The URL can be used to link to this page

Home My WebLink AboutB9906933 - Misc (2)%371-41 CITY OF NEWPORT BEACH Revg stallo j BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: 1 M OA&. D12 Date: Plan Check No.: /.37A -1q Plan Check Engineer: ' n . t $W r Phone: !seta - A�7 A Applicant to indicate in column at right where the correction was made on the plans. 12-ETAu.11 Nto %AA4l t__12.e Vt Lor i Correction D-' --( S Lem, MS .4 t21+ 171 .4-7 F`( 1forl c° R- F T t= 'sic lz..a4 r r—t n i(ed 9 12-The L-4 kl T T. • KI a I214 �� S at A L1 Location on Plans mo acre_ A4//frTtonlS L a-t ' 1 19 t2.110rO Gp= LSAII K �2 aZ) - 9tcprTA-Nte cxgT4Jr. '=rc. ar t.AV47110-0 6 r P c''et=7N-( t Iris is L <S Ti- 4".J r r2 tr1 mF raa rt spa'P, pie veorn tlb most Ae.c.ap?A tME i 1 � A.0 1-( S (- e% t S � 1 t.-j r G 10 c= 12 (= a r2A-1 PIS- '-"tLA- tee Mt*7R Tn V j2 t t ( ' t 1-t A-1 n1 i 1 C ts? tri f �S e- ar3 Tr?xtc .Tr' 2 1.4 -A p1=12t7, �'' hht$t d Slit MrP `( Lim 5pe c-1F-( 1"►tak R 7. rr1/.10 1T1oN tote .4i L p .r= 1 nJ Co L-+ / 1\ v 12 t F �( MA.-(e t-( ArGP F!, pp_44...44 ei] /.as pf2t3VIPsp T 11 ,s-( MAY a) 1= vitr i l0 `J a ..1f>1t Sr(a-It BF n tRrZt e(� 1 jes A2. 1'1 SKr)ti LI f-( t;-• t2 e e t _avA 71 G rc► __ 4 _ & t2 rr CP . t s ga-e P Z_c__ ap e-mail: cnb blg@cirs:newpdn-bach.a.us Forms\P ckreportl-0lc • webpage: www;cin:newport-bach.ca.us/building CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: I H eta -ea. . 012.. Date: Plan Check No.: 031S-91 Plan Check Engineer: Yetis E 1r Phone: Lo4.d_i77A Applicant to indicate in column at right where the correction was made on the plans. Correction Location on Plans A tom'tell rr t 14-11 QCa -Trr,1 A-I44- °s•HAIi 12-, s P E v ! masO p Cs l ew i%:2-.05T r. G e> it, Merl A-ecC__,'Cfslztt Ur\1t '=L'; pjct.J FiDe-C 1 t_JL '5 o ap iierrta10 4 5,1/4"T3ntp CaLDPar-L9 '- _t r t c PCIAIL pe.s /IPe p t5 kiOsi tPtABla v.11111 t enrn—pn1/. tl-e1nAFtor2r1Nco • 4 1-i14t\ Se • c—t.PrA L'K e-i-loL-4 m,--1 p c [ I°H t.- p P aul 10 PrO S 1±m'L ra-A-Z< t-i STtF--f Uc1?•-‘ L 12-71r "44 p#npii .n trJ i2_G-`.tc "Ttk1 t S' i ©LrJ (- reP LcS r-t a , "a r.1-c _ PASco 12 P_r= s cu G L 1/ r 2!. L.1 to of C O P c.E S 7m P c �sL1V�n1�a eoRe''. PASS,"C 12P ess 'rG t vi Penr0-© -( v P t sAS� uaSatinFT Prestos, A GailyALF Stile SL EPG,LT ff 4-1( Yitl-w1iSSS SZ 442:(-esm7(Aic -se rtLcYz =SS r - serer 4r1cr� pJ P��N I 's'T' Pa%t ti sr • %0 pa 13_ -how p t ,t. I e s . SB-t 5t-t ll F.Aa- pReluipC-s0r..tp,1'TEz12. Po a [•Rive^ 3 v l3 -r r t. c� Puts•fr ftArl 7. laatpitwitmaro. ',sr-- sr turaa '-JT u1 t_C_$ _ ,Ja1 ,4c.c Ep7Afj1 E AfnJCG 41Qfi GsJLO 1ST' Moiler) a. .I4,1/41-( TIMIZ e-mail: enb_blg®cityn rt-beach.ca.us • wwci ebpage: www.new2ort-beach.ca.us/bull n /� Forms\Plckass PONs pa-01c �v1PeD 1S N1 o A«eprlalt CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: I ht_a A r._ D la , Date: Plan Check No.: /,;11fS 9q Plan Check Engineer: % v c. r= F Phone: Applicant to indicate in column at right where the correction was made on the plans. P-MTA1Ntn.l & WA -II 2 'eVtston] Correction nl 6 p t=12— F tpr'T I I e l c pReiviCE0 a— From TFtt= r+J t_r#It p_e5 l�l:� - 17r=C1L^t Cat A-cro r--t x I-I-rf17 Cle ' �i Sy �x-i- r vlu>�S 45 9AfGA,.N..piIrTt res4s--r='2_14 t .. Spc= c 4 Ft c 4 T t n t9.1 v�t2 opt 7l-tt?-( Ms}t In/ ,a1LS Mtart-C"t IF t'U cprr 1F1r A-1tor1 2pely pED WILL. Ilia 414NE® OFF doNc5 e1St wlsL Sp—[' ®F a (es. s Location on Plans e-mail: cnb_blg(gcityneapon-beach.ea.us webpage: vAirw.city.newport-beach.ca.us/building Forms \ Plckreport1-01c CONCRETE RETAINING WALL DETAIL F`OR WATERPROOFING 12" I^ SEE DRAINAGE MATTING BEHIND WAL NOT SHOWN FOR CLARITY ¢ 0 PERFORATED TYP. PIPE PLACE PERFORATION DOWN & SURROUND W/ 1=0"r7=0"OFFIL1ER GRAVEL PER SOIL ENGR RECOMMENDATION. SEE Cll?L DWGS. FOR LOCATION & SLOPE B.O.F. EL. 55 =0" TAIL v FOR 'NG WALL SECTION 10 C�NL. t-J l-1 4p 4- e l24 ✓ EL.65 =0" N2Z. REFER TO DETAIL A7/A1.3 FOR INFORMATION NOT N07E0 O4 SHOWY ,{4 0 12 0 C. EA WAY 3=0" 12" SEE ARCH'L -3" foto/ *5L12' N AT SIGNAGE/PLANTER 12 13 L DETAL ass=0" -TAIL A1/A1.3 I TION NOT AWN 72. 43 -EXTEND FOOTING REINF. AS SHOWN EFir NAL 13 W/ /J /1C (Sit 0 TYP. (E) BLDG. FTG. DRILL & EPDXY REBARS 4 & , 5 = 6" MIN. EMBE ,fB = B" MIN. EMBED. PARTIAL PLAN FAR INFO. & D£T. NOT NO7£D, SEE PLANTER CURB — PLANT/SECCT ONI AT PLANTER WALL 14 1 15 16 I 17 PROJEC1 HOA( 1 HOAG PARI SHEET T RETA REVISION ® ADC (BA ® INS (BA ® INS ® INS zp INS AGENCY OCT-6472001 05:27 TSUCHIYA'Ki 8 KAtI'IO Post•it' Fax Note 7671 oa !tarn' To S A0 4 -wet Awn Oeri-Zor `°'°'"-t't ( r W+eni Y Plane a Fa 4 Fosa iwn 1 fn1\c1f11 1 6 gni. 949 756 0927 P.02 AC ENERGY SYSTEMS, iNc. Date: October 2, 2001 To: Prakash Patel From: Gary Oelze Company: Control Air Company: AC Energy Systems, Inc Fax: 714 2833991 Fat (760) 436_6355 Re: Hoag Hospital CO System SU if of Pages: 7 Action to be taken: Message: Dear Prakash, Urgent Attached is the performance test form filled in. x For Review H Please Reply I just spoke with the inspector and he needs 2 items from you with regards to the CO System. 1. He needs to know that the design of the CO System is proper 1 told him that this was designed up front and it was on the plans. Thls didn't interest him. Upon further discussion, he wants to know that we have proper coverage for the garage. This is stated in our submittal package as 10,000 SF per sensor and I am attaching that herein. I believe it would be best if you stated the square feet for the garage and that the overage is proper: He made a passing comment about CO in the garage comers as a concern.. It would be good to state CO gas travels up to 600 mph and does not accumulate in comers. CO fills a garage just like air fills a balloon. It is evenly distributed very quickly. 2. He wanted to know the listing of the product. He wanted a UL sticker. 1 told him there is no ULtlisting specifically made for CO sensors. This is a24VAC device that does not require • UL. I told him we were City of LA approved. I told him to look on our sensors since the sticker is on each one, but he wants to see paperwork instead. This is also endosed. Call me if you want to discuss this further. Sincerely, elae 224 Btrminghatn Dr. 1A2 • cardlf. CA 92007.17C • (760) 4362116 • FAX (M 4366355 FaINLVORIMMOOMAILDOC OCT-04-2001 05:28 TSUCHIYAMA 8 KAINO S497605581 MC CARTHY HORG 949 756 0927 P.03 255 P02/824EP 26 'el 28:29 McCARTHY r tt- - :AS H err-. .r. - .-.ram;., ' i y 'A°.^r -n. , -Ct 7 Equipment/System Functional Perfprmance Test Teat No._ 1 _ Date: 9/200Q1 Equipment/system. C01:.agx .:.p!Ms$0r w48t1' ftt ffi gi< f*4 Strata Specification Seddon. MOO - 2• 09 Test Results: Ralledr ( ) Passed: (% ) Remarks: _ ZiS C f er GvaM Cc3 / 1 �07 4. 8 e d J ) a ielfinermailmetywn4 Witnessed and Certification; We certify that the above has been reviewed for conformance with the drawings and specifications and that the system performance testing has been completed 1. McCARTHY by Date: 2. Owner/Maintenance by Date: 3. Architect/Engineer by Date: 4. Mechanical Engineer by Data: 5, i, Plumbing Engineer by Debts. 6. Nalar MI e^ 131v1) by Data: ✓ 7. Control Air 561500104 b ..v7c t tt v Date: 3� 5. Murray Co. by 9. Other AC. e Ntrury by all- syrrerS s Mnoa ns P.f mnina. Tata= 1 Date: Date: 2'4 t66EE82Ptt aNO3 dItl :O?JJ.NGO AIDS:ST t0I 82 435 OCT-04-2001 05:28 TSUCHIYAMA 8 KAINO 949 756 0927 P.04 CCOSTAW VC Series Carbon Monoxide (CO) Detecting Ventilation Fan Controller C Industrial Applications • Parking Garages Underground Enclosed • Warehouses • Service Bays • Factories • Tunnels • Fire Stations C DESCRIPTION Save money and energy by activating ventilation system components only when needed. The patented COSTAR° carbon monoxide detecting ventilation fan controller monitors the CO level in the surrounding air and activates the ventilation system when the CO level exceeds specific levels dependent upon local regulations (OSHA standards differ by state). A single COSTAR* controller monitors up to 10,000 square feet. Multiple controller installations are made by simple series connection of the desired number of controllers; no central panel Is needed. If a malfunction is detected, the controller actuates the ventilation system and signals a fault warning. indicator lights clearly show the status of the controller. No field calibration is required. C1 OPTIONS The following are available as factory options. The alarm level can be set at 100 ppm dt instead of the standard 200 ppm level. A second relay can be added that activates when the alarm level is reached_ A keyed tumbler lock can be provided with each COSTAR° 12QVC. C SPECIAL FEATURES • Easy installation • No field calibration is required • Status lights on front panel • Fail-safe circuit design • Audible alarms • Lockable heavy steel enclosure • Reduced susceptibility to false alarms • Built-in microcomputer self -tests electronic system • Dose measurement is similar to biological response • 2.5 year sensor life; quick, easy sensor replacement • Sensor end -of -life waming • 5 year limited warranty on controller OCT-04-2001 05:28 TSUCHIYAMR 8 KAINO • 9497605581 MC CARTHY HOAG 10/P2/2001 11:41 76a-436-635s 67i12/01 aa:aa VAX Sfit97a AMISAMMII neneX tL- lIt @Mutt Gaup, In 7/31Nannam Caoet San Diggs, CA, 92121 Ater low* Lett AC QCtuY Dc oc1 CITY OF LOB ANGELES CJ.UFRNNOO xectlAJiCI J. MOROAN ram 949 756 0927 P.05 330 P05 ocr 03 '0% 11:08 (i0aa isepreneel el mar�y,y� a Ueda, Essaslaisav Suss Pa tag MOSS 00.1441111 goaunft roe ova *w*a SCR REPORTNQ.:93023i Date: Jane 14, 7001 IDcpkec June 14. 2002 GENISML APl$D* . Bsmesd - tin& .Station Caabos Monadde Delectiaa %gn - Manufbetursd by Ovum Gap, Jno. • Model Cast 24 VC, listed 34VAC, iOBZ, iPfi, 0.5 Atapars ibrass ;Mace- min Autenotas DETAILS 'ems approval is 0* fire, Amok, and electrical Words only and doss eat addtsse %base aspects or thanction elf pun the device ie Wiest t or n ibntsd to amt. Cow 01 APPROVAL The toraIbigon mid su aitho carbon mto-paid• detaotion system a approved area the Mowing proeisinas ars vast 1. Tba detection system Id be plainly sad ponsacntly ma:lmd in lctter bights not Sandlas then Mina en a oo ' may visit with. %ices ifxpa�sb7a Mamma% gues now. Mudd tbnignadiono Dabs of Imsetdanboar, EkcIskid n is wits, =pram Or nun, toad *spfl%oy, *UNSUITABLE V BAZANDOUS LOCATIONS,' "Tor carbon menm11d0 demotion we 2- 1J,n deoendan Mir ea be iturallark tied, and miimsitted by * rtMad yrirsat is agGerstwawbblhounturectorceintrunice. 7cimiesnWdancello deeeodnsarmload ewe Adds rite appleabls swam of tams Los Ate Cb Ca (Busiding Eland* M.Qeamice/ n+> 3. Plta Ibr fl lnvadlat&-n tits carbon monoxide deaectinn sytst shalt be imbuing to ad appconvd bits Me.6arint Plan Check end tiro Electrical Plan as* prier to impSs don. Pegs 1 a!3 w1, a VAL sp44Owaser err*ruNrty- APOIrtMaRIf ACTIMMI aan.vale yawn asiene s& 4• ei'a racceZort CH00 eau 10811403 wt19Y:60 10. 1:8 lam] OCT-04-2001 05:29 TSUCHIYAMA & KAINO • 9497E05591 MC GRRTHY HOAG tea-43t-b4 .i7/SM . !IL3V FAL 9640974 set QuiteDM Gram Carbon Monoatde Detortioe system AC FNFR6v SYSTEMS 949 756 0927 P.06 330 P06 OCT 0.3 ' 01 1009 PAGE 86 Itnew 4. Art d.cttiaat permit abaci be obtained prior to inatatlaa or reloaded of this equipment in iba City dXa Aglaia 5. parentsdre tests abaa br petitioned prior to apprmv6l Ofintalitioet and shall be witns.wd by trepsrearst esdeeeised repretemmiem 6. When the tom etlratiat Of esebee eronoadde is the saw metres 50 ppm, We semp yype flee p.amivtteaadah68aperstsun ldicasbonmanorddelantdropfbdtow 35 ppm. 7. An wage and visible alone shall be prodded is Mu condratly mamuddoeitortng teeadnm W)sthe carbonseroouideeoneeetra8mrss vies 150ppent brxaar tbml!rrdamaGrohs the era slssrsedoa rsashas 200 ytna. S. tsl ad erodible aiards dell he sellaated. a. The audible dories dun have s alms tom *05 Br eddy devices. 9. The ceder ronuiadsaaoa SSsWetelnsa llits6arfisedbyarp eriledperm stlast come a yar and it than ataes be is *ides opemtied 6ese6tiSa. , The otter ill eomAai t all tondos records red aafee there avelebls is the Dapsstmeat a[Bm7dlag sad say fir iiupe000e when rer sa red. 10. A past. vase tnplaaM. shall bs cede.idoatteel oriejest approved marasBsmared tort end silo ads otherwise approved by rho La Asides Caty Sledded Test* Laboratory. 11. Tbislpprood bellied Mks pokes ifamakidwithsatprior statiodurios from tbeLas Atipda6 icy Mended Tail Laboratory. DISQIBSION Tie product emend is this Leh A4pott IS a oarbea men telde detection system fir use is aod- beevedaus locations suds as eanmseeeiel brae sad polecats aerates. The detection system monitor the meta nosed& lord in do wenwnibrg air sad solvate* do voidance arum when tirapa+sal alsoppm. Mesas ooeasart$wSer e OSECArnsereoreadaropperotirder, as.w iNe red visual sistase bs rated esi tabard reicroccommer eurerviso sod voider it operadae at they a cod di901ays the mans to the toaster NS If a tuattimodon owns, the wettilieste vitae is athvstsd s4 and nt & 1*P d se sdivated. Whys this rides it ioatlled is erreoedsnes with doe positions undo Grated Apprawt it should tease the aaOk aim idle aweds elute Los AnS.O sieuadsst Code. Fat, Goma Appoint is ba valid ell try insudietiaa betbs Cry ofLot Aipl, all amjeser or iaapatoroft, Dupastmsetfluidise sadSaSWmaymakeed terobgJaatbmallooa1darsof the Gael AppravM spited to provide euprendiacp aria be met. iris 2 ef3 OT'd T6GEEE2b•TL CN00 iiItl io su0o wtirv:8e t0. E1d WO ,OCT-04-2001 05:29 TSUCHIYAMA 8 KAINO 9497605581 MC CARTHV HOrAG lti/02/2eel 11:41 76.6.4.46 G355 00! 07/LY/Ot 0e:71 Fa Mart AC ENERGY g7/STFr.IR.' 949 756 0927 P.07 330 P07 OCT 03 '01 11:09 pAcr Idns4 7302.57 systemCarbon higortsids Detection This Ong mt aoead.I eMASection 93•0303 eraseras Tikevical CCade pettaiawg to mtge. `I 4 isagda &COSI ion: arid does lot waive the xerqhomeets albs city of Los Anpholitsikbas Cads. This Card Approval is Saar a p for s oeedtagion atfisoatiop efaeesuacy oft* approved itsai- APPROVED BY: DO ;�,Preket Emirs PS Pap 3 4E3 t t'd Z66EE9201,2. QNOO MItl 1Oajl03 wctv:sa re. CO 170 TOTAL P.O? 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN INSTRUCTION BULLETIN NO. 357 VIA FAX ■ 949 / 760-5581 VIA MAIL ❑ Project HOAG MEMORIAL HOSPITAL PRESBYTERIAN Parking Structure and Site Improvements Architect's Project No.: 1730.10 Client's CITY Project No.: 1255.20 Protect No. 6378-99 Date: 12/14/01 Attention: John Vander Lans — McCarthy TAYLOR & ASSOCIATES ARCHITECTS You are hereby directed to execute promptly, the Work stipulated in this aulielin which interprets the Contract Documents or orders minor changes In the Work without change in Contract Sum or Contract Time If you consider that a change in Contract Sum or Contract lime is required, please submit your itemized proposal to the Owner immediately and before proceeding with this Wade Nyour proposal is found to be satisfactory and in proper order, this Bulletin will, hi that event be superseded by a Change Order. DESCRIPTION OF WORK TO BE PERFORMED: Item IB 357.1: Revise landscape planting and irrigation as indicated on attached Sheet L-2.1: Irrigation Plan (Attachment IB 357-1), Sheet L-3.1: Planting Plan (Attachment IB 357- 2). Revisions denoted by Delta 103, dated December 14, 2001. Requested By: Hoag Hospital Justification: Revise landscape planting and irrigation per Hoag Hospital direction. Prepared by: Joseph Dunn Enclosures: Sheet L-2.1: Irrigation Plan (Attachment IB 357-1), Sheet L-3.1: Planting Plan (Attachment IB 357-2), and dated December 14, 2001. cc: James Easley, Pete Philpott — Hoag John Tompkins — JWTA Dawn Sara — T&K Bill Rabben — RHD Mike Wei — R.E.Wall Ed Ghariban —Taylor & Gaines Mike McLane, Mick Cunningham, Harbans Ghataode — Taylor & Associates 1730ib-357.doc OCT-04-72001 05:27 TSUCHIYAMA8 KAINO Post4f Fax Note 7671 oesWA, solber.hly L — wet From 6,0, �Q flt. K. Ac ��^ Fix 4 Fa:. • rMA ntinciv i I . 949 756 092? P.02 AC ENERGY SYSTEMS, iNc. Date: October 2, 2001 To: Prakash Patel Company: Control Air Fax: 714 283-3991 Re: From: Gary Oelze Company: AC Energy Systems, Inc Fax (760) 436-6355 Hoag Hospital CO System SU *of Pages: 7 Action to be taken: Message: Dear Prakash, Urgent Attached is the performance test form filled in. For Review H Please Reply I just spoke with the inspector and he needs 2 items from you with regards to the CO System. 1. He needs to know that the design of the CO System is proper. I told him that this was designed up front and it was on the plans. This didn't interest him. Upon further discussion, he wants to know that we have proper coverage for the garage. This is stated in our submittal package as 10,000 SF per sensor and I am attaching that herein. I believe it would be best if you stated the square feet for the garage and that the coverage is proper. He made a passing comment about CO in the garage comers as a concern.. It would be good to state CO gas travels up to 600 mph and does not accumulate in corners. CO fills a garage just like air fills a balloon. ft is evenly distributed very quickly. 2. He wanted to know the listing of the product. He wanted a UL sticker. I told him there is no UL{listing specifically made for CO sensors. This is a 24VAC device that does not require UL. 1 told him we were City of LA approved. I told him to look on our sensors since the sticker is on each one, but he wants to see paperwork instead. This is also enclosed. Call me if you want to discuss this further. Sincerely, 224 Blmiinghaa Dr. 1A2 • Cardiff. CA 92007-1743 • imp) 436.2116 • FAX: (710) 430-6355 Fmp•swiUISO c %loud Of OCT-04-201 05:28 TSUCHIYPP 8 KfINO 9497605581 PC CARTHY HOAG 949 756 0927 P.03 255 F22'22,,510 26 '01 08:29 McCARTHY r Tr , 7. J !'?r. f "611-pry Equipment/System Functional Performartcj Test Test No._ I Equipment/System: Cf. t gxEc:1x9' -enQ tioStn 1RL fARKt. SrF J Specification Section' 15800 Z• 09 Test Results: Failed: ( ) Passed: (A ) Remelts; 4Vi.CfrClier �&OW . h COi / r �7 ca,& Date: 8/2%2001 Witnessed and Certification: We certify that the above has been reviewed for conformance with the specifications and that the system performance testing has been completed. 1. MCCARTHY , by 2. Ownar/Maattenanca by 3. Architect/Engineer by 4. Mechanical Engineer by 5, {• Plumbing Engineer by ✓ 6. Nalar 31-1310-c by ✓ 7. Control Air 3b(�.40151 S. Murray Co. by ^b 9. Other A c. e 1ly ' by lam/ Sys-ren5 On- ey runawnai ►N:ammnoa Mottles 1 drawings and Date: Date: Date: Data: Data! Date: Date: el/ Date: Date: 2'4 t66EE82DTL ONO3 dIU'10dJ.NO0 WUDt:Tt TO, 82 d35 ❑CT-04-2001 05:29 TSUCHIYANA 8 KRINO 949 756 0927 P.04 CCOSTAIr VC Series Carbon Monoxide (CO) Detecting Ventilation Fan Controller C Industrial Applications • Parking Garages Underground Enclosed • Warehouses • Service Bays • Factories • Tunnels • Fire Stations C DESCRIPTION Save money and energy by activating ventilation system components only when needed. The patented COSTAR° carbon monoxide detecting ventilation fan controller monitors the CO level in the surrounding air and activates the ventilation system when the CO level exceeds specific levels dependent upon local regulations (OSHA standards differ by state). A singleCOSTAR° controller monitors up to 10,000 square feet. Multiple controller installations are made by simple series connection of the desired number of controllers; no central panel is needed. If a malfunction is detected, the controller activates the ventilation system and signals a fault warning. Indicator lights clearly show the status of the controller. No field calibration is required. C OPTIONS The following are available as factory options. The alarm level can be set at 100 ppm instead of the standard 200 ppm level. A second relay can be added that activates when the alarm levet is reached A keyed tumbler lock can be provided with each COSTAR° 120VC. C SPECIAL FEATURES • Easy installation • No field calibration is required • Status lights on front panel • Fail-safe circuit design • Audible alarms • Lockable heavy steel enclosure • Reduced susceptibility to false alarms - Built-in microcomputer self -tests electronic system • Dose measurement is similar to biological response • 2.5 year sensor life; quick, easy sensor replacement • Sensor end -of -life warning • 5 year limited warranty on controller OCT-04-2001 05:29 TSUCHIYRNIR 8 KRINO 9499605521 MC CPRTHY HOAG 10/17/2881 11:41 766-43A-6755 01n14Jal, ae:sa PA•& SU2PI4 act Arleralle orwasmastpr QGetup, Ise. i TY/Tal taa Castor Fa Die s, CA 92123 Atom SomeLa3l+oaea. AC CNCRUY sycTcC CITY OF L.OS ANGELES CAUC*NM nlc?IARO J. FUOROAK wpw 949 756 0927 P.05 330 P05 OCT 03 '01 11:08 o Z tlh bondman( el s110I 6 Way ississreatelagidav Otis. Psi reatilwa+°. gpt ? NO.: 9302S7 Darr Jude 14, m03 Esping Jana 14.2002 GENISSAL VAI, RaA0aral - Seek .Statism Cabot Meoeeddo Detection Syl om Mimufgbired S. , Model Cost u VC. Steed 34VAC. i0I>Z. » a.5 Ampere for nesby in Automobile G+ngis. DETAILS appr vel Is for fee. shocks awl deca1cal Meanie o- • 'd does Oat Adehass those o • detection dimes the device ie doled or calibrMed to daemi CONDITIONS OF AP.PWVAL The ionsid s or the mks moneedda detection system is approved wizen tda follow piovbic a ars met I. The deoeeeas wane shell be plainly mad ply mashed b1 letter Widen not swam than 1A iadt on s oouttsldet b Stem rashly 'Walk wlth the m0s drec A- Mestfacenoes t t 6 B. Model Si, C. Date of mennfatiumr, D. Eleadad r'ht bi oohs. =WM or wen, end fratteleft sUNSUITABLE FM HAZARDOUS LOCATIONS,' F. War whoa memento detsebo oaf." 2 no dereettem system SS be iescidled, SSW. mad note tined by s qualified Paton in accardwanovititthesareasetareeeinsiromitsw The iitalletionelSd mcdosgoasdrl nsenity with the spplleable paolidoan of the Los Andes City Codes 1 Ideat nicstaAli%a}, 3. Plaster tiicbasttdladoa of eatbas ode dstsaiea system shall be sabmieted to and approved by the Meabseiai Flan Check and Oa Eitta deal Plan Or* prior to boas. Pella on Ali ala.AL enp.wyp 47 OPrW.TU.r1Y- APPINSrTn ACTION WSPLAYaf M.O.w.W4•AYM.•4e 6'a t66&82PrL QNe) art' 10eLLN00 M9P:60 104 CO too OCT-04-2001 05:29 TSUCHIYANA 8 KAINC 9457605561 rc CPRTHY HMG - wan 11..101 ro0-i3b-bd]5 ; ' e?Ilk CIL o1L30 FAL sneers act %NODS Group Cation ldonindde Descaioe system AC FN POv SrSTOC 949 756 0927 P.06 330 P06 OCT 03 '01 11:09 PAGE 86 RI.930257 4. Aa.lcctessi puma shell be obtained prior to iaaaWRioa or relocation of this aged mess in the City atlas Amp lea. 5. Yeoremmines teat) siseg be po prior to approval primesu+aion and abaft be witaeaevd by el:twi a SShedsod Mtn Manua. 6. QVltsa the enecoseadaa of raabeet mamsidet in the pries meta 50 ppm, that pop yeationartentitullimbrue 35 ppm. T. An audible sod risible about thud be provided in st a amssotiy eismedmoattoRing location. Wheat =bon snoecatiale aoisseetatainwbet150ppanttnrtnarethas15minutaearwhen qsitoticestine seethe 200 tam tbe vast and audible giros shill be sadvnead. 8. Du maw device sla hive a Ming tons from tdb sty devices. 9. The aarttaemometide ninzitiate testta4 shal[be serviced by &warned pima at Last once s year and it abaft elwuyi be in options apsraoeg ose&IDiots. , The ova shaft andeteinsui ocular notch seat male ties nadir so die Department etflheittingcad say for ingtection when requited. 10. A pan. rrhaa tapiaard. ahan be of tbn.ideatieai original aypaoved mastulbassed put end song, asters cthet♦riae approved by dmLos Amdee City lstticat Testing Labontmy. 11. 2bbapposedabeabsvoid Leda prodaoeisatodiSmdwitboatpriaaaateeis freaathela a Anode City likonias1 Tombs Lrbotamry. ntsaisszeir The product Sensed is this jtkaaeaoh Report It it when incendde detection system fat use ht aon- bs*daw locations seal as oaemeeaid bot$dlep aad pithier; gs acts. 'The detentes eyaeeat moaitan tk altos montt6dc lead is the sovsdbt` Mr sad salmon to Mlan most rrbat the bvdss000it3ppp•t. nopaeooaU�w.t lianiroveO68h-reaammwdod' persmb, Mt d31e sad vestal alma weal be activated. An inboard nticreconottsr ■ape niess cad vales the operation of the symaas.itsd S krie the Sus to the indlutor Eggs. It t masaction 007.ue1 fire ventilation quests maimed and sin* *ISM adesai is activated. %sn this woe it SSW is saeeedsea vtM to provisions of this General Appevsl, $ should rag the mtdmum male store of the Los Angeles City Sao rigid. Code.. Fats Gant Approval to be valid stair inavdtatisa Sae City &Loa Angela, an we nr or kcal ,sade ativaboor hen b met raretoa that nit toads of Page 2 of 8T'd tseeeiavu. oc M?tl 10alm° wmp:se te4 F.Ia .L o OCT-04-2001 05:29 TSUCHIYRMR 8 KPINO • 9497605581 MC CARTHY HORS 1H/02/:801 11:41 7se-4ut. 43SS QGi 0T/LS'Oi Mil FAX 5010214 Cuban Monoxide INDS= art= 949 756 0927 P.07 330 P07 OCT 03 '01 11:09 AC ENERGY 5`hSTFMP Id r00P7• This Oi mond Apps+eNal is ia u_o[dsa_ with SS 43A303 *ES Faded Cods peadtoas to "Nay Muni& mad D(s W§ olCemMna oa` aad doss sot wands ret ats °Mt City of Las AsoltsBoakTIN Cad. Ms Gang Approval is Saw a product oodonsest aar a eeedtadioa df motion shear ac3r cabs sponnad ArntiOVW BY: D 7�Project lassiaaer P.R. Pap 3 0[3 11'd i666652V it QNOJ tab lesawJ W to:60 Id. F:0 170 TOTAL P.07 • R < a 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN INSTRUCTION BULLETIN NO. 360 VIA FAX ■ 949 / 760-5581 VIA MAIL El Project: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Parking Structure and Site Improvements Architect's Project No.: 1730.10 Client's CITY - Project No.: 1255.20 Project No. 6378-99 TAYLOR & ASSOCIATES ARC SITE C TS Date: 12/21/01 Attention: John Vander Lans — McCarthy You are hereby duetted to execute pompty, the Work stipulated M this Bulletin which MEerpats the Conrad Documents orwders minor changes in Me Work without change M Contract Sum or Contract Time. If you consider that a change M Contract Sum or Contract Time is required, please submit your itemized proposal to the Owner immediately and before pmuedh g with this Work I your proposal is found to be satisfactory end In proper order, this Bulletin wilt M that event be superseded by a Change Order. DESCRIPTION OF WORK TO BE PERFORMED: Please submit an itemized proposal for changes in the Contract Sum and Time for proposed modifications to the Contract Documents described herein. THIS IS NOT A CHANGE ORDER, A CONSTUCTION CHANGE DIRECTIVE OR A DIRECTION TO PROCEED WITH THE WORK DESCRIBED IN THE PROPOSED MODIFICATIONS. Item IB 360.1: Provide floor drains and drain line system at the Elevator Lobby of Level 2, 3, 4, 5, and 6. Provide trench drain at the elevator entrance of Level 6. At Level 6, raise the complete elevator door entrance assembly and threshold as indicated on the Drawings. Add concrete restoration system as required to slope the existing slab on the Level 3, 4, 5, and 6. Note: Prior to coring, locate existing reinforcing bars both top and bottom. When coring avoid cutting any steel and maintain 1 1/2" minimum from edge of core to edge of steel. See attached Drawings (Attachment IB 360-1 to Attachment IB 360-13) for the above improvement requirement. Revisions denoted by Delta 105 and dated December 21, 2001. Requested By: Hoag Hospital Justification: The floor drains and floor slope adjustments at the Elevator Lobbies are required to allow improved drainage away from the Elevator shafts. • Prepared by: Joseph Dunn Enclosures: Sheet A-2.2: Floor Plan - Level 3 (Attachment IB 360-1), Sheet A-2.3: Floor Plan - Level 4 (Attachment 18 360.2), Sheet A-2.4: Floor Plan - Level 5 (Attachment IB 360-3), Sheet A-2.5: Floor Plan - Level 6 (Attachment IB 360-4), Sheet A-3.1: Ceiling Plan - Level 2 (Attachment IB 360-5,) Sheet A-3.2: Ceiling Plan - Level 3 (Attachment IB 360-6), Sheet A-3.3: Ceiling Plan - Level 4 (Attachment IB 360-7), Sheet A-3.4: Ceiling Plan - Level 5 (Attachment IB 360-8), Sheet A-9.4: Exterior Details (Attachment IB 360-9), Sheet P-2.1: Floor Plan - Level 2 (Attachment IB 360-10), Sheet P-2.2: Floor Plan - Level 3 (Attachment IB 360-11), Sheet P-2.3: Floor Plan - Level 4 (Attachment IB 360-12), Sheet P-2.4: Floor Plan - Level 5 (Attachment IB 360-13), Sheet P-2.5: Floor Plan - Level 8 (Attachment IB 360-14), and dated December 21, 2001 cc: James Easley, Pete Philpott — Hoag John Tompkins — JWTA Ed Ghariban, Saurin Chakrabarti — Taylor & Gaines Stan Sato - T & K Don Grothe - EASI Mike McLane, Neal Rinella, Mick Cunningham, Harbans Ghataode — Taylor & Associates 17301b-360.tloe TaG TAYLORA& RUCTURL GAINES February 27, 2002 City of Newport Beach Building Department 3300 Newport Blvd. P. O. Box 1768 Newport Beach, CA 92658-8915 A T M A D COMPANY Re: Instruction Bulletin No. 360 Utilizing Sika 122 Plus Hoag Memorial Hospital Presbyterian Parking Structure T&G Project No. 1395 To Whom It May Concern: Instruction Bulletin No. 360 has been issued due to utilizing Sika 122 Plus, which results in change of 14 architectural drawings. Concrete restoration system (Sika 122 Plus) has a density of 136 pcf (see attached Specifications of Sika 122 Plus). The average thickness of Sika 122 Plus applied over the slab is approximately 0.25 inches, while the maximum thickness of 0.5 inches occurs in some locations. Accordingly, the maximum additional weight of using Sika 122 Plus is 136x0.5/12 = 5.7 psf. considering applied thickness of 0.5 inches. In the slab design, 10 psf of additional dead load is included, which is considered as miscellaneous dead load and is greater than the weight of Sika 122 Plus with maximum thickness of 0.5 inches. Thus, no further structural calculations are needed. Also, attached herein is a page of the structural calculations for slab design that shows the inclusion of 10 psf additional dead load. If you have any questions, please contact us. Thank you. Sincerely, TAYLOR & GAINE Hodge CEO • 444 y n • OF / • o� O9'4 = No. 1034 `" es, 1 I2131104 tPrRUCTNiP �a Cc: Joseph Ed Gharibans, hoagprkgltr3\pb &G 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com PASADENA • SAN D I EGO • ENCINO • ANAHEIM lio 02/26/2002 16:48 WL1TY S1 t 949-574-1338 D Sika7op 122 PLUS Is a two -component pciv r-modfled, po �d-c „emem, feet - lading, le a W h erep�alrrnatarforhorizontal sndvarical Surfaces and ofarst a addl- dond benifitof FertoGerd 901, a'penetrat ingcorroelon inhibitor.' WHERETO USE ♦ On grads, above, and below grade on Concrete and mortar. A On hod:weal endvertical surfaces. A As astructural repair maWialforperk- ing struchnae, Industrial plants, walk- ways, . bridges, tunnels, dame, and A ToTo�level concrete surfaces. • Assn overlay system for to ppinghesur- facingconcrete. ADVANrAGNS A High compressive and flexural • strengths. A I-Igh early strengths. Opens to traffic fest feat in 1-2 hours, pneumatic eke In 4ehours. ♦ High abrasion resistance. A Increased freeze/thaw durability and resistance to deicing salts. A ccmpatlble with coefficient of thermal expsnslon of concrete -Passes AVM C-884(modfied). A increased density - improved carbon dioxide resistance (carbonation) with- out adversely affecting water vapor transmission (not avaper barrier). ♦ Enhanced with FerrWard 901, a pen- etrating corrosion Inhibitor - reduces cannsian even h the argecentconcrete. A Notlammable.non-ttddo. A Conforms to ECA/USpHSstandardsfor surfacecontactwith potablewater. A USDA approved for food hdwsy. • A ANSI/NSF Standard 81 potable water approved ne.D 0.51 cu. ftJunit PACKAGING • Component 'A' - 1-get piaetc)uce Component 'W- 81 . multi -waif bet. TAVLO2 AND ASSOC Top'®122 _PLV PAGE 03 Teo -component, polymer modMed, cemenlitlous, trowel-gradp mortar plus FerroGard 901 penetrating corrosion inhibitor SHELF LIS One year al adghal, unopened pedraG i . STORAGE CORD117ONE Stan dry r 4685F. Caedlllon mate to U -75P befan. use .Protect Component 'A' from freezing. It frozen, discard. COLOR Concrete graywhen mixed. . M/XWO RATIO Plant -proportioned kit, max entire unit APPLICATION 15 min. 'A'. �Ncation dme la dependent on temperature and relative humidity. - • FN1IMINGTIME 201ti 80 min. afterrpmoinhg components: depends ontempra- ture, relative humidity, and type ofllnleh decked. DENSITY(WETMIX) 138lbe./cu.ft. (2.18kgll)- MADMAN- 87R lNO TH (AS7 a l Cr2D3) 21drys 2,030pal (13.8I/Pa) .SPLFTyING ENSILESTRENOTNUSTMG98) 21 days 750 psi (5.2MPa) aoNDSmENGTH'(ASTMC aa2MODalED) 21 days 2,2oo gel (15.2 MPa) COMPRES9$RBSTRENGTH(ASTM C-1O9) 1 day 9,000 pal (20.7 MPa) 7 days 5,500 pel (37.9 MPa) 28 days 7,000 pal (48.3 MPS) PERMEAitLAY(AASHITOTi277) al rays Approx. 500Coulombs CORROSIONTESTING FOR FERROOARD 9a1 Reduced corrosion rates 83% versus control specimens ASTM 0109 modified afar 400 days • Nate aowb6.d Mao subsists. IIO;V TO ILSE SWBTMTE Concrete, mortar, and masonry products. SURFACEPREPARATION CancnteRhorter, Remove all detedo- rated concrete. dirt ON, grease, end all bond-lnhlbldngmatsdatfromsurace. Be sure repairarealsnotteeeahen 1/8 Inch in depth. Preparation work should be done by high pressure water blast scabbier, or other approyirlate mechanical means to obtain an agjegatedrecaaedeuracswIth a rnlnlmum surface profile of *1/15 Non: Saturate striate with clean water. " .bats should be saturated dry ()%fttnoetendtir ngwstsrhg l- eaden.Reinforckig Steen Steel reinforcement should be thoroughly prepared by me- chanical cleaning to remove al Vaose of nut Where corrosion hesoccurredgwtd the presence of chlorides, to steel be high-pressurewstdheed with clash wear after mechanical cleanig. For panto of reinforcing Steel use Sika Armater 110 ipoCem (corudeTeohndcaI Waage* iai TAYLOR AND ASSOC PAGE 84 02/26/2002 16:48 949-574-1338 Manual mixing can be tolerated only for less than a full unit, APPLICATION& FINISH SI ITop 121 PLUS can be applied by trowel, notched trowel, stiff bristle, or low pressure hopper gun. Work the material well into the prepared substrate, filling all pores and voids. Ae soon as the mortar layerstartstoset, a unifonnsurfacetexture can be obtained by rubbing the surface whhafineaponge oraplastictrowel. Donot oveiworkSikaTop 121 PLUS during finish- ing and avoid the use of additional water. CUAING As perACl recommendations for portland cement concrete, curing is required. Pro- tect the freshly applied mortar against direct sunlight. wind, frost and rain. Curing compoundsadverseyalfeatheadheelon of protective coatings. Therefore, do not use a waterbased curing compound, tithe leveling mortar is going to be overooated. LIMITATIONS • Application thickness; Minimum 1/12 inch (2 nxn) Maximum 1/6 inch (4 mm) • Minimumambientand surface tempera- tures, 45F (7C) and rising at time of application. 4' C'/1 UTION Component 'A' - Irritant - May cause skin/eye/respiratory irritation. Avoid breathing vapors. Use with adequate ventilation. Avoid skin and eye contact. Safety goggles and rubber gloves are recommended. Component 'B' - Irritant; suspect car- cinogen. Contains portland cement and sand (crystalline silica). Skin and eye Irri- tant. Avoid contact. Dust may cause res- piratory tract irritation. Avoid breathing dust. Use only with adequate ventilation. May cause delayed lung In)ury(slllcosie). IARC lists crystalline silica as having sufn- olentevidence of carcinogenicity in labora- tory animals and linked evidence of carci- nnooggenic4yinhumans. NTPalso lists crys- talline silica as a suspectcarcinogen. Use of safety goggles and chemical resistant gloves is recommended. If PEL.s are ex- ceeded, an appropriate, NIOSH/MSHA approved respirator is required. Remove contaminated clothing. ARSTAID In case of akin contact, wash thoroughly: witftsoapandwater.For eyecontaC...*S' 's immediately with plenty of water for atleast 15 minutes, and contact a physician. For respiratory problems, remove person to :..`:t fresh air. CLEANUP In case of spillage, scoop of vacuum Into appropriate container, and file of In accordance wih current, applicabl local, state and federal regulations. K con- tainer tightly closed and in an uprlOtt pq- eidon to prevent spillage and lea e. Mixed components: Uncured edal oanberemoved with water. Cured al can only be removed mechanically Proaw COS 'aa tar M',M. Alen ad 'aauNM newts . WMM la *nod Alets, , a 81ka warrants Its products to be free from manufacturing defects and to meet Sika's current published properties when k applied In .accordance with Mks directions and tested In accordance with ASTIR and 81ka Standards. User detsrnlneS ; suitability of product for use and assumes all risks. Buyer's sole remedy shall be limited to the purchase prbe or replacement of product and excludes labor or the cost of labor. Any claim for breach of this warranty must be brougMwithin one year of the date of purchase. NO OTHER WARRANTIES EXPRESSED OR IMPLIED INCLUDING ANY WARRANTY OF 1; MERCHANTIBILITY OR FITNESS FOR A PARTICULAR PURPOSE SHALL APPLY. SIKA SHALL NOT BE LIABLE FOR ANY CONSEQUENTIAL OR SPECIAL DAMAGES OF ANY KIND, RESULI1NG .4 FROM.ANY CLAIM OF BREACH OF WARRANTY, BREACH OF CONTRACT, NEGUGENCE OR ANY ; LEGAL THEORY. SIKA ASSUMES NO LIABILITY FOR USE OF THIS PRODUCT IN A MANNER TO i= INFRINGE ON ANOTHER'S PATENT. }t 4i li A4 Visit our isebaltsat tyww.alkauaa. eom 1-800-933-SIKA NATIONWIDE Regional Information and Sales Centers For the location of your nearest Slka sales office, contact your regional center. Ora Corporation 201 Polito Avenue Lyndhurst elf 07071 Phone: 800.953-7452 Fax: 201-933-6225 Slka Canada Inc. esf belmer Avenue Pointe Claire Ouebee H9R 449 Phone: 514-697-2610 Fox: 51a694-2792 S/ka Mndoens S.A. de C.V. Carrotara Ubre Coleys Km. 8.5 Conagldoro, Queretaro C.P. 76920 A.P. 136 Piton: 52 42 25 0122 Fax: 52 42 25 0537 auritYCwtleaaon MMbMULyndnuran n-ual,Marlon:naroe,Kam mClly:s42a10,SaleFe t944014 '.g q tch TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 pASAOENA. CALIFORNIA 91 1 O7 (6261351-8961 FAX [8215] 351.5319 Ha,9� 4$4c-IN+ 6ii uci sheet S 1 of by • job no. 1395 date 5 /` 1 F.1. 51 Gwe C -fa drswa o asA�l ICI 0 o 1b' 2 iv Ia' 3'4'' I1/4-Y4 "�i 114 I'�4- (3�' I WAkI. 4Dr1 Br9 �M lair1 �oM di 6-bNc 'sus +anpsI Risarot, VF. icsit ICSI 4Ltis ?NA 9" 12.tillzi4 Art -211 , Loll-t A Ur4esNnEtD.- A PPII1D NA L.. bGtD I,a490 I c j t I.IV� [,O4.0 5b rt < r 144, ossran c bL C x t 5 0) -- ( iz--rsy- O ra:a t%fl DIMS% 85. 6* f'.-6.b= VC4 '0 LAW po#s 1teF LAWGIBB Group MemberA. OtJ L."