Loading...
HomeMy WebLinkAboutCnb 93 301 Newport Blvd G Part 1P/C a \c3?ra"-q REPORT OF FOUNDATION INVESTIGATION ED ELEVATOR TOWER AND R LINK BUILDING RT BOULEVARD H, CALIFORNIA OR SPITAL PRESBYTERIAN A O89008.AO) 751 .1.010 LeROY CRANDALL AND ASSOCIATES Geotechnical Consultants • One of the Law Companies 731 East Ball Road, Suite 104, Anaheim, California 92805, Phone (714) 776-9544, Fax (714) 776-9541 Offices Glendale Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box Y Newport Beach, California 92658-8912 Anaheim • Marina del Rey February 27, 1989 Attention: Mr. F. W. Evins, III Vice President Facilities Design & Construction Gentlemen: San Diego (LCA O89008.AO) Our "Report of Foundation Investigation, Proposed Elevator Tower and Cancer Link Building, 301 Newport Boulevard, Newport Beach, California, for the Hoag Memorial Hospital Presbyterian" is herewith submitted. The scope of the investigation was planned in collaboration with Mr. F. W. Evins, III. We were advised of the structural features of the proposed tower and building by Mr. William C. Taylor of Taylor and Gaines, and the results of our investigation and preliminary recommendations were discussed with him. Preliminary recommendations pertinent to design of shoring were discussed with personnel of Gerald Lehmer Associates, Consulting Structural Engineers. Existing fill soils, 6; and 7; feet in thickness, wee encountered in the two borings recently drilled at the site. The natural soils beneath the site consist of silty sand, sand, clayey sand, silt, and clay. The natures. soils are generally moderately dense and stiff throughout the depth explored. The proposed elevator tower may be supported on spread footings at the planned excavated level. To provide support for the proposed link building, we recommend the use of drilled cast -in -place concrete piling. If the existing fill is left in place, structural support of the cancer link building Boor slab will be required. Hoag Memorial Hospital Presbyterian February 27, 1989 (LCA 089008.AO) Page 2 Recommendations for design of foundations and walls below grade, for excavating and shoring, and for floor slab support are presented in the report. Please contact us if you have any questions, or if we can be of further service to you on this project. Respectfully submitted, LeROY CRANDALL AND ASSOCIATES by by W 1-4BW/sle (6 copies submitted) cc: (1) Stichler Design Group (1) Taylor & Associates (1) Taylor & Gaines Mark M. Kirkgard, Ph.D. Senior Engineer Marshall Lew, Ph.D. Principal Engineer/Vice President LCA O89008.AO Page 1 REPORT OF FOUNDATION INVESTIGATION PROPOSED ELEVATOR TOWER AND CANCER LINK BUILDING 301 NEWPORT BOULEVARD NEWPORT BEACH, CALIFORNIA FOR HOAG MEMORIAL HOSPITAL PRESBYTERIAN SCOPE This report presents the results of a foundation investigation performed for the subject elevator tower and cancer link building. The locations of the proposed elevator tower and building are shown on Plate 1, Plot Plan. We previously investigated the soil conditions beneath the Hoag Cancer Center and submitted the results in our report of geotechnical investigation dated May 26, 1987 (LCA AE-87147). We also investigated the soil conditions beneath the nearby parking structure (A-71235), the south tower addition (AE-84159), and the nursing wing and power plant (A-69080). The locations of prior nearby borings are shown on Plate 1. This investigation was authorized to determine the static physical characteristics of the soils beneath the site and to provide recommendations for earthwork procedures, for foundation and subterranean wall design, and for floor slab support for the planned structures. The results of the field explorations and laboratory tests, which together with the prior data form the basis of our recommendations, are presented in the attached Appendix. LCA O89008.AO Page 2 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 advice included in this report. This zeport has been prepared for Hoag Memorial Hospital Presbyterian and their design consultants to be used solely in the design of the proposed buildings. The report has not been prepared for use by other parties or other uses. STRUCTURAL CONSIDERATIONS The proposed elevator tower and cancer link building are identified and shown in plan on Plate 1. The proposed elevator tower will be of steel frame construction with concrete slabs over steel decking. The maximum column load will be about 212 kips. The wall loads will be on the order of 7 kips per foot. The roof of the tower will be at about Elevation 94 with the upper pedestrian link level at about Elevation 79. The lower pedestrian Zink level and elevator pit will be established at about Elevations 42 and 38, respectively. Based on present plans, excavation on the order of 22 to 27 feet will be required. The excavation will be sloped on three sides; shoring will be required on the north side of the excavation. The proposed cancer link building will be three stories in height and of steel frame construction with concrete slabs over steel decking. Maximum column Toads will be on the order of 200 kips. The ground floor of the building will be established at about four feet above the existing grade; .r basement is not planned. LCA O89008.AO Page 3 SITE CONDITIONS The proposed construction area is currently a near -level concrete loading/truck parking area to the south and west of the existing hospital. Underground utility lines cross the site. There is an existing trash compactor which is to be relocated. There are existing caisson -type foundations present beneath the construction area. SOIL CONDITIONS Existing fill soils, 64 and 74 feet in thickness, were encountered in the two borings. The existing fill consists of sand, silt, and clay with some gravel and debris. The fill was found to be moderately firm at the boring locations. However, to our knowledge, the fill was not observed and tested during placement, and deeper and/or poorer quality fill could occur between borings. The natural soils beneath the site consist of silty sand, sand, clayey sand, silt, and clay. The natural soils are generally moderately dense and stiff throughout the depth explored. Slight seepagewas encountered at a depth of 35 feet in one of the borings; water was observed at the bottom of both borings after completion of the drilling. RECOMMENDATIONS FOUNDATIONS GENERAL The existing fill soils are not considered suitable for foundation or floor slab support. The natural soils beneath the site arc generally dense and stiff. The proposed elevator tower may be supported on spread footings at the planned excavated level. To provide support for the proposed Zink building, we recommend the use of drilled cast -in -place concrete piling. The three columns LCA O89008.AO Page 4 adjacent to the elevator tower will be supported on pilasters on the outer wall of the elevator tower and carried down to the tower footings. SPREAD FOOTINGS (ELEVATOR TOWER) Bearing Value Footings carried at least one foot into the firm natural soils may be designed to impose a net dead plus live Toad pressure of 6,000 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. Footings should extend at least two feet below the adjacent floor level. The recommended bearing value is a net value. The weight of concrete in spread footings may be taken as 50 pounds per cubic foot and the weight of soil backfill neglected when determining the downward loads. The settlement of the proposed tower, supported on spread footings in the manner recommended, will be on the order of one-half inch. 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 and the floor stab and the supporting soils. The passive resistance of the natural soils or properly compacted backfill may be assumed to be equal to the pressure developed by a fluid with a density of 300 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance. L.CA 089008.AO Page 5 Footing Observation To verify the presence of firm undisturbed natural soils at footing design elevations, the footing excavations should be observed by personnel of our firm. Footings should be deepened, if necessary, to extend into satisfactory supporting soils. All required footing backfill and all utility trench backfill should he mechanically compacted in layers; flooding should not be permitted. DRILLED PILING (LINK BUILDING) Drilled Pile Capacities .-, The downward and upward capacities of 18-, 24-, and 30-inch- diameter drilled piles are presented on Plate 2, Drilled Pile Capacities. Dead plus live load capacities are shown; a one-third increase may be used for wind or seismic loads. The capacities within the existing fill soils should be ignored for design purposes. In the event the existing fill is removed and recompacted, the capacities shown on Plate 2 would be for depth of penetration below pile cap. The capacities presented are based on the strength of the natural soils; the compressive and tensile strength of the pile sections should be checked to verify the structural capacity of the piles. Adjacent to the elevator tower, only the pile capacity developed below an imaginary 1:1 plane projected up from the base of the tower should be used for design. Piles in groups should be spaced at least 21 diameters on centers. If the piles are so spaced, no reduction in the downward capacities of the -.aes need be considered due to group action. The settlement of the proposed link building, supported on drilled piling in the manner recommended, is estimated to be on the order of one-fourth inch. LCA O89008.AO Page 6 Lateral Loads Lateral loads may be resisted by the piles, by soil friction on the floor slab, and by the passive resistance of the soils. The natural soils, existing or properly compacted Fill soils adjacent to a 24-inch-diameter pile, at least 20 feet long, can resist horizontal loads imposed at the top of the pile up to 25,000 pounds. The lateral resistance of other sizes of piles may be assumed to be proportional to the diameter. In calculating the maximum bending moment in a pile, the lateral load imposed at the top of the pile may be multiplied by a moment arm of five feet. For design, it may be assumed that the maximum bending moment will occur near the top of the pile and that the moment will decrease to zero at a depth of 20 feet below the pile cap. The lateral capacity and reduction in the bending moment are based in part on the assumption that any required backfill adjacent to the pile caps and grade beams will be properly compacted. Provided the existing fill is removed and recompacted, a coefficient of friction of 0.5 may be used between a floor slab on -grade and the supporting soils. The passive resistance of the natural soils or properly compacted fill against pile caps and grade beams may be assumed equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the quoted passive value may be used for wind or seismic loads. The resistance of the piles, the passive resistance of the soils against pile caps and grade beams, and the frictional resistance between the floor slab and the supporting soils may be combined without reduction in determining the total lateral resistance. LCA O89008.AO Page 7 Installation The pile lengths should be limited to not extend more than about 35 feet below the existing ground surface to avoid problems due to ground water. Precautions may be necessary during the installation of the piles to minimize caving and raveling. The drilling speed should be reduced as necessary to minimize vibration and sloughing of the sandy deposits. Due to the possibility of caving and raveling, a greater volume of concrete may be required than the minimum calculated volume. Closely -spaced piles should be drilled and filled adernately with the concrete permitted to set at least eight hours before drilling an adjacent hole. Pile excavations should be filled with concrete as soon after drilling and inspection as possible; the holes should not be Left open overnight. The concrete should be placed with special equipment so that the concrete is not allowed to fall freely more than five feet and to prevent concrete from striking the walls of the excavations. GRADING General Excavation will be required for the elevator tower. The link building will not contain a basement; however, excavation and recompaction of the existing fill will be required if a slab on grade is planned. (If the fill is left in place, structural support of the floor slab will be required.) Good surface drainage should be provided; adequate slopes should be provided to all graded and paved surfaces. Wuere good surface drainage is not possible, such as in planter areas, subdrains should be provided to prevent accumulation of water within the upper soils. Proper drainage will be important to minimize infiltration of water beneath the floor slabs. LCA O89008.A0 Page 8 Excavation Where sufficient space is available, temporary unsurcharged embankments may be sloped back without shoring. Temporary unsurcharged embankments may be cut at 1:1. Where sloped embankments are used, the tops of the slopes should be barricaded to prevent vehicles and storage loads within seven feet of the tops of the slopes. 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. Tne 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. Subgrade Preparation - Slab on Grade After clearing the site, all existing fill soils should be excavated. Demolition of the exposed portions of the abandoned caisson shafts will be required. Care should be taken in excavating adjacent to the existing building so as to avoid damage to the building. The exposed soils should be carefully inspected to verify the removal of all unsuitable deposits. Next, the exposed soils should be scarified to a depth of six inches and rolled with heavy compaction equipment. The upper six inches of exposed soils should be compacted to at least 90% ..[ the maximum density obtainable by the ASTM D1557-70 method of compaction. After compacting the exposed soils, the required till should be placed in loose lifts not more than eight inches in thickness and compacted to at least 90%. It is recommended that the soils be compacted at a moisture content varying no more than 2% below or ab:ve optimum moisture content. LCA O89008.AO Page 9 The on -site soils, less any dabris or organic matter, may be used in the required fills. The excavation of the existing fill soils and the compaction of all required fill should be observed and tested by our firm. Any imported fill material should be approved for use prior to importing. SHORING The tower will extend approximately 22 to 27 feet below the existing grade to approximately Elevation 38. Based on present plans, the excavation will be sloped on three sides; shoring will be required on the north side of the excavation. Where shoring is used, the upper six feet of the excavation will be sloped at 1:1; the lower portion will be shored. For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the retained soils with a 1:1 slope behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 50 pounds per cubic foot. The trash compactor should be relocated to provide at least five feet distance from the top of the temporary cut. Provided rubbish trucks and the compactor are located at least five feet from the top of the temporary cut, the additional surcharge on the shoring piles may be assumed equal to an inverted equivalent fluid pressure equal to eight pounds per cubic foot. For the design of soldier piles spaced at least two diameters on centers, the allowable lateral bearing value (passive value) of the natural soils below the level of excavation may be assumed to be 500 pounds per square foot per foot of depth. To develop full lateral value, provisions should be taken to assure Firm contact between the soldier piles and the undisturbed soils. Some difficulty may be experienced in the drilling of the soldier piles due to water. Also, caving could occur during the drilling of the soldier piles through sandy deposits. It may be neces- sary to utilize casing and/or drilling mud to permit the installation of the soldier piles. turs Nam LCA O89008AO Page 10 All applicable requirements of the California Construction and General Industry Safety Orders, the Occupational Safety and Health Act of 1970, and the Construction Safety Act should be met. WALLS BELOW GRADE For design of walls below grade, where the surface of the retained earth 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. All required backfill should be mechanically compacted in layers; flooding should not be permitted. Proper compaction of the backfill will be necessary to reduce settlement of the backfill and to reduce settlement of any overlying walks and paving. All backfill should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-70 method of compaction. If the backfill is placed and compacted as recommended and good surface drainage is provided, infiltration of water into the backfill should be small. Accordingly, hydrostatic pressures are not expect. c io develop against the elevator tower walls. However, we would suggest that building walls below grade be waterproofed or at least dampproofed, depending on the degree of moisture protection desired. In addition, we recommend that drainage be provided behind the walls. Such drainage could consist of a four -inch -diameter perforated pipe surrounded by filter gravel and located near the base of the wall. The pipe should drain to a suitable sump or to the storm drain. LCA 089008.AO Page 11 Even at 90% compaction, some settlement may occur within the backfill. Accordingly, we suggest that any utility lines partially supported on the backfill and entering the structure be designed to accept differentira settlement, particularly at the points of entry to the structure. FLOOR SLAB SUr r'ORT If the existing fill soils are left in place: the ground floor slab of the link building should be structurally -upported on drii-^d piling. If the grading recommendations are followed, the building floor slab may be supported on grade. If a floor covering that would be critically affected by moisture, such as vinyl, is to he used, we suggest that the floor slab be supported on a four -inch -thick layer of gravel or on an impermeable membrane as a capillary break. A suggested gradation for the gravel layer would be as follows: Sieve Size Percent Passing 3/4" 90 - 100 No. 4 0 - 10 No. 100 0 - 3 If a membrane is used, a low -slump concrete should be used to minimize possible curling of the slab. The concrete slab should be allowed to cure thoroughly before placing vinyl or other moisture -sensitive floor covering. -000- LCA O89008.AO The following Plates and Appendix are attached and complete this report: Plate 1-------- Plot Plan Plate 2 Drilled Pile Capacities Appendix Explorations and Laboratory Tests Page 12 • 0' 3Q 02 PROPOSED ELEVATOR TOWER 2 G KEY: 241CURRENT INVESTIGATION (189008.AO) 30 PREVIOUS INVESTIGATION (A-84159) 90PREVIOUS INVESTIGATION (A-71235) 19 QPREVIOUS INVESTIGATION (69080) 134-PREVIOUS INVESTIGATION BY OTHERS L.-BORING LOCATION AND NUMBER B.M. FOR BOR. ELEVS. TOP OF MANHOLE COVER ASSUMED EL = 100.0 • • REFERENCES: PRELIMINARY GRADIN¢ DATED 3-20-87) BY ROB{ ASSOCIATES. ROOF FRAMING PLAN c DATED) BY TAYLOR-b'.*AS1'� EXCAVATION SHORVNG BY M.H. GOLDEN COMPAN` LINK BUILDING EXISTING PARKING STRUCTURE 5 4 S AND UTILITY PLAN (PRINT £RT REIN, WILLIAM FROST & SCALE 1u= 60 33 PLOT PLAN IND BUILDING SECTIONS (UN- iOCIATES ARCHITECTS. `LIMITS (UNDATED) PROVIDED Y. LeROY CRANDALL AND ASSOCIATES PI ATF 1 NOTES: DOWNWARD CAPACITY in Kips 14 Pile Diameter in Inches k‘hh‘k 25 50 75 UPWARD CAPACITY in Kips (1) The indicated values refer to the total of dead plus live loads; a one-third increase may be used whenconsidering wind or seismic loads. (2) Piles in groups should be spaced a minimum of 2} diameters on centers, and should be drilled and filled alternately with the concrete permitted to set at least 8 hours before drilling an adjacent hole. (3) The indicated values are based on the strength of the soils; the actual pile capacities may be limited to lesser values by the strength of the piles. (4) Pile tips should be limited to or above a depth of 35' below existing ground surface due to difficult installation below ground water. (5) If the existing fill is removed and recompacted, the capacities indicated will be for depth of penetration below pile cap. DRILLED PILE CAPACITIES teROY CRANDALL AND ASSOCIATES n, A TG LCA 089008.AO Page A-1 APPENDIX EXPLORATIONS The soil conditions were explored by drilling two borings at the locations shown on Plate 1. The borings were drilled to depths of 36 and 39 feet below the existing grade using 18-inch-diameter bucket -type drilling equipment. Caving of the boring walls did not occur during drilling, and casing or drilling mud was not used to extend the borings to the depths drilled. The soils encountered were logged by our field technician, and undisturbed samples were obtained for laboratory inspection and testing. The logs of the borings are presented on Plates A-1.1 and A-1.2; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The energy required to drive the sampler twelve inches is indicated on the logs. The soils are classified in accordance with the Unified Soil Classification System described on Plate 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 at field and increased moisture contents and at various surcharge pressures. The yield -point values determined from the direct shear tests are presented on Plate A-3, Direct Shear Test Data. INS LCA O89008.AO Page A-2 Confined consolidation tests were performed on two undisturbed samples to determine the compressibility of the soils. The samples were tested at field moisture content. The results of the tests are presented on Plate A-4, Consolidation Test Data. -oOo- r 0 E 0 a co ui d E -o p O LL m m_ 05 O 20 0 1- 95 — 90 -/- 10 85 15 80 20 75 — 25 70 — 30 65 35 - 60 — 40 122 10.5 uJ 0 >e 0 n 120 123 o a BORING 1 CC w; k2u n j DATE DRILLED: February 1, 1989 -Y 0- EQUIPMENT USED: 18• - Diameter Bucket o v ELEVATION 100.0' 4 10 235 102 98 122 2 4 S 1.8 125 6 9.3 108 2 8.7 107 2 SM 3.3 93 14 163 99 14 7' Concrete Slab FILL - SAND, SILT and CLAY - few Gravel, pieces of concrete, asphaltic paving and wire, greyish brown Brown Grey and brown SURFACE OF NATURAL SOIL CLAYEY SAND - fine, brown SILTY SAND - fine, some Clay, brown Greyish brown SM SAND - fine, some Silt, light yellowish frown 28.0 97 12 Layer of Sandy Silt Few Gravel ML CLAYEY SILT- grey with reddish brown Lens of Sand NOTE: Water at bottom of boring at completion of drilling. No caving. • Elevations refer to assumed datum; see Plate 1 for location and elevation of bench mark. LOG OF BORING LeROY CRANDALL AND ASSOCIATES PLATE A - 1.1 U E v a_ co ui d E d U -o c r m O . c 0 c E 0 Id -2 (0 c Q� C � Q S g g— `• 0 m -c b • :5 e • N ry O c C O 0 CO 0 m m 0. as 0 m 0 0• - c 0 0 - 0 c 0 - 0 m 8 cs o 0 CIS 0 Y n t t m 1- 0 95 - 90 - 85 - 80 - 75 70 - 60 - 10 15 20 - 25 - 30 _ 35 40 14.9 17.1 108 107 } cc 0 . W z . 