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HomeMy WebLinkAboutF2002-0324 - Misco 9,0fES8/ply �', , R) PAN g0/ � 1-2 c R 1 No. RCE 18559 Exp. 6-30-07 3 -.go -oco CIVIL ENGINEER's CERTIFICATION FORM City of Newport Beach 3300 Newport Blvd PO Box 1768 Newport Beach, CA 92658-891S From: X 22,--11 11-10” Date: 3-/40-Plc Attention: Grading Engineer, Building Department C.2ooi_ 03Coo CPC No.: Tract/Subdivision/Lot No.: PC - Z8Z2-zoo/ Project Names: EAST Toot e Rough Final X Project Address: ONE NOAG D/Z/VE, BLPG 9 Owner/Developer: NOAG Hotp/TAL Type of Project: • Tract • Commercial • Industrial Yardage for Project: • Cut • F01 • Drainage • Other io5//T,4L- • Borrow • Export I hereby certify the grading for this project has been reviewed in acccrdance with my responsibilities under the City Grading Code. I have reviewed the project and hereby report that all areas appear to exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed substantially: X in conformance with, with the following changes to, the approved grading plan. (-1 :. C o c Svais9/TTED / Fo ON ME D, mpany: Name: License No.: DAv/D A BO Yt E FIVG /NEF2/ DAV/D A 50n E (print) g (RCE/LS) ADDENDUM REPORT GEOTECHNICAL INSPECTION SERVICES HOAG MEMORIAL HOSPITAL PRESBYTERIAN WOMEN'S PAVILION (FORMERLY EAST TOWER) ONE HOAG DRIVE NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California July 15,2005 Project 70144-2-0221 MACTEC MACTEC July 15,2005 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 engineering and constructing a better tomorrow Hoag Memorial Hospital Presbyterian c/o Jacobs Facilities, Inc. Mr. Issam Khalaf 1525 Superior Avenue, Suite 202 Newport Beach, California 92663 Subject: Addendum Report of Geotechnical Inspection and Testing Services Women's Pavilion (Formerly East Tower) Hoag Memorial Hospital Presbyterian One Hoag Drive Newport Beach, California MACTEC Project 70144-2-0221 Dear Mr. Khalaf This addendum report provides a formal record of our additional geotechnical inspection and testing services at the site of the subject project. We previously performed geotechnical inspection services for the project and submitted the results in a final report dated October 15, 2003. Subsequently. we were requested to provide additional inspection and testing services at the site. This addendum report provides: • A formal record of our observation and testing of the compacted fill placed at selected locations. • Confirmation of our observation and approval of new foundation excavations. The location of the site is shown on the attached Piot Plan. The observation work was performed periodically as requested between October 17, 2003 and June 9, 2005. We performed a geotechnical investigation of the site and submitted our recommendations in a report dated November 3, 1999 (our Job No. 70131-9-0330), and in numerous supplementary letters. This addendum report is limited to the earthwork performed through June 9, 2005, our last day of observation and/or testing of the soil -related work for the project. The fill, at the locations and elevations we tested, was compacted to at least the specified degree of compaction. Also, the foundation excavations we observed extended into satisfactory soils. MACTEC Engineering and Consulting, Inc. 200 Citadel Drive • Los Angeles, CA 90040 • Phone: 323.889.5300 • Fax: 323.721.5700 www.moctec.com Haag Memorial