( September 10, 1999 Mr. Leif N. Thompson, AIA Facilities Design and Construction Hoag Memorial Hospital Presbyterian One Hoag Drive, Suite 6100 Newport Beach, California 92658-6100 Subject: Report of Revised Geotechnical Investigation Proposed Parking Structure Hoag Memorial Hospital Presbyterian Newport Beach, California Hoag Project No. 1253.08 Law/Crandall Project 70131-9-0330.0002 Dear Mr. Thompson: RECEIVED OCT 2 4 2081 TAYLOR & ASSOC. ARCHITECTS We are pleased to submit this report presenting the results of our revised geotechnical investigation for the proposed parking structure at the Hoag Memorial Hospital Presbyterian in Newport Beach, California. This report supercedes our original report for the project'. Our investigation was conducted in general accordance with our revised proposal dated August 6, 1999, as authorized by you on August 11, 1999. This revised geotechnical investigation incorporates the information from our original geotechnical report and addresses the changes to the proposed parking structure since the submittal of our original report. The scope of our investigation was planned based on communications with you, Mr. William Taylor of Taylor & Associates, the project architects, and Mr. Ed Gharibans of Taylor & Gaines, the project structural engineers. Mr. Gharibans also advised us of the structural features of the proposed development. The results of our investigation and design recommendations are presented in this report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior to obtaining a building permit. s Report of Geotechnical Investigation: Proposed East Addition and Parking Structure, Hoag Memorial Hospital Presbyterian; Newport Beach, California; dated August 11, 1997 (Our Job No. 70131-7-0254). Law/Crandall, A Division of Law Engineering and Environmental Services, Inc. 200 Citadel Ddve • Los Angeles, CA 90040-1554 323-889-5300 • Fax 323-721-6700 Hoag Memorial Hospital Presbyterian --Revised Geotechnical Investigation September 10, 1999 • Law/Crandall Project 70131-9-0330.0002 It has been a pleasure to be of professional service to you. Please call if you have any questions or if we can be of further assistance. Sincerely, LAW/CRANDALL Carl Kim Senior Engineer G:\Enggeo\99-proj\90330\90330rp0 LDOC/CK:ck (1 copy submitted) cc: (5) Taylor & Associates, Architects Attn: Mr. William Taylor Marshall Lew, Ph.D. Corporate Consultant Vice President (1) Taylor & Gaines, Structural Engineers Attn: Mr. Ed Gharibans 2 REPORT OF REVISED GEOTECHNICAL INVESTIGATION PROPOSED PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California Law/Crandall Los Angeles, California September 10,1999 Project 70131-9-0330.0002 4 ' Hoag' Memorial Hospital Presbyterian —Revised Geotechnicai Investigation ' Law/Crandall Project 70131-9-0330.0001 TABLE OF CONTENTS SUMMARY 1.0 SCOPE 2.0 PROJECT INFORMATION 3.0 SITE CONDITIONS 4.0 FIELD EXPLORATIONS AND LABORATORY TESTS 4.1 FIELD EXPLORATIONS 4.2 LABORATORY TESTS 5.0 SOIL CONDITIONS 6.0 LIQUEFACTION AND SEISMICALLY -INDUCED SE 7.0 RECOMMENDATIONS 7.1 GENERAL 7.2 FOUNDATIONS 7.3 UBC SEISMIC COEFFICIENTS 7.4 EXCAVATION AND SLOPES 7.5 SHORING 7.6 WALLS BELOW GRADE 7.7 FLOOR SLAB SUPPORT 7.8 PAVING 7.9 GRADING September 10, 1999 Page 1 2 2 3 3 3 3 EMENT 4 5 5 5 7 7 8 13 14 15 16 8.0 BASIS FOR RECOMMENDATIONS 18 FIGURE 1: PLOT PLAN APPENDIX A: FIELD EXPLORATIONS AND LABORATORY TESTS APPENDIX B: SOIL CORROSIVITY STUDY ' Hoag' Memorial Hospital Presbyterian —Revised Geotechnica! Investigation September 10, 1999 ' Law/Crandall Project 70131-9-0330.0002 SUMMARY We have completed our revised geotechnical investigation for the proposed parking structure to be constructed within the existing Hoag Hospital campus in Newport Beach, Califomia. The development will consist of a six -level parking structure consisting of four above -grade levels, one below -grade level, and one level that transitions from above -grade at the eastern side to below grade at the western side. Excavations as deep as 35 feet deep will be required for the development. Some hardscaped and landscaped plaza areas are also planned. Our current study was based on the subsurface explorations and laboratory testing performed for the original geotechnical investigation, which explored the site of the proposed parking structure jointly with the site of a proposed hospital addition (East Addition). For our original investigation, we explored the soil conditions beneath the parking structure site by drilling three 40-foot-deep borings and one 40'%-foot-deep boring. Fill soils were encountered in Boring 1 (2% feet thick) and Boring 4 (5 feet thick). The natural soils beneath the site are terrace deposits consisting primarily of silty sand, sand, clayey sand, and clay with lesser deposits of silt. The natural soils are generally dense or stiff throughout the depths explored. Groundwater was not encountered within the depths explored. However, the water level was measured at a depth of 49 feet below the existing grade at a boring at the proposed East Addition site, which corresponds to Elevation +29 feet mean sea level (MSL). The natural soils at and below the lowest floor level of the proposed parking structure, which range from approximately Elevation +58 feet MSL to +64 feet MSL, are generally stiff and dense. Accordingly, the development may be supported on spread footings established in the undisturbed stiff and dense natural soils. The floor slabs of the lowest floor level may be supported on grade. No significant difficulties due to the soil conditions are anticipated in excavating. Conventional earthmoving equipment may be used. Where the necessary space is available for sloped excavation, temporary unsurcharged embankments may be sloped back without shoring. Shoring should be used where sloped excavations are not possible. iii Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10, 1999 • Law/Grandall Project 70131-9-0330.0002 1.0 SCOPE This report presents the results of our revised geotechnical investigation performed for the proposed parking structure to be constructed at the Hoag Memorial Hospital Presbyterian campus in Newport Beach, California. We did not perform subsurface explorations for the current study. The current study was based on the subsurface explorations and laboratory testing performed for our original geotechnical investigation', which explored the site of the proposed parking structure jointly with the site of a proposed hospital addition (East Addition). The location of the proposed parking structure relative to the adjacent existing structures and streets, and the locations of exploratory borings performed for our original investigation are shown in Figure 1, Plot Plan. The current study was authorized to update our original report of geotechnical investigation to address the changes to the proposed parking structure. Our original investigation was authorized to determine the static physical characteristics of the soils at the site of the proposed development, and to provide recommendations for foundation design, shoring, walls below grade, floor slab support, and grading. More specifically, the scope of the investigation included the following: • A field exploration program to determine the nature and stratigraphy of the subsurface soils and groundwater levels and to obtain undisturbed and bulk samples for laboratory observation and testing. • Laboratory testing of the soils for evaluation of the static physical soil properties. • Engineering evaluation of the geotechnical data to determine the design recommendations for the proposed development. • A corrosion study to determine the corrosive characteristics of the on -site soils and to develop recommendations for mitigation measures. ' Report of Geotechnical Investigation: Proposed East Addition and Parking Structure, Hoag Memorial Hospital Presbyterian; Newport Beach, California; dated August 11, 1997 (Our Job No. 70131-7-0254). ' Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10, 1999 Law/Crandall Project 70131-9-0330.0002 The assessment of general site environmental conditions for the presence of contaminants in the soils and groundwater of the site was beyond the scope of this investigation. Our recommendations are based on the results of our field explorations, laboratory tests, and appropriate engineering analyses. The results of the field explorations and laboratory tests are presented in Appendix A. The results of the corrosion study by M. J. Schiff & Associates, Inc., Consulting Corrosion Engineers, are presented in Appendix B. Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for the Hoag Memorial Hospital Presbyterian and their design consultants to be used solely in the design of proposed parking structure. The report has not been prepared for use by other parties, and may not contain sufficient information for purpose of other parties or other uses. 2.0 PROJECT INFORMATION A six -level parking structure consisting of four above -grade levels, one below -grade level, and one level that transitions from above -grade at the eastern side to below grade at the western side is proposed. The location of the proposed parking structure relative to the adjacent existing structures and streets is shown in Figure 1, Plot Plan. The lowest floor level will range from about Elevation +58 MSL to +64 MSL. Excavations as deep as 35 feet below the existing grade will be required to accommodate anticipated spread footing depths of up to eight feet below the lowest floor level. Anticipated dead -plus -live column loads range from 180 kips to 1,550 kips. Some hardscaped and landscaped plaza areas are also planned. 3.0 SITE CONDITIONS The site of the proposed parking structure is occupied by an existing building (conference center) that is to be removed. The existing ground surface at the site is relatively level and approximately 2 1 ' Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10, 1999 Law/Crandall Project 70131-9-0330.0002 at Elevation +77 MSL. An existing embankment located along the northeast sides of the proposed parking structure slopes down approximately to Elevation +45 at the northeast corner. Part of the parking structure will extend down the slope embankment to the north. 4.0 FIELD EXPLORATIONS AND LABORATORY TESTS 4.1 FIELD EXPLORATIONS The soil conditions beneath the site were explored by drilling four borings to depths of 40 to 40'/ feet below the existing grade at the locations shown in Figure 1. To supplement the data obtained from our borings, and to obtain data for the liquefaction study, standard penetration tests (SPTs) were performed in one of the borings. Details of the explorations and the Togs of the borings are presented in Appendix A. 4.2 LABORATORY TESTS Laboratory tests were performed on selected samples obtained from the borings to aid in the classification of the soils and to determine the pertinent engineering properties of the foundation soils. The following tests were performed: • Moisture content and dry density determinations. • Direct shear. • Consolidation. • Sieve analysis. • Corrosion study Details of the laboratory testing program and test results are presented in Appendix A. The results of corrosion study are presented in Appendix B. 5.0 SOIL CONDITIONS Fill soils, 21/4 and 5 feet thick, were encountered in Boring 1 and Boring 4, respectively. The fill, which consists of silty sand, is not uniformly well compacted and contains some debris. Deeper and/or poorer quality fill may exist between boring locations. However, the existing fill will be removed by the planned excavations. ' Hoag. Memorial Hospital Presbyterian —Revised Geotechnlca! Investigation September 10, 1999 ' Law/Crandall Project 70131-9-0330.0002 The natural soils beneath the site of the proposed development consist of silty sand, sand, clayey sand, and clay with lesser deposits of silt. The silty sand, sand, and clayey sand deposits throughout the depths explored are dense; the clay and silt deposits are stiff. Water was measured at Elevation +29 feet MSL (49 feet below the existing grade) at a boring performed for the East Addition site, which is immediately south of the proposed parking structure site. Based on the corrosion study performed for the site by M. J. Schiff & Associates, Inc., Consulting Corrosion Engineers, the on -site soils are classified as severely corrosive to ferrous metals and non -deleterious to portland cement concrete. 6.0 LIQUEFACTION AND SEISMICALLY -INDUCED SETTLEMENT Liquefaction potential is greatest where the groundwater level is shallow, and loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. Groundwater is not expected to be present in significant quantities above Elevation +29 feet (49 feet below existing grade). The natural soils beneath the site consist primarily of dense silty sand, sand and clayey sand, and stiff clay and silt. In addition, based on the results of the standard penetration tests (SPTs), the granular soils underlying the site are dense with relative densities in excess of 80% and soils with such characteristics have a low liquefaction potential. Therefore, liquefaction will not have any adverse effects on the proposed development. Seismic settlement is often caused by loose to medium -dense granular soils densified during ground shaking. Dry and partially saturated soils as well as saturated granular soils are subject to seismically -induced settlement. Generally, differential settlements induced by ground failures such as liquefaction, flow slides, and surface ruptures would be much more severe than those caused by densification alone. The dense granular soils encountered in our borings are not in the loose to medium -dense category. Based on the relatively uniform soil conditions at the site, any seismic settlement would be uniform across the building area. We have estimated the seismic settlement at 4 ' Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10, 1999 Law/Crandall Protect 70131-9-0330.0002 the site to be less than % inch. Therefore, the potential for seismically -induced settlement to adversely impact the planned structures is low. 7.0 RECOMMENDATIONS 7.1 GENERAL The natural soils at and below the planned excavation levels are dense and stiff, and the proposed parking structure may be supported on spread footings established in the dense and stiff natural soils exposed at the bottom of the planned excavations. Individual footings, or a combination of individual and combined or continuous footings may be used. The lowest floor slabs of the structures may be supported on grade. Excavations as deep as 35 feet below the existing grade will be required to accommodate anticipated spread footing depths of up to eight feet below the lowest floor level. 7.2 FOUNDATIONS Bearing Values Spread footings carried at least 1 foot into the stiff and dense natural soils, and at least 3 feet below the lowest adjacent floor level, may be designed to impose a net dead -plus -live load pressure of 6,000 pounds per square foot. A one-third increase in the bearing value may be used when considering wind or seismic loads. Since the recommended bearing value is a net value, the weight of concrete in the footings may be taken as 50 pounds per cubic foot and the weight of soil backfill over the footings may be neglected when determining the downward load on the footings. Footings for minor structures (including low retaining walls, free-standing walls, and elevator pit walls) established in properly compacted fill and/or undisturbed natural soils, may be designed to impose a net dead -plus -live load pressure of 1,500 pounds per square foot. Footings should extend at least 1'/z feet below the adjacent final grade or floor level. S 9 ' Hoag'Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10, 1999 • Law/Crandall Project 70131-9-0330.0002 Settlement The settlement of the proposed parking structure, supported on spread footings in the manner recommended is expected to be on the order of l'A inches or less. At least half of the total settlement is anticipated to occur during construction (shortly after dead loads are imposed). Based on our review of the proposed foundation plan dated July 20, 1999, differential settlements are anticipated to be on the order of 'A inch. Lateral Loads Lateral loads may be resisted by soil friction against the footings and the floor slabs, and by the passive resistance of the soils. A coefficient of friction of 0.5 may be used between the floor slabs, eaeg, lin, spread footings, and the supporting soils. The passive resistance of the undisturbed natural soils or properly compacted fill against footings may be assumed to be 300 pounds per cubic foot. A one- third increase in the passive value may be used for wind or seismic loads. The passive resistance of the soils and the frictional resistance between the floor slabs, footings, and the supporting soils may be combined without reduction in determining the total lateral resi stance. Foundation Observation To verify the presence of satisfactory soils at design elevations, all footing excavations should be observed by personnel of our firm. Footings should be deepened as necessary to reach satisfactory supporting soils. Where footing excavations are deeper than 4 feet, the sides of the excavations should be sloped back or shored for safety. Backfill around and over footings and utility trench backfill within the building area should be mechanically compacted; flooding should not be permitted. Inspection of the foundation excavations may also be required by the appropriate reviewing governmental agencies. The contractor should be familiar with the inspection requirements of the reviewing agencies. 6 1 Hoag'Memorial Hospital Presbyterian —Revised Geotechnical Investigation • Law/Crandall Project 70131-9-0330.0002 7.3 UBC SEISMIC COEFFICIENTS September 10, 1999 The site coefficient, S, for the project site can be determined as established in the Earthquake Regulations under Section 1628 of the Uniform Building Code, 1994 edition, or Section 1629 of the UBC, 1997 edition. Based on a review of the local soil and geologic conditions, the site can be classified as Soil Profile Sr, as specified in the 1994 code, or Soil Profile Type Sc, as specified in the 1997 code. The site is located within UBC Seismic Zone 4. The nearest fault to the site classified as active is the Newport -Inglewood fault, which has been determined to be a Type B seismic source by the California Division of Mines and Geology. According to Map M-33 in the 1998 publication from the International Conference of Building Officials entitled "Maps of Known Active Fault Near -Source Zones in California and Adjacent Portions of Nevada," the project site is located within 2 kilometers of the Newport -Inglewood fault. At this distance for a seismic source type B, the near source factors, Na and Nv, are to be taken as 1.3 and 1.6, respectively, based on Tables 16-S and 16-T of the 1997 UBC. 7.4 EXCAVATION AND SLOPES Excavations as deep as 35 feet below the existing grade will be required for the proposed parking structure. Where the necessary space is available, temporary unsurcharged embankments may be sloped back at 1:1 without shoring. Adjacent to any existing structure, the bottom of any unshored excavation should be restricted so as not to extend below a plane drawn at 1 V2:1 (horizontal to vertical) downward from the foundations of existing structure. Where space is not available, shoring will be required. Data for design of shoring are presented in Section 7.5. The excavations should be observed by personnel of our firm so that any necessary modifications based on variations in the soil conditions encountered can be made. All applicable safety requirements and regulations, including OSHA regulations, should be met. Where sloped embankments are used, the tops of the slopes should be barricaded to prevent vehicles and storage loads within 7 feet of the tops _of the slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes; we should be advised of such heavy vehicle loadings so that specific setback requirements can be established. If Hoag'Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10. 1999 Law/Crandall Project 70131-9-0330.0002 the temporary construction embankments are to be maintained during the rainy season, berms are suggested along the tops of the slopes where necessary to prevent runoff water from entering the excavation and eroding the slope faces. 7.5 SHORING General Where there is not sufficient space for sloped embankments, shoring will be required. One method of shoring would consist of steel soldier piles placed in drilled holes, backfilled with concrete, and tied back with earth anchors. Some difficulty may be encountered in the drilling of the soldier piles and the anchors because of caving in the sandy deposits. Special techniques and measures may be necessary in some areas to permit the proper installation of the soldier piles and/or tie- back anchors. In addition, if there is not sufficient space to install the tie -back anchors to the desired lengths on any side of the excavation, the soldier piles of the shoring system may be internally braced. The following information on the design and installation of the shoring is as complete as possible at this time. We can furnish any additional required data as the design progresses. Also, we suggest that our firm review the final shoring plans and specifications prior to bidding or negotiating with a shoring contractor. Lateral Pressures For excavation heights of 15 feet or less, cantilevered shoring may be used. For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the retained soils with a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 30 pounds per cubic foot. For heights of shoring greater than 15 feet, the use of braced or tied -back shoring is recommended. For the design of tied -back or braced shoring, we recommend the use of a trapezoidal distribution of earth pressure. The recommended pressure distribution, for the case where the grade is level 8 ' Hoag Memorial Hospital Presbyterian --Revised Geotechnical Investigation September 10, 1999 • Law/Crandall Project 70131-9-0330.0002 behind the shoring, is illustrated in the following diagram with the maximum pressure equal to 22H in pounds per square foot, where H is the height of the shoring in feet. HsHEIGIir O.SH SHORING IN FT. �92H -0I (P.S.F.) 0.2H b The above recommended lateral earth pressures assume a level backfill. If the backfill is sloped at 1:1, 1 %s:1, or 2:1 (horizontal to vertical), the pressures presented above should be multiplied by 2.0, 1.65, and 1.5, respectively. We can review specific backfill cases if desired. In addition to the recommended earth pressure, the upper 10 feet of shoring adjacent to the streets and vehicular traffic areas should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the shoring due to normal street traffic. Additional surcharge pressures imposed by concrete trucks and other heavier traffic may be taken as 200 pounds per square foot imposed against the upper 10 feet of the shoring. If the traffic is kept back at least 10 feet from the shoring, the traffic surcharge may be neglected. Design of Soldier Piles For the design of soldier piles spaced at least two diameters on centers, the allowable lateral bearing value (passive value) of the soils below the level of excavation may be assumed to be 600 pounds per square foot per foot of depth at the excavated surface, up to a maximum of 6,000 pounds per square foot. To develop the full lateral value, provisions should be taken to assure firm contact between the soldier piles and the undisturbed soils. The concrete placed in the 9 Hoag'Memorial Hospital Presbyterian —Revised Geotechnical investigation September 10, 1999 Law/Crandall Project 70131-9-0330.0002 soldier pile excavations may be a lean -mix concrete. However, the concrete used in that portion of the soldier pile which is below the planned excavated level should be of sufficient strength to adequately transfer the imposed loads to the surrounding soils. The frictional resistance between the soldier piles and the retained earth may be used in resisting the downward component of the anchor load. The coefficient of friction between the soldier piles and the retained earth may be taken as 0.4. (This value is based on the assumption that uniform full bearing will be developed between the steel soldier beam and the lean -mix concrete and between the lean -mix concrete and the retained earth.) In addition, provided that the portion of the soldier piles below the excavated level is backfilled with structural concrete, the soldier piles below the excavated level may be used to resist downward loads. For resisting the downward loads, the frictional resistance between the concrete soldier piles and the soils below the excavated level may be taken equal to 300 pounds per square foot. Lagging Continuous lagging will be required between the soldier piles within the less cohesive soils, such as silty sand, sand, and clayey sand. If the clear spacing between the soldier piles does not exceed 4 feet, it may be possible to omit lagging within the cohesive soils. We recommend that the exposed soils be observed by personnel of our firm to determine the areas where lagging may be omitted. The unlagged soils should be sprayed with an asphaltic emulsion or equivalent to keep the soils from drying. Depending on the length of exposure, the soils may still dry and crack, posing a hazard for personnel working at the base of the shoring. In such an event, it may be necessary to re -spray the soils or apply wire mesh or chain link fencing to the face of the shoring to prevent chunks of soil from falling. The soldier piles and anchors should be designed for the full anticipated lateral pressure. However, the pressure on the lagging will be less due to arching in the soils. We recommend that the lagging be designed for the recommended earth pressure but limited to a maximum value of 400 pounds per square foot. 10 1 -j ' Hoag'Memorial Hospital Presbyterian —Revised Geotechnkal Investigation ' Law/Crandall Project 70131-9-0330.0001 Anchor Design September 10, 1999 Tie -back friction anchors may be used to resist lateral loads. For design purposes, it may be assumed that the active wedge adjacent to the shoring is defined by a plane drawn at 35 degrees with the vertical through the bottom of the excavation. The anchors should extend at least 15 feet beyond the potential active wedge and to a greater length if necessary to develop the desired capacities. The capacities of anchors should be determined by testing of the initial anchors as outlined in the section below on Anchor Testing. For design purposes, we estimate that drilled friction anchors will develop an average friction value of 500 pounds per square foot. Only the frictional resistance developed beyond the active wedge would be effective in resisting lateral Toads. If the anchors are spaced at least 6 feet on centers, no reduction in the capacity of the anchors need be considered due to group action. Anchor Installation The anchors may be installed at angles of 15 to 40 degrees below the horizontal. Caving of the anchor holes should be anticipated and provisions made to minimize such caving. The anchors should be filled with concrete placed by pumping from the tip out, and the concrete should extend from the tip of the anchor to the active wedge. To minimize chances of caving, we suggest that the portion of the anchor shaft within the active wedge be backfilled with sand before testing the anchor. This portion of the shaft should be filled tightly and flush with the face of the excavation. The sand backfill may contain a small amount of cement to allow the sand to be placed by pumping. Anchor Testing Our representative should select at least two of the initial anchors for 24-hour 200% tests, and at least five additional anchors for quick 200% tests. The purpose of the 200% tests is to verify the friction value assumed in design. The anchors should be tested to develop twice the assumed friction value. Where satisfactory tests are not achieved on the initial anchors, the anchor diameter and/or length should be increased until satisfactory test results are obtained. 11 ' Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation Law/aandal Project 70131-9-0330.0002 September 10. 1999 The total deflection during the 24-hour 200% tests should not exceed 12 inches during loading; the anchor deflection should not exceed 0.75 inch during the 24-hour period, measured after the 200% test load is applied. If the anchor movement after the 200% load has been applied for 12 hours is less than 0.5 inch, and the movement over the previous 4 hours has been less than 0.1 inch, the test may be terminated. For the quick 200% tests, the 200% test load should be maintained for 30 minutes. The total deflection of the anchor during the 200% quick test should not exceed 12 inches; the deflection after the 200% test load has been applied should not exceed 0.25 inch during the 30-minute period. Where satisfactory tests are not achieved on the initial anchors, the anchor diameter and/or length should be increased until satisfactory test results are obtained. All of the production anchors should be pretested to at least 150% of the design load; the total deflection during the tests should not exceed 12 inches. The rate of creep under the 150% test should not exceed 0.1 inch over a 15-minute period for the anchor to be approved for the design loading. After a satisfactory test, each production anchor should be locked -off at the design load. The locked -off load should be verified by rechecking the load in the anchor. If the locked -off load varies by more than 10% from the design load, the Toad should be reset until the anchor is locked - off within 10% of the design load., The installation of the anchors and the testing of the completed anchors should be observed by our firm. Internal Bracing Raker bracing may be used to internally brace the soldier piles. If used, raker bracing could be supported laterally by temporary concrete footings (deadmen) or by the permanent interior footings. For design of such temporary footings, poured with the bearing surface normal to the rakers inclined at 45 to 60 degrees with the vertical, a bearing value of 3,000 pounds per square 12 Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation Law/Crandall Project 70131-9-0330.0002 September 10, 1999 foot may be used, provided the shallowest point of the footing is at least 1 foot below the lowest adjacent grade. To reduce the movement of the shoring, the rakers should be tightly wedged against the footings and/or shoring system. Deflection It is difficult to accurately predict the amount of deflection of a shored embankment. It should be realized, however, that some deflection will occur. We estimate that this deflection could be on the order of 1 inch at the top of the shored embankment. If greater deflection occurs during construction, additional bracing may be necessary to minimize settlement of the existing utilities within or adjacent to the site. If desired to reduce the deflection of the shoring, a greater active pressure could be used in the shoring design. Also, shoring braced by internal rakers will significantly reduce the shoring deflection. Monitoring Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of all the soldier piles. We will be pleased to discuss this further with the design consultants and the contractor when the design of the shoring system has been finalized. 7.6 WALLS BELOW GRADE Lateral Pressures For design of cantilevered retaining walls below grade where the surface of the backfill is level, it may be assumed that the soils will exert a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot. The basement walls should be designed to resist a trapezoidal distribution of lateral earth pressure. The lateral earth pressure on the permanent basement walls will be similar to that recommended for design of temporary shoring except that the maximum lateral pressure will be 24H in pounds per square foot, where H is the height of the basement wall in feet. • 42.4 tics 13 1 Hoag 'Memorial Hospital Presbyterian —Revised Geotechnical Investigation ' Law/CAandall Project 70131-9-0330.0002 September 10, 1999 In addition to the recommended earth pressure, the upper 10 feet of walls adjacent to streets and vehicular traffic areas should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the walls due to normal traffic. If the traffic is kept back at least 10 feet from the walls, the traffic surcharge may be neglected. Furthermore, adjacent to any existing structures, the basement walls should be designed for the appropriate lateral surcharge pressures imposed by the foundations of the structures unless the foundations are underpinned. The lateral surcharge pressures imposed by the adjacent foundations could be computed when the locations, sizes, and loads of these foundations are known. Backfill Any required soil backfill should be mechanically compacted, in layers not more than 8 inches thick, to at least 90% of the maximum density obtainable by the ASTM Designation D1557-91 method of compaction. The backfill should be sufficiently impermeable when compacted to restrict the inflow of surface water. Some settlement of the deep backfill should be allowed for in planning sidewalks and utility connections. Drainage System Ifthe backfill is placed and compacted as recommended and good surface drainage is provided, infiltration of water into the backfill should be small. However, we suggest that building walls below grade be waterproofed or at least dampproofed. We also recommend that a perimeter drain be installed at the base of building walls below grade. The perimeter drain may consist of a 4-inch- diameter perforated pipe placed with the perforations down and surrounded by at least 4 inches of filter gravel. Non -building retaining walls should also be provided with a drain or weep holes. 7.7 FLOOR SLAB SUPPORT If the subgrade is prepared as recommended in Section 7.9, the floor slabs may be supported on grade. Construction activities and exposure to the environment may cause deterioration of the prepared subgrade. Therefore, we recommend that our field representative observe the condition of the final subgrade soils immediately prior to slab -on -grade construction and, if necessary, 14 1 ' Hoag Memorial Hospital Presbyterian -Revised Geotechnical Investigation Law/Oandall Project 70131-9-0330.0002 September 10, 1999 perform further density and moisture content tests to determine the suitability of the final prepared subgrade. Care should be taken not to allow clayey soils to dry out and crack before pouring the floor slabs. The lowest floor slab of the parking structure will be used for parking and should not be sensitive to capillary moisture. 7.8 PAVING We have performed R •value testing on several soil samples obtained throughout the hospital campus during a previous survey of pavement condition. The results indicated that the on -site soils generally have an R-value between 20 to 30. The asphalt and portland cement concrete pavement throughout the hospital campus appeared to have performed relatively well to date. Accordingly, an R-value of 20 was assumed in computing the paving sections. Asphalt Concrete Paving If the subgrade is prepared as recommended in Section 7.9, the following asphalt paving sections may be used: Assumed Traffic Index Asphalt Paving (inches) Base Course (inches) 4 (automobile parking) 3 4 5'/ (driveways subject to light trucks) 3 10 Careful inspection is recommended to verify that the recommended thicknesses, or greater, are achieved and that proper construction procedures are followed. The recommended paving sections were established using the Orange County flexible pavement design method for a subgrade consisting of on -site soils. We could provide paving thicknesses for other Traffic Index values if desired. The base course should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the most current State of California, Department of Transportation, Standard Specifications. Alternatively, the base course should meet the specifications for untreated base as defined in Section 15 .1 1 1 Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10, 1999 ' Law/C?andall Project 70131-9-0330.0002 200-2 of the most current Standard Specification for Public Works Construction (Green Book). The base course should be compacted to at least 95%. The asphalt concrete materials and construction should conform to Sections 203-6 and 302-5, respectively, of the Green Book. Portland Cement Concrete Paving If the subgrade is prepared as recommended in Section 7.9 and a portland cement concrete (PCC) with a compressive strength of at least 3,000 pounds per square inch, the following sections may be used: Assumed Traffic Index PCC Paving (inches) 4 (automobile parking) 7 5V2 (driveways subject to light trucks) 7V2 The portland cement concrete materials and construction should conform to Sections 203-6 and 302-6, respectively of the Green Book. 7.9 GRADING Site Preparation To provide support for shallow spread footings of minor structures and for floor slabs on grade, all the existing fill and disturbed natural soils should be excavated and replaced as properly compacted fill. Where excavations are deeper than about 4 feet, the sides of the excavations should be sloped back or shored for safety. Recommendations for sloping of excavations and shoring were presented in preceding sections. After the site is cleared, the exposed soils should be carefully observed for the removal of all unsuitable deposits. Next, the exposed soils should be scarified to a depth of 6 inches, brought to near -optimum moisture content, and rolled with heavy compaction equipment. The upper 6 inches of the exposed soils should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-91 method of compaction. 16 T Hoag Memorial Hospital Presbyterian —Revised Geotechnicai Investigation ' Law/Gandal! Project 70131-9-0330.0002 September 10, 1999 After compacting the exposed soils, all required fill should be placed in loose lifts not more than 8 inches thick and compacted to at least 90%. The moisture content of the on -site soils at the time of compaction should vary no more than 2% below or above optimum moisture content. The moisture content of on -site clayey soils should be brought to about 4% above optimum at the time of compaction. Material for Fill The on -site soils, less any debris or organic matter, may be used in required fills. Any required import material should consist of relatively non -expansive soils with an Expansion Index of less than 35. The imported materials should contain sufficient fines (binder material) so as to be relatively impermeable and result in a stable subgrade when compacted. All proposed import materials should be approved by our personnel prior to being placed at the site. Field Observation The reworking of the upper soils and the compaction of all required fill should be observed and tested during placement by a representative of our firm. This representative should perform at least the following duties: • Observe the clearing and grubbing operations for proper removal of all unsuitable materials. • Observe the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished subgrade. The representative should also observe proofrolling and delineation of .areas requiring overexcavation. • Evaluate the suitability of on -site and import soils for fill placement; collect and submit soil samples for required or recommended laboratory testing where necessary. • Observe the fill and backfill for uniformity during placement. • Test backfill for field density and compaction to determine the percentage of compaction achieved during backfill placement. • Observe and probe foundation materials to confirm that suitable bearing materials are present at the design foundation depths. 17 ' Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation Law/Crandall Project 70131-9-0330.0002 September 10, 1999 The govemmental agencies having jurisdiction over the project should be notified prior to commencement of grading so that the necessary grading permits can be obtained and arrangements can be made for required inspection(s). The contractor should be familiar with the inspection requirements of the reviewing agencies. 