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B2005-1423 - Misc (4)
1107- z°.5 TRC I kog5 be Custom focused Solutions October 11, 2006 Mr. Ali Naji City of Newport Beach 3300 Newport Boulevard Newport Beach, CA 92658-8915 Transmittal Hoag Hospital Soil Nail Wall Response to Building Department Comments TRC August 28, 2006 RFI Submittal Permit Number B2005-1423 Dear Mr. Naji: Attached for your review are Memorandums responding to comments dated September 7, 2006, made by the City of Newport Beach Building Department (Ken Begahi) regarding Hoag Hospital's Soil Nail Wall construction. Copies of comments and memo from the original submittal are attached. If you have any questions or require additional information, please call me at 949-283- 6276. Sincerely, Tom Deen TRC Field Engineer cc: Jim. Juliani, TRC Bob Grabski, Hoag Hospi CITY OF NEWPORT BEACH BUILDING DEPARTMENT APPROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IYPLIEB AUTHORIZATION TO CONSTRUCT ANY BUILDING IN I OF OR INCONSISTENT WITH THE ORDINANCES, PLANS, AND POLICIES OF T E Ijj NEWPORT BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT THES NENt'1lhML RESPECTS, IN COMPLIANCE WITH CITY, BUILDING, AND ZONING INA CES, PLANS AND POLICIES. THE CITY OF NEWPORT BEACH RESERVES THE RIGHT TO REQUIRE ANY PERNITTEE TO REVISE THE BUILDING STRUCTURE OR IMPROVEMENT AUTHORIZED BY THESE PLANS ORDINANCES, PLANS ANRING OR DEPOIIES CONSTRUCTION, DIE IF NECESSARY COMPLY WI/1 C�/OF NEWPORT BEACH, ��!( i PEIBNTTEE1ACN1mcM1EDGMENT: ue GENE•L-E' CES FIRE !SIGNATURE (SIGNATURE) DATE • f RADING f•LANNING ilM/P „,. APPROVALTO ISSUE DATE: aa� w ala a a a a an ▪ rMar -- - Sam al a — r 0a — — .a▪ ae aaam yees a m in vs lair a.aaaaNIr♦ r...rar I - O Si Mr an ate.. .01111Pra a a = IM = mmir is Structural Engineering To: James Juliani From: PIROOZ BARAR Date: September 19, 2006 Subject: Response to September 7, 2006 Comments MEMORANDUM Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 • We have received comments from Mr. Ken Bagahi/ Bagahi Engineering Inc. dated 09-07-2006 (Plan Check # 1107-2005) for the field changes submitted on August 28, 2006 to the Building Department /City of Newport Beach. We addressed the responses in the order they have presented in the comments. 1. Two nails failed the pull out test: need number and location of replacement nails. We have attached the test results of two replacement nails installed for each failed nail. Failed nails are located in between nail# 98-99 and 112-113. The two replacement nails for the first failed nail located bellow 98 and 99; for the second failed nail, the two replacement nails were placed bellow Soil Nail No's 112 and 113. 2. Test on soiinail T 176-77) shows excessive elongation -passed? The test graph limits sheet which was attached shows "5 max" which consists only the elastic elongation of the steel bar; Soil deformation is not taken into account. Please see the revised sheet and sample calculation where " 6max" includes both elongation of the bar and the deformation of the soil. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deen/ T RC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pbaEjpbandainc.com -Web: www.pbandainc.com • PROOF TEST SHEET • PR&A • ,^.Inuioml apnea" Date: 9/30/2006 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T bellow 98(rep fail nail mew 1 dmmn rem Strewing Ram : DSI-3767 TENDON DATA %DL LOAD 12.5% 2.5 25.0% 4.9 37.5% 7.4 50.0% 9.8 62.5% 12.3 75.0% 14.7 87.5% 17.2 100.0% 19.6 125.0% 245 150.0% 29.4 SOIL NAIL D.L 20 Kips FACTOR: 1 kip 124.1 psi PRESSURE, 304 608 912 1216 1520 1824 2128 2432 3040 3649 BOND LEN 9 5 Ft ELONG'N 0 000 0.011 0 032 __- 0 065 0 088 _._ 0 114 0 134 O 169 0 251. 0.354 FREE LEN 10.5 Ft .._ d MIN 0 000 0.011 __. 0 021 0 032 0 043 0 053 0 084 0 075 075 0 098 _....._ 0 117 Shear Mod_soil 7.55 ksi d MAX 0.000 0.037 0.073 0.110 0.146 0.183 0.219 0.256 0.329 0.402 STEEL AREA 0.8 in CREEP TIME: _.. 1 2 3 4 r 5 6 10 TEST READING: 0.354 0.354 _._ 0.354 0.354 0.354 0.354 .._.. 0.35454 INFO CREEP: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 0.000 8 MIN 0.050 0.100 0.150 0.200 0.250 0.300 0.350 n ann 5 MA NOTE: All calculations per 'Recommendations Pod Tensioning I For Prestressed Institute. 1996. I Rock and Soll Anchors' CREEP READINGS ... 1 to 10 0.000 6 to e0 0.005 w •E c c 0.000 a. ce -0.005 CREEP MOVEMENT PLOT • • • • • • 1 0 10 TIME (Log Scale) 0 Comments: The test nail is one of the replacemnt test nail for failed test nail (98.99) Both replacement test nails are deemed satisfactory, OK i PROOF TEST SHEET Date: 8/30/2006 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA • Job No. 50096 Soil Nail No. T bellow 99(rep fail na Unit a .inlf�llTl-�7grarsrs VIM./ rI111ri 1IMf. rnn,1 v . Stressing Ram :DSI.3767 TENDON DATA %DL 12.5% 25.0% 37.5% 50.0% 62.5% 75.0% 87.5% 100.0% 125.0% 150.0% SOIL NAIL D.L 20 Kips LOAD 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.8 24.5 29.4 FACTOR: 1 kip = 124.1 psi PRESSURE 304 608 912 1216 1520 1524 2126 2432 3040 3649 BOND LEN 8.5 Ft ELONO'N 0.000 0.003 0.032 0.055 0.084 0.104 0.138. 0169 0.231 0.287 FREE LENT11.5 Ft d MIN 0.000 0.012 0.023 0.035 0.047 0.058 0.070 0.082 0.105 0.128 Shear Mod soil 7.55 ksi d MAX 0.000 0.037 0.074 0.112 0.149 0.186 0.223 0.260 0.335 0.409 STEEL AREA 0.8 in CREEP TIME: 1 2 3 4 5 6 10 TEST READING: 0.287 0.287 0.287 0.287 0.287 0.287 0.286 INFO CREEP: 0.000 0.000 0.000 0.000 0.000 0.000 -0.001 0.0 0.000 0.060 w 0.120 - 0.180 Z C 0.240 w 0.300 Cs 0.360 0.420 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 . 6 MIN � NOTE: All per 'Recommendations Post Tensioning I For Prestressed Rock calculations and Soil Anchors," Institute, 1996. I I CREEP READINGS ... 1 to 10 -0.001 6 to60 0.005 m 0. 0.000 0. uJ • -0.005 CREEP MOVEMENT PLOT • Th 100 TIME (Log Scale) Comments: The test nail is one of the replacemnt test nail for failed test nail (98-99) Both replacement test nails are deemed satisfactory, OK • • PROOF TEST SHEET , PB& A Nnidumi trgeuea Date: 8/28/2006 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T bellow 112(rep. fail na rinse an Stressing Ram :DSI-3767 TENDON DATA %OL LOAD 12.5% 2.5 25.0% 4.9 37.5% 7.4 50.0% 9.8 62.5% 12.3 75.0% 14.7 87.5% 17.2 100.0% 19.6 125.0% 24.5 150.0% 29.4 SOIL NAIL D.L.: 20 Kips FACTOR: 1 k1p= 124.1 psi PRESSURE 304 608 912 1216 1520 1824 2128 2432 3040 3649 BONDLEN: 10 Ft ELONG'N 0.000 0.040 0.062 0.093 0.125 0.178 0.198 0.252 0.331 0.400 FREE LEN: 10 Ft d MIN 0.000 0.010 0.020 0.030 0.041 0.051 0.061 0.071 0.091 0.112 _..__ Shear Mod0 soil 7.55 ksi d MAX _0.000 .._ 0.036 0.072 0.1019 0.145 0.181 _-. 0.217 _._ 0.254 0.326 0.398 STEEL AREA 0.8 in CREEP TEST INFO TIME 1 2 3 4 5 8 10 READING 0.400 0.399 0.398 0.398 0.397 0.397 0.397 CREEP 0.000 -0.001 -0.002 -0.002 -0.003 -0.003 -0.003 00 50 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 2.000 8 MIN - D.060 --` 0.120 0.180 0.240 a mAa 0 300 0.360 0.420 0.480 0.540 n arvs per "Recommendations Post Tensioning I For Pres Institute. 1996. 1 NOTE: All calculations ressed Rork " and Soil Andwrs." CREEP READINGS ... 1 to 10 -0.003 6 to 60 0.005 . 0.000 a rJ -0.005 CREEP MOVEMENT PLOT 0 • 100 TIME (Log Scale) Comments: The test nail is one of the replacemnt test nail for failed test nail (112-113) Both replacement test nails are deemed satisfactory. OK • PROOF TEST SHEET Date: 8/28/2006 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA • Job No. 50096 Soil Nail No. T bellow 113(re0. fail na 1 Psaa mnrduml rngnnnm riwrr jiuinesir. arm Stressing Ram :DSI-3767 TENDON DATA %DL LOAD 12.5% 2.5 25.0% 4.9 37.5% 7.4 50.0% 9.8 62.5% 12.3 75.0% 14.7 87.5% 17.2 100.0% 19.6 125.0% 24.5 150.0% 29.4 SOIL NAIL O.L 20 Kips FACTOR: 1 kip = BOND LEN: 124.1 psi 10 Ft PRESSURE ELONG'N 304 608 912 1216 1520 1824 2128 2432 3040 3649 0.000 0.019 0.056 0.075 0.102 0.137 0.161 0.203 0.263 0.346 FREE LENT Shear Mod soil 10 Ft 7.55 ksl d MIN 0.000 0.010 0.020 0.030 0.041 0.051 0.061 0.071 0.091 0.112 d MAX 0.000 0.036 0.072 0.109 0.145 0.181 0.217 0.254 0.326 0.398 STEEL AREA I 0.8 in CREEP TIME: TEST READING: INFO CREEP: 1 0.348 0.000 2 0.345 -0.001 3 0.345 -0.001 4 0.345 -0.001 5 0.344 -0.002 8 10 0.344 0.342 -0.002 -0.004 0.0 0.000 0.060 0.120 g 0.180 2 0.240 20 0.300 0.360 0.420 0 0.480 0.540 0,600 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 . 8 MIN . �. 111111.1e&S------,...: a MAA per "Recommendations Pod Tensioning 1 For Prestressed Institute. 1996. ' NOTE: All calculations Rock and Soil Anchors." CREEP READINGS ... 1 to 10 -0.004 6 to 60 0.010 If fi 0.005 0.000 -0.005 CREEP MOVEMENT PLOT TIME (Log Scats) 10 0 Comments: The test nail is one of the replacemnt test nail for failed test nail (112.113) Both replacement test nails are deemed satisfactory, OK • ga;a/iotiZ- PB&A, INC. ShearMOD.mcd 9/21/2006 FOR: TRC Stn,mural JOB: Hoag Hospital ia,,„31atEngines mg fl JOB NO.: 050096 SAMNISE`CA S4O u°`"'r`eO TEL we teoei wamie)as-ae• DESCRIPTION: Sample calculation for upper & lower bound for soilnail test. w»e` :" , LOCATION: Newport Beach, CA Units Conversion: DATE: 09/19/06 PAGE := 1 kip 1000 lbf BMa_aet _ _---= psi = 1•lbf•in 2 Refer page-102 of the approved calculation report for further information of Vs1, G etc. ksi 1000•psi psf := 1•1bf•ft 2 Granular Terrace Deposits: Vsl := 540• ft 3 sec pcf := 1ibfft Shear Modulus: G = p2xVs = yxVs2/g g = 32.17ttsec 2 Granular Terrace Deposits: yi := 120•pcf µi := 0.3 ( Poisson Ratio) 2 Vs1 GI -yi GI = 7.55ksi For sample calculation use the values of test T(76-77) at 100.0% of DL Calculation of lower bound ( firnin Free length UBL := 30.ft Bond length BL := 10•ft Applied load P = 19.62-kip Alignment load AL := 2.5•kip dmin As Es Steel cross sectional area As := 0.8•in2 Youngs modulus of steel Es := 29000 ksi 0.8 (P - AL) UBL dmin = 0.213in Calculation of upper bound 6max 1 Diameter of drilled hole D := 6•in Area of the soil subjected to shear Ac := 3.14-D•BL Shear Modulus Gs := GI (P- AL) •(UBL +O.5 BL) + (P- AL) •BL max As Es A� Gs dmax = 0.430in (T)415-259-0191 (F)415-259-0194 124 Greenfield Ave., San Anselmo, CA e-mail: pba©pbandainc.com . PROOF TEST SHEET Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA • Job No. 50096 Soli Nail No. T between 76-77 !`Amdumrrrigrrnm :. ww rys..u4aec. rn 1 Stressing Ram # 30 Ton ECH RCH302 TENDON DATA %DL LOAD 12.5% 2.5 25.0% 4.9 37.5% 7.4. 