Hospital - Geotechnicai Inspection Services lid. IS. 2005 MACTEC Project 70144-2-0221 Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional opinions included in this report. The scope of our services did not include surveying or the responsibility for job safety. The soil -related work we observed was performed to the limits and at the locations indicated by stakes and hubs set by others. OBSERVATION AND TESTING OF COMPACTED FILL Subsequent to submittal of our final report dated October 15, 2003, we were requested to provide additional geotechnical inspection and testing services at the site. The additional earthwork for the project consisted of placing of compacted fill to provide subgrade support for walkways, driveways, curbs and gutters, as well as placement of compacted soils as backfill around base isolated units in sub -basement area of East Tower, in utility trenches, and against walls for a water storage tank. Also, base course was placed and compacted beneath driveway areas. SOIL TYPES The soils used as fill consisted of on -site silty sand, silty sand mixed with crushed miscellaneous base, silty sand with clay, and imported sand with gravel, and crushed miscellaneous base materials. COMPACTION SPECIFICATIONS The specifications required that the fill be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557 (equivalent to UBC 70-1) method of compaction. The base course was to be compacted to at least 95% of the maximum density. Compaction tests were performed on representative samples of the soils to establish the maximum dry densities. The tests were performed in general accordance with the specified ASTM Designation D1557 method of compaction, which uses a 1/30-cubic-foot mold in which each of five layers of soil is compacted by 25 blows of a IO-pound hammer falling 18 inches. The results of the compaction tests were used in establishing the degree of compaction achieved during the placement of the fill. 1 e 1 1 1 1 1 Hoag Memorial Hospital - Geotechnical Inspection Services July 15, 2005 .MACTEC Project 70144-2-0221 Soils type. maximum dry density, and optimum moisture content of the fill are given in the attached Table I, Compaction Test Data. PLACEMENT AND COMPACTION OF FILL Mier loose and disturbed soils were removed from the hardsape areas, the subgrade soils were scarified to a depth of at least 6 inches, brought to near -optimum moisture content and rolled with heavy compaction equipment. The required fill soils were then placed in loose lifts approximately 8 inches in thickness. The soils were brought to near -optimum moisture content and compacted with a roller and a loader. Areas to receive backfill were first cleared of construction debris and loose soils; the required backfill soils were then placed in loose lifts approximately 8 inches in thickness, brought to near -optimum moisture content, and compacted with a hand -guided impact compactor, a Rammax compactor, a vibratory roller, and a hand -guided impact compactor. FIELD DENSITY TESTING Sand -cone field density tests were performed to establish the degree of compaction achieved during the placement of the fill. The tests were performed in general accordance with the ASTM Designation DI 556 (equivalent to UBC 70-2) for sand -cone field density testing. Where a test indicated less than the required compaction, the soils were reworked and retested until at least the specified degree of compaction was achieved. Test data are given in the attached table, Field Density Test Results. The Plot Plan shows the approximate locations of the tests. OBSERVATION OF FOUNDATION EXCAVATIONS The following foundation design recommendations were presented in our geotechnical investigation report: 3 a Hoag Memorial Hospital - Geotechnica/ inspection Services July 15. 