8.0 BASIS FOR RECOMMENDATIONS The recommendations provided in this report are based on our understanding of the described project information and on our interpretation of the data collected during the subsurface exploration. We have made our recommendations based on experience with similar subsurface conditions under similar loading conditions. The recommendations apply to the specific project discussed in this report; therefore, any change in the proposed development configurations, loads, locations, or the site grades should be provided to us so we may review our conclusions and recommendations andmake any necessary modifications. The recommendations provided in this report are also based on the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential to determine that the actual soil conditions are as anticipated. This also provides for a procedure whereby the client can be advised of unanticipated or changed conditions that would require modifications of our original recommendations. In addition, the presence of our representative at the site provides the client with an independent professional opinion regarding the geotechnically-related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be limited to the extent that we would not be the geotechnical engineer of record. 18 1 1 FIGURE EAN LEVELS) REFERENCE: BITE PLAN (DATED 7/1/99) SY TAYLOR & ASSOCIATES. LEGEND: 4. ORIGINAL INVESTIGATION (70131-7-0254.0001) PLOT PLAN SCALE In = SO' LAW/CRANDALL A 1 APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTS Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation September 10. 1999 Law/Crandall Project 70131-9-0330.0002 APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTS FIELD EXPLORATIONS The soil conditions beneath the site were explored during our original investigation (our Job No. 70131-5-0254) by drilling four borings at the locations shown in Figure 1. The borings were drilled to depths of 40 to 401/2 feet below the existing grade using 18-inch-diameter bucket -type or 8-inch-diameter hollow -stem auger -type drilling equipment. Caving and raveling of the boring walls did not occur during the drilling; casing or drilling mud was not used to extend the borings to the depths drilled. The soils encountered were logged by our field technician, and undisturbed and bulk samples were obtained for laboratory inspection and testing. The logs of the borings are presented in Figures A-1.1 through A-1.4; the depths at which the undisturbed samples were obtained are indicated to the left of the boring logs. The energy required to drive the Crandall sampler 12 inches is indicated on the logs. In addition, to obtain information for the liquefaction study, standard penetration tests (SPTs) were performed in one of the borings; the results of the tests are indicated on the logs. The soils are classified in accordance with the Unified Soil Classification System described in Figure A-2. LABORATORY TESTS The field moisture content and dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the tests are shown to the left of the boring logs. Direct shear tests were performed on selected undisturbed samples to determine the strength of the soils. The tests were performed at field moisture content and after soaking to near -saturated moisture content and at various surcharge pressures. The yield -point values determined from the direct shear tests are presented in Figure A-3, Direct Shear Test Data. A-1 J Hoag Memorial Hospital Presbyterian —Revised Geotechnical Investigation September la 1999 Law/Crandall Project 70131-9-0330.0002 Confined consolidation tests were performed on five undisturbed samples. Water was added to one of the samples during the test to illustrate the effect of moisture on the compressibility. To simulate the effect of the planned excavation, three of the samples were loaded, unloaded, and subsequently reloaded. The ,results of the tests are presented in Figures A-4.1 through A-4.3, Consolidation Test Data. To determine the particle size distribution of the soils and to aid in classifying the soils, mechanical analysis was performed on one sample. The results of the mechanical analyses are presented in Figure A-5, Particle Size Distribution. A-2 j 0 f ui 0 ci 0 0 N m O m 0 only at the specific boring location and at the date indicated. 'minions at other locations and times. ELEVATION. (ft.) DEPTH (ft.) MOISTURE (% of dry wt.) DRY DENSITY (Ibs./cu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT• (blows/ft.) SAMPLE TYPE BORING 1 DATE DRILLED: June 3 and 4, 1997 EQUIPMENT USED: 18" - Diameter Bucket ELEVATION: 77" 3" Asphalt Paving - 4" Base Course 75 - SM FILL - SILTY SAND - fine, some debris, light brown ENCOUNTERED A 3/4"-DIAMETER ELECTRIC LINE AT A DEPTH OF 2' 6.6 109 2 SM SILTY SAND - fine to medium, light brown 70 - 5 9.2 108 - 3 Thin layers of Clayey Sand 11.3 117 4 se CLAYEY SAND - fine to medium, reddish brown 65 - _ 10 23.1 103 3 el CL SILTY CLAY - light brownish grey SM SILTY SAND - fine, light grey 15 11.3 104 3 60 - 7.0 99 4 W.. `:' " .` ` SP SAND - fine, lenses of Silty Sand, light brown 20 wn hereon applies e of subsurface c 55 - 7.9 5.5 105 103 4 5 ■ • , ,: .••V ,:s .••. i 4 • Number of blows required to drive the Crandall sampler 12 inches for depths of: 0' to 25' using a 1600 pound hammer falling 12 inches; Below 25' using an 800 pound hammer falling 12 inches. .• Elevations refer to datum of topographic map dated - 25 "::,• t. October 1993 by David A. Boyle Engineering. Note: The log of subsurface conditions sho It is not warranted to be representativ 50 - 7.0 108 10 ' �.: Yf, ��e mt. SANDY SILT - light grey and light brown - 30 16.7 107 9 4 45 - 6.9 97 14 8 , . .i .. :h.. •', fY • .: gp SAND - fine, light brown 40 - - 35 7.8 93 14 ■ • •; 4' •. % NOTE: Water not encountered. No caving. END OF BORING AT 40'. - 40 LOG OF BORING LAW/CRANDALL FIGURE A-1.1 0 U O Note The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated. It is not warranted to be representative of subsurface conditions at other locations and times. Z O a- w -, ' DEPTH (ft.) • MOISTURE (% of dry wt.) DRY DENSITY (Ibs./cu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT* (blows/ft.) SAMPLE TYPE BORING 2 DATE DRILLED: June 3, 1997 EQUIPMENT USED: 18" - Diameter Bucket ELEVAT ON: 77 " 3" Asphalt Paving - 6" Base Course 75 — 5.9 117 2 SM SILTY SAND - fine, brown Some medium Sand 5 5.0 115 5 70 — SC CLAYEY SAND - fine to medium, reddish brown - 24.9 102 3 v CL SILTY CLAY - light brownish grey 65 — _ 10 24.4 101 2 / I ML CLAYEY SILT - light grey and light brown - 15 60— 26.4 98 3 r • ,r Sp SAND - fine, light brown 6.7 96 3 •:' Few Gravel 55 — 20 5.7 106 4 WQ 14 .•D' �? 7.2 102 5 Ole• . 50 — - 25 3.4 105 10 . I ••;41:st. , ; :.;. 45 — - 30 8.6 107 14 • "r 22.6 106 12 _///� CL SILTY CLAY - light brownish grey 40— - 35 L 4.5 104 10 • . '. •� . , . '. SM SILTY SAND - fine to medium, light greyish brown NOTE: Water not encountered. No caving. END OF BORING AT 40'. 40 LOG OF BORING LAW/CRANDALL FIGURE A-1.2 1 0 on applies only at the specific boring location and at the date indicated. bsurface conditions at other locations and times. BORING 4 DATE DRILLED: June 3, 1997 - EQUIPMENT USED: 18" - Diameter Bucket ELEVATION: 76 ELEVATION - (ft.) DEPTH (ft.) ' MOISTURE (% of dry wt.) DRY DENSITY (lbs./cu. ft.) "N" VALUE STD.PEN.TEST BLOW COUNT' (blows/ft.) [SAMPLE TYPE 75 —r 1 '! r' SM 3" Asphalt Paving - 8" Base Course FILL -SILTY SAND - fine, some pieces of concrete, light brown 8.8 98 1 1.j''+' CLAYEY SAND - fine to medium, lenses of Silty Sand, 5 SC 70 — 7_r yellowish brown 6.5 117 3 "r''r 0 f a, � r_.r 12.: 107 a ,; Thin layers of fine Sand - 10 ', 65 — CL SILTY CLAY - thin layers of Clayey Silt, light brownish grey 24.8 101 2 Al SILTY SAND - 15 8.8 102 2 SM 60 — - fine, light brown 21.1 103 5 ' Light greyish brown 20 Sp SAND - fine, light brown 55 — 4.2 103 7 shown here tative of su 7.6 98 7 • ' Number of blows required to drive the Crandall sampler 12 inches for depths of: - 25 50 — '. I 0' to 25' using a 1800 pound hammer falling 12 inches; '•,} Below 25' using an 800 pound hammer falling 12 inches. Note: The log of subsurface conditions It is not warranted to be represen 8.1 96 9 ft;• •,` 45 — _ 30.:, 4.3 97 ti. 9.7 92 12 .' ., - 35 40 — fit:.. • NOTE: Water not encountered. No caving. 40 5.0 94 12 s.='' • END OF BORING AT 40'. LOG OF BORING A. LAW/CRANDALL FIGURE A-1.4 1 ' MAJOR DIVISIONS GROUP SYaASOL3 TYPICAL NAMES O�y.Oec OW Well sale Imes CLEAN GRAVELS Kbib • , ures. or gnoed gravels. gala -fiend mixtures. • GRAVELS (Mon then SOx Of fraction is (Lmr Or no fines) • a ��((�?j(l5 ( "+.' • GP Panty graoe0 gravels a gravel -sand mlaaaes, Ilene Or no Imes COARSE coarse LARGERMrn Me No.4 save sae) GRAVELS WITH FINES ai l el. 1 GM �:h Silty graves. gravel•aand-silt mixtures GRAINED SOILS (Moro man 50%//,. (Appradsde amount of fines) 1/)/, di1/. GC Clayey gravels. gravel -sand -clay mixtures of material Is LARGER man -gr NO.200 CLEAN SANDS ''''' •;•:::: • (. , SW Well graded sums, gravely sends, awe or no hoes sieve site) SANDS (aloe man 50% of coarse fraetiOn is (UM 0r no fines) • ' t : i : SP Poorly graded *anus or gravely sands, lime or no fines SMALLER Man the No.4 aiew size) SANDS WITH FINS ) SM Silty sands. aand-aia matures (Appr fina ciable amountunt Of l of 0 SC Clayey scars, sans -day mixtures tInorganic silts ono very One sands, rock flour. ally or clayey fine sands or cam fills wim slight mamma FINE SILTS AND CLAYS (Liquid Limit LESS man 50) / CL Inorganic days of low to medium plasticity. preveuy clays. sandy day*. silty clays. lean clays GRAINED SOILS (More man 50% OL Organic Pits ono organic sly days of low plasticity Of material i6 SMALLER man the No.200 I MAI Inorganic silts, micaceous or diatomaceous Mr sandy or silty soils, elastic silts sieve size) SILTS AND CLAYS (Liquid limit GREATER man 50) CH Incrganlc days Of high plastiary, fit days I OH Organic days of medium to high plasticity. organic silts PT Peat and omsr lugtty organic soils HIGHLY ORGANIC SOILS =IC jifll INDARY CI 444IFIr,ATIrN ci, Soils possessing cnaadaistls of IWO groups are designated by combinations di group symbols. PAPTICLE SIZE LIMITS SAND GRAVEL SILT OR CLAY Fine Medium Coarse Caar Coarse COBBLES BOULDERS No. 200 No. 40 No 10 No 4 314 In. 3 m. (12 in.) U. S. STA NOARO SIEVE SIZE UNIFIED SOIL CLASSIFICATION SYSTEM REFERENCE: The Unified Sail Classification System, Corps of Engineers. U.S. Amry Technical Memorandum No. 3.357, Vol. 1. March. 1953. (Revised Apnl. 113801. LAW / C R A N D A L L FIGURE A-2 U w 0 re 0 DATE 623/97 SURCHARGE PRESSURE in Pounds per Square Foot 0 1000 2000 3000 4000 5000 6000 1000 SHEAR STRENGTH In Pounds par Square Foot 2000 3000 4000 5000 6000 2G3 \ O \ 0 \ 406 1@21". •3612 4�18 2424- \ \ \ \ BORING NUMBER & DEP11-I (FT.) SAMPLE 4060 \ \ \ 203 0 \ • 1621 \ •4"18 2@24 •3012 VALUES IN USED /A \ \ ANALYSES \ \ \\ \ KEY • Samples tested at field moisture content p Samples tested after soaking to a moisture content near saturation '—Natural soils DIRECT SHEAR TEST DMA LAW/CRANDALL FIGURE A - 3 1 2 U DATE 6/26/97 131.70254.0001 CONSOLIDATION IN INCHES PER INCH O O O 2 2 O O W a,A t�i� N O O O LOAD IN KIPS PER SQUARE FOOT - 0.5 0.6 07 08 0.91.0 2.0 3.0 40 5.0 60 7.0 80 1 . Boring SAND �`- 4 at 341 Boring 2at2T SAND . •—... 1 '_ . ` 1 ` s. — \ • y N NOTE: Samples tested at field moisture content CONSOLIDATION TEST DATA LAW/CRANDALL QVN'0= A A A 9 ANALYSIS 8 0 8 8 0 0 0 RETAINED BY WEIGHT , ISIEVE U.S. Sid. Sieve Openings US.Standard Sieve Numbers HYDROMETER ANALYSIS 1• /2" 3/4" 3/8" #4 010 #20 *40 9100 #200 i oo3" 90 I- = 80 0 3 70 )- CO 60 0 Z 50 ---, 40 0_ I- 30 3 8 8 0 PERCENT W 0 20 1 Bating 3 29W to 30W w 0. 10 at SAND 01 N - N N a0 07 , ° r a!YI N II - CO• _ CO PARTICLE 0 10 It SIZE --e, 0 10 N In N. OD 00 IN MILLIMETERS CO of O 0 0 0 O CO n N 0 0 0 00 m 0 0 O !I N 0 0 0 0 0 0 0 0 GRAVEL SAND SILT OR CLAY Coarse I Fine Coarse! Medium I Fine PARTICLE SIZE DISTRIBUTION LAW/CRANDALL FIGURE A-5 APPENDIX B SOIL CORROSIVITY STUDY (BY M. J. SCHIFF & ASSOCIATES, INC.) -.3 1 M. J. SCHIFF & ASSOCIATES, INC. Consulting Corrosion Engineers - Since 1959 1291 North Indian Hill Boulevard Claremont, California 91711-897 Phone 909-828-0987 FAX 909-621-1419 E-mail SCHIFFCORROAOL.COM June 25, 1997 LAW/CRANDALL, INC. 200 Citadel Drive Los Angeles, California 90040-1554 Attention: Mr. Mike Shahabi Re: Soil Corrosivity Study Hoag Hospital Parking Structure, East Addition Newport Beach, California Your #70131-7-0254, MJS&A #97185 INTRODUCTION Laboratory tests have been completed on five soil samples we selected from your boring logs for the referenced parking structure project. Also included is soil corrosivity test data from this site that we tested in 1995 for Hoag Hospital. The purpose of these tests was to determine if the soils may have deleterious effects on underground utilities, hydraulic elevator cylinders, and concrete foundations. The scope of this study is limited to a determination of soil corrosivity and general corrosion control recommendations for materials likely to be used for construction. If the architects and/or engineers desire more specific information, designs, specifications, or review of design, we will be happy to work with them as a separate phase of this project. TEST PROCEDURES The electrical resistivity of each sample was measured in a soil box per ASTM G57 in its as - received condition and again after saturation with distilled water. Resistivities are at about their lowest value when the soil is saturated. The pH of the saturated samples was measured. A 5:1 water:soil extract from each sample was chemically analyzed for the major anions and cations. Test results are shown on Table 1. CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES PLANS AND SPECIFICATIONS • FAILURE ANALYSIS • EXPERT WITNESS • CORROSIVITY AND DAMAGE ASSESSMENTS 1 A LAW/CRANDALL MJS&A 3f97185 SOIL CORROSIVITY June 25, 1997 Page 2 A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a E soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an electrochemical process in which the amount of metal loss due to corrosion is directly proportional to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, following Ohm's Law, are inversely proportional to soil resistivity. Lower electrical resistivities result from higher moisture and chemical contents and indicate corrosive soil. A correlation between electrical resistivity and corrosivity toward ferrous metals is: Soil Resistivity in ohm -centimeters Corrosivity Category over 10,000 mildly corrosive 2,000 to 10,000 moderately corrosive 1,000 to 2,000 corrosive below 1,000 severely corrosive Other soil characteristics that may influence corrosivity towards metals are pH, chemical content, soil types, aeration, anaerobic conditions, and site drainage. Electrical resistivities were in moderately to severely corrosive categories with as -received moisture and at saturation. Soil pH values varied from 6.5 to 7.5. This range is slightly acidic to mildly alkaline and does not particularly enhance corrosivity. The chemical content of the samples was low. Tests were not made for sulfide or negative oxidation-reduction (redox) potentials because they would not exist in these aerated samples. This soil is classified as severely corrosive to ferrous metals. CORROSION CONTROL The life of buried materials depends on thickness, strength, loads, construction details, soil moisture, etc., in addition to soil corrosivity, and is, therefore, difficult to predict. Of more practical value are corrosion control methods that will increase the life of materials that would be subject to significant corrosion. 1 LAW/CRANDALL June 25, 1997 MJS&A #97185 Page 3 Steel Pipe Abrasive blast underground steel utilities and apply a high quality dielectric coating such as extruded polyethylene, a tape coating system, hot applied coal tar enamel, or fusion bonded epoxy. Bond underground steel pipe with rubber gasketed, mechanical, grooved end, or other nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion monitoring and cathodic protection. Electrically insulate each buried steel pipeline from dissimilar metals, cement -mortar coated and concrete encased steel, and above ground steel pipe to prevent dissimilar metal corrosion cells and to facilitate the application of cathodic protection. Apply cathodic protection to steel piping as per NACE International RP-0169-92. As an alternative to dielectric coating and cathodic protection, apply a 3/4 inch cement mortar coating or encase in cement -slurry or concrete 3 inches thick, using any type of cement. Hydraulic Elevator Coat hydraulic elevator cylinders as described above. Electrically insulate each cylinder from building metals by installing dielectric material between the piston platen and car, insulating the bolts, and installing an insulated joint in the oil line. Apply cathodic protection to hydraulic cylinders as per NACE International RP-0169-92. As an alternative to electrical insulation and cathodic protection, place each cylinder in a plastic casing with a plastic watertight seal at the bottom. The elevator oil line should be placed above ground if possible but, if underground, should be protected as described above for steel utilities. Iron Pipe Encase ductile iron water piping in 8 mil thick low -density polyethylene or 4 mil thick high - density, cross -laminated polyethylene plastic tubes or wraps per AWWA Standard C105 or coat with a high quality dielectric coating such as polyurethane or coal tar epoxy. As an alternative, encase iron piping with cement slurry or concrete at least 3 inches thick surrounding the pipe, using any type of cement. Bond all nonconductive type joints for electrical continuity. Electrically insulate underground iron pipe from dissimilar metals and above ground iron pipe with insulated joints. Encase cast iron drain lines in 8 mil thick low -density polyethylene or 4 mil thick high -density, cross -laminated polyethylene plastic tubes or wraps per AWWA Standard C105. As an alternative, encase iron piping with cement slurry or concrete at least 3 inches thick surrounding, the pipe, using any type of cement. Electrically insulate underground iron pipe from dissimilar metals and above ground iron pipe with insulated joints. • LAW/CIkANDALL June 25, 1997 MJS&A #97185 Page 4 Copper Tube Bare copper tubing for cold water should be bedded and backfilled in the silty sand at least 2 inches thick surrounding the copper. Hot water tubing may be subject to a higher corrosion rate. The best corrosion control measure would be to place the hot copper tubing above ground. If buried, encase in plastic pipe to prevent soil contact or apply cathodic protection. Plastic and Vitrified Clay Pipe No special precautions are required for plastic and vitrified clay piping placed underground from a corrosion viewpoint. Protect any iron valves and fittings with a double polyethylene wrap per AWWA C 105 or as described below for bare steel appurtenances. Where concrete thrust blocks are to be placed against iron, use a single polyethylene wrap to prevent concrete/iron contact and to eliminate the slipperiness of a double wrap. All Pipe On all pipe, coat bare steel appurtenances such as bolts, joint harnesses, or flexible couplings with a coal tar or elastomer based mastic, coal tar epoxy, moldable sealant, wax tape, or equivalent after assembly. Where metallic pipelines penetrate concrete structures such as building floors or walls, use plastic sleeves, rubber seals, or other dielectric material to prevent pipe contact with the concrete and reinforcing steel. Concrete Any type of cement and standard concrete cover over reinforcing steel may be used for concrete structures and pipe in contact with these soils. Please call if you have any questions. Respectfully Submitted, Reviewed by, M.J. SCHIFF & ASSOCIATES, INC. James T. Keegan Enc: Table 1 z:\docs-97\97185.doc i-ue7P.,hre Paul R. Smith, P.E. 4g ttOFESS/0 aga y 0R1043 t 6'Se'ol 41> OR0S\°`' �GF CMW°`�\ N(r J. SCHIFF & ASSOCIATES, INC. Consulting Corrosion Engineers - Since 1959 Sample ID Soil Type Resistivity as -received saturated pH Electrical Conductivity 1291 North Indian Hill Boulevard Claremont, California 91711-3897 Phone 909-284987 FAX 909-621.1419 E-mail SCHIFFCORR©AOL.COM Table 1- Laboratory Tests on Soil Samples Hoag Memorial Hospital Presbyterian, Newport Beach, California Your 070131-7-0254, MJS&.A 097185 June 20, 1997 Units ohm -cm ohm -cm mS/cm Chemical Analyses Cations calcium Ca' mg/kg magnesium Me mg/kg sodium Na' mg/kg Anions carbonate C032 mg/kg bicarbonate HCO3' mg/kg chloride C11" mg/kg sulfate S042 mg/kg Other Tests sulfide Redox ammonium nitrate 7.k.C\;pn ;� ti,ill", qual my NH4I+ mg/kg NO3h mg/kg S2. B-2 @ 9.5' clay B-3 B-5 @3.5' @T-7' silty silty sand sand 800 6,400 7,600 720 3,650 4,800 6.5 7.0 6.7 0.09 0.05 0.06 16 ND 86 ND 73 60 79 na na na na ND ND 104 ND 122 43 63 na na na na ND ND 77 ND 85 39 41 na na na na Page 1 of 2 B-7 B-7 @2.5' @14'-15.5' 1 silty sand 6,300 4,400 clay 775 740 6.5 6.6 0.06 0.15 ND ND 96 ND 85 57 56 na na na na Electrical conductivity in millisiemens/cm and chemical analysis are of a 1:5 soil -to -water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed docs97\97185.xls 32 10 116 ND 183 57 137 na na na na MANN CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES PLANS AND SPECIFICATIONS • FAILURE ANALYSIS • EXPERT WITNESS • CORROSIVITY AND DAMAGE ASSESSMENTS M : J. SbHIFF & ASSOCIATES, INC. • Consulting Corrosion Engineers - Since 1959 Soil Type 1291 North Indian Hill Boulevard Claremont, California 91711-3897 Phone 909426.0967 FAX 909-621-1419 E-mail SCHIFFCORRCAOL.COM Table 1- Laboratory Tests on Soil Samples Hoag Memorial Hospital Presbyterian, Newport Beach, California Your #70131-7-0254, MJS&A #97185 June 20,1997 silty sand Resistivity Units as -received ohm -cm 4,100 saturated ohm -an 3,300 pH 7.5 Electrical Conductivity mS/cm 0.15 Chemical Analyses Cations calcium Cat+ mg/kg 60 magnesium Mgt' mg/kg ND sodium Na' mg/kg 83 Anions carbonate 0332- mg/kg ND bicarbonate HCO31" mg/kg 195 chloride Cl1" mg/kg 28 sulfate S042" mg/kg 124 Other Tests sulfide S2" qual Redox my ammonium NH414 mg/kg nitrate NO31" mg/kg �gnjaa "ffS t..:`ki,liAi'h"AI na na na Electrical conductivity in millisiemens/cm and chemical analysis are of a 1:5 soil -to -water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed docs97\97I85.xls Page 2 of 24 CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES PLANS AND SPECIFICATIONS • FAILURE ANALYSIS • EXPERT WITNESS • CORROSIVITY AND DAMAGE ASSESSMENTS • '2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 B49.57411325 FAX 949.574.13.36 ARCH'TECTJRE AND INTER OR DESIGN October 17, 2001 Mr. Yousef Barar, Plan Check Engineer Building Department CITY OF NEWPORT BEACH P.O. Box 1768 Newport Beach, Califomia 92658-8915 ad4. .� d1 Se. Ij CITY OF NEWPORT G OEPAR REACH. C WPROVAL OF THESE PLANS GOES NOT CONSTITUTE EXPRESS OR WPM 4. HORIZATION TO CONSTRUCT ANY BUILDING W VIOLATION OF, OR INCONSIS TENT WITH, THE ORDINANCES. PLANS AND POLICIES OF THE CITY OF NEWPORT BEACH. THIS APPROVAL 00ES NOT GUARANTEE THAT THESE PLANS ARE, IN ALL RESPECTS, H COMPLIANCE WITH CITY, BUILDING ANO ZONING ORDINANCES. PLANS ANO POLICIES. THE CITY Of NEWPORT BEACH RESERVES THE RIGHT TO AEOUIRE ANY PERMITEE TO REVISE THE BUYOWG, STRUCTURE OR IMPROVE RENT AUTHORIZED BY THESE PLANS, BEFORE. NaR'AG OR AFTER CONSTRUC TION, If NECESSARY TO COMPLY WITH THE ORdtvAACES. PUNS AN0 POLICIES 9F `HE CITY OF NEYVPORT BEACH. APPLICANT'S ACKNOWLEDGEMENT - DEPARTMENT SIGNATUAL Re: Hoag Memorial Hospital Presbyterian cR IFcWoRKS Parking Structure FIE Response to Plan Check Comments PS*OI Gc Plan Check No. 6378-99 Taylor & Associates Job No. 1730.10 in Y Q Idgnaur,l Dear Mr. Barar: APPROVAL TO ISSUE OAT! C ^ The following are responses to your Plan Check Comments, dated October 1, 2001: Comment 1A: Response: Comment 2A: Response: Comment 3A: Response: Comment 4A: Response: Verify that signs are part of a separate permit. Signage Contractor shall obtain a separate permit for the signs prior to installation. Verify that no portion of wall or footing encroach beyond property line (i.e. north and east wall). DA, us TAYLOR & ASSOCIATES ARCHITECTS No portion of wall or footing encroaches beyond property line (i.e. north and east wall). Refer to Key Note 62 on Sheet A-1.1 and Detail A1/A-1.3 for information on the east wall. Excavations less than 5'-0" require Cal OSHA permit. Refer to Sheet A-1.1, Key Note 5, for the Cal -OSHA permit requirement. Also, refer to Sheet S-1, Section B, Key Note #12, for Cal -OSHA requirement. Shoring plan is required if distance between edge of excavation and property line is less than depth of excavation. Contractor is working simultaneously with Caltrans Right of Way as part of a separate project under a separate approval. No shoring is required due to proximity to property line because excavation is occurring on both sides of property line. Response to Plan Check Comments HOAG MEMORIAL HOSPITAL PRESBYTERIAN barking Structure 10/17/01 Page 2 of 4 Comment 5A: Response: Comment 6A: Response: Comment 7A: Response: Comment 8A: Response: Comment 9A: Response: Comment 10A: Response. Comment 11A: Response: Comment 12A: Response: Clearly show where perforated pipe will terminate to. Refer to Civil Drawing, Phase II Precise Grading Plan, Sheet 5 of 7 for the perforated pipe termination at the north retaining wall. Refer to Sheet A- 1.1, Site Plan for perforated pipe termination at the east retaining wall. Verify that new street light is constructed with a permit. Key note 51, Street Light, indicated on Sheet A-1.1 is for reference only. The street light is a separate project; it is part of the Caltrans Right of Way Project. Caltrans Permit Number is 00-0716 and project number for the City of Newport Beach is NB 993001. Specify Max. ret. condition for all retaining wall and verify that it match architectural drawings provided. The schedule for height for each category. Also, the wall height follows architectural drawings. It appears that front wall height varies. Max. elevation of front wall shall be clarified. The front wall has the same elevation. See submitted drawing. Clearly show where elevation E12/A5.1A and J1/A5.1A are cross- referenced. Detail E12/A5.1A and Detail J1/A5.1A has been cross-referenced on Sheet A-1.1 and Sheet A-1.2. Retaining wall detail A14/58.1 shall be revised. Detail provide is not acceptable unless new footing is deepened and extends below existing footing. Retaining wall detail A14/58.1 has been revised with same bottom elevation at both existing and new footing. Wall and footing reinforcing shall be clearly shown on structural details provided. Details provided shall match structural drawings. The wall and footing reinforcing in the calculations matches the details in the structural drawing. Justify using vertical component in resisting sliding forces. Detailed hand calculations are provided. See item 6 of sliding capacity. Response to Plan Check Comments ' HOAG %AEMORIAL HOSPITAL PRESBYTERIAN 'Parking Structure 10/17ro1 Page 3 of 4 Comment 13A: Response: When combining passive pressure with friction forces to resist sliding forces, passive pressure shall be reduced by 1/3. The passive pressure in sliding capacity check of item 6 is reduced by a factor of 1/3. The footing sliding capacity is sufficient to resist sliding force. Comment 14A: Wall thickness and footing thickness shall be specified on plan. Response' Details of A9/S-8.1 and A14/S-8.1 are revised to shown wall thickness and footing thickness. Comment 15A: Provide a complete design for section A9/58.1 hand calcs. shall be provided if computer program does not have the function to input load. Use of curb weight in calcs is not acceptable since curb could be moved at any time. Response. The detailed calculations of A9/58.1 are submitted herein. Since the curb is permanently fixed to the footing and will not be moved, the curb weight is considered in the calculations. Comment 16A: If no perforated pipe is provided at front then wall provided shall be designed accordingly (max. hydrostatic pressure). Response: The structural drawing S8.1 shows perforated pipe behind the retaining wall. Thus the hydrostatic pressure is not required to consider in calculations. Comment 17A: Provide material specification and verify that values used in calcs. match specification provided. Response: Structural drawing S-1 gives values of passive pressure, soil bearing pressure, and coefficient of friction (EARTHWORK, Item 9). Active pressure for cantilever retaining wall design is included in Law/Crandall soil report. A copy of active pressure value from soil report is attached here for verification. Response to Plan Check Comments HOAG MEMORIAL HOSPITAL PRESBYTERIAN ' Parking'Structure 10/17/01 Page 4 of 4 Comment on Detail Al on Sheet A-1.3: Where occurs? Response: Refer to Sheet A-1.2, Site Detail, Detail F1, for location of the concrete curb for the sign wall. If you require any additional information, please feel free to contact me. Sincerely, TAYLOR & ASSOCIATES ARCHITECTS City of NPB Comments 10-17-01 1tIO1.doc T8G TAYLORRUCTURA& GAINES A T M A D COMPANY ADDITIONAL CALCULATIONS OF RETAINING WALL DETAIL A14/S-8.1 FOR PARKING STRUCTURE EPARTMENI HOAG MEMORIAL HOSPITAL PRESBYTERIAN duILui“.3 n CITY of tit_ - : T BEACH, cANEWPORT BEACH, CALIFORNIA fPNOVAL OF THESE PLANS DOES NO: CONSTITUTE EXPRESS OR IMPLIED AR HORIZATION TO CONSTRUCT 1:>i; NVILOLN:G IN VIOLATION OF, OR INCONSIS 191T WITH, THE ORDINANCES, FLAK ANO POLICIES OF THE CITY OF NEWPORT SUCH. THIS APPROVAL DOES Nh' OU:LRANTEE THAT THESE PLANS ARE, IN ALL RESPECTS, IN COMPLIANCE :1HH C17v, RAILUING AND ZONING ORDINANCES, PLANS AND POUCHES. IRE Cif r O`?EWt e U,L@HGHRESERVES STRUCTURETHE RIGHT TO OR IMPROVE REQUIRE ANY AUTHORIZED D EE TO 'APN of;� H RING OR AFTER CONSTRUC• MENU NECESS D oY COO Plr�t5. O..E, ` ,W� POLI Es TION, IF NECESSARY TO COMPLY eIM .RE ONUAdANCES, PLANS l ay`lor & Associates Architects of 'HE CITY OF NEWPORT BEACH. APPLICANT'S ACKNOWLEDGEMENT: DIGNORU E�PARTMENT SIGNATURE DATE PUBLIC WORAS - PLANNINA APPROVAL TO ISNUE eV OAIL `a — �••► S�.L Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395.9 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com PASADENA • SAN DIEGO • ENCINO • ANAHEIM T&G •TAYLORp& RUCTURL GAINES A TMAO COMPANY PABADENA • SAN DIEGO • ENCINO sheet /5/1 / of by tY job no /315t date /Wei t Kat Pest (A9/ss. /) / Aet,//e Pn�rsure /q — 0.o35,r(8.25t/.5)= a31/ 404 1* — 2 4,434/0..25t/5)—/664t/ft M—/6644114 8,26t/5)=3.4o8Kft/lee 2, ,4tssi* PrerWe cox/ Jaya- /s y".-0i-a for Aasri✓e "rare. fig- /Xo.3 = 0I 3,f'.ff frn = 4X, 3 = /.2,tsf = i-x(4.37,/.2),r3 = 2.261/# 3 Sod / "At //&.ot =as/ 8,?5,j'eV/=2269.Cf Myj=2X2.6 7269-2..estyt/ft tee %i2d) 44-.e269X(8- /5,3/6 /1/t/ C ¢ tie) /14=/Xgig/ ASan. /3/3tlf /4,- /3/3X(2.5t2%/)-3,939if'/t/ft- Mor=/3/3X(8-3) =4.565 ,(Wit ,bl2, = a 4/ 3X (2,' 25) _ / 342 K f/ft AJa}=0,345 f2(2-/ 1-O,nf/ft t Ifs - /.5,j'2, 5Xa - a 4/3 04/3X(3.5t 2)-/962.Yft/ 6-,j'(2- )X0./5-0.3/it 44.0, ag (6 t 2 4) 2xft%t g4 gi XO,/5-0,3 Yl/ /LJ =0,31[8?,3,f',( .4 -/. stems- =/8Klf {4„ =4 — Z X/9X9 =>2/10t- �AQ4 3}/t94 Ate = 0, 3,r,„ '2 — 0,/K ft/ft T+ •TAYLORA& RUCTURL GAINES NEERS A TMAO COMPANY PASADENA • SAN DIEGO • ENCINO sheet /5A 2 of by tL job no 4395,,9 date /044 8, 5$e14 s�,Y 14 _/74'2 X0z0854'8.252-202501- 014-0185,j'2 �o .✓i2x9.63=/0.7e,Q/ft >i4-2o2544' 4 9 5oty if'1 rlavP •,CA/rel Alt = 21X z K2.52X/ SXO, /5 t / t,t' 2 X 2.5 z j' 8, 26X0 // = ¢ 955 ( ft/it d = /8 - 3 = /6' 4955X/2 4f'6.e' 0,9,f3X/2X/52 O,OOB AS = �'/ _ o, oe8X'3,t'/2xis o a72 i/t% /}z — 3 As =-XO.o72 =a.o96/zffrn use#sG/a' AS-4scr e-0.eta Z,-4 , of _ /4LK25, /sxas /4X45-x8,25XD,//— 3,961 q' 0.t — 0, 85X2X/2X/5.j /ODO /6.76 ,('tf , Y = 3, 964 ,t%Gf Foa Ajyt /fehft/7tlt/4 t mot' Toe /14 — / 4-f"-.j'452da 8 = // 01 ,t ft/ft Mw3 —/4X2 f26%A¢/5=O,724ift/�t / 4X0, 3X[2, 6 t J fr- SA = / 33 k ft4ct j1/at - / 4X0, 3 X(45-4r) - /, tnNit M.ti - /4,y2 X/5X45ZX/o,/5- 3/89 XfIA' - //, 54 -i723 /33 / 75-3 /8% = *348 Xitat /kb 4348X/2 0,007 -* ul — O, 007 $ '64L2 49,rsr/2X/ 2 6.4 ,ys _ k/ 6�G 0D07X�3 ri2X/5 — OD69/z�t /�, - 3 4 = 3 Xo,a43 = 0,08¢)z7ft lad l.,ee`, At-03/,yl Amin, 4f v - / A-X4SX0 8-44yi,4/3 -/, 4.y0.3 - / 4XD,3-/4.f'4.0X/ 5.Y0, /5 = 2.204Y('tf 014, =/6,74 Ktf ., 4-2,0N,(2,4 6,,F the TAYLOR^& NUCTUPIL GAINES A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO sheet OM -3 of by job no /995, date //o/. SDr� lresrare aae 2.Az, 4/.3/3t0.¢/3740,3tG13 t/8 = 6,39.5Kf eat 2906 t3,9_49f/942,'S 9" 2, 3 f 72-2D./#7— tit* e _ - M/k _ ¢ 24,/¢774.57408 a44¢, 6 395 /14-5Mo8Mft/ft- Can 6.395 ,t 6,395X4• Dd.P - o.791 t D.062 = 0, 80/ off (/ SXII 0't 04r„i 8-Y/ 6 X/X8t 4797Ksf >4 0k 5 Oav^t n& T /J — rAtai — /5.9/6 t6.565t/,.9/Cf7 D.¢ t01/-23.723,f'ft/ft F°repa »', M .37408 i7o 93. 723 - q.387 ?' /•5 4,# 6. Sat t9ata SG,it, fore v—/.hh i/ ✓✓G ,feJ/JiA7/Ct K — 2, 25K9 finite:e tits v — As%# — 0.5/6, 395 -.Ain k!f I`i iy Prep eAtze / — 3X2,25t3,/98 - 3.9¢8 If ✓F - {/ = 3, 9•F 8 2,373 ) /I., 7 /thOreeman'/ri fte/n 3 M - / 74'4,435X — 5568 —963` Ala 5568X/2 a 4 422 fls a LV �6f 4.423X3 D/2XR63 — 0./9 ase #6 a/21,, Ar = 8.4¢ t ' ASA* 4 44 4a,—D,39//GW- Hoag Memorial Hospital Presbyterian-Geotechnica! Investigation Law/Crandall Project 70131-7-0254.0001 /7/1 L 2/ August I. /997 foot may be used, provided the shallowest point of the footing is at least 1 foot below the lowest adjacent grade. To reduce the movement of the shoring, the rakers should be tightly wedged against the footings and/or shoring system. Deflection It is difficult to accurately predict the amount of deflection of a shored embankment. It should be realized, however, that some deflection will occur. We estimate that this deflection could be on the order of 1 inch at the top of the shored embankment. If greater deflection occurs during construction, additional bracing may be necessary to minimize settlement of the existing utilities within or adjacent to the site. If desired to reduce the deflection of the shoring, a greater active pressure could be used in the shoring design. Monitoring Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of all the soldier piles. We will be pleased to discuss this further with the design consultants and the contractor when the design of the shoring system has been finalized. 7.8 WALLS BELOW GRADE Lateral Pressures For design of cantilevered retaining walls below grade where the surface of the backfill is level, it may be assumed that the soils will exert a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot. The basement walls should be designed to resist a trapezoidal distribution of lateral earth pressure. The lateral earth pressure on the permanent basement walls will be similar to that recommended for design of temporary shoring except that the maximum lateral pressure will be allaitkliatigki per square foot, where H is the height of the basement wall in feet. 20 t Tz TAYLORA& RUCTURL GAINES A T M A D COMPANY ADDITIONAL CALCULATIONS OF RETAINING WALL OF DETAILS M1/S8.1 & M6/S8.1 FOR PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA Taylor & Associates Architects G,(Jdvn�l Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395.9 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com PASADENA• SAN DIEGO • ENCINO • ANAHEIM TAYLOR & GAINES TeG STRUCTURAL ENOI A TMAD COMPANY PASAORNA • SAN DIEOO • ENCINO • ANAHEIM sheet 4'-/ of by ,YL job no /996.9 date /44/ '1E:;'t Of Aitltat, /l f FAD, /, 4c ta/e ,rlsss/.14e IA-0..D35X0/#2-D.5t2)-D,452494 V-ixa452X(//t2-D.6)-2.%fl/ft- /-X(//42-0,,5),jr2448= 8984MfL/ft 2. 8issive /3-essare /2"siii /cep i,r ii71miedt€ ` r f.4ssirc Pressu e ✓ tfyi - /X 0.3 = D, 3Krf I B.O. F. —55 aA-04sitsf li,ft /1' 3. sa ' fat i &%t ,f'/D.9'lX07/ = 3.60¢ /r/f /14 - J'37 eo•st - 5#D5 Kft/ft (ar %a/) // ¢1//XD /6- / 7/3 /elf /%2-'7/341(37,- )=s996"ft/ft- = 6X2,j'e.//=/.5€tit /1143-/52Jc/0- 2)-924Kf/ft- i1/4 — 24'/04D'/5= 34" #4-t = Ms¢ - 2 ' 3X/D - /t{< ft/ft 8' G' /ride — 68'-5' tB/8" illy—s.A(sf t j.s-/.2/'f shart:ei 4r6®/8' T 4-3.6D¢X(/D-2X3)-9t24411/t/ft(At tee) 42 - /7/3X(i0 - 3, 5) - // /as,(, ft4ft A - /,32.f'2 - 3.1a Alt/ft sheet "-2 of TAG TAYLORA& INUCTURL GAINES by 42 A TMAD COMPANY PASADENA • SAN OIEGO • ENCINO • ANAHEIM job no /396.9 date Soil "insane - l✓—36D¢4/7/374/5271'3-9.637.Yf /tify — M—8po5t5,996 t9fit f/5-3564/kit* e M4tM4 ' 2 35.64/ t 8,984 5 467. 9,657 �'�"� 9.687 D.37X9637 /•/78 "'if!/5,f'9 O� O'awir /oX/ f 6 X�X/Oa D.969 t o,2/s� = 7BD Apr/ > a o,� 5. aerte /lo - gNei — 3D,631 f•///35f3,96 f/5— do. 729Kf/ft Fv Mo 6D. 729 = 4.74 /. Mq 8, 98f .. 5/i.-ii� zc4a ithay forte 74 — z. hs '!f "entire &drta-ue Pi-401.4 ,fa/state S/iiq Alesiffa tee =2X(o.3>/2),r9=22& ,e6ct gc =I5Ki637=1t8/9K/ff 11 j2.f5f.48/9-5569Viet 5r.9 226>/6- V 7 ligitasd?4 %Y&%s f/zesxat ire Slott AL— /740,pesx /o.:25—/29/5/'ft/ft d — 96 3 9/5,Yi2 D. 852 -3. !V = D, 054 0ntl/fleet° 0,D5t47l2X963—0,3/ircp/ft f 0 use #8®8 ", 9J D,79x — //S5it2> Arne • / A7 aiso ,es4 irc/ovrf /G. .200 .DODO X — /$t�630,99i.�Z Tab TAYLORA& GAINES A TMAD COMPANY PASADENA • SAN 01E00 • ENCINO • ANAHEIM sheet /f -3 of by YL job no /39.5 date /'1/ s, Stem sir CPe 11,,—/7X2XO.D35,r/D,922- 3.5st8.f'f ye% = D 86X2 j jD wed' 3°68—/D.7,6 a54e9 4 f D ( 9 FDDtrm9 "ear/east at filed //4X2XSZr2X0/5t/4X2X32X/D,92.rD.//=9458iftlyee tL=24-3=2/` M� 455,02 a,DDB -i u/—o.00s 4,/,417 D,9X3//2X2i2 4s _ __ _ /Anti' ' .2X2/ D, /D/ iy 2 Ate«. — �s — 3 Xa. /D/ — O, /366Ls /Ce #6O/5` qr =D,,etx 8-D,29az27f1 s D� /w —/#X3X249,/6#L4X3,t'/D.92.j'O✓/ = 6.3ofl44 014— 0.85.12X/2X2/X MOO 23.4-61.?lf >4 = 6.34C ,(' f /D. icoSirr�. /einfrYGimdnt" ot" TDe gnat dat *' tD%L/vr6SS/I/ e Aid/ — 2 X6 st'D,7BX/¢ •i- t.r0,757, 41,r/4 —2/,DS9A' fr Aumsykt due to oaerdura fovt& u'i At Hirt —/.4X(1.r2T2XD✓/t ,rn6`XD/6) =/3/DILKft Mk=2/D5y-/9/D4-7955Kft 6=o..75t &7e-475)=/D07At 7956a22 —D.DD7 RJ—D,OD7 .74I' D,9X.3x/ZX22 / D.oD7X3X/2x2i o, oy irs2 s„„k _ 4/ a y — D, /2iro z /ise*GO/s"AJ—o•29/ A. :,, D,� T&G TAYLORRUC A& GAINES A TMAD COM•ANY PASADENA • SAN DICGO • ENCINO • ANAHEIM sheet X-1 of by KL job no /395. date /%/ n- /ft% /4 475,,` _/¢,r?X%X(D,//7`4 =O//,C// M ¢6¢14-3,01/K/f o� THIED10 LAG® and FIRCeS►ORI® ■ 1 through 3-hour fire resistance ■ long tenn protection ■ highly decorative finishes ■ Interior and exterior usage ■ easy maintenance ■ cost -saving shop application ■ blends with the NCF'I architecture ■ approved by honing officials ZO JVVQ Paris Casino Resort, (Eiffel Tower), Las Vegas, NV N:S__Ihenv N1-('III :VI. IV(. is a Alissouri based corporation engaged in dcsclopmcnt and manufacture of lire proration materials and s\ steals. Grout) in product acceptance has been si!rnilieant due In the proten and reliable Su-( hrn,A Hr¢rLprar rrr., 1r. I nui,, IIU performance under actual fire conditions. The patented products are a spin off deselopment of the former Thermal Ssstems His 1111111 of Cm ersnn Electric dating its origin to 1956. 'this clisision pio- neered the use of sublimation for Inperthcrncd protection. I,r,s Re,,�r,r 1lna' I9i�h( Notable successes include heat shield- ing for the Little doe Space Capsule, Polaris .