cotton filter installed in the probe filter chamber, take a sample and note the combustibles meter indication. 2. Remove the cotton filter and install one of the small activated charcoal packs in the probe filter chamber (see Fig. 6-2). • Page 6-2 INSTRUCTION 51-9915 • rm. Figure 6-1. Cotton Filter Element Figure 6-2. Activated Charcoal Packs INSTRUCTION:51-9915 Page 6-3 4. 1 ACCESSORIES SNIFFER 505 3. Take another sample at the suspected area, and note whether the indication is less thau it was without the charcoal pack installed. If the indication has dropped significantly, this means that the charcoal has absorbed petroleum vapors. and that one cause of the indication is likely to be petroleum vapors. Note that the charcoal pack will increase the response time of the instrument. Therefore, draw a sample of gas through the instrument for at least 60 seconds before taking a reading.) CAUTION: AFTER USING A CHARCOAL PACK, REMOVE THE PACK FROM THE PROBE AND DISCARD. OTHERWISE, THE PRESENCE OF COMBUSTIBLE VAPORS MAY NOT BE DETECTED IN SUBSEQUENT TESTING. 6.7 SAMPLE LINE CHAMBER The Sample Line Chamber (23-7341) was designed for use with excessive moisture or dust. When installed alone, the chamber functions as a moisture or dust trap with three ounce capacity. The unit may also be filled with a drying agent such as calcium chloride for use in drying the gas sample. It will add approximately seven seconds to the response time of the instrument (the time to indicate 90% of the change of gas concentration). 6.8 REMOTE ALARM A remote alarm with a 25 foot cable is available (51-7279). It is connected to the Sniffer 505 by way of the Remote Alarm Output receptacle located on the side of the instrument, as seen in Fig. 3-1, using a screw -tight ccnnenor which is part of the accessory. When connected; both the remote alarm and the J instrument alarm will sound when activated. The alarm speaker in the accessory is identical to the one used inside the instrument. Page 6-4 INSTRUCTION 51-9915 O SNIFFER 505 TABLE 6-1. ACCESSORY PARTS LIST ACCESSORIES Eart Number pescrtvtion 51-2141 120 VAC 60 Hz Charger 51-2142 220 VAC 50 Hz Charger 51-2143 12 VDC Charger 51-1120 Cylinder, Hexane Calibration Cas (500 PPM) 51-1818 Cylinder, Methane Calibration Cas (1.0%) 51-1993 Cylinder, Hydrogen Sulfide Calibration Cas (20 PPM) 51-7131 Cylinder, Zero Calibration Gas 51-7324 Calibration Lit (Holds Two Cylinders) 23-7383 5' Teflon Hose, 10" Aluminum Probe and Cotton Filters 23-4770 5' Teflon Probe Hose 23-4680 5' Daylon Probe Hose 51-1819 5' Daylon Extension Hose 51-1820 10' Daylon Extension Hose 23-7300 20' Daylon Extension Hose 51-1821 25' Daylon Extension Hose 347.411.10 30" Fiberglass Probe 347.412.10 30" Aluminum Probe 347.413.50 10" Aluminum Probe S50.070.00 Cotton Filter Element, Box of 24 550-074.00 Charcoal Filter Pack, Box of 10 23-7341 Sample Line Filter and Water Trap 51-1550 Detachable Shoulder Strap 51-7279 Remote Alarm with 25' Cable • J ACCESSORIES Page 6-6 This page intentionally left blank. SNIFFER 505 INSTRUCTION 51-9915 • • SNIFFER 505 APPENDIX /APPENDIX A - CAS DETECTOR CALIBRATION USING METHANE From time to time, Bacharach is requested to supply conversion factors that will indicate an instrument's predicted response to a gas for which it was not calibrated. It should be understood that such conversion factors are palculated estimates only. They are intended to be used only as a guide and to show typical responses of the instrument to a particular gas. The factors shown in Table A-1 are based on test studies of related gases and a calculated comparison to standard theoretical values of pertinent gas parameters available to Bacharach at the time