50.0% 9.8 62.5% 12.3 75.0% 14.7 87.5% 17.2 100.0% 19.8 125.0% 24.5 150.0% 29.4 SOIL NAIL D.L.: 20 Kips FACTOR: 1 kip = ............. __.. BOND LEN: 142.86 psi 10 Ft PRESSURE` ELONG11 350 700 1050 1400 1750 2100 2450 2800 3500 4200 0.000 0.071 0.095 0.152 0.204 0.258 0.300 0.370 0.496 0.581 FREE LEN: Shear Mad soil 30 Ft 7.55 ksi d MIN 0.000 0.030 0.061 0.091 0.122 0.152 0.182 0.213 0.274 0.335 d MAX 0.000 0.062 0.123 0.185 0.246 0.308 0.369 0.431 0.554 0.877 STEEL AR FAI 0.8 in CREEP TIME: 1 2 3 4 5[ 6 10 TEST READING: 0.579 0.576 0.578 0.578 0.577 0.577 0.575 INFO CREEP: 0.000 -0.001 -0.001 -0.001 -0.002 -0.002 -0.004 0.0 0.000 0.060 0.120 = 0.180 z 0.240 6 0.300 b 0.360 0 0.420 0.480 0.540 0.600 5.0 10.0 20.0 LOAD (KIPS) 15.0 g MIN 6 MA NOTE: All calculations per "Recommendations For Prestressed Rock and Soil Anchors. Post Tensioning Institute. 1996. 25.0 30.0 CREEP READINGS ... 1 to 10 -0.004 8 to 60 0.010 0.005 W 0.000 -0.005 CREEP MOVEMENT PLOT • 100 TIME (Log Scale) Comments: The test nail is deemed satisfactory. OK • PB&A, INC. ShearWave.mcd 9/21/2006 FOR: Condon Johnson JOB: Hoag Hospital JOB NO.: 050094 DESCRIPTION: Young's Modulus calculation REFERENCE: NIA LOCATION: Newport Beach, CA DATE: 04125/06 ___ PS 3zt1. se..aruv...+ro "— CONDON • JOHNSON <,. �.._ ►o11.11411111 stulit •. a e.ai.,,.acptendateren According to the Report No.1651.26 " Preliminary Geotechnical Investigation" prepared for Hoag Hospital from Lowney Associates dated February 25, 2005, the shear wave velocity can be estimated from Figure 14 as follows: ft Granular Terrace Deposits: Vsl := 540. see c Fine Grained Terrace Deposits: Vs2 = 720- 8 sec Bedrock: Vs3 := 800. 8 sec From the following equation, Shear Modulus: G = p2xV8 = yxVs2/g Young's Modulus: Es = Gx2x(1+µ) = 2►yxVs2x(1+µ)/g So the Young's Modulus of each layer can be computed: Granular Terrace Deposits: µl := 0.3 yl :=120-pcf Esl = 2'yl'Vsi ( 2i+µ1)g Fine Grained Terrace Deposits: Es) = 2827719.98psf µ2 := 0.3 //y2:= 100-pcf 2(1+µ2) Est = 2'72' Vs2 Est = 4189214.79psf 8 Bedrock: 113 := 0.33 73 100•pcf 2 (1+µ3) Es3 := 2•y3' Vs3 8 Es3 = 529I220.96psf For: PAGE := 102 Units Conversion: kip := 1000•Ibf psi := 1•1bf•in. 2 ksi := 1000-psi psf := 1-Ibf•ft 2 pcf 1•Ibf•1 3 g = 32.17ftsec 2 in which µ is the known Poisson Ratio. Assume the compression index Cc is three times of the swelling index Cs, so the input Young's Modulus for this excavation problem in Plaxis will be three times of the values calculated as above. (7)415-259-0191 (F)415-259-0194 124 Greenfield Ave., San Anselmo, CA e-mail: pba@pbandainc.com • • CITY OF NEWPORT BEACH P.O.Box 1768, NEWPORT BEACH, CA 92658-8915 Building Department GRADING/DRAINAGE PLAN CHECK QF REVISIONS r , • Make the following corrections to the plans. • Return this correction sheet and check prints with corrected plans. • Indicate how each correction was resolved Project Address fr - /4e)f✓rm_Plan Check # t'(® 7— Checked by Date Y= 7 c L Phone No.2 2 C Z r 2 Submitted Corrections dated are: Responsive to checklist comments Additional Information Needed, see below Items requiring response/further evaluation: [Vi sit M e c)iv ,4 v` �- i 5 2—etc C t"1t-L. no t 15' . t A — 0TAst- 43h 51 etkt ( '`�; b 76 77 s (1,.5%ty Note to City Staff: Staff should confirm that the Consultants (C.E.G and G.E.) have signed the final dated foundation/construction plans, per city code, thereby verifying the plans' geotechnical conformance with the consultant's original report and associated addenda. Res_P lan_Rev_Master.doc BY Ken Bagahi, Ph.D. 108 Bagahi Enginee • ORIGINAL SUBMITAL AUGUST 28, 2006 a a w - --- — - a aa 111=II aw ININI— — — a a — r MI ME el In m Structural Engineering To: James C. Juliani From: PIROOZ BARAR Date: August 15, 2006 Subject: Field Memorandum #002 Wwlr latf; A MEMORANDUM Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 Re: Failed Test Nail As reported in our field report of todays date, two test nails between Nails 98 & 99, and between 112 &113 did not pass the pull-out test. This memo is to provide direction for the remedial work. Two additonal test nails will need to be installed in the vicinity of each of the failed test nails and need to be tested as shown on the approved plans. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George BurrougWCONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deen/ T RC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandalnc.com a— INIMM WSW -- -- w S is is s aaal saaasaa0.• r— AIM OPP — _a AIM — arm - - In MI— a a INNS MI MI — — Structural Engineering To: From: Date: Subject: James C. Juliani Vaikunthan Renganathan, P.E. August 15, 2006 Field Report No. 002 www.pbandainc.com FIELD MEMORANDUM loth Anniversary I Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company T RC Address: 21 Technology Drive City: State: Irvine CA. Zip: 92618 Field daily Report No.002-Date 8-15-06 The following activities were observed/inspected: 1. Nail # 252 was drilled and Drilling Equipment broke down. 2. The vertical cut was made between Stat. 3+75 and 4+50 at second row of soilnails. 3. Three test nails were tested; These Test Nails are located between soilnails 76-77, 98-99 & 112-113; the first Test Nail passed the test. See the attached test results. Observed construction and the following sequence or construction was not in compliance with the approved plans. Discussed with Construction Crew and bench excavation will be used for subsequent cuts. 1. The soil is not suitable to do the vertical cut before drilling and pouring grout for tieback; therefore bench excavation is to be utilized as shown on approved plan Si. Between Stat. 3+50 to 7+00 the bench excavation was not used. Additional observation: 1. Between stet. 4+00 thru 4+50 vertical cut was left without shotcrete. Unsupported vertical excavation at "Granular Terrace Deposits" needs to be shotcreted the same day the vertical cut is made, otherwise flash coat of concrete is necessary to support the excavation temporarily. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Vaikunthan Rengauathan,P.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JORNSON ASSOC. INC. PEROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Dees/ T RC • 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 416-259-0194 small: pba@pbandaInc.com -Web: www.pbandaine.com • PROOF TEST SHEET Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA • Job No. 50096 Soil Nall No. T between 76-77 ,.- SWcturai Engineers P6alrid inc. turn Stressing Ram # 30 Ton ECH RCH302 TENDON DATA %DL 12.5% 25.0% 37,5% 50.0% 62.5% 75.0% 67.5% 100.0% 125.0% 150.0% SOIL NAIL D.L.: 20 Kips LOAD 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 24.5 29.4 FACTOR: 1 k1p= 142.86 psi PRESSURE 350 700 1050 1400 1750 2100 2450 2800 3500 4200 BOND LEN: 10 Ft ELONG'N 0.000 0.071 0.095 0.152 0.204 0.258 - 0.300 0.370 0.496 0.581 FREE LEN: 30 Ft d MIN 0.000 0.030 0.061 0.091 0.122 0.152 0.182 0.213 0.274 0.335 d MAX 0.000 0.044 0.089 0.133 0.177 0.222 0.268 0.310 0.399 0.488 STEEL AREA 0.8 in CREEP TEST INFO TIME: READING: 1 0.579 2 0.5713 3 0.578 4 0.578 5 0.577 6 0.577 10 0.575 CREEP: 0.000 -0.001 -0.001 -0.001 -0.002 -0.002 -0.004 0.0 0.000 0.060 0.120 = 0.180 20.240 0.300 0.360 0.420 0 0.480 0.540 0.600 5.0 10.0 LOAD (K PS) 15.0 20.0 25.0 30.0 111111MIMINAIII NOTE: All calculations per 'Recommendations For Pres reseed Rock and foil Anchors," Post Tensioning Institute, 1996. 1- I CREEP READINGS ... 1 to 10 -0.004 OK 6to60 0.010 0.005 w 0.000 U -0.005 CREEP MOVEMENT PLOT e-- • 10 TIME (Log Scale) 0 Comments: The test nail is deemed satisfactory. • • PROOF TEST SHEET 1110 ram e= i at,. Structural Engineers Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T between 98-99 VUaWaiui.cu Stressing Ram # 30 Ton ECH RCH302 TENDON DATA %DL 12.5% 25.0% 37,5% 50.0% 82.5% 75.0% 87.5% 100.0% 125.0% 150.0% SOIL NAIL O.L.: 20 Kips LOAD 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 24.5 29.4 FACTOR: 1 kip = 142.86 psi PRESSURE 350 700 1050 1400 1750 2100 2450 2800 3500 4200 BOND LEN: 10 Ft ELONG'N 0.016 0.023 0.090 FREE LEN: 30 Ft d MIN 0.000 0.030 0.061 0.091 0.122 0.152 0.182 0.213 0.274 0.335 d MAX 0.000 0.044 0.089 0.133 0.177 0.222 0.266 0.310 0,399 0.488 STEEL AREA 0.8 in CREEP TEST INFO TIME: READING: CREEP: 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 10 0.000 00 0.000 0.060 0.120 = 0.180 Z 0.240 OZ 0.300 L 0.360 W w 0.420 Q 0.490 0.540 0.600 5.0 10.0 LOAD (K PS) 15.0 20.0 25.0 30.0 b MIN NOTE: All cakulatlons per "Recommendations For Prestressed Rock and Soil Anchors." Post Tensioning Institute, 1996. CREEP READINGS ... 1 to 10 6 to60 c7 0.010 m .5 c G 0- 0.005 6 W v 0.000 e CREEP MOVEMENT PLOT • 10 TIME (Log Scale) 100 Comments: After pressure reached 1000 psi(37.5% of design load) elongation of the testnail suddenly increases to 0.32 "; Test was stopped. It was found bonded length is 3-4 ft. • PROOF TEST SHEET i >-ess.:-4 Swcture! Engineers Date: 9/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T between 112-113 wwwAmdahl c. else Stressing Ram C 30 Ton ECH RCH302 TENDON DATA %DL 12.5% 25.0% 37.5% 50.0% 62.5% 75.0% 87.5% 100.0% 125.0% 150.0% SOIL NAIL D.L.: 20 Kips LOAD 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 24.5 29.4 FACTOR: 1 kip = 142.86 psi PRESSURE 350 700 1050 1400 1750 2100 2450 2800 3500 4200 BOND LEN: 10 Ft ELONG'N 0.000 0.026 0.070 0.069 FREE LEN: 30 Ft d MIN 0.000 0.030 0.081 0,091 0.122 0.152 0.182 0.213 0.274 0.335 d MAX 0.000 0,044 0.089 0.133 0.177 0.222 0.266 0.310 0.399 0.488 STEEL AREA 0.8 in CREEP TEST INFO TIME: 1 2 3 4 5 6 10 READING: CREEP: 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.060 0.120 = 0.180 Z 0.240 ZO 0.300 g 0.360 W 0.420 0 0.480 0,540 0.600 0.0 5.0 10.0 LOAD (KIPS) 15.0 200 25.0 30.0 O S MIN b MAY per "Recommendations Post Tensioning I For Pres Institute, 1996. I NOTE: Alt cakutadons ressed Rock and Soil Anchors,' CREEP READINGS ..- 1 to 10 8 to 60 S 0.010 L c C 0- 0.005 6 W W V 0.000 CREEP MOVEMENT PLOT • • e • • 10 TIME (Log Scale) 100 Comments: After pressure reached 1400 psi(30.0% of design bad) ,no movement of the bar. Test was stopped. It was found bonded length is 6 ft. • ORIGINAL SUBMITAL AUGUST 28, 2006 xi eitt#� �'- Inc C srom,er-Focused Solutions August 28, 2006 Mr. Ali Naji City of Newport Beach 3300 Newport Boulevard Newport Beach, CA 92658-8915 Dear Mr. Naji: T2ASifi &t-bloce Attached for your review is a summary of field memorandums, RFIs, and a fax, as well as originals of these documents which have been prepared in response to questions concerning construction of the Hoag Hospital soil nail wall. The field memorandums have been prepared by Pirooz Barar & Associates, Inc.