0 <1 <1 9.8 10.5 111 107 <1 4 SAMPLE LOC. 10.5 114 2 33.2 90 6 30.6 93 6 BORING 2 DATE DRILLED: January 31, 1989 EQUIPMENT USED: 18' - Diameter Bucket ELEVATION 99.3 MI CL SM ML SP CL 9' Concrete Slab FILL - SAND, SILT and CLAY - pieces of plaster. brown and grey Greyish brown S °URFACE OF NATURAL SOIL SILTY SAND - fine, some Clay, brown CLAYEY SILT - grey anti brown Lens of Silty Sand SAND - fine, light grey NOTE: Slight water seepage encountered at a depth of 35'. Water at bottom of boring 15 minutes after completion of drilling. No caving. Lens of Clayey Silt SILTY CLAY - grey with brown LOG OF BOEING LeROV CRANDALL AND ASSOCIATES PLATE A -1.2 MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAMES CLEAN 4t9:4Wen p09 GW graded gravels, gravel -sand nurtures , little o. no Imes. GRAVELS (More man 50% of GRAVELS (L,Itle a no lines ) e,• 9 E G-p Poorly graded gravels or grovel -sand matures. lime or no lines. coarse fraction is LARGER than the No, 4 sieve size) GRAVELS - GM Silty gravels, gravel- sand - silt m.?slurs. COARSE GRAINED WITH FINES (Aamt. o f tines) GC Clappreciable yey gravels, gravel -sand -clay matures. SOILS (Mae llwn 50% of material is LARGER than No.200 sieve CLEAN SANDS SW Well graded sands, gravelly sands, lode a no lines. size) SANDS (More than 50% of (Lillie or na f ) " Sp Poorly graded sands y 9r or gravelly sands, little or no fines. coarse fraction is SMALLER than the N0. a save size) SANDS ,- SM Silly sands, sued -sill mildwa. WITH FINES (Appreciable awl. we. Clayey sands, sand -clay mixtures. ML Inorganic silts and very line sands, rack flour. silly or clayey line sands or clayey silts with sight plasticily. SILTS AND CLAYS (Lim:id limil LESS than 50) 7 / CL Inorganic clays of low la medium plasticity, gravelly clays, sandy clays, silty Cloys. lean cloys. FINE OL Organic silts yea organic silty clays al low GRAINED d°slicily . SOILS (More than 50% of material is SMALLER than No.200 sieve MH Inorganic sills. micaceous a diatomaceous line sandy a silty soils. elastic silts. el SILTS AND CLAYS (Liquid limit GREATER Mon 50) Y CH • Inorganic clays of high Dlaslicity, lot cloys, Organic cloys of medium to high plasticity, organic alb. HIGHLY ORGANIC SOILS pt Peal and other highly organic sons. n cs of Iwo groups are designated by combinations of group PARTICLE slime Is SIZE LIMITS SILT OR CLAY 51L40 GRAVEL rt. r, cow- <MORS r,sE <O49sr COBBLESI 0OER5 1 P40.200 N640 N0.,0 NO.4 saw. 3h. 02in1 0. 5. STANDARD SIEVE S I Z E UNIFIED SOIL CLASSIFICATION SYSTEM Reference : The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No.3-357, Vol. I. March,1953. (Revised April, 1960) LEROY CRANDALL & ASSOCIATES O 0 tL m 1000 0 AMU N 0 c 3000 W 3 N IA W Cr 4 6 0 SHEAR STRENGTH in Pounds per Square Foot 1000 2000 3000 4000 5000 6000 \•I®20 ?202 I(d25• ol rd• 1 %a 8 0 000 •2a19 BORING 207 SAMPLE NUMBER 8 DEPTH (FT 1015 • trau .2014 •\ \ \ \\ • \ 2024 I py0� I a(76O \\` •I 030 2 a7119• VI 34 • 2 to 24• •1r1a 25 \ IO 35 • VALUES USED \ozrdlo IN ANALYSES \ Shoring — -- Piles 1 \ \ \ \ KEY: • Tests at field moisture content a a Tests 3t increased moisture content LNatural soils Fill soils DIRECT SHEAR TEST DATA LEROY CRANDALL 8 ASSOCIATES d o.I m 0.01 U Z 0.02 :n. L 3 co = 0.03 U � Z 11, Z 0.04 0 0 0 J 0.05 O U w 0 0.06 0 0 0 CO 0 O 0.07 04 05 0.6 LOAD IN KIPS PER SQUARE FOOT 07 080.91.0 2.0 3.0 4.0 Boring 2 at 29' SAND 51 60 7.0 8. Boring 1 at 20' SILTY SAND NOTE: Samples tested a field moisture content. CONSOLIDATION TEST DATA LeROY CRANDALL AND ASSOCIATES PLATE A-4 CITY OF NEWPORT BEACH OFFICE OF THE CITY ATTORNEY P.O. BOX 1768, NEWPORT BEACH, CA 92659-I�68 h (714) 644-3131 May 22, 1990 Mr. Sidney L. Soffer 900 Arbor Street Costa Mesa, California_ 92,622 ems�: 485 Newport Bouleva Dear Mr>Se-f-far: 'ICK This letter will confirm our conversation of May 21, 1990 regarding a grading and parking lot improvement plan that you recently submitted to the Building Department. You have advised the Building Director and this office that the plans you have submitted are not an effort to satisfy the conditions of Use Permit No. 3346. Since the plans are not being submitted to satisfy pre- conditions to restaurant use cf the pre'tises, the Traffic Engineering Department is not required to review or approve the plans. During our conversation you indicated some concern over the parking plan considerably to the Planning Commission and City Council in conjunction with the Use Permit Application. The parking plan was an exhibit to the staff report submitted to the Planning Commission and City Council. Your review of those materials is typically quite thorough and I am confident you had actual knowledge of the plan. Moreover, I recall a meeting with you and Bill Ward during which the parameters of the plan were developed. If you believe the approved plan is unworkable your remedy is to submit an application for an amended use permit. Very ; ruly yours, bert H. Burnham ity Attorney RHB : j g cc: Don Webb, City Engineer Jim Hewicker, Planning Director Rich Edmonston, Traffic Engineer Reimer Schuller, Building Director 3300 Newport Boulevard, Newport Beach �A LeROY CRANDALL AND ASSOCIATES Geotechnical Consultants • One of the Law Companies 731 East Ball Road, Suite 104, Anaheim, California 92805, Phone (714) 776-9544, Fax (714) 776-9541 Offices Glendale Anaheim • Marina del Rey August 2, 1990 Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box Y Newpc Beach, California 92658-8912 Attention: Mr. F. W. Evins, III, ALA Facilities Design & Construction Gentlemen: Final Report- Geotechnical Inspection Services Cancer Center Link Building 301 Newport Boulevard Newport Beach California SCOPE San Diego Grading Permit No. 2183G-89 'TEA 089054.B) This report provides a formal record of our observation and testing of the compacted fill placed to grade the site for the Cancer Center Link Building; confirmation of our observation and approval of the excavations for the foundations is included. The location of the site is shown with relation to the project coordinates on the attached Plot Plan. The observation work was performed during the period of November 1989 through July 1990. We previously performed a foundation investigation of the site, and submitted our recommendations in a report dated February 27, 1989 (LCA 089008.AO), and in several supplementary letters. 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 n LCA O89354.B Page 2 include either the responsibility for job safety or the function of surveying. The soil related work was done to the limits and at the locations indicated by stakes and hubs set by others. SUMMARY OF PRIOR SITE GRADING The site for the subject Cancer Center Link Building was previously occupied by a hospital incinerator. This incinerator was demolished in November of 1988. Our firm submitted recommendations for grading of the demolished site in a consultation report dated September 28, 1988 (LCA C-880211). We subsequently performed observation and testing of compacted fill during the grading of the site and presented our results in a final report dated March 27, 1989 (LCA B-88232). The earthwork for this incinerator demolition project consisted of the placement of from 2 to 14 feet of compacted fill on the sloped surface west of the existing radiation therapy building. As stated in a letter dated December 7, 1989, the majority of this fill could be left in place for subgrade support of perimeter walkways and slabs adjacent to the Cancer Center Link Building. Accordingly, much of this previously placed fill, observed and tested by our firm, was left in place in the landscaped area between the new east -west sidewalk and the south end of the new Cancer Center Link Building. The upper 1 foot of subgrade soils under these adjacent walkways and slabs consists of new compacted fill which was observed and tested by our firm during the current phase of construction. A final report of our firm's geotechnical inspection services for the Hoag Cancer Center, Increment 2 project will be submitted in the near future. This final report will include observation and testing of not only the Cancer Center Building, but also the Cancer Center Link Tunnel and Elevator Tower. This report will cover all soil related work performed on the related projects to the west and south of the : _eject Cancer Center Link Building. LCA O89054.B OBSERVATION AND TESTING OF COMPACTED FILL Page 3 The earthwork for the Cancer Center Link Building project consisted of the placement of compacted fill to grade the site for the subject development and provide support for adjacent exterior slabs and walkways. The grading work included the placement of compacted soils as backfill against walls below grade and in an electrical line trench. Approximately 2 feet of backfill was placed in the electrical line trench. The specifications required that the fill and backfill be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-70 (equivalent to UBC-70-1) method of compaction. The soils used for the required filling and backfilling consisted of on -site silty sands. Compaction tests were performed on representative samples of the soils, to establish the maximum dry densities. The tests were performed in accordance with the specified method of compaction, which utilizes a 1/30cubic-foot mold in which each of five layers of soil is compacted by 25 blows of a ten -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 and backfill. The results of the compaction tests are presented in the attached Table of Compaction Test Data. The excavation for the new building resulted in a stable subgrade. The required fill materials for the adjacent exterior slabs and walkways were placed in thin loose lifts, brought to approximately optimum moisture content, and compacted. Hand -guided tampers were used to compact the fill. Moisture was added by spraying with a water hose. Areas to receive backlit! were first cleared of construction debris and loose soils, and the required backfill soils then placed in thin loose lifts, brought to approximately optimum moisture content, and mechanically compacted with hand -guided compactors. A 2-sack sand -cement slurry was used to backfill a small area approximately 3 feet deep on the east LCA 089054.B Page 4 side of the link building, next to the existing radiation therapy building. This provided subgrade support for a new walkway between the buildings. To establish the degree of compaction achieved, ASTM Designation D1556 (equivalent to UBC-70-2) sand -cone field density tests were made as the filling and backfilling progressed. The approximate locations of the tests are shown on the Plot Plan. The results of the field density tests are presented in the following Table of Test Results: TABLE OF TEST RESULTS MOISTURE CONTENT DRY TEST ELEVATION (% OF DENSITY NO. (FEET) DRY WT.) fLBS./CU. FT.) 1 2 3 4 59 68 70 64 10.6 12.3 13.7 12.4 115 114 110 112 MAXIMUM DRY DENSITY PERCENT DATE OF (LBS.ICU. FT.) COMPACTION TESTING 121 119 119 119 NOTE: Elevations refer to job datum. 95 96 92 94 OBSERVATION OF FOUNDATION EXCAVATIONS 01/25/90 05/02/90 05/02/90 06/21/90 DRILLED PILE EXCAVATIONS The design and actual lengths of the excavations in reference to their penetration into natural soils, the approximate pile tip elevations, and the design and actual diameters of the pile excavations are given in the attached Table of Drilled Pile Data; the approximate locations of the excavations are shown on the attached Plot Plan. LCA O89054.B Page 5 SPREAD FOOTING EXCAVATIONS After completion of the required grading for the building area, excavations were made for conventional spread footings for underpinning the existing radiation therapy building, and to support a new concrete wall between the link building and the existing hospital building. Our field technician observed and probed the footing excavations, to verify that the soils were undisturbed natural materials capable of supporting at least the design pressure. The excavations were cleaned of loose soils prior to final approval After observation indicated satisfactory conditions, written notice of our approval was left at the job site for the information of responsible parties. Based on the results of our observation, the soil conditions for the footing excavations were satisfactory. As indicated in a letter dated November 15, 1989, spread footings for auxiliary structures carried at least 2 feet into firm undisturbed natural soils could be designed to impose a net dead plus live load pressure of 2,000 pounds per square foot. A one-third increase in the bearing value could be used for wind or seismic loads. CONCLUSIONS This final report is limited to the earthwork performed through June 22, 1990, the date of our last observation and/or testing of the soil related v <,rk for the project. Based on our observations, we are satisfied that the foundation excavations and subgrades for concrete slabs and walks were prepared in accordance with the project plans and specifications. Also, at the locations and elevations tested by us, the fill and backfill placed for support of the concrete steps and walks were compacted to at least the specified degree of compaction. In our opinion, the geotechnical related work was performed in general compliance with the project plans, specifications, and the City of Newport Beach Municipal Code and is considered suitable for the intended use. 1749 LCA O89054.B Page 6 In providing professional geotechnical observations and testing services, we employed accepted engineering and testing procedures, and no other warranty, expressed or implied, is made in providing this professional opinion. While we made every reasonable effort to perform our services to at least the standard of care of our profession, and our observations 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, LeROY CRANDALL AND ASSOCIATES vi James M. McWee U 'rector of Inspection Services for Vice President DA/DA/da Attachments (4) (4 copies submitted) cc: (1) Taylor & Associates, Architects (1) Taylor and Gaines Attn: Mr. William Taylor (2) M. H. Golden Construction Company (job site) Attn: Mr. Jose Garcia (1) OSHPD Resident Inspector (job site) Attn: Mr. Rudy Hack (2) City of Newport Beach Building Department Attn: Mr. Richard Higley Grading Engineer (2) Office of the State Architect (w/ Verified Report No.!) Structural Safety Section Attn: Mr. John P. McCourt, S.E. Principal Structural Engineer TABLE OF COMPACTION TEST DATA MAXIMUM OPTIMUM DENSITY* MOISTURE SOIL TYPE SOURCE (LBS./CU. FT.). (% OF DRY WT.1 Silty Sand On -Site 119 13.0 Silty Sand On -Site 121 11.5 NOTE: *Test Method: ASTM Designation D-1557-70 (equivalent to UBC-70-1) TABLE OF DRILLED PILE DATA PILE DIAMETER DESIGN FACTUAL PILE INCHES PILE LENGTH* LENGTH* TIP ACTUAL NO. (FT.) (FT.I ELEVATION DESIGN SIZE B-3 33.0 40.0 18.0 26 26 C-3 33.0 34.0 22.0 26 26 D-3 33.0 33.0 23-0 26 26 B-4 33.0 35.0 21.0 26 26 F-4.5 33.0 34.0 22.0 26 26 F-3.1 33.0 34.5 21.5 26 26 C-4 33.0 34.0 22.0 26 26 D-4 33.0 34.0 22.0 26 26 F-3.9 33.0 34.0 22.0 26 26 F-3.5 33.0 33.0 23.0 26 26 F-2.9 33.0 33.0 23.0 26 26 0-2 14.0 15.0 44.5 26 26 NOTES: * Design and actual lengths refer to penetration into natural soils. Reference elevation = 63.3 at top of subgrade for building floor slab. NEW SIDEWALK AREA INDICATES TYPICAL DRILLED PILE LOCATION FIELD DENSITY TEST NUMBER 72.0 F.S. APPROX. LIMITS OF GRADING (SHADED) EXISTING RADIATION THERAPY BUILDING ABOVE F.F.E 64.0 i EXISTING HOSPITAL BUILDING oQ EXISTING WALL REFERENCES: FOUNDATION PLAN SHEET S-2 (DATED 8-28-89) BY TAYLOR AND ASSOCIATES. GRADING PLAN SHEEN C-1 (DATED 8-30-89) BY TAYLOR AND ASSOCIATES. JOB ADDRESS: 301 NEWPORT BOULEVARD NEWPORT BEACH, CALIFORNIA. NOTE THE FIELD DENSITY TEST LOCATIONS AND DRILLED PILE LOCATIONS, AS GRAPHICALLY SHOWN ON THIS PLOT PLAN, ARE APPROXIMATE ONLY, AND DO NOT REPRESENT PRECISE LOCATIONS. PLOT PLAN HOAG MEMORIAL HOSPITAL PRESBYTERIAN CANCER CENTER LINK BUILDING SCALE 1" 20' (APPROX.) LeROY CRANDALL AND ASSOCIATES LeROY CRANDALL AND ASSOCIATES Geotechnical Consultants • One of the Law Companies 900 Grand Central Avenue, Glendale, California 91201-3009, Phone (818) 243-4140, Fax (818) 246-4308 Offices: Glendale • Anaheim • Marina del Rey San Diego November 15, 1989 Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box Y Newport Beach, California 92658-8912 JulLUIIVU UtVARiMtNl NOV 16 1989 CITY OF NEWPORT BEACH rALIFORNie Attention: Mr. F. W. Evins, HI Vice President Facilities Design and. Construction Gentlemen: Grading for Support of Auxiliary Structures Proposed Cancer Link Building 301 Newport Boulevard Newport Beach,California GPC No.: 2183G-89 (LCA 089008.AO) This letter is submitted to provide our recommendations pertinent to support of exterior walkways, stairs, and auxiliary retaining walls at the subject project, as requested in a Soils Report Review from the City of Newport Beach, dated November 6, 1989. We previously performed a foundation investigation for the proposed Elevator Tower and Cancer Link Building; our report was dated February 27, 1989 (LCA 089008.AO). The professional opinions presented in this letter 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 oth tr warranty, expressed or implied, is made as to the professional advice included in this Icier. Existing fill soils, b;; and 71/2 feet in thickness. were encountered in our two previous exploration borings. The f111 was found to be moderately firm at the boring locations. However, to our knowledge, the fill was not observed and tested during placement, and deeper and/or poorer quality fill could occur between borings. The link building will be pile supported, with structural floor slab between piles. Hoag Memorial Hospital Presbyterian November 15, 1989 Page 2 (LCA O89008.A0) The existing fill soils are not considered suitable for support of the auxiliary structures. We recommend that the exterior walkways, stairs, and auxiliary retaining walls be supported in firm undisturbed natural soils, or properly compacted fill. After clearing the site,. all existing fill soils should be excavated. Care should be taken in excavating adjacent to the existing building so as to avoid damage to the building. The exposed soils should be carefully inspected by our representative to verify the removal of all unsuitable deposits. Next, the exposed soils should be scarified to a depth of six inches 1.nd rolled with heavy compaction equipment. The upper six inches of exposed soils should be compacted to at least 90% of the maximum density obtainable by the ASTM D1557-78 method of compaction. After compacting the exposed soils, the required fill should be placed in loose lifts net more than eight inches in thickness and compacted to at least 90%. It is recommended that the soils be compacted at a moisture content varying no mare than 2% below or above optimum moisture content. The on -site soils, less any debris or organic matter, may be used in the required fill. The excavation of the existing fill soils and the compaction of all required fill should be observed and tested by firm. Any imported fill material should be approved for use prior to importing. Footings carried at least two feet into natural soils or properly compacted fill may be designed to impose a net dead plus live load pressure of 2,000 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. Lateral loads may be resisted by soil friction and by passive resistance of the soils. A coefficient of friction at 0.4 may be used between footings and the supporting soils. The passive resistance of the natural soils or properly compacted ill against footings may be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance. For design of auxiliary retaining walls, where the surface of the retained earth 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. Retaining walls should be provided with weep holes or with an appropriate backdrain system. Hoag Memorial Hospital Presbyterian November 15, 1989 Page 3 (LCA O89008.AO) If you should have any questions or require additional information, please contact this office. Sincerely, LeROY CRANDALL AND ASSOCIATES .�ldl.•-la-•� Mark M. Kirkga4d Ph.D. Senior Engineer S1-2/ML/sle (4 copies submitted) cc: (1) Taylor and Associates (1) Taylor and Gaines (1) City of Newport Beach Attn: Mr. Rick Higley SENT SY:LRW CRAND LL July 29, 1994 07-29-94 01:47PM 213721620047146443250 U 2 LAW/CRANDALL, INC. EN8INEE0IN0 ANa ENYINNN•ENTAL tEEVg05 Mr. Gunther M. Kilfoil, A.I.A. Project Manager Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box 6100 Newport Beach, California, 92658.6100 Subject: Review of Project Plans Cardiac Service: Addition and West Service Road nag Mentot'lalj aspic i&Presbytcrtan 301 Newpoi Boulevard Beach CaBfornia Law/Crandall Project 2681.20811.0001 Dear Mr. Kilfoil: fr `/30a -9 This letter presents the results of our review of the project plans. We previously provided geotechnical consultation for the project and submitted our recommendations in a report dated December 16, 1992 (089072.A0). We also submitted supplemental letters dated February 9, February 16, and April 4, 1994. 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-im:tt,„aris made as to the professional advice included in this letter. We have reviewed the following project plans: • Sheets A.2, 81.1, SI.2, S1.3, S2.I, 82.2, and 83.3 by HMC Group, dated May 27, 1994 • Precise Grading Plan, Sheet C-I by David A. Boyle Engineering, dated July 14, 1994 • Private Street Improvement Plan, Sheets I through 3, by David A. Boyle Engineering, dated July 14. 