of estimating. • For measurements critical to determining a health or explosive/flammable hazard, p particular instrument should always be calibrated •tsink the specific pas or vapor to be measured. There is no other way to ensure reliable readings. Too many parameters are involved to make any single, simple conversion factor accurate. WARNING! FOR MAXIMUM SAFETY IN DETERMINING EXISTENCE OF AN EXPLOSIVE, FLAMMABLE, OR HEALTH HAZARD, TOUR PARTICULAR INSTRUMENT SHOULD BE CALIBRATED USING THE SPECIFIC CAS/VAPOR TO BE MEASURED. IF YOUR INSTRUMENT HAS AN AGENCY APPROVED CERTIFICATION (e.g., FACTORY MUTUAL, CSA, ETC.), FAILURE TO CALIBRATE ON THE SPECIFIC GAS HAZARD TO BE MONITORED MAY VOID THE CERTIFICATION. WHEN IN DOUBT AS TO PROPER CALIBRATION CAS OR PROCEDURE, CONTACT YOUR BACHARACH SALES REPRESENTATIVE OR FACTORY APPLICATIONS ENGINEER. The conversion (K) factors in Table A-1 may be used to estimate the actual LEL of a combustible other than methane, when detected by a Sniffer 505 calibrated on methane. For example, a 50% LEL meter indication for hydrogen -in -air indicates an actual estimated concentration of 65% LEL H2 (50% x 1.3). Since a high conversion (K)•factor means reduced sensitivity to a particular combustible, use of K-factors in excess of 2.5 are to be avoided. For those combustibles, and particularly for use on fuel and solvent vapors, recalibration to a more sensitive hexane base is recommended (refer to Appendix "Jr). INSTR9CTION 51-9915 Page A-1 APPENDIX SNIFFER 505 APPENDIX A - CAS DETECTOR CALIBRATION USING METHANE (Cont.) TABLE A-1. X FACTORS FOR SNIFFER 505 BASED ON METHANE CALIBRATION NOTICE: This table is to be used only after consideration of the foregoing explanation and warning. Conversion Factor Acetone 3.5 Acetylene 2.7 Benzene 2.9 Butadiene 2.9 Cyclohexane 2.9 Dichloromethane 2.6 1,2 - Dichloropropane 2.6 Ethane 1.5 Ethyl Alcohol 2.5 Ethylene 2.0 Ethylene Oxide 2.9 N-Heptane 3.5 Hexane 3.7 Hydrogen 1.3 Isopropyl Alcohol 2.4 Methane 1.0 Methyl Alcohol 1.7 Methyl Ethyl Ketone 5.0 N-Pentane 2.6 Propane 1.9 Toluene 3.6 Vinyl Chloride 2.2 O-Xylene 4.2 Page A-2 INSTRUCTION 51-9915 _J SNIFFER 505 APPENDIX B - CAS DETECTOR CALIBRATION USING HEXANE APPENDIX From time to time. Bacharach is requested to supply conversion factors that will indicate an instrument's predicted response to a gas for which it was not calibrated. It should be understood that such conversion factors are calculated estimates only. They are intended to be used only as a guide and to show typical responses of the instrument to a particular gas. The factors shown in Table B-1 are based on test studies of related gases and a calculated comparison to standard theoretical values of pertinent gas parameters available to Bacharach at the time of estimating. For measurements critical to determining a health or explosive/flammable hazard, a particular instrument should always be calibrated using the specific gas or vapor to be measured. There is no other way to ensure reliable readings. 'Too many parameters are involved to make any single, simple conversion factor accurate. WARNING! FOR MAXIMUM SAFETY IN DETERMINING EXISTENCE OF AN EXPLOSIVE, FLAMMABLE, OR HEALTH HAZARD, YOUR PARTICULAR. INSTRUMENT SHOULD BE CALIBRATED USING THE SPECIFIC CAS/VAPOR TO BE MEASURED. IF TOUR INSTRUMENT HAS AN AGENCY APPROVED CERTIFICATION (e.g., FACTORY MUTUAL, CSA, ETC.), FAILURE TO CALIBRATE ON TEE SPECIFIC CAS HAZARD TO BE MONITORED MAY VOID THE CERTIFICATION. WHEN IN DOUBT AS TO PROPER CALIBRATION CAS OR PROCEDURE, CONTACT TOUR BACHARACH SALES REPRESENTATIVE OR FACTORY APPLICATIONS ENGINEER. The hexane -based conversion (K) factors listed in Table B-1 are used to convert a hexane calibrated instrument response to other combustible gases and vapors. For example, a 50% LEL meter indication for an acetone -in -air vapor indicates an actual estimated concentration of 70% I.i acetone (50% x 1.4). Since hexane is not available in LEL concentrations in convenient compressed gas cylinders, methane calibration gas is substituted to achieve the desired hexane -based calibration. For example: use Jacharach standard methane gas cylinder 51-1818 (1% by volume . 