2005 .4LI("TEC Project 70144-2-0221 Footings for minor structures (including low retaining walls, free-standing walls, and elevator pit walls) established in properly compacted /ill and'or undisturbed natural soils, may be designed to impose a net dead -plus live load pressure of.1,500 pounds per square foot- Footing should extend at leas! I'r_ feet below the adjacent final grade or floor level. Excavationswere made for footings to support a canopy, trellis, and minor continuous walls. Our field technician observed and probed the footing excavations to confirm that the soils were undisturbed natural soils or properly compacted fill as recommended for foundation support. At the time of our observation, loose soils had been removed from the excavations. After observations indicated satisfactory conditions, written notice of our approval was left at the job site for the information of responsible parties. In providing professional geotechnical observation and testing services associated with the development of the project, we have employed accepted engineering and testing procedures and made a reasonable effort to evaluate that the soil -related work we observed and/or tested was performed in general compliance with the project plans and specifications. Although our observation did not reveal obvious deficiencies, we do not guarantee the contractor's work, nor do the services performed by our firm relieve the contractor of responsibility in the event of subsequently discovered defects in the contractor's work. Respectfully submitted, MACTEC Engineering and Consulting, Inc. Gul Ilamee Senior En ng Science Technician Carl Kim Principal Engineer (• 1':,70144.1xyxctiont2002-pvojec4l70144-2-022/170144-2-0221addrpt GHigh Attachments (3) (5 copies submitted) 4 /coogiFESSlpyy, Q 2 91 No.2F20 Exo. 6-au-06 Table 1: Compaction Test Data Soil Type Optimum Moisture Maximum Dry Content (%) Density (pcf) Sand and gravel 6.0 117 Silty sand 9.5 127 Silty sand with crushed miscellaneous base 8.5 130 Silty sand with clay 9.0 121 Silty sand 10.0 125 Note: Test Method ASTM D1557 (equivalent to UBC 70-1). 70144-2-0189 7/152005 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table 2: Field Density Test Results Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (Ibs/cu. ft.) Compaction No, 131 53 3.2 114 117 97 132 53'% 5.5 108 117 92 133 54 7.3 109 117 93 134 54 2.8 101 117 86 4 137 135 54 4.1 108 117 92 136 55 4.2 109 117 93 137 54 3.8 106 117 91 138 541/2 3.6 112 117 96 139 531/2 2.4 97 117 83 A 140 140 53/ 3.7 107 117 91 141 54% 5.6 105 117 90 142 54 4.1 109 117 93 143 55 6.8 105 117 90 144 54% 7.0 110 117 94 145 53% 6.6 109 117 93 146 53% 7.1 113 117 97 147 54% 7.8 109 117 93 148 54% 6..4 110 117 94 149 54'% 2.6 111 117 95 150 54% 4.8 117 117 100 151 70 10.3 125 127 98 152 71 9.1 125 127 98 153 73% 8.5 121 127 95 154 75 12.6 117 127 92 155 77 11.8 120 127 94 156 561/2 12.6 114 127 90 157 56 12.0 122 127 96 158 