1994 Based on our review, the above referenced plans are in accordance with the recommendations contained in our prior report and letters. We are currently performing a paving study for the West Service Road to provide additional information on the existing subgrade soils and pavement section. The results of our investigation will be submitted when they become available. 200 CITADEL DA NE • IAS ANAEUES, C< rash 2121 N8Fa3Ot • FM 111311214700 a••r.NweN.•Nr Q SENT BY:LPW CRANDPLL 07-29-94 01;47PM 2137216700-7146443250 n 3 Hoag Memorial Hospital Presbyterian July 29, 1994 Page 2 We trust this letter satisfies your current needs. Please call if you have any questions or require additional information. Sincerely, LAW/CRANDALL, INC. Paul R. Schade Senior Engineer 681/20811/ps (2 copy submitted) cc: (1) David A. Boyle Engineering Attn: Mr. Joseph Boyle (1) HMC Group Attn: Mr. Michael Cox (3) City of Newport Beach - Building Department Attn: Mr. Richard Higley, Grading Engineer \CR 14YNES & CO. k October 2, 1990 City of Newport Beach 3300 Newport Blvd. P.O. Box 1768 Newport Beach, Ca. 92658-8915 CIVIL EN61NEERING ROBERT E. STEAFFENS, P.E. WILLIAM R. HAYNES, L.S. )1928 - 1987) Attention: Grading Engineer, Building Department GPC No.:2183-G-89 Tract/Subdivision/Lot No.: N/A Rough Final Project Names: // Hoag Hospital pedestrian Link Building Project Addresg:301 Newport Boulevard, Newport Beach Owner/Developer: Hoag MemorialHospital Presbyterian Type of Project: Tract Drainage Commercial Other Industrial Yardage for Project: Cut Borrow Fill Export Pedestrian Link Building Grading X I hereby approve the final grading for this project in accordance with my responsibilities under the City Grading Code. I have inspected the project and hereby certify that all areas exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed in conformance with the approved grading plan. W. R. Haynes & Co. Robert E. Steaffens R.C.E. 25068 3829 BIRCH STREET • NEWPORT BEACH, CA 92660 • TELEPHONE (714) 852-8626 • FAX (714) 474-5960 REPORT OF FOUNDATION !NVESTRGAT (ON PROPOSED NURSING WING AND POWER PLANT 301 NEWPORT BOULEVARD NEWPORT BEACH, CALIFORNIA FOR THE HOAG MEMORIAL HOSPITAL (OUR JOB NO. A-69080) Lr-ROY CRANDALL ANT) ASSOCIATES Flemish, Moracni cn.d Causey Architects, A.LA, 500 East {IE" Street Ontario, Cs-life:nit 91761 Our "Rep -0i Ness?;_ r is here;_ AtvARAOe AT August 15, 1969 8 CE TELE6NONE 286.'Y920' (Our .16E, No. A•-69030) of Foundation Investigation, Proposed Nursing Wing end Power Boulevard, Newport $e.cc`',, California, for the Hoag Memorial s1Emitted. The score _- -, with Tc. C G5... vfthe ineposed bJ' prep{..nar ur'_:: lnvest!gatiorl was pfc nett in collaboration with your firm and C ructurol Engineers. We snore advised of the structural features ?s by Taylor & Gaines, the results of our investigation and design recommendations mere discussed with them Existing fi'; _.d's, ranging up to 15 feet in thickness, were encount red in the explor,.ticn borir._s. The existing fill soils ore :rot Eyell compacted and contain debris, end hence would not he suitable for foundotic, { or floor slab support. The underlying nature! sons are net:irately firm to depths sorsz, no to ten feet below the natural s surface; the deeper soils ore firm . To provide -_ we recommend Prot resist of the. iJIcrr75(. e! r most of.lhe However, drilled -on .e po rt ^,t of the. . .. 's:e support for the procrosed nursing wing and power plant, .lotions extend into tie underlying firm natural soils. As a xoovation, the fire soils will be exposed or close to final grodo area, permitting the use of conventional spread footings. v-belted caissons or deep spread footings will he required be - wing. . RSSEL1 C. N[EBER. C. E. SE'YMOUR S. CNIU, C. E. PORERr CHIERUZZI, C. E. A. . _._.;?'9. C. E. JAMES L. VAN R VE:PEN, C. E. ac«: z::« cw> mil +«:« P :2 andIN I \\ itions foundation c Q.! dsupport are.P presented :: parking areas are ezpre; m 15, 1969 (Our Job Na. 2 excavating mid we w= \Recornmend,dions « a Respectfully submitted, IscROY c9mr AND ASSOCIATE'S REPORT OF FOUNDATION t :q woe PROPOSED NURSING axs AND «<rm+ »NEaccBU <« NEWPORT:ca.r«: NA m:m: HOAG MEMO?: I.. ESE; L TABLE OF CONTENTS Scope Structur_d Ccsic Nursing 4^1i,.c Power ?Kant Site Ccndi ions Soli CandfiHans ___.... E. Founuai'ers Genera; -----_.. — - Bearing Vc`:=_e Soli! -men: Later& Lccc's Enspeet ie❑ Excavating anal Siop s Wo!1s Ee[ow Grcc'.e _.. Hear Skb Suoper• Forking, -.rec's Gere.ct Reialt! j A'i�Clis-_•.,• Xp., . �!ors cr:i 1.abera (. TABLE OF CONTENTS (Continued) Text Plates Logs of Bc; im --.,..._._ Unified Soil CkssiFicetion System •--•- Direct Sh_o5 Test Data' Consc..!!!CH' r Test Data-_- Compectiem Test Data ---- Poem No. Plci_ No C-i _,_u C-2 D-1 - 0-5 E-' cne E-2 ANb A. 14i:f SCOPE TEis repast presents the lts of a Foundation inve<iiycHcm of the site of the subject hospittil art Iiiions. The locations of the proposed building's un.4 our exploration borings a e s'•_..,:;a on Plate 1, Pict Dian. Initially, the proposed power plant etas to be lonalcd ciboria the westerly property line, and e.ploralionn l.crin . worse drilled thot location. The buildin c location was sulr_- u=ntly n ings were drilled et the revise: location. The ir.ves`inotion was a!ahc ized to deer pine the. charocferistic_s of the soils 6t the site one to provide reco:r endctio-,s for foundation design and boor slob support. We were also to advise you of our opinion of the suitability of the a xisiirig fill for support of e rood end perking Ins c: the we.•,..riy property line. The results of the field plcra s End lo`o;afory t-.sts, which sera tho basis of our recoa.rne:•.do ions, ere presonled in the atioohed Appendix. STRUCTU:'.A1. CONSIDEll1ATIONS .NURSING WING ved and additional bor- Thee proposed nursing win, which. is shown in ploy. on Plate 1, will be one slay/ high with two nine -story towers, and will be underlain by c full basement. (A future tower is also planned, the structural 'features cf the future tower hove not been estoblished at this time.) The building will be of reinforced concrete construction. Column loads in the tower areas will range from C00 to 900 kips. Column loads in the non -tower area will range from CO to 160 kips end wall hoods vrifi range from 4.5 to 6 rips per lineal foot. The r�,i< ,�icn will be established at Elevedien h5, Except for a small strip ; . ,. toly c _„t to the existing building, the t:uUWng floor will be strvrtu c s - -- i established _ _.; - ;� a craw! space below es�a�lisherJ al Elevation 54. Based on `he eai - �,y, excavation ranging up to 20 fc<;1 cleur will he required to olsie ..the heed floor grade. The basen,ent floor of 1ho uc!j'icent exist- ing building is es`c'c!ished ct elevation 70 and we understand that the footings are establishes c ?, :nnecting with the proposed power plant. Excavation d for the tunnel. POWER PLANT Th plant on_^ story high with a partial mezzanine, and will be car st kliy below grade. The pleat will be of reinforced con- crete construction- tv°.a;;ie,::-: column loads will be approximately 300!cips, The fleet: cf tk-e i�co_ar plant will be established cat Elevation 56. Based en the existing topcg- x:e.-a-ion ranging up to 27 feet deep will be required for the plant. PARKING A;EAS Parkin- areas endways are planned in the northwesterly and southwesterly portions of tie size. T..___ creos ore adjacent to an existing fill embankment end ore underlain b _,.,, =iii _:posits. SITE CONDITIONS T .1d1incjs within and nem the pre» -ad conrtru'c on arc e indicated en FIc'_ i . II remainder of the site is paved end used for parking. The AS- paoing is in relc: _ondi lion in Port cf the site, e,.,-' lots hove been clocked off ore to excessive settlement ifs. leas Ile The remcvcl of the existing foundations and underground utilities will result in distort) co of the r- per . ails.. There is en crcisii; t fifi .Went aluti9 the 7- SOIL CC»N ITIONS Existing fill soils, rcnging from 7 to 15 feet in thicS;ce;;, were encounter/ in 27r 07 the 2n. exploration bcrincs. The majority of the fill oroc to westerly i -. is s site. The fill consists of silty sand, cloy, and silt. The fill contain_ varying once,-=_. of debris (up to 40flt in the be irgs) cold is not we sled. D, ep,er ,;I/ or rr._.,.r nudity fill could occur between being Iccetic The underlying neturel soils consist of silt, silt; stood; cloy, end sand. Shah- wos etn:countered in tyro of ibe borings. The upper nature! soils are; only moderately Finn: helm,/ depths ranging up to ten feet bolos,/ the natu.,c' sc-face, the soils are firm. The elevation of tho surfcce of the firm natural soils at o e l . --. _. L,, in build- ing eras is indicated on Plots, i adjacent to the leering nt:rcb=rs. Water wos encountered in six of the borings of de is aS 14 to 39 feet below the 2:-:!=lion around surface. RECOMME NDA T I Ora FOUNDATIONS Genero I The existing 'ill so i°s would not he suitable for for,. -;r (Icor slab support. oils cot on ; up to to foot below t e netsr;rl surface, h„ , _te al soils v,e firm. To prev'cle ASSOCIATES cot fa. the prepO e d buildings, we recertmend N t .car. lotions be corded ed into. ,he underlying firm natural soils. As a result of the y cs e xccv: Lion, the firm ss. it<, will be exposed ar close t, r ^:cl grade ovor most of the , srg permitting the. nscr C1f ;:cr ontior.al spread footings, However, drill, .1 et , isstms er deep spread f_: rtin:a v,i11 be resired beneeih port of the r=:'sing wino. The structural features of the futcxe ta:':er ;-:cve not been developed et this time. The ramomrsiandetions p ,e.,mr: c herein should revr sved at such tin-t as the structural feature, o.., , tourer hove been estcblisbeet !d be dome i?rso: to final design of fourto.,ric s It may be n c ,: y TO 6311 acdaic',al borings for Phi future tower. Fcundction Dcpths Conventional spread foot; s cr&tiled i-belled coifs -.as Jd be carried et lees one foot into firm undisic ed natural soils; drilled-ond-belled caissons should extend to the depth necea_ry ., -er construction of the bells. Within the pave: plant, footings gshould be c ., c depth of two feet biro';: the adjacent floor level. In that portion of tine nb:ere a supported floor is planned, foundations should extend at least four feet bow the excavated level. Except ad- jacent to the. existing building, '_,.,....: t tens et .other locations in the nursing wing should be estebi s'-ed et a minimum dais a Feat cel_ the top of ico ad;:..e':` floor on grade. Adjccent to the existfl the some depth as the existing below risi G n at fc'_:dc,tion.s should be ces least Feoldec.s c; iecent to the tug of should extend of the tunnel. FO3t1aos for the proposed , ru. ! n proposed e _ �d u ! v she e str.y ' t.or,. This cculd require underpinning tbo r -c' inns or other sr i rl con <_t c i t c{ ue: Ccm�e_tia s! _� •ar ra „s o c'ri!!ed...e i belled ri, un rrtad r k.st one foot 'into lirm ,wwrcl sciis to the minimum um r err UHL I ' -i firs may he designee to intocces „ dote plus !ise_ Iced press; of 6,000 ye)f,rci a eve fa vfi. A on -third i ers_se in the _._c ay ee usec, for wind orseimnic loads. Settle The oresiirount ate sett of the proposed power plane supporte d as recor,:a_ , rriN be of --re-fourth inch. The nen:irrryci (;Inmate settle- ment of the s cs h ,. - r...; :'?ll be an the order of thrum! fourths inch. The man err t, 'er po `ioa wit! be cad" i one-fourth to one -hail inch. ; of :__ s r .e:ir win occur c'urinc construction c::d soon after application of _ ruc;uro° load. !` +^.e anticipated differential settlement between the tourer cn:i non --rower areas is cbjectionoble, the structural portion of the towers could be completed prior to ccsstructioo of the remainder of the building, or et leas prier to making ride con Is between the towers and the adjacent non -tower structure. Lateral.' _co:s For sisit g latatel los'';, o coe.fficien of friction of 0.4 may be. used beh_�;,cn footines ona ocoefficiente used between slabs grade on-4 the succe,r = sot! , =.e pc::ive resistance of the nature! soils or properly cc n•n ct_ r density of 300 pounds per cubic fool The la-„1C tC,IL IaID�" deterrniro ing cn acceptch e pole lot -mule. With In, the laterai STStc Ice el the natural _sits or properly ee M;.cct: r.! m.y ;aced ro 6=eat-,o_ it tlr�t eressui s developed by c fluid with e d osity or pot foci, op c maximum of 6,000 p>o 'r Cr;;are foot. A onertlitni hot 33;, in11: gaoled 6' and lateen! resists ce v awes rray Le used when c ; a r,r se mic Ices. If laterl loads can Fi resisted by friction, ire ,cuss P_r� ra 1Y(ncc of the soils, and by tir caissons, Icterci ties will not be nece 2 deter_'. .aissans for seise. - stability. The caissons, friction, and passive pressure treyused in combination, wilbout reduction, for Ceter :fining the total resistance to .,., r-:l (cads. Pectior: All caisson excavotio.ns cod footing co,eocventiens rebsit - h and clea ,c-e any loose soils before plcciconcrete. To verily r ; er c'ceinc. ma pcnetret c into firm natural soils, all caisson and footing e t.c ttions _`-co' inspected by c repre- sentative of our firm. The elevation of - fi;n et each boring locoticte indicated en Platt 1 adiccent to the born„ UTb ur t:: elevations may ate for design purposes. Footing excavations should be doe; ensd where necessary i;.r�; c.. firm natwell soils. To alloy.' personnel to enter the caisson exec at lecs` diorrefet caisson shef s is reconsteonded. the instenotion eons will r soh use of ter poraey casing for the safety of person n:ei. _^ i. - r footing Lackfi ; all utility trench back`ill should be mechanically o yens, floodin nat be poi riittcc. EXCAVA''. i?" G AND SLOPES Execs •tin_ r; tnc up to ebo:; :- op rill be recollect of the site. No significant difficulties due t, rho soil cos._ - e e ticip ted in excavating at the site; cor s c�ur._. - _ c,;er{. !eccup,* of the existing fill soft and c"ep:i unsurchanged ex- cavations '_ - e rr, c. p,:cus 1:1 . Ads e t t ee_is n3 huildi : e exccvatien'houi,.l he performed in sec -- bons. The —ct--- r' ke no mere - _. �` in width, and tit laast one unex- cavated or cc. ced syn. act ten emain adjacent to each side of each section under construction. The stode c cavor-d sections should be no sf Bfi per fie.,.:`. 1:1 . EX72)70; ing building foceitsri.:;,is. This could i or other speck ...ocncn techtnigues. bons for uncle s'.c ld the. need arise. -:iends ship' id be fine_ ':.0 -xcovation by personnel of our fired to ex!er r below the exist- uusiieg of the building foundations Depleosedtoprovide recommends:-. firm so thus ;::e slc;�cs .:.r., be modified if c nd'-:c.ns differ from those revealed by the borings and if rue or safety. WALLS BELC`V GRADE For vsoils be",;,`., -cc!: retainb'c- imposed en ':"be v;a!!s will be ecival to ;'-e- pounds per ca bic fa e lull d'each"t sisi__. not u:o:e ' sin I ceckfill, the lateral soil pressu:c by a fluid will: o density of 30 chanically compacted in la Of the maxi:num c.: Designo icn D1557-66T r.e;#rod of convection nr lifitc! to use three !trios. d beckfiil is eaa :.., led c: recommended and co.,1 dii •cse'of surface. ided, infiltration of voter into the backfill st td Isro emr,lI, and wcIIS below need not be designed for hydrostatic pressures. Building walk below pvld be <ci nproofect cr al least camp -proofed. FLOOR,S_AB SUPPORT in the mclority of the building area, the required excavation will expose rate erg sails which will ofie+ adequate support to the floor slots on grade. Any fill sc, is and any disturbed natural soils remaining after the excavation should be excfvstcd and cer1 es properly compacted fill for support of floors or )rode. Excava+ion of the exi=na fill is also redo= .-died beneath adjacent concrote walks and slabs. Exist_. are structurally supported rncry be left in place. After excavation of the existing fill, the exposed soils should be careful hi in- and further excavation performed if necessary to remove coposits which would suitable for floor stab support. The expos-, soils should b scarified to a c.epih ofs:xx inches and rolled v:iih heavy compaction equipment. The upper six inches of riaturol soils should be compacted to at least 90% of the maximum density obtainable ' by the ASTM Designation D1557-66T r„e hod of compaction modified to use three layers. Clay soils may be exposod in some areas. These soils ore somewhat expensive, and should he kept moist and not oliowec to dry out and crock. Any dry, cracked rnatereal should be excavated and replace with compacted relatively non -expansive granu€cr meter ial prier to pouring the Floor slab. All required fill should be placed in loose lifts not more that ayrit inches in hickness and compacted to at least 90;5. It is recommended that th. niolst r°e content of the sSHs of the time of compaction vary not more than 2% above j w optt ei:m moisture ccu dent. The on site soils, less any ergo, c mother or large pieces of iuzv onic debris, may be used in required fills. If the subgrade is prepared es rear mmended, ade-{t:ate support wit S be rzrev*dad for the floor slab of erode. If vinyl or ._.ar mo ture-sensitiv€, fber can-rin<-, is reed, we would suggest t of the slabs be supported on a four -inch -thick toyer of gravel or en an impermeable membrane as a cc i llcry break. A su t ; steci gradation for the gave! layer erolrld be os fellows: Sieve Size Percent Classing 3/4" 90 - 100 No.4 0•.10 No. 100 0-3 If the tnernbrane is used, a low -slump concrete should be used to minimize passible curling of the slab. The concrete slab should be allowed to cure there: .':y before placing vinyl or other moisture -sensitive floor ccver ing. PARKING AREAS General Exploration borings were drilled within the parking areas to e:,--1;;.,te the characteristics of tthe fill relative Troy:no support end enibcnknerBased on tnc soils in the borings, the existing is vc Cle in density and degree of co trcfroa ras res from 65% to in ex.:. _ 9g,t> of the ism sity. The fill e¢rbor krtents ore grossly stable however, the embankments s uirl ba susceptrble to settlement and further consolidation col ;ing when wet. To provide adequate suyo areas and roadways and to result in v mose stable embankment, the existing fill soils should be excavated and replaced its properly compacted fill. Be.couse of limited space, it may I necessary to construct retaining walls to contain tha slopes. Subgracc Preparation After clearing the site any: re.e the existing paving, the existing fill soils should be excavated. The steps. cf the excavation within the existing fill should be no steeper than 1:1 . After eccovc`ic-, of the existing fill, the exposed soils should be carefully inspected and further esea:atics performed if necessary to remove deposits which would not be suitable for paving s:: ost. The exposed soils should be scarified to a depth of six inches and rolled with 3-resse compaction equipment. The upper six inches of natural soils should be cc.rr_c -' t at least 90% of the maximum density obtainoble by the ASTM Desionr.tion 557-66T method of compaction modified to use three layers. All required fill should ce >c- e. =n loose lifts not more than eight inches in thickness end compacted to et least 9 ih. it is recommended that the moisture content of the soils at the time of co.^poctic: vzr - bat more than 2% abcva er below optimum moisture content. To minimize future shallow s!cuc in , fill slopes should be overfilled ancl trimmed Bach to c hieve a firm sutfcce.< -_,r e fill soils should be slope -rolled with a I!e, done o `every two feet of fill sicp r;d-toilet- Cam'•. .'ed fill slopes ififl compocted to ul Brost 90%) may be cou- t 2:1 (r,orizontnl to vertical). Drainage should ho cors::fully planned Grid the corra!eied sicp a planted cis soon as possible to minimize erosion. The natural soils and e .:stint fill soils, less any o:cunic rnc; or forge pieces of irrrccnic debris, may be used in required fills. Inorganic motet such es pieces of brick and concrete ,nay be reused in the compacted fill if broken down to pieces not 1c-cor Than si>: i::cl:es and if distributed within the soil fill to eliminate the possibility of voids. Any required imported fill should consist of relatively non -expansive and prsafercble predominantly granular soils such as a silty sand. Ret:.+inino V&I s P.etair,ing wall footings, established in undisturbed ncrtural soils or properly ccm- pccted fill, may be designed to impose c maximum overturning pressure of 2,500 pounds square foot of a depth of two feet below the adjacent grade. For resisting lateral !cods, c coefficient of friction of 0.4 may be used between the bottom of the foatinra and t'he surporting soils. The passive resistance of the natural soils or properly com- pacted lackfill cgcinsi the footings may be assumed to be equal to the pressure developed by a fluid with a density of 300 pounds per cubic foot. All required bocrtfil'tbehind retaining walls should be compacted to at least 90% of the moxi surn densiiy obtainable by the ASTM Designation Di.flll?-66i method of corn- pastier: modified to use three layers. The backfill should he mechanically compocted in €a ors, fioocih,ct should not be permi`ted. For design of retaining vrclis, where the "' is level cir r.ecrly !. ! :t truy assumed that the . Hr. 1O lo$eetA pressure aqua! to the de by c fluid with a de,rs;f Eai n groa¢na"s per eabi c foot. Where the oracle 4i:ind thc. walls will slope of 20 (Inrl?,o vertical), nn equi\-alent fluid pressure of E5 pounds per cubic foot should be use,; , 0roinarde of the backfill should be pro to t, prevent possible deveiopmer! rFty�zi,ostofie pressures crt the bock of the walls. -o0o- 4."'"PeaSF, ai:Arrx-1.4 4 /E. 11 O EXiST C_GPE "4;17,11.-Wri 1 (:i4v 13 5 9 I ) 5 V2 16 23 _to" pr --54,44:(ww^,44,44t'tn;)44,-a4-nt14.4,4,t444Me41%. !. 1 C-1-'—} N. ! < t--- --/- F- 1 E E' r 0 E r= I S FE: =70 - r-- -IPPRO X TOE EXIST S._OPE 21 JD U3p16, 63 1 4 1 2 REFERENO 55 PART"'AL SIT PLAN( 3 DE 'A S ',UNDATED', BY -IARN!Sr4-'404:(GA% AND 0 AUSEY- ARCH 'I-ECTS TOPCGRAP;-CC PLAN (DATED 8-9-67 By RAUB- BEIN -FROST 6 ASSOCIATES. 