(PB&A) inspectors in response to their observations of construction activities (see daily field reports). The RFIs and fax have been submitted to the structural engineer of record by Condon -Johnson & Associates, Inc., the soil nail wall construction contractor to obtain clarification on construction activities. All field memorandums, RFIs and the fax have been approved and wet -stamped by Pirooz Barar, the structural engineer of record. Daily field reports are also included for your reference. If you have any questions or require additional information, please call me at 949-283- 6276. Sincerely, Tom Deen TRC Project Manager cc: Jim. Juliani, TRC Bob Grabski, Hoag Hospital 4 DOCUMENT # DATE DESCRIPTION Field Memo 000 8/10/06 Soil nails in the top row between stations 5+27.7 and 7+52.5 were installed 6ft on center instead of 5ft on center as shown on the Approved Plans. Memo provides revision to Plan - second row of soil nails will be installed 4.5ft on center. Supporting calculations are provided. Field Memo 001 8/15/06 a) Soil nails #95, 97, 99, and 101 drilled through Shotcrete with block outs. b) As -built location of 12" diameter PVC downdrain. c) Lap splice location for waler bars. d) Non-compliance of rebar for 12" PVC downdrain. e) Field Memo 002 8/15/06 a) Description of remedial work for failed test nail. Field Memo 003 8/16/06 a) Clarification of rebar requirement for as -built and future construction of 6" vertical drain. b) Clarification of detail 3, Sheet S-6A regarding connection of drain grate to vertical 2" PVC downdrain. Field Memo 004 8/17/06 a) Remedial action required to extend soil nail due to nail boring drilled deeper than planned. Field Memo 005 8/18/06 a) Description of remedial work needed to correct 2 soil nails installed at the same location. Field Memo 007 8/21/06 a) Clarification that rebar reinforcement is not required for 6" PVC downdrain. See Field Memo 003. RFI# CJA-0511-003 7/20/06 Approval of drainage material. RFI# CJA-0511-04 7/24/06 Approval of v-nail slurry mix. RFI# CJA-0511-002 7/10/06 Substitute 1 #9 threadbar for 3 #6 threadbars as vertical nails. RFI# CJA-0511-007 7/25/06 Clarification of steel plate material grade. RFI# CIA-0511-008 7/26/06 Revision to plans regarding epoxy coating of steel soil nail plates. Fax 7/28/06 Verification that Type II/V is acceptable. Plans call for Type V. t Date CITY OF NEWPORT BEACH BUILDING DEPARTMENT P.O.BOX 1768, NEWPORT BEACH, CA 92658, (949) 644-3288 FEE RECEIPT TARGET DATE: e" Plan Check No. � j ri ^ 5 Received by: lilt 1 T ti.1 Received from 1 II"A ..7 11. Job Address Building Plan Check 2900-5002 $ 217. Harbor Resource Plan Check (Building) ... 2900-4627 $ Zoning Plan Check 2700-5003 $ Grading Plan Check 2900-5004 $ 2.17 Fire Plan Check 2330-5055 $ Electrical Plan Check 2900-4612 $ Plumbing Plan Check 2900-4616 $ Mechanical Plan Check 2900-4618 $ Harbor Resources Plan Check 2370-4654 $ Overtime Plan Check - Building 2900-5023 $ Overtime Plan Check - Grading 2900-5004 $ Overtime Plan Check - Planning 2700-5003 $ Preliminary Code Compliance Review 2900-5002 $ Reinspection B E M P/Special Inspection 2900-5008 $ Reinspection Fire 2330-5050 $ Temporary Certificate of Occupancy 2900-5008 $ Underground Utilities Waiver 010-2225 - $ Energy Compliance 2900-5017 $ Planning Department Fees 2700-5000 $ Sale of Maps & Publications (Planning) 2700-5812 $ Determination of Unreasonable Hardship .F900-5018 $ Public Works Plan Checka 5200-5002 $ Performance Deposito(Refundable) 010-2201 $ Records Management Fee (Copies) Pam, 010-2263 $ Other (Specify) aBEACH TOTAL FEES $ For Plan Check status log on to: AUG 2 9 2006 www.city.newnort-beach.ca.uslbuilding, select On -Line Services or call (949) 844-3255. Fee Receipt No. NOTICE: PLAN CHECK EXPIRES 180 DAYS FROM DATE Oj+SUBMITTAL. (t\feercpt. 6ro5) ' 1 CITY OF NEWPORT BEACH P.O.Box 1768, NEWPORT BEACH, CA 92658-8915 Building Department GRADING/DRAINAGE PLAN CHECK QF REVISIONS 5t, rlh-ic. Pt)-m • Make the following corrections to the plans. • Return this correction sheet and check prints with corrected plans. • Indicate how each correction was resolved Project Address f' 4_ g )/I T_ Plan Check # / ( 8 7 toe Checked byDate --% L Phone No., 2 S 2.12 / Submitted Corrections dated are: Responsive to checklist comments Additional Information Needed, see below Items requiring response/further evaluation: j f� Memo °lire° '° Cr 15 e 7—se 6 t^i-ket 2- Mal IS -hi I wt W _ trvt ...9---"cAL, vitt...p....41- cyrz, ev, ntu C 76 77 .5 f can Note to City Staff: Staff should confirm that the Consultants (C.E.G and G.E.) have signed the final dated foundationleonstruction plans, per city code, thereby verifying the plans' geotechnical conformance with the consultant's original report and associated addenda. BY Res_P l an_Rev_Master. doc Ken Bagahi, Ph.D. AW. 108 Bagahi Enginee t i 07 - 2a5 *441+1 141Sell at. __ �_ _ —volla -- NM —f — an — gala �� mu an sr — — �r a/a w.— en mew IR — 1111111al► "In— S — OM a s MI Structural Engineering To: James Juliani From: PIROOZ BARAR Date: August 10, 2006 2or Anniversary Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive Subject: Field Memorandum #000 City: Irvine www.pbandainc.com State: CA. Zip: 92618 This memo will address the remedial work needed to correct the following issue: The top row of Soil Nails located between Sta. 5+2Z7 and 7+52.5 have been placed 6ft. o.c. instead of 5ft. o.c. as indicated in the Approved Plans. Correction: The Design has been revised - the second row of Soil Nails are spaced 4' 6" o.c. in lieu of 5' o.c. as shown on the aproved drawings. Please see the supporting calculations and sketch SK-2 for the revised length of nails located between the referenced sta. points. /4111 ould you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deen/ T RC 00EES& 45..�\POC' LW �� 4l� No. SE 2502 Exp:_ C 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com J:ID1050000-AAAA1050090-Hoag Hospita0050095-CAIRFI108-04-06-RFI-As Built Soilnail\Calcs\PermaOym108-10-061Cover&Index 8/10/20064:56 PM ��a a. - - • - Pirooz Barar & Associates Structural Engineering ENGINEERING CALCULATIONS AS -BUILT SOILNAIL Hoag Hospital Newport Beach, CA. FOR; CONDOM -JOHNSON 8r INC. CONTRACTORS AND ENGINEERS August 10, 2006 124 Greenfleld Avenue, CA. 94960. TEL. 415-259-0191 FAX. 415-259-0194 e-mail: pba@pbandainc.com PIROO2 BARAR 8 ASSOCIATES Index Page:1 8/10/2006 4.56 PM _---- Now - Pirooz Barar & Associates Structural Engineering JOB NO.: 50095 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport Beach, CA CONDON-JOHNSON & AltltlATEI. INC. CONTRACTORS AND ENGINEERS Date: Page: 10-Aug-06 CONTENTS PAGE 0) INDEX I) Design of 24.0 ft. SoilNailed Wall wl 4 Rows of Nails (Section 4) 1 thru 5 II) Design of 29.5 ft. SoilNailed Wall w/ 5 Rows of Nails (Section 5) 6 thru 10 124 greenfield Ave, San Anselmo,CA 94960 94415)259-0191, F4415)259-0194 pba®pbandainc.com a a me me Pirooz Barar & Associates Structural Engineering calctlatians CONDON • JOHNSON & 1111111111. 11I. CONTRACTORS ANO ENGINEERS Input and Output for Winslope Analysis Excavation Profile: X Y 0.0 20.5 0.0 44.5 4.0 44.5 49.0 64.0 100.0 64.0 El. T.O.W. +44.5'+1- El. B.O.W.= +20.5'+l- 10-Aug-06 1 JOB NO.: 50095 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: El. T.O.SL.= +64.0'+/- 0.21 g s00001141401N000 uua 5tatic&Pseudo Static Analys (S TA 7+02 50) Soil Strata Profile Soil Profile X Y 7 (Pcf) Granular Terrace Deposits 0.0 27.0 120 100.0 27.0 Clayey Silt/ Weathered BR 0.0 23.0 100 100.0 23.0 Siltstonel Claystone 0.0 -10.0 100 100.0 -10.0 tel: (415) 259-0191 fax: (415) 259-0194 Phereatic Water Surface x Y 0.0 20.5 3.0 23.5 7.0 28.0 10.0 30.0 14.0 32.0 23.5 34.0 100.0 34.0 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • = -� — _ I CONiDON ° inNlNatN :i JOB NO.: 60096 • t1I91t1EEt, III. ;FOR: Condon -Johnson Pirooz Barer & Associates' DONTRACTORe AND ENGINEERS I DESCRIPTION: Hoag Hospital Structural Engineering LOCATION: Newport, CA Date: 10-Aug-06 Page: 2 Soil Properties Static Dynamic I Soil Prop C(PSF) q° iz (PSF) C(PSF) O° a (PSF) GTD 100 32 s 1250 133 39.7 1250 WEIR 400 16.5 1250 632 21.5 1250 S!C 525 23 1600 698 29.5 1800 NAILS OA CI WEDGE 1 tel: (415) 259-0191 fax: (415) 259-0194 W1 SURCHARGE W2 SOIL LAYER BOUNDRY O so0 _ i PHREATIC Fr-3 ___ WATER Fr-3 E2-v WATER t ----- __ /ems SURFACE R2 R3 R3 - C3 C3 N2 WEDGE 2 -r z1 �N1 SOIL LAYER 2 SOIL LAYER 3 OIL LDRY AYER 80UN 124 Greenfield Ave. email: pbarargpbandainc.com San Aneelmo, CA 94960 webelte: www.pbandainc.com •-- Pirooz Barer & Associate SWctune Engineering CUMIN • JONNUON JOB NO.: tloosa pititltllllt. lilt. FOR: Condon -.Johnson CONTRAOTORS AID ENGINEERS DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 10-Aug-06 Page: 3 Nail Geometry & Properties Rowf 1 Y(ft) ( L(ft) d(InC S(ft) 0(deg) Aspn•2) al) Punchjklps) 1 23.0 30.0 6.0 5.0 ` a 15.0 0.78 75.0 45.0 2 29.0 35.0 6.0 5.0 15.0 0.78 75.0 45.0 3 35.0 40.0 6.0 4.5 15.0 0.78 75.0 45.0 4 41.0 40.0 6.0 6.0 15.0 0.78 75.0 45.0 tel: (415) 259-0191 fax: (415) 259-0194 S = Hole Spacing As= Area of Steel 124 Greenfield Ave. email: pbararapbandainc.com San Aneelmo, CA 94980 webahe: www.pbandainc.com • 50095 JOSS No.: _1S CONDON • JDHNSON }4nan DESCRIPTION: Hoag Hospital pp & 1111111TEt. 111. Pirooz Barar & Associates CONTRACTORS AND ENGINEERS LOCATION: Newport, CA structural Engineering Results from Static Analysis Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs' 1 56012.2 50564.2 56012.2 2 45388.0 44778.4 45388.0 Avg Soil Prop C(PSF) Is(PSF) gyp° Under Wedge 1 360.1 1321.8 22.6 Under Wedge 2 100.0 1250.0 31.7 On Vert Plane 100.0 1250.0 32.0 Detailed forces in the nails: Date: Page: 10-Aug-06 4 Row # X-int. Y-int Wedge-int. F-Ieft (Ibs) F-right (Ibs) F-yield (Ibs) F-Control (kips) Governing Factor 1 3.7 22.0 1 53938.7 61747.2 58500.0 53.9 punchshear 2 12.5 25.7 1 70326.3 48036.9 58500.0 48.0 pullout 3 21.1 29.3 2 _ 87944.2 35595.6 58500.0 35.6 pullout 4 25.5 34.2 2 96829.3 26710.6 58500.0 26.7 pullout F.O.S = 1.51 (Permanent -Static) tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • Pirooz Barer & Associates! Structural Engineering CONDON • JOHNSON & 1111, I11 E 1. 111. CONTRACTORS AND ENGINEERS Results from Dynamic Analysis Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs' 1 76108.8 67276.1 76108.8 2 71980.0 71143.4 71980.0 Avg Soil Prop C(PSF) II(PSF) tp° Under Wedge 1 478.8 1321.8 28.9 Under Wedge 2 133.0 1250.0 39.4 On Vert Plane 133.0 1250.0 39.7 Detailed forces in the nails: JOB NO.: 50095 DESCRIPTION: Hoag Hospital LOCATION: San Carlos, CA Date: Page: 10-Aug-06 5 Row # X-int. Y-int. Wedge-int. F-left (Ibs) F-right (Ibs) F-yield (Ibs) F-Control (kips) Governing Factor 1 4.2 21.9 1 T 55333.1 60352.8 58500.0 55.3 punchshear 2 14.4 25.1 1 74277.0 44086.2 58500.0 44.1 pullout 3 24.6 28.4 1 94943.2 28596.7 58500.0 28.6 pullout 4 31.1 32.7 2 108118.0 15422.3 58500.0 15.4 pullout 5 6 7 9 10 F.O.S.