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B2005-1423 - Misc (2)
TRC Customer -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: It 07 -5 I fl o' --, 9t- Attached for your review are Memorandums responding to comments dated September 7, 2006, made by the City of Newport Beach Building Department (Ken Begabi) 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 Hospital ar. Manna w _MI w —s a - — - a 11111, SSP. allaill111 OM MI MI IS AM. Structural Engineering To: James Juliani From: PIROOZ BARAR Date: September 19, 2006 MEMORANDUM 7tb Anni Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive Subject: Response to September 7, 2006 Comments City: Irvine www.pbandal"L1ItI; 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. Two nails failed the pull out lest: 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 soilnail T (76-77) shows excessive elongation -passed? The test graph limits sheet which was attached shows "6 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 Deeu/ T RC • 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandalnc.com -Web: www.pbandainc.com PROOF TEST SHEET Date: 8/30/2006 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T bellow 98(rep fail nai f9nuisnnl rnearssa wows riwu:.., 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 D.L.: 20 Kips FACTOR: 1 kip = BOND LEN: 124.1. psi 9.5 Ft PRESSURE, ELONGN 304 608 912 1216 1520 1824 2128 2432 3040 3649 0.000 0.011 0.032 0.065 0.088 0.114 0.134 0.189. 0.251 0.354 FREE LEN: Shear Mod_soil 10.5 Ft 7.55 ksi d MIN 0.000 0.011 0.021 0.032 0.043 0.053 0.064 0.075 0.096 0.117 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 TEST INFO TIME: 1 2 3 4[ 5 6 10 READING:. 0.354: 0.354 0.354 0.354 0.354.. 0.354 0.354 CREEP: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.050 ., 0.100 W_ • 0.150 O 0.200 0.250 w O 0.300 0.350 0.400 00 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 -.4111111111111111441� 8 MIN Mih4Ats..... NOTE: All aticulallons per 'Recommendations Post Tensioning I For Prestressed Institute. 1996. I J Rock and Soil Anchors.' CREEP READINGS ... 1 to 10 0.000 6 to 60 0.005 S c 0- 0.000 ILI •0.005 CREEP MOVEMENT PLOT e a 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 • PROOF TEST SHEET Date: 8/30/2006 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA • Job No. 50096 PR&nten:Mx& Mummers mewIMn`nnr rc n it Nail No. T below 99(mp. fail naiit Stressing Ram :DS49767 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 1kip = 124.1. psi PRESSURE 304 608 912 1216 1520 1824 2128 2432 3040 3649 BOND LEN 8.5 FtELONG'N 0.000 0.003 0.032 0.055. 0.084 0.104 0.138 0.169 0.231 0.287 FREE LEN 11.5 Ft d MIN 0.000 0.012 0.023 0.035 0.047 0.058 0.070 0.082 0.105 0.128 Sheer Mod_soil 7.55 kai d MAX 0.000 0.037 0.074 0.112 0.149 0.186 0.223 0.260 0.335 0.409 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_.287 -:0.286 INFO CREEP: 0.000 0.000 0.000 0.000 0.000 0 000 -0.001 0.0 5.0 10.0 LOAD (KIPS) I5.0 20.0 25.0 30.0 uAUU 0.060 0.120 0.180 ___ + a MIN 0.240 0.300 0.360 MN NOTE: All calculations per 'Recommendations Post Tensioning I For Prestressed Institute, 1996. I Rock 0.420 and Soil Anchors,' I CREEP READINGS ... 1 to 10 -0.001 8 to 60 0.005 0.000 fY LU CC -0.005 CREEP MOVEMENT PLOT • • • • 190 TIME (Log Scale) Comments: The test nail Is one of the replacemnt test sail for failed test nail (98-99) 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 112(rep. fail nail ion&A u .dmMumll wows StressingRam :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 D.L.: 20 Kips FACTOR: 1 Itip= 124.1 psi PRESSURF\ 304 608 912 1216 1520 1824 2128 2432 3040 3649 BOND LEN 10 Ft ELONG'N 0.000 0.040 0.062 0.093 0.125 0.178 0.199 0.252 0.331` " 0.400 1._ FREE LEN: 10 Ft d MIN 0.000 0.010 0.020 0.030 0.041 .__ 0.051 0.061 0.081 0.071 0.091 0.112 Shear Mod soil 7.55 ksi d MAX 0.000 0.036 0.072 0.109 0.145 0.181 0.211 0.254 0.326 0.398 STEEL AREA 0.8 in CREEP TEST INFO TIME: READING: CREEP: 1 0.400 0.000 2 0.399 -0.001 3 0.398 -0.002 4 0.398 -0.002 5 0.397 -0.003 6 10 0.397 0.397 -0.003 -0.003 0: 0. 0 0. 0. 0 0 0.0 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 )00 560' S MIN 120 180 240 300 360 420 480 540 per 'Recommendations For Prestressed Institute. 1996. NOTE: All cakulatiom Rock and Soli Anchors. Post Tensioning CREEP READINGS ... 1 to 10 -0.003 6 to 60 0.005 w 3 c c 0.000 a W -0.005 CREEP MOVEMENT PLOT t 1 0 1 TIME (Log Scale) 0 Comments: The test nail is one of the replacemnt test nail for failed test nail (112-113) Both replacement test nags are deemed satisfactory, OK • • PROOF TEST SHEET Date: 8/28/2006 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA • Job No. 50096 Soil Nall. No. T bellow 113(rep. fail nai PAS tAnsmxal t wens view ra eelf k:i m 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 19.6 24.5 29.4 FACT9R:1 kip =124.1 psi_ PRESSURE 304 608 912 1216 1520 1824 2128 2432 3040 3649 BOND LEN: 10 Ft ELONGN 0.000 0:019 0.056 0.075 0.102 0.137 0,161. 0.203 0 263 0.346. 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 Mod_soil 7.55 ksi d MAX 0.000 0.036 0.072 0 109 0.145 0.181 0.217 0.254 0.326 0.398 STEEL AREAI 0.8 CREEP TIME: 1 2 3 4 5 e 10 TEST READING: 0.346> 0345 0.345. 0_345 0344 0.344 0342 INFO CREEP: 0000 0001 -0.001 -0,001 0002 0.002 -0.004 0.0 0.000 0.060 0.120 g 0.180 Z 0.240 ZO 0.300 0.360 0.420 O 0.480 0.540 0.600 5,0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 6 MIN _ per "Recommendations Post Tensioning For Prestressed Institute. 1996. NOTE: All calculations Rork and Soli Anchors." I CREEP READINGS ... 1 to 10 -0.004 6 to 60 1 0.010 fi 0.005 0.000 -0.005 CREEP MOVEMENT PLOT • 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 • PBBA, INC. ShearMOD.mcd 9/21/2006 FOR: TRC JOB: Hoag Hospital JOB NO.: 050096 DESCRIPTION: Sample calculation for upper & lower bound for soilnail test. LOCATION: Newport Beach, CA DATE: 09/19/06 rare a ale r_ ==sr = -a��.. Structural Engineering 14G*SENFIELO 4.ENLE EMI NalWJ CA 94OO ml--(4,5) z5e0191 Ha(4191 Z59-0194 vwx.pbandainp0om pbaapbandaincmm Units Conversion: PAGE := 1 Refer page-102 of the approved calculation report for further information of Vs1, G etc. Granular Terrace Deposits: Shear Modulus: Vsl540 ft = sec G = p2xVs = yxVs2/9 Granular Terrace Deposits: yI := 120 pcf pl := 0.3 ( Poisson Ratio) 2 GI ; 71 Vsl GI = 7.55ksi For sample calculation use the values of test T(76-77) at 100.0% of DL Calculation of lower bound ( dmin 1 Free length Bond length Applied load Alignment load UBL := 30 ft BL := 10•ft P:= 19.62•kip 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 Calculation of upper bound ( ¢max 1 Diameter of drilled hole Area of the soil subjected to shear Shear Modulus dmax = A•s Es Ac Gs dmin = 0.213in D=6•in Ac := 3.14•D•BL Gs:=GI (P - AL) (UBL + 0.5 BL) + (P - AL) BL kip 1000• lbf psi := 1 Ibf.in 2 ksi := 1000•psi psf := 1 Ibf•ft2 pcf := 1.Ibf•ft 3 g=32.17ftsec2 draw( = 0.430 in (7)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 Soil Nail No. T between 76-77 ,dnirnuni rnprv.era whn616hm .. _ . Stressing Ram *30 Ton ECH RC 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 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 __.. 