5 02° El t 9 —7— —7- a 65 _723° ,BORING NO. KEY 5411 BORING LOCATION a NO. 2.1 DEP T H OF rILL fa_ - ECEV OF SURFACE OF F R tit SO LS (i14SEIVIENT AREA WITH ACCESS SPACE UNDER ( F G 59.0) AC,5 XiST; NG GRADE PLOT PLAN SCALE Inr! 001 OY CRANDALL AND ASSOCiAT APPENDIX EXPLORATIONS The site of the Reposed hospital addition was expla,ed y drilling 24 borings to Ic'epths ranging from 10 to 50 feet below the existing ground surfoce, '(Ito borings were d filled using 18-inch-diomcter bucket --type drilling equipment. Raveling and caving of the boring walls occurred in many of the borings during drilling within the underly ing sandy soils. Casing or drilling mud was not used to extend the borings to the depths drilled; however, c god wns used in three. of the horir:-2s to penetrate cemented lcycrs encountered during drilling. Boring 13 was terminated due to heavy caving within the underlying sand. The soils encountered vcre logged by our field engineer, and undistu bed end loose samples wore obtained for laboratory ins; act o end testing. The log;: of the ings ere presented on Plates A-1 through A-24; the depths at which undisturbed so;ryles were obtained are indicated to the left of the boring logs. The overburden, soils arc classified in accordance with the Unified Soil Classification System described on Plate B. LABORATORY TESTS The field moisture coi,ient and dry density of the soils encountered were deter- mined by performing tests on the undisturbed simples. 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 of field and increased moisture con- tents end al various surcharge pressures. tAony of the. son es were tested at two different surchcuye pressures to provide rio e ccr>pi e e.c?cto. lha ysair{-}paint values deterrni;ied from the direct shear tests o e presented on plates C-i and C--`2, Pir ct Shear Test Data. Confined consolidation tests were p-rfcrnred orr 10 undisturt. stimples to deter- mine the compressibility of the soils, To iilustrat he effec{ of moist to on the con- . pressibility, water was added to three of the samples during the te,4s. To simulate the effect of the excovotion, one of the samples was /coded, unloaded, and subsequently reloaded. The results of the consolidation tests ere presented on Elates D-1 through D-5, Consolidation Test Data. The optimum moisture con`ent cnd n e.cir..um dry density of the upper fill and natural soils were determined by performing compaction tests on four samples olefeined from Borings 1, 4, 6, and 18. The tests wore performed in accordc.icc with the ASTM Designction D1557-66T method of compaction modified to use three layers. The re- sults of the compaction tests ore presented on Plates E-1 and E-2, Compaction Test Data. ATION QQ.p FILL -CLAYEY SILT mottled light and SILTY CLAY - jointed, mottled grey and SANDY SILT - brown SAND - Fine, light grey NOTE: Water not encountered. No caving. Elevations refer to datum of City of Newport Beach. Soils classified in accordance with the Unified Soil Classification System. 12.2 55 5 - }0.31 50 84 �— ➢17 i 10 19.7 45 E 15 9.7 105, 132 ! 29.2 40 ' 20! 95 1 CL SP 1 I 4.9 99 EtORINGT 2 DATE DRILLED April `:28, 196 EGVWOMENT uSEU 18"-Diameter FILL - SILTY SAND end SANDY St1 about 20%debris of wood, wire, brown and grey Clayey SILTY SAND - fine, brown SILTY CLAY - jointed, mottled grey and brown SAND - fine, brown Lenses of Silt NOTE: Water not encountere.:. No caving. LOG OF BORING LEROY CR4ni0AL" 8 RIN%'3 DR s LEu Apr,I28, 1969 NT USED I8"-Diameter Socket ELEv x;, tti 62. C FILL -CLAYEY SAND and SILTY CLAY MIX Coarse, few gravel SILTY CLAY - mottled grey and brown 'Cm.: Water encountered at a depth of 39'; water 1 30.7 91 level at a depth of 40' 15 minutes after com- 1 pietion of drilling. t.o caving. 4.2 111 SAND - fine, light grey Cemented layer Layer of SILTY SAND Few grave! Layer of SILTY SAND Clayey, mottled dory grey and brown SANDY SILT - mottled gray and brown ROY CPANUAL 6:0 -1 2.0 100 i.6 102 UF1N 4 DATE 0 IL7, EQUIPMENT ll5t t? 1 E#"�l�iam FLEVATI0N SILTY C.Lev - jointed, mottleu ;;e:nd brown CLAYEY:JILT _ brownish -grey SAND - fine, Sight grey Coarse Few shells Layer of CLAYEY SAND - Few grovel, cemented brown t ensns of Silt Cemented layer Layer of CLAYEY SANG - mottled brown and 9relf NCI1E: Writer not encountered. Raveling from 7' to 10' (to 24" in diameter). tit NOAtL..;1NO ASSOC9A O ,�0.' r` y.�� DA?e r? , ,. cs May t i464 c6 o�e":ED 1L"1'.:±'®terBucket a� ttf4`j�15°- c° 3.3 100' 0 29.3 95 5 29,794 ELEVATION ,y FILL -�! r SAND ark ..AYE;Y 51E ` IXTEtRE - bearm G CLAYEY SAND - fine, rootlns, brown SILTY CLAY - jointed, mottled grey and brown NOTE: '.Voter encountered at o depth of 36'; waterT level at a depth of 38' 15 minutes after com- pletion of drilling. No caving. SILTY SAN D - fine, light grey Brownish -grey Layer of CLAYEY SAND SANDY SILT - some mina, brownish -grey SAND - fine, few gravel, some Clay, mottled bra and grey SILTY CLAY - jointed, grey LOG OF BORING £. F2 �`ti CRAW -JAL' AND 9.2 1 114 12.6103 10.6 102 6.1 130 12,9. 115 I ljj FAL 11.0 117 e sI jSM 9.2 94 ii I 35 30' ML 26.1 94 B®faINU' 6 c.iLLED April29,1969 USED _1P, Diomeler Bucket ILL - CL:'- EY SILT and SILTY SAND FAiXTURE some or;,_,ia matter, few pieces of conarafe, meto!, mottled brown and grey Pieces of asph is paving SAND - fine, light brownish -grey Layer at SANDY SILT - light grey SANDY SILT -brownish-grey SILTY SAND - fine, light Lrc.Yn SANDY SILT - some mica, ligh> :;rownish-grey SILTY CLAY - jointed, grey Cemented layer NOTE: W ter encountered at a depth of 35.5'; water level at a depth of 35.5' i0 minutes after completion of drilling. No caving. LOG OF BORING 24.4 100 4p__12'9 35 9 —tin VATION - ,r;NOY Si? i an3 I Y ILT rootlets, Pieces of wire, brown S TY CLn'r - johned,rnottled grey and brown SAND - fine, light brownish -grey Lenses of Silt, few gravel, light -grey Coarse, brown Cemented layer Lenses of Silt, brown Layer of SANDY SILT - light {fin Lenses of Silt, light Few gravel ��L SIL i'Y CLAY - some Sand, few gravel, brown NOTE: Water not encountered. Raveling from 17 to 23' (to 24" in diameter). LE.ROY C. Al.L AND ASSJMATE'. iOP .S ✓a9 Da7E ()Rif. LE May 7, i96 PMENT USED Dirnnetor Buck ELtvAn ;s 69.0 ILL - SILTY SAND and CLAYEY SILT MIXTUR few pieces of concrete, wood, brawn 9.1 127 !r 5.4: 102 CLAYEY SAND - fine, brown SM SIL Y SAND - fine, brown SP SAND - fine, light brown NOTE: Water not encountered. Raveling from IN' to 20' (to 24" in diameter). V 1. i2Atd D4tw AN(7 A' So ;ATE 16.3 110 11.7 97 100 OR'N t tt April ), 969 st a 18'Rf�iaq�tar Srk SC I fLx' ; fine, brown i L 511 ' Ci.r r - jointed, mottled grey and brown 1.uyer of SILFY' CLAY - bra Lenses of Silt brown SANDY SIM - some mica, grey SILTY CLAY mottled grey and brown Doric brown SHALE - black to dark brown PJCTL: Wuter not encountered. Raveling from 8' to 21' (to 24" in diameter). LOG OF BORING LEROY CRANE/AL L AND ASSOCIATES.'. T2.1 123 1 23,3 104 F1 o.199 104 1 E]FiTE DRtLLELt April 29r 1969 UtRMENT . u5E0 18"-DiarnoterBuc Layer of SAND - Fine, Sight grey SP SAND - tine, light brownish -grey Layer of Silty Clay - brown Cemented layers Silty (GAD USED FROM 30 TO 30.5 FEET) 'NOTE: Water not encountered. Caving From 22' to 27 Ito 36" in diameter). LOG OF BORING L.EPOV CRANOALL. AN O ASSOCIATE I OH thifi ## DR4LI.EDApt"! 2St, #O69. 6.�4e�a.9 EG'ta+PYE'T USED., 18"-D#amater l$ ELEVAT ON 74.0 S. F?LL - SILTY SAND and SR. CMIX IRE CL rootlets, mottled brown and grey Layer of SANDY SIL T - brownish -grey Lenses of Silt Light brown Layer of SANDY SILT - brown NOTE. Wator not encountered. Slight raveling below 13'. LOG OF BORING Y CRANOALL_ AN O ASSOCIATES { 2.1 95 i a-11-64 89 45 26.0 94 43.i; 75', �OPcN"+ i OATE GRILLE i7 May7, 1969 9 EQuIPMENT uSEO:18"-Diametsr ELEVAT ION 56.0 Ski FILL - SILTY SAND and SILTY CIAY MIX CL brown SILTY SAND —fine, brown SAND - fine, yellowish-krawn Lenses of Silt SHALE - dark brown and black NOTE„ Slight water seepage encountered of a depth of 17'; no water in boring at completion of drilling. No caving. LOG OF BORING DATE DRILLED ti ry' 3t1'PMENT USEO IR"-E`#r. setertlei ASPHALTIC PAV=NG and 3" ?RAVELBASE F! .L - CLAYEY SILT and SANDY $ T MIXTURE few pieces of wood, lxown 2.6 133 ,jh ML CLAYEY SILT - some Sand, brown Cemented layer, few shells SAND - fine, Tight brown Cemented layer (BORINGTERN-;NFTED DUE TO HEAVY CAVING) NOTE. '.`rater not encountered. Caving from 19' to 22' (to 4E`° in diameter). LOG OF BORING LER 7'r ANDALC AND AS ATE EP&T`Bucket Ec.EVA55, SAND - t€ne, lisght brown OTE, a 'dater not encountered. No caving. ERCY CRAt DAL L. AND AS<,(ciA' 7.2 102 4.2 92 {}f�¢fVG taATE O lt.LED tiu, 5, t9i9 EcZJ•'MENTUSE£t 1#:"�°Dktter.Sucket end arGri=VEL B d SANDY SILT MIXPJRE SANDY CLAY - brawn SIL1Y SAND - fine, light brownidhyrey SAND - fine, light grey Layer of SANDY SILT - yellowish -brown Light grey OTE: Water not encountered. No caving. LOG OF BORING 'ram` 1/4"-1/4„, OATS D , 1969 ,U r/e t..uEP#ME+ sED 1S"-Diarneter Sue \S_ /4@ ° EL E- Arick fj S;A FILL - SILTY S. ND and SANDY .!LT L about 20` , debris of concrete and SILTY CLAY - some Sand, SILTY SAND - fine, brown LOG OF BORING LEPc GRAta.[)A tA € 4.3. , 00 65- 20 0RiN 87' OptL LED ENT USED 18"-Dia Tr .ALTIC 15A'J(hd! eerse 7GkIVEE EASE'' Flt L - SILTY SAND and SILTY CLAY MIX RE - few pieces of concrete, brown SILTY CLAY - some Sand, dark brown More Sand SAND - fine, light brown Few shelis NOTE: Wcter not encountered. Raveling from 20' to 30' (to 24" in diarneter'r, LOG OF BORING r°oN fi3.0 SILFY S, Concrete, w L SANDY CLAY - dark brown Ee$e F. R&ICk e$ vei,about4 iGTE: Water not encountered. tita caving. LOG OF BORING LE R O'r 16.4 113 0 i v t31 ayr eF iLL E a ay 5. Irr69 i!Pto ENT USEO i "-i3tarneter Burke VAOEt 35 5 LS. Le* Dan';z,NIV "i;Th ,u," obeuE 40% debris of concrete, wood, meta( o. gtass, brown and grey 5At'DY CLAY - dcmk brown Very sandy ,OTE: Water encounterd at a depth of 14.55 water level at 1 a depth of 13.5' 15 minutes after completion of drill- ing. Caving from 0' to 5' (to 36" in diameter). LOG OF BORING LEROY Ri '; vfl .a�E y 7, i%9 S~c`i',l.pa�asEN f uSEU 1t-C3iometer'Rocket Ecf a �T=i?i 4�.0 S'.N.ND) - fine, some Clay, rootlets,. (rro NCTE, Water seepage encountered at a depth of 14'; no water in coring at completion of drilling. No caving, LOG OF BORING RiPsG 21 ii E ORftLEL, t4cy7, 1969 EUI;lr fa1ENT USED: i i"-Diameter ButI ELEVA'.'ON 75,0 SAi FILL - Sf Cbrown SANDY CLAY - brown ct SILTY CLAY SAND - fine, yellowish -brown Layer of CLAYEY SILT - brown NOTE: 'hater not enco,ir.tered. Slight raveling From 15' to 23'. LOG OF BORING EROT' CFa"iDA_L A EO9:NG 2 uATE €}Si;=SLED July 28, 1$G9 k ECu sst�P 7 USED : 18"-Dian +ter Bucket ELEVATION CL 2 ASPHALTIC PAVING M SANDY CLAY - some ggrprrer bet SANDY SILT - some CIoy, brwi CL SILTY CLAY - grey and brown NOTE: Water not encountered. Slrghtraveling:.. L_ from 218 to 35' (to 20" in dlometer . Layer of SAND - Fine, grey SAND - fine, yellowish -brown Layer of SrLTY CLAY - grey C ernented (GAD USED FROM 35' TO 36' LOG OF BORING 12.01 126 2C 4.7 102 3f7d+NG 23 GATE GRILLED J iy 20, 1969 'csut�'MENT USED. IV -Diameter. Bucket Clayey Layer of SILTY CLAY - some Sand, grey and reddish -brown Clayey Cemented (G.-D USED BROW » TO 33' Light brown Cemented (GAD USE[) FROM 35' TO 35;') Grey NCTE• ater not encountered. `do caving. LOG OF BORING >Ef O Ar;%rLL_ GND ASSOC &c . r'; ; 24 DATE DRfi LE6 , July I8, IOF>9 s4v` EUu,PMENT USED 18'°-Dlom tar SSucket. ELEVATION 80 0 r 2" ASPHALthC PAVING ke&' t36 C4 FILL - SILTY SAND - SILTY CLA mottled brown Some oraani SAND - fine, brownish»grey Grey Reddish -brown cr.d grey NC TE: Water not encountered. Slight raveiin from 25' to 30' (to 20" in diameter). LOG OF BORING LERCY CRANDALt_ MAJOR DIVISIONS GR P SYM@OI.S TYPSCAL NAMES CLEAN G.W: .Wed! gradod gravers, grnve'-vend miatpex, ism or la lien. GRAVELS (Mare than 50% of GRAVELS. (Lit1H or no Ih ) GR ___._.__—,_._, Papil 4roded graven at gravab-sand matures, .;ante or ao eY arm: coarse fraction is LARGER than the No.4 sieve sirs) GRAVELS WITH FINES R` '(r'Ml . Silty gravels, gran-.sand-eAt m:xturae. COARSE GRAINED SOILS (Aapae,abM amt of fines) fr GC Clayey im Is, gravel-sand-Yoy mixtures. (Moro Man 50% of material is LARGER than No.200 sieve sin)CLEAN SANDS graded .Weil sands. r grave Iv ;,.,dsi little m no fines. SANDS (More Men 50% of {Units or no fines) -' S(' Poorly Grade Bonds or grandly sonde, little at no hetes. coarse fraction is SMALLER Mon the No.4 sieve sire) SANDS WITH FINES 3 c $M --- Silty setae, cord-;i0 mn�um. (qfines) inesable amt. ...,,,���ddd Cld-ey sands, s0nd-cicy m'alarse. IInorganic ML ;tits Ctd vefp fine sand*, rock Naar, silty or Amply fqe sped; a clayey silty wine slight NasGaity_ SILTS AND CLAYS (Lipai6 Limit LESS then 50) / CL inorganic days at Pow to medium�_ gravelly cloys. sandy clays, silty cloys, lean clays. bganic silts and xganic silty clays al low ploeliC[ty. FINE ! DL GRAINED SOILS (Mare than 50% of material is SMALLERMH than No.200 veep size) ;. ,.. , \ Inaam yc sass, ni coceous Cr diatomaceous fine sandy x miry sods,Mastic silts. SILTS AND CLAYS (Liquid limit GREATER than 50) �ye + ids GH inc.yonrc c�ays a; N:gh p103 z-'Y. fan clays. Organic Ccys of medium to high ptaaticily, organic srHs. HIGHLY ORGANIC i:T, peat and other h=qMy nganic sails. SOILS P) EMS BOUNDARY CLASSIFICATi0N5: Solis possessing chore 'mist as of two groups are de combinations of group synb Is. PA RTICLE SIZE SILT OR CLAY Eger GRAVEL COARSE CCOBLES; BOULDERS 200 !Q0.4o xo.10 N0.4 Me:. U. S. STANDARD $ t E V E S i ZwE UNIFIED SOIL CLASSIFICATION SYSTEM Reference: The Unified Soil Cletsifi,. tion System, Carps of Engineers, V.S. Army Technical MemorandAm No. 3-357, 1, March, 1953. (Revised Aprii, 1960) LEROY CRANDALL 9 ASSOCIATES ATE i. O.' KE' • Tests a• +Te-le-.:s,�•�+ T6S5 -'C'easesmclo...;"e Content NGTH ,n Pounds per Square Foot 4000 SOQO e3UFTdo NUMBER SAMPDE DEPTH ( •e • DIRECT SHEAR TEST DATA L`POY ORA,NSALL a SHEAR STRENGTH in Pounds per Aw¥Foot : !0 400n :‘s- °e/ ; :• Pas e 6 •?3c a \ e ae«-- St kaf• : 4/ KEY . Testsaf,moisture content , Tests aae,moisture content PROP0 POWER ANT AN: PARKING R6n© BORING NUMBER USA :�%»,e« DIRECT SHEAR TEST DATA » .: c LOAD 1N KfPS PER SQUARE FOOT 0 4 0.6 0.8 I 0 2.0 3.0 4.0 6.0 8,0 �0.0 20.0 30.0 I j s boring 3 at t i I -SILTY CLAY •1 N. 1 ' N. 1 r1 j } 1 4 - —t �- NCFE: Samples tested at field moisture content. CONSOLIDATION TEST DMA LEROY. CRANDALL,9 ASSOC! z 0.04 Boring 5 at 30' 5 ND'*.' SILT NOTE: *'Aster added to sample from Loring 5 after consoiidafion .=-:der a load of 3.6 kips per square foot. tie other sample tested at field moisture content. CONSOLIDATION TEST DMA ER CAA"aF ALL _$ ASSOCIATES T •.? x LOAD IN KIPS PER SQUARE FOOT 06 LO 3.0 ' 4.0 6,0 80 IOLO NC T E: Water added to sample from Boring 9 after consolidation under a load of 3.6 kips per square foot. The other sample tested at field moisture content. CONSOLIDATION TEST DATA LEROY C RANDAz.L B AS SOOIAT# Boring 20 at 14'. SILTY CLAY Boring 20 at SILTY SAND r added to sample from 2' after consolidation der o load of 1.8 kips per square foot. The other sarnple tested at field moisture content. CONSOLIDATION TEST DATA ANDALL:'.-£3 ASSOC ATES. A :' u' ._ 20 ,3.0 4.0. ( 60 80 10.0 2 ? eori nf�{ 24 at 27` SAND NCTE; Scnplea tested at field moisture content. CONSOLIDATION TEST DATA BORING NUMBER AND SAMPLE DEPTH: FILL - SC U. TYPE: CLAYEY SILT and SILTY SAND %UM DR'rDENSITY': (Lbs.!Cu.Ft.) 8.5 1=3.0 ' TEST METHOD: ASTM Designation D)557-66T modified to use three layers. COMPACTION TEST DATA OY CPA.NDALL BORING NUMBER AND SAMPLE DEPTH: AAXil UPA DRY DENSITY': (Lbs./Cu . Ft.) OPTIMUM MOISTURE CONTENT': (% of Dry Wt.) FILL- CLAYEY SILT and SILTY SAND 129 123 9.0 10.0 TEST METHOD: ASTM Designation D1557-66Tmodified to use three layers. COMPACTION TEST DATA >ROY CRANDAI 1 ASSOCIATES April 17, 1973 LER . hcra;ish, Moraan and Cause_: Architects, 500 East "E" Strcet O.r.rario, Catifor.r a 91761 (Our Job No. A-73069) a Gentlemen: Foundation Design Recommendations Proposed Super Energy•Addition 301 Newport Boulevard 1` Newport _eat.. California for the Hoag ;'.emorial Hospital SCOPE This letter presents our recommendations for the design of founda- tions fo, :he subject project. The recommendations contained herein are based on our prior investigations for the adjacent nursing wing which is under constructioe. (our Job tlo. A-69080), and for the nearby proposed park- ing structure (f:ur Job No. A-71235). Reports for the prior investigations were submitted - ugust 15, 1969 and November 13, 1971, respectively. Ad- diU on:al borings Pave not been drilled for the proposed Super Energy addition. We were requested tc provide recommendations for the proposed addition based on the prior explorations and laboratory tests. In addition to our studies, a geologic -seismic study of the site has Peen performed by Glenn A. Brown and Associates, Consulting Geologists, to CR.UOAI.L. C. BARNES LEOPOLD HIRSCHFELDT PUSSELL C, WEBER, C. E. b�cWEE. C. E. P. A. MALJIAN, C-E SEV "?OUR S. CHW,1 E. IG26-t97, H ERUZZI,C.E JAMES L. VAN BEVEP.EN,C.E. n Archi' Page 2 gsn and Causey A.1.A. April 17, 1973 (Our Job No. A-73069) develop seismic information and to satisfy Division 12,5 of the California Health and Safety Code, Section 15008. Their report will be submitted under separate cover. STRUCTURAL. CONSIDERAT➢ONS The proposed addition, which is shown in plan on the attached Piot P➢an, will consist primarily of a heavy reinforced concrete vault. There will be a portion of the adaition connecting the vault to the existing build- ing; this portion will be of steel frame construction. Maximum column loads will be on the cider of 170 kips. The floor of the addition will be established at Elevation 79, the same level as the existing adjacent building to the east. The existing building to the north of the proposed addition has a ten -foot deep basement. FOUNDATION RECOMMENDATIONS Based on our prior nearby borings, it is anticipated that firm nat- ural soils occur within about five feet of the existing grade; however, this should be confirmed in the field. To provide support for the proposed addi- tion, we recommend that foundations extend into the underlying firm natural soils. Either deep spread footings or drilled -and -belled caissons may be used. Spread footings or drilled -and -belled caissons should be carried at least one foot into the firr undisturbed natural soils. It is anticipated a itarnish, Horgan and Causey April i7, 1973 Architects, A.I.A. (our Job No.''A-73069). Page 3 that footings will have to extend about five feet below tho proposed floor level to reach the firm natural soils. Adjacent to the existing footings, the new footings should be located below a plane drawn at 45° upward from the bottom of the adjacent footings. The caissons should extend deep enough to allow proper construction of the bells. At the recommended depth, spread footings or drilled -and -belled caissons may be designed to impose a dead plus live load pressure of 6,000 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. The maximum ultimate settlement of the proposed addition, supported as recommended, will be on the order of one-fourth inch. The foundation excavations should be inspected by our firm to confirm the presence of firm undisturbed natural soils at design elevations; this will be especially critical as borings were not drilled specifically for the addi- tion. Foundations should be deepened if necessary, below desigr, elevations. to reach firm natural soils. All caisson excavations, as well as footing excavations, must be hand -cleaned to remove any loose soils before placing concrete. Temporary casing of the caisson shafts and a fresh air supply must be provided for the safety of personnel in the excavations for cleaning and inspection. Also, the applicable requirements of State and Federal safety regulations should be met. s ey April 77, 1973 (Our Job No. A-73069) rase ether recommendations of our report of August 15, 1969 regarding inspection, ;stem 1 loads, and floor stab support would be applicable to the presently proposed addition and are not repeated herein. Respectfully submitted, LeROY CRANDALL AND ASSOCIATES C;—;?/..1c?2,07 v -- P. A. Maljian, R.C.E. 14938 Project Engineer JK-PM/pa Attachment_ (6 copies_ s_bm tted) cc: (2) Taylor S Gaines PROPOSED SUPER _/ ENERGY ADDITION KEY TO BORINGS: C JOB N0. 4-69080 3 JOB NO. 4-71235 B.FE 70 FFF r9 PROPOSED PARKING STRUCTURE SCALE 1 REFERENCE- SITE PLAN (DATED 2-27-73) BY HARNISH- MORGAN AND CAUSEY- ARCHITECTS. R CSP. TAL } F E 7C LEROY CRANGALL ANO ASSOCIA :ROY-CRANDALL ND ASSOCIXI ES Harnish, Morgan and Causey Architects, A.!.A. 500 East "E" Street Ontario, California 91761 Gentlemen: July 17, 1973 Support of Footings on Compacted Fill Proposed Super Energy Addition Hoag Memorial Hospital 301 Newport Boulevard Newport Beach, California (Our Job No. A-73069) This letter confirms our discussions with Taylor t Caine,aStruc- tural Engineers, regarding support of the subu,._t addition. We previously provided foundation recommendations for the addition in our letter dated April 17, 1973• in our letter of April 17, we recommended that foundations for the proposed addition extend into firm natural soils. Based on prior borings for adjacent projects, it was anticipated that Firm natural soir•s would occur at a depth of about five feet below the existing grade. We now understand that compacted fill about five feet in thickness will be required to achieve the desired floor grade. It is desired to consider the alternate possibility of supporting the proposed addition on shallow footings estab- lished in compacted fill. If desired, building footings may be established in properly compacted fill. To provide support for such footings_ any existing fill or dis- turbed natural soils should be excavated, the uppernaturalsoils should be reworked in place,.and all required fill should be properly com.nacted. After removal of any unsuitable deposits, the exposed natural soils should be scari- fied to a depth of six inches and rolled with heavy compaction equipment. TFe upper six inches of natural soils should be compacted to 90"s of the maximum density obtainable by the ASTM Designation 01557-70 method of compaction. After compacting the exposed natural soils, all required fill should be placed in loose lifts not more than eight inches in thickness and compacted to at least 90`5. All required fill shouldicc.csist of relatively non-.nxpansive and preferably predominantly granular soils such as a silty sand. The soils should be compacted at a moisture content varying no more than 2i11 below or above opti- mum moisture content. The reworking of the upper natural soils and the com- paction of all required fill should be inspected and tested ay our firm. J OY CRANDALL, C. E. VRKGARa, C. E. FREJRrCY. A. EA2r,Ei iaMES s,.EtsserEE _ E. ROBERTCHIERUZZE C. E. OH;RSCHFELDT LAN,c.E. N CEVEREN, C.E. RUSSELL C.WEBER,C SEYMOUR S.CHIU C. E. _A Pao Use July 17,_ Job£4o. A-7 Spread footings established on compacted fi`l placed as recommended above (or extending into the underlying natural soil), may be designed to impose a dead plus dive load pressure of 2_000pouncs per square foot at a minimum depth of two feet below the adjacent tinal grade or floor level, whichever is ioer, Footings for the adjacent existing building are lower in elevation t -an the proposed footings. Adjacent to the cxist;)g footings, new footings should be deepened if necessary to extend beltrn a plane drawn at 450 upward from the bottom of the adjacent lower footings. A one-third increase in the bearing value may be usedfor wind or seismic loads. The bearine value of the fill should be confirmed after completion of the grad- ing. The maximum ultimate settlement of the proposed addition, supported on footings established in the compacted fill, should not exceed one-half -inch. "Yours very truly, LeROY CRANDALL AND ASSOCIATES__ P. A. Maijian, R.C.E. 14933 Project Engineer rr(ryj .LeRoy Crandall, R.C.E. 6157 N. President by by Jn-PMlpa (6 copies submitted! cc: (2) Taylor & Gaines TAYLOrtN STRvCTuR.r..4.L. SSO NOPrH Rn4eµ PAItADENtS,OAII 6 N O N C: A R[• 1. fl {} STRUCTURAL CALCULATIONS FOR HOAG MEMORIAL HOSPITAL SUPER ENERGY PROJECT Harnish, Morgan & Causey A.I.A. Architects William C. Taylor Structural Engineer #702 Taylor & Gaines CW.A.IWICS S ISS Sh 1;; ki`,' as eAD e=U L V nRr O 2pN1 t 3 1 l t t f -gee 1 / --Ar------ , antrOrtiltat ESTOISSE/CILS Ac..44to z,,, ,a0,..