= 1.36 (Permanent -Pseudo Static) tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave. email: pbarar@pbandalnc.com San Anselmo, CA 94960 website: www.pbandainc.com - - - - - - C t CDNDON • JOHNSON & ttl/illlf Et. lit. Pirooz Barar & Associates'' CONTRACTORS AND ENGINEERS Structural Engineering . ......... ........ .... .............. Catc�ilaxi�ris' Input and Output for Winslope Analysis El. T.O.W.= Excavation Profile: +47.5'+l- X y 0.0 18.0 0.0 47.5 4.0 47.5 49.0 66.0 100.0 66.0 El. B.O.W.= JOB NO.: 50095 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 10-Aug-06 Page: 6 El. T.O.SL.= +66.0'+/- 0.21 g ection 5 SoliNai1ed Wa Static&Pseudo Static Analys (STA 9+00.00) Soil Strata Profile Soil Profile X Y 7 (pcf) Granular Terrace Deposits 0.0 29.0 120 100.0 29.0 Clayey Silt/ Weathered BR 0.0 24.0 100 100.0 24.0 Siltstone/ Claystone 0.0 -10.0 100 100.0 -10.0 tel: (415) 259-0191 fax: (415) 259-0194 Phereatic Water Surface x Y 0.0 18.0 4.0 24.0 8.0 28.0 12.0 30.0 18.0 33.0 23.0 34.0 100.0 34.0 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com -- _ 1 I10ON eJ01Y1i011 I JOB NO.: ��� �- & 1ii91llifi. me FOR: Pirooz Barar & Associated CONTRACTORS AIM ENGINEERS ' DESCRIPTION: Structural Engineering LOCATION: 1 Soil Properties Date: 10-Aug-06 Page: 7 Static J Dynamic 1 Soil Prop C(PSF) pe LA (PSF) C(PSF) ` q° /a IAA 100 32 1250 133 39.7 1250 GTD WBR 400 16.5 1250 632 21.5 1250 S/C 525 23 1500 699 29.5 1500 NAILS W1 V aC1 Fr-1 c WEDGE 1 %RI z SURCHARGE Fr-3 Fr-3t WATER R3 R3 _ C3 C3 —r x N1 W2 50095 Condon -Johnson Hoag Hospital Newport, CA SOIL LAYER BOUNDRY N2 WEDGE 2 SOIL LAYER PHREATIC WATER SURFACE SOIL LAYER j- BOUNDRY SOIL LAYER 3 tel: (415) 259-0191 fax: (416) 269-0194 124 Greenfield Ave. email: pbararepbandainc com San Anaeimo, CA 94960 website: www.pbandalnc.com • • so. IS _= _ = ' =S MSS ___ _ CONOON • JONNNON .Ioe No.: -= = i II/BII1iis, lig. Fes' Pirooz Barar & Associates CONTRACTORS AND ROWERS t DESCRIPTION: Structural Engineering LOCATION: Date: 10aAug-08 Page: 8 Nail Geometry & Properties 60095 Condon -Johnson Hoag Hospital Newport, CA Row f Y(fg Lift) l d(In) 1 Sift) I Wag) I As(InA2) Fy(lai) Punch(kips) 1 20.6 35.0 8.0 5.0 16.0 0.78 75.0 45.0 2 26.3 40.0 6.0 5.0 15.0 1.00 75.0 45.0 3 32.2 48.0 6.0 4.6 15.0 1.00 75.0 45.0 4 98.0 48.0 6.0 4.6 15.0 0.78 75.0 45.0 5 44.0 40.0 6.0 6.0 15.0 0.78 75.0 45.0 S = Hole Spacing As= Area of Steel tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave, small: pharaebandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • Pirooz Barer & Associates Structural Engineering CONDON • JOHNSON & ASSUAIAIES, IMt. CONTRACTORS AND ENGINEERS Results from Static Analysis Intermediate Data: Wedge # Sat. Wt Bo. Wt. Dry wt (Ibs 1 50714.2 46479.5 50714.2 2 62630.2 61633.5 62630.2 Avg Soil Prop C(PSF) 11(PSF) 90 Under Wedge 1 478.1 1406.3 20.6 Under Wedge 2 110.9 1250.0 31.1 On Vert Plane 116.8 1250.0 31.2 Detailed forces in the nails: JOB NO.: 50095 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 10-Aug-06 9 Row # X-int. Y-int Wedge-int. F-Ieft (Ibs) F-right (Ibs) F-yield (Ibs) F-Control (kips) Governing Factor 1 2.9 19.7 1.0 52176.4 75290.4 58500.0 52.2 punchshear 2 9.8 23.7 1.0 65336.0 70422.1 75000.0 65.3 punchshear 3 16.6 27.7 2.0 78827.8 66827.9 75000.0 66.8 pullout 4 21.2 32.3 2.0 88145.4 51102.4 58500.0 51.1 pullout 5 26.0 37.0 2.0 97784.3 25755.5 58500.0 25.8 pullout F.O.S = 1.50 (Permanent -Static) tel: (415) 259-0191 fax: (415) 269-0194 124 Greenfield Ave. email: pbarargpbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • • • Pirooz Barer & Associates, Structural Engineering JOB CONDON'JOHNSON RDESCRIPTION: Hoag Hospital & A A A A Clint. 11 A. DESCRIPTION: CONTRACTORS ANO ENGINEERS LOCATION: Newport, CA Results from Dynamic Analysis Intermediate Data: Wedge # Sat. Wt. Bo. Wt. Dry wt (Ibs' 1 101875.0 88489.9 101875.0 2 94752.4 93254.8 94752.4 Avg Soil Prop C(PSF) IA(PSF) tp° Under Wedge 1 635.8 1406.3 26.6 Under Wedge 2 147.5 1250.0 38.7 On Vert Plane 151.3 1250.0 39.0 • Date: Page: 10-Aug-06 10 Row# X-int. Y-inL Wedge-int. F-left (Ibs) F-right (Ibs) F-yield (Ibs) F-Control (kips) Governing Factor 1 4.3 19.4 1 55372.1 72094.7 58500.0 55.4 punchshear 2 14.1 22.5 1 75945.7 59812.3 75000.0 59.8 punchshear 3 24.2 25.7 1 94094.7 51561 75000.0 51.6 pullout 4 32.1 29.4 2 110264 28983.8 58500.0 29.0 pullout 5 37.5 34.0 2 121141 2398.51 58500.0 2.4 pullout F.O.S = 1.34 (Permanent -Pseudo Static tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com AS -BUILT SOILNAILS SEE SCHEDULE 4 yyam�.. III III III III III CS C n C can:eFi C - — — III PER 30 _ III II _ b.- • ` III 10 d 6I I III III III 1— tl' ..-=ll L- IL -A III III II III q' m� (- �I III Q II� of w m m C1Z) y ID I, m w m SOD II 50 ELEV. FT. 0 mx =343.64' SEE SCHEDULE 4 II I III ELEVATION SCALE 1/16"=1"-0" SEE SCHEDULE 5 =+36.5'± %OFESS/0 oOZ 8Ar. St�ueural Engineeing II I SOILNAILS TO BE DRILLED ®4'-6" O.C. NAILS @6'-0" O.C. W/ —LEN 0E-40'-O" EL-+36.8'± a .. .. III I I �]pyl III u, III ELgIN29.0'fl I� 4�.IP � �F] --m-"rth r`ilr- f51,1 V' t 1 l E'm III III D'I IL II II III III III III al to �r m A Ir ur r , NI IL us ... { SOILNAILS TO BE ELEVATION DRILLED 04'-6" O.C. 08/10/06 HOAG HOSPITAL SCALE 1/16"=1'-0" PREPARED FOR, COMMON. aINI IION ASSOOIATRO, INO CONTRACTORS a ■NCINURRS III SOILNAILS TO BE DRILLED ®4' 6" O.C. W/ LENGTH OF 48'-0" NOTES FROM STA. 5+27.7 TO STA. 7+52.5, SOILNAILS ARE WING TO NE INSTALLED AS IHE SCHEDULES BELOW. ROW NO. NAIL LENGTH (FT) SPACING (FT) BAR SIZE 1(TOP) 40 6.0 fa 2 40 4.5 /8 3 35 5.0 /8 4 30 5.0 16 SCHFOLII F 4 ROW N0. NAIL LENGTH (FT) SPACING (FT) BAR SIZE 1(TOP) 40 6.0 18 2 48 4.5 �B 3 48 4.5 #9 4 40 5.0 119 5 35 5.0 i8 MHFOIIIE AS —BUILT SOILNAIL DATA ELEVATION ORIGINAL ECALC IS IN INCP[S I I FUR REDUCED PLANS 0 I w SIM aSI S wM.INII. MM. NW OM a IS Millni all/ Ina MI In MN Ninir mill Qoth Anniversary To: James C. Juliani From: PIROOZ BARAR Date: August 15, 2006 Subject: Field Memorandum No. 001 City: Irvine www.pbandainc.com j State: CA. Zip: 92618 Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company T RC Address• 21 Technology Drive We are writing this memorandum to provide comments/remedial action for the non-compliance issues pointed out in the Daily field Report No. 001 dated 8/14/06. L Nails (# 95,97,99 & 101 thru 104) Drilled thru Shotcrete w/Block Outs: The block -outs need to be filled with shotcrete and the same size of plate for soilnail head as specified in the approved plan may be used. In order to avoid creating voids behind the plate as the result of the shrinkage of the shotcrete, the following additional steps are to be taken; • Place the plate over the block -out that has already been filled with shotcrete. • Prior to fastening of the washer and the nuts, through the gap between the soil nail and the edge of the hole at the center of the plate, place additional grout with the same mix as used for filling the hole. 2. Installed Location of the 12" dia. PVC Down -drain: We have taken no exception for the installed location of the 12" dia. PVC Down -drain. This needs to be coordinated with Civil Plan. 3. Lap Splice Location the for Waler Bars: Waler bars may be spliced at the nail location in lieu of in between nails as specified in the approved plans as long as the following condition is met; ▪ A min. 24" lap is provided and one leg of the splice extends min. 24" beyond the nail location. 4. Non -Compliance of Rebars detail for 12" dia. PVC Vertical drain with Detail 6/S1; • The issue was corrected in the field. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. l OFCa0 cc. Steve Williams / George Borraugh/CONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deen/ T RC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com MS Silk aa- — sat SE aaaa- -- - w Sal IS INIS - madam. aan ISM =f S a>_ - r— — IS — — - — aa�iniiiiiiir. .111..n.. ISM Min — - - — Structural Engineering FIELD MEMORANDUM 2oth Anniversary 1 To: James Juliani Job No.: 060096 From: Vaikunthan Renganathan, P.E. Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Date: August 15, 2006 Address: 21 Technology Drive Subject: Field Report - No. 001 City: Irvine wwW.pbandalnc.com State: CA. Zip: 92618 Field Davly Report No. - 001 - Date 08-14-06 Mr.Pirooz Barar and I arrived at the jobsite at 8.35 a.m. and met with Mr. Tom Deen/f RC and Mr.Gary RnsseII/TRC. We went to the site and observed the work which had been completed and observed the current construction work. We also met with Mr. Lloyd S. Dick/Facility Design Construction, Mr. Adolfo Camacho/TRC Lowney and Mr.Jason D. Morin/Kleinfelder in order to co-ordinate the work for inspection of the Soilnailed wall construction. The following work has been completed before 8/14/06: 1. First nail rows (#001-#134) drilled and grouted;1" layer of shotcrete was applied. 2. Nails# 135 thru #162 drilled and grouted. •3. Test -nail (located between soil nails 21 & 22) has been tested. The work observed was in general compliance with approved plans except for the following issues that were observed which are not in compliance; with approved drawings; 1. There are seven soil nails (# 95, 97, 99 & 101 thru 104) that have been drilled thru shotcrete with block out. 2. 12" dia. PVC down -drain to (N) drainage location is show at Stat 10+00 in the original approved plans. But it was constructed at Stet 10+50. 3. Per plan, lap for wafer bars is min 12 Inches at the middle of two soilnails. But lap of 24" was used at the location of soil nail. 4. Rebars for 12" dia. PVC Vertical drain did not comply with Detail 6 of S7. The bar used is "C shape" which goes behind the Vert. Drain. Vaikunthan Renganathan, P.E. cc. Steve Williams! George Burrough/CONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Far: 415 259-0194 Tom Deep/ T RC • 124 GREENFIELD AVE • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415.269-0194 email: pba@pbandainc.com Web: www.pbandainc.com MOS __ WIis MS MSS MO In �� IS TM IN Y, r .. — —e— — . r- NMI iMINIIIS. -_ MI MO I IS dm se Structural Engineering loth Anniversary 1 To: James C. Julian: From: PIROOZ BARAR Date: August 15, 2006 Subject: Field Memorandum #002 www.pbandainc.com Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company T RC Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 Re: Failed Test Nail As reported in our field report of todays date, two test nails between Nails 98 & 99, and between 112 &113 did not pass the pull-out test. This memo is to provide direction for the remedial work. Two additonal test nails will need to be installed in the vicinity of each of the failed test nails and need to be tested as shown on the approved plans. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JOHNSON ASSOC. INC. PEROOZ BARAR, S.E. / PB&A IWC. Fax: 415 259-0194 Tom Deen/ T RC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com as — SI S _— SIM S agar INS S_ as Saar lee alat— MI a in —a a es agar— IS — OM I allialall• MI SI_ — ND ON Ma aaISaI.• "ar-- a s a MI " al Structural Engineering To: James C. Juliani From: Vaikunthan Renganathan, P.E. Date: August 15, 2006 Subject: Field Report No. 002 www.pbandalnc.com Roth Anniversary I Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company T RC Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 Field daily Report No.002-Date 5-15-06 The following activities were observed/inspected: 1. Nail # 252 was drilled and Drilling Equipment broke down. 2. The vertical cut was made between Stat. 3+75 and 4+50 at second row of soilnails. 3. Three test nails were tested; These Test Nails are located between soilnails 76-77, 98-99 & 112-113; the first Test Nail passed the test. See the attached test results. Observed construction and the following sequence of construction was not in compliance with the approved plans. Discussed with Construction Crew and bench excavation will be used for subsequent cuts. The soil is not suitable to do the vertical cut before drilling and pouring grout for tieback; therefore bench excavation is to be utilized as shown on approved plan Si. Between Stat. 3+50 to 7+00 the bench excavation was not used. Additional observation: I. Between stet. 4+00 thru 4+50 vertical cut was left without shotcrete. Unsupported vertical excavation at "Granular Terrace Deposits" needs to be shotcreted the same day the vertical cut is made, otherwise flash coat of concrete is necessary to support the excavation temporarily. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. i r i ip Vaikuntban Renganathan,P.E. PB&A Inc. cc Steve Williams / George Burroagh/CONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deena' RC • 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandalnc.com -Web: www.pbandalnc.com • PROOF TEST SHEET Date: 8/15/2002 Job: HOAG HOSPITAL atlon: NEWPORT BEACH, CA 4 Job No. 50096 Soil Nall No. T between 76-77 ;t_ Sfructuml Engineers �r mew pw.Wra6.etsa Stressing Ram # 30 Ton ECH RCH302 TENDON DATA %DL 12.5% 25.0% 37.5% 50.0% 62.5% 75.0% 87.5% 100.0% 125.0% 150.0% SOIL NAIL D.L.: 20 Kips LOAD 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 24.5 29.4 FACTOR. 1 kip = psi PRESSURE 350 700 1050 1400 1750 2100 2450 2800 3500 4200 BOND LEN: 10 Ft ELONG'N 0.000 0.071 0.095 0.152 0.204- 0,258 0.300 0.370 0496 0.581. FREE LEN: 30 Ft d MIN 0.000 0.030 0.061 0.091 0.122 0.152 0.182 0.213 0.274 0.335 d MAX 0.000 0.044 0.089 0.133 0.177 0.222 0.266 0.310 0.399 0.488 STEEL AREA 0.8 in CREEP TEST INFO TIME: 1 2 3 4 5 6 10 READING: 0:579 0.578. 0.578 0.578 0.577 0.577 0.575 CREEP. 0.000 -0.001 -0.001 -0.001 -0.002 -0.002 -0.004 00 0.000 0.060 0.120 2 0.180 V Z 0.240 ZO 0.300 `j 0.360 J w 0.420 0.480 0.540 0.600 5.0 L 10.0 LOAD (KIPS) 15.0 5 MIN 20.0 1 NOTE: All calculations per "Recommendations For Prestressed Rock and Soil Anchors.' Post Tensioning Institute. 1996. L 25.0 30,0 CREEP READINGS ... 1 to 10 I -0.0041 stosa 0.010 IE) 0.005 CREEP MOVEMENT PLOT O. w 0.000 �- CZ V -0.005 TIME (Log Scale) 0 Comments: The test nail is deemed satisfactory. OK • • PROOF TEST SHEET Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T between 98-99 tan xG9 ., Structural Engineers iete;4-iCtinietio.Lien' Stressing Ram # 30 Ton ECH RCH302 TENDON DATA %DL 12.5% 25.0% 37.5% 50.0% 62.5% 75.0% 87.5% 100.0% 125.0% 150.0% SOIL NAIL D.L: 20 Kips LOAD 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 24.5 29.4 _ FACTOR: 1 kip = psi PRESSURE 350 700 1050 1400 1750 2100 2450 2800 3500 4200 BOND LEN: 10 Ft ELONG'N 0.016 0.023 0.090 •-` - FREE LEN: 30 Ft d MIN 0.000 0.030 0.061 0.091 0.122 0.152 0.182 0.213 0.274 0.335 d MAX 0.000 0.044 0.089 0.133 0.177 0.222 0.266 0.310 0.399 0.488 STEEL AREA 0.8 in CREEP TEST INFO TIME READING CREEP: 0.000 0.000 0.000 0.000 0.000 5 6 0.000 TO 0.000 0.000 0.060 0.120 = 0.180 Z 0.240 ZOP 0. `j300 0.360 w 0.420 0 0.480 0.540 0.600 0.0 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 f b MIN Tr S MAX per "Recommendations Post Tensioning I For Pres Institute, 1996. I NOTE: All calculations and Sail Anchors," ressed Rock CREEP READINGS ... 1 to 10 6 to 60 1 0.010 c 0.005 6 W CREEP MOVEMENT PLOT 7 V 0.000 10 TIME (Log Scale) 100 Comments: After pressure reached 1000 psi(37.5% of design load) elongation of the testnall suddenly increases to 0.32 •; Test was stopped. It was found bonded length is 3-4 ft. • PROOF TEST SHEET • nma 41, 000 sirurami Engineers w Pw Jrns. u -' - Date: 8/15/2002 Job: HOAG HOSPITAL atlon: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T between 112-113 Stressing Ram # 30 Ton ECH RCH302 TENDON DATA %0L LOAD 12.5% 2.5 25.0% 4.9 37.5% 7.4 50.0% 9.8 62.5% 12.3 75.0% 14.7 87.5% 17.2 100.0% 19.6 125.0% 24.5 150.0% 29.4 SOIL NAIL D.L. 20 Kips _FACTOR: 1 kip = BOND LEN: psi 10 Ft PRESSURE ELONG'N 350 700 1050 1400 1750 2100 2450 2800 3500 4200 0.000 0.026 0.070 0.069. FREE LEN: 30 Ft d MIN 0.000 0.030 0.061 0.091 0.122 0.152 0.182 0.213 0.274 0.335 d MAX 0.000 0.044 0.089 0.133 0.177 0.222 0.266 0.310 0.399 0.488 STEEL AREA 0.8 in CREEP TEST INFO TIME: READING: CREEP: 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 10 0.000 0.0 0.000 0.060 0.120 = oleo z 0.240 0 0.300 0.360 w 0.420 0.480 0.540 0.600 5.0 10.0 LOAD (K P5) 15.0 20.0 NOTE: All calculations per "Recommendations For Prestressed Rock and Soil Anchors," Post Tensioning Institute. 1996. 1 25.0 30.0 CREEP READINGS ... 1to10 6 10 60 0.010 L o. 0.005 LIJ V 0.000 CREEP MOVEMENT PLOT • • 10 TIME (Log Scale) 100 Comments: After pressure reached 1400 psi(50.0% of design load) ,no movement of the bar. Test was stopped. It was found bonded length is 6 ft. _ — — al ARUM SISS SS MSS NO 11111Pe— —Saar IS S MaMI SS IS a N Sao SIM SPIIIIONIk SS MS MI NS MO NMI MO Structural Engineering MEMORANDUM loth Anniversary To: James Julian! Job No.: 050096 From: PIROOZ BARAR Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Date: August 16, 2006 Address• 21 Technology Drive Subject: Field Memorandum No. 003 city: Irvine www.pbandainc.com State: CA. Zip: 92618 1 This memo is written to confirm the remedial work necessary for the following issues discussed in our Meeting of August 16, 2006 and refered to in our field report No. 003 of the same date. 1. Rebar requirement for 6" vertical drain located behind the Soilnailed wall: • 2. for 6" dia. Vertical drain for the first two lifts of soil nails rebars similar to the 12" dia. vertical drain (See Detail 6 of S7) was provided. Below the first two rows the rebars are not required for 6" dia. Vertical drain. Clarification regarding Detail 3, Sheet S-6A (connection of the Draingreat to the vertical 2" PVC pipe) requested by Steve Williams/CJA.: See the attached SK-1. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. OF Sip Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Borrough/CONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deco/ T RC • 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com millamosS _SO __ I Saba a A a Y a a a a n IMINNIONINNIM WINS. IS SI NM Os Structural Engineering To: From: Date: Subject: James Juliani PIROOZ BARAR August 17, 2006 Field Memorandum #4 www.pbandainc.com MEMORANDUM loth Anniversary Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address• 21 Technology Drive City: State: Irvine CA. Zip: 92618 1 This memo is written to confirm the remedial work necessary for the following issues noted in our Field Observation Report #4, of the same date. 1. Drilled hole for Nail No. 257 is 2 ft. deeper. : A coupler (The strength is to match with the bars per Manufacturer's recommendation) is to be used to extend the bar. Also, the area where bar doesn't have double corrosion protection needs to be dug out and filled with grout. ould you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Burrougb/CONDON - JDFINSON .ASSOC. INC. PIROOZ BARAR, S.H. / PB&A INC. Fax: 415 259-0194 Tom Been/ T RC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com �a MEMO' NMI 1MS a� a aaaa>_ c aaaar.w► JEMMY am.w w ina an 1111 la MI SIM' AS. St 1111111111i► 4111111111111111. — ON OE as am Structural Engineering 2otb Anniversary 1 To: James C. Julian! Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company T RC Address: 21 Technology Drive From: PIROOZ BARAR Date: August 18, 2006 Subject: Field Memorandum #5 www.pbandainc.com City: Irvine State: CA. Zip: 92618 This memo is written to confirm the remedial work necessary for the following issues noted in our Field Observation Report #5, of the same date. 1. Soil Nail No. 252 has two soilnails.: New nail is to be installed approx. 1 ft. away from the original location of Soilnail No.252. as replacement of the (E) soil nail. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barer, S.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JOHNSON ASSOC. INC. Vais Reganathan, P.R. / PR&A INC. Fax: 415 259-0194 Tom Been/ T RC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com .. ..... ....... _ lie MO a a a as . alle r s Ma* la s a MV aala A m falal �� sr_ �— — OM a a s me MN ate• Nara a a NM== gumpr im Structural Engineering To: James Julian! Front PIROOZ BARAR Date: August 22, 2006 Subject: Field Memorandum #007 : iandafc.oM/#5` Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 Subject: Rebar Requirement - 6" Vert. Drain We are writing this memorandum to clarify the rebar requirement for 6" vertical drain located behind the Soil Nail Wall. For 6" Vertical Drain the rebar is not required. However, few 6" dia. vertical drains were provided with rebar similar to 12" dia. vertical drain. See Detail 6 of S7. (Was Provided) Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Burrough/CON DON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deeo/ T RC • 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com a in AAna— _— _ AM an a. al AM aMI a a ! anna An a as a a aa a Structural Engineering To: James Juliani From: PIROOZ BARAR Date: August 23, 2006 Subject: Field Memorandum #008-A wwavpli*aiii"gyp Moo Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 This Field Memorandum is written to verify remedial work as follows: 1. Klenfelder representative had observed that soilnails (#91, 92,100 & 115) "Tremie" had not been placed all the way down to the tip of the nail The following remedial work will be carried out: Four nails (Nail# 91A, 92A, 100A and 115A) are to be placed between 1" row and 2°" row of soilnails at the mid point between the rows of soilnails. ( Typically 91A is to be placed below Nail# 91 ). The length of the nails is 45 ft. See the attached calculation. 