0 000 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 0.213 213 0.274 0.335 Shear Mod soil 7.55 ksi d MAX 0.000 0.062 0.123 0.185 0.246 0.308 0.369 0.431 0.554 _..__ 0.677 STEEL AREA I 0.8 in CREEP TEST INFO TIME i READING 0.579 CREEP 0.000 2 0,578 0.001 3 0.578 -0.001 4 0.5788 0.001 5 0.577 -0.002 6 0.577 0.002 10 0.575 0.004 LOAD (KIPS) 15.0 0.000 0.060 0.120 ' 0.180 8 MIN 0.240 0.300 0.360 0.420 6 MA 0.480 "Recommendations ost per coning Port Tensioning I 9s For Prestressed Institute. 1996. 1 0.540 NOTEo All calculations 1 Rock -, n Allit and Soli Anchors," Comments: The test nail is deemed satisfactory. CREEP READINGS ... 1 to 10 -0.004 6 to 60 OK • PB&A, INC. ShearWave.mcd 9/21/2006 FOR: Condon Johnson JOB: Hoag Hospital JOB NO.: 050094 DESCRIPTION: Young's Modulus calculation REFERENCE: N/A LOCATION: Newport Beach, CA DATE: 04/25/06 &Aim°. Mammal Emmel.0 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: Granular Terrace Deposits: Fine Grained Terrace Deposits: Bedrock: From the following equation, Shear Modulus: G = p2xVs = yxVs2/g Young's Modulus: Vsl .= 540 ft sec Vs2 := 720• ft sec ft Vs3 • 800• sec For: -JOHNSON co.„Ac ea: `.,,'o ,s PAGE := 102 Units Conversion: kip := 1000 Ibf psi := 1•Ibf•in 2 ksi := 1000-psi psf = 1•Ibf ft 2 pcf := 4lbf-fi 3 g=32.17ftsec2 Es = Gx2x(1+30 = 2)cyxVs2x(1+µ)/g in which is the known Poisson Ratio. So the Young's Modulus of each layer can be computed: Granular Terrace Deposits: µI := 03 yi := 120.pcf 11 Es/ := 2'yl'Vsl2+µi, g Fine Grained Terrace Deposits: µ 2 := 0.3 y2 := 100-pcf 2 (1+µ2) Es2: 2•y2.Vs2. g Bedrock: • := 0.33 y3 := 100.pcf 2 (1+113) Es3 2-y3.. s3 g Esi = 2827719.98psf Est = 4189214.79psf Es3 = 5291220.96psf 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. (T)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 1 541 t /✓,/F lt— '�2c y�j7.� • 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 U ! I V1 1`�J'1_ Plan Check # ! ( ® t'o Checked by 1 f jt-c� y�t-?f7 Date Y = 7 -- L Phone No.2 .— 2 5 -•42 Submitted Corrections dated are: Responsive to checklist comments Additional Information Needed, see below Items requiring response/further evaluation: iei 2-Ce (ts l'7C-ti 2- ny+t is fMIlk k.Sf Ao�xy'v r - -,h1-. 4 l tt -, 'tiNA, T-�" J ®vt I nkt' 1 !' rt ((t) 77 13 [Ter C3-55t 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_Plan_Rev_Master.doc BY Ken Bagahi, Ph.D.. 108 Bagahi Enginee r c. • ORIGINAL SUBMITAL AUGUST 28, 2006 • • • ria a 11/ a aa.— w aaa aaa Ala NO IN Y -- INN I — — — mar tm Structural Engineering To: From: Date: James C. Juliani PIROOZ BARAR August 15, 2006 Subject: Field Memorandum #002 andatlic.com MEMORANDUM eilinnir,brei Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company T RC Address: 21 Technology Drive City: State: Irvine CA. Zip: 92618 Re: Failed Test Nail As reported in our field report of todays date, two not pass the pull-out test. This memo is to provide direction for the remedial the vicinity of each of the failed test nails and need test nails between Nails 98 & 99, and between 112 &113 did work. Two additonal test nails will need to be installed in 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. 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 - • - - — 11111111111110. a MN 'WEEP -- —— MS � MS MS M IS so ono MINIM MI MS MN Vier VIII 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 Qoth Anniversary Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company T RC Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 1 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 of construction was not in compliance with the approved plans. Discussed with Construction Crew and bench excavation will be used for subsequent cuts. • Additional observation: 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. 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 Renganathan, P.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 Dem/ 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 • PROOF TEST SHEET • Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 hri p- _ Structural Engncars www usaie.,inc. cum Soil Nall No. T between 76-77 Stressing Ram # 30 Tan 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 0.071 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 0.266 0.310 0.399 0.488 L AREA 0.8 in CREEP TEST INFO TIME: READING: CREEP: 0.579 0.000 2 0.578 -0.001 3 0.578 -0.001 4 0.578 -0.001 5 0.577 -0.002 6 0.577 -0.002 10 0.575 -0.004 0.0 5.0 10.0 LOAD (K PS) 15.0 20.0 25.0 30.0 u.0uo 0.060 0.120 ' `a 0.180 6 MIN 0.240 0,300 0.360 0.420 0.480 0.540 per "Recommendations Post Tensloning I For Prestressed Institute. 1996. I NOTE: All calculations Rock 11600 and Sal Anchors.° CREEP READINGS ... 1 to 10-0.001 6 to60 0.010 0 t 0.005 w 0.000 U 0.005 CREEP MOVEMENT PLOT a-. TIME (Log Scale) 10 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 SUucturel Engineers wow uleent..cun 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% 19.6 125.0% 24.5 150.0% 29.4 SOIL NAIL D.L.: 20 Kips FACTOR: 1 kip = 142.86 psi PRESSURE ELONG'N 350 700 1050 1400 1750 2100 2450 2800 3500 4200 BOND LEN: 10 Ft 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 AR EA 0.8 in CREEP TEST INFO TIME: READING: 1 2 3 4 5 6 10 CREEP: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.000 0.060 0.120 = 0.180 Z 0.240 Z 0.300 5.0 10.0 LOAD (KIPS) I5.0 20.0 25.0 30.0 8 MIN v0.360 W 0.420 0 0.480 0.540 _ 0.600 NOTE: All calculations per "Recommendations For Prestressed Rock and Soil Anchors,' Post Tensioning Institute. 1996. I I CREEP READINGS _. - I 1 to 10 6 to 60 0.010 a c 0.005 CREEP MOVEMENT PLOT u0.000 • 1 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 • Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT REACH, CA Job No. 50096 Soil Nail No. T between 112-113 ffigNtgt -ng_Fe Slructurel Engineers www.y4'm IJtll11t'Sul l 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% 19,6 125.0% 24.5 150.0% 29.4 SOIL NAIL D.L.: 20 Kips FACTOR: 1 kip = 142.86 psi PRESSURE ELONG'N 350 700 1050 1400 1750 2100 2450 2800 3500 4200 BOND LEN: 10 Ft 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 TEFL 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 N w_ Z Z 0 1- V J LL 0 0.0 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 0.000 0.060 0.120 0.180 3 MIN 3.240 0.300 &MAY 0.360 0.420 0.480 per "Recommendations Post Tensioning E For Prestressed Institute. 1996. I \ 0.540 " NOTE: All calculations Rock n Ann and Soil Anchors," CREEP READINGS ... 