„&a.,;;4 4.... by VvC. r 219014a1279 9029/CAO eauLcvARo ',, p3SACt/24. c.,1/Z2Nea 9/177 PHONIC/ A. se et A CODE 2/ 3 331•98014',/,...,‘C.; 9...? 9 tiC ''"7 etae r •C".--t• /c.c.; 4”.'. C., .47 OV44 44„4.4) . , '24 • (.-e•HHASVC) cca c> .>c 1...7.-",-`-.14,41 a= -27 ft ickte..ble Fit EVARO 9Ttv9 Lane' Al/Y c /4. 0 ' /NG hed —i /� sheet_ J±=_'.:' job. no._ date 3-'4-) -7.3 Arcs 4 X 5,08'_ /c6 dr/ 21)LL. Co,' 5.0eS's /Ps,„ 224, 46( -,00745X.224543/x .ofr78G x46,42xg,a.7Z/L /2.57/a - ,OO246x .122x /4c xa.a7/y =-72a/r /4.eAo/ - .2G ).74 4:0.e .fc7 - /. 57 ,/22w8G7?/ - .3? /7x /4 _ //El A: 4, s ,<�4, 72G72'' °`ter`./! /fix/4 0.1 SK5 4._3? / 1 A-2n.= 37377z.83/2 z / Edo ' e /OG �. Tz &Taa>./zz 41/7' 3.8zk`/. t /97 -.217 187 . 877 >S4 fN asx; s ., a/4'/ 2- 5' 4S tee, 4 - / 4 ' 4a 5/X S.oefil vs CS? P� 2O15xso8 s5oe XL, +056Y4.33ta.f24+5.58//,l7 ' 3PL S 3 7612 2 or so, Get, -1.7 .00 i 4z5 x .?(o / ,C' /2. . 94Z5'p ,O/aiBCox 5,5c3x.1:'7A4,&7,%s 5,°5%) —, oO24B x 12C X Al79X. 4?I/ a - , g6 —_ '1 ../vt.a.:` r-�-SC/,q v 5-' 20 a fee:, Zit .= 14X2G "L" ac.4 a.- 47, ". / 4.4G /Ai-= 2/44 x a z; /q?/., � =/.07e W z'Sx /c = 2/4.4 x¢259.'/'e R« =52x4 25= 22/ L«LL . C0x 2. C. z. 474 L : 56+? 1, r./o49 5/7 5.57 Ce7 ° a. /OIO - �,. 522 *r_. /Lsa 44 Oct' C,Q4/77 /532. —,li= q//X 5,/7 z 47/ AC S S 2.G2 /r War Ai/Aix X c r0" / .57-7 .i- /331 522 /B 5G by L" G. job no date ;.:. . KPH 15315614CAO aaaL a a CNA, 04 x. oR,vta iv'! ACC.. COBC 1`3 359®aNf 4 /.87 � G t 4 5, ,. 5.0 % SaS I} sine* 5cS i 5,0 :?,/2 22.n 6 ! d 8.5 e e 2./C Y' S.5 G /`Q.O'2 6`A.6 R AT !cam oc. G-- ---,44.,7 —.40 ---.36 .2A 0.14= 2.// 3.08 Ac G,03 G. o :, /O .59.7 5's d = ,®/qea, x c'./ZX ea, S m 25.85 O/ga!ox 4,//x3.57_ 25123x441/x3,5x5,v _//,/00 .O/9BG x 52.4, 22 x E.5%T x/;0.36 .00Z4a c 4L4x22axB,S`� sr - fag. j. /42, .=Ia/•33 _Ex ca5=/UE CEFG RaS MCAD epMLCV.RD CIR6RNIn 21137 CODE 213 95 nen: �k< s /.✓�. /ca.c/ , jab.na date_- /51€ 0 ae = /r.cr, "r 2,79 x 3,5 = 9.77 ''.2e/8 . 2/2.32 A' 4 i 4, lti,/ JL Z&, CAN T = -,7 7 'C -48 ,r0 /,GS XD 5.08, ,83 !fix {? .83x s.p8 = 4,ecAc 27 Ea 34, g + 2°4 c ,C2s 9 / / /,4-o xB.s/ ./7g/ Lks/0,, .C/98CCs>xm.79x3,5� ,o27�X2.79x3,52x5:0726 ;¢a otc'ea. xar./Rx//,.o8.c8.s� =9/.n x,?f'///oB3x 8,57- =-B,GD .-is 25,42 • 8,i7,!z ✓� /.24 L1 �,29"✓ /0 /-3 .65 2,7 7 e.O/ ,lie [. C. l.2f T �e 9 5� ?, T ti/+ 2.73X3,a=8.19�� s.ma s oe Sox Id /72S 2'B3 !, GS .s9 -37 oL cxic y "At, GPre T f� r 4,7o $;a.//®= 4775 -f.®!x5as+"Zo.37 of /2x27 27. 38 /4 Si:"447 scMtaointet,t onH,. CODS z r a as!. 2.2 asp d ft'• C ace =c.6,st ,4e-'e. /.axfat .=® C. 5 .22 x45;°":/4- x y. Tr '°= 9 S0 re-9 w % X /0,5" . 1C f. -1 9pX/L % e Is /474 A's/ So /."2 4 ` ¢. "i5 /c, 4 /a;_ E3.sx950 e99 a,.50 G-a G / t410° s %¢.95 it 2.0 ra /4,ro7 •(rt /2„ al.3Z A-¢ (S/o c/ 95o :~ 2 : 47< r r f oR 04/ &UGTS' ry '---te ff' . vQ +c \a8' af'f= 4D %CJLCVA4A a m.on a.,v- a• 25A'', f'd/./8t2.3%s3.5'4-f3.20 = o.28 ®® l°Cwectrisc,i,S re) 14.47.4.-4 A0,44 , h r� = G, r7 3 ,t (15,= 'Sh'T, 4) 4 «4 i/ r /0. / £'.l, // P = 83 (54e �✓✓/. - f' = 4. 70 Pam.r 7./2°c R 9np uewp SpCLLs YARD .i_w{ cw�s ra Rk. 07 wacw COOL z�a xws e-teal �� .7' ~' rn d -/o. .7¢" Sic =3cO. v = 3 0 /. o s�=c�,o #% 2o,0 / 8/ S AYS S4x.zWz//i„/ PA= 29g* G:5 ' e/5,74 ,-t;a . s. •`i"f?.t! r 7, 55 GeP gSZ-4 C..¢ _:?.4eX5, $/.B7 2.5C- -1 7, = ea < /% -- 57ex) 3.00 )(cal _ !2, ao ,32se19x!®= Co.8O ,3 o.4x/3 = / S,GO COUL£v Cw L,F .0, o-_ce 3,3 2Sr e9P, ,Fj i .0 • s by.. job. no. date__3 - /0 -73 .A -7/2 .6- / E`".' s..-vr - ^1' J'sM ro si �+do fJ6?r' 'c lN? re.OJ.3 i',>',A, • %`= < -Err z 3Y ci241,20Aza. Assoc OArs0 ✓UL a o / Oa- ca 7 • !'As :'7, co" _ c 4.04 To 0 west NviLL - GR. 8t,-. _ .7'x `i s 7/ k </ =575x%=33,75 1/0/Cr6/ fffGL GAte, wit-t, s.C#x6.5-4.10 /Coo sL-- c - rf' a. _ . � rAx 7,5=GI,GO =/!xl/x.0c= 5.3Z K A/0,CM yi.:-LG -Se,t = ,c4 x 0.5 4./� H'Ox Tr/ v✓��cL = So 54-t . = 4" it 7, 5 • 9,a8 ,,asa rv, - = 2,5.0x 7,5 ' 17725 Aoop 5-1..ces-7e/B = .5 75x7,5 c /B.00 .",.. f r .?o x i = .9, Z® Srae . ,voo,r = S%7 '17 0 /o./4 y3j3 F-. ` 3.32 3.„we 7993 Cam) pv sirigid- G.4, Svt a,74x/c/ =/5,o/ st/asr ftV,— /4/s57 f/,/CC.G, - Tina ,YG]® TX/6 "NCO,' 774.5e Ti icc ave®aT _ ,.30x l9 its 5, 70 /OG.I/ ,4 = 27s9 41-e twee Ce ✓� -G ad• +s Xft, .014. _ 4.04 / 'cac, B.t-1, =.'179 < 7S 3.6.8 7 /0 y'- Z - c " % 5 =` 7.7f2.50 ,ht.,/ NoK74' E`H s ,fl x 5. 5 'z 4, 35 /J..'i A1'o%'T/ J-V & = 375x5.5a e') :3 ,,, c)op ex-46 - 7A /.6 s.>2 wG.5x1 'c24,90 :`!,CifrEi s,30x/2 - ; Go a 5%7x,o44 - 1, 54 18.49 /etc - rA/h. ,,t es 4,4-4' 4/T. ,g0e774/ w04L-ce. 444 r.79x55= 4.35 cA5T W--04C- 2.42:14.4 £,457 [NUL L � sr 1/0F'4G -Tic e. /:GLo, SZti- -TK/ , R,00/s SU1/3-7:41/G.e. PAwlgf'a i S'rt. Roo/ (Ski. 7) =175x6/5 -Co. =.79X // z k.0- 3,75x/./ =3.�x3 =/0.8o = ,32 x /2x /3 r 4Zq-''2 �.30x3x/3= //.70 =Sox /6.Se 44'4 . •83 /53. / 2 7 (6l L"w,®E x 5` F 0“,10E x crA)s 6556. (MY} kr/a/ usGt cac S-44. =- ,79 A9= /r /ve57 !-+i;%efG = 3,75 x9 = :3.75 frV 37 7v z- rice, = 3. C x g = jar-o v G 7.52 Sou>si =,3.0//,75 >35.25 Rip' SG,i<S -T,A(;=Sfij3w4o5=•P-'•r8 ROo� S - r ,ce. =.3ox S'J3 s /9,50 P� •34) x 23 = Sego /71,71 112x co-ccwoe-lc ;pQ.cm,otr = /2`7 .� _ .4.57 ¢-Gs x/-. A z 25:52 CsS,70 ..ti.51:' jG=(e'idioE 4 S ..•, it ree62. c tC.04/ twice (tree q _ .4.�.O.4 7/01‘,/S (�,OA/ 7r.) Jo )774 -cre. !WI..=-- S,4 S ' fi/✓.tiL G - j /-7IC.0 c Ao0,c - .:�.4kAGE T rQ = l9/.171J+ s r!7 as.3a, ( a:,,,Qe) • LIG Cif .05Px//75 s 752 ///75' 35. R,ra .71 d // s aGe 3., x 5 . d .t' 6 252, 3 = 50I/ .36 r. ; 6 =14, 50 .30,e '5,5 Te 7 6,11 4.74ya 7. 5 /./3 4 +3GaC ''✓ •G.37`--4 c/ea•l CA7+"v % a/L/r A G.4f' u.._dao-c itgee. eG�.�adl✓!�✓ ,° Wes . /a,�0 .�. 4//2 _ /O,2Bx /,6 =J5.42/;l" ck.9aa a,- , - 7 c -' ✓er. '.F_A.�L, Der/CaJTo - ✓=;e>.:›C GVP, O� 9LL i1wr E.eic.c. ' ,6GG9LG 6 t,c.� AC7 4 /Ca : G.e. ,./'A . ,79 i4/i? L - 4.54"y , i-r4.54^/ o%:M4/4- 40= 24'" :.? • 20.5 ,ss5.5S4 4i/ d 2-#7ree WALL AT ,%1. ENT/2Y / LJ14O2,46,C 3.G x1.2-i-4-xiclOx9.� fixes 'St SAM h 4Glr. ES z 2'4.o G,2AGfi 135,Ahl faJ' z ,52c-(4-007 IS0)B 46rr- 4-5-0 4-, is% ftt X 3o1 a Me4.lz/2YZ - ¢9,2e.+L c[/s 24" Ass /,43°" 5 V= 4 , 10,4K 1G,44Lx 24 - 57 #/,,r, cry ne t,- ler 0 re A.. ‘11 2:t. CZrAMMIS UCIPZ. tintar.4 mzrownsazas MORTall CZOSEMEAZ g a.£,SPO ADEIWA, CAL.it.O.RN r, *f Sr' A'ttA CDDZ 2.3 C 5-a/c Cca < ^cc 6 l'Crr COAC — aa4 t 343 CCM: CIS t 1 .17 /Cdo o • b2GA -5 • 18 --a ret r. Jab. rya._ date „cr.' - 4\ CAP GI P lee cv. ORP (3 ILL 1. 9 0 7 A COPE 213 1S SP®1 %T.^Y\C.- , ,^9'V..JI.✓�✓Y • /�: �S✓'L.. �.G�.�-n, iC j f f ,4c7sa C / '/.,,' 7.7 --4A//4.) -4,c/Ac.'y"."/,.::; A.,0 - �. 'rM} if-. /4/37:9„:.. CcCC 6Pf 1 DGV.x 'C r"./: 472. tr. o 'Cta3x.2G r./4 .Ono x S.K 5- M ,03 . / 7 xf, ,C24. x Ea x .25r , Z3 ,020x 5 x.25 03 3x,o2oxS-. ,25 .o& AT; _ ,024 x Sr7x , 25 . 28 x , 020 x S x ,25 = .03 02o x 6 x4ar.2$r. ,!o ¢/ ,',- Alt = ,o2 .!3o.5x ,2S •/8 Gey =,c24 k 20x .2S = -/2 C er/.e 'o C �✓C t <, U� i; shad e r /t7 - .75 / 8 ES � .4.565 Kit N- 5 4)-;_ = s✓ del = C. to 1 36 c o, / 8 a— /vi r 34Z /fl x 0. 07 7 E-GJ ,8r',i _ /.2�//ao,5 = 0.01 x Az s ivcazrs�EflS oa snas xnuLc c. .,ua yV4v3 i Coos 213 3s,-eaa, O. A. C 4072r11cr!^.f�C3 goor oEGK Lo OS IAC L c N/A ASSUME AT C7 /2"02 A•Mx t,- 11,3 z —S," zes. ' /77*2 T/E a 177x6.8 Is /5Gp W,4Lt. N� = l3.¢l - 13.4116 3 353 it 7iE r 353 $.t2._c = 7.95� jobs nG date_-. 24 INSUL. COu G, ftLL 2c. 6„4 YE/'. A!c INTaCkla iciL.0; Tld 0 2 - 7, k �. !N GOAQClZETE 2-7572 /.7o rE a'K:n aecx 422201-CV H A C a 2 2 B N I L 9 1a 0 7 A.% A CCaE 213 S5.•8881 1-1O4+G HOSP/ 7- SLoEC ENE,zc AOD'11,� &C77'0) INSPECTION AND TESTING OF COMPACTED FILL, AND INSPECTION OF FOUNDATION EXCAVATIONS SOUTH ENTRANCE ADDITION (1250 - 40 SOUTH OUTPATIENT ENTRANCE) 301 NEWPORT BOULEVARD NEWPORT BEACH, CALIFORNIA FOR HOAG MEMORIAL HOSPITAL PRESBYTERIAN (LCA B-87170) BUILDING DEPARTMENT JUN 081989 CITY OF NEWPORT BEACH CALIFORNIA nicel Consul Cen:eal Avenue, Glendak, Calif Gkndale • Anaha June 5, 1989 Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box Y Newport Beach, California 92658-8912 Attention: Mr. F.W. Evans, III Gentlemen: ithen' Phone (818) 243,4140, Fax (818) 246-4308 Marina del Rey San Diego Final keport- Inspection and Testing of Compacted Fi11, ;and Inspection of. Foundation Excavations South Entrance Addition (1250 - 40 South Outra.ient Entrance) 301 Newport Boulevard Newport Beach, California for Hoag Memorial Hospital Presbyterian ;COPE OSA HL-860021-30 (LCA 6-87190) This report provides a formal record of our observation and testing of the compacted fill Teed to grade the site for the South Entrance Addition; confirmation of our observation and approval of the excavations for the foundations is included. The location of the site -is shown the relation to the adjacent hospital on the attached Plot Plan. The observation work was eerformed during the period of August, 1987 and February, 1989. We previously performed a foundation investi- gation of the site, and submitted our recommendations in a report dated September 5, 1979 (LCA A-79239). 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 locali- ties. No other warranty, expressed or implied, is made as to the 0 page 2 professional opinions included in this report. The scope of our ser- vices did not include either the responsibility for job safety or the function of surveying. Both the grading work and the foundation excav- ation work were done to the limits and at the locations indicated by stakes. and hubs set by others. OBSERVATION AND TESTING OF COMPACTED FILL The earthwork for the project consisted of the placement of compacted fill to grade the site for the subject building and provide support for the building foundations and floor slab, as well as subgrade support for adjacent walks and slabs and for parking lot paving. The grading work included the placement of compacted soils as backfill in stairwell areas, in rampways, and in trenches for plumbing, water, storm drain, sewer, and electrical line installations. The stairwell and rampway backfills varied in depth from one foot to five feet below finished subgrade. The trenches varied in depth from one foot to eight feet below finished subgrade. Also, base course was placed and compact- ed in paving areas. The specifications required that the fill and backfill be compacted to at least 90% of the maximum density obtaL;able by the ASTM Designation D1557-70 (equivalent to UBC 70-1) method of compaction. The base course was to be compacted to at least 957 of the maximum density. The soils used for the required filling and backfilling con- sisted of on -site silty sand, and imported silty sand a,. i Class 2 base. Compaction tests were performed on representative samples of the soils, 87190' to establish the maximum dry densities. The tests performed in accordance with the specified method of compaction, which utilizes a 1/30-cubic-foot mold in which each of five layers of volt is compacted by 25 blows of a ten -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 and backfill. After the site was stripped and clearee, and any existing fill removed, the upper natural soils were excavated to a depth of two feet below the existing grade within the building area and for a lateral distance of five feet beyond in plan. During the excavating, any under- ground obstructions encountered were removed. Following the required excavation, the resultant exposed natural soils were scarified to a depth of six inches, brought to approximately optimum moisture content, and rolled with heavy compaction equipment. The required fill materials were then placed in thin loose lifts not exceeding eight inches in thickness, brought to approximately optimum moisture content, and compacted. A loader, skip -loader, blade, water truck, and a dual steel drum vibratory roller were used to compact the fill. Moisture was added by spraying with a water truck and a water hose. Areas to receive backfill were first cleared of any construction debris and loose soils, and the required backfill soils then placed in thin, loose lifts, brought to approximately optimum moisture content, and mechanically compacted with a backhoe with a hoe -tamp, a hydra -hammer, and a hand - guided compactor. To establish the degree of compaction achieved, ASTM 7190 Page -G D1556 (equivalent to U3C 70-2) sand -cone field density tents were made as the filling and backfilling progressed. During the site grading, the average dept1. of till was two feet and the maximum depth of fill was three feet . 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 denuity tests are presented in the attached Table of Test Results; the approximate loca- tions of the tests are shown on the Plot Plan. An interim report on the compacted fill placed to grade the building area and provide foundation and floor slab support was issued on August 27, 1987. OBSERVATION OF FOUNDATION EXCAVATIONS After completion of the building area filling, excavations were made for conventional spread footings to support the proposed building. Our field technician observed and probed the footing excavations, to verify that the soils were properly compacted fills or undisturbed natural materials capable of supporting at least the design pressure. The excavations were cleaned of any loose soils prior to final approval. After observation indicated satisfactory conditions, written notice of our approval was left at the job site for the information of responsible parties. Based on the results of our observation, the soil conditions for the footing excavations were satisfactory. As indicated in our founda- tion investigation report, spread footings established in firm undis- turbed natural soils or in properly compacted fill could be designed to Page impose a net dead plus live load pressure of 1500 pounds per square foot. A one—third increase in the bearing value couldbe used for wind or seismic loads. Exterior footings were to extend at least three feet below the adjacent final. grade. Interior footings could be established at a depth of two feet below the adjacent floor level. OBSERVATION OF ASPHALTIC PAVING As requested, our field representative tested the asphaltic paving placed in the new parking area. The observation work consisted of taking nuclear gauge in —place density tests to establish the degree of compaction achieved. The asphaltic paving was to be compacted to at least 95% of the maximum density. The data derived from the performance of the nuclear in —place density tests are included in the Table of Test Results; the approximate locations of the tests are shown on the Plot Plan. The asphaltic concrete, cousisting of one—half inch aggregate using AR8000 asphalt cement, was compacted to at least 95% of the maximum density. At the time of delivery, the temperature of the asphalt ranged from 270°to 295° Fahrenheit. A value of 146 pounds per cubic foot was utilized for the rwximum densi CONCLUSIONS This final report is limited to the earthwork performed through February 7, 1989, the date of our last observation and/or testing of the soils related work for the project. 7I90 I'xge 6 At the locations and elevations tested by un, the fill, back — fill, base course and asphaltic concrete were compacted to at least the specified degree of compaction. Also, the foundation excavations were made in accordance with the project plans. In providing professional geotechnical observations and testing service:: associated with the development of the project, we have employed accepted engineering and testing procedures and have made every reasonable effort to ascertain that the soil related work was carried out in general compliance with the project plans and specifications, our recommendations, 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 subequertl,�: discovered defects in his work. RO0ESS/ij � ,Q� Fes` ce No.586 g5 by co Dp / _ - DA1/DA/da dtle Attachments 3) (2 copies submitted) LeROY CRANDALL AND ASSOCIATES Janes M. McWee Director of Inspe tion Services %Senior Vice President cc: (2) Office of the State Architect (w/ Verified Report No. 2) Structural Safety Section Attn: Mr. John P. McCourt Principal Structural Engineer (2) Taylor and Associates, Architects (1) J. Ray Construction (1) OSHPD Resident Inspector Attn: Mr. Rudy Hack (1) City of Newport Beach Attn: Mr. Rick Higley (I) LC&A Orange County Office TAB L E OF T E S! R E$ xa MOISTURE MAXIMUM CONTENT DRY DRY TEST ELEVATION (% OF DENSITY DENSITY PERCENT RETEST DATE OF NO. (FEET) DRY WT.) (LBS./CU. FT.) (IBC./CU. FT ) COMPACTION N0. TESTING 1T 75 10.0 113 123 92 8/17/87 2T 73 11.2 113 123 92 8/17/87 3T 76 10.3 114 123 93 8/17/87 4 731/2 10.8 116 123 94 8/18/87 5 76 11.8 114 123 93 8/18/87. 6 751/2 12.1 119 123 97 8/18/87 7 77 9.9 120 123 98 8/21/87 8 77 10.1 114 123 98 8/21/87 9 78 5.9 119 125 95 8/24/87 10 78 11.5 121 125 97 8/24/87 11 78 8.0 116 125 93 8/24/87 12 78 8.3 114 125 91 8/24/87 13 774 3.2 113 123 92 9/18/87 14 744 8.3 111 123 90 2/22/88 15 751/2 9.6 119 123 97 2/22/88 16 77 9.3 116 123 94 2/22/88 17 701 11.7 113 123 92 5/20/88 18 721/2 12.5 112 123 91 5/20/88 19 734 11.1 114 123 93 5/P0/68 20 74 10.9 117 123 95 6/03/88 tr,o. 21 73 11.1 116 123 94 6/03/88 22 73 11.7 117 123 95 6/03/88 23 70_. L0.9 115 123 93 6/09/88 24 72 11.4 113 123 92 6/09/88 25 69 10.0 114 123 93 6/10/88 26T 704 10.1 116 123 94 6/11/88 27T 73 10.6 113 123 92 6/11/88 3 28 77 10.9 115 123 93 6/14/88 0- 29 774 10.5 112 123 91 6/14/88 30 721/2 11.2 115 123 93 6/14/88 31 73 11.9 116 123 94 6/14/88 32BN 77 3.9 136 139 98@ 6/15/88 33BN 741/2 5.5 133 139 95@ 6/15/88 34BN 75 5.7 137 139 99@ 6/15/88 35814 74k 6.3 134 139 96@ 6/15/88 MOISTURE MAXIMUM CONTENT DRY DRY ZEST "'ELEVATION (2 OF DENSITY DENSITY PERC,7 RETEST .DATE OF FEET) DRY WT.) (LBS./CU. FT.) (LBS./CD. FT.) COMPACTION NO. TESTING 34El 7 5.5 133 139 960. 6/15/88 5.0 135 139 970 6/15/88 38N 771 AC 142 146 97% 6/16/88 75 AC 142 146 97% 6/16/88 40N 72 AC 134 146 920* 43 6/16/88 4I, 75 AC 139 146 95B 6/16/88 42N 731 AC 141 146 970 6/16 88 43N 72 AC 141 146 970 6/16/88 44 74 11.8 115 123 93 7/19/88 45' 75 13.3 117 123 95 7/19/88 46 '. 741 10.6 118 123 96 7/25/88 478'. 75 3.6 135 139 970 7/27/88 488 661 9.2 136 139 980 7/27/88 9N:. 754 AC 140 146 9611 7/28/88 50N 76 AC 140 146 96e 7/28/88 51N 761 AC 140 146 960 7/28/88 'S2F 76 AC 140 146 96B 7/28/88 53N 76 AC 140 146 960 7/28/88 ,.54N 67 AC 138 146 950 7/28/88 i..'45 73 8.0 128 139 92 8114/88 56. 76 12.8 114 123 93 8/14/88 C137 74 13.1 117 123 95 8/13/88 588N 741 4.7 132 139 950 8/15/88 59N 75 AC 139 146 950- 8/15/88 NOTES: Elevations refer to job datum. T Indicates trench backfill test. • Indicates area reworked and retested. O Indicates 95% compaction required. • Indicates test taken with nuclear gauge. 3 Indicates base course test. AC indicates asphaltic paving test. MAXIMUM OPTIMUM DENSITY* MOISTURE SOIL TYPE SOURCE (LB$,./CU..FT_) (% OF DRY WT,) Silty Sand On -Site 123 11.5% Silty Sand Import 125 9,0% Class 2 Aggregate Base, 3/4-inch Import 139 6.5% NOTE: *Test Method: ASTM Designation D1557-70 (equivalent to UEC 70-1) EXIS1 ING HOSPITAL -Tr: /PCIt ' 4 't.': 1—EXISTING SEWER / SS SS cr-r, 71 el __( i 2... I , ,A f e I SbUTH 13 1 I 1 i ENTRANCE / I / A I I .6 i 10 • I -,,2 -II \ '' 7, 1 1 ADDITION -- 1 ; •7 1 z r. 13 \ V \ ' / , A t: I FIELD DENS / EF.E.79.v....1 A ITY i / 1 TEST NUMBER I 5e ' \ E' . REMOVED EXISTING SEWER L_r—Thr---,j— —.1 r . i / \ .29 / it-/.11./LISI-H- APPROX . LIMITS OF GRADING \ —PLANTER DRAIN EXISTING PARKING STRUCTURE REFERENCE DWGS. A1.0 - SOUTH ENTRANCE -SITE PLAN PLUMBING FLOOR PLAN DATED -- 12 -01-86 BYH TAYLOR & ASSOCIATES ARCHITECTS N 0 T E THE FIELD DENSITY TEST LOCATIONS, AS GRAPHICALLY SHOWN ON THIS PLOT PLAN, ARE APPROXIMATE ONLY,AND DO NOT REPRESENT PRECISE LOCATIONS. PLOT PLAN SOUTH ENTRANCE ADDITION SCALE i = 30 (APPROX) ADDRESS' 301 NEWPORT BLVD. NEWPORT BEACH , CA. LeRCY CRANDALL AND ASSOCIATES ASSOCIATES geotachn ca ccvmaul(ants m p.o box 25068 0 800 0ipne r trad facsimile (818) 246-4308 September 28, 1988 Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box Y Newport Beach, California 92658-8912 tention: Mr. F. W. Evins, III, AIR Vice President Facilities Design & Construction Gentlemen: olition 301 Newport Boulevard Newport Beach. ornia phone. (818) 243-4 (Our Job No. C-880211) This letter will confirm our discussions with Mr- Neal Rinella of Taylor & Associates, Architects, regarding the proposed incinerator demolition and grading at the subject site. We are familiar with the general soil conditions beneath the site, having previously performed a foundation investigation for the existing parking structure (our Job No. A-71235). We also investigated the soil conditions beneath the adjacent Cancer Center and proposed parking structure (our Job Nos. AE-87147 and A-88260-A). The professional opinions presented in this letter have been developed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers prac- ticing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this letter. The area of the proposed incinerator demolition is located adjacent to the hospital complex, north of the existing parking struc- ture. According to construction drawings prepared by Taylor & Associ- ates, it is proposed to demolish the walls and concrete slab of the incinerator building. Following the demolition, compacted fill will be placed to restore a uniform grade. The proposed fill slope will be constructed no steeper than 2:7. (horizontal to vertical). A new re- taining wall will be required where the incinerator structure adjoins the existing hospital complex. 