\-? and Saturn Rockets. \-15 .Airplane and mans others. Background and resources available at NE-('IIEVI are essential in affiancing state of the art fire protection and nest generation products. VE-(HI,AI's products :ire rigorousls tested b} an impressise list of agencies, including: • OI'1. Omega Point I aburalories. Inc. • t L. —1 nders'riters I. aburalories_Inc. and mans leading oil and petrochemi- cal companies. I lit products are tested under .A S 1 Vl 1.-119. In drocarbon and jet fire cot ironntents. Pittsburg, California, City Hall INTRODUCTION THERMO-LAG 3000 is the fourth generation of epoxy based, exterior rated, thin film, subliming fire resistive coatings. When THERMO-LAG 3000 is exposed to flame, it volatilizes at fixed temperatures, absorbs and blocks heat, and exhibits a volume increase. It is rugged and can be applied in fabrication shops for cost and scheduling efficiency. THERMO-LAG 3000 cures to a hard, tough, protective finish that withstands abusive handling in transport and job site erection. Low coating thickness allows aesthetically desirable architectural expression of the steel THERMO-LAG 3000 is approved by major building officials, fire tested by major laboratories and petrochemical companies. DEPENDABLE PRODUCT PERFORMANCE • Most efficient epoxy based system in the market • Exterior rated by Underwriters Laboratories, Inc. • Long term durability • Suitable for pre -erection installation • Aesthetically desirable finishes • ASTM E-84 Class A rated • Low Maintenance • V.O.C. compliant • High Bond Strength • Follow Up Service by Underwriters Laboratories, Inc. and Omega Point Laboratories, Inc. APPLLCATION AREAS • Clem - Oust Free - Room • Petal Cadets • Parkleg FeONes • Schools / NOtels • Industrial Complexes UL® DESNCN EXAMPLE THERMO-LAG 3000 ASTM E-119 — beam Design No. N608 Beam Rating Film Thickness Restrained Unrestrained minutes inches inches 60 0.12 0.12 90 0.12 0.12 120 0.13 0.12 180 0.30 0.23 240 0.47 0.39 Commerce Bank, Frankfurt, Germany INTRODUCTION FIRE -SORB is a subliming, intumescent, thin film, one component, fire resistive coating which is spray applied directly to primed steel surfaces. It provides a hard, durable, aesthetically pleasing finish that follows the shape of the steel, while providing the specified level of fire resistance. FIRE -SORB 1001 is applied to structural elements such as beams and columns for the protection against loss of structural strength during exposure to fire. Multiple hourly fire ratings can be provided. Old Navy Retail Center, San Francisco OUTSTANDING FEATURES • 1 through 3 hour fire ratings • Recognized by major building officials • Enables profile of steel work to be retained as an aesthetic feature • Excellent durability • High impact strength OPL® - Omega Point DESIGN EXAMPLE FIRE-50R51001 ASTM E-119 - W10 x 49 column Design No. C303 Colton Rating Film Thickness hours inches 1.0 0.060 1.5 0.080 2.0 0.090 3.0 0.130 APPLICATION AREAS • Hotels • Recrealiom Complexes • Atriums • MO Ilse Rdana • MUM Comgle>tes • Ease of application • V.O.C. compliant • Class A rated • Classified by Omega Point Laboratories, Inc. with Follow Up Service VC-( IlF VI's research and dcselupnumt lahurllon cnnsisls of a closeb Lnit 2rnup of research scientists. complimented bs state of the art analytical and quality control equipment. In addition. V1' -( III (\I operates a Lire research testing laboratory capableof perlorming a %side range of fire endurance tests. \(-( lII1AI's production facilities are equipped %silft large capacity raising mills, continuous forming presses. eytrusion molding and processing lines. surface grinners and [mull Icmperal ure curing capabilities. Products are sold umler the trademarks oI' Illtk-SUltIt and l III RAID -I A(, . These subliming materials base been tested e%rensis els for the proleclinn of structural steel util'ved in commercial and institutional buildings. industrial and petrochemical facilities, pro%er generating plains. offshore plallinun_ floating production ships. computer chip Ill anufactrriu2 planes. ilea VC-( ALAI also pro% ides Technical licld support for the produce lines on ;m international basis through the cnnlp;lm's new sen ice group. Key to Ills unrrnin2 success nl VI (IIICA1 is the abilit% to [onside salts and d technical sen ice to our ssnrIll %% ide ee6toilter INlse. Safeco Field, Seattle Mariner's Office Complex OUTSTANDING FEATURES • Tested to high intensity pool fire specifications • Exterior rated by Underwriters Laboratories, Inc. • Available in prefabricated panels and preformed conduit sections • Features a ready -access design THERMO-LAG 3000 cam be Mee Mad to MSS steel. ADVANTAGES • ayes the sad cost • aealealitly reams on*s labor ■ assure teaMEM ■ adebalus Merton with other trade APPLICATION AREAS • Cobb Hays • Notts • Sego lee • Mtn! Worts 1. Steel sprayed Ma THERMO-LAG 3000 2. I fabricates yard then plied for transport to lob site, EXPERIENCE ADAPTED TO BUILDING CONSTRUCTION THERMO-LAG Prodmds have been used globally li offshore sad ousbere chemical aid gelrecheralcal protects for ever two deader. These successful appaatlons led to the development of say sod Improved products we otter to the building aisOletloi Maul pki-Cheml 2200 Cassens Drive St. Louis \IO 63026 Offshore platform in the North Sea Tel: 636.349.1515 Far: 636.349.1309 • Classified by UL®1709 program, 1 through 4 hour ratings • Certified by Lloyd's Register of Shipping. (LRS), Det Norske Veritas (DNV), and American Bureau of Shipping (ABS) • Exterior Rated / Rugged / Durable • Global applicator network • Approved by major chemical and petro-chemical companies • Manufactured under UL® and 0PL® Follow Up Service e-mail: info(ai Nu-CliemUSA.com Net: wvvvi.Nu-ChemUSA.com u-qherr.ir�c TIIERMO-LA G 3000 Subliming Epoxy Based Fire Resistive Coating ARCHITECTURAL SUBMITTAL PACKAGE NU-CHEM, INC. • 2200 CASSENS DRIVE • ST. LOUIS, MISSOURI 63026 USA y (636) 349-1515 • Fax (636) 349-1309 • wwwNu-themUSA.a • E-Mail: Info @ Nu-ChemUSA.com TABLE OF CONTENTS 1 THERMO-LAG 3000 Brochure 2 THERMO-LAG 3000 • Product Data Sheet • Material Safety Data Sheet (MSDS) 3 THERMO-LAG 3000 Architectural Specification 4 Omega Point Laboratories (OPL) Certification • Design No. C 301 1, 2, 3 Hour Rating - Columns (I -Sections ) • Design. No. B 303 1,11/2, 2 and 3 Hour Rating - Restrained and Unrestrained Beam • Design No. C 304 NPD 1, 2, 3 Hour Rating - Rolled Hollow Sections (RHS) • ASTM E 84 Surface Burning Characteristics Underwriters Laboratories. Inc. (UL) Certification • Design No. N 608 1,11/2, 2, 3 and 4 Hour Rating - Restrained and Unrestrained Beam 5 Underwriters Laboratories, Inc. • 1709 Environmental Test Program 6 Omega Point Laboratories Recognition SECTION 1 THERMO-LAG 3000 Brochure [�lu-ChM. COMMERCIAL MARKET Exterior Rated Fire Protection For Structural Beams And Columns Material Description THERMO-LAG 3000 is a subliming, two component, epoxy based fire resistive coating which is spray applied directly to primed steel surfaces. THERMO-LAG 3000 cures to a tough, durable, protective finish that withstands handling, transport and job site fabrication. Low coating thickness allows for aesthetically pleasing architectural finishes for exterior and interior applications. bade Usa THERMO-LAG 3000 is applied to structural beams and columns to provide fire ratings for 1, 2 and 3 hour protection based on ASTM E 119. FEATURES AND BENEFITS: • Rated By Underwriters Laboratories, Inc. (UL) And Omega Point Laboratories, Inc. (OPL) for 1, 2 And 3 Hour Ratings ■ Most Efficient Epoxy Based Fire Resistive Coating In The Market • Corrosion And Long Term Fire Protection In One System • Rugged And Durable ■ Successfully Passed The UL 1709 Environmental Test Program • High Flexural Strength • Low Flame Spread And Smoke Development - Class A (ASTM E 84) • Lowest Applied Weight 0f Any Exterior Rated Fire Resistive Coating THERMO-LAG — HOW IT WORKS Sublimation is a process which uses massive amounts of thermal energy in effecting a transformation of a solid material directly into a gas without an intermediate liquefying stage. The fire rating provided by THERMO-LAG 3000 is largely determined by the applied thickness and steel mass. Generic type: THERMO-LAG 3000 is. A Two Component, Epoxy Based, Subliming Fire Resistive Coating --:Pefcent Solids 95% or 100% Versions Available Color: Part A: Light Gray Part 8: Dark Gray Application 14 hod: Must be applied by trained applicators. Spedalized plural component equipmentfor 10094, solids and single wtnponent airless equipment for 95% solids is recommended. ng Ratio by Volume: 1:1 Pot Lffe @ 77'F (25°C): 20. 30 minutes MS% Solids) Cure tmw rm, 77°F.(YS°C): Recoat ' 1-5 hours Touch: , 1t4hours Handle 49'hours 7gpeo5t 48ihalrs Storage,' °F (326C) Maximum 02000 Nu -Chem, Inc PRE -ERECTED SHOP APPLICATION CAN BE SHOP APPLIED TO STRUCTURAL STEEL ADVANTAGES: N Saves Time And Cost ■ Significantly Reduces Onsite Labor ■ Assures Top Quality ■ Minimizes interface With Other Trades 1. Steel sprayed with in tabricatiion yard... 2. Then lifted for transport to joh site... 3. Loaded on truck... 4. And erected at job site. u-Chemalnc Classified, Certified or Recognized by • Underwriters Laboratories, Inc. (UL) • Omega Point Laboratories, Inc. (OPL) • Lloyd's Register of Shipping (LRS) • Det Norske Veritas (DNV) UV DESIGN EXAMPLE THERMO-LAG 3000 AOTM■ 119-Beam Deaden No. NOW Beam Ratdng : Dry PI1m Thldmaea Restrained Unrestrained mimes inches (non) itches (mm) BO 0.12 (3.0mml 0.12 (3.0mm) 90 0.12 0.0mm1 0.12 13.0mml 120 0.12 13.01mm1 0.13 13.3mml 180 0.23 21.8mm) 0.30 (7.8mm8 240 0.30 (9.9mm) 0.47 (11.9mm) Additional ASTM E 119 testing has been performed by Omega Point Laboratories, Inc. (OPL) on a wide variety of structural steel column and beam sizes. jj9YD'S REGISTER OF SHIPPING RRS% MO DET NORSIE VERITAS IDNVI CERTIFICIPON THERMO-LAG 3000 is certified by Lloyd's Register of Shipping (LRS) and Det Norske Veritas (DNV) for a wide variety of structural steel sizes ranging from Hp/A 30 to 250 (W/D .54 to 4.5) based on the hydrocarbon time/temperature curve. The certificatesspecifytheTHERMO-LAG3000 thickness required to limit the steel core temperature to 200°C - 750°C (392°F - 1382°F) for 1, 2 and 3 hourratings on a wide variety. of HP/A's (W/D's). UNDERWRITERS LABORATORIES. INC. 1709 ENVIRONMENTAL TEST PROGRAM THERMO-LAG 3000 was exposed to accelerated aging, high humidity, industrial atmos- phere, salt spray and combined wet, freeze and dry cycles followed by the UL 1709 fire endurance test with successful results. EXPLOSION TESTING THERMO-LAG 3000 was exposed to a full scale, simulated explosion test with successful results which demonstrate the: ability to withstand a 1.43 bar explosion loading, 5STM''E 94 TESTI84 Class A APPLICATION STEPS 1, Grit blast to SSPC-5P6 2. Apply approved primer 3. First coat of THERMO-LAG 3000 4. Apply fiberglass or High Temperature Fabric reinforcement 5, Final coat ofTHERM0-LAG 2000 to specified thickness 6. Apply approved topcoat ■ Follow Nu-Cherns installation guide at all times For additional information about other W/D values, beam and tubular sizes, please contact: NU-CHEM, INC, 2200 Cassens Drive, St. Louis, MO 63026 USA Tele: 636-349-1515 Fax: 636-349-1309 www.Nu-ChemUSA.can E-Mail: bto*Nu-ChemUSA.com 0 2000 Nu horn, Inc SECTION 2 THERMO-LAG 3000 • Product Data Sheet • Material Safety Data Sheet (MSDS) piu-Chernyinc I THERMO-LAG 3000 THERMO-LAG 3000 (95% SOLIDS) PRODUCT DATA SHEET PRODUCT DESCRIPTION BASIC USE TESTING THERMO-LAG 3000 is a two component, subliming, epoxy based, fire resistive coating which is spray applied directly to primed steel surfaces. It provides a hard, durable, aesthetically pleasing finish that allows the shape of the steel to be maintained while providing the specified level of fire resistance. THERMO-LAG 3000 is applied to structural elements such as beams and columns for the protection against loss of structural strength during exposure to fire. Multiple hourly fire ratings can be provided for exterior and interior applications. Underwriters Laboratories, Inc. (UL) Omega Point Laboratories, Inc. (OPL) Southwest Research Institute Tested to UL 1709, ASTM E 119, Hydrocarbon Time/Temperature Curve, Jet Fire and ASTM E 84 COMPOSITION & NOMINAL PHYSICAL PROPERTIES Composition Non volatile by weight Theoretical spread rate Weight per gallon V.O.C. Consistency Warranted shelf life Color SURFACE PREPARATION Finish Catalized Epoxy 95% ± 2% 1524 ft2/gal @ l mil DFT 11.0 (±.5) lbs/gal 0.52 lbs/gal Thick paint 6 months Part A: Light grey Part B: Dark grey Textured Preferred: Grit blast steel surface to SSPC-SP6 and apply approved primer in strict accordance with primer manufacturer's written instructions. PRIMER Consult Nu -Chem for a list of approved primers Nu -Chem, Inc. • 2200 Cassens Drive • St. Louis, MO 63026 • 636-349-1515 636-349-1309 (FAX) • Info@Nu-ChemUSA.com (E-Mail) • www.Nu-ChemUSA.com THERMO-LAG 3000 (95% SOLIDS) PRODUCT DATA SHEET TOPCOAT TEMPERATURE/HUMIDITY METHOD OF APPLICATION APPLIED THICKNESS PACKAGING STORAGE CONDITIONS CLEAN UP Must be topcoated with an approved topcoat. Consult Nu -Chem for approved topcoats. THERMO-LAG 3000 shall be applied only to dry, primed surfaces. The temperature of THERMO- LAG 3000 and surfaces to be coated shall be above 40°F (5°C) during application and curing cycles. Humidity shall be Tess than 85% and the temperature shall be 5°F (3°C) above the dew point. Install any protective cover required for the protection of newly applied THERMO-LAG 3000 from rainfall and/or hard freeze. THERMO-LAG 3000 (95%) is applied by utilizing a 45:1 King or 67:1 Premier (or equivalent single component equipment). Trowel for touch-up only. Consult THERMO- LAG 3000 Application Guide (latest revision). THERMO-LAG 3000 must be applied by trained applicators. Dry film thickness is dependent on the hourly rating and W/D (Hp/A) of the steel to be protected. (Reference certificates) The final thickness must be approved by the architect and owner. 4.5 or 9 Gallon (US) kits THERMO-LAG 3000 must be stored off the ground in an area assigned for that purpose by the owner. Storage of THERMO-LAC 3000 must be protected from temperatures above 90°F (32°C). Toluene, MIBK, MEK, or most paint thinners Technical data contained in this data sheet is accurate to the best of our knowledge. No warranty is expressed or implied. MATERIAL SAFETY DATA SHEET PRODUCT NAME: Thermo -Lag 3000 (95%) Part A NU-CHEM, INC. 2200 Cassens Dr. Fenton , MO 63026 PHONE: (636) 349-1515 Emergency Telephone No. with Chemtrec 1-800-424-9300 International (call collect) 703-527-3887 DATE ISSUED: 9/25/2000 HMIS HAZARD RATINGS LEAST 0 SLIGHT 1 MODERATE 2 HIGH 3 EXTREME 4 HEALTH HAZARD FLAMMABILITY HAZARD REACTIVITY HAZARD MAXIMUM PERSONAL PROTECTION 2 3 0 B SECTION I - PRODUCT IDENTIFICATION PRODUCT NAME: Thermo -Lag 3000 (95%) Part A PRODUCT CLASS : Epoxy Subliming Coating D.O.T. HAZARD CLASS: D.O.T. Shipping Name: D.O.T. Number: SECTION II - PHYSICAL DATA APPEARANCE AND ODOR : Light gray viscous liquid, with solvent odor. BOILING POINT (at 760 mm Hg): >232°F(111 °C) (Paste) VAPOR PRESSURE (at 20C or 68F): 24 mm Hg EVAPORATION RATE (ether = 1): much slower VAPOR DENSITY (Air = I): 3.2 TRADE NAME Flammable Liquid Paint UN 1263 WEIGHT PER GALLON (lb. ): PERCENT VOLATILES BY VOLUME: VOLATILE ORGANIC CONTENT (VOC): SOLUBILITY IN WATER: 10.5±0.75 <8 % 0.52 lb/gal very low SECTION III - INGREDIENTS AND HAZARDS CAS # PERCENT OCCUPATIONAL EXPOSURE LIMITS OSHA PEL ACGIH TWA *Toluene 108-88-3 5 by wt. 200 ppm 50ppm Primary Hazard: Narcosis Bisphenol A(Epichlorohydran) 25068-38-6 31 by wt. Not Established (Reaction Product) $Fibrous glass, continuous filament (total dust) 65997-17-3 0-3 by wt. 15 mg/m3 10 mg/m3 (respirable dust) 5 mg/m3 Primary Hazard: Respiratory effects Acrylate Monomer 15625-89-5 9% by wt 15 mg/m3 10 mg/m3 * Indicates toxic chemicals subject o the reporting requirements of Sec ion 313 of Title III and of 40 CFR 372 Carcinogenicity of fibrous glass: NTP: No IARC: No Z List: No OSHA Reg: No IARC categorized fibrous glass as not classifiable with respect to human carcinogenicity. Toluene Reportable Quantity: 1,000 Ib. Concentration of Hazardous Substance: 5% Reportable Quantity of Product: 40,0001b. $ Hazard for this material is as a dust only. This hazard is eliminated in liquid paints. Dust hazard may be applicable if dried coating is subjected to grinding and/or sanding operations. SECTION IV - FIRE AND EXPLOSION HAZARD DATA FLAMMABILITY CLASSIFICATION OSHA : Flammable Liquid, Class IB FLASH POINT : 40 °F ( 4 °C ) DOT : Flammable Liquid TEST METHOD: TCC FLAMMABILITY LIMITS LEL: Not Avail UEL: Page 1 of 3 155-060 A Administer oxygen if breathing difficulty persists and slight temporary eye irritation. Consult medical personnel Remove and wash contaminated clothing before reuse. occurs. MATERIAL SAFETY DATA SHEET PRODUCT NAME: Thermo -Lag 3000 (95%) Part A EXTINGUISHING MEDIA : Foam, carbon dioxide and dry chemical. SPECIAL FIRE FIGHTING PROCEDURES : Water spray may be used to cool unruptured containers. Firefighters must use self-contained breathing apparatus with a full face piece operated in a pressure demand mode to prevent inhalation of hazardous decomposition products. Use appropriate extinguishing media to control fire. Water may cause violent frothing if sprayed directly into containers of burning liquid. UNUSUAL FIRE AND EXPLOSION HAZARDS : Keep away from heat, open flames, sparks and areas where static charge may be generated. Do not apply to hot surfaces due to possible fire and explosion risk. Sealed containers may rupture if overheated. Solvent vapors are heavier than air and may travel considerable distance to a source of ignition and flash back. HAZARDOUS DECOMPOSITION PRODUCTS : Thermal oxidative decomposition can produce toxic gases, including oxides of nitrogen, hydrocarbon fragments and carbon monoxide. SECTION V - REACTIVITY DATA STABILITY UNSTABLE STABLE X CONDITIONS TO AVOID: Not applicable. INCOMPATIBILITY (MATERIALS TO AVOID) : Strong Oxidizers, Strong Bases, Acids, Amines HAZARDOUS POLYMERIZATION MAY OCCUR WILL NOT OCCUR X CONDITIONS TO AVOID : Not applicable SECTION VI - HEALTH HAZARD DATA THRESHOLD LIMIT VALUE : See HAZARDOUS COMPONENTS list in Section III. EFFECTS OF OVEREXPOSURE : Inhalation of solvent vapors: Overexposure can cause nasal and respiratory irritation, anesthetic effects, dizziness, possible unconsciousness and asphyxiation, stupor, weakness, fatigue, headache and nausea. Inhalation of free pigment dust: Overexposure can cause coughing wheezing, shortness of breath, restricted nasal passages and lung injury. Eyes: Direct contact with product may result in eye irritation. Skin: Prolonged or repeated contact with product may cause skin irritation. Swallowing: Gastrointestinal irritation, nausea, vomiting, diarrhea, death, aspiration into the Lungs which can be fatal. CHRONIC (LONG TERM. CUMULATIVE): Reports have associated repeated and prolonged occupational overexposure to solvents with permanent brain and nervous system damage. Intentional misuse by deliberately concentrating and inhaling the vapors may be harmful or fatal. PRIMARY ROUTES OF ENTRY: Eyes, Dermal and Inhalation FIRST AID PROCEDURES : If Inhaled: Remove to fresh air. Restore breathing if necessary. contact medical personnel for advice. If in Eyes: Flush with flowing water immediately . May cause if irritation persists. If on Skin: Thoroughly wash exposed area with soap and water. Consult medical personnel if swelling or reddening If Swallowed: Get immediate medical attention. SECTION VII - SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IF MATERIAL IS RELEASED OR SPILLED : Remove all sources of ignition. Keep unnecessary people away. Contain spill with inert material (sand, earth, ect.) and transfer the material to containers for recovery or disposal. Keep spill out of sewers and open bodies of water. Use protective gloves, goggles and clothing. Maintain adequate ventilation and use respiratory protective devices, avoid the breathing of vapors. WASTE DISPOSAL METHOD : Dispose of in accordance with Federal, state and local regulations regarding pollution. Page 2 of 3 155-060 A MATERIAL SAFETY DATA SHEET • PRODUCT NAME: Thermo -Lag 3000(95Yo)Part A SECTION VIII - SPECIAL PROTECTION INFORMATION VENTILATION TYPE : Sufficient ventilation should be provided through both local and general exhaust to keep the air contaminant concentration below applicable OSHA Permissible Exposure Limits (PEL) and ACGIH's Threshold Limit Values(TLV). Appropriate ventilation should be employed to remove hazardous decomposition products formed during welding or flame cutting operations of surfaces coated with this product. RESPIRATORY PROTECTION : Respiratory protective devices must be used, in conjunction with and as a back-up to engineering and administrative controls, to maintain TLV and PEL of airborne contaminants below the listed values for those hazardous ingredients identified in Section II of this MSDS. Observe OSHA regulations for respirator use (CFR 29 1910.134) whenever a respirator is needed. Particulate, chemical cartridge, air -purifying half -mask respirators can be used within certain limitations; consult the respirator manufacturer for specific uses and limitations. In confined, poorly ventilated areas where the airborne contaminant concentrations are heavy or unknown, the use of a NIOSH/MSHA approved fresh -air supplied respirator is mandatory. PROTECTIVE GLOVES : Impervious, cotton lined rubber EYE PROTECTION : Chemical resistant splash goggles OTHER .PROTECTIVE EQUIPMENT: Use chemically resistant coveralls or apron to protect against skin and clothing contamination. HYGIENIC PRACTICES: Wash hands and other contaminated skin areas with warm soap and water before eating. SECTION IX - SPECIAL PRECAUTIONS PRECAUTIONS TO BE TAKEN IN HANDLING AND STORAGE : Store in dry area. Keep closures tight and upright to prevent leakage. Do not store in high temperature areas or near fire or open flame. WARRANTY STORAGE CONDITIONS MAXIMUM AVERAGE TEMPERATURE (FOR WARRANTY PERIOD) BELOW 80° F MAXIMUM DAILY AVERAGE TEMPERATURE BELOW 90° F OTHER PRECAUTIONS : Use only with adequate ventilation. Avoid breathing of vapor or spray mist. Avoid contact with eyes and skin. In confined areas, wear an appropriate, properly fitted respirator. Do not take internally. Keep out of the reach of children. Do not reuse or alter containers without proper industrial cleaning. Do not weld or flame cut empty, uncleaned containers due to potential fire and explosion hazard. The information and recommendations contained herein are based upon data believed to be correct. However, no guarantee or warranty of any kind, express or implied, Is made with respect to the information contained herein. It is the user's responsibility to determine the suitability of this information for the adoption of the necessary safety precautions. We reserve the right to revise Material Safety Data Sheets periodically as new information becomes available. Page 3 of 3 155-060 A MATERIAL SAFETY DATA SHEET • PRODUCT NAME: Thermo -Lag 3000 (95%) Part B NU-CHEM, INC. 2200 Cassens Dr. Fenton , MO 63026 PHONE: (636) 349-1515 Emergency Telephone No. with Chemtrec 1-800-424-9300 International (call collect) 703-527-3887 DATE ISSUED: 9/25/2000 HMIS HAZARD RATINGS LEAST 0 SLIGHT 1 MODERATE 2 HIGH 3 EXTREME 4 HEALTH HAZARD FLAMMABILITY HAZARD REACTIVITY HAZARD MAXIMUM PERSONAL PROTECTION 2 3 0 B SECTION I - PRODUCT IDENTIFICATION PRODUCT NAME: Thermo -Lag 3000 (95%) Part B PRODUCT CLASS : Subliming Coating Catalyst D.O.T. HAZARD CLASS: D.O.T. Shipping Name: D.O.T. UN Number: SECTION II - PHYSICAL DATA APPEARANCE AND ODOR : Black viscous liquid, with Solvent and Mercaptan Type odor. BOILING POINT (at 760 mm Ng): VAPOR PRESSURE (at 20C or 68F): EVAPORATION RATE (ether = 1): VAPOR DENSITY : TRADE NAME Not Applicable nil much slower heavier than air Flammable Liquid Paint UN 1263 WEIGHT PER GALLON (Ib. ): PERCENT VOLATILES BY VOLUME: VOLATILE ORGANIC CONTENT (VOC): SOLUBILITY IN WATER: SECTION III - INGREDIENTS AND HAZARDS 10.5t0.75 <7 % 0.471b/gal very low CAS # PERCENT OCCUPATIONAL EXPOSURE LIMITS OSHA PEL ACGIH TLV Phenol 108-95-2 <I by vol. 19 mg/m3 19 mg/m3 Tris-2,4.6-(dimethylamino-methyl) Phenol 90-72-2 2 by vol. Not Established *Fibrous glass, continuous filamen 65997-17-3 0-3 by vol. (total dust) 15 mg/m3 10 mg/m3 (respirable dust) 5 mg/m3 Primary Hazard: Respiratory effects *Toluene 108-88-3 4 by wt. 200 ppm 50 ppm Primary Hazard: Narcosis * Indicates toxic chemicals subject o the reporting requirements of Sec ion 313 of Title III and of 40 CFR 372 Carcinogenicity of fibrous glass: NTP: No IARC: No Z List: No OSHA Reg: No IARC categorized fibrous glass as not classifiable with respect to human carcinogenicity. *Toluene Reportable Quantity: 1,000 Ib. Concentration of Hazardous Substance: 49° Reportable Quantity of Product: 25,000 Ib. *Phenol Reportable Quantity: 1,000 Ib. Concentration of Hazardous Substance: 1% Reportable Quantity of Product: 100,000 Ib. SECTION IV - FIRE AND EXPLOSION HAZARD DATA FLAMMABILITY CLASSIFICATION OSHA : Flammable Liquid, Class IB DOT : Flammable Liquid FLASH POINT : >40 °F (4°C ) TEST METHOD: TCC FLAMMABILITY LIMITS LEL: I % UEL: 7 9r Page 1 of 3 t55.060 B MATERIAL. SAFETY DATA SHEET PRODUCT NAME: Thermo -Lag 3000 (95%) Part B ) EXTINGUISHINGMEDIA : Foam, carbon dioxide and dry chemical. SPECIAL FIRE FIGHTING PROCEDURES : Water spray may be used to cool unruptured containers. Firefighters must use self-contained breathing apparatus with a full face piece operated in a pressure demand mode to prevent inhalation of hazardous decomposition products. Use appropriate extinguishing media to control fire. Water may cause violent frothing if sprayed directly into containers of burning liquid. UNUSUAL FIRE AND EXPLOSION HAZARDS : Keep away from heat, open flames, sparks and areas where static charge may be generated. Do not apply to hot surfaces due to possible fire and explosion risk. Sealed containers may rupture if overheated. Solvent vapors are heavier than air and may travel considerable distance to a source of ignition and flash back. HAZARDOUS DECOMPOSITION PRODUCTS : Thermal oxidative decomposition can produce toxic gases, including oxides of nitrogen, carbon monoxide, NH3 and smoke. SECTION V - REACTIVITY DATA STABILITY UNSTABLE STABLE CONDITIONS TO AVOID: Not applicable INCOMPATIBILITY (MATERIALS TO AVOID) : Strong Oxidizers, Acids HAZARDOUS POLYMERIZATION MAY OCCUR WILL NOT OCCUR X CONDITIONS TO AVOID : Not applicable SECTION VI - HEALTH HAZARD DATA THRESHOLD LIMIT VALUE : See HAZARDOUS COMPONENTS list in Section III. EFFECTS OF OVEREXPOSURE : Inhalation of solvent vapors: Overexposure can cause nasal and respiratory irritation, anesthetic effects, dizziness, possible unconsciousness and asphyxiation,stupor, weakness, fatigue, headache and nausea. Inhalation of free pigment dust: Overexposure can cause coughing wheezing, shortness of breath, restricted nasal passages and lung injury. Eyes: Direct contact with product may result in eye irritation. Skin: Prolonged or repeated contact with product may cause skin irritation. Swallowing: Gastrointestinal irritation, nausea, vomiting, diarrhea, death, aspiration into the lungs which can be fatal. CHRONIC (LONG TERM, CUMULATIVE): Reports have associated repeated and prolonged occupational overexposure to solvents with permanent brain and nervous system damage. Intentional misuse by deliberately concentrating and inhaling the vapors may be harrnful or fatal. PRIMARY ROUTES OF ENTRY: Eyes, Dermal and Inhalation FIRST AID PROCEDURES : If Inhaled: Remove to fresh air. Restore breathing if necessary. Administer oxygen if breathing difficulty persists and contact medical personnel for advice. If in Eyes: Flush with flowing water immediately. May cause temporary eye irritation. Consult medical personnel. If on Skin: Thoroughly wash exposed area with soap and water. Remove and wash contaminated clothing before reuse. Consult medical personnel if swelling or reddening occurs. If Swallowed: Get immediate medical attention. SECTION VII - SPILL OR LEAK PROCEDURES STEPS TO BE TAKEN IF MATERIAL IS RELEASED OR SPILLED : Remove all sources of ignition. Keep unnecessary people away. Contain spill with inert material (sand; earth, ect.) and transfer the material to containers for recovery or disposal. Keep spill out of sewers and open bodies of water: Floors may be slippery, care should be exercised to avoid falls. Use protective gloves, goggles and clothing. Maintain adequate ventilation and use respiratory protective devices, avoid the breathing of vapors. Page 2 of 3 155-060 A MATERIAL SAFETY DATA SHEET • PRODUCT NAME: Thermo -Lag 3000 (95%) Part B WASTE DISPOSAL METHOD: Dispose of in accordance with Federal, state and local regulations regarding pollution. SECTION VIII - SPECIAL PROTECTION INFORMATION VENTILATION TYPE : Sufficient ventilation should be provided through both local and general exhaust to keep the air contaminant concentration below applicable OSHA Permissible Exposure Limits (PEL) and ACGIH's Threshold Limit Values(TLV). Appropriate ventilation should be employed to remove hazardous decomposition products formed during welding or flame cutting operations of surfaces coated with this product. RESPIRATORY PROTECTION : Respiratory protective devices must be used, in conjunction with and as a back-up to engineering and administrative controls, to maintain TLV and PEL of airborne contaminants below the listed values for those hazardous ingredients identified in Section II of this MSDS. Observe OSHA regulations for respirator use (CFR 29 1910.134) whenever a respirator is needed. Particulate, chemical cartridge, air -purifying half -mask respirators can be used within certain limitations: consult the respirator manufacturer for specific uses and limitations. In confined, poorly ventilated areas where the airborne contaminant concentrations are heavy or unknown, the use of a NIOSH/MSHA approved fresh -air supplied respirator is mandatory. PROTECTIVE GLOVES : Impervious, cotton Lined rubber EYE PROTECTION : Chemical resistant splash goggles OTHER PROTECTIVE EQUIPMENT: Use chemically resistant coveralls or apron to protect against skin and clothing contamination. HYGIENIC PRACTICES: Wash hands and other contaminated skin areas with warm soap and water before eating. SECTION IX - SPECIAL PRECAUTIONS PRECAUTIONS TO BE TAKEN IN HANDLING AND STORAGE : Store in dry area. Keep closures tight and upright to prevent leakage. Do not store in high temperature areas or near fire or open flame. WARRANTY STORAGE CONDITIONS MAXIMUM AVERAGE TEMPERATURE (FOR WARRANTY PERIOD) BELOW 80° F MAXIMUM DAILY AVERAGE TEMPERATURE BELOW 90° F OTHER PRECAUTIONS : Use only with adequate ventilation. Avoid breathing of vapor or spray mist. Avoid contact with eyes and skin. In confined areas, wear an appropriate, properly fitted respirator. Do not take internally. Keep out of the reach of children. Do not reuse or alter containers without proper industrial cleaning. Do not weld or flame cut empty, uncleaned containers due to potential fire and explosion hazard. The information and recommendations contained herein are based upon data believed to be correct. However, no guarantee or warranty of any kind, express or implied, Is made with respect to the Information contained herein. It is the user's responsibility to determine the suitability of this information for the adoption of the necessary safety precautions. We reserve the right to revise Material Safety Data Sheets periodically as new information becomes available. Page 3 of 3 I55A60 A SECTION 3 THERMO-LAG 3000 Architectural Specification THERMO-LAG 3000 ARCHITECTURAL SPECIFICATION PART 1 GENERAL 1.1 SECTION INCLUDES A. Interior, spray applied, epoxy based, subliming, fire structural steel framing (unexposed to the elements). B. Exterior, spray applied, epoxy based, subliming, fire structural steel framing (exposed to the elements). 1.2 RELATED SECTIONS Section 05120- Structural Steel Section 05500 - Metal Fabricators Section 09905 - Special Coating for Metal Section 09900 - Painting resistive coating for resistive coating for 1.3 REFERENCE A. Reference Standards: Current edition at date of bid. B . American Society for Testing and Materials (ASTM): 1. ASTM E 84 - Test for Surface Burning Characteristics of Building Materials. 2. ASTM E 119 - Test Method for Fire Tests of Building Construction and Materials. C. Association of the Wall and Ceiling Industries International (AWCI): Inspection Procedure for Field Applied Sprayed Fire Protection Materials. D. Steel Structures Painting Council (SSPC): Paint Application Specification No. 2, Measurement of Dry Paint Thickness with Magnetic Gages. E. Omega Point Laboratories, Inc. (OPL): Directory of Listed Products F. Underwriters Laboratories, Inc. (UL): Fire Resistive Directory verifying successful environmental testing (for exterior exposure only). 1.4 PERFORMANCE REQUIREMENTS A. Fire resistive coating at a thickness to achieve columns, support plates, etc. 1 hour fire rating to beams, B. Surface Burning Characteristics: UBC Class 1 - Tested to ASTM E 84 1. Flame Spread: Less than 25 2. Smoke Developed: Less than 25 C. Fire Resistive Ratings: 3 hour fire rating as indicated on the drawings. 1.5 SUBMITTALS A. Submit under provisions of Section 01300. B. Shop Drawings: Show locations and fire resistive coating design. C. Product Data: Published fire resistive coating description, performance characteristics, and limitations. D. Test Certification: Omega Point Laboratories, Inc. (OPL) certification, Underwriters Laboratories, Inc. (UL) certification (for exterior exposure only). E. Manufacturer's Instructions: Application manual (latest revision), with special requirements, procedures and conditions. F . Manufacturer Certification: 1. Approved applicator certification. 2. Product data sheets and Material Safety Data Sheets. 1.6 QUALIFICATIONS A. Applicator: 3 years experience in work of this type, trained and certified by manufacturer. B. Manufacturer: 10 years experience in manufacturing high performance, fire resistive coatings. 1.7 REGULATORY REQUIREMENTS A. Comply with applicable building codes for fire resistive coatings to provide the required fire resistance to structural steel columns, beams, support plates, etc. B. Independent Inspection: Testing and laboratory services required for work of this Section, as specified. Testing in accordance with SSPC using magnetic gauges. C. Fire Testing and Certification by Independent Laboratories: Omega Point Laboratories, Inc. (OPL) certification, Underwriters Laboratories, Inc. (UL) certification (for exterior exposure only). D. Volatile Organic Compound (VOC) Content: Maximum of 0.52 lbs/gal . 2 1.8 SAMPLE INSTALLATION -Prior to actual start up, a sample installation shall be prepared following all specified procedures. This sample installation will then be approved by representatives of Nu -Chem, Inc., the successful applicator and any others having a vested interest in the installation: Final acceptance of the sample installation shall be by Owner or Owner representative. All subsequent contract work shall conform to the surface quality of the sample installation. 1.9 DELIVERY, STORAGE AND HANDLING A. Comply with manufacturer's written instructions. B . Deliver material in sealed, undamaged containers with appropriate labels. C. Store material in strict accordance to manufacturer's written instructions. 1.10 ENVIRONMENTAL REQUIREMENTS A. Air and Substrate Temperature: Comply with manufacturer's application manual (latest revision). B. Relative Humidity: Maximum 85% during application and drying period. 1.11 COORDINATION A. Coordinate with work in Section 05120 and of Section 05500 for compatible primer of structural steel (free of oils, and other bond breakers). B. Coordinate application of fire resistive coating prior to installation of ducts, equipment, and other construction materials. C. Coordinate the installation of clips, hangers, and penetrations prior to application of fire resistive coating. D. Coordinate with Section 07810 for installation of fire resistive coating at steel decking. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Nu -Chem, Inc. Tel: 636-349-1515 Fax: 636-349-1309 E-Mail: Info@Nu-ChemUSA.com Exterior or Interior, Subliming, Fire Resistive Coating: THERMO-LAG 3000. 3 B. Physical Properties should include: a. The Fire Resistive Coating shall be subliming and epoxy based. b. The Spray Applied Spread Rate shall be approximately 1524 ft2/gal. C 1 mil DFT. c. The Solids by Weight shall be 95% or 100%. d. The Hardness of the coating shall be an average a minimum of 65 based on Shore D procedure. e. The Tensile Modulus of the coating shall be 37,6000 psi ± 5% when tested in accordance with ASTM D 638. f. The Compressive Strength of the coating shall be 2,190 psi ± 5% when tested in accordance with ASTM D 695. g. Surface Burning Characteristics: ASTM E 84 Class A Rated • Flame Spread < 25 • Smoke Development < 25 h. The VOC of the fire resistive coating shall be a maximum of 0.52 lbs/gal. C.. Substitution Requests: Submit for approval under provisions of Section 01630. 2.2 ARCHITECTURAL FINISH A. Fire Resistive Coating Finish: See Section 1.8 - Sample Installation. B. Topcoat Type and Color: Provide topcoat under work of Section 09900. Topcoat shall be compatible with fire resistive coating and color shall match project specification. PART 3 EXECUTION 3.1 EXAMINATION A. Verify that conditions are ready to receive work. Do not begin work until unsatisfactory conditions are corrected. Beginning work constitutes acceptance of existing conditions. B. Verify steel to be primed with approved primer, free of oil, grease, loose mill scale, dirt, and other substances which may impair bonding in strict accordance to manufacturer's written instructions. C. Verify that clips, hangers, supports, sleeves and other items are in place prior to applying fire resistive coating. D. Verify that areas to utilize fire resistive coating are accessible to receive work. 3.2 PREPARATION A. Provide protective cover to prevent overspray on surfaces not designed for fire resistive coating. 4 3.3 APPLICATION A. Mix and apply the fire resistive coating in strict accordance to the manufacturer's written instructions. Where there is conflict with provisions of contract documents, more stringent requirements apply. B. Apply fire resistive coating in thicknesses to achieve 4J hour fire rating for each size and type of structural steel. C. Control thicknesses, utilizing a depth gauge to meet required fire resistive coating thickness. 3.4 QUALITY CONTROL A. Special Inspections: Comply with provisions of Section for testing and inspections by Owner's Special Inspector as specified. B. Testing: Determine dry film thickness .