1 to 10 6 to 60 a 0.010 a S c - 0.005 a w w 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. TRC Customer -Focused Solutions August 28, 2006 Mr. Ali Naji City of Newport Beach 3300 Newport Boulevard Newport Beach, CA 92658-8915 Dear Mr. Naji: 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. Sin rely, Tom Deen TRC Project Manager cc: Jim. Juliani, TRC Bob Grabski, Hoag Hospital 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 49 threadbar for 3 #6 threadbars as vertical nails. RFI# CJA-0511-007 7/25/06 Clarification of steel plate material grade. RFI# CJA-0511-008 7/26/06 Revision to plans regarding epoxy coating of steel soil nail plates. Fax 7/28/06 Verification that Type IIJV is acceptable. Plans call for Type V. i w M ,- .` alalt w aaa 4a a lan at a NIB Y 'ea a a a au - N an Structural Engineering To: From: Date: Subject: James Juliani PIROOZ BARAR August 10, 2006 Field Memorandum #000 www.pbandainc.com MEMORANDUM loth Anniversary I Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive City: State: Irvine 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+27.7 and 7+52.5 have been placed 6 ft. o.c. instead of 5 ft 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. • -mould 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 Been/ T RC c No. SE 2502 Exp: ' L 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandalnc.com -Web: www.pbandainc.com J:1D1050000-AAAAf050090-Hoag Hospita5050096-CAIRFI106-04-06-RFI-As Built Soiinail1CalcslPerm&Dym106-10-O61Cover&index 8/10/2006 4:56 PM •Nana ra a S SINS flA Ms OW 11. — a— a •• I= ON _ — Pirooz Barar & Associates Structural Engineering ENGINEERING CALCULATIONS AS -BUILT SOILNAIL Hoag Hospital Newport Beach, CA. FOR; CONDHN - JOHNSON INC. CONTRACTORS AND ENGINEERS August 10, 2006 124 Greenfield Avenue, CA. 94960. TEL. 415-259-0191 FAX. 415-259-0194 e-mail: pba@pbandainc.com PIROOZ BARAR & ASSOCIATES Index Page:1 8/10/2006 4:56 PM Pirooz Barar & Associates Structural Engineering JOB NO.: 50095 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport Beach, CA CONDON•JOHNSON & AIIIIIIAEEI, Ira. CONTRACTORS AND ENGINEERS Date: Page: i 10-Aug-06 CONTENTS PAGE 0) INDEX I) Design of 24.0 ft. SoilNai led 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 green/laid Ave, San Anselmo,CA 94960 P1415)259.0191, F:(415)259-0194 pba@pbandainc.com Pirooz Barar & Associates Structural Engineering ............ ....... .................... 'Ge1�C[II��I�11S CONDON • JOHNSON & 18F. CONTRACTORS AND 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. 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'+/- 0.21g !$0:0 On 4 S lNaitect lvoi Perm' Static&Pseudo Static Analysis • ESTA %+0250) Soil Strata Profile Soil Profile X Y 7 (pcf) Granular Terrace Deposits 0.0 27.0 120 100.0 27.0 Clayey Silt/ Weathered BR 0.0 23.0 100 100.0 23.0 Siltstonel Claystone 0.0 -10.0 100 100.0 -10.0 Phereatic Water Surface x Y 0.0 20.5 3.0 23.5 7.0 28.0 10.0 30.0 14.0 32.0 23.5 34.0 100.0 34.0 tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com JOB NO.: 50095 CDNDDN • JOHN$ON F50095 OCondon-Johnson -- ------ 6 ASSOCIATES. lit. R: 50095 Pirooz Barar & Associates CONTRACTORS AND ENGINEERS DESCRIPTION: Hoag Hospital Structural Engineering ---- -------- ----- ----- LOCATION: Newport, CA Date: Page: Soil Properties 10-Aug-06 2 Static Dynamic Soil Prop C(PSF) 9° µ (PSF) C(PSF) Ip° it (PSF) GTD 100 32 1250 133 39.7 1250 WBR 400 16.5 1250 532 21.5 1250 SIC 525 23 1500 698 29.5 1500 NAILS O SURCHARGE v�O BO - PHREATIC E2-v SOIL LAYER 1I E -v Fr-3 Fr-3� �_ - WATER -� WATER ---'_i SURFACE E1-h R3 R3 E2-h Fr-2 SOIL LAYER C3 C�z f Z� N2 [solL LAYER 21�BOUNDRY SCIL LAYER BOUNDRY ? z WEDGE 1 \\ R1 N WEDGE 2 x J SOIL LAYER 31 tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • - Pirooz Barar & Associates Structural Engineering CONDON • JOHNSON & AI$ItIIII$. IJt. CONTRACTORS AND ENGINEERS Nail Geometry & Properties JOB NO.: 50095 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 10-Aug-08 3 Row # Y(ft) L(ft) d(in) S(ft) 8(deg) As(in^2) Fy(ksi) Punch(kips) 1 23.0 30.0 6.0 5.0 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: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com Pirooz Barar & Associates' structural Engineering 3CONDON•JOHNSON & 61111111111, lit. CCNTRACTORS AND ENGINEERS 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) I1(PSF) ty° 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 JOB NO.: 50095 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: 10-Aug-06 4 -...........Row # V X-int. Y-int. Wedge-int. F-left (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 Barar & Associates1 Structural Engineering CONDON -JOHNSON & 1t11EIAfft. lit. 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) i+(PSF) 9° 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 JOB NO.: 50095 DESCRIPTION: Hoag Hospital LOCATION: San Carlos, CA Date: Page: 10-Aug-06 5 Row # X-int. Y-int. Wedge-int. F-Ieft (Ibs) F-right (Ibs) F-yield (Ibs) F-Control (kips) Governing Factor 1 4.2 21.9 1 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@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • -- Pirooz Barar & Associates' Structural Engineering & AiiuiIAIEA. IAi. CONTRACTORS ANC ENGINEERS 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. +18.0'+l- Soil Strata Profile Soil Profile X Y y (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 FOR No.: 50095 CONDOM • JOHNSON FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: Page: El. T.O.SL.= +66.0'+!- 10-Aug-06 6 4- 0.21 g Secti00.5 SQitNailed Well.; Static&Pseud © Static Analys (STA 1-9+00. Oa) .. .. .. 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 tel: (415) 259-0191 124 Greenfield Ave. fax: (415) 259-0194 email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • ya Pirooz Barar & Associates Structural Engineering JOB NO.: CONDON • JOHNSON 'FOR: 5 rtrrrirjEn. lit. CONTRACTORS ANC ENGINEERS DESCRIPTION: LOCATION: Soil Properties Soil Prop GTD WBR S/C NAILS Date: Page: 10-Aug-06 7 Static Dynamic C(PSF) (p° tt (PSF) C(PSF) (pa (t (PSF) 100 32 1250 133 39.7 1250 400 16.5 1250 532 21.5 1250 525 23 1500 698 29.5 1500 W1 V Cl WEDGE 1 %R SURCHARGE 50095 Condon -Johnson Hoag Hospital Newport, CA SOIL LAYER BOUNDRY O O ar2-v -r-3 F -31 'WATER -- C R3 R3 _ E2-n x SOIL LAYER 21 SOIL LAYER 2,1 PHREATIC WATER SURFACE SOIL LAYER B OUNDRY tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • Pirooz Barar & Associates Structural Engineering CDKDDN-JDHNSON JOB NO.: d hSSltlAIEA. JIA. FOR: CONTRACTORS AND ENGINEERS DESCRIPTION: LOCATION: Nail Geometry & Properties Date: Page: 10-Aug-O6 8 50095 Condon -Johnson Hoag Hospital Newport, CA Row # Y(k) L(ft) d(in) S(ft) 6(deg) As(ina2) Fy(ksi) Punch(kips) 1 20.5 35.0 6.0 5.0 15.0 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 4.5 15.0 1.00 75.0 45.0 4 38.0 48.0 6.0 4.5 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 0 Lx S = Hole Spacing As= A -ea of Steel 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 & 1111111111, Ilt. 