59 CMB 144 151 95 159 62 CMB 146 151 97 160 61 CMB 143 151 95 161 63 CMB 124 151 82 A 163 162 65 CMB 150 151 99 163 63 CMB 144 151 95 164 67 CMB 139 151 92 165 64 CMB 147 151 97 166 67 CMB 145 151 96 167 69 CMB 142 151 94 20221 addtblxls/kz 7/15/2005 Pagc I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table 2: Field Density Test Results Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (Ibs/cu. ft.) (Ibs/cu. ft.) Compaction No. 168 66 CMS 143 151 95 169 68 CMB 143 151 95 170 73 CMB 148 151 98 171 70 15.5 115 127 91 172 72 15.0 115 127 91 173 73 CMB 146 151 97 174 77 11.0 124 127 98 175 74'/z 8.1 121 130 93 176 731/2 7.5 118 130 91 177 74'/2 7.0 115 130 88 a 178 178 74% 8.0 131 130 100+ 179 75'% 8.7 127 130 98 180 731/2 7.5 121 130 93 181 73 11.0 121 130 93 182 76% 7.5 121 130 93 183 72 9.0 104 121 86 A 184 184 72 9.0 113 121 93 185 72 10.2 110 121 91 186 73 10.5 123 130 95 187 71 12.4 110 121 91 188 75 9.0 109 121 90 189 74 11.0 111 121 92 190 74 10.0 112 125 90 191 75'% 10.8 119 127 94 192 77 6.4 128 130 98 193 74 7.1 115 127 91 194 75 8.4 114 127 90 195 76 7.0 116 127 91 196 751/2 9.7 115 127 91 197 77 7.1 118 127 93 198 78 9.9 115 127 91 199 75'/z 8.9 121 130 93 200 76 10.6 122 130 94 201 77 8.1 118 127 93 202 76 10.0 117 125 94 203 78 10.0 124 127 98 204 78 11.6 119 125 95 205 77 10.1 121 127 95 206 77% 11.0 122 127 96 20221 addlbLsls/kz 711517005 Table 2: Field Density Test Results Moisture Dry Maximum Test Elevation Content Density Dry Density Percent Retest Number (ft.) (% of Dry Wt.) (Ibslcu. ft.) (Ibslcu. ft.) Compaction No. 207 78 11.4 122 127 96 208 76% 4.5 118 127 93 209 77 8.0 118 127 93 210 SG CMB 136 141 96 AA 211 SG CMB 146 149 98 AA Notes: Elevations refer to job datum. A Indicates area reworked and retested. CMB Indicates crushed miscellaneous base material; wet density values shown rather than dry density due to asphalt content. Tests 1 through 130 were presented in our final report dated October 15, 05. SG Indicates subgrade. AA Indicates 95% compcation required. :0221 addtbLtls:kz 7/1 i;200 Vaye 3 CITY OF NEWPORT BEACH P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 MISCELLANEOUS GRADING CERTIFICATE Project Address: One Hoag Drive, Newport Beach, CA. Grading Permit No.: Owner: Hoak Memorial Hospital Presbyterian • Type of Project: N/A N/A N/A Single Family Multi -family Non-residential • The following grading work was performed after the preparation of the Rough Grading Report and was not included as part of the Rough Grading Report: Trench barkfill Retaining wall backfill X Subgrade compaction Foundation for for hardscape retaining walls Other (describe) • Didyou perform the required inspections and testing for each of the checked items? X Yes No • Specify the compaction test locations and results and the tested bearing pressure (if applicable). See our report dated July 15, 2005 for details. foundation 0\0FESS/0` No, 2fi?0 *j Exp.6-3u-u6 \rEcii1 cap • I certify that the grading work was done in compliance with the Soils Report for this project and the work complies with City grading regulations. Geotechnical Engineer's Name Carl Kin, Principal Eng. License No. 2620 (exp. 6-30 06) Carl Kim, Principal Engineer Address 200 Citadel Drive, Los Angeles, CA. 90040-1554 Signature Date July 15, 2005 3300 Newport Boulevard, Newport Beach r N (No. 16559 * EV.6/30/05 * 'e OP Cat 1 R \IA> O CtV0. CONSULTANT: IG njl:L. J ay Z NCIIlIEIBIIUC PR a1QUID- iu a �TI AXE Ca 00eiee INTAYLOR & ASSOCIATES 2220 NORTH BOCK, UNIVERSITY DRIVE kisNEWPORT 5FAUF949. 