(DFT) of fire resistive coating for each steel member size according to SSPC Paint Application Specification No. 2 - Measurement of Dry Paint Thickness with Magnetic Gauges. C. Inspect fire resistive coating for integrity of the coating system. Reinspect to verify compliance prior to completion of work. 3.5 PATCHING AND REPAIR A. Remove, patch and repair non -conforming and damaged areas per manufacturer's instructions. 3.6 CLEANING A. Clean surfaces contaminated by fire resistive coating. 5 SECTION 4 Omega Point Laboratories (OPL) Certification • Design No. C 301 1, 2, 3 Hour Rating - Columns (I -Sections ) • Design No. B 303 1,11/2, 2 and 3 Hour Rating - Restrained and Unrestrained Beam • Design No. C 304 NPD 1, 2, 3 Hour Rating - Rolled Hollow Sections (RHS) • ASTM E 84 Surface Burning Characteristics Underwriters Laboratories, Inc. (UL) Certification • Design No. N 608 1,11/2, 2, 3 and 4 Hour Rating - Restrained and Unrestrained Beam 10/24/2001 12:05 636-349-1207 THERMAL SCIENCE Fire Resistant Columns Design No. C 304 NPD COLUMN XMO/NPD Hydrocarbon Curve Rating-- 3 hr or less This Listing is based upon the hydrocarbon fire time -temperature curve conditions required by the International Maritime Organization. This exposure is also defined by the Norwegian Petroleum Directorate, NPD. 1. STEEL COLUMN: Tubular - Rectangular Hollow Shape 2. FIRE -RESISTIVE COATING: Applied by spraying or painting in one or more coats to a final thickness according to the manufacturer's instructions and according to that product's Listed hourly rated thickness per table. Final thickness of 6 mm or less, the high temperature fabric is placed at the nominal midpoint of the coating (± 1 mm). Final thickness greater than 6 mm, the high temperature fabric is placed 3 mm from the surface of the steel (# 1 mm). The first layer of THERMO-LAC 3000 is applied to the desired thickness. The high temperature fabric is pressed into the uncured coating so as to exude tha coating through the openings in the high temperature fabric. The high temperature fabric is installed to completely cover the surface of the steel column, with 1" (25 mm) overlaps at the seams. Listed Manufacturer: Nu -Chem Inc. Thermo -Lag 3000 LOOK FOR THE OMEGA POINT LABORATORIES MARK ON THE PRODUCT 241 10/24/2001 12:05 636-349-1207 THERMAL SCIENCE PAGE 02 Fire Resistant Columns Data Based on 538°C Average Hp1A W!D 60 ran 90 min 120 min 150 min 180 min Lm 111 14n mm in mm in nun in fins in am i4 22 608 91 0.19 31 0.13 2.2 0.13 39 0.13 4.3 017 26 6.36 9.2 0.13 3.2 0.13 3.2 0.13 2.7 0.16 4.8 0.19 90 4.46 39 0.13 3.2 0.13 3.2 019 43 0.17 5.6 0.22 95 3.82 S.2 0.13 31 0a3 9.6 0.14 4.9 ssir Elk 0.25 40 8.34 3.2 013 as 0.13 3.9 0.16 6.6 0.22 7.1 038 46 2.97 12. 0.13 21 0.13 4.2 `0.ir 6.0 024 79 0.31 50 2.67 3.2 0.13 3.2 0.19 4.6 0.38 65 0.26 8.5 0.33 65 2.4$ 9.2 0.13 93 0.19 6.0 0.20 7.0 0.23 9.1 026 60 2.23 3.2 0.13 2.2 0.13 134 0.21 7.5 0.90 9.7 0.38 2.06 1.2 0.19 3.3 0.18 6.6 0.22 2.0 0.31 10.3 0.41 70 1.91 3.2 0.13 S.4 0.18 5.9 0.23 BA 093 10.9 OAS 75 1.78 91 0.13 3.0 0.14 6.2 0.24 8.8 046 114 0.45 80 127 9.2 01r am 0.16 6.5 036 91 0.36 11.9 0.47 85 1.67 3.2 0.19 9.9 0.15 69 027 9.6 0.38 12.4 0.49 90 1A9 Trir 4.1 0.113 7.0 026 9.9 0.39 12.9 0.51 96 141 3.2 0.13 41 0.17 71 019 103 0.41 13.3 0.52 100 1.34 ' 3.2 0.13 4.4 0.17 lb 090 10.6 0.42 13.8 0.64 110 1.22 6.2 038 4.6 0.18 8.0 0.81 11.3 0.44 14.6 0.67 120 1.11 9.2 0.1 4,9 0.19 0.98 11.9 0A7 15.4 0.51 130 1.03 3.2 0.13 6.1 0.20 0.36 12.4 0.49 16.1 0.63- 140 0.95 3.2 0.19 53 0.21 0.36 19.0 0.51 16.8 0.68 160 0.89 3,2 0.12 5.5 0-22 9.6 0.3T 13.6 0.63 17.4 019160 TO 0.1q' tff I V- .. '-bhh 2 'V 0 13.9 038 WA 0.71 0. 9 8.1 0.13 0. 1 . A 8.6 0.73 +i166-a-0;73--"'TS liC E r or ia.4 "Q.4ra-14.r-6k--j1 Y -t73 W 190 0.70 3.2 0.13 6.2 014 10.7 0.42 16.2 0.60 19.6 0.77 200 0.67 61 0.1a 6A 0.28 10.9 0.49 189 0.61 210 0.64 31 0.13 6.6 0.26 11.2 0.44 19.9 0.63 212 0.63 31 0.13 64 0.26 11.2 0.44 - 16.9 0.63 LOOK FOR THE OMEGA POINT LABORATORIES MARK ON THE PRODUCT 243 SECTION 5 Underwriters Laboratories, Inc. 1709 Environmental Test Summary No. XR618 A •0.4 0 U.L. 1709 ENVIRONMENTAL TEST PROGRAM eC 1 cu tri.x. > .0C �'��.' U 04� O y w "V u Q a) U i. a 0 cd eeeyyyl k 0 •^ C >, 0 �1 O Z C C. V] :yy a�+ .0 et y ' 0 et et a+ t.)) 4 Q z C T. ;lc e © o L� 4> c. C w a a 73 _ � o a) ai v, C y ., nu a) Cr o C I., I. i, a) w a) w A-) C GI 3 t7 6 '" O C C.0 h Q°o'> "00''.° aRs ©CLt ,O E.^' R 7: E Q it R it ar y •L.,a) a tak R.O R w el Csi El a e0 s+l e�'e et x C c d• U d 0 N^O O N 6, .. ;_ R w 'O a.)a) a� a) 'a v 4 al)u °jLi " O O,-, C ^o p CZ 3 g y O O is C..L CO o"a4 3 cohNa) CL E 3 o r~ .0 0 Si h R. LA cn ,:14) CA cc Cs CI? a) i. �. o „,w siw CC O . ta C. G O N Cish ci? et L. I 4 a)w., 0 E 3 O efje.. C � 0— O % C O.0 }+ y ��ce.�d Ca u ate) 0,-..o y co. C w ,." = W G .. 0 3 o ^" o F u era 3 P~ SECTION 6 Omega Point Laboratories Recognition RECOG\ITIO\ As an Approved Testing Laboratory Nuclear Quality Assurance Omega Point Laboratories, Inc., is an independent, privately owned compa- ny incorporated in the state of Texas. It is devoted to engineering; inspec- tion; quality assurance; and testing of building materials, products, and assemblies. The Laboratory has devel- oped and implemented a Quality Assurance Program to provide a planned procedure of order and docu- ment processing for the inspection and testing services it provides, when required. This Quality Assurance Program is designed to meet the intent of ANSI N45.2, Quality Assurance Program Requirements for Nuclear Power Plants. It covers the full scope of the Nuclear Regulatory Commission's requirements set forth in Appendix B to Part 50, Chapter 1, Title 10 of the Code of Federal Regulations. The overall responsibility of supervis- ing, operating, and coordinating the Quality Assurance Program is that of the Quality Assurance Manager —a person not involved with the perfor- mance of the inspection or testing services, and who is under the full- time employ of the Laboratory. This individual is responsible for imple- menting and enforcing all procedures presented in the Quality Assurance Manual. All personnel involved in activities that fall under the scope of this program are required to cooper- ate with the letter and the intent of this Program. It is the Laboratory's intention to adhere strictly to this Program, assur- ing that the services offered to its clients remain of the highest quality and accuracy possible. Laboratory Recogntion Laboratory recognition is an ongoing concern for any testing organization. At Omega Point, we have requested and received recognition from a large number of approval bodies including: American Association for Laboratory Accreditation (A2LA) Council of American Building Officials (CABO) International Conference of Building Officials (ICBO) Southern Building Code Congress Intl (SBCCI) Building Officials & Code Administrators Intl (BOCAI) U. S. Department of Housing & Urban Development (HUD) U.S. General Services Administration (GSA) 150 Commercial Risk Services Tennessee Valley Authority (TVA) Arkansas Power & Light (AP&L) California State Fire Marshall States of: Connecticut, Florida, Indiana, Louisiana, Michigan, New Mexico, New York, Ohio, and Wisconsin Cities of: Houston, TX; Los Angeles, CA; New York, NY; Phoenix, AZ; Pittsburgh, PA; and Syracuse, NY Metropolitan Dade County, FL City & County of Denver, CO City & County of San Francisco, CA Det Norske Veritas (DNV) Lloyds of London We continue to broaden our recognition base as new areas are identified. Please call us for an update on our laboratory approvals. • ,et "MAt0p OMEGA POINT LABORATORIES, INC. 16015 Shady Falls Road Elmendod, Texas 78112-9784 (210) 635-8100 / Fax (210) 635-8101 800-966-5253 OMEGA POINT LABORATORIES, INC. CERTIFICATION Omega Point Laboratories, Inc. (Omega Point) is a nationally recognized, independent, third party testing/quality assurance/inspection agency that provides listing and follow-up certification services for building products, materials and assemblies. These services are for compliance with safety standards and standards referenced in building and fire codes. With increasing frequency, jurisdictions and government agencies are requiring building products and materials to be tested and certified by an independent testing laboratory. Omega Point offers a full compliment of services including testing, listing and follow-up, consulting, litigation support, third party inspections and test equipment fabrication. Omega Point is recognized by the National Evaluation Service, Inc. (NES), as a Quality Assurance/Inspection Agency and has been issued a National Evaluation Report (NER- QA337). They are also recognized by the Building Officials and Code Administrators International (BOCAI), International Conference of Building Officials (ICBO), Southern Building Code Congress International (SBCCI), U.S. General Services Administration (GSA), as well as other federal, state and local jurisdictions throughout the country. Omega Point has received The American Association for Laboratory Accreditation (A2LA) recognition under Certificate Number 0689-01. Agencies Omega Point nnroval No. Building Officials and Code Administrators Intl (BOCAI) . RR 89-60 International Conference of Building Officials (ICBO) TL-143 Southem Building Code Congress International (SBCCI) TL-9428A National Evaluation Service, Inc. (NES) NER-QA337 American Association for Laboratory Accreditation (A2LA) 689.01 American Society for Testing Materials (ASTM) 0985 U.S. General Services Administration (GSA) N/A For additional certification requirements, formal verification of existing approvals, or general capability information, please contact Mr. John Nicholas, Director of Listing and Labeling or Mr. David Neugebauer, Manager of lasting and Labeling. Omega Point Laboratories, Inc. 16015 Shady Falls Rd. Elmendorf, TX 78112-9784 Phone: 800-966-5253 Fax: 210-635-8101 Email: moreinfo@opl.com Web site: www.opl.com TV TAYLOR & GAIN, ES STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS FOR PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA T&G #1395 Taylor & Associates Architects \ 320 NORTH HALST(62 STREET • SUITE 200 • 9)PASADENA.31 CALIFOR NIA 91 107 \\ (626] 351 -see 1 FAX (626] 351 -531 9 Hoag Parking Structure Building Departnsient Correction Response Table of Contents Plan Check Comments Response BD-1 to BD-4 Retaining Wall Calculations RT-1 to RT-22 Stair Calculations ST-1 to ST-2 Elevator @ Machine Room MS-1 Light Pole Anchorage LP-1 Guardrail Calculations B191A to B191C Story Drift Calculations SD-1 to SD-3 Revised Footing Calculations F1 to F109 hoapprkg.tbHpb -Es TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO GREET • SUITE 200 PASADEN A. CALIFORNIA Si 1 07 (626) 351-9991 FAX (626] 351 -5319 sheet So' -\ of by E.S, job no. 13e\ date '49 CA G c.oM r'1 a_r-t &- stc.07cstEE A- 1.-i`�N-I Co ;--_e crn0,., s ME-E-75 nrs-M 12 : A- P•p-ov I r a cat_ c • G.A>yor=41 prAi a t5a t4 4 w/CUL S • SF_ F CAt . C 3 htiSertS /a-T) 'TF}4L-- L) fc- 7 .. 27L G - Pre--' `.GIs P—S fi Lot. rNC� • SEi= C .C. 5her S Sr -I 1 ST_Z 8-ConiMF_NTS aN 1IIc_ p&—--)/.44is sHFxT /`- -S. io A - P/L--ov' - a cr _c-I P-E-s.a...J i. r u 4 • SEC- C.e..LG SH-Se rS /ZT- I - r' --)J /--r_z.. fa."-7 .. - s. 8 o • Sr F C/i�C e i- c>S �T_ 1 S r- viLo_ s fin('-- co/_)c._ - ('-F 7St-R••trao W 1 r en1 L_ LL1/1a.1"• • 'SHEET /-1 S _� T� TAYLOR & GAINES {.J STRUCTURAL ENGINEERS ,r_,�,5 320 NORTH HALSTEAD SREET • SUITE 200 P A S A O E N A, CALIFORNIA 9 1 1 0 7 [6261 351-9661 FAX (626) 351-5319 ti sheet Pafl-2 of by E.G,. fob no. l 39 S date c -/s/°-Q �— Cc1M tel E frJ7' oN H' l_ Dw4 S (moo c/r,) SFFEET /� -"I c�t_crS • SaE c.r.K.-C 5HEt-r - P(2-erV I0@- l- (4 i -r /a' L- c $ rare vet t 1 P• .I EP-S Cj% mac- SFib)9v1.-- THJi--» sI`ilC- C_ csMMENT3 or-4 eTf'-Ua?jL S SFtEET S )- I'F-ovIoE_ Scro/2- -f 0/'--IF • S E. C- coasLc S».FxT --r Wt1-U 2 P-f-/N!` . if 0/11—• /°r_=P-- C ▪ SE" et-c v / S t ,t S S 3 _ see VaL_ �� ,e • SEE ��v ICE_ -� 1�=T�NS ci�.t_ c 5 F/ -ra. _L "=/ I nub ota--mow i,�,c S y ci _c S • SEE- SFi�'r- c7e� a/..7L,/,JES.ft� �7(j�/�U /�4s eel �.L.c'S Fj _ f-cvIOE- /J -r£- i`— Is-e- '4irt- , Sf/.'uS • SEE / -t° & . .vim S�j G • SEE- -,^r_.... c� _ to �� n/0--7,6ft,w•,e.)5 s ,- - ' ---' N--raw. P—IQ— a/J D wI/4-'^S_I•\ T^'� TAYLOR & GAINES y STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASAO EN A. C ALI F ORNIA 91 1 07 (5251 351 -BBB 1 FAX (9291 351-5319 H - pr'"ayt'k— . c sheet 50-'3 of by E.5 • lob no. 1395 date 4-S/° 0 - coMME.-rsg o, s'ttiLic_T'` ow9/9 L.)e-ro s (c.cwT//a 0 -) ONECT S I , ?a I`••• 1SE'-= TRW Na-76- /VS w5 Imo/' 9.04 ti 0TE Fi--&,//36-o 8y eTt4 - 4- 1I CUT t/-1 r= I CA' sitE-E-'T 5_2 — SHEET S _ 2 . A. - S f } o w T D(it-•.,/cgs F�I>— G \ CC T. t 1�� /.Ue, T.,=••••M:11---- w/-•-•-•13E-r6- Lt>`�a�7 • S_2•IAN. Law 2_`-tn u T srtee--r s_2, I� •s oN ---*- — e ,ari,G�J /,c ry , Fo(' ctrr7 e FIT T -'- r of ' 'm Sja SIa f). ..— PC/0/ TC TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASAO EN A. CALIFORNIA 91 1 07 (626) 351-9661 FAX (626) 351-5319 sheet 13P-4- of 4croar...t5 fr — by t`.S ti Job no. 139S date VS 6° C — C'OM M 6N'7g SHEET — 3HaLJ • see— P—t ob.) ST/L_Uc.ru _ CLIa..1C11% CvjuT'HU6-S SHEEP S_S •Z , . — a5T/al L-- L. I/4- C EL -EN/ . E �. �r� A— To J V ST I P-4-1 /— -r&- C,,LJ -rMe-- cat f+--A%.04) J aS reii-- r--12-13 • SEt— FS — GUT mat-- • sue— P--E-v z3ma r 5- 811 - vor--mil o(2 — ^.a 'As . c.i..d....e,I otJ %5' sffe-trs RT I r-M—u p--r- zt i,c.,5 W t.4_-.S TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 r/�t._efS Title : Dsgnr: Description : Scope : Job # Date: 2:19PM, 20 FEB 00 RT I Rev: 510300 User KW-060115, Ve 5.1.3, 22-Jun-1999, WIn32 _(c) 1983-99 eERCALC Cantilevered Retaining Wall Design Page Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 3.00 ft = 0.50 ft = 0.00: 1 = 24.00 in 110.00 pct = 33.0 psf Design Summary Total Bearing Load ...resultant ecc. = 1,5861bs = 1.64 in Soil Pressure @ Toe = 673 psf OK Soil Pressure @ Heel = 384 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 896 psf ACI Factored @ Heel = 511 psf Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning Sliding = 5.65 OK 0.7 psi OK 7.9 psi OK 93.1 psi 5.88 OK Sliding Celts (Vertical Component Used) Lateral Sliding Force = 296.5 Ibs less 100% Passive Force= - 1,200.0 Ibs less 100% Friction Force= - 475.7 Ibs Added Force Req'd ....for 1.5 : 1 Stability 0.0 Ibs OK 0.0 Ibs OK Footing Design Results Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Frictior = 0.300 Soil height to ignore for passive pressure = 12.00 in Stem Construction Toe Heel Factored Pressure = 896 511 psf Mu' : Upward = 426 0 ft-# Mu' : Downward = 259 0 ft-# Mu: Design = 167 359 ft-# Actual 1-Way Shear = 0.67 7.89 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Design height ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacirfg = Rebar Placed at Design Data 1: Footing Strengths & Dimensions fc = 3,000 psi Min. As Toe Width Heel Width Fy = 60,000 psi 0.0018 1.00 ft 2.00 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 2.00 in Top Stem 2nd 3rd Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge 1 fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Ibs = ft-#= ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data 0.004 57.8 45.0 10,419.5 0.5 93.1 21.36 21.36 145.0 10.19 0.022 214.0 232.1 10,419.5 1.8 93.1 12.00 21.36 145.0 10.19 0.034 295.8 358.9 10,419.5 2.4 93.1 21.36 9.59 145.0 10.19 fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc Fy psi = psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < SFr Heel: Not req'd, Mu < S * Fr Key: No key defined 3,000.0 60,000.0 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 2:19PM, 20 FEB 00 Rer: 510300 User: KW-060115, Vet' 5.1.3, 22-3un-1999, Win32 (c) 1983-99 61ERC*LC Cantilevered Retaining Wall Design Description RETAINING WALL AROUND PARKING STRUCTURE Page 2 111 Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load Q Stern Above Soil = SeismicLoad = OVERTURNING Force Distance Moment Ibs ft ft-# 280.0 1.33 1.00 16.5 4.25 373.3 70.1 Total = 296.5 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 5.88 1,585.5 Ibs Vertical component of active pressure used for soil pressure 443.5 RESISTING Force Distance Ibs ft Moment ft-# 1 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern = Soil Over Toe = Surcharge Over Toe Stem Weight(s) Earth © Stem Transitions _ Footing Weight Key Weight Vert. Component Total = 330.0 2.50 0.00 220.0 0.50 507.5 1.50 450.0 1.50 1.00 78.0 3.00 1,585.5 Ibs R.M.= 825.0 110.0 761.3 675.0 234.1 2,605.4 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Lk Rev: 510303 User: KW-060115, Ver 5.1.3, 21-Jun-1999, Win32 (c) 1983-99 ENERCI.0 Title : Dsgnr: Description : Scope : Cantilevered Retaining Wall Design Job # Date: 2:21 PM, 20 FEB 00 AT-3 Description RETAINING WALL AROUND PARKING STRUCTURE Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 4.00 ft = 0.50 ft = 0.00 : 1 = 24.00 in = 110.00 pcf 33.0 psf Design Summary Total Bearing Load ...resultant ecc. 1,884 Ibs 2.63 in Soil Pressure @ Toe = 903 psf OK Soil Pressure @ Heel = 353 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,183 psf ACI Factored @ Heel = 462 psf Footing Shear @ Toe = 1.2 psi OK Footing Shear @ Heel = 10.1 psi OK Allowable = 93.1 psi Wall Stability Ratios Overtuming = 3.96 OK Sliding = 3.89 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 454.01bs less 100% Passive Force= - 1,200.0 lbs less 100% Friction Force= - 565.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results i Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure Toe Heel Factored Pressure = 1,183 462 psf Mu' : Upward = 551 0 ft-# Mu' : Downward = 259 620 ft-# Mu: Design = 292 620 ft-# Actual 1-Way Shear = 1.17 10.13 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinfordng = # 4 @ 18.00 in Key Reinfordng = None Spec'd = 0.0 = 300.0 = O.Oft = 0.300 12.00 in Stem Construction 1 Design height ft= Wall Material Above "Ht" = Thickness = Rebar Size = Reber Spacing = Rebar Placed at = Design Data Top Stem Page 1. Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Footing Strengths & Dimensions I fc = 3,000 Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = Cover @ Top = 3.00 in 2nd 3rd Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge psi Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge Fy = 60,000 psi 0.0018 1.00 ft 2.00 3.00 = 12.00 in 0.00 in 0.00 in 1.00 ft @ Btm.= 2.00 in fb/FB + fa/Fa = 0.014 Total Force @ Section Ibs = 147.1 Moment....Actual ft-#= 142.4 Moment Allowable ft-#= 10,419.5 Shear Actual psi = 1.2 Shear Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar Lap/Hook BELOW Ht. in = 21.36 Wall Weight psf= 145.0 Reber Depth 'd' in= 10.19 Masonry Data fm psi = Fs psi = Solid Grouting = Spedal Inspection Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick. Masonry Blod< Type = Medium Weight Concrete Data 0.051 392.5 530.4 10,419.5 3.2 93.1 12.00 21.36 145.0 10.19 0.072 504.1 753.9 10,419.5 4.1 93.1 21.36 9.59 145.0 10.19 fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 2:21PM, 20 FEB 00 AT- 4- Rey: 510300 User: KW-060115, Re 5.1.3, 22-Jun-1993, Win32 (c) 198399 ENERCALC Cantilevered Retaining Wall Design Page 2 Description RETAINING WALL AROUND PARKING STRUCTURE _Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad 1 RESISTING Force Distance Moment Ibs ft ft-# 437.5 1.67 729.2 Soil Over Heel = 440.0 1.00 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 16.5 5.25 86.6 Soil Over Toe _ Surcharge Over Toe = Stern Weight(s) Earth @ Stem Transitions = Footing Weighl _ Key Weight _ Vert. Component Total = Total = Resisting/Overturning Ratio 454.0 O.T.M. = 815.8 3.96 Vertical Loads used for Soil Pressure = 1,884.4 Ibs Vertical component of active pressure used for soil pressure 2.50 0.00 220.0 0.50 652.5 1.50 450.0 1.50 1.00 121.9 3.00 1,100.0 110.0 978.8 675.0 365.8 1,884.4 Ibs R.M.= 3,229.5 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 2:22PM, 20 FEB 00 RT s Per: 510300 User: 1(W-060115, Ver 5.1.3, 22Jun-1999, WIn32 (c) 1983-99 ENFer'u r Cantilevered Retaining Wall Design Page 1 Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 5.00 ft = 0.50 ft = 0.00 : 1 = 24.00 in = 110.00 pcf 33.0 psf _Design Summary Total Bearing Load ...resultant ecc. 2,193 Ibs 4.21 in Soil Pressure @ Toe = 1,244 psf OK Soil Pressure @ Heel = 218 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,602 psf ACI Factored @ Heel = 281 psf Footing Shear @ Toe = 1.9 psi OK Footing Shear @ Heel = 12.5 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.85 OK Sliding = 2.87 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 646.5 Ibs less 100% Passive Force= - 1,200.0 lbs less 100% Friction Force= - 657.9 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results 1 Factored Pressure -- Mu' : Upward = Mu' : Downward = Mu: Design = 1,602 728 259 469 Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure Heel 281 psf 0 ft-# 788 ft-# 788 ft-# Actual 1-Way Shear = 1.90 12.53 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Footing Strengths & = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.0 ft = 0.300 = 12.00 in Stem Construction Th 1 Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft= Top Stem Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge fc = 3,000 psi F Dimensions I Y = Min. As % _ Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3.00 in 2nd 3rd Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge 60,000 psi 0.0018 1.00 ft 2.00 3.00 12.00 in 0.00 in 0.00 in 1.00 ft @ Btm.= 2.00 in fb/FB+fa/Fa = Total Force @ Section Ibs = Moment....Actual ft-#= 0.034 295.8 358.9 Moment Allowable ft-#= 10,419.5 Shear Actual psi= 2.4 Shear Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar Lap/Hook BELOW Ht. in = 21.36 Wall Weight psf = 145.0 Rebar Depth 'd' in = 10.19 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data a.too 630.5 1,036.9 10,419.5 5.2 93.1 12.00 21.36 145.0 10.19 0.133 771.8 1,386.8 10,419.5 6.3 93.1 21.36 9.59 145.0 10.19 fc psi = 3,000.0 Fy psi= 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < SFr Heel: Not req'd, Mu < S * Fr Key: No key defined 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 2:22PM. 20 FEB 00 JET -Ca Rev: 510303 User: KW-050115, Ver 5.1.3, 22-1un-1999, Win32 (C)198199 ENERCALC Cantilevered Retaining Wall Design Page 2 Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 630.0 2.00 Toe Active Pressure = 1.00 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Sod = 16.5 6.25 SeismicLoad = 1,260.0 103.1 Total = 646.5 O.T.M. 1,363.1 Resisting/Overturning Ratio = 2.85 Vertical Loads used for Soil Pressure = 2,193.1 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth Q Stem Transitions = Footing Weight Key Weight _ Vert. Component Total = 550.0 2.50 0.00 220.0 0.50 797.5 1.50 450.0 1.50 1.00 175.6 3.00 2,193.1 Ibs R.M.= 1,375.0 110.0 1,196.3 675.0 526.8 3,883.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 2:22PM, 20 FEB 00 AT-7 Rev: 510300 User: KW-060115, Vb 5.1.3, 22-Jun-1999, W032 (c) 1913A9 ENEASALC Cantilevered Retaining Wall Design Page 1 Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 6.00 ft 0.50 ft 0.00: 1 24.00 in = 110.00 pcf 33.0 psf Lpesign Summary Total Bearing Load ...resultant ecc. 3,321 Ibs = 4.06 in 1 Soil Pressure @ Toe = 1,252 psf OK Soil Pressure @ Heel = 409 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,626 psf ACI Factored @ Heel = 531 psf Footing Shear @ Toe = 2.0 psi OK Footing Shear @ Heel = 26.2 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 3.60 OK Sliding = 2.51 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 874.0 Ibs less 100% Passive Force= - 1,200.0 Ibs less 100% Friction Force= - 996.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results • Factored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design = Toe 1,626 768 259 509 Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure Heel 531 psf 0 ft-# 0 ft-# 2,317 ft-# Actual 1-Way Shear = 1.97 26.22 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.oft = 0.300 = 12.00 in Stem Construction 1 Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spadng Rebar Placed at Design Data ft= Footing Strengths & Dimensions I Pc = 3,000 Min. As % Toe Width Heel Width Total Footing Width Footing Thickness psi Fy = 60,000 psi 0.0018 1.00 ft 3.00 = 4.00 = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ 8tm.= 2.00 in Top Stem 2nd 3rd Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge fb/FB + fa/Fa = 0.072 Total Force @ Section Ibs = 504.1 Moment....Actual ft-# = 753.9 Moment Allowable ft-#= 10,419.5 Shear Actual psi = 4.1 Shear Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar Lap/Hook BELOW Ht. in = 21.36 Wall Weight psf= 145.0 Rebar Depth 'd' in= 10.19 Masonry Data Pm psi = Fs psi = Solid Grouting Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data 0.174 928.0 1,811.2 10,419.5 7.6 93.1 12.00 21.36 145.0 10.19 0.222 1,099.1 2,317.3 10,419.5 9.0 93.1 21.36 9.59 145.0 10.19 Pc psi = 3,000.0 Fy psi= 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S • Fr Key: No key defined 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 L([ Rev: 510300 User: KW-060115, Ver 5.1.3.12Jon-1999, WIn32 ) 1983-99 PIEPru r Title : Dsgnr: Description : Scope: Cantilevered Retaining Wall Design Description RETAINING WALL AROUND PARKING STRUCTURE Job # Date: 2:22PM, 20 FEB 00 Page [ , Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad 857.5 2.33 1.00 16.5 7.25 2,000.8 119.6 Total = 874.0 O.T.M. = 2,120.5 Resisting/Overturning Ratio = 3.60 Vertical Loads used for Soil Pressure = 3,321.5 Ibs Vertical component of active pressure used for soil pressure Force Ibs RESISTING Distance ft Moment ft4i 1 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions = Footing Weighl Key Weight Vert. Component Total = 1,320.0 3.00 0.00 220.0 0.50 942.5 1.50 600.0 2.00 1.00 239.0 4.00 3,321.5 Ibs R.M.= 3,960.0 110.0 1,413.8 1,200.0 956.0 7,639.7 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 2:29PM, 20 FEB 00 RT 9 Rev: 5,0300 User: KW-060115, Ver 5.1.3, 22-Jun-1999, W,n32 (d 198399 ENERCALC Cantilevered Retaining Wall Design Page 1 Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height 8.00 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe = 24.00 in Soil Density = 110.00 pcf Wind on Stem = 33.0 psf Design Summary 1 Total Bearing Load ...resultant ecc. 5,443 Ibs = 1.53 in Soil Pressure @ Toe = 1,023 psf OK Soil Pressure @ Heel = 791 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding = 1,316 psf = 1,018 psf 6.0 psi OK 22.1 psi OK = 93.1 psi 4.03 OK = 2.08 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,595.9 Ibs less 100% Passive Force= - 1,687.5 Ibs less 100% Friction Force= - 1,632.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK _ Footing Design Results ■ Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinfordng Heel Reinforcing Key Reinforcing Toe = 1,316 5,700 = 2,804 = 2,897 = 5.98 = 93.11 = #4@18.00 in #4@18.00 in = None Spec'd Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = Passive Pressure = Water height over heel = FootingllSoil Frictior = Soil height to ignore for passive pressure 0.0 300.0 0.0 ft 0.300 12.00 in _Stem Construction 1 Heel 1,018 psf 0 ft-# 4,591 ft-# 4,591 ft-# 22.08 psi 93.11 psi Design height ft = Wall Material Above "Ht" = Thickness = Rebar Size Rebar Spacing Rebar Placed at Design Data Footing Strengths & Dimensions I fc = 3,000 Min. As % Toe Width Heel Width Total Footing Width Footing Thickness = 18.00 in Top Stem Stem OK 2.00 Concrete 12.00 # 5 12.00 Edge psi Fy = 60,000 psi 0.0018 3.00 ft 3.00 6.00 Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 2.00 in 2nd 3rd Stem OK Stem OK 0.50 0.00 Concrete Concrete 12.00 12.00 # 5 # 5 12.00 12.00 Edge Edge fb/FB + fa/Fa = 0.188 0.319 Total Force @ Section Ibs= 1,099.1 1,701.5 Moment....Actual ft-#= 2,317.3 4,401.0 Moment Allowable ft-#= 13,786.3 13,786.3 Shear Actual psi = 9.0 13.9 Shear Allowable psi = 93.1 93.1 Bar Develop ABOVE Ht. in = 21.36 12.00 Bar Lap/Hook BELOW Ht. in = 21.36 21.36 Wall Weight psf= 145.0 145.0 Rebar Depth 'd' in = 10.19 10.19 Masonry Data fm Fs Solid Grouting Spedal Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data psi = psi = 0.385 1,932.1 5,308.7 13,786.3 15.8 93.1 21.36 9.59 145.0 10.19 fc psi = 3,000.0 3,000.0 3,000.0 Fy psi = 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S * Fr Key: No key defined TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 2:29PM, 20 FEB 00 �ZT_1a Rev: s10300 User: KW-060115, Ver 5.1.3, 22-3un-1999, W,n32 (r) 1983-99 ENE CALL Cantilevered Retaining Wall Design Page [ , Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = SeismicLoad = OVERTURNING Force Distance Moment Ibs ft ft-# 1,579.4 3.17 1.17 16.5 9.75 5,001.4 160.9 Total = 1,595.9 O.T.M. = 5,162.2 Resisting/Overturning Ratio = 4.03 Vertical Loads used for Soil Pressure = 5,442.7 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# a Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component Total = 1,760.0 5.00 0.00 660.0 1.50 1,232.5 3.50 1,350.0 3.00 1.00 440.2 6.00 5,442.7 Ibs R.M.= 8,800.0 990.0 4,313.8 4,050.0 2,641.1 20,794.8 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Lk Rev. 510300 User: KW-060115. Vet 5.1.3, 22-Jun-1999, WIn33 (CI 1983-99 ENEROLC Description Title : Dsgnr: Description : Scope : Cantilevered Retaining Wall Design Job # Date: 2:32PM, 20 FEB 00 At_ll Page 1 ` RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wnd on Stem = 10.00 ft 0.50 ft 0.00 : 1 24.00 in 110.00 pcf = 33.0 psf Design Summary 1 Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear © Heel Allowable Wall Stability Ratios Overturning Sliding = 7,040 Ibs = 3.82 in = 1,402 psf OK 764 psf OK = 1,500 psf Than Allowable = 1,783 psf = 972 psf = 9.7 psi OK = 33.0 psi OK = 93.1 psi 3.28 OK 1.63 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,330.9 Ibs less 100% Passive Force= - 1,687.5 Ibs less 100% Friction Force= - 2,112.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinfordng Key Reinforcing Toe 1,783 7,461 2,804 4,657 = 9.67 = 93.11 = #4@18.00 in = #4@18.00 in = None Spec'd Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Frictiot 0.300 Soil height to ignore for passive pressure 12.00 in Stem Construction Heel 972 psf 0 ft-ft 8,538 ft-ft 8,538 ft-ft 32.95 psi 93.11 psi Design height ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spadng = Rebar Placed at = Design Data Footing Strengths & Dimensions I fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Widtt Footing Thickness Fy Key Width = Key Depth = Key Distance from Toe = Cover @ Top = 3.00 in Top Stem 2nd 3rd Stem OK Stem OK 2.00 0.50 Concrete Concrete 12.00 12.00 # 6 # 6 12.00 12.00 Edge Edge Stem OK 0.00 Concrete 12.00 6 12.00 Edge = 60,000 psi 0.0018 3.00 ft 3.50 6.50 18.00 in 0.00 in 0.00 in 1.00 ft @ Btm.= 2.00 in fb/FB + fa/Fa = Total Force © Section Ibs = Moment....Actual ft-# = Moment Allowable ft-#= Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data 0.292 0.482 1,932.1 2,713.0 5,308.7 8,775.8 18,200.8 18,200.8 16.7 23.5 93.1 93.1 25.63 12.00 25.63 25.63 145.0 145.0 9.63 9.63 0.561 3,003.1 10,204.2 18,200.8 26.0 93.1 25.63 11.50 145.0 9.63 fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc Fy psi = 3,000.0 psi= 60,000.0 3,000.0 3,000.0 60,000.0 60,000.0 Other Acceptable Sizes &Spacings Toe: Not req'd, Mu < S " Fr Heel: #4@ 7.75 in, #51:4) 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Key: No key defined TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 2:32PM, 20 FEB 00 /L'T 12- Rev: 510300 User: KW.060115, 9er 5.1.3, 22-Jun-1999, W,n32 (s) 198349 ENERCAQE Cantilevered Retaining Wall Design Description RETAINING WALL AROUND PARKING STRUCTURE Page 2. Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-it Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load Q Stern Above Soil = SeismicLoad = 2,314.4 3.83 1.17 16.5 11.75 8,871.8 193.9 Total = 2,330.9 O.T.M. = 9,065.6 Resisting/Overturning Ratio = 3.28 Vertical Loads used for Soil Pressure = 7,040.0 Ibs Vertical component of active pressure used for soil pressure Force Ibs RESISTING Distance ft Moment ft-# 1 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) Earth © Stem Transitions_ Footing Weight _ Key Weight _ Vert. Component 2,750.0 5.25 14,437.5 0.00 660.0 1.50 1,522.5 3.50 1,462.5 3.25 1.00 645.0 6.50 Total = 990.0 5,328.8 4,753.1 4,192.7 7,040.0 Ibs R.M.= 29,702.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 2:35PM, 20 FEB 00 AZT--i3 Pey: 510300 User: KW-06011S, VC 5.1.3, 229un-1999, Win32 (S) 1913399 ENERCALC Cantilevered Retaining Wall Design Page 1 Description RETAINING WALL AROUND PARKING STRUCTURE Criteria a Retained Height = 12.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 24.00 in Soil Density 110.00 pcf Wind on Stem 33.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = 10,041 Ibs = 2.91 in 1,484 psf OK Soil Pressure @ Heel 1,027 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,893 psf ACI Factored @ Heel = 1,310 psf Footing Shear @ Toe = 14.1 psi OK Footing Shear © Heel = 52.2 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 3.59 OK Sliding = 1.84 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,205.9 lbs less 100% Passive Force= - 2,887.5 lbs less 100% Friction Force= - 3,012.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Footing Design Results 1 Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootinglISoil Frictior Soil height to ignore for passive pressure Footing Strengths & Dimensions = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.0 ft = 0.300 12.00 in Stem Construction 1 Toe Heel Factored Pressure = 1,893 1,310 psf Mu' : Upward = 11,075 0 ft-# Mu' : Downward = 3,816 0 ft-# Mu: Design = 7,259 17,480 ft-# Actual 1-Way Shear = 14.12 52.19 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual ft= Top Stem Stem OK 2.00 Concrete 12.00 # 7 12.00 Edge Pc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0018 Toe Width = 3.50ft Heel Width = 4.50 Total Footing Width = 8.00 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 3.00 ft Cover @ Top = 3.00 in @ Btm.= 2.00 in 2nd 3rd Stem OK 0.50 Concrete 12.00 # 7 12.00 Edge Stern OK 0.00 Concrete 12.00 # 7 12.00 Edge Ibs = ft-# = Moment Allowable ft-#= Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Spedal Inspection Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data 0.421 3,003.1 10,204.2 24,225.8 26.2 93.1 37.38 37.38 145.0 9.56 0.836 3,962.5 15,411.6 24,225.8 34.5 93.1 17.85 37.38 145.0 9.56 0.722 4,312.1 17,479.6 24,225.8 37.6 93.1 37.38 13.42 145.0 9.56 Pc Fy psi = psi = psi = psi = 3,000.0 3,000.0 3,000.0 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 7.25 in, #5@ 11.25 in, #6@ 16.00 in, #7© 21.75 in, #8@ 28.50 in, #9@ 36 Heel: #4@ 6.75 in, #5@ 10.25 in, #6@ 14.75 in, #7© 20.00 in, #8@ 26.25 in, #9@ 33 Key: Not req'd, Mu < S * Fr Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = SeismicLoad = TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 2:35PM, 20 FEB 00 R7- Rev: 510300 User: KW-060115, Vet 5.1.3, 22-Nn-1999, WIN2 Is) 1983-99 ENEP:CALC Cantilevered Retaining Wall Design Description RETAINING WALL AROUND PARKING STRUCTURE Page 2 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Ibs ft ft-# 3,189.4 4.50 1.17 16.5 13.75 Total = 3,205.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 14,352.2 226.9 O.T.M. = 14,579.1 = 3.59 10,041.4 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stern Weight(s) _ Earth © Stem Transitions = Footing Weight Key Weight Vert. Component Total = 4,620.0 6.25 28,875.0 0.00 770.0 1.75 1,347.5 1,812.5 4.00 7,250.0 1,800.0 4.00 7,200.0 150.0 3.50 525.0 888.9 8.00 7,111.2 10,041.4 Ibs R.M.= 52,308.6 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 2:44PM, 20 FEB 00 Rd: 510303 User: KW-050115, Ver 5.1.3, 21-Jun-1999, Win32 (c) 1983-99 ENERC LC Cantilevered Retaining Wall Design Page 1 Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height 14.50 k Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 24.00 in Soil Density = 110.00 pcf Wind on Stem 33.0 psf Design Summary Total Bearing Load ...resultant ecc. 12,758 Ibs = 2.11 in Soil Pressure @ Toe = 1,411 psf OK Soil Pressure @ Heel = 1,141 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,769 psf ACI Factored © Heel = 1,431 psf Footing Shear @ Toe Footing Shear © Heel Allowable Wall Stability Ratios Overturning Sliding = 15.8 psi OK 41.5 psi OK = 93.1 psi 3.32 OK 1.55 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 4,780.9 Ibs less 100% Passive Force - 3,600.0 Ibs less 100% Friction Force= - 3,827.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinfordng Heel Reinforcing Key Reinforcing Toe = 1,769 = 30,629 = 13,104 = 17,525 Soil Data 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 k FootingllSoil Fdctior = 0.300 Soil height to Ignore for passive pressure = 12.00 in Stem Construction Heel 1,431 psf 0 ft-# 18,711 ft-# 18,711 ft-# = 15.82 41.53 psi = 93.11 93.11 psi = #4@18.00 in = #4@18.00 in = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft= Footing Strengths & Dimensions I fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = Key Width = Key Depth = Key Distance from Toe = Cover @ Top = 3.00 in Top Stem 2nd 3rd Stem OK 5.00 Concrete 12.00 # 8 16.00 Edge Stern OK 0.50 Concrete 12.00 # 8 6.00 Edge Stern OK 0.00 Concrete 12.00 # 8 8.00 Edge 60,000 psi 0.0018 6.00 ft 4.00 10.00 24.00 in 12.00 in 12.00 in 6.00 k @ Btm.= 2.00 in fb/FB + fa/Fa = 0.369 Total Force @ Section lbs = 2,713.0 Moment....Actual ft-# = 8,775.8 Moment Allowable ft-#= 23,776.0 Shear Actual psi = 23.8 Shear Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 42.72 Bar Lap/Hook BELOW Ht. in = 42.72 Wall Weight psf 145.0 Rebar Depth 'd' in = 9.50 Masonry Data fm psi= Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data 0.489 5,859.1 27,611.0 56,498.4 51.4 93.1 14.47 42.72 145.0 9.50 0.690 6,283.0 30,645.9 44,445.1 55.1 93.1 42.72 15.34 145.0 9.50 fc psi = 3,000.0 3,000.0 3,000.0 Fy psi = 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 5.25 in, #5@ 8.25 in, #6© 11.50 in, #7© 15.75 in, #8© 20.50 in, #9© 26. Heel: #4@ 5.50 in, #5@ 8.50 in, #6@ 12.00 in, #7@ 16.50 in, #8© 21.50 in, #9© 27. Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27. TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 2:44PM, 20 FEB 00 Rev: 510303 User: KW-060115, Ve- 5.1.3, 22-Jun-1999, Win32 `(c) 198399 FH6iCMC Cantilevered Retaining Wall Design Page 2 Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = SeismicLoad = OVERTURNING Force Distance Moment Ibs ft ft-# 4,764.4 5.50 1.33 16.5 16.75 26,204.1 276.4 Total = 4,780.9 O.T.M. 26,480.4 Resisting/Overturning Ratio = 3.32 Vertical Loads used for Soil Pressure = 12,757.8 Ibs Vertical component of active pressure used for soil pressure 1 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stern Transitions _ Footing Weight _ Key Weight _ Vert. Component Total = 4,785.0 8.50 40,672.5 0.00 1,320.0 3.00 3,960.0 2,175.0 6.50 14,137.5 3,000.0 5.00 14,999.9 150.0 6.50 975.0 1,327.9 10.00 13,278.6 12,757.8 Ibs R.M.= 88,023.5 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 1:53PM, 20 FEB 00 Rev: 510300 User: KW-060115, Ver 5.1.3. 22-Jun-1999, W,n32 (c) 1953-99 ENERCALC Cantilevered Retaining Wall Design Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Criteria 1 Retained Height = 5.00 ft Wall height above soil = 2.