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) IL(PSF) rp° 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: 10-Aug-06 Page: 9 Row # X-int. Y-int. Wedge-int. F-left (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 78927.8 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)259-0194 124 Greenfield Ave. email: pbarar@pbandainc.com San Anselmo, CA 94960 website: www.pbandainc.com • • Pirooz Barar & Associates Structural Engineering CQNQQN • JWINSQN JOB NO.: 50095 3. & ASSOCIATES, In. DESCRIPTION: Hoag Hospital CONTRACTORS AND 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) II(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 Detailed forces in the nails: Date: Page: 10-Aug-06 10 Row # X-int. Y-int. 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 50 ELEV. FF. 40 30 50 ELEV. FT 40 30 11] Er i3 i, it 'I' III Ili I i (4P01 II' III In i 0 mx SEE SCHEDULE 4 • SEE SCHEDULE 4 m 6+00 UI III - III III m III ELEVATION SCALE 1/16"=1'-0" SEE SCHEDULE 5 OFESS' r. Structural Engine.nrg b ...c,an Incon —_—_— Pna�asanaamccam Z 1 I I I. PIS ul lu m of 6Y'l.� w .:+v n1 IIr SOILNAILS TO BE DRILLED 04'-6" O.C. m AS —BUILT SOILNAILS ®6' 0 _ O.C. I •1 �TOw s43 64 7+00 +38.5't in NAILS ®6'-0" o.c. w/ -- EENGTFr-OF 40'-0" —+36.8'f IDRILLED 04'-6" O.C. a� ,����urV'�;��Weer •�,a ra , aK(i .11 ins; fian I I 1 01 III III III III r 111 II III tll 11 01 m HA — III SOILNAILS To BE III n1A E3 0 III III innerbli - y - •. Q... C ELEVATION SCALE 1/16"=1'-0" SOILNAILS TO BE DRILLED 44' 6" 0.C. W/ LENGTH OF 48'-0" NOTES. FROM STA. 5+27.7 TO STA. 7+52.5, SOILNAILS ARE GOING 70 SE INSTALLED AS THE SCHEDULES BELOW. ROW NO. NML LENGTH (FT) SPACING (FT) BAR SIZE 1(TOP) 40 8.0 /8 2 40 4.5 /8 3 35 5.0 08 4 30 5.0 /8 SC9FOULE 4 ROW NO. NAILLENGTH ( SPACING BAR 1(TOP) 40 8.0 #8 2 48 4.5 08 3 48 4.5 /9 4 40 5.0 /9 5 35 5.0 /8 SCHFOIIIF 5. 050095 /SI g 08/10/06 A CRQO "a R mr SK-2 Mt AR HOAG HOSPITAL PREPARED FOR. OONOON-A]NtBIN a AOOOOIATOO. INC OONTRAOTORO l ONOIN AS -BUILT SOILNAIL DATA ELEVATION ORIGINAL SCALPE IS LANSIN INCHES 1 1 1 1 1 1 l 1 1 1 l 1 1 1 1 f l I Ill �l in — r— N a as - Y a lama alarm ~S NM IS S S n r• Y a N M r us a um la at wr— a a ea Ns am _ at Structural Engineering To: James C. Julian' From: PIROOZ BARAR Date: August 15, 2006 Subject: Field Memorandum No. 001 www.pbandainc.com MEMORANDUM Roth Anniversary Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Address: 21 Technology Drive City: Irvine State: CA. Zip: 92618 1 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. 1. Nails (# 95,97,99 & 101 thru 104) .Drilled thru Shotcrete w/Biock 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/S7: • 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. Hof ESSj0N OP00Z844!e No. SE 2502 MR' 3 1 2uU ti▪ o 1F Off-_ si, cc. Steve Williams / George Burrough/CONDO\ - JOHNSON ASSOC. ENC.' 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: pbatidpbandainc.com -Web: www.pbandainc.com imp 'ma ail aaa� aw r S a s am ▪ Y a a. ▪ arm — aa� — _ _ a a s MI 01 Structural Engineering To: From: Date: Subject: James Juliani Vaikunthan Renganathan, P.E. August 15, 2006 Field Report - No. 001 www.pbandainc.com FIELD MEMORANDUM 2oth Anniversary 1 Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive City: State: Irvine 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/TRC and Mr.Gary Russell/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 CamachotFRC 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. Nails# 135 thru #162 drilled and grouted. 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 Stat 10+50. 3. Per plan, lap for waler 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. Fax: 415 259-0194 Tom Deen/ T RC 411/ 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259.0194 email: pba@pbandainc.com -Web: www.pbandainc.com a w a a a —a — 1411.. -. - __ as in arik— IS a es Y a a a a_ aaa EN n— —. a aNININNIIk Structural Engineering MEMORANDUM loth Anniversary 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 15, 2006 Subject: Field Memorandum #002 www.pbandainc.com 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. PIROOZ BARAR, S.E. / 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 aaar-11114114 IS a ill SIR IONS w aria t_ MEW ailleBMW — SIM /4/4.14110 MIS MS "user— ass w IMO —Si r_ r. IMP r. MI MI Una I= OM MB —. IMP 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 Roth 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 0 252 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. 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 S1. 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. br Pl.Hirt {nNovr Vaikunthan Renganathan, P.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JOHNSON ASSOC. INC. PrR002 BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Deco/ TRC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandalnc.eom -Web: www.pbandainc.com • PROOF TEST SHEET Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA Job No. 50096 Soil Nail No. T between 76-77 -mow =-__ _ s structural Engineers nww VLa Wdno.tan 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= 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 0.266 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 0.0 0.000 0.060 0.120 ? 0.180 1 Z 0.240 OZ 0.300 L LL W 0.360 0.420 0.480 0.540 0.600 5.0 10.0 LOAD (K PS) 15.0 S MIN 20.0 NOTE: All c Iculations per "Recommendations For Pres ressed Rock and Sail Anchors," Pod Tensioning Institute, 1996. j 25.0 30.0 CREEP READINGS .. 1 to 10 -0.004 6 to 60 0.010 - 0.005 w 0.000 0.005 CREEP MOVEMENT PLOT F-r s 10 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 r 4114 ••=t Slructurai Engineers wow pi.hetddle,: 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% 19.6 125.0% 24.5 150.0% 29.4 SOIL NAIL D.L.: 20 Kips 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: 1 2 3 4 5 6 10 READING: CREEP: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 5.0 10.0 LOAD (K PS) 15.0 20.0 25.0 30.0 u.uw 0.060 0.120 0.180 6 MIN 0.240 0.300 xnnev `_ 0.360 0.420 - 0.480 Iculations per "Recommendations Post Tensioning For Prestressed Institute. 1996. I 0.540 NOTE: All c Rork n Ann , and Soil Anchors," -L CREEP READINGS ... 1 to 10 6 to 60 0.010 L C 0.005 6 ce ce tl 0.000 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 Date: 8/15/2002 Job: HOAG HOSPITAL Location: NEWPORT BEACH, CA • Job No. 50096 Soil Nail No. T between 112-113 !Le- e .er... 301c<ural Engineers *two pIz Weiuccau 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 = 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 0.061 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 N Z 0.240 ZO 0.300 5.0 10.0 LOAD (KIPS) 15.0 20.0 25.0 30.0 5 MIN V 0.360 w 0.420 0 0.480 0.540 0.600 - NOTE: All calculations per "Recommendations For Prestressed Rock and Soil Anchors." Post Tensioning Institute. 1996. I I CREEP READINGS ... 1 to 10 6 to 60 ▪ 0.010 es t c C t - 0.005 6 w W CREEP MOVEMENT PLOT U 0.000 • • • • 10 TIME (Log Scale) 100 Comments: After pressure reached 1400 psi(50.0% of design Toad) ,no movement of the bar. Test was stopped. It was found bonded length is 6 ft. • w ASa MANI _"" INO w SIS Ml.. MEM AM AM S MN -- WS MI ME MO M MN mop m Structural Engineering To: James Julian! From: PIROOZ BARAR Date: August 16, 2006 Subject: Field Memorandum No. 003 www.pbandainc.com MEMORANDUM loth Anniversary I Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address• 21 Technology Drive City: Irvine State: CA. Zip: 92618 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: 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. • 2. 