2. Test nail installed between 310-311 had 4" PVC over the unbonded zone of the test nail; The nail length is 51 ft with 3 ft. prodruding from the face of the excavation. We have taken no exception to installation of 4" PVC over the unbonded zone of the test nail. Should you have any questions and/or Comments please do not hesitate to call us at 415 259-0191. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deen/ T RC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com Jip050000-AAAA\050090-Roa9 Rosp0aIW50098- Cont AdmIn-TRC09.20-06 Repor6Cover&Index.xls 8/25/20068'.50 AM • • • la a a St a S r S— a a — Im el Soo, EN Pirooz Barar & Associates Structural Engineering ENGINEERING CALCULATIONS (Remedial work forSoil Nail# 91,92,100 & 115 not grouted to full depth) Hoag Hospital Newport Beach, CA. FOR; crelCONDON-JOHNSON & ASSOCIATES. INC. CONTRACTORS AND ENGINEERS . OFESS/Q\ ,',.., Q\PDOZ Bq�q ! op co No. SE 2302 z w m c Exp: ar,I ,t. R 3 1 206' *f/ \_\91E.9�CT,J�p �Q% ob No. 50096 August 24, 2006 124 Greenfield Avenue, CA. 94960. TEL 415-259-0191 FAX. 415-259-0194 e-mail: pba@pbandainc.com PIROOZ BARAR a ASSOCIATES Nadu Pagel 8t2A/2008 4:88 PIA aMp • - _ �_Mel _ CONOON - IONN1ON i 6{{1{I11TE1. III. Pirooz Barar & Associates CONTRACTORS AND ENGINEERS Structure( Engineering JOB NO.: 50096 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport Bsaeh, CA Dab: Page: CONTENTS 24-Aug-06 PAQE in INDEX 1) Design of SoIINaI..d Wall AT Nall 91 E92 arm 1 thru 6 lb Design of SoilNatied Wall AT Nail 100 aN 6 thru 10 ID) Design of SollNalled Wall AT Na0115 area 11 Emu 15 140 WTRODUCTION; The solinalb 9 91,92,100 and 115 have been grouted to the length of 30,30,35 ft. respectively. (mesa nails are at the top row of soling,...) In order to have same FOS as srininel calculation Additional nails are added in between 1st and 2nd row o1 soilnal... owalti fan MosinaCAHae Mumma t FO413)21MOIN r-t ndafauo JOB NO.: ems se gm e gm' C0�p0N • JON�N FOR: —_ � ��� �� � g f f f t t� � 6-t' DESCRIPTION: Structural Engineering Associates CORIR*CT41U *lea eaaN:ERS LOCATION: Input and Output for WlnsbPl AnaAlele Excavation Profile: X Y i 0.0 0.0 4.0 49.0 100.0 Soli Profile Orrular Tanta Deposits Clayey say Weathered BR Wtston& Claystous •bi: (416) 269.0191 fax: (416) 259-0194 18A 47.5 47.6 68.0 68.0 El. T.O.W.• ♦47.6"l- El. B.0.W. 418.0'N- Oats: Page: El. T.OSL• 24-Augal 1 60088 Condon -Johnson Hoag Hospital Newport, CA X 0.0 4.0 8.0 12.0 V 1e.0 23.0 18.0 24.0 100A 28.0 30.0 33.0 34.0 124 Greenfield Ave. San Armlet*. CA 94960 0.21p ema0: pbanebandainocom want www.pbandainc.eom • • y♦,, T,■ nankin lat. As Pirooz Barar & sociates c"mc 0Re RRO BIGINEERI Structural Engineering 1 Soil Properties JOB NO.: 50095 FOR: Condon -Johnson DESCRIPTION: Hogg Hospital LOCATION: Newport, CA Date: 24-Aug-0t Page: 2 Static Dynamic p° A (PSFI Sot Prop C(PSF) g° µ (PSFJ C(PSF) GTD too 32 1250 133 39.7 1250 WBR 400 15.5 1250 532 21.5 1250 SIC 525 23 1600 598 29.5 1500 •tel: (415) 259-0191 fax: (415) 2594194 W1 v SLRCHARGE W2 V —SOIL LAYER BOUNDRY Ci tE -v �Jt FZ_� fire EA'!C WATERPHR --- WATER Fr 3 ---_ SURFACE --�_E__hf ------ R3 R3 F2--r, r— 2�R� --/-- C3 C3` / ___! SOIL LAYER N9 soil LarER 2]1 BOUNDRY OW EDGE 2 OIL LAYER 124 Greenfl&d Ave. .mall:pbeneepbandalne.com San AI SSYno, CA 94960 mints: vrww.p:alWNnc.cow • • Pirooz Barar & Associates Shan 1?1V M.ehnp XIS NO.: tr. CONiN1N • SON FOR: # i UI9t1/Itl 1. �rnucmne mafMe�MEExI DESCRIPTION: LOCATION: Date: Page: 1 Nail Geometry & Properties 1 •bsi: (415) 2594191 Tax: (415) 2500194 S = Hole Spacing As= Arco of Steel 124 Greenfield Ave. San Ames:, CA 94960 2A-Aug-06 3 50096 ConaonJobnson Hoag Hospital Newport, CA .mall: pbera fndsna.00m webs*: www pbe .corm • zit- a . _ -_ Joe NO.: 6008E =it i 11161101111. 16 e. DESCRIPTION: Hoeg Hospital Pirooz Barer & Associates con*cT"' us eaaiitwe LOCATION: Newport, CA Structural Engineering Date: 24Aug-06 Page: 4 Results from Static Analysis Intennedial to Data: Wedge it Sat. WI. Bo. 11 t. DVY vat anal 1 81878.0 71987.6 81678.0 2 72172.9 70924.9 721729 Avg Soil Prop C(PSF) Fawn pa •- nder Wedge 1 [I 478.1 1408.3 20.6 nnet Wedge 2 110.9 1260.0 31.1 n Vert Plana 114.7 1250.0 31.3 Detailed forces In the nails: Row! X-Int Y-Int MNdpe4rrt F4eft fibs) Fright fibs) FyMld OW) F.Cont of Odes► Governing Factor 1(BOITOMI) 3.8 �, 19.6 1.0 54363.9 73112.9 58600.0 54353.9 punchshar 2 12.7 22.9 1.0 72865.3 63102.8 76000.0 631928 pullout 3 21.8 26.4 1.0 86276.2 49311.9 76000.0 49311.9 pullout 4 27.9 30.5 2.0 101643.0 37805.2 58500.0 37605.2 pullout 6 (NEW NAIL) 30.2 32.0 2.0 106363.0 26994.E 66600.0 26994,5 pullout 6(TOP) 0 0 0 0 a 58600.0 0 pullout 1.50 (PermanintStatic) •tel: (416) 259.0191 fax: (415) 2594194 124 Greenfield Ave. anall: pSrarepbandaine.com San Anaelmo, CA 94980 vwWBe: www.pbendNne.ean • • co _ lir t'ONiM1iieN EN4INEERB Pirooz Barer &Associates G4N11"1O$S ANB $41444a1 En*IReeTeq ilResults from Dynamic Analysis IntBnnediate Data: Warble R I Sat Wt. 1 2 1 947524 101875.0 Avg Soil Prop C(PSF) Under Wedge 1 635.8 Under Wedge 2 147.5 On Vert Plane 151.3 Detailed forts In the nails: Row 9 1(BOTTOM) 2 3 4 5 (NEW NAIL) 6(TOP) .tel: (416) 259-0191 fax: (415) 259-0194 80. Dry wt yyt. 89489.9 101876.0 93254.8 94762.4 It 1406.3 25.6 1250.0 35.7 1250.0 39.0 JOB NO.: 50095 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Aug-05 Page: 5 Faeft Elgin F-yield FContlol Governing xant vans Wedge-int. be) (lb& (DV IklPe� _ Factor 4.3 19.4 1 55372.1 72094.7 58500.0 55.4 punchsbear 14.1 22.5 1 75946.7 59812.3 76000.0 59.8 pullout 24.2 25.7 1 94094.7 44492.4 75000.0 44.5 pullout 32.1 29A 2 110284 28983.8 58500.0 29.0 pullout 34.8 31.7 2 115703 17554.5 58500.0 17.7 pullout 0 0 0 0 0 58500.0 0 pullout 1.34 (Permanent -Pseudo Static) 124 Greenfield Ave. email: pbararQPbandalno.eom San Aniline), CA 94980 ereheite: vnww.pbandalne.eom • s a _ JOB NO.: _- A _ ab CaO?? •AANION FOR: r4 1 t 11 t l 41 l i, let. DESCRIPTION: Pirooz Barer a Associates CONTRACTORS AND ENGINEERS MICAS Engineering LOCATION: Input and Output for Winelope Analysis Excavation Profile: X 0.0 Y 18.0 i 0.0 47.5 4.0 47.5 49.0 66.0 100.0 66.0 El. T.O.W.* EL B.O.W.= +18.0'+!- Soil Strata Profile row Profile X Y T CpciT i Granular Tema DepOsits 0.0 29.0 120 100.0 29.0. Clayey SIW Weathered BR 0.0 24.0 100 100.0 24.0 Siltatone! Claystone 0.0 -10.0 100 100.0 -10A tel: (415) 259-0191 fax: (415) 259-0194 Date: 24-Aug-06 Page; 6 El. T.O.SL.= 60095 Condon -Johnson Hoag Hospital Newport, CA 4- 0.21g Karel& Water Surface x Y 0.0 18.0 4.0 24.0 8.0 28.0 12.0 30.0 18.0 33.0 23.0 34.0 100.0 34.0 124 Greenfield Ave. email: pbararepbandalnc.Com San Aneimo, CA 94960 webelte: www.pbandainc.com • • 8eamual ErglnewMq Soil Properties t -- ---- i IIIIt14i11. lit. Condon Johnson Pirooz Barar & Associates COMTM/CTOMS MID OILMEN DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Aug-06 Page: 7 Static Dynamic Soil Prop (PSF) f° A (PSFI c(PSF) - 0° fA (PSF) GTD 100 32 k 1250 133 39.7 1250 WBR 400 16.5 1250 632 21.6 1250 SIC 526 23 1600 698 29.5 1500 NAILS SURCHARGE aaO J E1-v Fr-3 , - 4F;_ h$""---" R3 WATER Fr-3T 2jvr C R3 ` nun Fr-2 _sc� 03 C3` CZ N2 t ' O ® e WEDGE 2 _ Il W2 SOIL LAYER rBOUNDRY • l? - N1 WEDGE 1 •tel: (416) 269-0191 fax: (415) 259-0194 R1 SOIL LAYER I LAYER 2 PNREA TIC WATER SURFACE SOIL LAYER BOUNDRY SOIL LAYER 3) 124 Greenfield Ave. email: pbn1 pbandalnc.com San Arrmehno, CA 94960 webalwe: www.plandalno.00m • • Pirooz Barer & Associates CONTRACTOR! MO EROIIIEER9 Structure' Earring 1 Nail Geometry & Properties JOB NO.: 50096 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Aug-06 Page: S Row! Y(ft) WA d ln) 8(R1 !(deg) WW1) FAOPunCMIIIPa) 1(0OTTOM) 20.5 35.0 6A 6A r 15.0 0.75 76.0 45.0 2 26.3 40A 6.0 6.0 16.0 1A0 75.0 46A 3 32.2 45.0 6.06.0 15.0 1.00 75.0 46.0 4 35.0 49.0 6.0 6.0 16.0 0.78 75.0 45.0 6 NAIL) 41.0 45.0 6.0 AD 15.0 0.78 75.0!(TOP) 45.0 (NEW 44.0 35.09.0 AO 16.D OA 76.0 45.0 l "X int" I F-le`t i S = Hole Spacing As- Area of Steel e / I / / FALUREI / PLANE NAIL •tel: (416) 2690191 124 Greenfield Ave. ema5: pbararepbandaine.com fax: (415) 269-0194 Saw AnmMaa CA 94960 webfl www.pb•ndalnc.Com • • AMEWS SNP SS. IP CONOON -MUNSON Results from Static Analysis Intermediate Data: Wedge if sat. get Bo. Wt. �! 1 85778.7 75189.4 85773.7 2 76787.4 75489.5 76787.4 Soil Prop C(PSF) P(Pan1 se knAvg Wedge 1 478.1 1408.3 20.6 der Wedge 2 110.9 1250.0 31.1 lder Vert Plane 114,7 1250.0 31.3 Detailed forces In the nails: JOB NO.: 60095 DESCRIPTION: Hoag Nospltal LOCATION: Newport, CA Date: 24-Aug-06 Page: 9 Row 6 X-Int. Y-Int. Wedgeant F-lelt J.) F-right fibs) F-yield fibs) F-Control (kips) Governing Factor 1(6077011) 3.9 19.4 1.0 51570.7 72896.1 68500.0 54.6 punchshear 2 13.0 221 1.0 73285.1 624729 75000.0 62.5 pullout 3 22.3 262 1.0 90301.5 42285.6 75000.0 48.3 pullout 4 28.7 30.3 2.0 103424.0 35824.2 58500.0 35.8 pullout 5 (NEW 14A11.) 31.1 327 2.0 1082920 25065.0 58500.0 25.1 pullout 6(TOP) 33.5312 35.0153 2 113161 561.445 58600.0 0.6 pullout 1.50 (PennanentStatic) •WI: (415) 2594191 (get: (415) 2594194 124 Greenfield Ave. entail: pberanepbandalnucons San AnaNmo, CA 94960 webabe: www.pbandainc.com Pir ooz A nt9tutee, tie. Pirooz Barer & Associates CCNTRACTOnE AEO ENOINEEAS Sbuctwel EngNlestg • • r=_ mom • N - - - - & /1111111I1. I11. Pirooz Barer & Associates Ca CONTRACTORS "Me ENGINEERS Structural Engineering Results from Dynamic Analysis krurnwdiata Data: Wedge a Sat. Wt Bo. NIL i, 101875.0 1 101875.0 88489.9 2 04752A 93254.8 94752.4 Avg Sail Prop C(PSF) p O'8F1 *' inter Wedge 1 Lii 636.8 1406.3 20.8 rider Wedge 2 147.5 1260.0 38.7 Vert Plane 151.3 1250.0 39.0 Detailed faces In the nails: JOB No.: 50095 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Au04)5 Pape: 10 Row* X-iM. Y-Irs. -Int' F4sft fbs) j F-dght _LIW) F-71Nd obi) F-Control PI M Ooveminp Factor 1(8O77OM) 4.3 19A 1 55372.1 72094.7 58500.0 56.4 punchahear 2 14.1 22.5 1 75045.7 59812.3 75000.0 59.8 pu0mR 3 24.2 25.7 1 94094.7 44492A 75000.0 44.E pullout 4 32.1 29A 2 110264 28983.8 68600.0 29.0 pullout 6 (NEW NAIL) 34.8 31.7 2 116703 17864.E 68500.0 17.7 pullout 6(TOP) 0 0 0 0 0 58600.0 0.0 pullout F.O.S.= 1.34 (Permanent -Pseudo Static) . tad: (416) 259-0191 124 oreanMid Ave. email: pWrar ine.wm fax: (416) 259-0194 San Angeleno, CA 94960 webslte: www.pbandsinc.com • • JOB NO.: — 'lr�' ion FOR: —��'s O��� b {1{111{I11. 