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem 33.0 psf Surcharge Loads Design Summary 1 Total Bearing Load ...resultant ecc. = 4,755 Ibs 4.65 in Soil Pressure @ Toe = 1,393 psf OK Soil Pressure @ Heel = 509 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,874 psf ACI Factored @ Heel = 685 psf Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = Sliding = 1.59 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,320.1 Ibs less 100% Passive Force= - 666.7 Ibs less 100% Friction Force= - 1,426.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 1.5 psi OK 38.8 psi OK 93.1 psi 3.75 OK 0.0 Ibs OK _ Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinfordng Heel Reinforcing Key Reinfordng Toe 1,874 898 = 161 737 1.53 = 93.11 = #4@18.00 in = #4@18.00 in = None Spec'd Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Fdctior Soil height to ignore for passive pressure = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.oft = 0.300 6.00 in Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Stem Construction 1 Heel 685 psf 0 ft-# 0 ft-# 3,941 ft-# 38.81 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Reber Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable ft= Top Stem Page 1` Footing Strengths & Dimensions I Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Pc = 3,000 psi Min. As Toe Width Heel Width Total Footing Width Fy = 60,000 psi 0.0018 1.00 ft 4.00 5.00 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming 2nd 3rd Stem OK Stem OK 0.50 0.00 Concrete Concrete 12.00 12.00 # 5 # 5 16.00 16.00 Edge Edge Ibs ft-i = ft-i = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data 0.139 866.8 1,446.8 10,419.5 7.1 93.1 21.36 21.36 145.0 10.19 0.304 1,444.9 3,163.8 10,419.5 11.8 93.1 12.00 21.36 145.0 10.19 0.378 1,667.3 3,941.2 10,419.5 13.6 93.1 21.36 9.59 145.0 10.19 Pm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data Pc psi= 3,000.0 Fy psi 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < SFr 3,000.0 3,000.0 60,000.0 60,000.0 Heel: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in, #8@ 42.00 in, #9@ 4 Key: Not req'd, Mu < S * Fr TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 1 53PM, 20 FEB 00 Rer: 510300 User: KW-060115, Ver S.IJ, 22-3un-1999, Win32 (c) 1983-99 ENENCALL Cantilevered Retaining Wall Design Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Page 2. I _Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load © Stem Above Soil = SeismicLoad = OVERTURNING Force Distance Moment Ibs ft ft-# 1,254.1 2.54 0.56 66.0 7.17 3,182.9 473.0 Total = 1,320.1 O.T.M. = 3,655.9 Resisting/Overturning Ratio = 3.75 Vertical Loads used for Soil Pressure = 4,755.5 Ibs Vertical component of active pressure used for soil pressure 1 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth (a] Stem Transitions_ Footing Weight _ Key Weight Vert. Component Total = 1,650.0 3.50 5,775.0 900.0 3.50 3,150.0 0.00 55.0 0.50 27.5 1,015.0 1.50 1,522.5 875.0 2.50 2,187.5 75.0 1.50 112.5 185.5 5.00 927.4 4,755.5 Ibs R.M.= 13,702.4 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 1:54PM, 20 FEB 00 Er: 510300 Use: 15, Ver 5.1.3, 229um1999, Wm32 “)198349 3.99 Er.EVEVAL[ Cantilevered Retaining Wall Design Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 4.00 ft 2.00 ft 0.00: 1 6.00 in = 110.00 pcf = 33.0 psf Surcharge Loads _Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe 3,310 Ibs = 4.71 in 1,315 psf OK Soil Pressure @ Heel = 340 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 1,769 psf = 457 psf 1.4 psi OK = 23.5 psi OK 93.1 psi 3.14 OK = 1.62 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,026.3 Ibs less 100% Passive Force= - 666.7 Ibs less 100% Friction Force= - 993.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Factored Pressure = 1,769 Mu' : Upward = 830 Mu' : Downward = 161 Mu: Design = 669 Actual 1-Way Shear = 1.41 Allow 1-Way Shear = 93.11 Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd 'Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingIISoil Frictior 0.300 Soil height to ignore for passive pressure = 6.00 in Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Stem Construction i Heel 457 psf 0 ft-# 0 ft-# 2,494 ft-# 23.52 psi 93.11 psi Design height ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Reber Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Ibs = ft-# = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data Page 1. Footing Strengths & Dimensions f c = 3,000 psi Min. As % Fy = Toe Width = 60,000 psi 0.0018 1.00 ft Heel Width = 3.00 Total Footing Width = 4.00 Footing Thickness 14.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Top Stem 2nd Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge 3rd Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge 0.071 555.7 740.5 10,419.5 4.5 93.1 21.36 21.36 145.0 10.19 0.185 1,044.6 1,924.0 10,419.5 8.5 93.1 12.00 21.36 145.0 10.19 0.239 1,237.3 2,493.8 10,419.5 10.1 93.1 21.36 9.59 145.0 10.19 fin psi= Fs psi = Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Medium Weight Concrete Data Pc psi= 3,000.0 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: Not req'd, Mu < S' Fr TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Rev: 510300 User: KW-060115, Ver 5.1.3, 22-Jun-1999. W n32 (d 1983-99 FIflCM C Title : Dsgnr: Description : Scope: Cantilevered Retaining Wall Design Job # Date: 1:54PM, 20 FEB 00 Page 2 Description RETAINING WALL WITH ROAD ACCESS SURCHARGE [Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment ft-# Ibs ft Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 960.3 2.16 0.56 66.0 6.17 Total = 1,026.3 Resisting/Overturning Ratio O.T.M. = 3.14 2,078.6 407.0 2,485.6 Vertical Loads used for Soil Pressure = 3,310.2 Ibs Vertical component of active pressure used for soil pressure 1 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions = Footing Weight _ Key Weight Vert. Component 880.0 600.0 55.0 870.0 3.00 3.00 0.00 0.50 1.50 700.0 2.00 75.0 1.50 130.2 4.00 Total = 2,640.0 1,800.0 27.5 1,305.0 1,400.0 112.5 520.8 3,310.2 Ibs R.M.= 7,805.8 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 1:55PM, 20 FEB 00 Rev: 510300 User: KW-060115. Ver 5.1.3, 22-Jun-1999, Win32 _(c) 1903-99 ENERCALC Cantilevered Retaining Wall Design Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem = 3.00 ft = 2.00 ft = 0.00: 1 = 6.00 in = 110.00 pcf = 33.0 psf Surcharge Loads _Design Summary Total Bearing Load ...resultant ece. = 2,8251bs = 2.58 in Soil Pressure © Toe = 934 psf OK Soil Pressure @ Heel = 478 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,268 psf ACI Factored @ Heel = 650 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 0.9 psi OK 20.5 psi OK = 93.1 psi = 4.17 OK 1.60 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 767.5 Ibs Tess 100% Passive Force= - 379.2 Ibs less 100% Friction Force= - 847.4 Ibs Added Force Req'd ....for 1.5 : 1 Stability 0.0 Ibs OK 0.0 Ibs OK Footing Design Results Factored Pressure Mu' : Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinfordng Heel Reinfordng Key Reinforcing Toe = 1,268 = 608 = 161 = 447 0.93 = 93.11 #4@18.00 in = #4@18.00 in = None Spec'd _Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingljSoll Frictior = 0.300 Soil height to ignore for passive pressure = 6.00 in Surcharge Over Heel = 300.0 psf Used To Resist Sliding 8 Overtuming Stem Construction 1 Heel 650 psf 0 ft-# 0 ft-# 1,447 ft-# 20.46 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spadng Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable ft= Page 1. Footing Strengths & Dimensions I Pc = 3,000 Min. As Toe Wdth Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in psi Fy = 60,000 psi 0.0018 1.00 ft 3.00 = 4.00 14.00 in 0.00 in = 0.00 in Surcharge Over Toe = Used for Sliding 8 Overtuming Top Stem 2nd Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge 3rd Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge 0.0 psf Ibs = ft-# = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data 0.030 304.2 315.5 10,419.5 2.5 93.1 21.36 21.36 145.0 10.19 0.101 703.8 1,054.8 10,419.5 5.8 93.1 12.00 21.36 145.0 10.19 0.139 866.8 1,446.8 10,419.5 7.1 93.1 21.36 9.59 145.0 10.19 Pm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick, _ Masonry Block Type = Medium Weight Concrete Data Pc Fy psi = 3,000.0 3,000.0 3,000.0 psi = 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: No key defined TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351.8881 Title : Dsgnr: Description : Scope : Job # Date: 1:55PM, 20 FEB 00 Rev; 510300 Use: KW-060115, Vet 5.1.3. 22.39n-1999, W n32 _I<119133-99 ENERCNE Cantilevered Retaining Wall Design Page 2. Description RETAINING WALL WITH ROAD ACCESS SURCHARGE LSummary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 701.5 1.78 Toe Active Pressure = 0.56 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stern Above Soil = 66.0 5.17 SeismicLoad = Total = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1,250.6 341.0 767.5 O.T.M. = 1,591.6 = 4.17 2,824.7 Ibs Vertical component of active pressure used for soil pressure Force Ibs RESISTING Distance ft Moment fta! Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth Stem Transitions_ Footing Weight = Key Weight Vert. Component = Total = 660.0 600.0 55.0 725.0 3.00 3.00 0.00 0.50 1.50 700.0 2.00 1.00 84.7 4.00 1,980.0 1,800.0 27.5 1,087.5 1,400.0 338.7 2,824.7 Ibs R.M.= 6,633.7 TSTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 P A S A O E N A, C A L i F O R N I A 9 1 1 0 7 f626) 351 -8861 FAX (828) 351 -5319 p W 461 Ser RA car .1 tc, sheet 57-I o1 by J9 1 S lob no. date t4IK It#z I,hic ov-515K/� Mr • 0-1 5 X I I,3b/b t r oloti5 6-035 1 ikbu meto*-/ Q. / I Oa L. fib - CAS '.,,3M I+4>; ' —v%"f.) ES TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PAS A O E N A, CALIFORNIA 9 1 1 0 7 (626] 351 -Best FAX (626) 351 5319 sheet ST—z of by lob no. 1'15 date '—/'�9 f as T • • 4-% e tit a, av 1$ b x l t = DO'S 'Ft 114'" ►koJIt t) e t'L",. c dc. do 4) @, 'ex) Est ; off- LA-4 o\ A GI, ak TSTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASAOENA. CALIFORNIA 91 1 07 (6261 351 -BBB 1 FAX f626) 351-5319 1-164-4 poi )C' Ha 4srRue..-rti sheet M s — I of by lob no. date t ( d6 E7u 5LEt riA Lui cILTI i �b eT 6eh, 7 e (r,"e. c_. 1-M5 - 4 x l 5sr I ts-b it- PIAL= 1,4(350+tc0)417"Y, < piverot. t a4t t 15,bS*ti&1 t w4u. 3 plat o,b x q 7 = N> ` 4loi->t 61 Is 4,1A I 1 oJt°t e s o 14%4• t 147 o44. Lam) IL=11'' < kiixv its cal,. 70 64-97146u> u o16x '" 1 3, 94 151 INs n r C_ oK.. Art2 .A17tha 1 6W F L k� �IU�3 0,Lx�1/-) =11 ClU = 211x 9'/v,- Zlt P2° xa*4 /sr)e.E,''•,c1IES Y ,IA = 1. t x@/z) - `f ,5k n�1 1,5%.bx I26 - 14,4 r ' Duop 4A-m-rgb7-$BSI —TES TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SMITE 200 PASADENA. CALIFORNIA 91 1 07 (626) 351 -6661 FAX (626] 351 -5319 rbItW Ny S'fROC'Nr , sheet LP —I of by job no. 13 date 4 ( .° Llawf vete gNcH4R4tie Count 1.444o I o mph r> Dios/ xc5A)XISM. its " L14-wrS r� 6 c� Sle'R -j- &.'3`1K ESL xLs/'] 'F G.13�"' S _1 ti el 4--3141* A1f3 ('Le/ p4- rick - t ri I 4 4l-1-14 . rkx%0 Pri ;ettc ) ON '.�/ oh-azsa 0 4ctly- + 5,55,,c_ . q 1%n4- Par oc a"`x 1y, = i 6 k 1,33 use- 34 4 f F ►Z ems ffrcusw, octi-18x c�ws yLk > b►`- ate_. C+) 3 " A. < 50k51?, T TAYLOR^& GAINES A TMAO COMPANY PASADENA • SAN DIEGO • ENCINO IL H oA c. PAILK-INq 5r vcNKc: sheet F'Il1 A of _ by S j job no date (-j l 5100 reci j"' pAh.e, 1 w,JL� h Pw VaJk\L e �a rr,�, (04d 6ubol5-= PH r at pb,,,-1- A ,o <CcA 6 p�r.F A, wn,Ll) - 1,7 = I o. z" 61=(1,�)A1.7 = IS,311` = i2,H 3b„ 6 = �- I�- s( IR" 4Vz- • �C �U b � ; . I l`1 64- = . I I`1 (3 b) Lnet tnsv AS = 3, to Ll1 .1i31 v. 1 36° 17,2k > Vu =6ok. o. 28 INS/f� dx S-e1-2v - ,3 l 1 , wa,VA ol? 1-1e-? -,30 -i&L( DL - II 1) psi ( 3.7.51i er•c415+rlavl4 = S' 3,25�+t .3H7-(3„) +,`1N7(9") 1, 0 3& c/ 02_ sr-4_6j (DJ ()WC _ 3o'7 11w/*�• 3518 "1`/c-t = I$'-111k 61 -`i`1 /k} 311%}, I II 14:/icy4 a Se - it, ott 4tL1tIb ►N(I2--)30`b= -1,35� > Vu . 51o>< 3NZ Y-17 7%174k- - Vo Z3 0,2c--1 T8l�7 TAYLORN& GAINES A TMAO COMPANY PASADENA • SAN DIEGO • ENCINO t-1VAA PAV_. -ItL 5-1-1Z uILE sheet Blfl13 of by 5 Y job no. date 40* pm,A.e & S14� 5 ina.iw . aL LJAM FreLA;t � �I 5 h la = (.1 sv) ,o ( 1,5-B)1,7 v,) .3`11- k/41- . `t `17 .'27 kl*L- 13`i 1,04� 4\h, = • I1`I (lti) 3,16 = Lt. 35'> Vv ; /Ub vk• rl( 11 .152) ( Iq %� _ /,3 -139 ( Iq"/y- = 1,3 22,E NlLit - 3v,7/� 3z.4) 1 .11Z", L 3.Id ' A s = 0. 23 1\47. kz V b = . 33 oYt lc e_ icn = Y2�j T&G TAYLOR_& GAINES A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO sheet 13l`11c' by sP I-)oA60 job no PA1ZKt�� 57?-u'7UP-i date 4/51o0 7 J.. 4 DL w AAA pre- sA-- z 5' 514.10 5 q.1.1r)1,67 ° sly = $ (.z�s)3��i, �y I14$ ,47 I,93"k/I =VL kn- '', a= $-1,5 5:::it , 6.1$" 4Va= dit- ic(1L)6>I'b = $,ySkl, >vu-1.gy 1lv = ,3`tZ ((>-7 fi3) = 23.1 ok • 41'1 7 (L -2 -F q) 34, u , 1LIL (H-,nb) _ S>3 • ri1 ( (-7/7;) = \2,9 . 4-7 ( 67 /z) n 1 S", -7 H—L") cL; 6,11b A = 0,29 ,:4-4,i_ -k5-e.11.- = ,31 oh_ kt kt- , , 3 U TAYL on GAINES STRIJCTLIRAL ENGINEERS 3O NO. - PASADENA. CAI Ir 16261 351-ae 1 rn.< ln._nI .I.-i'I R-i'IG HOAG MEMORIAL HOSPITAL PRESBYTERIAN PARKING STRUCTURE The story drift ratio check is based on 1997 Uniform Building Code, 1630.9 and 1630.10. The lateral displacement at each roof or diaphragm level comes from the ETABS output file of parkingl.str, which is shown from page L266 to L267 of structural calculations, Hoag Parking Structure, volume III. Results are presented in attached calculations. The story drift is within the limitation of 1997 UBC requirements. St>_2 TI-' r ucr1I I 2.GAINES i SIi=1l IC11F.11. ENGINEERS iHALSTEAO ST SUITF. i00 PASACENA. CALIFORNIA 91107-3147 IA2E1 391-esei FAX (E2EE1 351-5319 1 HOAG MEMORIAL HOSPITAL PRESBYTERIAN PARKING STRUCTURE STORY DRIFT RATIO CHECK LEVEL h1(In) 8 (in) ay(In)as:(tn) Osy(In) aer:(In) Amy (In) A. Th1 &rml 6TH LEVEL 136 0.2315 0.3340 0.0671 0.1066 0.2114 0.3358 0.0016 0.0025 <0.025 OK 5TH LEVEL 136 0.1644 0.2274 0.0451 0.0327 0.1421 0.1030 0.0010 0.0008 <0.025 OK 4TH LEVEL 136 0.1193 0.1947 0.0557 0.0804 0.1755 0.2533 0.0013 0.0019 <0.025 OK 3RD LEVEL 136 0.0636 0.1143 0.0561 0.0770 0.1767 0.2426 0.0013 0.0018 < 0.025 OK 2ND LEVEL 136 0.0075 0.0373 0.0075 0.0373 0.0236 0.1175 0.0002 0.0009 <0.025 OK Note: Drift and story drift ratio are determined by 1997 UBC, 1630.9 and 1630.10, respectively. CHAP. 16, DIV. IV 1830.8.1 1631.1 1997 UNIFORM BUILDING CODE g�-3 cremental changes of the design overturning moment shall he dis- tributed to the various resisting elements in the manner prescribed .1 Section 1630.6. Overturning effects on every element shall he carried down to the foundation. See Sections 1615 and 1633 for 1 combining gravity and seismic forces. 1630.8.2 Elements supporting discontinuous systems. 1630.8.2.1 General. Where any portion of the lateral -load - resisting system is discontinuous, such as for vertical irregularity Type 4 in Table 16-L or plan irregularity Type 4 in Table 16-M, concrete, masonry, steel and wood elements supporting such dis- continuous systems shall have the design strength to resist the combination loads resulting from the special seismic load com- binations of Section 1612.4. EXCEPTIONS: 1. The quantity E,„ in Section 1612.4 need not exceed the maximum force that can be transferred to the element by the lateral -force -resisting system. 2. Concrete slabs supporting light -frame wood shear wall systems or light -frame steel and wood structural panel shear wall systems. For Allowable Stress Design, the design strength may be deter- mined using an allowable stress increase of 1.7 and a resistance factor, tp, of 1.0. This increase shall not be combined with the one- third stress increase permitted by Section 1612.3, but may be com- bined with the duration of load increase permitted in Chapter 23, Division III. 1630.8.2.2 Detailing requirements in Seismic Zones 3 and 4. In Seismic Zones 3 and 4, elements supporting discontinuous sys- tems shall meet the following detailing or member limitations: 1. Reinforced concrete or reinforced masonry elements designed primarily as axial -load members shall comply with Sec - 'on 1921.4.4.5. 2. Reinforced concrete elements designed primarily as flexural members and supporting other than light -frame wood shear wall systes or light -frame steel and wood structural panel shear wall systems shall comply with Sections 1921.3.2 and 1921.3.3. Strength computations for portions of slabs designed as support- ing elements shall include only those portions of the slab that com- ply with the requirements of these sections. 3. Masonry elements designed primarily as axial -load carrying members shall comply with Sections 2106.1.12.4, Item 1, and 2108.2.6.2.6. 4. Masonry elements designed primarily as flexural members shall comply with Section 2108.2.6.2.5. 5. Steel elements designed primarily as axial -load members shall comply with Sections 2213.5.2 and 2213.5.3. 6. Steel elements designed primarily as flexural members or trusses shall have bracing for both top and bottom beam flanges or chords at the location of the support of the discontinuous system and shall comply with the requirements of Section 2213.7.1.3. 7. Wood elements designed primarily as flexural members shall be provided with lateral bracing or solid blocking at each end of the element and at the connection location(s) of the discontinuous system. 1630.8.3 At foundation. See Sections 1629.1 and 1809.4 for overturning moments to be resisted at the foundation soil inter- face. +1630.9 Drift. Drift or horizontal displacements of the structure %plait be computed where required by this code. For both Allow- able Stress Design and Strength Design, the Maximum Inelastic Response Displacement, Am, of the structure caused by the Design Basis Ground Motion shall be determined in accordance with this section. The drifts corresponding to the design seismic forces of Section 1630.2.1, As, shall be determined in accordance with Section 1630.9.1. To determine Am, these drifts shall be amplified in accordance with Section 1630.9.2. 1630.9.1 Determination of 4s. A static, elastic analysis of the lateral force -resisting system shall be prepared using the design seismic forces from Section 1630.2.1. Alternatively, dynamic analysis may be performed in accordance with Section 1631. Where Allowable Stress Design is used and where drift is being computed, the load combinations of Section 1612.2 shall be used. The mathematical model shall comply with Section 1630.1.2. The resulting deformations, denoted as As, shall be determined at all critical locations in the structure. Calculated drift shall include translational and torsional deflections. 1630.9.2 Determination of A,q. The Maximum Inelastic Response Displacement, AM, shall be computed as follows: AM = 0.7 R As (30-17) EXCEPTION: Alternatively, am may be computed by nonlinear time history analysis in accordance with Section 1631.6. The analysis used to determine the Maximum Inelastic Response Displacement Am shall consider PA effects. 1630.10 Story Drift Limitation. 1630.10.1 General. Story drifts shall be computed using the Maximum Inelastic Response Displacement, AM. 1630.10.2 Calculated. Calculated story drift using Am shall not exceed 0.025 times the story height for structures having a funda- mental period of less than 0.7 second. For structures having a fun- damental period of 0.7 second or greater, the calculated story drift shall not exceed 0.020 times the story height. EXCEPTIONS: 1. These drift limits may be exceeded when it is demonstrated that greater drift can be tolerated by both structural ele- ments and nonstructural elements that could affect life safety. The drift used in this assessment shall be based upon the Maximum Inelastic Response Displacement, Am. 2. There shall be no drift limit in single -story steel -framed structures classified as Groups B, F and S Occupancies or Group H, Division 4 or 5 Occupancies. In Groups B, F and S Occupancies, the primary use shall be limited to storage, factories or workshops. Minor accessory uses shall be allowed in accordance with the provisions of Section 302. Structures on which this exception is used shall not have equipment at- tached to the structural frame or shall have such equipment detailed to accommodate the additional drift. Walls that are laterally supported by the steel frame shall be designed to accommodate the drift in accor- dance with Section 1633.2.4. 1630.10.3 Limitations. The design lateral forces used to deter- mine the calculated drift may disregard the limitations of Formula (30-6) and may be based on the period determined from Formula (30-10) neglecting the 30 or 40 percent limitations of Section 1630.2.2, Item 2. 1630.11 Vertical Component The following requirements ap- ply in Seismic Zones 3 and 4 only. Horizontal cantilever compo- nents shall be designed for a net upward force of 0.7Ca/Wp. In addition to all other applicable load combinations, horizontal prestressed components shall be designed using not more than 50 percent of the dead Toad for the gravity load, alone or in combina- tion with the lateral force effects. SECTION 1631 — DYNAMIC ANALYSIS PROCEDURES 1631.1 General. Dynamic analyses procedures, when used, shall conform to the criteria established in this section. The analy- sis shall be based on an appropriate ground motion representation and shall be performed using accepted principles of dynamics. 2-16 -"ESTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA, CALIFORNIA 91 1 07 (6201 351-9961 FAX (6261 351-5319 sheet 1:6. of by job no. 13 15 date 4/ lei (Ai aNZ �� 4654 i$ t yW A tP 4_ s E -rIcg-as4, LinW r at s a N LA 5F- LA A rOee LON WALL FORCES AT LEVEL 1ST-06 IN FRAME /THREE DIMENSIONAL WALL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 1 CASE 1 TOP 638.25 52.40 -1512.49 -33.09 -1271.74 476.12 BOTTOM 1232.14 -1887.45 1 CASE 2 TOP 2063.50 75.22 -2281.90 -49.89 -1585.89 684.26 BOTTOM 2915.95 -2847.33 1 CASE 3 TOP 5916.40 149.00 ✓ 1502.24 37.33 -52.78 260.60 BOTTOM 76Q5 01 1925.31 1 CASE 4 TOP 316611 740 ✓ 194 2 406 237 BOTTOM 324902 ✓ 213 1 CASE 5 TOP 149196 419 987 7 211 324 BOTTOM 153844 1070 2 CASE 1 TOP -2458.60 -66.34-614.46 -10.20-850.72-677.09 BOTTOM-3210.42-730.06 2 CASE 2 TOP -5589.89 -95.63 -925.39 -15.36-1044.33-1032.60 BOTTOM -6673.71 -1099.52 2 CASE 3 TOP 1669.53 23.98 ✓ 83.19 0.83 -22.13 -45.84 BOTTOM 1941.2t `- 92.55 2 CASE 4 TOP 161383 1`79 # 61 3 814 188 BOTTOM 163323 j/ 53 2 CASE 5 TOP 32043.50 70.58 1059.57 14.29 467.97 2138.23 BOTTOM 32755.49 1221.02 3 CASE 1 TOP 19496.69 8.39-157.02 -13.00 -1409.04 -2610.37 BOTTOM 19591.77 -304.37 3 CASE 2 TOP 26191.46 15.51 -236.08 -19.56 -1776.17 -3930.69 BOTTOM 26367.25 -457.74 3 CASE 3 TOP 5689.83 44.441 -131.46 -5.50 -23.72 -64.47 BOTTOM 6193.48 -193.83 3 CASE 4 TOP 460746 516 ✓ 109 1 358 1356 BOTTOM 466396 ✓ 106 3 CASE 5 TOP 13093.30 232.29 387.61 36.66 51.83 394.31 BOTTOM 15638.66 189.81 4 CASE 1 TOP -3579.11 -50.53 1510.19 39.25 -1248.95 294.95 BOTTOM -4151.82 1955.02 4 CASE 2 TOP -5552.15 -84.61 2275.87 59.19 -1559.37 496.54 BOTTOM -6511.01 2946.67 4 CASE 3 TOP 4181.58 126.44V -829.47 -23.56 -50.64 1125.99 BOTTOM 5614.55 -1096.50 T'YLOR & GAINES PAGE 1420 PROGRAM:ETABS/FILE:\parking\parking2.FRM H/AG MEMORIAL HOSPITAL, UNIT: KIPS-INCHE4 S EAR WALL STRUCTURE DESIGNED BY UBC-97 FILE NAME: PARKING.DAT W•LL FORCES AT LEVEL 1ST-06 IN FRAME /THREE DIMENSIONAL W•LL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 4 CASE 4 TOP 309265 503y/ 100 1 496 74 BOTTOM 314856 ✓ '1101 4 CASE 5 TOP 104318 179 906 8 195 525 /k2Cl /it/ (�/G.7" l.spec' BOTTOM 106211 993 5 CASE 1 TOP 29497.02 -116.27 1231.67 50.44 -1587.61 -4916.34 BOTTOM 28179.37 1803.35 5 CASE 2 TOP 40026.45 -170.93 1866.88 76.56 -2007.16 -7428.27 BOTTOM 38089.29 2734.57 5 CASE 3 TOP 3472.39 -2.53r -161.46 -0.88 -7.36 493.46 BOTTOM 3443.67 -171.38 5 CASE 4 TOP 509709 410 ✓ 42 3 614 288 BOTTOM 514244 ✓ 14 5 CASE 5 TOP 55982.25 161.43 275.94 5.54 52.00 608.27 BOTTOM 55387.91 215.10 6 CASE 1 TOP -399.31 BOTTOM -493.65 6 CASE 2 TOP -690.30 BOTTOM -820.31 6 CASE 3 TOP 917.22 BOTTOM 910.96 6 CASE 4 TOP 11836.74 BOTTOM 13610.72 6 CASE 5 TOP 19061.12 BOTTOM 18662.30 - 8.33 -11.47 -0.55 157.07 50.04 1.39 - 9.29 1.80 - 13.37 - 65.49 -127.37 8.22 6.37 22.93 30.57 13 CASE 1 TOP -241.03 0.36-646.57 BOTTOM -236.93 -616.12 13 CASE 2 TOP -283.69 -0.17-779.60 BOTTOM -285.64 -739.89 13 CASE 3 TOP 88.83 0.31 407.12 BOTTOM 92.31 375.27 13 CASE 4 TOP 1779.54 36.03 7090.15 BOTTOM 2186.62 6571.31 13 CASE 5 TOP 3232.65 8.81 15807.05 BOTTOM 3308.03 14686.83 7 CASE 1 TOP -194.37 BOTTOM -227.33 7 CASE 2 TOP -237.65 BOTTOM -290.29 7 CASE 3 TOP 86.49 BOTTOM 101.31 7 CASE 4 TOP 4969.58 BOTTOM 5957.38 7 CASE 5 TOP 1190.66 BOTTOM 1374.96 - 2.91 -4.65 1.31 88.10 17.51 - 1.70 9.65 - 2.56 10.40 3.30 3.89 3.72 6.49 21.98 62.36 -0.94 - 1.34 - 5.46 0.29 4.71 2.69 3.50 - 2.81 45.79 98.85 1.00 1.14 0.05 0.33 7.43 - 185.55 -209.70 13.98 396.58 279.02 - 161.54 -179.65 5.36 341.38 141.11 -138.31 - 148.25 -7.27 36.35 481.22 89.45 126.03 -720.23 67.34 675.83 - 69.35 - 60.29 5.99 766.60 546.41 0.77 1.18 0.94 6.35 9.36 TAYLOR & GAINES PAGE 1421 PROGRAM: ETABS/FILE:\parking\parking2. FRM HOAG MEMORIAL HOSPITAL, UNIT: KIPS -INCHES SHEAR WALL STRUCTURE DESIGNED BY UBC-97 FILE NAME: PARKING.DAT WALL FORCES AT LEVEL 1ST-06 IN FRAME /THREE DIMENSIONAL WALL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 15 CASE 1 TOP -175.18 5.30 279.06 0.37-138.72 219.68 BOTTOM -115.14 283.23 15 CASE 2 TOP-183.37 7.29 173.19 1.46-150.52 285.82 BOTTOM -100.69 189.73 15 CASE 3 TOP 50.85 -1.13-234.35 1.48 -5.95 -45.28 BOTTOM 38.09 -217.60 15 CASE 4 TOP 1638.03 27.20 5452.46 39.16 444.42 444.38 BOTTOM 1944.90 5008.72 15 CASE 5 TOP 2335.93 9.88 11592.52 72.78 84.49 830.16 BOTTOM 2249.22 10767.83 8 CASE 1 TOP -1517.80 BOTTOM -1614.78 8 CASE 2 TOP -2195.26 BOTTOM -2343.41 8 CASE 3 TOP 741.16 BOTTOM 774.56 8 CASE 4 TOP 51413.62 BOTTOM 53525.02 8 CASE 5 TOP 16426.46 BOTTOM 16769.90 9 CASE 1 TOP 1049.96 BOTTOM 968.34 9 CASE 2 TOP 1469.41 BOTTOM 1354.21 9 CASE 3 TOP -907.93 BOTTOM -906.60 9 CASE 4 TOP 2770.83 BOTTOM 3045.58 9 CASE 5 TOP 33062.54 BOTTOM 35733.36 -8.56 - 13.07 2.95 187.38 39.55 -7.20 - 10.17 0.12 25.86 237.32 0.46 -1.60 -283.23 - 17.63 0.53 -1.74 -307.41 - 19.23 - 1.89 -0.42 15.07 - 6.62 1.79 0.65 38.34 5.57 25.81 11.70 1149.48 106.84 0.90 18.32 1.19 23.66 - 416.94 - 639.11 35.26 185.04 5.86 12.65 1.54 1.98 -19.60 13.22 1.07 0.58 -2.86 -4.79 91.98 32.03 - 204.16 53.51 - 230.75 72.13 52.94 969.10 423.25 57.63 32.84 123.21 10 CASE 1 TOP 28493.54 -51.63 767.85 16.47 -1173.17 3694.32 BOTTOM 27908.41 954.50 10 CASE 2 TOP 40308.35 -71.61 1091.37 24.36 -1388.35 5327.08 BOTTOM 39496.77 1367.47 10 CASE 3 TOP 16197.03 20.82 e-809.85 -26.25 -54.96 -1059.79 BOTTOM 16432.99 -1107.40 10 CASE 4 TOP 120097 142 1905 56 145 423 BOTTOM 121250 2539 10 CASE 5 TOP 440493 1438 v' 248 5 714 3201 BOTTOM 456579 1/ 290 12 CASE 1 12 CASE 2 TOP 12850.13 BOTTOM 13219.50 TOP 19525.82 BOTTOM 20088.31 TAYLOR & GAINES 32.59 -188.98 -5.69-1816.48 -99.07 - 253.49 49.63 -288.39 -9.08-2287.38 -155.25 - 391.26 PAGE 1422 PROGRAM:ETABS/FILE:\parking\parking2.FRM HOAG MEMORIAL HOSPITAL, UNIT: KIPS -INCHES SHEAR WALL STRUCTURE DESIGNED BY UBC-97 FILE NAME: PARKING.DAT WALL FORCES AT LEVEL 1ST-06 IN FRAME /THREE DIMENSIONAL WALL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID 12 CASE 3 12 CASE 4 12 CASE 5 POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT TOP 2862.09-14.51d -73.92 -3.88 9.02 -0.88 BOTTOM 2697.65 -117.94 TOP 58180.25 205.18 1423.08 26.43 40.97 131.18 BOTTOM 60263.71 1708.68 TOP 1030210 822 389 20 16 66 BOTTOM 1.039119 ,, 621 14 CASE 1 TOP -118.68 BOTTOM -108.64 14 CASE 2 TOP -147.15 BOTTOM -134.22 14 CASE 3 TOP 77.26 BOTTOM 63.76 14 CASE 4 TOP 311.85 BOTTOM 285.92 14 CASE 5 TOP 8877.51 BOTTOM 7799.77 17 CASE 1 TOP -2173.04 BOTTOM -1948.06 17 CASE 2 TOP -2801.51 BOTTOM -2517.26 17 CASE 3 TOP -94.22 BOTTOM -204.75 17 CASE 4 TOP 977.48 BOTTOM 1357.58 17 CASE 5 TOP 13983.03 BOTTOM 17220.96 18 CASE 1 TOP -2481.65 BOTTOM -2174.48 18 CASE 2 TOP -3554.27 BOTTOM -3109.80 18 CASE 3 TOP -960.60 BOTTOM -1076.27 18 CASE 4 TOP 5376.53 BOTTOM 4634.63 18 CASE 5 TOP 15393.95 BOTTOM 18356.27 19 CASE 1 TOP 1287.96 BOTTOM 1038.46 19 CASE 2 TOP 1723.98 BOTTOM 1396.47 19 CASE 3 TOP 697.93 BOTTOM 1658.26 19 CASE 4 TOP 4257.29 BOTTOM 7249.31 0.89 1.14 - 1.19 3.11 95.10 19.85 25.08 - 9.75 42.59 286.06 27.10 39.22 - 10.21 73.55 261.83 - 22.02 - 28.90 84.74 264.81 - 0.01 1.87 - 0.02 2.84 - 0.01 - 0.64 4.24 37.14 2.34 7.64 - 0.56 17.14 - 0.78 22.74 - 8.69 - 63.41 0.98 119.28 2.73 52.19 - 1.11 0.91 - 1.65 2.22 9.37 - 11.11 2.49 87.44 1.96 23.15 - 2.27 18.03 - 3.40 23.30 - 8.02 - 26.78 1.56 14.65 0.17 0.25 -0.06 2.92 0.67 1.56 2.08 - 4.83 10.61 4.84 0.18 0.34 - 1.81 7.50 1.88 1.79 2.36 - 1.66 1.20 - 112.94 - 121.43 -1.17 11.12 53.56 - 163.89 -192.73 60.80 348.08 339.60 - 236.76 - 299.27 -29.76 122.13 78.02 - 138.81 - 162.00 31.81 179.31 - 1.40 - 2.50 -0.32 12.73 17.33 - 6.91 -17.97 24.67 168.75 463.38 28.44 31.12 30.70 115.22 64.99 3.74 17.80 30.92 269.90 TAYLOR 6 GAINES PAGE 1423 PROGRAM: ETABS/FILE:\parking\parking2. FRM HOAG MEMORIAL HOSPITAL, UNIT: KIPS -INCHES SHEAR WALL STRUCTURE DESIGNED BY UBC-97 FILE NAME: PARKING.DAT WALL FORCES AT LEVEL 1ST-06 IN FRAME /THREE DIMENSIONAL 12 CASE 2 TOP 15596.07 45.75 817.87 -30.81 -2097.51 -192.62 BOTTOM 16114.60 468.71 12 CASE 3 TOP 4672.82 -25.46 -8.62 -0.41 -6.65 -7.33 BOTTOM 4384.31 -13.23 12 CASE 4 TOP 44649.64 195.77 721.23 20.22 6.83 97.92 BOTTOM 46444.47 948.71 12 CASE 5 TOP 973371 735 35 3 25 50 BOTTOM 981130 70 14 CASE 1 TOP -92.14 BOTTOM -130.49 14 CASE 2 TOP -106.10 BOTTOM -170.27 14 CASE 3 TOP -48.84 BOTTOM 162.19 14 CASE 4 TOP 295.91 BOTTOM 387.54 14 CASE 5 TOP 9521.03 BOTTOM 9600.04 -3.38 0.89 -0.06-103.47 -1.16 0.26 -5.66 1.31 -0.08-111.74 -1.43 0.40 18.62 0.17 -0.11 -1.10 3.23 -1.05 22.69 14.69 0.56 12.65 95.79 16.16 26.33 7.17 0.45 28.20 5.63 3.55 16 CASE 1 TOP 3620.51 67.54 -226.08 -6.63-1103.96 -37.96 BOTTOM 4385.98 -301.16 16 CASE 2 TOP 6123.49 101.24 -314.78 -9.37-1273.50 -53.62 BOTTOM 7270.82 -420.95 16 CASE 3 TOP 3863.50 16.304 1844.91 60.67 -4.58 -5.15 BOTTOM 4048.19 2532.49 16 CASE 4 TOP 156411 235 717 2 113 270 BOTTOM 158943 739 YLOR & GAINES PAGE 1311 PROGRAM:ETABS/FILE:\parking\parking2. FRM AG MEMORIAL HOSPITAL, UNIT: KIPS -INCHES EAR WALL STRUCTURE DESIGNED BY UBC-97 FILE NAME: PARKING.DAT LL FORCES AT LEVEL 2ND-12 IN FRAME /THREE DIMENSIONAL LL OUTPUT OUTPUT MAJOR MAJOR MINOR MINOR AXIAL TORSIONAL ID ID POINT MOMENT SHEAR MOMENT SHEAR FORCE MOMENT 16 CASE 5 TOP 1343126 574 ✓ 106 2 3 86 BOTTOM 1349442 ✓ 123 17 CASE 1 TOP -2486.53 18.88 -3.59 0.14 -136.05 -11.78 BOTTOM -2272.57 -2.04 17 CASE 2 TOP -3121.10 23.94 -4.94 0.20 -161.19 -17.72 BOTTOM -2849.83 -2.72 17 CASE 3 TOP -56.18 24.22 5.04 4.67 19.57 -151.35 BOTTOM 218.26 57.93 17 CASE 4 TOP 496.97 46.32 2.95 1.02 237.19 62.13 BOTTOM 830.38 8.57 17 CASE 5 TOP 7491.85 303.32 0.72 0.38 289.68 14.46 BOTTOM 10922.60 4.45 18 CASE 1 TOP -3250.64 34.51 1.70 -0.05 -227.51 21.28 BOTTOM -2859.59 1.19 18 CASE 2 TOP -4707.15 49.88 V.30 -0.07 -294.05 30.42 BOTTOM -4141.87 1.47 —ES TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAl) `:011 1 • :it IITI ]'[III P A S A 0 E N A, CAL 11 ()min u I 1 0 / 162131 351 0881 FA x 1[12rn ]51 031 R w4Att, _ r O 3 Iat-p k PARKING lirgtic fuK W Ate. cRkt& Kid G.GW� ik49t 121 bl,= 45# U; 1)5" t2L, '3 /s1,14 LL-- 1 p14 =�1815t'K)(3bt )_ r1s(—Tc 3244oa+76osvZ)+(lifgk+740k) z . See rage PIZ 7: o, 155J g &Gm a 12, wlf J`1 A= (Iat px 40) x 0-IS = (k/FT $LABS Sic_ =lor.l1X1 = 1.14/Fr f bW l o"x rx: "50- sheet Pi of by Job no. date IofXut -3 tg II AbD'Dc#.11 EA E.v D XG4_1/•4-23601k TsTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 P A S A O E N A, CALIFORNIA 9 1 10 7 (626) 351 -6661 FAX (6261 351 -5319 t'N 6I by p4RkI-34 51)2UcTURf Job no. 13cI5 date sheet 1 b 01 Gwene a Ga<�NT t.- :.• I�Irx6 rig45SS ke ,Ataola,9t3 , = .6lc6r x 1133 = gksF < hP 13t ,dlwN� . Soic" f4 _ S, P 5DIL REroRtr) epic„ aighteM I yai> ;i!' n&pni x S6' tAN4r I) ti q = 445 I 'K ei.(7, 27I Jr] U"UM 4are IIA IM• I II rle► -9 vA = asp °` 6� TITO (Lthcfxt)x Ebb rty54,x p- Igo,G.. INPUT fy (ksi) 60 b (in) 120.00 fc (ksi) 5 d (in) 44.00 fy. (ksi stir.) 60 Bar size #11 Max As = 132.8 In2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .850,fc87000bd/fy(87000+fy) Muz Mn=KnF=4fcm(1-.59m)F WHEN m=pfy/fc AND p=As/bd F= bd2/12000= 19.36 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 21613 K' 4VD = 634.7 Mu(for min. p=200/fy) = 3402.56 K' V„ (max) = 3173.5 TC TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PA ADE A. CA UFORNU 91107 (31 1391 -3831 FAX (S1SI 051-5319 HOAG sht: PARKING by: El STRUCTURE Job No: Date: 6/26/99 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000osi Ref. AC1318-83 SEC.8,9 & 11 b Stirrup • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 7.66 1128.6 53.62 9853.4 99.58 17084 145.54 0 15.32 2233.9 61.28 11136.4 107.24 18180 153.20 0 22.98 4409.8 68.94 12388.3 114.90 19245 160.86 0 30.64 5817.5 76.60 13609.0 122.56 20279 168.52 0 38.30 7193.9 84.26 14798.5 130.22 21281 176.18 0 45.96 8539.3 91.92 15956.9 137.88 0 183.84 0 When VD<=1/24Vc=.5*.85*2*fc"`*bd = Shear Reinforcement is required When 1/24Vc= 317.3 <_Vu < 34Vc = Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = o.o0 0.00 0.00 0.00 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 0.00 0.00 0.00 0.00 STIRRUP Spac'g for strength req. = s =4Avf, d/(Vu-4Vc) 317.3 Kips 1904.1 Kips ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 0 , 0 0 0 6.00 0 0 0 0 4.00 0 0 0 0 TAYLOR AND GAINES PARKING STRUCTURE STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG sheet rib of By: SC Job No: 1395 Date: 02/29/00 GRADE BEAM LINEEBTWN3TO5 I = 1.5 Beam L => 59 Soil Bearing KLF SEIS. DIR OT factor > +1 Ldg. Lt.end Rt. end L brg. +1 -1 => -1 DL 39.87 35.01 59 Ductile TL 45.79 42.14 59 Y(1)N(0)=> 0 DL+OT(#1) 76.38 0.87 57.76434 TL+OT 82.30 5.63 59 DL RM/OTM 2.9283 Pldno. a> Pdl> PII> Pot> Mot> 1 13 450 135 2 31 300 90 3 49 300 90 SD/L /5e4-2/44 = ]/ �w f wx,ioo)x/33 = 8-$ fiTra Gtiio TN = 82 . /agr B = g 3 / l/Sf eat... of24 gee.. far < c/ 7 GC. df T / -- A<L gtocAo€ i3F40'Is Wldno. c> d> Wdl> WII> Wtrot> FTG. WT 0 59 6.00 WALL 12 48 22.50 98.06925 FLR WT 0 59 1.10IV a No / A°4/.r, Z. Ty. TAYLOR AND GAINES PARKING STRUCTURE sheet �/ of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.81 91.89 16.56 189.59 206.14 254.62 156.80 5.62 183.45 32.96 369.07 402.03 494.98 312.86 8.43 274.68 49.20 538.46 587.66 721.10 468.20 11.24 365.58 65.29 697.74 763.03 932.97 622.80 14.05 -39.93 -53.77 161.47 107.69 252.06 -147.32 16.86 -12.91 -38.00 14.65 -23.35 27.79 -82.67 19.67 13.77 -22.37 -99.26 -121.64 -18.75 -172.60 22.48 40.12 -6.91 -180.27 -187.18 44.43 -279.05 25.29 66.15 8.41 -228.38 -219.97 106.89 -361.63 28.10 91.84 23.56 -243.58 -220.02 168.62 -396.99 30.90 117.19 38.56 -225.87 -187.31 229.62 -385.11 33.71 -157.78 -36.59 -475.26 -511.86 -283.11 -657.60 36.52 -133.09 -21.91 -391.75 -413.66 -223.57 -530.45 39.33 -108.73 -7.37 -275.34 -282.71 -164.75 -357.23 42.14 -84.70 7.00 -126.02 -119.01 -106.67 -137.95 44.95 -61.00 21.23 56.21 77.43 127.40 -49.32 47.76 -37.64 35.29 271.33 306.63 438.81 7.30 50.57 -256.75 -40.80 7.03 -33.77 146.13 -428.80 53.38 -170.83 -27.04 14.79 -12.25 111.69 -285.14 56.19 -85.25 -13.44 12.45 -1.00 62.98 -142.20 59.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.81 129.16 23.29 268.69 291.99 361.01 5.62 516.03 92.89 1055.84 1148.73 1417.35 8.43 1159.68 208.34 2333.08 2541.42 3128.99 11.24 2059.16 369.21 4072.01 4441.23 5455.89 14.05 2694.96 433.64 5527.88 5961.52 7355.77 16.86 2620.80 304.77 5767.57 6072.34 7553.77 19.67 2622.08 220.00 5641.01 5861.01 7267.73 22.48 2697.87 178.91 5240.63 5419.53 6627.08 25.29 2847.23 181.05 4658.87 4839.92 5761.25 28.10 3069.24 225.99 3988.19 4214.18 4799.66 30.90 3362.95 313.29 3321.02 3634.31 5240.73 33.71 2913.15 198.24 1935.53 2133.76 4415.41 36.52 2504.62 116.09 709.87 825.96 3703.83 -312.34 39.33 2165.00 75.00 -234.94 -159.94 3158.50 -1483.41 42.14 1893.36 74.52 -806.45 -731.93 2777.38 -2156.71 44.95 1688.76 114.21 -912.23 -798.01 2558.42 -2199.52 47.76 1550.27 193.64 -459.82 ' -266.17 2499.57 -1479.18 50.57 1079.91 170.95 -93.49 77.46 1802.49 -706.04 53.38 479.34 75.69 -60.47 15.21 799.74 -340.52 56.19 119.68 18.85 -19.85 -1.00 199.59 -91.81 59.00 0.00 0.00 0.00 0.00 0.00 0.00 2 TAYLOR AND GAINES PARKING STRUCTURE sheetF/2of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 13.00 399.91 75.30 674.63 749.94 901_22 687.89 13.01 -49.99 -59.64 224.01 164.37 346.83 -171.38 31.00 118.05 39.07 -224.70 -185.63 231.68 -383.88 31.01 -181.86 -50.88 -524.57 -575.45 -341.11 -736.47 49.00 -4.95 41.44 298.29 339.73 472.93 63.52 49.01 -304.64 -48.51 -1.65 -50.16 159.10 -508.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 13.00 2742.11 493.08 5326.03 5819.11 7131.85 0.00 13.01 2741.61 492.48 5328.28 5820.76 7134.41 31.00 3374.15 316.99 3299.56 3616.55 5262.69 31.01 3372.33 316.48 3294.32 3610.80 5259.28 49.00 1521.23 241.15 -98.08 143.07 2539.68 -946.51 49.01 1518.18 240.66 -98.10 142.57 2534.59 -944.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 NOTES al. For calculating working soi pressure,superimposed dead load has been multiplied by a factor o/ .85 when combi ed with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.40L+1.7LL B..75(1.4DL+1.7LL+1.87E) C..ODL+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E /Z. TAYLOR AND GAINES PARKING STRUCTURE sheet 173 of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG Date: 02/29/00 GRADE BEAM LINEEBTWN3TO5 I = 1.5 Beam L => 59 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 36.91 45.79 0.39 9.28 37.38 42.14 73.90 78.65 59 59 59 59 DL RM/OTM 2.980346 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 13 31 49 450 300 300 135 90 90 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 12 0 59 48 59 6.00 22.50 1.10) 98.06925 /2 TAYLOR AND GAINES PARKING STRUCTURE sheet / of x > V dl V II 'V dl+ot V ti+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.81 91.89 16.56 -5.80 10.75 156.80 -57.00 5.62 183.45 32.96 -2.17 30.79 312.86 -100.33 8.43 274.68 49.20 10.90 60.10 468.20 -129.99 11.24 365.58 65.29 33.41 98.70 622.80 -145.98 14.05 -39.93 -53.77 -241.33 -295.10 -147.32 -392.95 16.86 -12.91 -38.00 -40.48 -78.47 -51.04 -100.66 19.67 13.77 -22.37 126.81 104.43 174.03 -18.75 22.48 40.12 -6.91 260.52 253.61 351.28 44.43 25.29 66.15 8.41 360.67 369.07 493.24 106.89 28.10 91.84 23.56 427.25 450.81 596.88 168.62 30.90 117.19 38.56 460.26 498.82 653.37 229.62 33.71 -157.78 -36.59 159.70 123.10 312.00 -283.11 36.52 -133.09 -21.91 125.57 103.67 250.11 -223.57 39.33 -108.73 -7.37 57.88 50.51 140.39 -164.75 42.14 -84.70 7.00 -43.38 -36.38 -17.14 -106.67 44.95 -61.00 21.23 -178.21 -156.99 -49.32 -222.51 47.76 -37.64 35.29 -346.61 -311.32 7.30 -475.70 50.57 -256.75 -40.80 -520.53 -561.33 -428.80 -691.55 53.38 -170.83 -27.04 -356.46 -383.50 -285.14 -474.19 56.19 -85.25 -13.44 -182.95 -196.39 -142.20 -243.67 59.