8 e 2 Following demolition of the existing structure, and prior to )rlacing compacted fill, all existing vegetation should he stripped and cleared from the site. Also, all existing fill soils and any upper soft natural soils should be excavated. Where .fill is to be placed on slopes steeper than 5:1 (horizontal to vertical), the underlying; firm soils should be excavated to construct horizontal benches and Uil allow proper keying of the compacted fill into the underlying firm soils. After excavating as recommended, the exposed soila should be scarified, brought to about optimum moisture content, and rolled with heavy compaction equipment. The exposed soils should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-7u method of compaction. All required fill should be placed in loose horizontal lifts not more than eight inches in thickness and compacted to at least 90%. The moisture content of the soils at the time of compaction should be brought to within 2% of optimum moisture content. The compacted fill slope may be constructed no steeper than 2:1 (horizontal to vertical). To minimize future erosion or sloughing, the outer face of fill embankments must be firmly compacted. One method of accomplishing this would be to overfill the slope and to trim the slope to final grade after completion. Alternatively, the fill slope should he slope rolled with a sheepsfoot roller, done at the completion of every two feet of fill. All slopes should be planted with a proper ground cover as soon as possible. An adequate sprinkler system should be installed and all drainage devices completed to avoid slope damage due to erosion. The excavation of existing fill and upper natural soils, and the compaction of all required fill should be observed and tested by our firm. Any imported fill material should be approved prior to importing. New retaining walls may be supported on spread footings estab- lished in the undisturbed natural soils or properly compacted fill. The spread footings may be designed to impose a net dead plus live load pressure of 2,000 pounds per square foot. The spread footings should extend at least two feet below the lowest adjacent grade. A one-third. increase may be used for wind or seismic 10-ds Representatives from our firm should observe all foundation excavations to verify the presence of firm soils capable of supporting the anticipated loads. For design of new retaining walls which will be restrained at the top and bottom, we recommend the use of trapezoidal distribution of earth pressure. The recommended pressure distribution for the case where the grade is level or sloping down behind the well, is illustrated V, is L, Page 3 below with the maximum pressure equal to 22H in pounds per square foot, where H. is the height of the wall in feet. 1 i H. HEIGHT OF WALL (FT.) • 0,2H 06H 0 2H �22 H_40.1 4E.S FP Where the necessary space is available, temporary unsurcharged excavations may be cut at a slope of 3/4:1 (horizontal to vertical) in lieu of shoring. All applicable requirements of the California Con- struction and General Industry Safety Orders, the Occupational Safety and Health Act of 1970, and the Construction Safety Act should be met. Where sloped embankments are used, the tops of slopes should be bar- ricaded to prevent vehicles or storage loads within five feet of the tops of the slopes. The soils exposed in the cut slopes should be inspected during excavation by our personnel so that modifications of the slopes can made if variations in the soil conditions occur. Addi- tional measures. including shoring, may be required if any movements are noted. If you should have any questions or require any additional information. please contact this office. M k0 471 Sp VS i ,; r f of.. gQt ESS nySkiALIN ea. Na.5 �. bo. 43/ (g/ wite W15/dw (4 copies submitted) cc: (4) Taylor & Associates, Inc. (1) W. R. Haines Attn: Mr. Bob Steffens (1) Taylor & Gaines Attn: Mr. William Tay Yours very truly, LeROY CRANDALL AND ASSOCIATES ?4ark'M. Kir»ard, Ph.D. Senior Engi er Marshall Lew, Ph.D. Principal Engineer/Vice President INSPECTION AND TESTING OF COMPACTED BACVF9.L, AND INSPECTION OF FOUNDATION EXCAVATION PROPOSED SOUTH ENTRANCE VEHICLE BRIDGE 301 NEWPORT BOULEVARD NEWPORT BEACH, CALIFORNIA FOR HOAG MEMORLAI. HOSPITAL (CUR JOB NO. B-87122) BUILDING DEPARTMENT APR 0 8 1968 CITY OF NEWPORT BEACH CALIFORNIA Hoag 'r'e=^,rin1 Hvapitsl 301 NawpCtt Boulevard Newport Beach, California 92663 Attention: Mr. F. W. Evins, III, Vice President Facilities Design & Construction Gentlemen Final Report - Inspection and Testing of Compacted Backfill, Inspection of Foundation Excavations Proposed South Entrance Vehicle Bridge 301 Newport Boulevard Newport Beach, California for Hoag Memorial Hospital SCOPE This report provides a formal record of our inspection and testing of the compacted backfill placed at the site for the proposed south entrance vehicle bridge; confirmation of our inspection and approval of the excavations for the foundations is included. The location of the project is shown, with relation to adjacent structures, on the attached Plot Plan. The inspection work was performed during the period of June 3, through November 24, 1987. We previously performed a foundation investigation of the parking structure adjacent to the bri.dge, and submitted our recommendations in a report dated November 23, Numerous supplementary letters were sub- mitted. 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 local- ities. No other warranty, expressed or implied, is made as to the 71T.2 p8$e 2 professional. opinions included in this report. The scope of our inspec- on services did not include the responsibility for job safety. Also, since surveying is not within the scope of services, the soils related work was done to the limits indicated by stakes and hubs set by others. INSPECTION AND TESTING OF COMPACTED HACKFILL The earthwork for the project consisted of the placement of compacted backfili to achieve the required ground surface elevation for the proposed south entrance vehicle bridge. The earthwork included the placement of compacted soils as a sloped backfill to a depth of approxi- mately 4 feet over the grade beam. The specifications required that the backfill be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-70 method of compaction. The soils used for the required backfilling consisted of on -site silty sand, and imported sand cement slurry. Compaction tests were performed on representative samples of the soils, to establish the maximum dry densities. The tests were performed in accordance with the specified method of compaction, which utilizes a 1/30-cubic-foot mold in which each of five layers of soil is compacted by 25 blows of a ten - pound hammer falling IS inches. The results of the compaction tests were used in establishing the degree of compaction achieved during the placing of the backfill. Areas to receive backfill were first cleared of any construction debris and loose sobs, and the required backfill soils then placed in loose lifts not exceeding eight inches in thickness, brought to approxi- mately optimum moisture content, and mechanically compacted with a manually guided impact competitor. To establish the degree of compaction achieved, ASTM D1556 sand -cone field density teats were made as the backfilling progressed. We have been informed that sand cement slurry. backfill was placed directly adjacent to the north abutment of the existing bridge. The results of the field density testa are presented in the following Table of Test Results; the approximate locations of the tests are shown on the Plot Plan. TABLE OF TEST RESULTS MAXIMUM MOLSTL'RE DRY DRY TEST ELEVATION CONTENT DENSITY DENSITY PERCENT 'TEST NO. (FEET) (Z OF DRY WT.) (LBS./CU. FT.) (LBS./CI FT.) COMPACTION DATE 1 71} 11.5 111 123 90 6/25/87 2 72} 11.1 114 123 93 6/26/87 3 731 10.5 115 123 93 6/29/87 NOTE: Elevations refer to job datum. SOIL TYPE COMPACTION TEST DATA MAXIMUM OPTIMUM DRY MOISTURE DENSITY CONTENT SOURCE (LBS./CU. FT.) (% OF DRY WT.) Silty Sand Ott -site 123 11.5 NOTE: * Test Method ASTM Designation D1557-70 (Equivalent to UBC-70-1) INSPECTION OF FOUNDATION EXCAVATIONS Excavat s were made for foundations to support the proposed south entrance .ehicle bridge. Our field representative inspected and probed the footing and belled caisson excavations, to verify that the soils were properly compacted fills or undisturbed natural materials 7 Page 4 capable of supporting at least the designpressure, .The excavations were cleaned of any loose soils prior to final approval. After inspec- tion indicated satisfactory conditions, written notice of our approval was left at the job site for the information of responsihle parties. Based on the results of our inspection, the soil conditions for the footing excavations were satisfactory. As indicated in our founda- tion investigation report, spread footings established in properly com- pacted fill or in undisturbed natural soils could be designed to impose a net dead plus live load pressure of 2,000 pounds per square foot. A one-third increase in the bearing value could be used for wind or seis- mic loads. Data obtained during the installation of caissons is listed in the following Table of Test Results. Locations are shown on the attached Plot Plan. TABLE OF CAI S S O N DATA ACTUAL DESIGN ACTUAL SHAFT SASE BASE BELL DIAMETER CAISSON DIAMETER ELEVATION ELEVATION (FEET -INCHES) NUMBER (INCHES) (FEET) (FEET) DESIGN ACTUAL 1 44 59.4 56.9 8-0 8-6 2 42 59.4 58.4 8-0 8-7 NOTE: Elevations refer to job datum. CONCLUSIONS This final report is limited to the earthwork performed through November 24, 1987, the date of our last inspection and/or testing of the soils related work for the project. At the locations and elevations tested by us, the backfil.l was compacted to at least the specified degree of compaction. Also, the foundation excavations ;(ere made in accordance with the project plans. .Ian providing professional geotechnical observations and testing services associated with the development of the project, we have employed accepted engineering and testing procedures andhave made every reason— able effort to ascertain that the soil related work observed by us was carried out in general compliance with the project plans and specifica— tions, our recommendations, and the City of Newport Beach Municipal Code, and is suitable for the intended use. Although our inspection 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 suhsc-uently discovered defects iu his work. Yours very truly, LeROY CRANDALL AND ASSOCIATES Wes . J6hnson Ass i ant Director Inspection Services James L. MCWee Director of Insp ion Services Senior Vice President BA2 i/GHfbs Attachments (1) (6 copies submitted) (2) City of Newport Beach Department of Building S Safety Attn: Mr. Richard T. Higley Grading Engineer CAISSON LOCATION NEW SOUTH ENTRANCE ADDITION F.F.E.: 79, i6 GROUND SURFACE EL. = 74.4 FIELD DENSITY iirrTEST NUMBER AND LOCATION 3 NOTE THE FIELD DENSITY TEST AND CAISSON LOCATIONS, AS GRAPHICALLY SHOWN ON THIS PLOT PLAN, ARE APPROXIMATE ONLY AND DO NOT REPRESENT PRECISE LOCATIONS. REFERENCE DWGS. C- 1 GRADING PLAN DATED 5/18/87 5- I BRINE PLANS DATED 5/19/87 BY TAYLOR a ASSOCIATES ADDRESS 301 NEWPOR.T BLVD, NEWPORT BEACH, CALIFORNIA PLOT PLAN HOAG MEMORIAL HOSPITAL SOUTH ENTRANCE VEHICLE BRIDGE SCALE I,. _ 3.01 (APPRO4.) LeROY CRANDALL AND ASSOCIATES REPORT OF FOUNDATION INVESTIGATION PROPOSED_PARKING-STRUC-'fURE__._ 301 NEWPORT BOULEVARD >NEWPORT-DEALN:;_..CAL tFORNtA--- FOR THE HOAG MEMORIAL HOSPITAL (OUR JOB NO. A-71235) RA 'DALL ifiC'I_VTES November 23, 1971 Harnlsh, Morgan and Causey, Architects, A.I,A. 500 East "E" Street Ontario, California 91791 (Our Job No. A-71235) Gentlemen Our "Report of Foundation Investigation, Proposed Parking Structure, 30.1 Newport Boulevard, Newpor: Beach, California, for the Hoag Memorial Hospital" is herewith submitted. The scope of the investigation was planned in collaboration with your firm and with Taylor & Gaines, Structural Engineers. We were advised of the structural features of the proposed parking structure by Taylor S Gaines, and the results of our investigation and preliminary foundation recc..�,.endations were discussed with them. Existing fill soils, one to ten feet in thickness, were encountered in five of the nine exploration borings. The underlying natural soils are moderately firm to a depth of roughly four feet, below which depth the soils are fire. To provide support for the proposed parking structure, we recom- rrnd that foundations extend into the firm natural soils. The planned exca- vation will extend into or close to the firm natural soils over most of the building area, permitting the use of relatively shallow spread footings. Deeper footings or drilled -and -belled caissons will be required to reach the firm soils in the southwesterly corner of the structure. Recommendations for foundation and basement wall design, for excavat- 'sng, and for floor slab support are presented in the report. JK-PM/pa (7 copies submitted) cc: (1) Taylor & Gaines L. LeR.'JV CRAVn*LL C. E. FAEC3t-r4k A RARNES L£_P LZ: H%P.>n icELL1' V Respectfully submitted, LeROY CRANDALL AND ASSOCIATES byw__...' l LeRoy Crandai P E SE YOUR S CH U. C E ROBc RT CHIERUZZt C E A r ALJIA,I C E JAMES L. VAN 2FVE PFN C REPORT OF FOUNDATION INVESTIGATION PROPOSED PARKING STRUCTURE 301 NEWPORT BOULEVARD NEWPORT BEACH, CALIFORNIA FOR THE HOAG MEMORIAL HOSPITAL SCOPE This report presents the results of a foundation investigation of the site of the subject parking structure. The locations of the proposed parking structure and our exploration borings are shown on Plate 1, Plot Plan. We previously investigated the nearby nursing wing and power plant sites and presented the results in our report dated August 15, 1969 (our Job No. A-69080). The investigation was authorized to determine the characteristics of the soils beneath the site and to provide recommendations for foundation and basement wall design, for excavating, and for floor slab support. The results of the field explorations and laboratory tests, which together with the previous data form the basis of our recommendations, are presented in the attached Appendix. This report has been prepared for the Hoag Memorial Hospital to be used in design of the proposed structure. The report is not intended as a bidding document, and any contractor reviewing this report must draw his own conclusions regarding required construction procedures. STRUCTURAL CONSIDERATIONS The proposed parking structure, which is shown in plan on Plate 1, will consist of five levels and will be of reinforced concrete construction. Column loads will range from 180 to 470 kips; wall loads will be on the order of 14 kips per lineal foot. The lower parking level floor will be established at Elevation ).:— Based on the existing topography, excavation ranging up to about 35 feet deep will be required within the building area. Compacted fill, ranging up to about ten feet in thickness, will be required in the southwest corner of the structure. Earth amps on both the east and west sides of the structure will provide access to various parking levels. There will be retaining walls associated with these ramps. SITE CONDITIONS The central portion of the site is relatively flat, and is paved and used for parking. The grade slopes downward to the east and west from the parking area. There is an existi7g sewer line along the west side of the proposed building and other underground utility lines within the building a rre. We understand that these eAi sting lines will be removed. SOIL CONDITIONS Existing fill soils, one to ten feet in thickness, were encountered in five of the nine exploration borings. The fill consists of silty sand, sand, and clay, and was found to be moderately firm to Firm at the boring locations. However, to our knowledge the fill is not certified. We previously inspected and tested the placing of fill to the west r;Y the parking structure site in connection with the proposed power plant and construction road, as covered in our report dated April 29, 1971 (our Job No. B-70031). The fill was tested to the approximate limits and elevations shown on Plate 1. The natural soils beneath the site consist of silty sand, clayey sand, silt, clay, and sand. The upper natural soils are moderately firm. Below a depth of four feet below the natural surface, the soils are firm to very firm. A strong nethane gas odor was noted in two of the borings below a depth of 50 feet. Water was encountered in six of the borings at depths of 19 to 70 feet below the existing grade, corresponding to Elevation 3 to i7. RECOMMENDATIONS FOJNDATIDNS General The existing fill was found to be moderately firm to firm at the boring locations, but to our knowledge the fill is not certified. The under- lying natural soils are moderately firm; below a depth of roughly four feet belay the natural surface, the soils are firm. To provide support for the proposed parking structure, we recond that foundations be established in the underlying firm natural soils. Within most of the building area, the excavation will extend into or close to the fire: natural soils, permitting the use of relatively shallow spread footings. In the southwesterly corner of the building, spread footings in deep excavations or drilled -and -belled caissons will be required to reach the firm soils. Bearing Value Conventional spread footings or drilled -and -belled caissons carried at least one foot into the fine natural soils (but not less than four feet below the existing natural grade) may be designed to impose a dead plus live load pressure of 6,000 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. Exterior footings should extend at least four feet below the adjacent final grade; interior footings should extend to a depth of at least two feet belay the adjacent floor level. The required penetration into firm natural soils will govern the foundation depths in the southwesterly portion of the site. Foundations should be deep- ened as necessary to extend at least one foot into firm undisturbed natural soils. Caissons should extend to the depth necessary for proper construction of the bells. Retaining wail footings, which are independent of the parking struc- ture, carried at least one foot into the undisturbed natural soils or estab- lished in properly compacted fill may be designed to impose a maximum over- turning pressure of 22,000 pounds per square foot at a depth of two feet below the latest adjacent grade. '• -%✓ �� J2 ; =- ✓ f=/" ``-t Settlement The maximum ultimate settlement of the proposed parking structure, supported as recommended, will be less than three -fourths inch. Differential settlement between adjacent columns will be less than one-fourth inch. Lateral Loads Lateral loads may be resisted by soil fri floor slab, by the passive resistance of the soil belled caissons; A coefficient of friction of 0. ings and the floor slab and the supporting soils. ction on footings and the s, and by the drilled-and- 5 may beused between foot - The passive resistance of the undisturbed natural soils or properly compacted backfill against spread footings may be assumed to be equal to the pressure developed by a fluid with a density of 300 pounds per cubic foot. A one-third increase in the passive value may be used for wind or se s-,ic loads. For determining the lateral capacity of belled caissons, any accept- able pole formula may an allowable lateral bearing value of 500 pounds Der square foot per foot of depth, up to a maxi^,um of 6,000 pounds per square foot may be used for the natural be used. When using the pole formula, soils or properly compacted fill. A one-third increase may be used for wind or seismic loads. The frictional resistance, passive resistance of the soils, and the resistance of the caissons may be combined without reduction in determining the total lateral resistance. beams or an equivalent floor slab be used We suggest that foundation tie - to inter -connect caissons. Foundation Construction The foundation excavations should be inspected by our firm to verify the presence of firm undisturbed natural soils at be especially critical in the southwesterly design elevations; this will portion of the site. Foundations should be deepened if necessary', below design elevations, to reach firm natural soils. Caisson excavations as well as footing excavations should be hand - cleaned; the use of at least 24-inch-diameter caisson shafts is recommended to allow personnel to enter the caisson excavations. Temporary casing of the caisson shafts and shoring of the larger bells must be provided for the safety of personnel in cleaning and inspecting the caisson excavations. Since there may be gases present in the soils, an adequate supply of fresh air must be provided for the safety of personae/ working within the caisson exca- -vations. Footing excavations deeper than five feet should not be expected to stand vertically with safety; deeper footing excavations should be sloped back at 3/4:1 (horizontal to vertical) or shored. It will be necessary to form footings extending