20% L.E.L.) and the'L.E.L. conversion factor to determine correct combustible span setting (R5) for hexane calibration. 20% L.E.L. x 0.35 - 57% L.E.L. Combustible Setting WARNING! THE RESULTS OBTAINED WHEN USING THE x-FACTORS IN TABLE 11-1 ARE APPROXIMATE AND MUST NOT BE CONSTRUED AS REPRESENTING HIGHLY ACCURATE L.E.L. PERCENTAGES. THEY ARE USUALLY CONSIDERED TO BE ADEQUATE FOR GENERAL DETECTION OF COMBUSTIBLE CASES, BUT ARE NOT ADEQUATE FOR ACCURATE CAS ANALYSIS. INSTRUCTION 51-9915 Page B-1 APPENDIX SNIFFER 505 APPENDIX B - CAS DETECTOR CALIBRATION USING HEXANE (Cont.) TABLE B-1. K FACTORS FOR SNIFFER 505 BASED ON HEXANE CALIBRATION NOTICE: This table is to be used only after consideration of the foregoing explanation and yarning. Conversion Gm actor Acetone 1.4 Acetylene 1.0 Benzene 1.0 Butadiene 0.9 Cyclohexane 1.1 Dichloromethane 1.0 1, 2 - Dichloropropane 1.0 Ethane 0.5 Ethyl Alcohol 0.9 Ethylene 0.7 Ethylene Oxide 1.0 N-Heptane (gasoline, SP-4) 1.1 Hexane 1.0 Hydrogen 0.4 Isopropyl Alcohol 0.8 Methane 0.4 Methyl Alcohol 0.6 Methyl Ethyl Ketone 1.6 N-Pentane 0.9 Propane 0.7 Toluene 1.2 Vinyl Chloride 0.8 0-Xylene 1.4 INSTRUCTION 51-9915 SNIFTER 505 APPENLIz APPENDIX C - LEAD ACID BATTERT DISCHARGING The point at which 100% of a lead acid battery's usable capacity has been removed is a function of its discharge rate. For optimum battery life, it is recommended that the instrument be turned off when not in use, aad its battery be placed on charge when the instrument's battery test circuit indicates RECHARGE. CAUTION: LEAVING THE INSTRUMENT TURNED ON FOR EXTENDED PERIODS OF TIME WITHOUT RECHARGING THE BATTERY AS INDICATED ABOVE, MAT CAUSE PERMANENT DAMAGE TO THE BATTERY'S LEAD ACID CELLS. If a lead -acid battery is deeply discharged, its sulfuric acid electrolyte can be depleted of the sulfate ion and become essentially water, which can create the following problems. A lack of sulfate ions as charge conductors in an overly discharged battery will cause the battery's cell impedance to appear high. This high impedance results in a low charge current, in turn, requiring the battery to be charged for a time period that is longer than the normal recharge time of 14-16 hours. Another potential problem is lead sulfate's solubility in water. In a severe deep discharge condition, the lead sulfate which is present on the battery's plate surfaces can go into solution in the water electrolyte. Then upon recharge, the water and sulfate ion in the lead sulfate solution convert into sulfuric acid, leaving a precipitate of lead metal which settles in the battery's separator. As the level of lead builds up, a short circuit develops between the battery plates which causes the battery ro fail. INSTRUCTION 51-9915 Page C-1 SNIFFER 505 APPENDIX D - BACHARACH SALES/SERVICE CENTERS Bacharach S/S Center' 7300 Industrial Park Route 130, Bldg. 22 Pennsauken, NJ 08110 (609) 665-6176 Bacharach, Inc. 625 Alpha Drive Pittsburgh, PA 15238 (412) 963-2000 Bacharach S/S Center 5151 Mitchelldale B-4 Houston, TX 77092 (713) 683-8141 Bacharach S/S Center. Fair Oak Court Maplewood Avenue Fairlea, WV 24902 (304) 645-6166 Bacharach S/S Center Euclid Business Center 10772 Capital Avenue