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. Pirooz Barar,S.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - .IOHNSON 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@pbandalnc.com -Web: www.pbandainc.com 41P- w -- MSS_SI Ma St S SP a a sINS. IISSIS Structural Engineering To: From: Date: James Juliani PIROOZ BARAR August 17, 2006 Subject: Field Memorandum #4 www.pbandainc.com MEMORANDUM loth Anniversary 1 Job No.: 050096 Job Name: Hoag Hospital - Insp. TRC Company TRC Solutions Address: 21 Technology Drive City: State: Irvine CA. Zip: 92618 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. 1111 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 - SON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A LNC. 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©pbandalnc.com -Web: www.pbandaine.com — — � = MEMORANDUM S ale e a.a MN al Wail ANW _ _N M_ U_ a_� M_ h Anniversary Engineering lot ` 1 To: James C. Juliani From: PIROOZ BARAR Date: August 18, 2006 Subject: Field Memorandum #5 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 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 Barar, S.E. PB&A Inc. cc. Steve Williams / George Burrough/CONDON - JOHNSON ASSOC. INC. Vais Reganathan, P.E. / PB&A INC. Fax: 415 259-0194 Tom Deen/TRC 124 GREENFIELD AVE. • SAN ANSELMO, CA 94960 • TEL: 415-259-0191 • FAX: 415-259-0194 email: pba@pbandainc.com -Web: www.pbandainc.com fli — = -- MS 111111, -- S- a — ale SaaS — Ina -a NM !• — ono aar - - Structural Engineering To: James Juliani From: PIROOZ BARAR Date: August 22, 2006 Subject: Field Memorandum 8007 pba dairac com MEMORANDUM 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. Of ESS/o 't; Bq,9gf2502rry tijj 9R 3 1 P20 "% UCTUP 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.pbandaine.com ME A SS - a - 1111'MS 1111111 OM SOa MEMORANDUM �aar w Sin MIS a 0S. r MN a agar 111111111 MSS = W7 S MO aaaa Structural Engineering f . 1 To: James Juliani From: PIROOZ BARAR Date: August 23, 2006 Subject: Field Memorandum #008-A „go? tiro 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 2nd 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/CON DON - JOHNSON ASSOC. INC. PIROOZ BARAR, S.E. / PB&A INC. Fax: 415 259-0194 Tom Dccn/ 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 J:110050000"AAAA1050090.Hoag Hospna11050096- Cont Admin-TRC0a-23.06 RepartCover&lndex.xls 8,2520088:50 AM • i • NORM a SIN. 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; ,CONDON•JOHNSON & Ii $ iU $ IEi E *. CONTRACTORS AND ENGINEERS �O f ESaESS 4;\ � r EW7 ri , No. SE 2502 ,v R?12R�fi s, T U p,'' tf�ccs�! m°tJob No. 50096 August 24, 2006 124 Greenfield Avenue, CA 94960. TEL. 415-259-0191 FAX. 415-259-0194 e-mall: pba@pbandalnc.com PIROOZ SARAN a ASSOCIATES Index Peae:i 8124f20064:5e PM S IN _--__ -- _ SS ------ Pirooz Barar & Associates Structural Engineering JOB NO.: 50096 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Nwpart Beach, CA CONDON-JOHNSON i &IIIsI10TEI. Isi. CONTRACTORS AND ENGINEERS Dab: Page: I 24-Aug-06 CONTENTS PAGE 0) INDEX 1 I) Design of So@teiSd Wall AT Nall 91 d92 area 1 flirt 5 11) Design of SolINaIIad Wall AT Nall 100 area 6 tau 10 111) Design of SollNailsd Wall AT Nall 115 area 11 thin 15 INTRODUCTION: The solinalls 0 91,92,100 and 115 have been grouted to the length of 30,30,95 40 t respectively. Rhea nails are at the top row of toenails.) In order to have same FOS a original calculation ,additional nailer* en added in between 1st and 2nd row of toenails . 124 pree01M0 AYA &NI Mwrmo.CA errr0 P:Misp500191, F:N15pae01e pb1Ap0snOMn0.00® • • = =am_ _ =__ CONOON • JONNION -p��-=n, •,$s,,u1i1B. I11. Pirooz Barar & Associates CONThAGTORS AND ENGINEERS Structural Engineering Input and Output for Wlnslopa Analysis El.T.O.W.0 Excavation Proffitt .472.1- x v 0.0 0.0 47.5 4.0 47.5 49.0 66.0 100.0 66.0 El. B.O.W." Soil Strata Profile .c I Profile _.. X V 71" Granular Terrace Deposits 0.0 20.0 in 100.0 29.0 Clayy Slfi! Weathered BR 0.0 24.0 100 100.0 24.0 Weston* Clayetone 0.0 -10.0 100 100.0 -10.0 v JOB NO.: 60096 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Data: 24-Aug-06 Page: 1 EI. TASLn .60.044- x r 0.0 19.0 4.0 24.0 B.0 25.0 12.0 30.0 10.0 33.0 23.0 34.0 100.0 34.0 0.21g •tI: (416) 269-0191 124 Greenfield Ave. small: ptanutpbandainc.Com far: (415) 259-0194 San AroNmo, CA 94960 v.Wits: www.pbsndainc.Cmn • • ers Pirooz Barar & Associates Structural Engineering CONDON�O$ON ‘115111111. COMPACTORS IJID ENGINEERS 11 Soli Properties JOB NO.: 50095 FOR: Condon,ohnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Au9-05 Pape: 2 Static Dynamic Soil Prop C(PSF) r♦' µ ( ) C(PSF) le /° line GTD 100 32 1250 133 39.7 1250 WBR 400 16.6 1250 632 21.5 1260 sic 525 23 1600 696 29.6 1600 NAILS wl v SURCHARGE E —v t -3ATER OFr , A Ci � WEDGE 1 l� \\R12 • OW: (415) 259-0191 tax: (415) 259-0194 N1 Fr-3 W2 SOIL LAYER BOUNDRY R3 R3 E2=n �Fr_2--_-- C3 C3 2‹ N2 WEDGE 2 SOIL LAYER 21 PHREATIC WATER SURFACE SOIL LAYER BOUNORY z _ SOIL LAYER 31 12A Greenfield An. email: pber ebendainteom San AmNmo, CA 94960 awns: wwW.pband&ne.00m ___ =_ _ CNNDON•ANNNDN - - �- -�--� 81UDOtllfIt. 19t. Pirooz Barar & Associates CONTRACTOR!. AND ENGINEERS Structural Engineering Nail Geometry & Properties JOB NO.: 50096 FOR: CondouJohnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Aug-06 Page: 3 Row* Y(ft) L(ft) d(In) S(ft) 9(deg) As(IM2) Fy(ksI) Punch(klps) 1(BOTTOM) 20.6 35.0 6.0 5.0 15.0 0.75 75.0 46.0 2 26.3 40.0 6.0 6.0 15.0 1.00 76.0 45.0 3 32.2 45.0 6.0 6.0 15.0 1.00 75.0 46.0 4 38.0 48.0 6.0 5.0 16.0 0.78 76.0 46A 5 (NEW NAIL) 41.0 45.0 6.0 6.0 15.0 0.78 76.0 46.0 6(TOP) 44.0 30.0 6.0 6.0 16.0 0.8 76.0 46.0 • • tel: (415) 259-0191 fax: (415) 259-0194 S = Hobe Spacing As= Area of Steel 124 Greenfield Ave. wrath pborar®pbandelnc.Cam San Manna. CA 94960 wablb: www.pbandakw.com • • _== __ :=. cuuouN•ANNMON 5 11118811111. 191. Pirooz Barar & Associates CONTRACTORS Ae0 ENGINEER! Stnfl nl Encrusting Results from Static Analysis Intermediate Dale: Wedge # Sat. Wt. Bo. Wt. Dry wt Mal 1 81878.0 71987.6 81875.0 2 72172.9 70924.9 72172.9 1 Avg Soil Prop C(PSF) p(n) u• rider Wedge 1 478.1 1406.3 20.6 ruler Wedge 2 110.9 1260.0 31.1 n Vert Plane 114.7 1250.0 31.3 • JOB NO.: 50096 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Auga06 Page: 4 ------ ----- --- - Row # } --- %ant Part. F4ef OWOWs) F�Ight Ms)Wedgeant. F-yleld gall F.Contmt SSW Gowning Factor 1(30170111) 3.8 19.5 1.0 54353.9 73112.9 58500.0 54363.9 puncMbsar 2 12.7 22.9 1.0 72565.3 63192.8 76000.0 63192.8 pullout 3 21.8 26.4 1.0 89275.2 49311.9 75000.0 49311.9 pullout 4 27.9 30.6 2.0 101643.0 37605.2 58500.0 37606.2 pullout 6 (NEW NAIL) 30.2 32.9 2.0 106363.0 28994.E 68600.0 28994.E pullout 6(TOPI 0 0 0 0 0 68500.0 0 pullout F.O.S.