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.81 129.16 23.29 -10.36 12.93 220.43 -83.28 5.62 516.03 92.89 -23.77 69.11 880.36 -307.50 8.43 1159.68 208.34 -13.72 194.62 1977.73 -634.25 11.24 2059.16 369.21 46.31 415.53 3510.49 -1025.13 14.05 2694.96 433.64 -137.96 295.69 4510.14 -1625.61 16.86 2620.80 304.77 -525.97 -221.20 4187.23 -2141.16 19.67 2622.08 220.00 -396.84 -176.84 4044.92 -1957.19 22.48 2697.87 178.91 155.12 334.02 4081.16 -1208.05 25.29 2847.23 181.05 1035.60 1216.65 4293.91 -28.13 28.10 3069.24 225.99 2150.29 2376.28 4681.12 30.90 3362.95 313.29 3404.88 3718.17 5240.73 33.71 2913.15 198.24 3890.77 4089.01 4682.67 36.52 2504.62 116.09 4299.37 4415.46 5295.01 39.33 2165.00 75.00 4564.94 4639.94 5734.79 42.14 1893.36 74.52 4593.17 4667.68 5869.52 44.95 1688.76 114.21 4289.74 4403.95 5566.69 47.76 1550.27 193.64 3560.35 ' 3753.99 4693.82 50.57 1079.91 170.95 2253.31 2424.26 2997.56 53.38 479.34 75.69 1019.15 1094.83 1356.89 56.19 119.68 18.85 259.21 278.05 345.38 59.00 0.00 0.00 0.00 0.00 0.00 0.00 2 TAYLOR AND GAINES PARKING STRUCTURE sheet P/.5 of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 13.00 399.91 75.30 125.18 200.49 687.89 -32.94 13.01 -49.99 -59.64 -324.00 -383.64 -171.38 -512.82 31.00 118.05 39.07 460.79 499.85 654.45 231.68 31.01 -181.86 -50.88 160.84 109.96 326.39 -341.11 49.00 -4.95 41.44 -308.18 -266.74 63.52 -438.08 49.01 -304.64 -48.51 -607.63 -656.14 -508.96 -806.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 13.00 2742.11 493.08 158.19 651.27 4677.19 -1227.11 13.01 2741.61 492.48 154.94 647.43 4675.48 -1231.49 31.00 3374.15 316.99 3448.74 3765.73 5262.69 31.01 3372.33 316.48 3450.34 3766.83 5259.28 49.00 1521.23 241.15 3140.54 3381.69 4175.84 49.01 1518.18 240.66 3134.46 3375.13 4167.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBGCAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..91X+1.43E D. 1.4(DL+LL+E) E..75DL+1 4E and .75DL-1.4E TC TAYLOR S. GAINES STRUCTURAL ENGINEERS 320 NORTH HAWS TEAI1 calf-1 • Hi II IV :qvl PASADENA. CALIC URNIA J 1 1 O 1626) 351 0861 Vnx 162E11 751 5310 kb,* 12,6P-44IN4 itRuctfuRe sheet 1 of by Job no. 1 °2 1 5 date 6 / 1 n l f Qr) Gw Atta 71%* 0 a1,aj1 , ,0 14` I I T/131 $yfe t'o, �N• 't11 Aoo 1 U', If 41 30- 11 A1712T Go1.Q ta,---- Jz.A,t1 avv re. 107o7xb r = i fiM4ry(C1G3 32;"+mw/j2)- Thr44-;7q'c)xoJ/i.4 ; /0707 K______ rsize_ fair. ,c2__ I-) kati.,42-4:it) x b,15] x S H r 1274"f 3`)rrerC71-Jxt ) x>iso= 4,8riF G�1 I rI /CIA x lJ o s 4,. L TETAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 P A S A D E N A. CALIFORNIA 9 1 1 07 (6261 351-S991 FAX 03261251 5319 R4e"61 rmzkodiS'f12UcTuRf sheet l-tjt o1 by Job no. 1',`15 date -6 / 1 / �1t1S. 1•1414-- C-1RJoc e 61$10 -'1 pIz6sssu € bKsr x 1133 = &4SF = 4 btetio w Le' 6R&tt Stiar� -I' I-PIGi; x t,.ii Vl = 3'M CP,i1-xi) g Enron 96)C11- 5bIL, 12Sp*r) ojL o" LoN tz- Ae s 1.1Q1A-, TE TAYLOR R. GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADE A, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 HOAG sht: �iL PARKING by: STRUCTURE Job No: Date: 6/26/99 CONCRETE BEAM CAPACITY INPUT fy (ksi) 60 b (in) 72.00 fc (ksi) 4 d (in) 42.00 fy (ksi stir.) 60 Bar size #11 NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000osi Ref. AC1318-83 SEC.8.9 & 11 b Max As = 64.7 in2 (0.75 balanced condition) Min As = 10.08 in2 (200bd/f7) As balanced = .85131fc87000bd/fy(87000+fy) Mu=0Mn=KnF=Ofc0)(1-.59(o)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 10.58 $=0.9 for Mu; 0.85 for Vu Mu REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 9907 K' (kV, = 325.1 MD(for min. p=200/fy) = 1848.92 K' VD (max) = 1625.7 Stirrup •\ • • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 7.66 1064.1 53.62 8543.9 99.58 0 145.54 0 15.32 2765.7 61.28 9504.8 107.24 0 153.20 0 22.98 4051.1 68.94 0.0 114.90 0 160.86 0 30.64 5271.7 76.60 0.0 122.56 0 168.52 0 38.30 6427.3 84.26 0.0 130.22 0 176.18 0 45.96 7518.1 91.92 0.0 137.88 0 183.84 0 When V„<= /24Vc=.5*.85*2*fcl"*bd = Shear Reinforcement is required When 1/2+Vc= 162.6 <_Vu < 34Vc = Min Spac'g of s=AA,,fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = o.00 o.00 o.00 o.00 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) o.00 162.6 Kips 975.4 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 0.00 0.00 STIRRUP Spac'g for strength req. = s=4A„fy'd/(Vu-4Vc) 0.00 ULTIMATE SHEAR (VD)CAPACITYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 ,( 0 0 8.00 0 0 0 0 6.00 0 0 0 0 4.00 0 0 0 0 TAYLOR AND GAINES PARKING STRUCTURE sheet PZSof STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG Date: 03/01/00 GRADE BEAM LINEEBTWN7TO8 I = 1.50 Beam L => 64 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 24.20 33.59 8.52 17.90 34.68 40.42 50.37 6.10 64 64 64 64 DL RM/OTM 5.119866 Pldno. a> Pdi> PII> Pot> Mot> 1 2 3 4 5 23 41 59 300 220 300 300 IT(' 90 135 90 90 Vi%oTN 56'� 8 3,S Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 22 0 64 50 64 4.20 18.00 1.10,, 81.94133 .3-024 TAYLOR AND GAINES PARKING STRUCTURE sheet of x > V di V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.05 65.70 21.01 20.18 41.19 127.69 -5.97 6.10 -167.44 -48.16 -253.93 -302.09 -274.38 -358.51 9.14 -99.41 -27.49 -222.32 -249.81 -185.91 -311.82 12.19 -30.22 -7.00 -185.00 -192.00 -54.21 -257.73 15.24 40.14 13.32 -141.96 -128.64 78.83 -224.27 18.29 111.65 33.46 -93.20 -59.74 213.20 -192.45 21.33 184.33 53.44 -38.73 14.71 348.91 -153.08 24.38 -4.68 -61.76 -62.89 -124.65 -87.45 -165.30 27.43 15.47 -42.13 128.23 86.10 175.17 -49.96 30.48 36.78 -22.67 270.70 248.03 367.61 12.95 33.52 59.26 -3.39 364.53 361.14 489.87 77.20 36.57 82.90 15.73 409.71 425.43 565.45 142.79 39.62 107.70 34.67 406.24 440.91 575.99 209.72 42.67 -166.33 -36.56 54.13 17.57 165.56 -295.02 45.71 -139.20 -17.97 -46.63 -64.60 7.09 -225.43 48.76 -110.91 0.46 -196.04 -195.58 -154.50 -235.26 51.81 -48.88 18.71 -203.66 -184.95 -36.63 -265.33 54.86 36.59 36.79 -86.32 -49.53 113.78 -142.83 57.90 123.23 54.70 36.74 91.44 265.51 -12.78 60.95 -88.97 -17.56 -134.49 -152.05 -145.17 -179.65 64.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.05 99.82 32.06 29.30 61.35 194.24 -11.01 ' 6.10 73.07 29.30 -199.78 -170.48 152.11 -324.41 9.14 -333.84 -85.93 -926.94 -1012.87 -1291.92 12.19 -531.66 -138.45 -1549.07 -1687.52 -2161.68 15.24 -516.84 -128.79 -2048.73 -2177.52 -2855.36 18.29 -285.84 -57.46 -2408.51 -2465.98 -3350.45 21.33 164.89 75.00 -2611.00 -2536.00 358.34 -3821.12- 1 24.38 484.06 81.65 -2774.51 -2692.86 816.49 -4224.10 27.43 500.21 -76.62 -2662.59 -2739.21 570.04 -4072.62 30.48 579.54 -175.32 -2042.34 -2217.66 513.31 -3292.21 33.52 725.59 -214.99 -1062.02 -1277.01 650.35 -2019.36 36.57 941.91 -196.14 130.12 -66.02 985.24 -399.60 39.62 1232.05 -119.30 1385.83 1266.53 1522.06 42.67 1099.56 -135.00 2056.84 1921.84 2358.51 45.71 633.68 -218.05 2080.62 1862.57 _ 2639.43 48.76 252.26 -244.68 1723.19 1478.51 2330.46 -62.80 51.81 -11.70 -215.42 1005.701 790.28 1444.35 -382.60 54.86 -30.73 -130.80 562.37 431.57 820.48 -265.38 57.90 212.52 8.66 485.36 494.02 616.85 60.95 135.86 26.72 206.39 233.11 275.63 64.00 0.00 0.00 0.00 0.00 0.00 0.00 4 lea 46 Ste frar �22 As �o�.// fe TAYLOR AND GAINES PARKING STRUCTURE sheet of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 108.40 34.38 36.11 70.48 210.20 -5.82 5.01 -191.38 -55.56 -263.80 -319.36 -275.81 -373.36 23.00 206.57 64.29 54.49 118.78 398.49 -31.56 23.01 -13.37 -70.65 -164.73 -235.38 -138.81 -316.40 41.00 119.32 43.19 388.65 431.85 558.10 240.48 41.01 -180.59 -46.74 88.49 41.75 222.26 -332.29 59.00 154.65 61.09 82.36 143.45 320.37 35.81 59.01 -145.06 -28.85 -217.22 -246.07 -233.75 -290.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 269.70 86.13 83.86 169.99 524.00 -23.02 5.01 267.78 85.58 81.22 166.80 520.38 -25.78 23.00 496.60 173.11 -2617.95 -2444.84 989.52 -44006.87 23.01 496.46 172.41 -2619.60 -2447.20 988.13 -4009.16 41.00 1388.78 -65.53 1935.83 1870.30 2141.90 %07/ _ ,ji 41.01 1386.97 -66.00 1936.72 1870.72 2143.19 59.00 364.68 72.07 550.52 622.59 735.44 59.01 363.22 71.78 548.34 620.12 732.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,, 0.00 0.00 0.00 0.00 0.00 NOTES f$1, For calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the lolllowing combinations have been used: A. 1,4D1+1.7LL B..75(1.4DL+1,7LL+1.87E) C..9DL+1,43E D. 1.4(DL+LL+E) E..75DL+1 4E and .75DL-1.4E /-- cn 0 Vu DIAGRAM 0 0 0 0 1 co m a o SdIN NI 2IV3HS 0 0 0 0 DISTANCE FT 0 0 Mu DIAGRAM O O 0 O o O O O O O o O o i N N-id INJWOIN a 0 0 0 CD 0 0 0 0 0 0 CO 0 O 0 O 0 O DISTANCE FT T 27 TAYLOR AND GAINES PARKING STRUCTURE STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG sheet r2..0of By: SC Job No: 1395 Date: 03/01/00 GRADE BEAM LINEEBTWN7TO8 I = 1.50 Beam L => 64 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 26.67 33.59 42.35 49.27 31.90 40.42 19.00 24.73 64 64 64 64 DL RM/OTM 5.610759 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 4 5 23 41 59 300 220 300 300 90 135 90 90 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 22 0 64 50 64 4.20 18.00 1.10,E 81.94133 TAYLORAND GAINES PARKING STRUCTURE sheet C?`?of x > V dl V II ‘V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.05 65.70 21.01 111.22 132.23 159.62 124.23 6.10 -167.44 -48.16 -80.94 -129.10 -27.01 -316.28 9.14 -99.41 -27.49 23.50 -3.99 86.30 -185.91 12.19 -30.22 -7.00 124.56 117.56 194.14 -54.21 15.24 40.14 13.32 222.23 235.54 314.50 78.83 18.29 111.65 33.46 316.51 349.97 447.21 213.20 21.33 184.33 53.44 407.40 460.83 574.53 348.91 24.38 -4.68 -61.76 53.53 -8.23 79.03 -111.54 27.43 15.47 -42.13 -97.29 -139.42 -49.96 -195.62 30.48 36.78 -22.67 -197.14 -219.81 12.95 -318.36 33.52 59.26 -3.39 -246.01 -249.40 77.20 -383.20 36.57 82.90 15.73 -243.91 -228.18 142.79 -392.73 39.62 107.70 34.67 -190.84 -156.17 209.72 -329.98 42.67 -166.33 -36.56 -386.79 -423.36 -295.02 -530.46 45.71 -139.20 -17.97 -231.78 -249.74 -225.43 -298.90 48.76 -110.91 0.46 -25.78 -25.33 21.91 -154.50 51.81 -48.88 18.71 105.89 124.61 189.61 -36.63 54.86 36.59 36.79 159.50 196.30 257.72 113.78 57.90 123.23 54.70 209.72 264.43 320.44 234.59 60.95 -88.97 -17.56 -43.44 -61.01 -14.97 -154.41 64.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.05 99.82 32.06 170.34 202.40 244.59 6.10 73.07 29.30 345.92 375.22 496.75 9.14 -333.84 -85.93 259.26 173.32 547.67 -613.47 12.19 -531.66 -138.45 485.74 347.28 976.39 -979.70 15.24 -516.84 -128.79 1015.04 886.25 1725.43 -942.53 18.29 -285.84 -57.46 1836.83 1779.36 2778.16 -497.87 21.33 164.89 75.00 2940.78 3015.78 4161.94 _ 24.38 484.06 81.65 3742.64 3824.28 5182.52 27.43 500.21 -76.62 3663.01 3586.39 4972.99 30.48 579.54 -175.32 3201.42 3026.10 4270.87 33.52 725.59 -214.99 2513.20 2298.21 3209.31 I 36.57 941.91 -196.14 1753.70 1557.57 2008.58 ' 39.62 1232.05 -119.30 1078.28 958.98 1522.06 - 42.67 1099.56 -135.00 142.27 7.27 1309.88 -379.31 45.71 633.68 -218.05 -813.26 -1031.30 516.47 -1641.97 48.76 252.26 -244.68 -1218.68 -1463.36 -2110.08 51.81 -11.70 -215.42 -1029.101 -1244.53 -1713.86 54.86 -30.73 -130.80 -623.83 -754.63 -1030.86 57.90 212.52 8.66 -60.33 -51.67 312.24 -198.91 60.95 135.86 26.72 65.34 92.06 235.63 64.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet`4+ of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS, x > V di V II V dl+ot V tl+ot +Vu max -Vu max 5.00 108.40 34.38 180.70 215.07 259.04 200.94 5.01 -191.38 -55.56 -118.95 -174.51 -68.67 -362.38 23.00 206.57 64.29 358.65 422.94 512.16 398.49 23.01 -13.37 -70.65 138.00 67.35 204.42 -138.81 41.00 119.32 43.19 -150.01 -106.82 240.48 -277.75 41.01 -180.59 -46.74 -449.68 -496.42 -332.29 -626.61 59.00 154.65 61.09 226.95 288.04 341.67 242.57 59.01 -145.06 -28.85 -72.90 -101.75 -27.36 -252.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 269.70 86.13 455.54 541.67 653.64 0.00 5.01 267.78 85.58 454.35 539.92 651.94 7 23.00 496.60 173.11 3611.14 3784.25 5110.30 /6 II L 23.01 496.46 172.41 3612.53 3784.93 5111.38 41.00 1388.78 -65.53 841.73 776.19 1832.88 41.01 1386.97 -66.00 837.23 771.23 1829.56 59.00 364.68 72.07 178.84 250.91 633.07 59.01 363.22 71.78 178.11 249.89 630.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ti 0.00 0.00 0.00 0.00 0.00 NOTES Al. For calculating working soi pressure,supenmposed dead load has been multiplied by a factor of .85 when combined with seismic overtuming as required by UBC/CAC 2312 h). N2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used' A. 1.40L+1.7LL B..75(1.40L+1.7LL+1.87E) C..90L+1.43E D. 1.4(DL+LL+E) E 75DL+1.4E and .75DL-1.4E Harl i , fte pee f2.2 Vu DIAGRAM oo oo 0 0 0o co n N SdIN NI 2ib'3HS 0 0 v ri CFI (13 a ids 2 0 a O O 0 O O O O O O O O O O O O N � H ld IN31,1O141 O 0 O O O 0 M O O O O O O O O O O O DISTANCE FT m 0- TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SRCL I • Id II 2011 P A S A O E N A. C A L 11❑ R N I A `JI1 I] / 16281251 88191 PAX 1E261251 53151 kbeet pARKNla lARuctruKE, sheet P 51 of by Job no. '3A5 date 6 / 1 K W A Occoll WALL F i K11.11 y! 1at-o 12,1 o $, Pe e.44,0 rd. orNo rd. Go I II T/13 ��wf. e6"o.cr 54v$ UL= 10)4 ► t weu.try • 0-795t 4)X 1o1 _ )4)5k par -fiterr/L =L4 6WK>/(3b& )=rboi`tt. tiff— Lt4fo6396ok+eig3/2i-*(w5k4516 )x (04.1/i•4= 3°535k wI 4';(1)X0115jx .6v,11 : K seers F2 k)%r6i=k1x 4b) x'o.t k"F 006 OW 10 14x 4°x 5'f' TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 P A S A O E N A, CALIFORNIA 9 1 1 0 7 [626] 351.6661 FAX [626] 351-5319 146-61 by rk�kllW S'f12Uc.fuRY job: I'� I5 -ol(-, 1364RIr4 SUIZ� (iLohLiC3l e � K h� 1, i&4ICI NU = 56 ?SR r$INy-0Ler ot2e. Rol r 1 5-.' '-in-IK As153L1H1- (iSt l-) x-bo x 1133 = sheet 3 I of ksr < rsiccSe!L R'6oe12rj', LID11 rEpT x 512—on LoNefr 1' co33x A1-1=1 l44 cK Th- i t' IE TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 PARKING STRUC sht: by: sc HOAG HOSPITAL Job No: 1395 Date: 3/1/00 �3s CONCRETE BEAM CAPACITY INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5 d (in) 44.00 fy. (ksi stir.) 60 Bar # 11 NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000osi Ref. AC1318-83 SEC.8.9 & 11 b Stirrup •\ • • d Max As = 132.8 in (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .850,Pc87000bd/fy(87000+fy) Mu=4)Mn=KnF=4)fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 19.36 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 21613 K' 4 Vu = Mu(for min. p=200/fy) = 3402.56 K' V„ (max) = • • • 634.7 3173.5 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) ' Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.5 21.84 4197.7 40.56 7594 59.28 10804 6.24 921.2 24.96 4776.7 43.68 8142 62.40 11321 9.36 1376.0 28.08 5350.5 46.80 8685 1 3 12.48 1826.8 31.20 5919.2 49.92 9223 68.64 12340 15.60 2273.8 34.32 6482.6 53.04 9755 71.76 12841 18.72 3613.5 37.44 ail., ,Q„ 56.16 10282 74.88 13338 When V„<=1/24Vc=.5*.85*2*fc `*bd = 317.3 Kips Shear Reinforcement is required (2'0 When 1/24Vc= 317.3 <_VU < 34VC = 1904.1 Kips T"' W Min Spac'g of s=AJy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 4.00 2.20 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 6.20 4.00 2.20 STIRRUP Spac'g for strength req. = s=4iAvfy'd/(Vu-$Vc) ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 y 0 0 8.00 882 0 0 0 6.00 964 867 0 0 4.00 1128 983 859 0 TAYLOR AND GAINES PARKING STRUCTURE sheett of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 Date: 03/01/00 PASADENA, CA. 91107 HOAG GRADE BEAM LINECBTWN6TO8 I = 1.5 Beam L => 82 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 38.99 51.63 11.74 24.38 44.64 53.49 71.89 :0.7- 82 82 82 82 DL RM/OTM 4.332792 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 4 5 23 59 77 tr4 asge 660 540 580 660 rc*i%Jri' /O'x¢l 180 162 180 180 = Fr4. ` ,0,7, - 6 , 9,1 W Id no. c > d > W dl > W II > Wtr of > FTG. WT WALL FLR WT 0 22 0 82 60 82 4.80 18.00 1.101 126.8767 TAYLOR AND GAINES PARKING STRUCTURE sheet 13 / of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.90 146.37 32.35 45.05 77.40 259.92 -13.16 7.81 -367.02 -115.19 -559.54 -674.72 -605.62 -802.24 11.71 -220.17 -82.62 -493.75 -576.37 -448.68 -720.21 15.62 -73.08 -49.94 -417.59 -467.53 -187.21 -623.58 19.52 74.25 -17.16 -331.06 -348.21 74.79 -512.77 23.43 -343.89 -146.27 -625.43 -771.70 -712.10 -942.43 27.33 -266.37 -113.27 -181.17 -294.44 -117.90 -565.48 31.24 -188.61 -80.16 171.64 91.47 345.41 -400.34 35.14 -110.62 -46.95 433.00 386.05 677.82 -234.68 39.05 -32.38 -13.63 602.92 589.29 879.34 -68.50 42.95 46.10 19.80 681.40 701.20 964.66 98.20 46.86 124.81 53.34 668.43 721.77 961.48 265.41 50.76 203.77 86.98 564.02 651.00 830.11 433.14 54.67 282.96 120.73 368.16 488.89 601.39 376.50 58.57 362.39 154.59 80.86 235.45 770.15 -76.44 62.48 -93.37 8.56 -498.68 -490.12 -116.17 -663.62 66.38 56.83 42.63 -287.68 -245.05 152.03 -441.51 70.29 207.26 76.81 -66.32 10.49 420.75 -204.69 74.19 357.94 111.10 165.41 276.51 689.98 46.84 78.10 -151.15 -34.50 -252.48 -286.98 -270.27 -344.81 82.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.90 285.70 63.13 84.57 147.70 507.30 -30.48 7.81 -710.87 -252.91 -1489.00 -1741.91 -2160.20 11.71 -1.857.35 -639.13 -3548.80 -4187.93 -5137.36 15.62 -2429.95 -897.97 -5331.45 -6229.42 -7765.71 19.52 -2427.73 -1029.01 -6796.47 -7825.48 -9988.26 23.43 -2099.56 -1101.25 -8026.92 -9128.18 -11921.76 27.33 -3291.11 -1608.00 -9571.96 -11179.96 -14314.76 31.24 -4179.50 -1985.69 -9560.83 -11546.51 -14467.54 35.14 -4763.79 -2233.89 -8350.59 -10584.48 -12880.68 39.05 -5043.05 -2352.19 -6298.32 -8650.51 -11059.00 42.95 -5016.34 -2340.17 -3761.08 -6101.25 -11001.18 46.86 -4682.74 -2197.42 -1095.94 -3293.36 914.66 -10291.45 50.76 -4041.31 -1923.50 1340.02 -583.48 4058.12 -8927.78 54.67 -3091.11 -1518.00 3189.74 1671.74 6199.62 -6908.16 58.57 -1831.22 -980.50 4096.15 3115.64 6828.03 -4230.56 62.48 -2221.70 -936.30 2147.03 1210.74 4247.76 -4702.09 66.38 -2293.12 -836.40 608.38 1 -228.01 2085.34 -4632.24 70.29 -1777.59 -603.24 -86.14 -689.38 818.94 -3514.12 74.19 -674.18 -236.40 103.95 -132.44 505.97 -1345.72 78.10 295.18 67.40 496.31 563.71 677.96 82.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet 13 ear SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 187.47 41.45 59.54 100.99 332.92 -14.21 5.01 -472.15 -138.47 -600.32 -738.79 -608.22 -896.41 23.00 187.61 12.12 -139.76 -127.64 283.26 -299.29 23.01 -352.19 -149.80 -678.48 -828.28 -747.72 -1018.41 59.00 371.12 158.31 43.75 202.07 788.71 -134.13 59.01 -208.67 -21.60 -537.12 -558.72 -328.86 -707.30 77.00 466.50 135.84 338.57 474.40 884.02 236.91 77.01 -193.12 -44.07 -320.81 -364.88 -345.29 -438.05 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.37 0.08 0.10 0.18 0.66 -0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 468.52 103.55 141.77 245.32 831.95 -45.58 5.01 463.79 102.16 135.77 237.93 822.98 -51.66 23.00 -1950.35 -1037.79 -7747.28 -8785.07 -11501.24 23.01 -1953.88 -1039.29 -7754.07 -8793.36 -11511.44 59.00 -1674.04 -913.45 4122.89 3209.44 6782.97 -3896.52 59.01 -1676.12 -913.67 4117.52 3203.85 6776.40 -3899.81 77.00 483.92 110.48 810.67 921.15 1107.24 77.01 481.99 110.04 807.46 917.50 1102.86 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..90L+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E O O O O SdIN NI 21V9HS rw4l O O o O CO O N O 0 N O O DISTANCE FT W Of 0- Mu DIAGRAM 0 0 0 0 u? y N-li 1N31,1O111 0 0 N DISTANCE FT ti U1 0 ro - a TAYLOR AND GAINES PARKING STRUCTURE sheet rsfri of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG Date: 03/01/00 GRADE BEAM LINECBTWN6TO8 I = 1.5 Beam L => 82 SEISDIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 43.36 51.63 70.60 78.87 40.08 53.49 17.39 26.24 82 82 82 82 DL RM/OTM 4.372877 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 4 5 23 59 77 660 540 580 660 180 162 180 180 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 22 0 82 60 82 4.80 18.00 1.10, 126.8767 TAYLOR AND GAINES PARKING STRUCTURE sheet ft 4fif x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.90 146.37 32.35 247.70 280.05 337.05 259.92 7.81 -367.02 -115.19 -174.49 -289.68 -55.01 -709.64 11.71 -220.17 -82.62 53.42 -29.20 193.08 -448.68 15.62 -73.08 -49.94 271.44 221.50 426.89 -187.21 19.52 74.25 -17.16 479.56 462.40 646.42 74.79 23.43 -343.89 -146.27 -62.36 -208.63 93.09 -730.11 27.33 -266.37 -113.27 -351.57 -464.84 -361.57 -565.48 31.24 -188.61 -80.16 -548.87 -629.03 -400.34 -805.50 35.14 -110.62 -46.95 -654.23 -701.18 -234.68 -938.43 39.05 -32.38 -13.63 -667.68 -681.31 -68.50 -942.38 42.95 46.10 19.80 -589.20 -569.40 98.20 -866.99 46.86 124.81 53.34 -418.81 -365.47 265.41 -665.04 50.76 203.77 86.98 -156.48 -69.50 433.14 -331.77 54.67 282.96 120.73 197.76 318.49 601.39 132.83 58.57 362.39 154.59 643.93 798.52 972.47 728.75 62.48 -93.37 8.56 311.94 320.50 495.56 -116.17 66.38 56.83 42.63 401.34 443.97 597.20 152.03 70.29 207.26 76.81 480.85 557.66 699.26 420.75 74.19 357.94 111.10 550.46 661.56 787.50 597.45 78.10 -151.15 -34.50 -49.82 -84.33 8.86 -270.27 82.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.90 285.70 63.13 486.82 549.96 662.55 7.81 -710.87 -252.91 67.26 -185.65 472.94 -1425.17 11.71 -1857.35 -639.13 -165.91 -805.04 747.15 -3686.82 15.62 -2429.95 -897.97 471.55 -426.42 1962.19 -49$$ ¢&. 19.52 -2427.73 -1029.01 1941.01 912.00 4062.34r51 8.14 23.43 -2099.56 -1101.25 3827.81 2726.55 6586.53 =4811.51 27.33 -3291.11 -1608.00 2989.74 1381.74 6019.62 -7341.16 31.24 -4179.50 -1985.69 1201.83 -783.86 3933.75 -9226.96 35.14 -4763.79 -2233.89 -1176.99 -3410.88 841.71 -10466.92 39.05 -5043.05 -2352.19 -3787.78 -6139.97 -11059.00 42.95 -5016.34 -2340.17 -6271.61 -8611.79 -11001.18 46.86 -4682.74 -2197.42 -8269.54 -10466.96 -12749.07 50.76 -4041.31 -1923.50 -9422.64 -11346.14 -14243.15 54.67 -3091.11 -1518.00 -9371.96 -10889.96 -13990.01 58.57 -1831.22 -980.50 -7758.58 -8739.08 -11486.05 62.48 -2221.70 -936.30 -6590.44 -7526.74 -9653.72 66.38 -2293.12 -836.40 -5194.62 ti -6031.01 -7543.53 70.29 -1777.59 -603.24 -3469.03 -4072.27 -5007.84 74.19 -674.18 -236.40 -1452.31 -1688.70 -2100.62 78.10 295.18 67.40 94.06 161.46 527.83 -21.95 82.00 0.00 0.00 0.00 0.00 0.00 0.00 flr TAYLOR AND GAINES PARKING STRUCTURE sheet SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 187.47 41.45 315.40 356.85 429.11 332.92 5.01 -472.15 -138.47 -343.99 -482.45 -241.66 -896.41 23.00 187.61 12.12 514.98 527.10 671.58 283.26 23.01 -352.19 -149.80 -25.90 -175.70 149.62 -747.72 59.00 371.12 158.31 698.49 856.81 1050.67 788.71 59.01 -208.67 -21.60 119.78 98.18 281.88 -328.86 77.00 466.50 135.84 594.42 730.26 884.02 602.78 77.01 -193.12 -44.07 -65.43 -109.50 8.79 -345.29 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.37 0.08 0.65 0.73 0.88 0.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 468.52 103.55 795.26 898.80 1082.22 0.00 5.01 463.79 102.16 791.82 893.98 1077.29 ,w 23.00 -1950.35 -1037.79 3846.57 2808.78 6534.28 4494.74 23.01 -1953.88 -1039.29 3846.32 2807.03 6535.79 -4502.22 59.00 -1674.04 -913.45 -7470.96 -8384.41 -11052.58 59.01 -1676.12 -913.67 -7469.77 -8383.44 --1100550..44 77.00 483.92 110.48 157.18 267.66 865.31 -31.71 77.01 481.99 110.04 156.52 266.56 861.85 -31.63 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working sol pressure,superimposed dead load has been multiplied by factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.40L+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1 43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E sifto nm SdIN NI 2JV3HS m a O 0 0 0 0 0 0 O 0 0 0 0 0 0 >I-13 1N3 W O W 0 In 0 O 0 ID O O 0 0 N69t1e[eimai —TEE TAYLOR & GAINES STRUCTURAL ENGINEERS 320 N(1PTFI IIAI_.`i II. All (.1111. 1 •.3lllIr PC0 PASADENA [1 At CIP (1 Thin IA 9 1 1 0 7 16261 351 -fi6E1 1 FAX 16261 351 5310 11(44 rgzic.INA zAzuctuFte sheet ?drL of by Job no. 139 5 date 6 /`1 AAtrci9K I4Atc. £ Kfiri @ G W 0 WAR- 2,0*11B A-vv Pe GoI� %L= 45d` G0 0 Gt., 3cd` U.= 1354 11�-- lbs" Dorf t°77L. = I'lb'4'% t3C ) _ 1 KT49 q('.3;g56"-4"5e,1G/ lz)+ (I261e-+563k)x6]/1*= 217711k e-)-4;(z)xo,15] x G.0't t 1 '",F�.se . e k) pr = C Io wx. 9k°D 16 6 KI-F Fz 4RAve e r1 I coax 9-12x 56 I.' 11771 XyIt s q o•¢6 T= TAYLOR & GAINES L7 STRUCTURAL ENGINEERS 320 NORTH HALS IEAO SREET • SUITE 200 P A S A O E N A, CALIFORNIA 9 1 1 0 7 16261 351 66661 FAX (6261 351 -5319 f'`>u vl p*kir3 s'fl2uctut� sheet reci of by jobno. ('?`j 5 date riore t3G-4 ' 60It, i Irzi •1A8ssuK hi4,01-3,913 ^ = %KSF x II33 gk /psick 'SaIL 12'6polZ/r) 4G°14- ) 4113 PB-11 x 5b'-o LoNeir = (o, x it) x6 "'r1/40x Iv 1.1 c, TAYLOR R GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA. CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 PARKING STRUCI sht: by: sc HOAG HOSPITAL Job No: 1395 Date: 3/1/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000nsi Ref. ACI318-83 SEC.8.9 & 11 INPUT fy (ksi) 60 b (in) 108.00 BEAM LOCATION fc (ksi) fy. (ksi stir.) 5 60 d (in) Bar # 44.00 11 Max As = 119.5 in2 (0.75 balanced condition) Min As = 15.84 in2 (200bd/ff) As balanced = .85131rc87000bd/fy(87000+fy) Mu=4)Mn=KnF=$fau(1-.590F WHEN m=pfy/fc AND p=As/bd F= bd2/12000= 17.42 4)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 19452 K' 4Vc = 571.2 Mu(for min. p=200/fy) = 3062.30 K' VH (max) = 2856.1 b F' Stirrup -► `•\ • • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(in^2) Mu(Kft) As(in^2) Mu(Kft) As(in^2) Mu(Kft) As(in^2) Mu(Kft) 3.12 462.3 21.84 4183.6 40.56 7546 59.28 10701 6.24 920.3 24.96 4758.3 43.68 30M... 62.40 11207 9.36 1374.0 28.08 5327.2 46.80 8620 65.52 11707 12.48 1823.4 31.20 5890.4 49.92 9149 68.64 12201 15.60 2268.4 34.32 6447.9 53.04 9672 71.76 12689 18.72 3603.2 37.44 6999.6 56.16 10189 74.88 13172 When Vu<=1/2+Vc=.5*.85*2*fc"`*bd = Shear Reinforcement is required When 1/24Vc= 285.6 _<VU < 34VC = 1713.7 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 9.78 6.89 4.44 2.44 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 9.78 6.89 4.44 2.44 STIRRUP Spac'g for strength req. = s=$Avfy'd/(Vu-$Vc) 285.6 Kips ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 ti 0 0 8.00 818 0 0 0 6.00 900 803 0 0 4.00 1065 919 796 0 TAYLOR AND GAINES PARKING STRUCTURE sheet%''4` o STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG MEMORIAL By: SC Job No: 1395 Date: 03/01/00 GRADE BEAM LINEABTWN3TO5 I = 1.5 Beam L => 60 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 38.62 44.17 74.91 80.46 34.04 41.33 0.09 5.05 60 60 58.05628 60 DL RM/OTM 2.848009 Pldno. a> Pdi> PII> Pot> Mot> 1 2 3 14 32 50 540 300 300 ,FT" 135 90 90 ,esi 2E % x 4 , Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLRWT 0 13 0 60 51 60 6.00 18.00 1.10, 90.46122 /t. 9�l TAYLOR AND GAINES PARKING STRUCTURE sheet of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 89.90 15.82 188.64 204.46 253.04 152.75 5.71 179.50 31.55 367.10 398.65 491.81 304.94 8.57 268.80 47.20 535.38 582.59 716.31 456.57 11.43 357.79 62.78 693.49 756.26 926.54 607.63 14.29 -116.67 -56.73 165.90 109.17 299.07 -259.78 17.14 -79.71 -41.33 30.68 -10.64 86.12 -181.86 20.00 -43.07 -26.00 -75.85 -101.85 -85.64 -124.35 22.86 -6.72 -10.76 -153.69 -164.44 -27.70 -226.89 25.71 29.31 4.41 -202.84 -198.44 48.53 -305.60 28.57 65.05 19.49 -223.31 -203.82 124.20 -353.81 31.43 100.48 34.49 -215.09 -180.60 199.30 -360.83 34.29 -164.40 -40.59 -478.18 -518.77 -299.17 -664.45 37.14 -129.58 -25.76 -412.58 -438.33 -225.20 -565.80 40.00 -95.07 -11.00 -318.29 -329.29 -151.79 -426.92 42.86 -60.86 3.67 -195.32 -191.64 -78.96 -247.80 45.71 -26.95 18.27 -43.66 -25.39 -6.68 -48.14 48.57 6.65 32.78 136.69 169.47 231.16 65.03 51.43 -252.34 -42.80 14.24 -28.56 154.11 -426.03 54.29 -167.92 -28.45 19.67 -8.78 117.13 -283.46 57.14 -83.81 -14.18 14.93 0.74 65.76 -141.45 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 128.51 22.61 271.91 294.52 364.89 5.71 513.45 90.30 1068.25 1158.55 1432.36 8.57 1153.96 202.83 2359.93 2562.76 3161.64 11.43 2049.16 359.96 4117.89 4477.85 5511.96 14.29 3029.02 522.90 6070.78 6593.68 8113.24 17.14 2748.55 382.83 6344.79 6727.61 8417.80 20.00 2573.22 286.67 6273.43 6560.10 8256.93 22.86 2502.17 234.18 5938.69 6172.87 7745.58 25.71 2534.51 225.13 5422.53 5647.66 6998.72 28.57 2669.39 259.29 4806.91 5066.20 6131.32 31.43 2905.92 336.42 4173.80 4510.22 5258.35 34.29 2557.53 250.58 2919.44 3170.03 4006.53 37.14 2137.63 155.82 1640.11 1795.93 3257.58 40.00 1816.78 103.33 589.17 692.51 2719.16 -120.37 42.86 1594.10 92.89 -151.39 -58.50 2389.65 -1061.36 45.71 1468.73 124.25 -499.61 -375.36 2267.45 -1499 A7 48.57 1439.80 197.18 -373.53 ' -176.34 2350.93 -1297.24 51.43 1079.51 182.89 -126.46 56.42 1822.22 -752.98 54.29 479.20 81.13 -75.59 5.53 808.80 -362.08 57.14 119.66 20.24 -23.75 -3.50 201.93 -97.37 60.00 0.00 0.00 0.00 0.00 0.00 0.00 Orr TAYLOR AND GAINES PARKING STRUCTURE sheetfi/ of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 14.00 419.62 76.72 721.00 797.72 961.10 717.89 14.01 -120.25 -58.23 180.47 122.24 321.80 -267.33 32.00 107.53 37.48 -210.00 -172.52 214.25 -357.29 32.01 -192.35 -52.47 -509.90 -562.37 -358.49 -714.23 50.00 23.33 40.00 237.63 277.63 376.05 100.67 50.01 -276.55 -49.95 -61.64 -111.59 58.43 -472.08 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.32 0.06 0.68 0.73 0.91 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.32 0.06 0.68 0.73 0.91 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 14.00 3062.89 539.33 6021.23 6560.56 tarn. 0.00 14.01 3061.68 538.74 6023.04 6561.79 8054.97 32.00 2965.35 356.99 4052.29 4409.27 5093.21 32.01 2963.43 356.46 4047.19 4403.65 5086.06 50.00 1461.22 249.17 -107.01 142.16 2469.29 -927.47 50.01 1458.46 248.67 -107.63 141.04 2464.57 -926.89 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor o/ .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E /(_ a cc cc Vu DIAGRAM SdIN NI 21V3HS psz DISTANCE FT Mu DIAGRAM 0 O O O O O O O O N-1d 1NEWOW O O O O O N O O 0 0 O O 0 O O 0 0 O O O 0 M O O DISTANCE FT cri CO a 2 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 PARKING STRUCTURE HOAG MEMORIAL sheetf Jl of By: SC Job No: 1395 Date: 03/01/00 GRADE BEAM LINE A BTWN 3 TO 5 1 = 1.5 Beam L => OT factor +1 -1 => Ductile Y(1)N(0)=> 60 SEIS. DIR > +1 1 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL RM/OTM 2.881632 DL TL DL+OT(#1) TL+OT 35.26 44.17 0.00 7.88 36.38 41.33 72.67 77.62 60 60 -59.11255 60 P Id no. a> Pdl> PII> Pot> Mot> 1 2 3 14 32 50 540 300 300 135 90 90 W Id no. c> d> W dl > WII> Wtrot> FTG. WT WALL FLR WT 0 13 0 60 51 60 6.00 18.00 1.10 90.46122 TAYLOR AND GAINES PARKING STRUCTURE sheetA i of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 89.90 15.82 -8.83 6.99 152.75 -60.28 5.71 179.50 31.55 -8.09 23.46 304.94 -106.71 8.57 268.80 47.20 2.22 49.42 456.57 -139.29 11.43 357.79 62.78 22.09 84.87 607.63 -158.04 14.29 -116.67 -56.73 -399.23 -455.97 -259.78 -591.14 17.14 -79.71 -41.33 -190.11 -231.44 -181.86 -291.22 20.00 -43.07 -26.00 -10.29 -36.29 8.12 -104.49 22.86 -6.72 -10.76 140.24 129.49 204.11 -27.70 25.71 29.31 4.41 261.47 265.88 362.00 48.53 28.57 65.05 19.49 353.40 372.89 497.57 124.20 31.43 100.48 34.49 416.04 450.53 592.05 199.30 34.29 -164.40 -40.59 149.38 108.79 300.74 -299.17 37.14 -129.58 -25.76 153.42 127.66 288.06 -225.20 40.00 -95.07 -11.00 128.16 117.16 233.65 -151.79 42.86 -60.86 3.67 73.60 77.28 137.51 -78.96 45.71 -26.95 18.27 -10.25 8.02 18.41 -6.68 48.57 6.65 32.78 -123.40 -90.62 65.03 -179.98 51.43 -252.34 -42.80 -518.93 -561.72 -426.03 -693.41 54.29 -167.92 -28.45 -355.52 -383.97 -283.46 -475.70 57.14 -83.81 -14.18 -182.54 -196.73 -141.45 -244.56 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 128.51 22.61 -14.89 7.72 218.36 -89.41 5.71 513.45 90.30 -41.34 48.96 872.34 -331.25 8.57 1153.96 202.83 -52.01 150.81 1960.35 -685.98 11.43 2049.16 359.96 -19.57 340.40 3480.76 -1114.03 14.29 3029.02 522.90 -12.74 510.16 5129.55 -1623.60 17.14 2748.55 382.83 -847.68 -464.86 4498.78 -2668.92 20.00 2573.22 286.67 -1126.99 -840.32 4089.84 -2975.40 22.86 2502.17 234.18 -934.36 -700.18 3901.14 -2662.28 25.71 2534.51 225.13 -353.51 -128.38 3931.04 -1848.81 28.57 2669.39 259.29 531.86 791.15 4177.93 -654.21 31.43 2905.92 336.42 1638.05 1974.47 4640.21 34.29 2557.53 250.58 2195.62 2446.20 4006.53 37.14 2137.63 155.82 2635.15 2790.98 3257.58 40.00 1816.78 103.33 3044.38 3147.72 3761.08 42.86 1594.10 92.89 3339.59 3432.48 4240.28 45.71 1468.73 124.25 3437.07 3561.32 4461.18 48.57 1439.80 197.18 3253.12 ` 3450.30 4306.38 51.43 1079.51 182.89 2285.48 2468.37 3058.04 54.29 479.20 81.13 1034.00 1115.12 1384.70 57.14 119.66 20.24 263.06 283.30 352.57 60.00 0.00 0.00 0.00 0.00 0.00 0.00 I� TAYLOR AND GAINES PARKING STRUCTURE sheet F$hor SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 14.00 419.62 76.72 118.24 194.96 717.89 -53.31 14.01 -120.25 -58.23 -420.96 -479.19 -267.33 -622.25 32.00 107.53 37.48 425.05 462.53 606.02 214.25 32.01 -192.35 -52.47 125.20 72.73 280.98 -358.49 50.00 23.33 40.00 -190.96 -150.96 100.67 -285.44 50.01 -276.55 -49.95 -491.46 -541.41 -472.08 -655.47 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.32 0.06 -0.05 0.01 0.54 -0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.32 0.06 -0.05 0.01 0.54 -0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 14.00 3062.89 539.33 104.54 643.86 5204.90 -1473.84 14.01 3061.68 538.74 100.32 639.07 5202.22 -1479.23 32.00 2965.35 356.99 1878.41 2235.40 4758.37 32.01 2963.43 356.46 1879.66 2236.13 4754.78 50.00 1461.22 249.17 3029.45 3278.62 4051.41 50.01 1458.46 248.67 3024.54 3273.21 4044.86 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .1 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure.supenmposed dead load has been multiplied by a factor of .85 when combined with seismic overtuming as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultima a shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C .9DL+1.43E D. 1.4(DL+LL+E) E..75DL+1 4E and .75DL-1.4E 1¢'//3 0 0co Vu DIAGRAM O O O 0 O SdIN NI HV HS 0 O O O O O F' 7 w O CO O O wct O O N 0 O DISTANCE FT .. a a 0 0 F Mu DIAGRAM 0 0 0 0 0 0 0 0 0 0 o Y N H-id iN3WOW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m DISTANCE FT al a IEl TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HATSTEA(I ':flf-I. 1 :I II11 .'(If I P A S A D E N A, C A L I L D R N I A H 1 1 O 7 (6261 351.0601 TAX 1626I 2515 521!l Hogt r4IzK1H1 zinzucrupte sheet 3 1 of by lob no. 13415 date 6 / /11 AA4,60K a- Kill') CG G W t7 WA L , Ig' — I n w I v 'r/per, eatrr. I/ 5e 8("(c- f fg#1\Avv O.: 3o# K a toe Ge 0 t2L= #9, I,L-- 135K rat , Trt. = 1° 1 t 94. )/ 3b' ) MDT ki I-1PT 1 �rI, 310t3A2) (+9'IoK),X6WI.i = 32585 WI.EIL.x0,153X5-2-wi= 15,o (.27 iv) x'b,b 5 - 1, 6 kte o ren/s sal j ecr( TETAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PA SAGE N A. CALIFORNIA 9 1 1 07 (6261 351 -2981 FAX (6261 351 -5319 sheet of w by rtemGI-' S'flRUCTURe job no. I.3a1 5 date -6 / 1 IJ4LL c 1R4pe W -911. dial rMsSSUIZ'E ALAA1-30613te e"r X 1,33 = 2 SF < R. - 5oIL RI'Sroletr) psis rsurtr_owi. ri ;, $Io y 6, 26tt 1304,1 / x " � ' r pim x 5z1-0 Lor4 A3% U- 4* I I r1 G frvercr- (^I1rv`, �1 O T° CCD vq= 51 be. t Vot c tUr 4\41-At) xb s/5c,016 ctsl l b'1 TC TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91101 (8 8) 351 • 8881 FAX (818) 351-5319 PARKING STRUC- HOAG HOSPITAL sht: by: sc Job No: 1395 Date: 4/5/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000osi Ref. AC1318-83 SEC.8.9 & 11 b INPUT fy (ksi) 60 b (in) 132.00 BEAM LOCATION fc (ksi) 5 d (in) 44.00 fy. (ksi stir.) 60 Bar # 11 tkitNal Max As = 146.1 in2 (0.75 balanced condition) Min As = 19.36 in2 (200bd/fy) As balanced = .85p1fc87000bd/fy(87000+fy) Mu=4)Mn=KnF=$icco(1-.59(o)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 21.30 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 23774 K' 4V, = 698.2 M (for min. p=200/fy) = 3742.81 K' V„ (max) = 3490.8 Stirrup --► •\ • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) AsOnA2) Mu(Kft) 1.56 231.8 10.92 1604.0 20.28 3916 29.64 5657 3.12 462.7 12.48 1829.7 21.84 4209 31.20 5943 4.68 692.7 14.04 2054.4 23.40 4501 32.76 6227 6.24 921.9 15.60 2278.2 24.96 4792 34.32 6511 7.80 1150.2 17.16 2501.2 26.52 5081 35.88 6794 9.36 1377.5 18.72 2723.3 28.08 5370 37.44 7075 When V„<=1/24Vc=.5*.85*2*fc"`*bd = Shear Reinforcement is required When 1/24Vc= 349.1 _<VU < 34VC = 2094.5 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.00 5.64 3.64 When 34)Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 3.64 349.1 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.00 5.64 STIRRUP Spac'g for strength req. = s =4AvfY d/(Vu-4Vc) 2.00 2.00 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 ‘ 0 0 8.00 945 0 0 0 6.00 1027 0 0 0 4.00 1192 1046 0 0 TAYLOR AND GAINES PARKING STRUCTURE sheet/of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/01/00 GRADE BEAM LINE A BTWN 8 TO 10 I=1.5 Beam L => 60 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 32.98 40.41 0.00 0.00 33.50 39.05 94.91 96.31 60 60 -43.59716 -49.50239 DL RM/OTM 1.780408 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 10 28 46 300 300 450 pza coo 90 90 135 I 96,3/; i 1/ z 8, 8 W Id no. c > d > W dl > W II > Wtr of > FTG. WT WALL FLR WT 0 9 0 60 47 60 6.00 15.60 1.101t 135.3947 TAYLOR AND GAINES PARKING STRUCTURE sheetir,:' x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 80.88 14.18 -20.29 -20.29 137.35 -71.88 5.71 161.50 28.45 -40.57 -40.57 274.47 -143.61 8.57 241.86 42.80 -60.86 -60.86 411.35 -215.21 11.43 -15.94 -32.78 -111.23 -200.38 -78.04 -271.24 14.29 19.31 -18.27 132.23 56.19 178.85 -4.02 17.14 54.29 -3.67 318.10 270.46 426.11 69.77 20.00 89.01 11.00 458.70 442.45 608.76 143.32 22.86 123.47 25.76 558.90 572.16 755.64 216.64 25.71 157.66 40.59 618.69 659.57 864.29 289.72 28.57 -108.42 -34.49 338.08 314.69 540.92 -210.42 31.43 -74.76 -19.49 317.08 317.52 493.04 -137.80 34.29 -41.37 -4.41 255.67 278.06 405.13 -65.42 37.14 -8.25 10.76 153.86 196.32 276.87 6.74 40.00 24.61 26.00 11.64 72.28 89.38 3.61 42.86 57.21 41.33 -170.97 -94.05 150.35 -274.81 45.71 89.54 56.73 -393.99 -302.66 221.80 -610.85 48.57 -303.88 -62.78 -861.33 -892.49 -532.16 -1136.60 51.43 -227.52 -47.20 -672.65 -693.19 -398.77 -885.98 54.29 -151.41 -31.55 -466.20 -478.01 -265.61 -613.01 57.14 -75.57 -15.82 -241.99 -246.95 -132.69 -317.69 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M di M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 115.61 20.24 -28.98 -28.98 196.27 -102.72 5.71 461.94 81.13 -115.92 -115.92 784.64 -410.59 8.57 1038.23 182.89 -260.82 -260.82 1764.43 -923.23 11.43 1369.15 197.18 -684.29 2252.02 -1520.71 -555.98 14.29 1374.02 124.25 -512.14 -880.22 2134.85 -1734.70 17.14 1479.23 92.89 144.34 -403.51 2228.83 -1099.20 20.00 1684.02 103.33 1263.68 625.01 2533.30 22.86 1987.63 155.82 2727.01 2084.53 3047.58 25.71 2389.30 250.58 4418.89 3854.20 5052.69 28.57 2716.84 336.42 6052.48 5590.35 7215.12 31.43 2455.20 259.29 6998.04 6503.57 8705.94 34.29 2289.36 225.13 7825.87 7364.47 9977.63 37.14 2218.53 234.18 8420.52 8052.23 10865.52 40.00 2241.98 286.67 8666.56 8446.00 11204.94,' 42.86 2358.93 382.83 8448.57 8424.98 10935.70 45.71 2568.63 522.90 7651.11 7868.32 10063.21 48.57 1732.44 359.96 5192.65 ` 5341.96 6835.52 51.43 973.36 202.83 2997.02 3072.92 3940.80 54.29 432.10 90.30 1365.86 1395.99 1794.05 57.14 107.90 22.61 349.93 356.56 459.16 60.00 0.00 0.00 0.00 0.00 0.00 0.00 --/v#-(/ft 2 TAYLOR AND GAINES PARKING STRUCTURE sheet SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 10.00 266.33 50.00 45.23 45.23 457.87 -76.48 10.01 -33.54 -39.95 -253.71 -343.71 -114.87 -465.14 28.00 184.81 52.52 637.44 699.05 908.57 348.02 28.01 -115.07 -37.43 337.46 309.16 543.56 -224.72 46.00 92.76 58.28 -418.51 -325.85 228.93 -647.63 46.01 -357.13 -76.67 -869.37 -911.67 -630.32 -1142.95 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 -0.07 -0.07 0.48 -0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 -0.07 -0.07 0.48 -0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 10.00 1404.58 249.17 -296.29 -296.29 2389.99 '-1168.12 10.01 1404.24 248.77 -298.83 -299.73 2388.84 -1171.58 28.00 2780.72 356.99 5859.39 5412.05 6905.15 28.01 2779.57 356.61 5862.77 5415.15 6910.59 46.00 2594.67 539.33 7535.05 7778.54 9926.02 -k 46.01 2591.10 538.56 7526.36 7769.43 9914.60 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C. .913L+1.43E D. 1.4(OL+LL+E) E..75DL+1.4E and .75DL-1.4E /2A// 6 *fits Vu DIAGRAM O O O O O O SdIN NI 21V3HS O uJ 0 0 0 10 0 N O 0 7 O E Mu DIAGRAM O co N-1d IN3WOW O 0 O O O /6z 0 0 0 r 0 0 o 0 O 0 0 u7 0 0 0 0 0 0 M O O O O O DISTANCE FT v rn a TAYLOR AND GAINES PARKING STRUCTURE sheet ja if STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 1 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/01/00 GRADE BEAM LINE A BTWN 8 TO 10 I = 1.5 Beam L => 60 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1 TL+OT 35.46 40.41 101.14 98.34 30.73 39.05 0.00 0.00 60 60 37.79375 48.4815 DL RM/OTM 1.738941 Pldno. a> Pdi> PII> Pot> Mot> 1 2 3 10 28 46 300 300 450 90 90 135 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 9 0 60 47 60 6.00 15.60 1.101 135.3947 /(- TAYLOR AND GAINES PARKING STRUCTURE sheet 58of x > V dl V II *V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 80.88 14.18 252.24 252.40 323.67 137.35 5.71 161.50 28.45 485.25 488.25 624.21 274.47 8.57 241.86 42.80 699.01 707.53 901.60 411.35 11.43 -15.94 -32.78 247.85 174.57 362.87 -78.04 14.29 19.31 -18.27 70.25 7.86 90.22 -4.02 17.14 54.29 -3.67 -68.42 -117.24 69.77 -183.09 20.00 89.01 11.00 -168.16 -200.72 143.32 -314.29 22.86 123.47 25.76 -228.96 -242.59 216.64 -392.85 25.71 157.66 40.59 -250.83 -242.85 289.72 -442.25 28.57 -108.42 -34.49 -533.77 -591.49 -210.42 -786.95 31.43 -74.76 -19.49 -477.78 -508.52 -137.80 -684.36 34.29 -41.37 -4.41 -382.86 -383.94 -65.42 -525.57 37.14 -8.25 10.76 -249.01 -217.74 6.74 -351.71 40.00 24.61 26.00 -76.22 -9.93 78.66 -122.05 42.86 57.21 41.33 136.57 239.49 310.45 150.35 45.71 89.54 56.73 403.30 530.53 705.27 221.80 48.57 -303.88 -62.78 81.14 81.14 277.09 -532.16 51.43 -227.52 -47.20 60.86 60.86 207.61 -398.77 54.29 -151.41 -31.55 40.57 40.57 138.27 -265.61 57.14 -75.57 -15.82 20.29 20.29 69.06 -132.69 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 115.61 20.24 364.93 364.52 467.90 5.71 461.94 81.13 1423.07 1426.53 1827.53 8.57 1038.23 182.89 3119.44 3138.73 4012.77 11.43 1369.15 197.18 4542.25 4468.39 5769.76 14.29 1374.02 124.25 4987.40 4719.11 6403.74 17.14 1479.23 92.89 4980.74 4552.95 6338 46 20.00 1684.02 103.33 4633.50 4088.82 5733.37 22.86 1987.63 155.82 4056.92 3445.61 4747.95 25.71 2389.30 250.58 3362.23 2742.22 3771.01 28.57 2716.84 336.42 2489.24 1874.68 4375.49 31.43 2455.20 259.29 1034.88 293.32 3878.08 -487.14 34.29 2289.36 225.13 -203.88 -991.53 3587.82 -2226.33 37.14 2218.53 234.18 -1115.82 -1860.98 3504.05 -3421.92 40.00 2241.98 286.67 -1589.71 -2196.14 3626.10 -3906.94 42.86 2358.93 382.83 -1513.97 -1878.10 3953.31 -3514.37 45.71 2568.63 522.90 -756.57 -787.98 4485.00 -2443.27. 