1{1. DESCRrION: ppnlgACla19 all ENGINEERS p Barar & Associates LOCATION: Stumm 'inpu t and Output for Wlnalope Analysis 1 LI.T.O.W= 447.5W- El. B.O.W.' +1e.0'•1- Soil Strata Profile 1 Profile Granular Terrace oepoNb Clayey Silt/ Weathered BR sikatond Clayatone .tel: (418) 259-ola1 fax: (415)259.0184 X 0.0 100,0 0.0 100.0 0.0 100.0 Y 20.0 n.0 24.0 24.0 -10.0 .10.0 T (Pet) 120 100 100 Date: 24-Aug-06 11 page: E1. T.O.BLe 44 .044- `�` �► V X 600116 Condon -Johnson Hoag Hospital Newport. CA x 0.0 4A 8.0 Y 12.0 18.0 23.0 100.0 10.0 24.0 28.0 30.0 33.0 34.0 34.0 124 Gr afield An. San AmalmO, CA 04660 0.21g email: pbararepbandairsuom subset': www.pbandalnc.COm L NAILS • • _-_ _ Awl i t 111101 t. eOMYMGTne9 MW E"GIME"' Pirooz Barer & Associates gbuWml EnpineeAiq Soil Properties i Son Prop GTD WBR S/C i C(PSF) 100 400 525 JOB NO.: 60096 FOR: condos -Johnson DESCRIPTOR: Hoag Hospital LOCATION: Newport. CA Date: 24-Aug-06 12 Static Dynamic V µ (PSF) C(PSF) 9° µ (PSF) 32 1260 193 39.7 1250 18.6 1250 532 21.5 1250 23 1600 898 20.5 1500 ff11 S�W2 7W1 i�RC11 ARGE SOIL LAYER �BOUNDRY r 1 !1p/iE 1 ._1-. EDI -� F------_ WTER_ (-, R2 --�, - I SOIL �=h � 43 R3 L2-h i ' Fr-2 " ----- �� z C3 2 72 < OIL LAYER 2 [ BOUNDRYFR J i Cl ir.� I �' N, WEDGE •MI: (416) 259-0191 lax: (415) 259-0194 (6J WEDGE 2 SOP_ LAYER 124 Greenfield Ave. email: pbararApbandaine.COm San Meals, CA 94960 roe: www'p • .11 Os JOB NO.: mac.. .. _ Ca IiORpN N FOR: CONl MOTORS AND ENGINEERS"illlin DESCRIPTION:Pirooz Barar & Associates LOCATION: Se xtnNi Engineering I • .tel: (416) zsso191 far (415) 399-0144 Date: Par: S = Hole Spacing As= Arec o' Steel 134 Greenfield Ave. $en Aneelmo. CA 94960 24-AugOS 13 soon condor Johmla^ Hog 14oSPh1 Newport CA mat pberebillthiln9.90fn Rebate: *W W4tandalnc.cam • • =alall CONOON•J IMON & 8118111111. 188. Pirooz Barer & Associates CONTRACTORS AND ENGINEERS slnaaal Engineering Results from Static Analysis 1 Intermediate Data: Wedges Sat Wt So. WL 1 85778.7 -._ 75189.4 85775.7 2 76787.4 75489.E 76787.4 Avg Soil Prop C(PSF) F gin P• r W er Wedge 1 478.1 1406.3 20.8 Wedge 2 110.9 1280.0 31.1 Vert Plane 114.7 1250.0 31.3 Detailed forces In the nails: JOB NO.: 50096 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Dab: 24-A g-08 Page: 14 Rows X4m. Y-trR Wedge4nt. F4efi fibs) F-rdght Qbe) Fyleld (Ibs) F-Control grips) Governing Factor 1(e0170M) 3.9 19.4 1.0 h 64670.7 71896.1 68500.0 54.E punchshear 2 13.0 22.8 1.0 73206.1 62472.9 75000.0 625 pullout 3 22.3 26.2 1.0 90301.5 48285.6 750004 48.3 pullout pullout 4 28.7 30.3 20 103424.0 36824.2 68500.0 35.8 5 (NEW NAIL) 31.1 32.7 2.0 108292.0 26065.0 58500.0 26.1 pullout 6(TOP) 33.5312 36.0153 1 113161 10378.9 65500.0 10.4 pullout F.O.S. 1.52 (Permanent -Static) 1N: (416) 259-0191 124 Greenfield Ave. email: pbararcobgMtlnc.com tar. (415) 259-0194 San Arsslmo, CA 94960 webelte: www.pbandalne.cam • Pirooz Barer & Associates minAcmit "Me nwnNEEea Structural En9lnax*i9 I Results from Dynamic Analysis 1 • �•...... WWpa it sat Wt Bo. Wt. 106022.0 91936.3 106021.0 1 2 99120.3 97672.7 99120.3 C(PSF) P pas) ie Asg Solt Prop under Wedge 1 836.8 1406.3 26.6 I I Mitt Wedge 2 147.5 1250.0 38.7 n Vet Plow 151.3 1250.0 39.0 JOB NO.: 60095 DESCRIPTION: Hoag Hoepltal LOCATION: Newport CA Date: 24-Aug Page: 15 DStalwd TOICes In ms Row 8 narw: X-int.Yant Wedge-Int. F4aR Psi _ _ Flight (los) F-yleld (Ibe) FControl ildwl - Governing Factor 1(BOTTOM) 4.3 19.3 1 66667b 71809.3 69600.0 65.8 punehetwar 2 14A 22,4 1 78681,1 6919T.0 TS000.0 89.2 pullout pullout 24.8 25.8 1 94972.1 43815.1 78000.0 43.5 4 32.9 29.2 2 _ 111906 27341.3 611600.0 27.3 pullout 6INEW NAIL) 3R7 91.4 2 117482 16876.3 68600.0 16.9 pullout 8(TOP) l8.9998 99.7108 2 123068 482.234 68500.0 0.5 Pullout F.O.S. 1.34 (Permanent-PaeudO Static) 40 W: (4151269-0191 124 Groeldleld Ave. email: Pb fax: (415) 259-0194 San Anealno, CA 94960 vreter.pbandainc-coat • CONDON - JOHNSON AND ASSOC., INC. Contractors and Engineers 1801-A S. Santa Fe Ave. Compton, Ca. 90221 PH: (310) 886-0011 - FAX (310) 886-0631 TO: PB & A INC. 124 Greenfield Ave. San Anselmo, Ca. 94960 Ph: 415.259.0191 Fx: 415.259.0194 INFORMATION REQUESTED: MOUES— FOo N NFOO RMA`TDON Transmittal Id: CJA-0511-003 DATE: 7 / 20 / 06 JOB NO: 0511 ATTENTION: Ho Ching \\\ CC: Pirooz Barer RE: Hoag Hospital, Newport Beach — Ca. Please verify that the following can be used as equivalent material to Mirafi / MiraDrain geocomposite: Amerdrain 250 (see attached specification sheet) RESPONSE: 1111 We take no exception with the use of Amerdrain 250 as equivalent material to Mirafi/MiraDrain Geocomposite. 2§ NO EXCEPTION TAKEN ❑ AMEND & RESURVdT ❑ MAKE CORRECTION NOTED ❑ REJECTED • RESUBMIT Checklnn is ors fcr the conformance with the desHn coo cf trie prc:ect and ccmp!!ance tiotti ,e ❑fen lion •._. be c_n _d anu copieliad a ti p>o c .en IttOtt petOniHS 50].1tH to the. itibl!.F.tidn pn-a;-csscs of to techrtioUCs of construction, and for coordi- nation ct the work cf all ;fades. PB&A, Inc. 124 Greenfield Avenue San Anselmo, CA 94960 COPYST0590622)CorrfilevRE4flphand ine.com • SIGNED: 8 P If enclosures are not as noted, kindly notify us at once. Joel D. Kriwinski, Project Engineer • AMERDainr250,5heet Drain PRODUCT DESCRIPTION AMERDRAIN 250 sheet drain is a two-part prefabricated soil sheet drain consisting of a formed polystyrene core covered with a non- woven, needle -punched polypropylene filter fabric on the dimple side of the core The fabric allows water to pass into the drain core. The core allows the water to flow to designated drainage exits. BASIC USES AMERDRAIN 250 sheet drain is designed primarily for vertical and horizontal applications at shallower depths where moderate compressive strength and flow capacity are adequate. The core side of AMERDRAIN 250 is placed against the wall surface of the foundation, or other similar structure. AMERDRAIN 250 provides full -coverage protection to waterproofing materials. PACKAGING • 4' x 50', 52' or 104' Rolls . • Available in different widths and lengths upon request. COLLECTION SYSTEMS AMERDRAIN 250 sheet drain can be used with AMERDRAIN TOTAL -DRAIN" sheet drain for the collection and transportation of the water to designated exits. INSTALLATION INSTRUCTIONS DRAIN ATTACHMENT METHODS; For attaching drain to waterproofing material, concrete or wood, several methods maybe used including metal stick pins, nails driven through washers or wood lathing, construction adhesives or double sided tape. Discuss materials compatibility with waterproofing supplier before using adhesives. Typically any method used for attaching waterproofing protection board will work with drain. To attach drain to bare earth, use 4"- 8" anchor pins with washers. VERTICAL: AMERDRAIN 250 may be installed starting at the top or bottom of the wall. The roll may be installed either vertically (perpendicular to the footing) or horizontally (parallel to the footing). When installed vertically, the core flange should be at the upstream edge. This flange position minimizes seepage of water behind the drain similar to the way roof shingles work. When installed horizontally, the edge of the core with the flange should be at the top. HORIZONTAL: The edge of the core with the flange should be at the upstream side of the plaza. CORNERS: Bend AMERDRAIN 250 to make inside corners. For outside corners, cut drain core flush with corners leaving 3" of extra fabric. Wrap fabric around exposed edge of drain core, securing with tape to back side of core if necessary. BACKFILLING; Soil should be placed and compacted directly against the drain. Direct compactor exhaust away from drain to prevent damage. Backfill to a minimum 6" above drain to allow for coverage after settlement. DETAILED INSTRUCTIONS FOR INSTALLATION AND TERMINATION ARE AVAILABLE UPON REQUEST, AMIMERICANEIVICKISRAIN CORPORATION 1209 Airport Road • Monroe, NC • 26110, USA BOO 242-WICK • 704 23B-9200 • Fax 704 296-0690 www.americanwick.com • info americanwick.com • AMERDRAIE%I250 *Sheet Drain Technical Data • PHYSICAL PROPERTIES FABRIC PROPERTIES Material Grab Tensile Strength Puncture Strength Trapezoidal Tear Mullen Burst Strength Elongation EOS (AOS) Permittivity Permeability Flow Rate UV Resistance (After 500 hrs.) CORE PROPERTIES Material Thickness Compressive Strength PRODUCT PROPERTIES Flow Capacity per unit width Roll length Roll width Roll weight TYPICAL US VALUE Polypropylene 1101bs 65 Ibs 50 Ibs 215 psi 60% 100 sieve 1.6 sec' 0.12 in/sec 150 gal/min/ft2 70% Polystyrene 0.25 in 10,800 Ibs/ft2 9 gal/min/ft 50 ft 4ft 29 Ibs TYPICAL SI VALUE TEST METHOD Polypropylene 485N ASTM D-4632 285N ASTM D-4833 220N ASTM D-4533 1430 kPa ASTM D-3786 60% ASTM D-4632 150 micron ASTM D-4751 1.6 sec' ASTM D-4491 0.3 cm/sec ASTM D-4491 6110 Umin/m2 ASTM D-4491 70% ASTM D-4355 Polystyrene 6.35 mm 527 kN/m2 112 Umin/m 15.24 m 1.22 m 14 kg ASTM D-1621 (Mod.) ASTM D-4716 All information, drawings and specifications are based on the latest product information available at the time of printing. Constant improvement and engineering progress make it necessary that we reserve the right to make changes without notice. All physical properties are typical values. Standard variations in mechanical properties of 10% and in hydraulic properties of 20%are normal. ** is1MERICAN ' 'ICKiuRAIN CORPORATION 1209 Airport Road Monroe, NC • 28110 USA 800 242-WICK • 704 238 9200• Fax 704 296-0690 wwn.americannirk.com • infoMamericannick.com CONDON - JOHNSON AND ASSOC., INC. Contractors and Engineers 1601-A S. Santa Fe Ave. Compton, Ca. 10221 PH: (310) 886-0011 - FAX (310) 836-0631 TO: PB & A INC. 124 Greenfield Ave_ San Anselmo, Ca. 94960 Ph: 415.259.0191 Fx: 415.259.0194 INFORMATION REQUESTED; REQUEST FOR R IMFQRM1i QTDOO G41 Transmittal Id: CJA-0511-004 DATE: 71 24106 JOB NO: 0511 ATTENTION: Qingliu CC: Pirooz Barar RE: Hoag Hospital, Newport Beach —Ca. Please verify that the following vertical nail slurry mix is acceptable: (see attached mix design S99986, National Ready Mix) RESPONSE: 4!We take no exception with the design of the vertical nail slurry mix: ❑ NO EXCEPTION TAKEN ❑ AMEND & RESUBMIT ❑ MAKE CORRECTION NOTED r,../ REJECTED • RESUBMIT Cheolor.a is only for the conformance with the design canner e prc:dof and comoiia,. e with the rnkl.f n c: e^. u h rcr f2DCL,ments aort-actfy nsuoriff L-e I o; .