= 1.50 (Permanent -Static) • tot (415) 259-0191 fax: (416) 259-0194 124 Greenfield Ave. emelt pbarar®pbandaine.con San MINIM, CA 94960 webs: wwwarbandslnc•com • • _= =__ _ (_•� CONDOM • 11JOHNSON a aaaat14t11.a. lei. Pirooz Barer & Associates CONnUC1ORe AND ENGINEERS Structural Engineering Results from Dynamic Analysis Intermediate Data: Wedges Sat Wt. Bo. Wt. 6rywt Peal 1 101875.0 88489.9 101875.0 2 94752.4 93254.8 1 94752.4 Avg Soil Prop C(PSF) P(PaF) o• Under Wedge 1 635.8 1406.3 26.6 Under Wedge 2 147.5 1260.0 38.7 On Vert Plane 151.3 1250.0 39.0 clad torus in the raise: JOB Na: 50095 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Data: 24-Aug15 Page: 5 Rows X-int. tint. Wedgaleet F-left jibs) F-right (I Mil F.yleld (IbeJ F-control kijpal, Governing Factor 1(BOTTOM) 4.3 19.4 1 55372.1 72094.7 58500.0 55.4 punch&Mar 2 14.1 22.5 1 75945.7 59812.3 76000.0 59.8 pullout 3 24.2 25.7 1 94094.7 44492.4 75000.0 44.5 pullout 4 321 294 2 110284 28983.8 58500.0 29.0 pullout 5 (NEW NAIL) 34.8 31.7 2 115703 17654.6 58500.0 17.7 pullout 8(TOP) 0 0 0 0 0 58500.0 0 pullout F.O.S.= 1.34 (Permanent -Pseudo Static) • tel: (415) 259-0191 fax: (415) 259-0194 124 Greenfield Ave. email: pberarepbandainc.com San Anselmo, CA 94980 webda: www.pbandalnc.com • • awl Mk ==_ CONDON • NON�ON ! 11818&I1II8. 18I. Pirooz Barer & Associates CONTRACTORS AND ENGINEERS SlruQwnl Engineering Input and Output for Wlnslope Analysis El. T.O.W.m Excavation Profile: +47.1r+/- i x 0.0 Y 18.0 0.0 47.5 4.0 47.6 49.0 86.0 100.0 66.0 e El. 0.0.W.- +18.0.+l- Soil Strata Proflle Soil Profile x Y T (kill Granular Terrace Deposits 0.0 29.0 120 100.0 29.0 Clayey slhl 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: (416) 259-0194 JOB NO.: 50096 FOR: CondonJohnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24-Aug-oe Page: 6 El. T.O.SL.• +66.0.!- 0.21g Phereatic Wafer Suryate 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 Gresnf&d Ave. email: pbararrpbandainc.com San Anselmo, CA 94960 webaite: Nwrw.pbandainc.com • i COND011•4ONM=8M a/111/11411 I. I11. Pirooz Barar & Associates come.' 1N sae EMa1 SERE stria a91 Enpneerin6 v Soil Properties d JOS NO.: soon FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Dom: 24-Aug-06 Par: 7 Static I namic a Solt Prop C(PSF) r° irk`) C(PSF) le }r (PSFl 100 32 1260 133 39.7 1260 WEIR 16.6 1260 532 21.6 1260 SIC 525 23 1600 696 29.6 1500 WI v SURCHARGE SOIL LAYER BOUNDRY (SOIL LAYER 21 SOIL LAYER 3 PHREATIC WATER SURFACE SOIL LAYER BOUNDRY WI: (415) 259-0191 124 Greenfield Ave. emdl: pbararepbandalfC.Com fax: (415) 269-0194 San Malmo, CA 94960 webelte: www.pbandelne.00m • • Shec4rel EnghleeNg Nail Geometry & Properties J _ ____-. _ conga • AMMON FOR NO.: 60066 - 0 1118811I1{. 181. FOR: CondonJoAnaon '-� Pirooz Barer & Associates CONTRACTORS AND ENGINEERS DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Dab: 24-Aug-05 Page: 8 Row 8 Y(ft) L(R) d(M) S(1» - e(dag) As(Ina2) Fy(ka1) PuntMMps) 1(130770M) 20.5 35.0 DA 6.0 5.0 15.0 0.78 75.0 45.0 2 25.3 40.0 6.0 6.0 15.0 1.00 75.0 45.0 3 32.2 46.0 6.0 6.0 16.0 1.00 75.0 45.0 4 38.0 48.0 6.0 6.0 16.0 0.78 75.0 45.0 5 (NEW NAIL) 41.0 45.0 6.0 6.0 15.0 0.78 75A 43.0 8(TOP) 44.0 36A 5.0 5.0 15.0 0.8 75.0 45.0 Y S = Hole Spacing As Area of Steel • WI: (415) 256-0101 124 Oresnfsld Ass. small: pbararepbsndaMC.Cora fax: (416) 259-0194 San Aneshno, CA 0080 webslb: www.pbrWainc.eom • -- - iCONDON • JONNOON amount. ill. Pirooz Barar & Associates CONTRACTORS APO ENGINEERS 9NUI.wel ETOM1/ lYip Results from Static Analysis 1 Intermediate Data: Wedge 9 Sat Wt. Bo. Wt f 1 85770.7 75189.4 85775.7 2 76787A 75489.5 76787.4 .. Avg Boll Prop C(PSF) P (Pon 9 ,Under Wedge 1 478.1 1406.3 20.6 Under Wedge 2 110.9 1250.0 31.1 On Vert Plans 114.7 1250,0 31.3 In Ills nali : JOB NO.: 50096 DESCRIPTION: Nag Hospital LOCATION: Newport. CA Date: 24-Aug-09 Page: 9 --Row 9 X-Int Y-hrt Wedge-Int.F-laft (Ws) F+1ght Ps) F71Nd «be) F-Control (BOB) Governing Factor 1(BOTTON) 3.9 _ _ 19A 1.0 546'0.7 72896.1 56600.0 _ 64.6 pnchersar 2 13.0 22.8 1.0 73285.1 62472.9 75000.0 62.5 pullout 3 223 26.2 1.0 90301.5 48285.6 75000.0 48.3 pullout 4 28.7 30.3 2.0 103424.0 36824.2 56500.0 36.8 pullout 5 (NEW NAIL) 31.1 32.7 20 108292.0 25065.0 65600.0 25.1 pullout 6(T09) 33.5312 35.0153 2 113161 661.445 56500.0 0.6 pullout F.O.S.■ 1.50 (Permanent -Static) • tel: (415) 269.0191 fax: (415)2594194 124 Greenfield Ave. email: pberarepbandalnc.can San Amelmo, CA 94960 website: www.pbandalnc.can • t$IItln[i. .roe NO.: 50096 ?- - a iaim is • 1 / 11. DESCRIPTION: Nag Hospital5 Pirooz Barer $ & Associates CONTRACT0BAND ENGINEER. LOCATION: Nmel . CA structural E a Results from Dynamic Analysis Avg Soli Prop C(PSF) Spasm nder Wedge 1 635.8 1408.3 rpler Wide, 2 147.5 1250.0 n Vert Pane 151.3 1250.0 Detailed forces In the nails: 1 Row 9 1(9O770N) 2 3 4 5 (NEW NAIL) 6(704) 4.3 14.1 24.2 32.1 34.8 0 Yore. 19.4 22.6 25.7 29A 31.7 0 i 4• 26.6 38.7 39.0 i Wedge-Int. 1 1 1 2 2 0 F4eft IW 0 65372.1 75945.7 - 94094.7 F.O.S.= 1.34 (Permanent -Pseudo Static) • let (415) 259-0191 fax: (415) 259-0194 110264 116703 0 Date: 24aug-06 Page: 10 F-right (Ibe) 72094.7 59812.3 44492A 28983.8 17654.6 0 F.y1Nd GM) 58500.0 75000.0 75000.0 58500.0 58500.0 68800.0 F-0ontrol (MPH 85.4 59.8 44.5 29.0 17.7 0.0 Governing Factor punaheher pullout pullout pullout pullout pullout 124 Grean6eld Me. email: pberarepbandeinc.com San Annlmo, CA 94960 vrebehe: www.phamlsinc com • • • rsz=-'� n��__ Pirooz Barar & Associates 6rnwtusl Erolow a CONDON•JONSSDN i 11111111E1. 111. COMPACTOR! APO ENOwEERl 'Input and Output for Wlnelops Analysis 1 Excavation Profile: X Y 0.0 4 18.0 0A 47.5 4.0 47.6 49.0 66.0 100.0 66.0 EI. T.O.W. +47Ji+/-� El. B.O.W.s +18.0'+i- Strata Profile soil X '9 7 (PCO tSoII Profile 0.0 29.0 120 Granular Terrace D•PceM 100.0 29.0 Clayey Slfi/ Weathered BR 0.0 24.0 100 100.0 24.0 sllbtonel Claystone 0.0 -10.0 100 100A -10.0 y tel: (416) 25941191 fax: (415) 25941194 JOB NO.: 60096 FOR: Condon-John80n DESCRIPTION: Hoag HoaPMal LOCATION: Newport, CA Data: 24-Aug-08 Pegs: 11 El. T.O.SI.P +88AW- 0.21g X 0.0 4.0 8.0 12.0 18.0 Y 23.0 100.0 18.0 24.0 28.0 30.0 33.0 34.0 34.0 124 Greenfield Akm small: pbararelptiendelnC.c0n1 San Anaalmo, CA 94960 w.Mlb: www.pbandalnc.corn • • If111111(1. IIf. Pirooz Barar 8 Associates CONTRACTORS AND ENGINEERS Structural Enpineukig Soil Properties JOB NO.: 50096 FOR: Condon -Johnson DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24Aug-00 Page: 12 Static mic Soil Prop C(PSF) if FL (PSF) C(PSF) e µ (PSF) OTD 100 32 1258 133 39.7 1250 WEIR 400 18.5 1250 532 21.5 1250 WC 525 23 1500 698 29.5 1500 NAILS C1 Fr 'c JJ"���2\ Z WEDGE 1 UR' • tel: (415) 259-0191 hz: (415) 259-0104 N1 SURCHARGE R3 R3 C3 C3t V x WEDGE 2 SOIL LAYER BOUNDRY !SOIL LAYER 2) (SOIL LAYER 31 PHREATIC WATER SURFACE SOIL LAYER BOUNDRY 124 Onenfhld Ave. entail: pbarareppbandainc eom San Anselmo, CA 94960 webslte: www.pbandaine.eom • • • �r A:w_ CONDON•AIDIDBN 11i1111111. 