91660 336 9t9.5Jtd 3P5 FAX Ht9.5J4.1}}8 ARCHITEDNRE AND INTERIOR DESIGN OJECT: 41AG MEMORIAL HOSPITAL PRESSYTERiAN ICAO CAM, aura IL ISPaIT mat G 9203103 AST TOWER ET TIRE: Ott Ca Dt1G MD PAVING FLAN ..a^NS/511BMITTALS: OBIPD BCWECR N 08,PD BACKCHECK a CM CORRECTION LOWER MOAT EL, ADD N.ETB AW CANOPY DRANK ACO VESTBU.E DRAM PETWN BULL OBS NBIRN BULL 431 N31RN 131AL 895 -:NCY APPROVALS: 991554-30 OATS 0-6-01 0-4-02 2-24-02 7-26-02 2-06-02 4C-03 u-S03 94D04 PRIW.T 91.11925 1350.10 Matt MtlMrtEcr: L. TAYLOR N.S. AGENCY NHYRT,LL DATE 12-21-00 ISSUED FOR R95: FOR CdETRUCMN: WALE 1 "=20' SHEET SANER: C-2.2 E r m Jl RU iU JAI INC RU RU D RU RU RU RU RU RU RU RU CU CT CO C Clet rRu .CT --VE wO VE TM B TRURR • p YEI TRU ' 11N IL I TRI TN 71R OR 01N A GM? No.1 3-18-02 CIVmmN\Hoeg VS-T>"\ca.e-Pw.\we-C-zua .doMACTEC LOO CRAOELDRIVE LOS ANGE3ES, CALIFORNIA 90090 (323)899-5300 FAX (323)989.5398 PLOT PLAN HOAG MEMORIAL HOSPITAL EAST TOWER PROJECT NO. 70144-2-0221 REVISION: DATE: 07/11f0.5 SCAM 1'=20' DWG ED: T.T. CHECKED BY: G4 F 0 P N L K J N • • 2 1 6" PVC CUTLET TO CHANNEL SEE MECH. MEG. DRAM FITTINGS1 AS RE0U U / PROPOSED3' PP PIPE SOR 3A DRAIN 4• SDP 35 GRAN LIE ^ MACOMECTION TO H MANAGE SYSTEM FITTINGS A5 REOUWED ••••,..J 4.5' o N- et I 46 en T-PROPOSED A.C. e N5 \ PAVEMENT �J1� o 0 ,F ,, r. N 2AI on 3 �4�5 PROPOSED 4' SUR 35 DRAIN PIPE TO CATCH BASIN DETAIL NO. I NOT TO SCALE *0 1- 0.51 G. PROPOSED A.C. PAVEMENT 1 i t < iY TYP TYP SECTION A -A CONCRETE CROSSWALK/SPEEDBUMP SCALE:1'65' CONSTRUCTION NOTES: 0-x. •O CONSTRUCT _}'. AL OVER _IL A.B. PER SOILS ENGINEERS RECOMMENDATION A© CONSTRUCT 1 1/2' P.L.C. CONCRETE OVER . BASE MATERIAL PER SOILS ENGINEER'S RECOMMENDATION. .6 _ J CONSTRUCT E' STANDARD CONCRETE CURB B GUTTER, TYPE 'A', HOOFED TO IF WIDE GUTTER PER CITY OF NEWPORT BEACH STO182-LW . N0 LP ERE CONCRETE PAVING SEE RETAIL N0. 2. 4` 4�-CONSTRUCT 0' 0R 6' STANDARD CONCRETE CURB, TYPE 7', PER CITY OF NEWPORT BEACH STO-162-L. CONSTRCT WRB ACCESS EAPER OF E o- CONSTRUCT P.C.C. CONCRETE GUPTER,�TO WEE PER CITY OF NEWPORT BEACH STD-140-L LOCAL DEPRESSION PER CITY OF NEWPORT BEACH _ O� COCONNSSTRCT CONCRETE PIPE COLLAR PER PER CITY OF ITY OF I WPONT BEACH 5TD-313-EWPORT BEACH 0-305L, U3'-6' INCL. FOSSIL FILTER. O9 10 CONSTRUCT Vf RCP., 2000D, STORM DRAM. SEE C-3 L\ O CONSTRUCT L" P.V.C. 93R35 STORM ORAN 6 I% MNMNA. SEE C-3 FOR INVERTS. 12 )- CONSTRUCT 4' P.V.C. SC4135 STORM CRAM a I% IANIMUIL SEE Z FOR INVERTS. CONSTRUCT 4' P.V.C.0 .C. R35 STORM DRAM W I% MINIMUM- SEE C-3 FOR INVERTS. BO14 CONSTRUCT 3' P.V.C. 50R35 STORM NIAN 8 I% MIMI. SEE C-3 FOR INVERTS. DRAIN, NW-100 IS I6 CONNECT E%L'TNGG TA P.V.C. DRAIN LIE TOLRCO CHANNELIES WMI . 410 DRAM. GRATE, rIT MANE CONNECTION TO DUSTING NT R.C.P. STORM DRAM PER CITY OF NEWPORT BEACH CONNECTION ASSEMBLY 3.i`32-L l[MAKE CU EXISTING OAL� REQUIRED PPE COMECON:INS. Ua 0_ CONSTRUCT4 ATRIUMINLET RVPCAJ REOUPED PPE CONETON. ^- JOIN EXISTING CONCRETE OJR8. Q PLACE JOIN COSTING CONCRETE SIDEWALK PROTECT EI PLA 24 24SEE ARWTECCTTSACE PLANOsmo SIEiE� OR CONETE E PAVEMENT COLOPER CITY OF R AND DETAILINGEWPORT BEACH . )� 27� CONSNOT TRUCT RAIN GUTTER D0� AIN CONIECTON TO DRAINAGE SYSTEM PER OETAL N0. I / N f ®®� CONSTRUCT 5' SO. SATIN BRASS MET PER NOS 513 B WITH REQUIRED PPE CONNECTIONS. VJ JOIN CURBED S EXISTINGORED VEMENE TRPE AS SHOWN. ©O- REMOVE EOSTG 6' SEWER AND CONSTRUCT 8' PVC SOR 35 SEWER MAN. 4 �- CONSTRUCT 4' P.V.C. 5011 35 SEWER MAN WITH CONECRON PER CTY STD 4051. VS - CONSTRUCT LABORATORY WASTE INSPECTION MANHOLE SEE PLUBG ORWG P53 OETAL 4, 4' PVC CONECTOR. CONSTRUCT IT PVC-AWWA CSOO CLASS 200 WATER LINE, PPE REDOING PER CITY STD. 061. 