`armed art co. rrk.fleci .. EUe r.;d te.hat pertains _o k .i r.ha r l_rockff..sfw is .eci s of cons!! uc;icn, and for coordl- nanon of the. wore of ai :fad:-•s. PIMA, Inc. 124 Greenfield Avenue San Anselmo, CA 94960 415 759-0 i 97 ';v . nbandaine.corn COPY TO: 0511 Corr file, RP file • SIGNED: If enclosures are not as noted, kindly notify us at once. Joel D. inski, Project Engineer NATIONAL READY MIXED CONCRETE LABORATORY 4549 Brazil Street. Los Angeles. CA 90039 Laboratory Phone. I818) 243-4243 Fat (818) 552-7917 PROJECT INFORMATION Slurry Fat Customer:. candor, Jn aw=Associates Concrete Mlx No.: S99986 Project: Hoag Novi ea] Date: July 14, 2906 Address: Hospital Rd.NewportReach, Ca. Use: Pile Grout Concrete Supplier. National Ready Mix Design Compressive Strength: 4000 psi (a? 28 days Plant Irvine W/C+P Ratio: 0.49 5.5 pi/tack Sluunp Rage: 8.00 in. Equivalent CementPactor: 10.64 tacWCY General Contractor: CONCRETE MIX PROPORTIONS Note: All aggregate weights are saturated surface dry (SSD) weights and the moisture cootent of the aggregates at the date of batcbing must be coosddeted when determining the total welter is the mix. Cement type lily Flyash Type F Water 58.8 gal Concrete Sand 100 % C494 Type A & D W 3,0 oz/cwt QfP C4941ype D Stab 1,5 ozkwtC•hP C494 Type F IIRW 3.0 oziewt C+P AirCenteyt 1.3 % Plastic Bait Wt 1365 pcf Source Hatch Wit (m) Abs. VoL (colt.) ABTM C150 SOD ASTM C618 200 Water 489.8 Poston, Corona 2138 WRDA-64 30,0 Orley RECOVER 15.0 orlcy ADVA 100 30.0 oz(cy Material Totab: 3627.7 IDA 4.07 1.39 7.86 13.27 0.41 27.00 cal. Sore Cray 3.15 230 1.00 2.58 Con:tete 8aad PROPOSED AGGREGATE GRADATIONS 3/8 its. No. 4 (9.5 (4.75 mat) nut) 100 100 Comb. Glad. J 100 Mix Notes; 100 We. 8 (2.36 min) 89 89 Ne. 16 (1.18 mat) No. 30 (0.6 um) 63 37 63 37 No. No. 50 100 (03 (0.15 nan)_wml 16 16 5 No. FM 200 (0.075 mat 2 11 2.90 2 290 • Adjust slump to meet job site requirements The dosage tare of RECOVER may be adjusted for desired workability per manufacturers recommendations. 1 Oz. of Recover pa 100 L. material (41 70 degrees P is 1 hour delayed sot. / , 1 A David).Lang, P.E National Rndy Mixed Concrete is asupplier ofm dos nw engage in engineering, idrommry SCNices, meirihdac,orr Roam' coaraction.Natiaal does Fla Seatme any rnponebai), forded., eng rowing. sdstioo of mixes Par:peat: use. required qummtcr, or plwameu maker et the mud iset. 7o maw& wiaASTM 094, (Sanaa 19.4) Testing wacay dell az&net saute tot 45A91pta it St„ toe Angela, CA 90039 Submittal No.: 3793 ReportN.ma NATC@A_A tang this US lay:- zoo6DisanShe ;yasat rat. Page3 byPadmoninlabilli0VMOW4WirO £0 aevei 33Ir1MaS NOS' 41t lyN Lt6LZ958l8 9L:91. 999E/pi/L0 CONDON - JOHNSON AND ASSOC., INC. Contractors and Engineers 1801-A S. Santa Fe Ave. Compton, Ca. 90221 PH: (310) 886-0011 - FAX (310) 886-0631 TO: PB & A INC. 124 Greenfield Ave. San Anselmo, Ca. 94960 Ph: 415.259.0191 Fx: 415.259.0194 INFORMATION REQUESTED: Transmittal Id: CJA-0511-002 DATE: 7/10/06 JOB NO: 0511 ATTENTION: Pirooz Barer RE: Hoag Hospital, Newport Beach —Ca. Reference sheet S7, Detail 1 regarding v-nails. Is it acceptable to replace the 3 #6 v-nails with 1 each at #9 threadbar as shown at the cantilever portion of the site. RESPONSE: It isstructurallyacceptable to use 1#9 threadbar in lieu of 3#6 threadbars as v-nails. NO EXCEPTION TAKEN J AMFND fi RESUR.mIT J MAKE CORRCCIION NOTED Tr I) • RILL r' 41T Checking I_= only for the conformance with the des cm I i fi..CH f ,„i__ t.; the .;i co:Eon - - -, .o te: ., co.s ,ruction, and for coorai- natien of the work of all trades. PB&A, Inc. 124 Greenfield Avenue COPY TO: 06224(r f{Ip�� llk? CAc9 n 9 ( 0 415 2.59-0191 www, nbarx.daine.com i SIGNED: If enclosures are not as noted, kindly notify us at once. Joel D. Kriwinski, Project Engineer • CONDON - JOHNSON AND ASSOC., INC. Contractors and Engineers 1801-A S. Santa Fe Ave. Compton, Ca. 90221 PH: (310) 886-0011 - FAX (310) 886-0631 TO: PB & A INC. 124 Greenfield Ave. San Anselmo, Ca. 94960 Ph: 415.259.0191 Fx: 415.259.0194 INFORMATION REQUESTED: R QUES-= FOo N MPOo RMMIQTMEN Transmittal Id: CJA-0511-007 DATE:7/26/06 JOB NO: 0511 ATTENTION: Pirooz Barer RE: Hoag Hospital, Newport Beach — Ca. Plate material for the above referenced project was fabricated using A-36 plate in accordance with the dimensions shown on the project drawings. The approved drawings require A-572 GR 50 steel. We have attached the fabricated A-36 material mill cert, and it shows a T.S. and Y.P. = 71 ksi and 46 ksi respectively. Is it acceptable to use this material in lieu of the A-572 GR 50 material. (see attached mill cert heat number S5-9606 from Sahaviriya Plate Mill Co., LTD., and design •calculations) RESPONSE: We take no exception with the use of A-36 plate. COPY TO: 0511 Corr file, RFI file • SIGNED: NO EXCEPTION TAKEN J AMEND & RESUBMIT J MAKE CORRECTION NOTED J REJECTED RESUBMIT Checking is only for the confcrmance with the design concept of the protect and compeance with the information given in the Contract Docurnncs. Contractor is responsible for dlicens:on s to he o_n.j, -.Tin aryl correlatd at the job site, rot anon -nation that port::'ns Solely to ha fabrication processes or to tecb^Irµsc of construction, and for coordi- nation of the milk of all grades. PB&A, Inc. 124 Greenfield Avenue San Anselmo, CA 94960 415 259-0191 MAAW. pbandaine.com If enclosures are not as noted, kindly notify us at once. Joel D. Kriwinski, Project Engineer Cwlicit. No. tiO4041 Lilt 2: ACHE ME174S/1.05/ 3 OM t IIT131 Rektence t Orde. 5heea Nos pew ago OuratnerNeme t DAEWOOINftRNATLONALCORlORATION C ounodtty Specifications HOT ROL133D STEEL P1ATe • HILL D1312$CCIO6V CERTIFICATE �6/ASAia 8A36 («O1311611C£ 43PIMMTASA.) SAHAVtRUYA PLATE MILL CO.,LTD. O18ct 28llpupawitlldg..4ih pA. Suratdcpd„ Teti ( Fttxtp /10 Mo Chachoeyc.glbdlctd 24t 30 Tett (036) 632.016441 Pet (031)318431 Mastodon '$eetHo. ([nab) Shalt Wd3ht RUM Number o1 Pletgo) Weight 6 eehealee114apeiTea c11aMICALCOMPOSITION Mr(0) T8. wig VP. ' 008 BL. csZonal2tal Bending C 91 Ma p 5 Cu + NI I Cr Ma V [ Nb Ctq. T V9 L 3140 MOO 92444 5100 3/6 3/8 1/2 112 3/4 3/4 3/4 3/4 4/4 3/4 1 1 l 1 r 1 1 11/4 11/4 71 72 72 73 48 48 48 60 72 72 46 46 48 48 60 72 43 72 243 240 740 740 76 96 120 240 240. 240 96 96 120- 120 210 240 96 240 55.9573 83.4574 83.9377 55-9571 55.9505 51.9606 55.9661 28.9604 354580 85.9561 619490 16,4491 53.9117 S54513 03114 0304 1.111 1.111 0.445 0.445 0.356 1389 1.467 1667 9.593 0393 0.741 0341 1.812 2,223 0.741 2.7794' 27 21 73 11 18 72 34 14 13 3 49 16 18 9 11 13 27 7 22518 17.514 23313 14A43 3310 32.049 21142E 19.44E 2S00d 5.001 29051 10.474 13338 6.669 21371 26.899 20.007 29.453 71 73 70 13 70 72 39 74 70 74 67 71 72 67 •- 71 ��046 48 71 69 47 48 43 46 43 42 37 49 46 49 37 41 42 44 a` 38 44 42 24 14 25 23 28 37 28 93 26 23 30 26 23 23 24 21 27 21 - - . . - - - - - - - - - - - • • 15 9 17 14 17 20 15 21 15 17 21 19 15 1? 21 19 19 19 24 22 20 21 21 21 17 27 24 22 17 24 24 25 25 21 27 28 96 94 96 93 100 96 43 94 94 49 94 9d 516 109 96 96 109 109 19 13 11 17 24 24 4 19 13 23 16 13 11 7A 18 20 17 21 22 15 I6 13 28 23 19 19 17 19 21 24 11 14 30 26 16 29 es/ 1 4\ (�83.960 S3. 534 56-1515 559611 TOTAL , 394 378A14 1'4"r f WL+HBREBYCERT117TSLiT h1AT13R1A1.Dfi8C1t1DBD HEREIN l4A3II$BN SATISFACTORY TH9T8D go:I.ii, rtCIORRAATORY r t ENGINEER '' , - $g :etc n ASTM 13121144 16JAM 2066 • • Bearing Plate Material Specifications and Calculations Plate Details • Grade A36 Load (T) 67.5 kips (90% of Theoretical Fy (75Kips x 0.9) ) Bearing Plate Length (L) 9 in Bearing Plate Width (B) 9 in Bearing Plate Thickness (t) 1 in Bearing Plate Hole Diameter (D) 1.625 in Diameter of Anchor Head (01) 2.88 In Concrete Hole Diameter (02) 2.375 in Bearing Plate Yield Strength (Fy) 46 ksi Actual Mill test result Stress Factor (k) 0.9 Allowable Concrete Bearing Stress (Fc) 4.05 ksi (90% of shoterete's 28 day strength) Centroid of concrete 235 in Centroid of steel 0.93 in Moment at center of plate 48.10 k-in Moment of Inertia 0.61 inA4 Bending Stress (Fb) 39.14 ksi Allowable Bending Stress (Fa) 41.40 ksi Net bearing plate area on concrete (Anet) Bearing plate area on steel (As) Bearing stress on bearing plate (Fe) Bearing stress on concrete (Fc) 76.57 inA2 9.74 inA2 6.93 ksi 0.88 ksi CONDON - JOHNSON AND ASSOC., INC. Contractors and Engineers 1601-A S. Santa Fe Ave. Compton, Ca. 90221 PH: (310) 886-0011 - FAX (310) 886-0631 TO: PB & A INC. 124 Greenfield Ave. San Anselmo, Ca. 94960 Ph: 415.259.0191 Fx: 415.259.0194 INFORMATION REQUESTED: REQUEST GFON INFORMATION Transmittal Id: CJA-0511-008 DATE: 7/26/06 JOB NO: 0511 ATTENTION: Pirooz Barar RE: Hoag Hospital, Newport Beach — Ca. Reference is made to Sheet S6A, detail no. 2 of the approved Soil Nail Wall System drawings regarding epoxy coating of plates and anchor studs. Per our earlier conversation, this note was inadvertently left in the drawings during the submittal process. Please confirm that the plates and anchors studs do not need to be epoxy Coated as they will ultimately be cast in the structural concrete. .RESPONSE: The plates and anchors studs don't need to be epoxy coated as long as at least 2" shotcrete cover is maintained. COPY TO: 0511 Corrfile, RFI file • SIGNED: r If enclosures are not as noted, kindly notify us at once. Save Williams, ' .ject =gcr CCONDON -. JOHNSON �& ASSOCIATES, INC. Fax CONTRACTORS AND ENGINEERS To: Pl3 & A Engineering Date: 7128 / 06 Afhe Pirooz Barw From Joel D. Kriwinski Fax* (4IS)259-0194 Phone: 310-886-0011 Re: Hoag Hospital 0511 Pages: 1 WWI (ndudirgcaversheet) Subjeth Type 11 / V Bulk Cement CC: Cling Liu II Urgent X For Review 0 Please Comment X Please Reply X For Your Use The general contractor (TRC Solutions) at the above referenced site would like clarification regarding the acceptability of type 1 / V bulk cement as a comparable material to type V bulk cement. Please respond and fax to CJA. We take no exception with the cement type. it NO EXCEPTION TAKEN J A.MFND & RESUBMIT y AKE CORRECTION NOTED ❑ RFJECILD - FI SUBMIT C` i-ie.leg is or!y for the conformance w'th the de.Khn cLe eh the rtfce: and compll nece t It -._.! •`,':n CC-)itrs! Co r^,.nts. Ore r r si; e s {o be cc -lee -reed eel or a� I `c s for olfornahon teat pertains srz` ro , _r...,.1 pree.eszLs er tcr to technieues cor.struction, and for courdt- nation of the work of all trades. PB&A, Inc. 124 Greenfield Avenue �49�3San AI ivelthe°'nur�r� �1�pages Specfied above, please call us at (310) 886 4011 95 www. phandaine.com Thank you, GENERAL ENGINEERING • SHORING • CAISSONS 1840 EMBARCADERO, P.O. BOX 12368, OAKLAND, CA 94604 • TEL: (510) 534-3400 • FAX: (510) 5343421 1001-A SOUTH SANTA FE AVE_ COMPTON, CA 90221 -TEL (310) ea&001 L• FAx (3101886-0631 9303 CHESAPEAKE DRIVE, SUITE 5, SAN DIEGO. CA 92123 • TEL: (858) 503-7890 • (858) 503-7895 845 INDUS TRY DRIVE. TUKW ILA WA 98188 • TEL: (206) 575.8248 • FAX (206) 575-8354