19i. CONTRACTORS AND ENGINEERS PROOZ Barer & Associates SeudurGl EnglASSdn0 Nail Geometry & Properties Row a 1(BOTTOM) 2 3 4 5 (NEW NAIL) 6(TOP) tel: (415) 259-0181 fax: (415) 289-0194 20.6 263 32.2 38.0 41.0 44.0 L(R) 35.0 40.0 46.0 48.0 45.0 40.0 *In) 6.0 6.0 6.0 6.0 6.0 6.0 Spy 6.0 5.0 &0 5.0 5.0 6.0 JOB NO.: 50096 FOR: Condon -Johnson DESCRIPTION: Hoag 1loaplt81 LOCATION: Newport, CA Date: 24-Aug48 Page: 19 Nogg) 15.0 18.0 15.0 15.0 16.0 16.0 FAILURE / �i1 / PLANE S = Hole Spacing As= Area of Steel Al(In"2) 0.78 1.00 1.00 0.78 0.78 0.76 PAWPun49010a) 76.0 45.0 76.0 46.0 T6A 46.0 76A 45.0 75.0 45.0 76.0 46.0 124 Grwdleld Aso email: ono com San Aneelmo, CA 94960 we0elte: www.PWrWalne.com • • te. JOB NO.: 6008E = - C4 CONNNN • MONNNGN DESCRIPTION: Hoag Hospital i LIr14111E I. IBj. Pirooz Barer & Associates CONTRACTORS AND ENGINEERS LOCATION: Newport. CA %woral Engineering Date: 24-Aug'08 Pam: 14 1 Results from Static Analysts 11 • Wedge / Sat Wt Bo. Wt. 1 85778.7 751139.4 85776.7 2 70757A 76489.E 76787.4 Avg Soil Prop C(PSF) P WWI 1 478.1 1408.3 30.8 nder Wedge 2 110.9 1250.0 31.1 Vert Plane 114.7 1250A 31.3 Detailed forces In the rails: Row0 dant. Wirt. Wedge nt F1elt fibs F-ight OW8be) Fryleld F.CaMro1 Barn)11B07T011) Governing Factor 3.9 19.4 1.0 54570.7 a 72608.1 58500.0 54.6 northerner 2 13.0 22.E 1.0 73255.1 62472.9 76000A 62.5 pullout 3 r 22.3 26.2 1.0 90301.5 43285.8 75000A 48.3 pullout 4 28.7 30.3 2.0 103424.0 35824.2 58500.0 351 pullout 5 NAIL) 31.1 32.7 2.0 108292.0 25086.0 58600.0 25.1 pullout (NEW 8(1OP) 33.5312 36.0159 •2 113161 10378.9 58500.0 10A pullout _ F.O.S. 1.52 (PennantertStatiC) • b1: (416) 269-0191 far (415) 259-0194 124 Greenfield Ave. .mall: pbNT4rtbandaTrc.eom San Arasimo, CA 94900 wmane: www.pbandelnc.eom • • • =CONDON • JOIN SON (1119111119. 181. Pirooz Barer & Associates CONTRACTORS ANO MINCERS Matters Engineering I Results from Dynamic Analysis F,••-.-Wedgat -- Set. WL Bo. Wt. 108022.0 91938.3 108022.0 1 2 99120.3 97572.7 99120.3 Avg Soil Prop C(PSF) Ppm) 9'' tinder Wedge 1 635.8 1406.3 25.0 'Under Wedge 2 147.5 1260.0 38.7 30n Vert Plane 151.3 1260.0 39.0 Detailed forces in tit nails: Row 1(BOTTOM) 2 3 4 5 (NEW NAIL) 6(TOP) xant 4.3 14A 24.6 32.9 35.7 38.3998 Y4nt. 19.3 22A 25.6 29.2 31.4 33.710E Wedge4M. 1 1 1 2 2 2 F.O.S = 1.34 (Permanent -Pseudo Static) W: (415) 259-0191 fax: (415) 259-0194 F eft (lb.) 66657.E 76661.1 94972.1 111908 117482 123068 JOB NO.: 50096 DESCRIPTION: Hoag Hospital LOCATION: Newport, CA Date: 24Aug-06 Page: 15 F-right 71909.3 59197.0 43515.1 27341.3 15875.3 482.234 F-yield (We) 58800.0 75000.0 75000.0 58500.0 56500.0 55500.0 F-Control (awl 55.6 59.2 43.8 27.3 15.9 0.6 Gov endng Factor punchehear pWlout pWlout pailout pullout pullout 124 Greenfield Aw. email: pbarerepbandainacom San Angelina. CA 9060 weithe: www.pbendainc•con 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: REQUEST FQN iNF00 RMATM©N Transmittal Id: CJA-0511-003 DATE: 7 / 20 / 06 JOB NO: 0511 k ATTENTION: Ho Ching CC: Pirooz Barar RE: Hoag Hospital, Newport Beach — Ca. Please verify that the following can be used as equivalent material to Mirafi / MiraDrain geocomposite: .RESPONSE: Amerdrain 250 (see attached specification sheet) We take no exception with the use of Amerdrain 250 as equivalent material to Mirafi/MiraDrain Geocomposite. M NO EXCEPTION TAKEN D AMEND & RESUBMIT r I MAKE CORRECTION NOTED C.I RE$ECTED RESUBMIT Chef -Arms.; is or. far the conformance h. the design n.of ale Fine an i r_!iencn with tras rrsanatien Y . _ Lr .._t posts-assts. Cont e '.)'',e c5r!-riarrlCa! ;a�L_, 1) for `.n that t s sa!eh:., tkr: f..,.,r:,;!on moor ae.:: e: to ,eohnrques ct eenstrt;ction, and for coordi- nation of the wort cf all trades. i 11C. .124 Greet -Weld Avenue San Anselmo, CA 94960 COP16rO590622icorrfile,tirs4fIPbaI cl.:ine.cem SIGNED: Joel D. Kriwinski, Project Engineer If enclosures are not as noted, kindly notify us at once. • ArvwnDainr26c, Sheet 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 s• 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 may be 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, AMERICANWICKCORPORATION 1209 Airport Road • Monroe, NC • 28110, USA 800 242-W1CK• 704 238-9200 • Fax 704 296-0690 www,americanwick.com • infogamericanwick.com • Arv1EnDnAnr25o 5heet 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 TYPICAL SI VALUE TEST METHOD Polypropylene Polypropylene 110lbs 485N ASTM D-4632 65lbs 285N ASTM D-4833 50 Ibs 220N ASTM D-4533 215 psi 1430 kPa ASTM D-3786 60% 60% ASTM D-4632 100 sieve 150 micron ASTM D-4751 1.6 sec"' 1 .6 sec"' ASTM D 4491 0.12 in/sec 0.3 cm/sec ASTM D 4491 150 gal/min/ftf 6110 Umin/m2 ASTM D 4491 70% 70% ASTM D-4355 Polystyrene 0.25 in 10,800 Ibs/ft2 9 gal/min/ft 50 ft Oft 29 Ibs Polystyrene 6.35 mm 527 kN/m2 112 L/min/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. AMERICANWICKRAIN CORPORATION 1209 Airport Road • Monroe, NC • 28110, USA 800 242-WICK • 704 238-9200 • Fax 704 296-0090 www.americanwick.com • infoRamericanwick.com 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: 415259.0194 INFORMATION REQUESTED: BEQUEST FOR ENFORMATION Transmittal Id: CJA-0511-004 DATE: 7/24/06 JOB NO: 0511 ATTENTION: Qing Liu CC: Pirooz Barer RE: Hoag Hospital, Newport Beach - Ca. Please verify that the following vertical nail slurry mix is acceptable: •RESPONSE: (see attached mix design S99986, National Ready Mix) IWe take no exception with the design of the vertical nail slurry mix. O NO EXCEPTION TAKEN ❑ AMEND & RESUBMIT MAKE CORRECTION NOTED J REJECTED • RESUBMIT Checking is only for the conformance with the design concept h pi cjea arc compliance with the inforrnaticin ,c,i✓en r ^:r e r r •cements r.,a criE sporlsib'e 1�r Cie r . to pocfirmed and correioted at itie;ob Lrc :_.. ci- t, tec :: of cons r caon. and for coordi- nation oP tee work o` al! traces. PL&A, Etc. 124 Greenfield Avenue San Anselmo, CA 94960 415 259-01 1 W \ . nhandain<.corn COPY TO: 0511 Carr file, RF I tie SIGNED: If enclosures are not as noted, kindly notify us at once. nn Joel ID. 'nski, Project Engineer NATIONAL READY mat CONCRETE LABORATORY 4549 Brazil Street, Las Angeles. CA 90039 Laboratory Phone: (818)243-4243 Fax (Bit) 552-7917 Customer:. Condon-JalsuouAssociates Project: Hoag Rasp tal Address: Hospital RL.NewportBeach, Ca. Cenerete Supplier National Ready Mix PROJECT INFORMATION Slurry FIB Concrete MU No.: S99986 Date: July 14, 2006 Use: Pile Grout Design Compressive Strength: 4000 psi @ 25 days Plash Irvine W/C+P Ratio: 0.49 5.5 gal/sack Slump Range: 8.00 in Equivalent Cement Factor. 