42 CONSTRUCT THRUST BLOCK PER OTY STD. 5101-A A.© f WNOT6 NEW CURB ADJACENT TO EXISTING PAVEMENT TO SCUM I' WOE 3' AG/10'AB. EXISTING A.C. N THE CROSSWAUTS. TO BE REPLACED BY 7 I/2* CONSTRUCTION IOAG ( IS A FRE LANE. CONCRETE ONE LANE MINIMUM MUST BE MAINTAINED OPEN ON HOAGDRIVE DIMING CON 13 14 15 TLC �Sr RE A AG 16 1 17 DARE. JOB NO.: T12-102-00 DATE OF DWG.: SEPTEMBER ID, 2004 H 13 14 15 16 17 1AD 6' PVC OUTLET TO CHANNEL FITTNIOS AS RE q ce �f SCALE: ra0' m 18' DETAIL NO. 2 NOT TO SCALE DUSTING RAW GUTTER DOWNDRAN MOOFY END OF DOWNORAN TO CENTER W NEW INLET PPE 4' MR 35 ORAN LINE MARE COMECBON TO ORANADE SISTER FITT!Ri5 A5 REQUIRED 3/r LIP WHERE A.O. PINT 0' LW WHERE CONC. PV1fT FRBR I WERE A.C. ERSTNG J CONCRETE SIOEWALN OR LANDSCAPING PROPOSED 3' SDR 35 GRAIN PPE TO AREA DRAIN PROPOSED 4' SCR 35 DRAIN PPE TO CATCH BASIN DETAIL N0: I NOT TO SCALE 13 78.59FG m30 7.6 7859F 78.61 FF 7869 TW-FS 0136 o 150 ° 135 0 132 404 ! Stt FOF Tb tSo A 78.69TW 7B.00F$-GB 167 91580tsr/,°l�o 5e �. 173 .°la8.e.. 0°S~• 0 1663 CNE'• 1740.0;: 161 66.0 INV. 172 3'SEWER VENT 0 t.EE MEM ORWG. 169 be157 171 SF-F. VE 0 165 160 61'VC ww. 6' PVC OUTL 0168 TO CHANNEL 66.0 INV. EAT. 8' FIE LWE® Ted T ,19 O' PVC OUTLET TO CHANNEL SEE MECN. 6RWG. 8 9 10 1 11 12 13 8 9 10 11 12 13 HOSPITAL 011•••=•• "NM os ahailaicammi PEW) FOOTING AND NANO RAIL !ARCHITECT PLAN 777 5 FL -HP mat \ • 0 76.97 e‘24. 77.35 1553° 76 87 '1/4 FSc34. c471 TC 77.03 FL .• te 33‘kr 1,,,,„ et 30A --'•: • ., 11 .24 NI 4 fr-'0i lb:ria ANN.. , As N 19.. - se. flafr 0 Is ., 11 1 0,430 ? 40n As cn , 0 3 ,' • Ica (DA* 678" (1 " . " - -i ?. “S .945 \ VA nao To-nn 78.59FS 78.49F0 6,10C 0-Fs 77,43, TC-FS !Dd. .49 77,61 T TC-TS 77.11 F DETAIL ['JO. 6.7S. EXISTMG .C—ERAINAOE CHANNEL 4.44 A.\ 1 of • "t> -15SC R71.0 617 ID' PVC 70.6 70.67MV. i0 76.4476 7tirrONV it SO ALET / # /67 0 N ) / /73 >3/4•00. f59,7e 170 se ;4-5 e660 61:60,2 Z. 704270'2'4 et t302.----L.„>#41-‘ e \ &di° ° .rsa 78. C. 1724 -F6.74FL Sim= ••,.. I ill‘CRatrelftsetais 75 7 FS ROAD 75.46 41/4 bAs 15B ni °a. 163, tib • V. <tr C5 rt. , MO) 44,4 701.0cINV. p EM \I I 66.0 3•NEWER VENT ° *E MECH. oRws. 169 157 in strx.- VE o 165 160 FPVC//AA AA. °165 66.0 INV. 0 6' PVC GUT TO CHANNEL o r 205 . 3K� 192 _.i®.®., ... 4'179 2t & 1753 �-' .7 'P 18° " t182 ..1' 0.0 FS-T 148 e0 146 tool L 57 NUMBER E LOCATION 0 4447 131 0 of33 0138 149 0147 mer 0136 0 150 0132 7669 7659FG 78.69 F6 0 m FF ° 135 0o ` ? F0' 40 ti GAG NN�G 7669 TW-FS 76.691W 7600FS-GB rce 'O Et- 9 10 )O05: ev156,1 164 qc: °' 166: 17 n 158 163 70.0 A.0 'f 0 UST, 'ape 77,3 766 t a 7 rs HOSPITAL ekc, aftnamar DEEPENED FOOTING AND HAND RAL SEE ARCHITECT PLAN 0 /77 N.S0 9...431. Irk •3 /85.1FACT-' . -',1r ok 188 404'1 ' igc,;183 7859F5 78.49FG 77.35 TC 77.03 FL 76.87 41 7.49 TC-FS 77.61 TC 77.11 F .mar• •••••••• 15 DETAIL NO. A N.T.S. N.-EXISTING CRAINAGE CHARNEL 3 T 4 5 r 6 I 7 4 SEE SHT. C-2.1 FS 8' CtiANNEL DRAIN 2SO SUMP PIT 5 6 7 1 SURGERY CENTER