into the sand. The bottoms of footings extending into clean sand deposits should be wet down prior to placing concrete. How- ever, footing and utility trench backfill should be mechanically compacted; flooding should not be permitted. EXCAVATION AND SLOPES Excavation ranging up to approximately 35 feet deep will be required for the proposed parking structure. No exceptional difficulties due -to the soil conditions are anticipated in excavating at the site; conventional earth - moving equipment may be used. Where sufficient space is available, temporary embankments may be sloped back without shoring. Because of the existing fill and sand deposits, we recommend that temporary unsurcharged embankments be sloped at 1:1. Where sloped embankments are used, the tops of the slopes should be barricaded to 7 A prevent heavy vehicles and heavy storage loads within ten feet of the tops of the slopes. If temporary construction embankments are to be maintained during the rainy season, berms should be constructed along the tops of the slopes to prevent runoff water from eroding the slope faces. The embankments should be inspected during excavation by personnel of our Firm so that the slopes may be codified if conditions differ from those revealed by the borings. WALLS BELOW GRADE We recommend that building walls below grade be designed to resist a trapezoidal distribution of lateral earth pressure. The recommended lateral earth pressure distribution, for the case where the surface of the retained earth is level, is illustrated in the following sketch, with the maximum pressure equal to 22H in pounds per square foot, where H is the height of the basement wall in feet below grade. H. HEIGHT OP WALL W PEET 0.2 H 0.6 H 0.2H 22H P6 F Where the retained earth slopes upward at 2:1 (horizontal to vertical), the maximum pressure would be equal to 3211 pounds per square foot. If the backfill is compacted as recommended and normal provisions are taken to minimize infiltration of surface water into the backfill, walls below grade need not be designed to resist hydrostatic pressures due to water. However, we suggest that building walls below grade be waterproofed or at least dampproofed. For design of cantilevered retaining wails, independent of the park- ing structure, it may be ass:sred that properly drained backfill soils will exert an active lateral pressure equal to that developed by a fluid with a density of 30 pounds per cubic foot. This earth pressure is for the case ;here the surface of the retained earth or backfill is level. Retaining wails should contain weep holes to perrit drainage of the backfill. Required backfill should be rechanically compacted in layers not more than eight inches in thickness to at least 90% of the maximum density obtainable by the ASTM Gesicnation 01557-70 method of compaction. Flooding of the backfill should not be .permitted. FLOOR SLAB SUPPORT The planned excavation will extend into firm natural materials in most of the building area. However, existing fill will remain to the west and in the southwesterly portion of the building area. Also, new compacted fill will he required in the southwesterly corner of the building. As mentioned previously, rethane gas was noted in two of the borings below a depth of 50 feet. Although this depth is below the planned lower ievelof the parking structure, gases may seep up to the floor leve We recommend that measurements be taken during the construction of the struc- ure to evaluate the significance of any gas seepage, and measures taken to properly vent the completed structure_Jf_jeeded__._. To provide uniformly good support for the floor slab and adjacent walks and slabs, any existing uncompacted fill and any disturbed natural materials extending below the planned grade should be excavated, and all required fi11 should be properly compacted. (Existing compacted fi11 soils occur to the west of the building area; the approximate limits of the com- pacted fill are indicated on Plate 1. Over -excavation of the compacted fill will not be required.) After excavating as recommended, the exposed soils should be carefully inspected to verify the removal of all ursuitable deposits. Any soils dis- turbed or over -excavated should be proper',y compacted to 90%. Required fi11 should be placed in loose lifts not more than eight inches in thickness and compacted to at least 90% of the maximum density obtainable by the ASTM Desig- nation D1557-70 method of compaction. The on -site soils may be used in required fills except for any debris or organic matter within existing fill and except for the clay. Due to their expansive characteristics, the clay soils are not recommended for use in fills or in backfills behind walls. It is recommended that the moisture content of the soils at the time of compaction be brought to within 2% of optimum moisture content. If the subgrade is prepared as recommended loon slza may be supported on grade. The Tower floor slab should ncit ba sensitive to capil- lary moisture, and the slab may be supported directly on grade without a base course or tsembrane. A Plot Plan and Appendix are attached and complete this report DCATES APPRUX E.._E %S. /COMP&CT_D (S9 ._ 'EXST GR DE REFERENCE. SITE R_AN (DATEC 9-17-71) BY HARNISH- MORGAN A'JL. CAUSEY- ARCHITECTS. S C . _ E i„ = 60' LEROY CRANDALL AND ASSOCIATES PLATE I. APPENDIX EXPLORATIONS The site of the proposed parking structure was explored by drilling nine borings to depths ranging from 24 to 70 feet below the existing grade. The borings were drilled using I8-inch-diameter bucket -typo drilling equip- ment. Caving of the boring walls occurred within sand deposits and below the water levels, and several of the borings were terminated due to caving. Casing or drilling mud was not used to extend the borings to the depths drilled. The soils encountered were logged by our field engineer, and undis- turbed samples were obtained for laboratory inspection and testing. The logs of the borings are presented on Plates A-1 through A-17; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The soils are classified in accordance with the Unified Soil Classification System described on Plate B. 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 samples were tested at field and increased moisture contents and at various surcharge pressures. Many of the samples were tested at two different surcharge pressures to provide more com- plete data. The yield -point values determined from the direct shear tests are presented on Plate C, Direct Shear Test Data. Confined consolidation tests were performed on aeven undisturbed samples to determine the compressibility of the soils. The samples were tested at field moisture content. To simulate the effect of the excavation, two of the samples were loaded, unloaded,and subsequently reloaded. The results of the consolidation tests are presented on Plates D-1 throughD-4, Consolidation Test Data. 8.8 1:! I 31.2 • 2e.8 F 20 ; 35-% 5 3.9 6.21 95'. 8.0 1 ^, k' ` trQre / BORING I DATE DR;LLED October 288 29, 1971 EQUIPMENT USED 18"-Diameter8uc : ELEVATION 66,1• FILL - SILTY SAND, SAND and SANDY SILT MIXTURE - mottled brown and grey SILTY SAND - fine, brawn SC CLAYEY SAND - fine, reddish -brown Light greyish -brown Very clayey SP SANDY SILT - greyish -brown SAND - fine and medium, few gravel, few shells, patches of Silty Clay, brown Layer of Silt Light grey and brown Elevations refer to datum of reference drawing; see Plate 1 for location of benchmark. 12.4I ��:: Silty Lci (corm NUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL AND ASSOCIATES PLATE 'A-1 25 7.0 102 45 31.9 89 MI. 20 reCL I SS BORING I (CONTINUED DATE DRILLED October 28 is 29, 1971 EQUIPMENT USED 1B"—Diameter Bucket SANDY SILT - micaceous, greyish -brown SAND - well graded, Few gravel, grey (BORING TERMINATED DUE TO HEAVY SLOUGH- ING) Water encountered at a depth of 54'; water level at a depth of 51' at completion of drilling. Heavy sloughing below 53'. LOG OF BORING LEROY CRANDALL AND ASSOCIATES SP 3.1 1 99 65_ 5 1 1 .7 122 CL 60 10 30.0 ( 9 / j 55- 15.5[ 102 15 { �f . SP 50- 3.1 103 20 3.5 104 45- 25 3.4 103 ®.`. 40- 30 2.4 j 99 35 19.6 133 35 3.1 i 94 30- dn 4 .. DATE DRILLED. EQUIPMENT USED: VATION 69.0 1" Asphaltic Paving - 3" Base Course FILL - SILTY SAND and SAND MIXTURE - brown SAND - fine, brown NG 2 O::tober 25, 1971 16"-Diameter Bucket Coarse, few gravel SILTY CLAY - mottled brown and grey Layer of Silty sand SAND - fine, light grey and brown Few shells (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL AND ASSOCIATES BORING 2 (CONTINUED) 'aTE DniL:_ED Oc;tober25, 1971 EQJIPM ENT USED 18" iumeter Bucket Silty Layer of Sandy Silt - mottled grey and brown lO_ .' OD 17,E 1Ge ■[;: Layer of Sand I (BORING TERMINATED DUE TO HEAVY SLOUGH- ING3 L 5. —1 65 t'OTE: Slight water seepage encountered at a depth of 52'. Wafer level at a depth of 59' 15 minutes after tern- = althea of drilling. Raveling from 17' to 43' (to 24" in diameter), and heavy sloughing below 59'. nr za r c� L LOG OF BORING 14.3 117 SM 65-1 18.7 106 % r 1-10 { 4.9 108 1-::-SP 63- 15 r 3.2 101 55 2.1 99 y:.`.. 5 1 3.5 F 25 45- 2.3 95 ® .:: i- 30 5.0 91 ® .- i 43, 35 3.7 95 a<:; 35 4.9 93 ,n /�% btd! o e� O /e- �ZS , c, / ELEVATION 73.2 1" Asphaltic raving - 4` Concrete Slob SAND - fine, Tight greyish -brown BORING OATS DRILLED Octabec 2 i471 EQU.PMENT USED 18"-Diemeaaer B.0 cket SILTY SAND - some clay, mottled grey and brown SAND - Fine, light greyish -brown Light grey Brownish -grey (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL A.'4D ASSOCIATESATE A-5 6.4 6.4 8.5 28.8 BORING 3 {CONT1NuED) AT DRILLED 0ctaber 261971 Qt1IPMEN T USED 1S"-Qiameter Bucket. Patches of Silt Micaceous SILTY CLAY - some Sand, trace o+ organic matter, dark grey Few shells NOTE: Water level at a depth of 70' 10 minutes after completion of drilling. Raveling from 15' to 40' (to 24" in diameter). Methane gas Fumes encountered below 60'. LOG OF BORING LEROY CRAND4LL AND ASSOCIATES PLATE A.4 f BORING 4 ZATE DA;LLED October 30,::1971 Qu PMENT USED 18"-Diameter Bucket ELE'VA' ON 62.2 FILL - SILTY -SAND SAND and SILTY CLAY MIXTURE - mottled brown SA1 SILTY SAND - fine, brown CLAYEY SAND - Fine, streaks of alkali, brown P SAND - fine, tew shells, light brown Mottled light grey and brown Reddish -brown (CONTINUED ON FOLLOWING PLATE) LOG OF BORING PLATE p, 7; 36.6 82 BORI# G 4 (CONTINtiE DATE DRILLED: October30 1971 EQUIPMENT USED 18°eter Bucket SAND _ fine, brown and gray Layer of Sandy Silt - grey SILTY CLAY - some Sand, grey NOTE: Water not encountered. Raveling from 3' to 6' and from 26' to 28' (to 30" in diameter). LOG OF BORING LEROY CRANDALL AND ASSOCIATES P:.ATE -ALB tow z oq Cc aCr 03 U U 4„, .ti :'R:y 7 v. i E L E 65- 60- 551 50- 1- 45- 40- 35- 30- 5 10.8 S 10�.i 7 [ SRA 13.2 15.9 106 107 0 9.5 120 15 20 25 2.5 102 I. SP 2.3 96 2.2 89 33.0 89 30 3.6 93 -35 ,,, 2.4 5.8 96 94 BORING 5 CR:LL£O October 25, 1971 ENT USED 18"-Diameter Bucket A -tor,, 66.4 FILL - SILTY SAND, SAND and SILTY CLAY MIXTURE -mottled brown SILTY SAND - fine, some Clay, brown SAND - fine, light brownish -grey Layer of Silty Clay - very silty, some Sand, brown (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL AND ASSOCIATES ..PLATE ,A-9 125- 4. 4.4 i F03 {( 20J 2.9 90 F5 I i i ' 5_ i 13F .i $9 FOJ I 48.9 ,, 72 r 60 5i ;_—J- AS 21 .2 17 BORING 5 (CONTINUED) ATE DRLLi.ED October 25, 1971. PMENT USED 1B"-Diameter Bucket Silty SILTY CLAY - some Sand, trace of organic matter, dark grey NOTE: Water level at o depth of 62' 1 day after completion of drilling. Raveling from 16' to 28' (to 24" in dia- meter) and from 31' to 48' (to 36" in diameter). LOG OF BORING _EROY CRANDALL AND ASSOCIATES BORINGS 8w • <Eti•°/y<▪ (‘'4)'DATE DRILLED October 28, 1971 &Yee., P Q."' EQUIPMENT USED 18"-Diometer Bucket S ELEVATION 67.6 s� aattuc roving SILT% SAND - fine, some Clay, brown 14.6 112 z o ;. 50- 2.0 1.11 C c0 25 2.8 93 aat' z 4 C3 U 4 Patches of FIIt (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CPA% LL AND ASSOCIATES PLATE A-1{ BORING 6 (CONTINUED) DATE DR.I.LED October 2d,.1971 EDWPMENT USED'. 18"-Diameter. Burke{ Dyers of Silty Sand Fine and coorse About 10 % gravel, few cobbles to 6" L SANDY S`: L T - grey and brown av I 5 40l.6 m f 5 r z oL. 0 w l0j "ersfsilty a ; 70.2 61 $3 Trace of organic matter, odorous i ,n W Li d iW 51 Z 3co 00 $r % 0 ui gcr ct d' S4V SAND - well graded, few gravel, grey za o 70 NOTE Water encountered of Li depth of 69'; water level at a depth o= 61' 1 hour after completion of drilling. Caving from 10° to 15' (to 36" in diameter), ravel- ing from 15' to 30' (to 22" in diameter) and caving n from 45' to 50' (to 36" in diameter). Methane gas $ c fumes encountered below 50'. A reading in excess of 100 was noticed on M.I.S. Exalosimeter, 0o oz LOG OF BORING LERCY CRANDALL At, ASSOCIATES BORING 7 SATE DRILLED October 27, 1971 OUIPMENT USED Ifi"-Diameter Bucket ELEVATION 27.5 SANDY CLAY - some CLAYEY SAND - fine Silt, mottled brown , reddish -brown Very sandy SILTY CLAY - some Sand, mottled brown Layer of Sand - fine SP SAND - fine, greyish -brown (BORING TERMINATED DUE TO HEAVY SL000H- 25 ING) NOTE: Water level at a depth of 19}° 10 minutes after completion of drilling. Sloughing from 15' to 16' and below 23°. LOG OF BORING LEROY CRANDALL AND ASSOCIATES 55 9.5 106 BORING 8 DATE DRILLED October 27, 1971 EOU;PME`4T USED . 18"-Diameter Bucket ELEVAflON 57.9 Few shells Loyer of Sandy Silt - some Clay, light brown and grey (CONTINUED ON FOLLOWING PLATE) LOG OF BORING L LED Et ? USED ING 8 (CONTINUED) October 27, 1971 Id" -Diameter Bucket Fine and medium Some Cloy, few gravel Brown 20 ML SANDY SILT - some Clay, layers of fine Sand, micaceous, grey NOTE: Water not encountered. Raveling from 15' to 25' (to 24" in diameter) and from 25' to 30' (to 36" in diameter). LOG OF BORING LEROY CRANDALL AND ASSOCL.TES PLATE ,A-15<:.... BORING 9 E DRILLED October 27, 1971 ENT USED 18^-Diameter Bucket sB III FILL - SILTY SAND - tine, brown CLAYEY SAND - fine, reddish -brown SS 4 1 22 Layer of Silty Sand 9.4 122 50- 0, 12.6 118 SILTY CLAY - brown and grey WAIN' SE SAND - fine, light grey and brown 45- 1,5 95 - i5' 40- 2.9 85 5, 3.6 90 I (CONTINUED ON FOLLOWING PLATE) LOG OF BORING 3.0 ; 92 6.4 95 6.7 81 28,7 89 AfE ;R EQLnPMENT BORING 9 (CONTINUED LED October 27, 1971 USED 18"-Diameter Bucket Patches of Silt Layer of Silty Sand Few gravel and cobbles ML SANDY SILT - light brown and grey CL SILTY CLAY - some Sand, grey and brown Very silty NOTE: Water not encountered. Caving from 15° to 30° (to 30" in diameter) and from 31 ° to 38° (to 48" in diameter), LOG OF BORING '_EROV CRANDALL AND ASSOCIATES PLATE A-17 MAJOR DIVISIONS GROUP :'SYMi3pLS TYPICAL NAMES COARSE GRAINED SOILS (More than 50% M material is LARGER nun Na. 200 sieve size) (Mare Iran 50% of acornfraction es LARGER then the No. 4 sieve size} CLEAN GRAVELS (Little or m fetes) uea :'».00 t;t Well grndBa grouts, grovel -sand muffins. lint» or tin fines. :'. ":�* -•a4°hg 9s» GP Poorly grades grovels or gravel -sand mixtures,GRAVELS ltnle or ro tten. GRAVELS WITH FINES (Appreciate/re oat. of festal, GM Silly grovels, graveV'san0-un mleturas, 'H j GC — Cloyey gravels. yavel-send-cloy mixtures. SANDS More than 50%cf,'.s3��" coarse fraction is SMALLER than »,e Na. 4 sieve stzel CLEAN SANDS (Links or rc fares } — {! -:... $W We1P nos sands, gravelly sends, little or no tines. , ia _` Poorly graded sends or gravelly sends, little a no fines. SANDS WITH FINES (Ammo iatet 0'tt of fines) --] ' $M SiltysatQB. 4alA?-a111 miF?YFK- SC Clover sands. mud -clay mixtures. FINE GRAINED SOILS (More than 50% of trial s SMALLER than No.200 sieve size) SILTS AND (Liquid limit LESS CLAYS than 5C, ML Inorganic silts and very fine sands, rock flour, settee or clayey tame sands or clayey sifts wnn siiget httleheity. S' '/: CL lnorgor'c cloys cf low to medium plasticity, gravelly clgs, saucy clays, silty clays, lean DL Organic sons end ¢-gamc silty cloys of low pas*elly. oil SiLTS AND (Liquid limit GREATER s. \ A NIMH A ; • ` Ina golec e... rtcoceaus or diatomaceous lies., ay 0 S, ity soils, elastic silts. CLAYS filar 5C) yd ,5 * 4/ /Nt CH Inorgcmc cloys o° mgb plasticily,',al cloys. OH Organic cloys of medium 1a high plasticity, organ a silts. HIGHLY ORGANIC SOILS Pt Peat and arise' t:gniy organic soils.' BOUNDARY CLASSIFICATIONS' Sods possess,. combinot ons PA RTICLE atlerist cs at two groups are destgnaled by D symbols. S I Z E L IMITS SILT OR CLAY SAND FIVE FrEDNAI +CONeFE GRAVEL FINE TETtoiSE C088LE5t BOULDERS NOEZOO u0.40 W].tur 11/40,4 dys in. 3a. 4,24i a STAN0AR0 SIEVE SIZE UNIFIED SOIL CLASSIFICATION SYSTEM Reference : The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No. 3.357, Val. t, Marc4, 1953. (Revised April, t960) LEROY CRANDALL 9 ASSOCIATES :PLATE::(3 C SHEAR STRENGTH in Pounds per Square Foot Yin 31P3s is• 6,gt. _L'38 B•R 31 co_ICI 7€3 3eZ9 • trs 36,7 • • • 4s® Bel 26.N o >i ! BORING NUMBER �P 4,s efd �/ /SAMPLE DEPTH \ s 4\ l6 tee e . .11 /O/9 • & (FT) ceta •3®z5„ e42} 9e254; • •SC7 9m28 \asZ4 • 2sso ` • • C <a29 gen • 5®i1 i • • 1 7 # ft 34 S3G 21•xt• 50e3 .;.coTi4 rt • O "lift A9' 1(94/ s i-}-' 4@39 -�_UES USED,- -� ANd....YSES • r B@3 • ze40 - \ • te25 4•29 • KEY • Tests at field moisture conten, Q Tests at increased -no :store content DIRECT SHEAR TEST DATA LEROY CRANDALL 8 , .., C _ PLATE £. LOAD IN KIPS PER SIIEJArtE FOOT 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.0 z 0.0 w w a u) = 0.0 U Z 2 Z 0.0 0 0 0 o 0.0 0 U 0. 0.0 2.0 III_. 1161 Bciting SAND _... 3a441` 4 NI A . t � r-�--- I i • . � I I 1 Boring 1 at 44' SANDY SILT J I I 1 i � i f I i t NOTE: Samp atested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDAL L 8 ASSOciAT$t T = 0.0 LOAD iN KEPS PER SQUAB 0.4 0.5 06 0.7 0.8 0.9 1.0 0 5.0 6.0 7 .4„. 1 IM"L---i I. 1 ( 1`�1�� ..._..r......_____ rBoring ! SAND I 6 at 36' N. N. • Boring 5 at :MTh' CLAY 54' 1 I j , i II NOTE: Samples tested at field moisture content. CONSOLIDATION TEST DATA EROY CRANDAL'_ B ASSOCIATES PLATED-2 LOAD 3N KIPS PER SQUARE FOOT 5 0,6 0.7 0.8 0.9 i.0 2.0 30 4.0 q Boring 8 SANDY at 31° SILT b. a�� � r ` Y I 6 f G \ ' , I Boring SILTY 7 at 14' CLAY II ,j` 1 4 E _: NOTE: Samples tested at field moisture content, CONSOLIDATION TEST DATA 0.4 0.01 = 0.0 z z z 0.0 0 1-- C 0 o 0.0 0 0 0 0, 0.0 LOAD IN K I PS PER SQUARE ^ FOOT' 0.5 0.6 0.7 0.809 1.0 2.0 n , � Boring 9 at 25" SAND I 1 ({6 NOTE: Somp e tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL E ASSOCIATES ATE D-4 DALL PAN37 ASSDC!ATES cu st ns W ngine. ng Tr.,ngeor;ar/ May 15, 1987 Taylor & Associates/Architects 2811 Villa Way Newport Beach, California 92550 Attention: Mr. Richard Savely Gentlemen: a Recommendations for Pavement Design Proposed Driveway improvements doag-_Yamnr:.al_.lia spi tal_ 301 Newpert Boutevard--"---. `--New er--Brach _California -... ie s+eoi:s& ii tei (Our Job No. A-71235) As requested by Mr. Richard Savely of Taylor & Associates/ Architects, presented herein are our recommendations for pavement design of the subject driveway improvement. We previously performed a founda- tion investigation at the site for the existing parking structure located immediately south of the driveway area and submitted the reaults in our report dated November 23, 1971 (our Job No. A-71235). Our firm is currently conducting a geotechnical investigation for the proposed cancer treatment center located west of the subject driveway and existing parking structure (our Job No. AE-87153). The professional opinions presented in this letter have been developed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers prac- ticing in this or similar localities. No other warranty, expressed or implied is made as to the professional advice included in this letter. It is our understanding that the improvements planned for the existing driveway will include construction of new paving. Some minor grading is anticipated. A-7i235 ..Page A stabilometer test performed for the current investigation for the proposed cancer treatment center indicated an R-value of 57 for the near surface soils. Assuming that the paving subgrade will consist of the on -site soils (or comparable import soil with an F.value of at least 30) and compacted to at least 90% of the maximum dry density as deter- mined by ASTM Designation D1557-70 method of compaction, the following alternative pavement sections may be used: Pavement Component Asphaltic Concrete Aggregate Base Traffic 4 5 5 0 6.0 4 41/2 or 3 4 0 0 4 6 The paving section for the Traffic Index of 4.5 may be used for parking areas subect to automobile traffic. The paving section for the Traffic Index of 5.0 may be used for the driveway area; if heavy truck traffic is anticipated, the paving section for the Traffic Index of 6.0 should be used. The pavement sections were established using the procedures of the Orange County Road Department. It is recommended that stabilometer test(s) be performed on the subgrade soils at the completion of rough grading to verify that a minimum R-value of 30 is obtained for the above pavement sections. If a lower R-value is indicated by the test(s), thicker pavement sections may be required; accordingly, supplemental recommendations will be provided, as appropriate, based on the test results. Compaction of the subgrade to at least 90%, including trench '-ackfills, will be important for paving support. 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. Careful inspection is recommended to verify that the recommended thickness cr greater are achieved and that proper construction pro- cedu.