Carden Crove, CA 92643 (714) 554-3993 • INSTRUCTION 51-9915 This page intentionally left blank. MATERIAL SAFETY DATA SHEET LIQUID CARBONIC METHANE, COMPRESSED DOT: UN 1971 HAZ.CL.: Division 2.1 LABEL: Flammable Gas 24 Hour Emergency Phone Numbers: (504) 673-8831; CHEMTREC (80O) 424-9300 • SECTION I --PRODUCT IDENTIFICATION CHEMICAL- NAME: Methane COMMON NAME AND SYNONYMS: Methane, Marsh Gas, Methyl Hydride CHEMICAL FAMILY: Alkane FORMULA: CH4 SECTION fI--HAZARDOUS INGREDIENTS MATERIAL VOLUME % . CAS.NO. ACGIH TLV UNITS Methane Simple Asphyxiant* OSHA 1989 TWA None Listed * Oxygen levels should be maintained at greater than 18 molar Z at normal atmospheric pressure (p02>135 torn),. SECTION III --PHYSICAL DATA BOILING POINT (°F.): VAPOR PRESSURE: VAPOR DENSITY (AIR=1 SOLUBILITY IN WATER: APPEARANCE AND ODOR: 99+ 74-82-8 * Above the critical temperature SECTION IV --FIRE AND EXPLOSION HAZARD DATA FLASH POINT (METHOD USED): N/A• FLAMMABLE LIMITS: If possible, stoop the flowEofRmethane. Use water spray to cool surrounding containers. UNUSUAL FIRE AND EXPLOSION HAZARDS: Should flame be extinguished and flow of gas continue, increase ventilation to prevent flammable or explosive mixtur. formation. S^r:CIFIC GRAVITY (Hp0=1): N/A (Gas) % VOLATILE BY VOLUME: N/A (Gas) EVAPORATION RATE (BUTYL ACETATE=1): N/A (Gas) September 1991 1 -258.6 @ 70°F * ): @ 70°F - 0.56 Negligible Colorless, odorless EXTINGUISHING MEDIA: Water, carbon ddoxide, dry chemical Route(s) of Entry: InhalattioNn?V Yes�TSkiin?ARD DATA Yes Carcinogenicity: NTP?No !ARC Monographs? No EFFECTS OF OVEREXPOSURE: Inhalation: Effects of exposure to high concentrations so as oxygen in the air necessary for life are headache, dizziness, and eventual unconsciousness. LEL UEL 5.0 15.0 Ingestion? No OSHA? No to displace the labored breathing Persona in ill health where such illness would be aggravated by exposure to methan should not be allowed to work with or handle this product. EMERGENCY AND FIRST AID PROCEDURES: If Inhaled: Conscious persons should be assisted to an uncontaminated area and ank•ie fresh air. Quick removal from the contaminated area is most Important. Unconscious persons should be moved to an uncontaminated area, given assiated respiration and supplemental oxygen. Further treatment should be symptomatic and supportive. 4. 'se . • • • :•r .•'d bit. pci Lid ICI 417.r.'AL 5 • I ••••••• • ------ -... 13'2 I 4. .‘,21. • ‘ ...—•-• ___.------- is . . ....... • ' . !"2•.„; • . •• .....,...2...;,:,' I va, z • PROPOSED FUTURE MEDICAL BUILDING .. . • : • 3 TO sr- STORY . . ' 0 TO 2 - SU BTERRANEAN, LEVEL) . '..•• (APPROXIMATE .LOCATION) SA • MUT 8 • CURRENT INVESTIGATION (70131.5.0619.0001) • 10 Q PREVIOUS INIBOTIOATION (062031.A.E0) • • • ' . L • BORING LOCATION ANTI NUMBER . • • • REFERENCE' PHASE I GRACING NO PARNAO LOT PUN LOWER CALMS MATED 7/25:95) BY WAD A. BORE ENGINEERING. • • . .• • • or: slastipikT , ' •••••:, v - • : .1 • "r• s: LEI ‘54t/1555 --:----.; ..,s_.. a:fa--tr5z— 7------- -."- - / -.. • r : ; in - 4...ivffre DS . ... ' • ; LIC.ROSPI-.4.i..7...,:——:::-.-, 64.-4:—.--7--A•-•4:::—.14,,...„,.....____--7Z:7-:••.... , , , i , • , , •• ..... .‘,...z..... •.„. .. • his,. . :5 E acirl I 2 • 2 • • 4 . ii'• •.:.: 1:P i • 4:4- :..• ke 46, p•S I• L.ri-Y•r:::.•:-: '. 2 • : i i ' : . ThN''''s f.. • . . . . - ' ' f•: ; ' : % I T I r r • P:2. • . x111 • i 5 ••r: 1 I • I I I • I I T ! .5 • ' • • LAW/CRANDALL, INC. S.ENGINEERING AND ENVIRGNMENTEL SERVICES VW Ow.: En: Coy Ar•—• C lor... 5:55:9 ;VII ,my 55.0 PLOT PLAN HOAG MEMORIAL HOSPITAL PRESBYTERIAN JCR NO• Mill 1 ro:00:•en: 10 ACCOMPANY REPORT DATED: ' DM E• 15,4515 SCALE* 1. ACE REVISIONS . • . DRAWN BY: mans: CHECKED EV: MS • •