10.64 sacks/CY General Contractor: CONCRETE MIX PROPORTIONS Note: All aggregate weights are saturated surface dry (SSD) weights and the moisture content of the aggregalra at the time of botching must be considered when determining the total weer is the mix. Mstaial- Cement type WV Flyash Type F Water 58.8 gal Concrete Sand 100 C494 Type A & D W 3.0 orlewt C+P C494 Type D Stab 1.5 ox/cwt C+P 0494 Type F HRW 3.0 o7Jewt C+P Air Content I.5 %a Plastic Utah We 1365 pcf Source Batch Wts (Lb) Abs. Vol. (cult) ASTMC150 800 ASTM C618 200 Water 489.8 Fosters, Corona 21313 WRDA-64 30.0 orloy RECOVER 15.0 orhy ADVA 100 30.0 oatcy Material Totals: 3627.7 lbs. 4.07 1.39 7.86 13.27 0.41 27.00 u.R. Sam Crass 3.15 230 1.00 2.58 Concrete Sand PROPOSED AGGREGATE GRADATIONS 3/8 ie. No. 4 (9.5 14.75 Mug ,rate) 100 100 No. 8 (2.36 Min) 89 No. 16 (1.18 mm) 63 No, 30 (0.6 ram) 37 No. 50 (0.3 tan) 16 No. 100 (0.11 non) 5 No. 200 (0.075 man) 2 PM 2.90 Comb. Grad. 100 100 89 63 37 16 5 2 2.90 Mix Notes: s Adjust slump to area job site requirements The dosage rats; of RECOVER may be adjusted for desired wodcability per manufacturer's recesamendations 1OsofRecoverpor100L�material @70degrees Fd1hour delayed sot. David J. Legg, P.B. National Rady Mind Concrete is a supplier arm..•, ... !.tiaul does not mugs In engineering, laboratory services, ocbitemere, or general contaging. National dory not amuse my restOUIbiley for hedge, ngvyedng, selrstioe of moat fbrcackle use required qu.addca, orplmcmcu motion oft oIauctyer. To mutely withAST6 C34, {Seet,a 19.4) Tracing %gmay span mules resets io: 4149 Snail St, Lot Angeles, CA 90039 Wittig No. 3793 Ryon Mane: NATCBM A tang Volts US )99Z-fleoigierl alit ayaea,hn Page3 ayeurrel a.M . trr• olplo w$avra E0 39rid 37IAd3S H031 Wd .WN LTGLZ968T8 ES:9t 966Z/VI/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 8, A INC. 124 Greenfield Ave. San Anselmo, Ca. 94960 Ph: 415.259.0191 Fx: 415.259.0194 INFORMATION REQUESTED: aNFO Transmittal Id: CJA-0511-002 o. HATDON d n-Jo�� ' c: eilie Ci `- 22006 DATE: 7/10/06 JOB NO: 0511 ATTENTION: Pirooz Barar !. RE: Hoag Hospital, Newport Beach — Ca. n, ekes 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: lilt is structurally acceptable to use 1#9 threadbar in lieu of 3#6 threadbars as v-nails.Ill pt NO EXCEPTION TAKEN D AMEND & RESUBMIT J MAKE CORRCC1lON NOTED J RE3ECTED ' RESUBMIT Checking is ]y the confeiman ith the de -:en coece.o' c t coo rilance ve;e, Zhe. teformation 11 ,II L . F C . ) .., the icloceOon co t t uc ion, and forcoorai- ation ol the wed: araIl trades. PB&A, Inc. 124 Greenfield Avenue COPY TO: 0622SCp(r ylpcprte cA 9190 415 259-0191 w,vw. pb�r.dainecom 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: REQUEST FOR. IINF©R MATMOO f 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. X) NO EXCEPTION TAKEN U AMEND & RESUBMIT `J MAKE CORRECTION NOTED ❑ kricr. 'ru • RESUBMIT Checking is only for the conformance with the design concept of the project and cnmp!lance with the information gwen in De Contract Do_urm:::s. Curbactor is responsible for d'mers:el_s to he ooni:r tiofi and correlated at the job site, toy r,: orcral:en that oertslns soje!y to the fabrication prccessca or to :e::hnkluss of oonstmction, and forcoordi- nation of the v. oik of ail wades. PB&A, Inc. 124 Greenfield Avenue San Anselmo, CA 94960 415 259-0191 www. pbandaine.corn *COPY TO: 0511 Corr file, RFI file SIGNED: Joel D. Kriwinski, Project Engineer If enclosures are not as noted, kindly notify us at once. Cad lcara No. 0441i119 LOT 3 • ACNE e42rA1$ l as 4tJ9J 1.P3 IP/O. R027 Refeienee : Ordt, Rut No. /VW12411 Ofecomer UAW r DAEWOO INLERNAT10NALCORPOBATION Coramadtty Sped6lcatita. HOT ROLLED STEEL MATE • lamas L4$Xzc •ION CSRTIPIcktsl ASL18 SAX (I•01-ERAWCE ASPER AYnMA4) SAHAYa1IYA PLATE MILL CO.,LTD. Eike aeii lhapawh7314.4as AL.Drank t(6„ SOam, 00 TeLI4747 Ptettry 160M Chuhavieao,T ilan424110 Tel.* gum 632.01641 Par/ (o31)511.411 Dttaeaiaa '1Seat (1aeb4 No. Loh Welat,l Number of Walt # eehaaleal Propeeetae I—C8RMICAL COMPOSI�1/ON T V/ L ' Mt(e) Elece(e) Mt(ri 75. fag VA. (1d4)a24 EL. Denaio8 C I Si I Mo 2 [ S Ca 1 141 t 07 Ma Y I Nb Cat. TM X1o0 31406 Ego 30140 3/3 77 240 33-9373 0.814 27 22318 71 47 24 72 240 83,9514 0E34 21 17.514 73 49 - 94 19 22 1/2 72 240 334377 LIE 23 2S.S33 70 25 9 9 20 94 17 16 1/2 72 240 554578 LIE 13 14M3 43 23 - 1 21 93 17 16 3/4 48 73 46 93 - 14 21 % 17 >s 3/4 48 96 314305 0.443 28 8310 70 43 26 - 17 21 180 24 28 314 48 96 85.9106 0.44E 72 32.041 72 42 27 - 20 21 96 74 23 9/4 60 120 53.9661 0.356 34 3L OU 59 37 23 - 23 17 46 4 79 3/4 7Z 240 210. 96.9604 1,36E 14 19.446 74 49 23 - 21 27 94 19 19 3/4 72 88.7,180 1467 13 25.005 70 46 26 - 13 24 94 14 17 1 48 740 554581 1,667 3 3001 74 40 23 - 17 22 99 28 19 I 46 96 13•9490 0.593 49 29351 67 37 30 - 21 17 94 16 21 1 48 96 120 554491 0,693 IS 10.674 ' 71 41 26 - 29 24 96 75 24 1 48 124 13463.7 0.741 18 11.338 12 42 73 - 1.5 24 US 11 12 1 60 35-9516 0A41 9 6.669 67 N 2 - 17 25 109 20 N 1 72 an 90 t334606J 1,852 11 20.171 +77 ••• —46 -• 24 - 21 25 96 18 30 11/4 98 96 53.9184 2,221 13 28A99 68 38 21 - 19 21 96 20 26 1 1/ 4 $3.9518 0.741 27 20307 71 44 27 19 27 109 17 16 72 240 35-9677 2.779.• 7 19.431 69 41 21 • 19 28 109 21 19 TOTA42; 394 338.015 / Ii.-. Y•1 WE HUBBY THAT MATERIAL DESCRIBED HEgEIp114AS '' i,. ,.'' 80RATDRY ENGINEER DUN SATISPACTORY TESTED 4�y %St calf 1 e.e - 1 5 JAM 2GO6 • • • 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 (D1) 2.88 In Concrete Hole Diameter (D2) 2.376 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 shotcrete's 28 day strength) Central(' of concrete 2.35 in Centroid of steel 0.93 in Moment at center of plate 48.10 k-in Moment of Inertia 0.81 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 (Fs) Bearing stress on concrete (Pc) 76.57 inA2 9.74 inA2 6.93 ksi 0.88 ksi • 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: REQUEST FOR I Transmittal Id: CJA-0511-008 IMFORMATIQf 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 Corr Tile, API file SIGNED: - If enclosures are not as noted, kindly notify us at Once. Same Williams,' ycce = agcr • • • C CONDON-JOHNSON ASSOCIATES, INC. w CONTRACTORS AND ENGINEERS Fax To: PS & A Engineering Att:n Pirooz Baru Date: 7 / 28 / 06 From Joel D. Kriwinski Faxf: (4re)259-0194 Phones 310-886-0011 Re: Hoag Hospital 0511 Pagesi 1 total (hduding cover sheet) Subject: Type II / V Bulk Cement CC: Qing Liu ❑ Urgent X For Review 0 Please Comment X Please Reply X For Your Use Pirooz, The general contractor (TRC Solutions) at the above referenced site would like clarification regarding the acceptability of type II / V bulk cement as a comparable material to type V bulk cement Please respond and fax to CIA. exception with the cement type. We take no ID NO EXCEPTION TAKEN ❑ AMEND & RESUBMIT J hnvKC CORRECTrON NO1ED U RriECTED • RESUBMIT is only ter the conforrmnce with the r_.siar It : at and Wnl' hence Its I� II 1 C 1 •.•'. '?l t t f ❑ a21 Mo t: e. r r-tr n thin 'J•Ft Per as._, nt to ale faisncatic,i I cr - to r;.,,i, to s st constraction, and for cozrdi- nalron of the work cf all Trades. PB&A, Inc. 124 Greenfield Avenue If seCe'numpages specif www. puandame.com Thank you, ed above, please call us at (310) 886-0011 GENERAL ENGINEERING • SNORING • CAISSONS 1840 EMBARCADEI tO, P.O. BOX 12368, OAKLAND, CA 94604 • TEL: (510) 534-3400 • FAX (510) 534-3421 1801-A SOUTH SANTA FE AVE COMPTON. CA 90221 - TEL:1310) 886-0011 • FAX: 1310) 896-0631 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