-re;, o used. so CO A-71235 The base course should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the State of California, Department of Transportation, Standard Specifications, dated July 1984. Alternatively, the base course could meet the specifications for untreated base as defined in Section 200-2 of the 1985 edition of the Standard Specifications for Public Works Construction. The base course should be compacted to at least 956. Please do not hesitate to call if there is any question or additional information desired. OFESS/04 41.11,gHALL `4,k yz by T SNO. 9394 it OF CA\-\j' DG1/dg (3 copies submitted) cc: (1) Taylor & Gaines by Yours very truly, LeROY CRAANDALL AND ASSOCIATES 0^ Frank_.'n Yong Project Engineer Marshall Lew, Ph.D. Senior Engineer TAYLOR & ASSOCIATES Iry .NFwt ok r BEACH_ARCHITECTS CAL(FORNia 301a� i DATE: 8-18-87 HOAG MEMORIAL HOSPITAL-PRESBYTERIAN SOUTH ENTRANCE ADDITION PRE-GRADI NG,CONFERENCE _. PROJECT No.: 85-181 PERSONS PRESENT: Jon Finch, J. Ray Construction John Pettross, LeRoy Crandall & Associates Bob Steaffens, W.R. Haynes & Associates Xico Salazar, Coast Surveying '" rd (Higley, City of Newport Bea Linda Taylor, Taylor & Associates Architects BUILDING ULPMRTMENT AUG 81 MI ITEM: 1. Rick Higley outlined the required approvals as follows: (1) Rough grade (2) Utility backfill and sub -slab (3) Footing inspection (4) Exterior finish grade (5) Complete Final Compaction Reports Required written inspections from LeRoy Crandall and Associates will be filed directly with Mr. Higley at the City of Newport Beach. 2. In addition, the Civil engineer, W.R. Haynes Company, will be asked to certify final grades for compliance with drainage plans. The rough grading should also be reviewed although certification is not specifically requested. 3. Rudy Hack, OSHPD inspector, may have additional requirements. John Finch to verify. 4. A final walk-thru by Rick Higley will also be required.. cc: F.W. Evins Gary Henschell Bill Taylor Attendees 2filf VIFh' e 4ev.}r-art Beach. California 92663 711 VC ASSQC1ATRants 0 p o box 25088 m S00 g and central avn. 0 glen' Ie, ca 812t taesimi'e (816) 246-4308 telcphona (818) 24 August 27, 1987 Office of the State Architect Structural Safety Section 107 South Broadway, Room 3029 Los Angeles, California 90012 Attention: Mr. Neal Sinkeldam Principal Structural Engineer Gentlemen: BUILDING DEPARTMENT MG 31 1987 CITY Of NEWPORT BEACH CALIFORNIA File !IL-860021-30 (Our Job No. 8-87190) Interim Report of Compacted Fill Proposed South Addition (1250 - 40 South Outpatient Entrance) 301 Newport Boulevard Newport Beach, California for Hoag Memorial Hospital Presbyterian The compacted fill placed for foundation and floor slab support of the proposed south addition is approved as of August 27, 1987. The grading was performed in accordance with the project specifications and the recommendations of our foundation investigation report dated Septem- ber 5, 1979, (our Job No. A-79239). Inspection and ASTM D1556 sand -cone field density tests were made by our representative during the progress of the job. The results and approximate locations of the tests are attached as a part of this report. The fill was compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-70 method of compac- tion. An allowable bearing pressure of 1,500 pounds per square foot may be imposed on the fill under the following conditions: Exterior foot- ings extend at least three feet below the adjacent final grade, and interior footings at least two feet below the adjacent floor level. This certification is limited to the building area as shown on the Plot Plan. Upon completion of the grading, our final report will be sub- mitted, giving the locations and results of all tests and observations. After the site was cleared, and any existing fill removed, the upper natural soils were excavated to a depth of two feet below the existing grade within the building area and for a lateral distance of five feet beyond in plan. Any existing abandoned utility lines encoun- tered during the excavating, were removed and the resultant trenches satisfactorily backfilled. Following the required excavation, the resultant exposed natural soils were scarified to a depth rt six inches, 7i94 '.. Fa brought to approximately optimum moisture content, and rolled with heavy compaction equipment. The required fill soils, consisting of on -site silty sands and imported silty sands, were then placed in loose lifts not exceeding eight inches in thickness, broughtto approximately optimum moisture content, and compacted by a loader, blade, and water truck. The trench backfills were compacted with a backhoe-mounted compactor. Moisture was added, as necessary, by spraying with a water truck. Since the trenches to be backfilled ranged to approximately 10 feet in depth but were unshored, field density testing was limited to the upper four feet or so, because of the safety factor. However, our field representative observed the deeper portions of the backfill during placement and was satisfied with the methods used and the compaction efforts expended. At the locations and elevations tested by us, the fill and back - fill were compacted to at least the specified degree of compaction. In providing professional geotechnical observations and testing services associated with the development of the project, we have employed accepted engineering and testing procedures and have made every reason- able effort to ascertain that the soil related work was carried out in general compliance with the project plans and specifications, our recommendations, and the City of Newport Beach Municipal Code. The graded building pad should be suitable for the intended purpose. Although our inspection 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 subse- quently discovered defects in his work. oust MAt cr. 1] izs? ir 41( �A� OF CpUF \Q] Yours very truly, LeROY CRANDALL AND ASSOCIATES by by Wes �lbhnson Ass i ant Director I ection Services James M. McWee t Senior Vice President BA15/JA/bs Attachments (3) (2 copies submitted) cc: (2) Hoag Memorial Hospital Presbyterian Attn: Mr. F. W. Evins, III (2) Taylor and Associates, Architects (1) J. Ray Construction Attn: Mr. Jon C. Finch, Project Superintendent (2) City of Newport 8eac' Building Department n w ,x p J tGpi G`ale+'N M9'AioMA MI Pont day •". of FEprtratY. :¥ay. AMputt and OFFICE ` Tara Coo i.v eaaMdrsA et CO#TW/.tion in ` STATE Of CALIFORNIA Of STATEWIDE APED DEVELOPMENT REPORT NO. Inchtdes All DaYot August HEALTH PLANNINO I POR OPPICE USE , of I/r, f e ar weert se vlcWt etc aroj.Ct .n xiraaY rMdr. VERIFIED This Report 27 Construction Work to 19 87 (LC&A Job No. R-87190) H1.-860071-30 o'taene of Hotptai Hoag Memorial Hospital (South Address 301 Newport BostlevardFile Add Igoe) Newport Rena-, Cal ifornia Legs Neese o!'Applirant Hoag Memorial Hospital. Contract Price S Applicetionll L-860021-3( Pr rerian e i GOMOLLTE COMASTE PR£L1MINARY ROOFING GRApPNG ANO EARTHWORK (Building Pad) IOC. PARTITIONS ` PILES AtdL3:GAISSONs 't CARPENTRY - Rough ETE:'p.CPK - Foundations 1 E FINISH CARPENTRY AND CABINETS - Structural FIRE CALL SYSTEM - Non -Structural f NURSES' CALL &:COMMUNICATIONS SYSTEMS GUNITE WORK KITCHEN EQUIPMENT STRUCTURAL STEEL FIXED. HOSPITAL EQUIPMENT MASONRY -Structural _ RADIOLOGICAL PROTECTION. - Veneer 4 ELEVATORS PLUMBING CONVEYORS & PNEUMATIC TUBE SYSTEMS FIRE SPRINKLERS CEILING FINISH (Plaster, Acoustic Tile, other) HEATING AND VENTILATING I FLOOR FINISHES ELECTRICAL [ PAINTING & WALL COVERINGS WINDOWS, GLASS, GLAZING ` MISC, ESTIMATED TOTAL PROJECT COMPLETION SEMWNAt. ITATEMEnT 4. TO ETA US OP THE wonk. Grading for the building pad plus five feet beyond in plan has been rupyilerrd Foundation (spread footing) work is currently in progress. Trench backfiLls remain to be completed. Change Order No.'s Approved: (11 d certify (or decbre1 under penalty of perjury statements are true and that 1 know of my own perscsal performed and materials used and installed conform ''2) andfurthermore that am an authorized official Senior:ice President end that P have read the abose report and know the contents thereof, that all knowledge that thr ... .rk during the period covered by the report to the duly appn-;+•;! reties and rpreil -ations therefor of L_Rov Crandall 5 Associates work(“g in the of the abovr has beer capacity of this report < 27, 1 )87 that I bare been properly authorized by wid fen or corporation to sign 1 / A/�4.02/, / • /' August ,.,........WAN.. �..A. ..At .t.. SIGNED (Title) NO. I TO SE 'mace rM ONLY WHEN WIRED (Addret) OY A EOMetNT NHMIAL. sar Aela.i. Wle We . �- es M. Mc -We S'ior Vice Presid t `e.m• n �c I 900 Grand Cent Avenue e e GI eudaiP CA 9120 A (OVER) TABLEOF TEST RESULTS MAXIMUM MOISTURE DRY DRY TEST ELEVATION CONTENT DENSITY DENSITY PERCENT TEST NO. (FEET) ( OF DRY WT.) (TBS./CU. FT.) (LBS./CUJ. FT.) COMPACTION DATE IT 75 10.0 113 123 92 8/17/87 2T 73 11.2 113 1.23 92 8/17/87 3T 76 10.3 114 123 93 8/17/87 4 73i 10.8 116 123 94 8/18/87 5 76 11.8 114 123 93 8/18/87 6 751 12.1 119 123 97 8/18/87 7 77 9.9 120 123 98 8/21/87 8 77 10.1 114 123 93 8/21/87 9 78 5.9 119 125 95 8/24/87 10 78 11.5 121 125 97 8/24/87 78 8.0 116 125 93 8/24/87 12 78 8.3 114 125 91 8/24/87 NOTES: Elevations refer to job datum. T Indicates trench backfill (sewer). Division 12.5, Chapter 1, Section 15017, Health and Safety Code The term "personal knowledge," as used in this section and as applied to the architect or registered engineer, or both, means personal knowledge which is the result of such general administration of construction as is required and accepted of, and for, such persons in the construction of buildings. Such persons shall, however, use reasonable diligence to obtain the information required. The term "personal knowledge," as applied to the inspector, means the actual personal knowledge of the inspector obtained by his personal. continuous observation of the work of construction at the construction site in all stages of progress. 11, 4,, • ,„, , • , SOIL TYPE Silty Sand Silty Sand T?-1.LE OF COMPACTION TEST DATA SOURCE On -Site Import MAXIMUM OPTIMUM DENSITY MOISTURE (LBSICU. FT.) (Z OF DRY WT.) 123 11.5Z 125 9.0% NOTE: Test Method: ASTM Designation D1557-70 / L / / Is / / / / /// EXISTING roe HOSPI TAL // ,' / / .� / / 2 I'/// /!%/, IfI aT FIELD DENSITY TEST NUMBER I 09 SOUTH ENTRANCE / ADDITION, ._ j FFE.=79.IE. So T _rPDC // EXISTING SEWER /T— A Ai 2 / / / f, / / A / / / / / l//// ///, /) 2 REMOVED EXISTING SEWER _4—_'6 —APPROx L,wT5 OF GRADING a c NEW A. C. PAVING REFERENCE D W G S. AI.O— SOUTH ENTRANCE -SITE "LAN P-I —•— PLUMBING FLOOR PLAN DATED ---- 12 -01 -86 BY TAYLOR 9 ASSOCIATES ARCHITECTS NOTE THE FIELD DENSITY TEST LOCATIONS, AS GRAPHICALLY SHOWN ON THIS PLOT PLAN, ARE APPROXIMATE ONLY,AND D0 NOT REPRESENT PRECISE LOCATIONS. PLOT PLAN SOUTH ENTRANCE ADDITION SCALE I " = 30 (APPROX} ADDRESS: 301 NEWPO!:T BLVD. NEWPORT BEACH, CA. LeROY CRANDALL AND ASSOCIATES CONSUL in G. ENGINEER.. .3829Ale4ya;ir res 2Crm n, Gec/.r9F47kaer `sc q/2a; a ¢.I‘rrM5; 41. d ;,2 y r ,//%7 f'r frr'le Wody ! resr/coic.r,cy Pa/'.cr]¢ .41.1 C kern CQ,y,/rc, 4, Yc-c-ev /GHCP_ tur Y4 C :.1755 Ei ✓✓4.07c1# 9/?%476'7 407 /4C O r' P�. Ot1c.d 7 e Xo re sgi'5' cos --it CGNSULTIN 3629 £'h NevrrPr 7244.7 ENGINEER.. 'Gv. %7zp Glot civ7/i/AOe 4c,>e a 'r Pet , e A y 4 %Cd'l��ri ce 4..,`v4,7y Algae/ i1 `yie .togs ,- %fir / Am/bated Y-c /6e Awe,/ CC / // A1/4-2r19e/fri tkA% L�slt�—f HOAG MEMORIAL HOSPITAL PRESBYTER/AN 301. NEWPORT BOULEVARD • BOX • NEWPORT BEACH, CALtFORNIA 92663 • PHONE (714) 645-8600 Mr. James Lorelan - Grading Engineer Planning Department City of Newport Beach 3300 Newport Blvd. Newport Beach, CA. 92663 Re: Dear Jim: August 18, 1980 rary Parking Lot ng Plan Check #473-79 The above mentioned parking lot plans called for the following erosion control measures: A. All new slopes to be hydroseeded after rough grade with these seed mixes: Festuca Rubra Commutata 23 lb./acre live seed Gazania Acacia Saligna. In our case, we planted ice plant because cf the minimal slope footage and in accordance with hospital policy regarding our small grounds crew. I would appreciate your reviewin these changes and favoring us with your ap- proval of the use of ice plant in lieu of the above. Thank you very much for your attention to this utter. Yours very truly 7/ Carmen Chiarenza Director of Engineering CC/pp OFx>'CCOMMtVttx': v HOSPITAL A CCRE61TE6 •Y. THE .i_xN ON ACCREOITATIOQN OF F{py PIT Soil Mechanics • Geology • Foundation Engineering 1446 East Chestnut Avenue Santa Ana, California 92702 • (714) 547-6703 April 11, 1979 W.O. 635-O: Saffeli a McAd&z, Inc. P.O. Box 175n Irvine,California 92713 Attention: .._. James Ko Subject: Preliminary Soil Investigation, Temporary Parkinc Hoag Hospital, City of Newport Beach, California. Gentlemen: This report nresents the results of cur preliminary sr11s one eering investigation of the subject property. The purpose of this st dv was to determine the nature of the materials underlying the site relative to the feasibility of developing a temporary parking let for approximately 65 automobiles. Our site inspection was performed i.. March, 1979. SITE LOCATION AND PROPOSED DEVELOPMENT The site of the proposed temporary parking lot is located adjacent to and south of the existing parking strutures at Floag Hospital. The area is currently a landscaped knell. It is proposed to excavate about 10-12 feet to proposed grade for the parking lot (similar elevation to adjacent structure). The excavated soils, approximately 6,200 cubic yards, will be exported. p a CAdam,Inc. SOIL CONDITIONS Page 2 W.O. 635-0C April 11, 1979 Our site inspection revealed that the soils in the project area Consist of topsoil overlying terrace deposits. The topsoils Consist of clayey sands and sandy clays. These soils are medium to dark brown, moist and soft to firm with minor rootlets. topsoil may be up to 2 to 3 feet in thickness. The The terrace deposits are composed of fine to ccarse grained _ands, clayey sands and clayey silts with occasional layers of shell fragments and rounded pebbles and cobbles. These sands are relatively clean, sub -rounded, moist, moderately dense and _ zriv cemented. The clayey sands and silts blanket most half of the site and appear to represent the upper of the Terrace sands. These materials are light to brown, moist and moderately dense. CONCLUSIONS AND RECOM!L NDATIONS General of the western weathered cone dark r_ddish- 1. Based on our site inspection and review of the proposed it is our opinion that the project site is suited proposed temporary parking lot development from a plans for the soil; engineering viewpoint. The recommendations presented below should be incorporated into the design, grading considerations. and construction 2. Groundwater is not expected to be a factor in developme of the site. Geosoii • Inc. affell & McAdam, Ap Treatment of Pavement Subgrade 5 979 Debris, fences, trees, vegetation and other deleterious materials should be removed from the site. 2. Subsequent to excavation in the upper 12 inches ofthe ,._subgrade soils should be compacted to a minimum relative compaction of 90 percent of the laboratory standard by mechanical rolling. Aggregate base materials should be compacted to a minimum relative compaction of 95 percent of the laboratory standard. The recommended laboratory standard is ASTM D-1557-70, the 5 layer method. 3. Soft or loose soils remaining, after excavation to subgrade level should be cleaned out andfilled with granular soil compacted to a minimum relative compaction of 90 percent or be filled with aggregate base materials. Pavement Design An "R"-Value test, performed according to California Test Method No. 301, was made on a sample of similar terrace deposits from the adjacent project. The test yielded an "R"-Value of 40. Based on the "R"-Value data and a design traffic index of 4.0 for the temporary condition, the following pavement sections are recommended: Two inches of asphaltic concrete over 4 inches aggregate base, or four inches of asphaltic concrete over subgrade soils compacted to 95% relative commpaction in the upper 12 inches. GeoSoiis, Inc. ell b ?ScAdaze , Ino. Pearl 4 W.0 Apr.L UTILITY TRENCH BACKFILL -OC 11, 1979 tjtility trench backfill shall be placed to the following standards- 90 percent of. the laboratory standard if native material is used as backfill. As an alternate, clean sand may be utilized and flooded in place. No specific relative compaction will,be required; however, inspection, probing, and if deemed necessary, testing shall be required. Future Construe In the future, should a permanentparking structure he proposed for the site, a detailed foundation engineering and ceoioc>cal investigation should be undertaken. INVESTIGATION LIMITATIONS The materials v -- fl y inspected on the project site and utilized in our laboratory analyses are believed representative of the total area; however, soil materials very in characteristics between excavations and natural outcrops. Since our investigation is based upon the site materials observed, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. GeoSoils, Inc. (Adam, Inc. This opportunity to be of service is sincerely appreciated and if you have any questions pertaining to this report, please ea11. Albert U. Kleist, RCE Sibi Civil Engineer ARK/jp Encl: Plate L Dist: (6) Addressee GeoSoils, Inc. CLIE N T PROJECT sraf_e nb DATE 4-//-�4 LOCATION `�`/,j �` P.•JP �F •P •. EXPANSION PRESSURE CP'ART t I ! i r 1 f` I 1 tillI i i ._ 1 � I. fI $1. I 1, I -� I I ; MI I I t I 01 6a 8.8 2 •e t< t.8 f_s 4A t 4 • av .a88We-.eae 6.0 t PAVEMENT DESIGN DATA w,0. 63r o•C• SAMPLE A DEPTHTeri.Kt. FT EXUDATION PRESSURE CHART 100 90 80 70 60 50 a 40 30 20 10 0( I . , I 1 700 600 500 400 300 200 100 EXUDATION PRESSURE (PS11 SPECIMEN 8 c M0iP.T. URE a FABRICATION 1/•'P4 /2•3 /9. L COMPACTiCN PRESSURE 3t0 3 0 r Z/0 DENSITY (DRY) LBS/CF 120. iI Itft h.r 7 EXUDATION PRESSURE 4•Lis* 190 zLe EXPANSION DIAL READING D p o R-VALUE BY STABILITY S G ? f Jr COVER T. BY EXPANSION/FT. — .- — COVER'T. BY STABILOMETER/FT. .— — -- R-VALUE AT 300 PSI R-VALUE BY EXPANSION PRESSUFZ Soil Mechanics • Geology• g • Foundation EngineZriny 1446 East Chestnut Avenue • Santa Ana, California 92701 • (714) 547-6703 August8, 1980 W.O. 635-0C Grading Permit: UPC-473-7' Job Address: 301 Newport Boulevard yatfell S McAdc , Inc. - Builders 2201 Barranca T_.-vine, Califo-nta 92714 Attention: Mr. Conrad Hopp Sub_ect: Final Soils Engineering Report for Site Prerration, Subgrade Processing ar.d Base and Asphaltic Concrete Placement, Temporary Parking Lot, Hoag Memorial hospital, City of Ne.wport Beach, California. R____ence: "Pr__iminary Soil Investigation, 'Temporary Parking Lot, Hoag Memorial Hospital, City of •ccrt Beach, California" by GeoSoi.ls, Inc., dated April 11, 1979, W.O. 635-OC. Gentlemen: This report presents a summary of the engineering testing services Provided by GeoSoils, Inc. during the site preparation, and proces- sag for the placement of the base material and asphaltic concrete fo.r the subject parking lot. The pavement section utilized for the temporary parking lot was two plus inches of asphaltic concrete over four inches of aggre- gate base. Daring the course of the excavation operations to achieve subgrade for the parking lot, loose soils were inadvertently sloughed over the westerly slope. As per the request of the representatives of the City of Newport Beach, these soils were reworked and benched i to the natural slope in this area. The soils were watered to Las...Syrian O1cs • 5650 Von Nuys boulevnre, Van Nuys. California I • 12111>ns-21 affell & McAdam, Inc. - Builders Page August 8, 1980 W.O. 635-0C ve near optimum moisture conditions and compacted withmechanical rs to a minimum relative compaction of 90 percent of the recom- d laboratory standard (ASTM D-1557-70). The approximate limits of the reworked area are shown on the attached grading plan. Also as per the request of the City of Newport Peach representative, the subgrade for the 12 inch R.C.P. parking lot drain was test.sd to verify its relative compaction. subgrade and Base Processing and Placement Subgrade: Upon reaching the proposed subgrade, the exposed soils were scarified and watered or air dried to achieve near optimum moisture conditions and compacted to a minimum relative compaction of 90 percent of the recommended laboratory standard (ASTM D-1557-70). 2. A localized area in the northwest corner of the site was in a saturated state and was overexcavated to an approximate depth of 12 inches and replaced with base material. The approximate limits of this area are shown on the attached grading plan. GeaSoils, Inc. Inc. - 1980 oc The base materials were pacted to a minimum 95 percent laboratory standard using a blade, vibrating steel wheel ler and a water truck. The base thickness was verified random areas in the parking area, to be as recommended referenced report. sphalt ic Concrete The asphaltic concrete max. med. Type ?3) was placed in accordance to the rece-==dations of the referenced report. All the surfaces paved were wetted prior to paving. All concrete swales and a ccrtien of the curbs were tacked for to paving. 2. Dun,. the spreading and __;.-?acting of the asphaltic concrete, proper thickness and __ _-::atnres were verified to be between 225 to 325 degrees in _a_. a_sas in the parking area. 3. Compaction of the as_,n<1 i; :^oncrete was achieved by rolling two steel when Field Test Field density tests were performed using the sand cone method (ASTM D-1556). The test results are shown in Table I. The estimated locations of the field density tests are shown on the attached grading plan e-Inc. 1 & McAdam, Inc. - Builders Page 4 August 8, 1980 W.O. 635••OC. Visual classification of the soils in the field writhe basis for determining which maximum density value to use for a given density test. -aboratorj' Testino The laboratory maximum dry density and optimum moisture content for the major soil type was determined according to test method ASTM D-1557-70. The maximum dry density and optimum moisture content for the base material (Soil Type B) was determined accord- ing to test method No. California 216-G. The following table presents the test results: Soil Type - Fine Sand 3 - Aggregate Base Maximum Dry Optimum Moisture Density, pcf Content, (%) 123.5 9.0 138.0 5.0 REGULATORY COMPLIANCE Cuts, fills or processing of original ground under the purview of this report have been completed under the inspection of and with selective testing by GeoSoils, Inc., and are found to be in compli- ance with the City of Newport Beach Grading Code. Cur findings were .ade and recommendations prepared in conformance with generally ac- cepted professional engineering practices and no further warranty is implied nor made. his report is subject to review by the controlling authorities for this project. Respectfully submitted, GeoSoils, Inc. /%f lbert R. Kleist, Geo C1:;-1b351. Civil Engineer oils, Inc. Encl: Table I Grading Plan