48.57 1732.44 359.96 -463.67 ‘ -463.67 3037.35' -1581.24 51.43 973.36 202.83 -260.82 -260.82 1707.51 -888.85 54.29 432.10 90.30 -115.92 -115.92 758.45 -394.77 57.14 107.90 22.61 -28.98 -28.98 189.50 -98.63 60.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 10.00 266.33 50.00 651.24 663.54 830.35 457.87 10.01 -33.54 -39.95 350.49 272.81 518.97 -114.87 28.00 184.81 52.52 -240.30 -213.09 348.02 -441.58 28.01 -115.07 -37.43 -540.20 -602.90 -224.72 -800.24 46.00 92.76 58.28 433.17 561.92 747.97 228.93 46.01 -357.13 -76.67 -15.78 -21.97 166.72 -630.32 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 0.92 0.91 1.17 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 0.92 0.91 1.17 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max . 10.00 1404.58 249.17 4115.48 4149.56 5292.87 0.00 10.01 1404.24 248.77 4118.99 4152.29 5296.87 28.00 2780.72 356.99 2796.19 2216.07 4499.89 28.01 2779.57 356.61 2790.79 2210.04 4497.64 46.00 2594.67 539.33 -637.09 -631.92 4549.39' -2286.21 46.01 2591.10 538.56 -637.25 -632.15 4543.09 -2284.55 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 NOTES 01. For calculating working soi pressure,supedmposed dead bad has been multiplied by a factor of .85 when combined with seismic overturning as required by UBCJCAC 2312(h). 02. For calculating maximum and minimum ultimate shears and momenta the billowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..DOL+1.43E D. 1.4(DL+LL+E) E..750L+1.4E and .75041.4E c40 3 P70 co - : ' - k ' lr . , 0 0 co 0 0 CO CD 0 C•I SdIN NI 2:1V31-18 0 CD 0 CD 0 N- 0 CD I0 0 -cr 0 0 �� n 0 f �II�H/[H 71u O O O 0 CO o O O O O O o 1 N N l�INBWOW 0 O O O .0 7/ O 0 0 O O O 0 0 C6AME•7421 1pork .14 W puk L. 6OIt, PT_ T�TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 P A S A O E N A. CALIFORNIA 9 1 1 0 7 (92E) 331.9081 FAX (E2E0 351-5319 ftesteki spArtioNy '9 ittic.IUR& sheet �1z of by lob no. 13115 dote 6111 h1-tlitt. Imo, Gstfite inoM C GrYitro 46b S. TIE5 & 8 12 I I T4, Geri 4It" — tt 2 TAW, IaWL, Ito' i 4bLa 4vtD rern 1(1 X $1 Y66P rea0© n� l4514 K re 4spa =tag"' I-J fregiNci < 13uc6e)xo,45=Folk* 444'w=C2ij(�.)s0,15x6DH* I$ u,��-tom j4t� x o% 15x 1-5" = .119 w'F i5 j`,. 0,15) x « 4o} 51-v z, a Los K (I_a%,..)J 5 t. vi 11,3 IcLr PI.4 [(`5j it o,15) x (I eg.)3 x Z Lv , I I I'y lae ��-(cola 5xClaA-)3x2tw a,1K� .(1#71 ) x b, I x H= (rkP Pi (11cr/L) = 46b011744 I al 1?j, r1o1'eg 456511 II,444334) i.1k+14311k 6"] 3tflo7K to RAMS- KVAM ,-u Vta" Mar x Ts TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SKEET • SUITE 200 PASAOENA, CALIFORNIA91 1 07 (8213) 351-SS81 FAX ( 2 1 351 •5319 Repe-6, tp,6Rkif J S-1-Kuc• ,Rt 4I Ga,hLL6 ewer t3s4ri c Gis= Wes\ ottisssuKt f3lALoh166KsF x 1133 = 2,45F r iq 5DIL R.S ) 4r11. pifsd' ly, k KSr ok p. p>at = '� `f/�� G, R6it M A' IttX, - tt t7 rri x t °ti LONk As .= 15: �, (r �,Artun, % 3i,i t k ik tnktx ObVEmer pjQe31Vbi L = 15 U4'- \ MtAkAni - 4's-Lb I J = b93' sheet r1 of by Job no. 13`i s 3,t t * I I t/s ,es rn t,s • < u, ' l5°a°"i Ci�3 rRwitXs= 531N'> INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5 d (in) 92.00 fy. (ksi stir.) 60 Bar # 11 IE TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 PARKING STRUC sht: by: sc HOAG HOSPITAL Job No: 1395 1 Date: 4/5/00 P.7L CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000osi Ref. AC1318-83 SEC.8.9 & 11 I, b a' Stirrup - I. d Max As = 277.7 in (0.75 balanced condition) Min As = 36.80 in2 (200bd/f7) As balanced = .851Wc87000bd/fy(87000+fy) Mu=+Mn=KnF=4fcrw(1-.59m)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 84.64 $=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) _ Mu(for min. p=200/fy) = 94490 K' 14875.65 K' +Vc = V„ (max) = • • • 1327.1 6635.5 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 1.56 485.1 10.92 3375.4 20.28 6231 29.64 9051 3.12 969.2 12.48 3853.7 21.84 6703 31.20 9518 4.68 1452.4 14.04 4331.0 23.40 7175 32.76 9983 6.24 1934.6 15.60 4807.4 24.96 7645 34.32 10448 7.80 2415.8 17.16 5282.8 26.52 8115 35.88 10912 9.36 2896.1 18.72 5757.2 28.08 8583 37.44 15128 When V <=1/24IVc=.5*.85*2*fc't2*bd = Shear Reinforcement is required When 1/24Vc= 663.5 <_Vu < 34Vc = 3981.3 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 4.00 2.20 When 3OVc<Vu<54)Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 663.5 Kips Max. Spac'g for #6 . #5, #4 & #3 (in) = 8.80 6.20 4.00 2.20 STIRRUP Spac'g for strength req. = s=4A„fy'd/(Vu-4Vc) ULTIMATE SHEAR (VN)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 y 0 0 8.00 1843 0 0 0 6.00 2015 1812 0 0 4.00 2359 2054 1796 0 TAYLOR AND GAINES PARKING STRUCTURE sheett7fof STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 1 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/01/00 GRADE BEAM LINE1BTWNDTOB I=1.5 Beam L => 102 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 47.01 52.35 15.35 20.69 32.67 35.06 64.33 66.72 102 102 102 102 DL RM/OTM 3.964747 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 5 51 97 145 500 145 US it 39 105 39 l0'led r.OG% fin , Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR LOAD WALJFLR SOIL WT 0 4 4 52 0 102 52 52 98 102 9.00 18.00 2.80 , 8.62 10 2.3 0.9 142.9737 TAYLOR AND GAINES PARKING STRUCTURE sheetf76 of x > V dl V II ' V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.86 122.09 18.09 95.98 114.08 201.68 72.55 9.71 12.39 -12.42 453.84 441.42 642.42 -3.78 14.57 44.10 -4.35 827.21 822.86 1159.54 54.34 19.43 72.23 3.30 1071.10 1074.40 1493.39 106.74 24.29 96.77 10.55 1185.50 1196.05 1643.98 153.41 29.14 117.72 17.38 1170.42 1187.81 1622.19 194.35 34.00 135.08 23.80 1025.86 1049.67 1421.51 229.58 38.86 148.86 29.81 751.82 781.63 1039.96 259.08 43.71 159.05 35.41 348.29 383.70 477.56 282.86 48.57 165.65 40.59 -184.72 -144.13 300.92 -351.94 53.43 -313.93 -57.64 -1119.48 -1177.12 -537.49 -1532.90 58.29 -255.35 -46.48 -1046.25 -1092.73 -436.50 -1436.62 63.14 -200.35 -35.73 -961.96 -997.69 -341.23 -1324.08 68.00 -148.93 -25.40 -866.60 -892.00 -251.68 -1195.29 72.86 -101.11 -15.47 -760.19 -775.67 -167.85 -1050.26 77.71 -56.87 -5.96 -642.72 -648.69 -89.75 -888.98 82.57 -16.22 3.13 -514.19 -511.06 -17.37 -726.70 87.43 20.85 11.82 -374.60 -362.78 49.28 -546.73 92.29 54.33 20.09 -223.95 -203.86 110.21 -349.05 97.14 -60.78 -11.05 -207.25 -218 29 -103.88 -283.32 0.00 102.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.86 333.61 48.05 23.88 71.93 548.74 -142.67 9.71 330.21 -27.15 1080.14 1052.99 1369.59 14.57 468.85 -67.72 4243.67 4175.95 5819.95 19.43 752.81 -70.10 8906.25 8836.15 12336.95 24.29 1164.67 -36.29 14438.97 14402.69 20030.45 29.14 1687.01 31.72 20212.92 20244.64 28010.36 34.00 2302.40 131.91 25599.17 25731.08 35386.54 38.86 2993.42 262.29 29968.80 30231.09 41310.49 43.71 3742.64 420.85 32692.91 33113.76 45069.11 48.57 4532.64 605.59 33142.57 33748.16 45656.82 53.43 4144.14 560.93 29635.79 30196.72 40818.58 58.29 2763.05 308.25 24371.67 24679.92 33600.32 63.14 1657.82 108.77 19490.12 19598.89 26992.22 68.00 811.03 -39.51 15044.85 15005.34 21084.29 72.86 205.24 -138.60 11089.58 10950.98 15749.32 77.71 -176.96 -190.50 7678.03 7487.53 11073.37 -571.58 82.57 -352.99 -197.20 4863.91 ` 4666.70 7142.47 -829.43 87.43 -340.28 -160.73 2700.93 2540.20 4042.68 -749.63 92.29 -156.26 -83.06 1242.82 1159.75 1860.04 -359.97 97.14 160.94 28.21 522.57 550.77 712.13 102.00 0.00 0.00 0.00 0.00 0.00 0.00 #/t TAYLOR AND GAINES PARKING STRUCTURE sheet/77 of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 123.18 18.35 112.62 130.97 203.64 95.77 5.01 -21.75 -20.63 -31.22 -51.85 -33.11 -65.52 51.00 167.61 43.03 -499.78 -456.75 307.80 -803.52 51.01 -332.39 -61.96 -1001.14 -1063.10 -570.68 -1365.94 97.00 83.39 27.73 -67.16 -39.43 163.88 -140.24 97.01 -61.55 -11.26 -211.82 -223.07 -105.31 -289.73 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 -0.02 0.02 0.48 -0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 -0.02 0.02 0.48 -0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 351.13 50.66 38.78 89.44 577.69 -130.64 5.01 350.91 50.45 38.46 88.91 577.04 -130.98 51.00 4937.49 707.15 32317.94 33025.09 44487.07,- 51.01 4934.17 706.53 32307.94 33014.47 44473.42 97.00 169.68 29.80 552.52 582.33 753.10 97.01 169.07 29.69 550.40 580.09 750.20 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 NOTES Mi. For calculating worbng soi pressure.superimposed dead bad has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312(h). 42. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.40L+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75OL-1.4E Vu DIAGRAM 0 0 0 N 0 0 0 0 0 0 0 ID 0 SdIN NI HVIHS 0 0 0 0 0 0 DISTANCE FT 01 CO o 0 Mu DIAGRAM O O O O O N-ld IN]WOW O O O O O 0 0 O CD O O 0 0 O 0 N DISTANCE FT 01 03 TAYLOR AND GAINES PARKING STRUCTURE sheetP,Oof STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 1. Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/01/00 GRADE BEAM LINE1BTWNDTOB I=1.5 Beam L => 102 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 48.18 52.35 79.84 84.01 31.50 35.06 1.00 3.40 102 102 101.7951 102 DL RM/OTM 3.474902 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 5 51 97 145 500 145 39 105 39 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR LOAD WAUFLR SOIL WT 0 4 4 52 0 102 52 52 98 102 9.00 18.00 2.80 8.62 5 10 2.3 0.9 142.9737 et_ TAYLOR AND GAINES PARKING STRUCTURE sheet,/of x > V dl V II "V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.86 122.09 18.09 148.19 166.29 201.68 147.21 9.71 12.39 -12.42 -429.06 -441.49 -3.78 -621.97 14.57 44.10 -4.35 -739.01 -743.36 54.34 -1080.15 19.43 72.23 3.30 -926.64 -923.34 106.74 -1363.38 24.29 96.77 10.55 -991.97 -981.42 153.41 -1469.81 29.14 117.72 17.38 -934.99 -917.61 194.35 -1399.43 34.00 135.08 23.80 -755.70 -731.90 229.58 -1152.25 38.86 148.86 29.81 -454.10 -424.29 259.08 -728.26 43.71 159.05 35.41 -30.20 5.21 282.86 -127.48 48.57 165.65 40.59 516.02 556.61 717.08 300.92 53.43 -313.93 -57.64 491.62 433.98 869.40 -537.49 58.29 -255.35 -46.48 535.56 489.08 901.18 -436.50 63.14 -200.35 -35.73 561.26 525.53 ,908.79 -341.23 68.00 -148.93 -25.40 568.74 543.34 892.23 -251.68 72.86 -101.11 -15.47 557.98 542.51 851.50 -167.85 77.71 -56.87 -5.96 528.99 523.02 786.59 -89.75 82.57 -16.22 3.13 481.76 484.89 697.51 -17.37 87.43 20.85 11.82 416.30 428.12 591.58 49.28 92.29 54.33 20.09 332.61 352.70 472.95 110.21 97.14 -60.78 -11.05 85.68 74.63 154.74 -103.88 102.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.86 333.61 48.05 643.34 691.39 845.95 9.71 330.21 -27.15 -419.72 -446.86 416.15 -775.21 14.57 468.85 -67.72 -3305.96 -3373.69 541.26 -4976.02 19.43 752.81 -70.10 -7400.62 -7470.72 934.77 -10981.88 24.29 1164.67 -36.29 -12109.62 -12145.91 1568.86 -17934.04 29.14 1687.01 31.72 -16838.90 -16807.18 2415.74 -24973.74 34.00 2302.40 131.91 -20994.27 -20862.46 1447.61 -21242 22 38.86 2993.42 262.29 -23981.97 -23719.68 4636.67 -35880.73 43.71 3742.64 420.85 -25207.63 -24786.78 5955.14 -38030.51 48.57 4532.64 605.59 -24077.29 -23471.70 7375.20 -36832.82 53.43 4144.14 560.93 -21347.50 -20786.57 6755.39 -32723.33 58.29 2763.05 308.25 -18845.56 -18537.31 4392.31 -28413.57 63.14 1657.82 108.77 -16174.47 -16065.70 2505.86 -24008.14 68.00 811.03 -39.51 -13422.80 -13462.31 1068.27 -19624.45 72.86 205.24 -138.60 -10679.10 -10817.70 51.72 -15379.89 77.71 -176.96 -190.50 -8031.94 -8222.44 -11445.30 82.57 -352.99 -197.20 -5569.88'% -5767.09 -7938.77 87.43 -340.28 -160.73 -3381.50 -3542.22 -4827.52 92.29 -156.26 -83.06 -1555.34 -1638.40 -2232.19 97.14 160.94 28.21 -200.68 -172.48 273.27 -372.28 102.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLORANDGAINES PARKING STRUCTURE sheet Lof SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 123.18 18.35 133.73 152.08 203.64 125.95 5.01 -21.75 -20.63 -12.28 -32.91 -6.03 -65.52 51.00 167.61 43.03 834.99 878.02 1166.86 307.80 51.01 -332.39 -61.96 336.37 274.41 657.17 -570.68 97.00 83.39 27.73 233.94 261.67 334.06 163.88 97.01 -61.55 -11.26 88.71 77.45 159.48 -105.31 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 0.61 0.65 0.80 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 0.61 0.65 0.80 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dI M II M dl+ot M tl+ot +Mu max -Mu max 5.00 351.13 50.66 663.47 714.13 871.34 0.00 5.01 350.91 50.45 663.36 713.81 870.99 51.00 4937.49 707.15 -22442.96 -21735.81 8114.64 -34710.31 51.01 4934.17 706.53 -22439.61 -21733.08 8108.93 -34703.75 97.00 169.68 29.80 -213.16 -183.36 288.22 -394.75 97.01 169.07 29.69 -212.27 -182.58 287.17 -393.15 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 y 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure.supedmposed dead load has been multiplied by factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the fdlbwing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..90L+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E Me O O O O O On SdIN NI H`d3HS O O O O O O CO 0 O O O N O DISTANCE FT 0 0 O Mu DIAGRAM O O O O O 0 O O O 0 o o O O O O O O o O o o O O Lo O N N-13 1N3WOW 0 O O O 0 N O O O CO O O O CO O O O N o o O O O O O O O O O O O O O O O O O O O O 1A O 4N h M tr V DISTANCE FT 7E3 TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASAOENA. CALIFORNIA B 1 1 O7 [B2B) 351-3551 FAX (326) 351 -531 B p 1 kFr4<i rAUG'ruste sheet P-255 of by job no. dote 399 4tha p WALL 6r In eUM c G l2l b ® i .11 go I T GONT 1' _ iwl I (-OJT ADDED c 13aribrr 2v' 36' nays) wb pe GIMP re ifigir ® re4111 �- 266 c ONT 17 - k pr6i =-6 E7r-es Qs%) ,e I Dt-- --2-0731e- rot= ptn,- 1161" pr,L' v+•ow 5zk r' -° 4 5" peer' r4n/. - (.I615'734-' - -4951411. ram= < 1639 IIe((ix)+C 151-&-a-ti5xb"' 11615tK WPAL= b A'.) xof153 xbtiM. 5 Sea P plac- (16'"X &tD) x 0 5 k rut tt L 6';Cxe053 x Is's 51.4o 5t41 1-1-qo o,ocJx Its"x _5/Lv' 115 �%&e- l¢ l'AV x 8 'oat) /'ac- ¢ s,Cea-rs , TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASAOENA, CALIFORNIA 91 1 07 (6261 351-5991 FAX (6261 351-5319 RDA -el sheet P-2:f6 o1 by job no. 13 5i 5 date 6/q9 4jsStik I-441t 4R4t2s KAM O 4F210 4oI L p tsbF4ti4 f itss55u Kt - A-41,o.W 4-6t.e 6 A 1,33 2 P kC firgs 4IL, j36$ 4H4 rem ?Kiwi" ari Z� v 56(5/1614' �,5 6tC 53S3z1 l45 \N < Mum-we,s= 54S&") Art)rt• x 6D0at, 6tX11� m I INt TLTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA. CALIFORNIA S 1 1 O7 (E2E7 351.9E3E11 FAX (E2E7 351-531 S i sheet AigAG/ /ot by Job no. date 4.2.A,0t ,,&g A ri AT G/NE 7 Pa cR/.o t,5" /c.=/7&��, ,0, =5zk p& C , 5 ?ac. = 22 o/c, 1h c G5/4" (No r)a r (039//9* 2Co98)/z t j5/-tetVxG w/�_/, 5 = 7 /810 ,k ' T i ea or = /c3 /. ¢x/, 2 . 3/ 67 /Z=/, 2.6 / /Ai/ 9¢667 X 44. a 5fr 7x 6%c L 253 '%r . Fro ox x,/%st % /iir .3LA6 041 C/LA,O6- Elo)n- X,Six ,/Sy-/Ox/x,//_/a/ A7". / 7a c /.o c = (apc. watctr-r-n) - /8 ,$ x 36 = c82/ ,C 4 SC ®r✓ c2' r 9 71/,(0, z /o,6 TC' TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (318) 351 - 8881 FAX (818) 351-5319 1. PARKING STRUC HOAG HOSPITAL sht: Goa -7 by: sc / Job No: 1395 Date: 4/5/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000osi Ref. AC1318-83 SEC.8.9 & 11 INPUT fy (ksi) 60 b (in) 168.00 BEAM LOCATION fc (ksi) fy (ksi stir.) 5 60 d (in) Bar # 90.00 11 GRB-13 Max As = 380.3 in2 (0.75 balanced condition) Min As = 50.40 in2 (200bd/fT) As balanced = .850,fc87000bd/fy(87000+fy) Mu=+Mn=KnF=4fc0(1-.59(0)F WHEN ru=pfy/fc AND p=As/bd F= bd2/12000= 113.40 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 126598 K' 4Vc = 1817.5 Mu(for min. p=200/fy) = 19930.28 K' VD (max) = 9087.7 Stirrup -� ,•\ • 0 • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 1.56 474.7 10.92 3308.3 20.28 6117 29.64 8900 3.12 948.7 12.48 3778.1 21.84 6583 31.20 9362 4.68 1422.0 14.04 4247.2 23.40 7047 32.76 9823 6.24 1894.6 15.60 4715.7 24.96 7512 34.32 10283 7.80 2366.5 17.16 5183.4 26.52 7975 35.88 10742 9.36 2837.7 18.72 5650.5 28.08 8438 37.44 11201 When VD<=1/24Vc=.5*.85*2*fc"`*bd = 908.8 Kips Shear Reinforcement is required When 1/20Vc= 908.8 <_Vu < 34Vc = 5452.6 Kips Min Spac'g of s=A1,fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 6.29 4.43 2.86 When 3+Vc<Vu<54)Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 2.86 Max. Spac'g for #6 , #5, #4 & #3 (in) = 6.29 STIRRUP Spac'g for strength req. = s 4Ayfy d/(Vu-$Vc) 4.43 1.57 1.57 ULTIMATE SHEAR (VD)CAPACITYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 i 0 0 8.00 0 0 0 0 6.00 2491 0 0 0 4.00 2827 2529 0 0 TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASAOENA. CALIFORNIA S 1 1 O7 (62131 351-S881 FAX (132131 351.531 S H e,o-y y4$.KINW d-denzuc1t1st sheet `$ of by lob no. 13 515 date 6 t t.WA. A R4Pt Berl '3 4P•l n itt? A 05 gra ®,ti" LticAle WAId. 11fsdk 1.1611a I b " 16 *II e'r'P Ga. lN•#X40, 0t2P6o a tep 161x11 1.1AI.l.► 77' re4NoQQ rpv 1.95" rm.s 151e. _ I bell of Ili, ar l l bs1- ,(»Darr, le_Ar2f�® prn,- 1951` pN 9. $- n1 rl err/L. _ 911 4-I k/36'- 3 i,,-,, k tJ- ti�ag $4,14401."14- y.04-3/10-1 Ciei' S 4' )9)(4 j,y = 11599'hIk ,� coufariff kJKSPA p0'D w Z/j x o, I x i'1 "? = 3k f iehtte Sifre S, I4Mk. letz (9 71) x o 115 60) 15 rvp.Lnb p lass '> 1 Ys 1.0 ->1) l.14%L f e (l2i('s-) x b 05 X 11M? = 1 I a Nick Wets 1n1;m• 0.1163 ,e 11 x t 'm ih k''P kills Aio5x11xI,Lv.=o,45 -EsTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA, CALIFORNIA 91 1 07 19251 351 .8E0 1 FAX 1929) 351-5319 sp10-tzk044 6lleuctufe£ sheet t " ` of by lob no. 13c9 S date 41{ttZ 9 --4 ri c G $in Vi <c-NT: ARA e e hoIL lG4$JNy, pg puIf - - 9 ' `e-/i b' 12M5S5 get "Sx 1133= y icsF KSe G aa► Mt) bI'D i 210 - Lon 176rni x (n-0L-0 Lor46r I) rJp = fs4Gp 1.65 ‘P4t LLB= 61 1bIK) 744,1Z, e tsr 1,14e. 44o 4 et cam. v>1= elf k 1,221b1 c (e4'x4)x6swat/rite x5t) ' r+t$= 0et/1,15 l6xlz-fix tit' a 5714 1 L 4.0*Ij r►►>J. ` p,__mutat Qj '=61„4!N1_) CM4,9ttiew=..)4 of K) r) TG TAYLOR R. GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (118) 351 - 8881 FAX (818) 351-5319 PARKING STRUC HOAG HOSPITAL sht: ply by: sc Job No: 1395 Date: 4/5/00 CONCRETE BEAM CAPACITY INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5 d (in) 90.00 GRB-13 fy (ksi stir.) 60 Bar # 11 NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000osi Ref. AC1318-83 SEC.8.9 & 11 b Max As = 271.7 in2 (0.75 balanced condition) Min As = 36.00 in2 (200bd/ff) As balanced = .8501Pc87000bd/fy(87000+fy) MuNiMn=KnF=4fccu(1-.59o))F WHEN co=pfy/fc AND p=As/bd F= bd2/12000= 81.00 0=0.9 for Mu; 0.85 for Vu M11 REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Stirrup 1•\ • • • • • d Mu(max) = Mu(for min. p=200/fy) = 90427 K' 14235.91 K' 4iV0 = V (max) = 1298.2 6491.2 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 1.56 474.6 10.92 3301.5 20.28 6093 29.64 8850 3.12 948.1 12.48 3769.2 21.84 6555 31.20 9306 4.68 1420.7 14.04 4236.0 23.40 7016 32.76 9762 6.24 1892.4 15.60 4701.8 24.96 7476 34.32 10216 7.80 2363.0 17.16 5166.6 26.52 7935 35.88 10669 9.36 2832.7 18.72 5630.5 28.08 8393 37.44 14791 When V <=1/24Vc=.5*.85*2*fc"`*bd = Shear Reinforcement is required When 1/20Vc= 649.1 <_Vu <34Vc = 3894.7 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 4.00 2.20 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 4.00 649.1 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 6.20 STIRRUP Spac'g for strength req. = s=4A„fyd/(Vu-4Vc) 2.20 ULTIMATE SHEAR (VN)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1803 0 0 0 6.00 1971 1773 0 0 4.00 2308 2010 1757 0 /'- TAYLOR AND GAINES PARKING STRUCTURE sheet f/alof STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 1 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/02/00 GRADE BEAM LINE12 I=1.5 Beam L => 100 Soil Bearing KLF SEIS. DIR OT factor > +1 Ldg. Lt.end Rt. end L brg. +1 -1 => 1 DL 32.76 35.17 100 Ductile TL 38.67 39.23 100 Y(1)N(0)=> 0 DL+OT(#1 0.00 89.28 -78.16816 TL+OT 0.00 90.96 -85.64457 DL RM/OTM 1.982324 Pldno. a> Pdl> PII> Pot> Mot> 1 4 195 52 2 32 75 32 3 50 700 150 4 68 75 32 5 96 195 52 flrcQ (Ott nil z 9D ,�jPo �� q, 3/ tag /0 / (Dex 8 at 7. . / Wldno. c> d> Wdl> WII> Wtrot> FTG. WT 0 100 13.20 WALL 31 69 18.00 345.2659 FLR LOAD 31 69 2.80 2.3 WAUFLR 4 31 2.40 WAUFLR 69 100 2.4 TAYLOR AND GAINES PARKING STRUCTURE sheet R0211 x > V dl V II IV dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.76 -94.77 -32.70 -259.69 -311.69 -188.26 -399.56 9.52 -4.01 -13.39 -333.97 -385.97 -28.38 -538.20 14.29 86.87 5.91 -408.26 -460.26 131.67 -676.89 19.05 177.88 25.22 -482.54 -522.85 291.90 -799.22 23.81 269.01 44.52 -554.59 -561.37 452.31 -935.65 28.57 360.27 63.83 -605.17 -575.80 612.89 -1056.34 33.33 333.72 45.77 8.37 34.70 545.02 -164.91 38.10 337.61 54.12 1158.15 1206.05 1565.57 564.66 42.86 341.63 62.47 1921.78 1989.41 2661.76 584.48 47.62 345.77 70.82 2299.24 2384.80 3213.77 604.48 52.38 -349.96 -70.82 1590.55 1542.21 2459.97 -610.35 57.14 -345.57 -62.47 1195.69 1161.64 1892.99 -590.00 61.90 -341.05 -54.12 414.68 393.09 773.75 -569.48 66.67 -336.41 -45.77 -752.50 -763.44 -548.78 -946.30 71.43 -361.96 -63.83 -1444.06 -1472.58 -615.25 -1929.57 76.19 -269.44 -44.52 -1235.64 -1246.19 -452.91 -1647.13 80.95 -176.81 -25.22 -1001.31 -995.72 -290.40 -1.338.17 85.71 -84.04 -5.91 -741.08 -721.16 -127.71 -1015.21 90.48 8.85 13.39 -454.96 -422.52 35.15 -655.28 95.24 101.86 32.70 -142.93 -99.80 198.19 -258.37 100.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.76 93.68 6.34 -298.93 -338.55 141.94 -508.64 9.52 -141.55 -103.38 -1712.40 -1999.64 -2741.41 14.29 55.68 -121.18 -3479.61 -4014.47 -5634.46 19.05 685.99 -47.06 -5600.56 -6364.75 880.39 -9162.38 23.81 1749.97 119.00 -8073.78 -8955.78 2652.26 -13192.52 28.57 3248.22 376.98 -10845.41 -11672.87 5188.38 -17564.27 33.33 5031.24 677.96 -13044.90 -13698.95 8196.28 -21320.77 38.10 6629.61 915.78 -10114.23 -10590.82 10838.29 -17977.05 42.86 8246.81 1193.38 -2627.82 -2828.62 13574.28 -8128.59 47.62 9883.42 1510.75 7575.48 7740.13 16405.07 52.38 9873.39 1510.75 16990.13 17244.11 20511.87 57.14 8217.31 1193.38 23777.27 23835.80 30380.95 61.90 6582.44 915.78 27764.72 27691.48 36400.23 66.67 4969.38 677.96 27113.62 26963.65 36138.70 71.43 3175.84 376.98 20843.78 20560.54 28123.40 76.19 1672.46 119.00 14453.27 14077.71 19781.77 80.95 609.91 -47.06 9116.93 ' 8730.27 12713.95 85.71 -11.21 -121.18 4958.10 4632.90 7096.02 -221.71 90.48 -190.30 -103.38 2100.11 1900.28 3104.01 -442.17 95.24 73.24 6.34 666.30 647.09 913.99 100.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet 7of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 4.00 85.72 16.22 -52.80 -52.80 147.58 -120.94 4.01 -109.09 -35.74 -247.96 -299.96 -213.49 -377.68 32.00 407.66 75.43 -307.77 -255.80 698.95 -656.17 32.01 332.66 43.45 -379.73 -359.70 539.59 -719.32 50.00 347.89 75.00 2343.17 2437.00 3285.70 614.54 50.01 -352.10 -74.98 1643.15 1587.02 2536.32 -620.41 68.00 -335.09 -43.43 -1148.51 -1156.79 -542.95 -1498.75 68.01 -410.08 -75.41 -1226.60 -1266.86 -702.31 -1622.60 96.00 116.75 35.78 -90.60 -45.93 224.29 -191.44 96.01 -78.05 -16.18 -284.91 -292.22 -136.77 -380.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 4.00 171.42 32.43 -105.60 -105.60 295.12 -241.86 4.01 170.32 32.07 -108.08 -108.60 292.98 -244.82 32.00 4586.99 618.50 -12798.66 -13483.60 7473.24 -20733.19 32.01 4590.32 618.93 -12802.47 -13487.21 7478.63 -20740.41 50.00 10709.20 1684.35 13121.31 13499.62 17856.28 50.01 10705.68 1683.60 13137.74 13515.49 17850.07 68.00 4521.71 618.50 25849.64 25686.88 34568.48 68.01 4517.61 617.74 25837.39 25674.22 34553.13 96.00 156.52 32.43 577.29 591.53 770.31 96.01 155.74 32.27 574.44 588.60 766.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N. 0.00 0.00 0.00 0.00 0.00 pressure,supedmposed dead load has been multiplied by a factor of .85 when NOTES #1. For calculating working so combined with seismic overturning as required by UBC/CAC 2312 h). M2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..750L+1.4E and .75DL-1.4E .50j/T 3©h/A3 Vu DIAGRAM SdIN NI 2:1V3HS DISTANCE FT a) fa a K 2 a 0 ti 0 0 o 0 0 0 0 0 0 0 0 0 0 0 N o N 131N3WOW 0 0 0 0 0 0 f7 DISTANCE FT 2 TAYLOR AND GAINES PARKING STRUCTURE sheet /OL STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 1 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/02/00 GRADE BEAM LINE12 1=1.5 Beam L => 100 Soil Bearing KLF SEIS. DIR OT factor > +1 Ldg. Lt.end Rt. end L brg. +1 -1 => -1 DL 34.62 33.31 100 Ductile TL 38.67 39.23 100 Y(1)N(0)=> 0 DL+OT(#1) 88.39 0.00 74.96077 TL+OT 90.21 0.00 86.3544 DL RM/OTM 1993415 Pldno. a> Pdl> PII> Pot> Mot> 1 4 195 52 2 32 75 32 3 50 700 150 4 68 75 32 5 96 195 52 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT 0 100 13.20 WALL 31 69 18.00 345.2659 FLR LOAD 31 69 2.80 2.3 WAUFLR 4 31 2.401 WAUFLR 69 100 2.4 /L TAYLOR AND GAINES PARKING STRUCTURE sheet f/oG of x > V dl V II `V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.76 -94.77 -32.70 148.52 106.04 262.61 -188.26 9.52 -4.01 -13.39 457.06 425.79 655.72 -28.38 14.29 86.87 5.91 740.21 721.86 1012.46 131.67 19.05 177.88 25.22 997.98 994.23 1332.84 291.90 23.81 269.01 44.52 1230.37 1242.92 1642.69 452.31 28.57 360.27 63.83 1437.37 1467.92 1923.62 612.89 33.33 333.72 45.77 744.91 757.78 939.31 545.02 38.10 337.61 54.12 -422.66 -399.35 564.66 -783.33 42.86 341.63 62.47 -1203.54 -1168.11 584.48 -1902.13 47.62 345.77 70.82 -1597.75 -1548.50 604.48 -2468.04 52.38 -349.96 -70.82 -2305.28 -2390.51 -610.35 -3220.30 57.14 -345.57 -62.47 -1926.14 -1994.15 -590.00 -2667.01 61.90 -341.05 -54.12 -1160.31 -1209.41 -569.48 -1569.08 66.67 -336.41 -45.77 -7.81 -36.31 167.13 -548.78 71.43 -361.96 -63.83 608.96 576.35 1062.65 -615.25 76.19 -269.44 -44.52 562.13 564.47 946.66 -452.91 80.95 -176.81 -25.22 492.14 528.90 807.32 -290.40 85.71 -84.04 -5.91 417.86 469.64 689.05 -127.71 90.48 8.85 13.39 343.57 395.57 549.96 35.15 95.24 101.86 32.70 269.29 321.29 410.53 198.19 100.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.76 93.68 6.34 683.06 665.44 927.13 9.52 -141.55 -103.38 2134.99 1941.10 3128.06 -373.93 14.29 55.68 -121.18 4995.70 4683.00 7114.35 -128.06 19.05 685.99 -47.06 9144.33 8778.32 12712.82 23.81 1749.97 119.00 14460.01 14114.27 19750.32 28.57 3248.22 376.98 20821.85 20578.04 28053.69 33.33 5031.24 677.96 27057.49 26956.41 36025.64 38.10 6629.61 915.78 27671.31 27655.69 36333.40 42.86 8246.81 1193.38 23645.96 23769.51 30277.59 47.62 9883.42 1510.75 16822.77 17147.28 20372.53 52.38 9873.39 1510.75 7376.39 7614.58 16391.02 57.14 8217.31 1193.38 -2851.87 -2979.20 13532.98 -8433.34 61.90 6582.44 915.78 -10354.00 -10760.85 10772.25 -18294.91 66.67 4969.38 677.96 -13288.69 -13880.97 8109.66 -21636.60 71.43 3175.84 376.98 -11079.06 -11857.55 5087.05 -17797.76 76.19 1672.46 119.00 -8280.66 -9131.91 2543.74 -13412.22 80.95 609.91 -47.06 -5764.22'S -6519.25 773.88 -9352.24 85.71 -11.21 -121.18 -3597.55 -4132.36 -5776.24 90.48 -190.30 -103.38 -1784.63 -2071.86 -2825.53 95.24 73.24 6.34 -325.44 -365.06 113.32 -538.62 100.00 0.00 0.00 0.00 0.00 0.00 0.00 2 TAYLOR AND GAINES PARKING STRUCTURE shee SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 4.00 85.72 16.22 291.80 299.68 388.02 147.58 4.01 -109.09 -35.74 97.48 53.39 197.22 -213.49 32.00 407.66 75.43 1216.12 1258437 1611.55 698.95 32.01 332.66 43.45 1138.03 1148.31 1487.70 539.59 50.00 347.89 75.00 -1649.85 -1593.05 614.54 -2543.67 50.01 -352.10 -74.98 -2349.87 -2443.03 -620.41 -3292.68 68.00 -335.09 -43.43 384.18 361.76 726.98 -542.95 68.01 -410.08 -75.41 312.24 257.86 663.84 -702.31 96.00 116.75 35.78 257.40 309.40 388.22 224.29 96.01 -78.05 -16.18 62.24 62.24 130.38 -136.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 4.00 171.42 32.43 589.57 604.93 783.86 0.00 4.01 170.32 32.07 590.54 605.46 785.04 32.00 4586.99 618.50 25803.50 25687.03 34467.90 32.01 4590.32 618.93 25814.90 25698.53 34482.43 50.00 10709.20 1684.35 12937.40 13388.08 17856.28 50.01 10705.68 1683.60 12913.90 13363.65 17850.07 68.00 4521.71 618.50 -13041.14 -13667.39 7381.84 -21045.34 68.01 4517.61 617.74 -13038.04 -13664.82 7374.82 -21038.73 96.00 156.52 32.43 -124.80 -124.80 274.26 -261.42 96.01 155.74 32.27 -124.18 -124.18 272.89 -260.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working sot pressure.supedmposed dead load has been multiplied by a factor of .85 when combined with selsmk overturning as regtdred by UBC/CAC 2312(h). a2. For calculating maximum nd minimum ultimate shears and moments the folllowing combinations have been used: A. 1.40L+1.7LL B. .75(1.4D +1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..750L+1.4E and .75DL-1.4E 3o1/0 /L 2 a g 0 0 ce Q = 0 N O 0 O N O 0 0 O O SdIN NI 2JH3HS O 0 N O O O CO O (0 O V O N O reF3 0011M21 ti 01 0_ d 2 0 0 0 0 0 d 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 H-ld IN3WOW 0 0 0 0 0 0 0 0 0 0 0 0 0 MglitlffeMal TaG TAYLORp& GAINES STRUCTURL ENGINEERS A TMAD COMPANY BUILDING DEPARTMENT CORRECTION RESPONSE STRUCTURAL CALCULATIONS FOR PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA Taylor & Associates Architects LztioxmIie Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com R 1 Hoag Parking Structure Building Department Correction Response Table of Contents Plan Check Comments Response BD-1 to BD-4 Retaining Wall Calculations RT-1 to RT-22 Stair Calculations ST-1 to ST-2 Elevator @ Machine Room MS-1 Light Pole Anchorage LP-1 Guardrail Calculations B191A to B191C Story Drift Calculations SD-1 to SD-3 Revised Footing Calculations F1 to F109 ho.wha.maw TS TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 /-� PASADENA, CALIFORNIA S 1 1 07 (6261 351-13SE 1 FAX (5251 351-531 S H'i'e) Ip ci/-'c sheet >bo-I of by a pen job no. 1'Sr1S1 Imo c—, r/c e • rc..a.- cam '1$J-4 7S ,%._e sPai�sL� A- Pl-A-N S H'E-E7S ITEM I2 : A- f'I2--°v IDS_ cat ds, Foe-- • GAN CI rail HlhY g _ P(Q-�yto s C,sc`aI3 py G E&"N�T-- Fai-- P-ETS //c'if...)4 w»LkS • coact -a- S*S -715 /t-r) -r&v- s) 2-1, C. _ PiL°1./It E CAt...a&S FaLjl-- P—S 0 LA.N(JINC) . SEE cat G 9htEtrS S-r_ I 1 S-r_ z 8 - Com ENTS QN /17 ^'J L CI° //-.15,$ 9HT fr"-- -S. G A- PR-DY1e=s chat -cis FOP--• fiET,e.-)ja iN el Ins Alta • SEG C..e>,.L,.G aftEers R?- I Th\2-.L) 2'tt=ET -S.S A-rfasoytr,`� • fay chew:L.e2S Fa -- g-t a+l R--S t*es'rS err— OHEE7 /� - S (/ P. - P12--o V 1 f Lc- 3 1e-p --- %LATE S 0 k Ia Bolt_.. I-0"a fT MACH //.dcr %-csO-tl • see- 6--a -c- sHeer M s _I T�TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH 1-1ALSTEA0 SREET • SUITE 200 PASADENA. CALIFORNIA 91 1 O7 (S2S] 351-8S131 FAX (S2S] 351-531 S sheet bp-% of by t_•c.. job no. 139 S dots 4'/S/a-0 �—raM/-Ia,4_rrej oN Dt"..4s (ccwr-,) eh-Se-7 2-ov IS- of cL.c P S Ir ty • sae_ ^c,esn..•c S ►+ettt -r L f - Steer ) P (2-w oEr- s r- -r-- • GE c..__ s -fe.ay b 19 lit-- -no-- U 6411 c- G_ coriMaNT$ Qhl etP-UC'tlf _. OF--Ar,%) 3 SHerT s_1 J— fl2 _ovioa Sit* "tell o'/i--IFT • SE.0 van_ skaET =-1 -rhp—U 2 - p(2-.c v r>s c -o, - - Fa-4-1 /. i'- . q4 oft-- Aa4 • Sena "ase v r S t3-= p/`-,.w r p S S �j - see- casL-o-IS Vol_ r p`> r i• • SEE- p-Ev 13E-r- Fm T /N y c.il►L c % F/ T4,4L-.1) r-/o9 4- — spin"— i/..)cts ft, crac_cr5 • SEE SHatt- ],cc5 a�uti/NSalG(s---, / aver•4o'm s c�►:� &4 5 - %P- 0vit .FT ',,a- pr-. /2--e-1/4)/--. sP/i0.1f?4 • BEE 0E•� NoT6- a -9 pN op---A-.r-'$J Ste) 6 — r-er8A 9-- ° - to af-a d �ar.»E-ro Noar fie., ca-b, or._,,�NI,d-ad) S-1.1 T6sTAYLOR & GAINES sheet b0-3, of STRUCTURAL ENGINEERS He!)--a-GI E-,C, . 320 NORTH HALSTEAO SREET • SUITE 200 PASAOENA. CALIFORNIA 91 1 07 ,orN (0293 351-99S 1 FAX 020351-5319 job no. I31S date 4/SA MMern' s ojv 570—uccrL„ OWgl9 CconIT/Nufro Sy -EE s -I (cc, , r //-+ o e - aA—Ic_ iv&T9- ,v_ I • seer et-e V I se w D w-e &a/i— a _ Sw4 ^Jo -tom"' /v Q, I • 314013—,,aq No-rt. P-evis&-o zI/..Cy 8y aTH-4A—S� es4t T S I ,'b ,s, - or " CUT oN • sts-E- p-Eer. Dtt_fr “t,,..a5S IM r= I aa.-re- . c-r-T 0tEr T. SSA 13-e-f"'f'-T ro Sere — Sa2 — £t...6Y er4.I'2--.. ►4°-_e /fie, Titert# Fie' -ram I.v y T,d ? St. E'7C a sfiE.ET s _ 2. A - 13IF0w /;—i.••••.F.4 L. 1COT • Se-e-- oA - /-aw racy S_t. • l i� -r 511eE- r- S _ 2. Vs. ,cam - art—°" mot- cam✓ -I^Y',2 • se-er- i/co,y S -?ik r )-107&-g. fmil— Sjte&T _ -r6H'7' at. DIrc-f-- t/ofu • /,u/Crier& . a$TENT o,- t/mc/.asic p. 1E3 TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASAOENA. CALIFOR NIA S 1 1 07 (S2S1 351-BBB 1 FAX (528) 351-531 B sheet bP-4 of 4'-90-5 br f` .a, , Job no. 139S dots `i-/s/E'n C - cOPOilok i$ Qf) s7(t. gut_» s C_yc-r',a.)us-o) syE.ET s—S. ,S S 4o vJ P-- //" F , reps . n (3 Sew- e-ev, .t Vwe/g SttEe—r- S—S •t• i� — DE 7 .1 L. L 19- C S-LE1/ . e N5 /+-- To J u ST I f-9, • SEC— ft.-la-re- off --P-Pre - Oid—M•0444.a 5 pe-r'°-' --s o./..a Pt .3 • SStr f•-C v IS& tit-Pn . s+tce--r s- 8_11 p. — vo/e—ovFar— P-6-r. d ga c,'Lc. SCG.rs DTI ' iip—•u w.cLS P—T. 2t te- AerA- * ',c TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (826)351-8881 t J/ w(-+-S Qat -cis Title : Degnr: Description : Scope: Job # Date: 2:19PM, 20 FEB 00 RT" f a<r SI0900 liver 1349 15. VC 5.13. ]]-1ut1999, WhV (<719u99 eBKAIG Cantilevered Retaining Wall Design Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem = 3.00ft = 0.50ft = 0.00: 1 = 24.00 in = 110.00 pcf = 33.0 psf Design Summary Total Bearing Load ...resultant ecc. = 1,5861bs 1.64 In Soil Pressure @ Toe = 673 psf OK Soil Pressure © Heel = 384 psf OK Allowable = 1,500 pet Soil Pressure Less Than Allowable ACI Factored @ Toe = 896 psf ACI Factored @ Heel = 511 psf Footing Shear Toe Footing Shear 4 Heel Allowable Wall Stability Ratios Overturning Sliding • 0.7 psi OK • 7.9 psi OK 93.1 psi = 5.88 0K = 5.65 0K Sliding Cates (Vertical Component Used) Lateral Sliding Force = 296.5 Ibs less 100% Passive Force= - 1,200.0Ibs less 100% Friction Force= - 475.7 Ibs Added Force Req'd 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK _ Footing Design Results Soil Data 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoll Frictior = 0.300 Soil height to Ignore for passive pressure = 12.00 in Stem Construction _TN_ Heal Factored Pressure = 896 511 psf Mu' : Upward = 426 0 ft-11 Mu' : Downward = 259 0 ft-# Mu: Design = 167 359 ft-S Actual 1-Way Shear = 0.67 7.89 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinfordng = # 4 @ 18.00 In Heel Reinfordng = # 4 @ 18.00 In Key Reinfordng = None Spec'd Design height Wall Material Above "He' Thickness Reber Size Reber Spadng Reber Placed at Design Data Footing Strengths & Dimensions Top Stem fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Widti' Footing Thickness Fy = 60,000 psi = 0.0018 • 1.00 ft = 2.00 • 3.00 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover ig Top = 3.00 in et Btm = 2.00 In 2nd 3rd Stem OK ft= 2.00 = Concrete = 12.00 = # 5 = 16.00 Edge Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge Ib/FB + fa/Fa = Total Force © Section lbs = Moment....Actual Rol= Moment Allowable ft-A= Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE HL in = Bar Lap/Hook BELOW HL In = Wall Weight psf = Rebar Depth 'd' In = Masonry Data 0.004 57.8 45.0 10,419.5 0.5 93.1 21.36 21.36 145.0 10.19 0.022 214.0 232.1 10,419.5 1.8 93.1 12.00 21.36 145.0 10.19 0.034 295.8 358.9 10,419.5 2.4 93.1 21.36 9.59 145.0 10.19 fm psi= Fs psi = Solid Grouting = Special Inspection Modular Ration' _ Short Tenn Factor = Equiv. Solid Thick. Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 Fy psi= 60,000.0 Other Acceptable Sizes • Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: No key defined 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 r (626)351-8881 Title : Dsgnr: Description : Scope: Job t Date: 2:19PM, 20 FEB 00 AT-2 kw 510300 Wr: KW-060115, Vr 5.1.3, 22-1n1999, WW2 (c)1S 3-99 e6CNC Cantilevered Retaining Wall Design Page 2: Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Force Distance Ibs ft Moment ftal Heel Active Pressure = 280.0 1.33 Toe Active Pressure = 1.00 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = SeismicLoad = RESISTING Force Distance Moment Ibs ft ftaf 373.3 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 16.5 4.25 70.1 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth a Stem Transitions = Footing Weight Key Weight = Vert. Component = Total = Total Resisting/Overturning Ratio 296.5 O.T.M. = 443.5 5.88 Vertical Loads used for Soil Pressure = 1,585.5 Ibs Vertical component of active pressure used for soil pressure 330.0 2.50 0.00 220.0 0.50 507.5 1.50 450.0 1.50 1.00 78.0 3.00 1,585.5 Ibs 825.0 110.0 761.3 675.0 234.1 2,605.4 c TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351.8881 Tide : Dsgnr: Description : Scope: Job # Date: 2:21PM, 20 FEB 00 AZT-3 9e.: 510300 Use 1115-060115, Ye 5.1.3, 71-30-1939, WM32 (q 19e399 Eta lit Cantilevered Retaining Wall Design Page 1' Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above sail Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 4.00ft = 0.50 ft = 0.00: 1 = 24.00 in = 110.00 pcf = 33.0 psf Design Summary 1 Total Bearing Load ...resultant eoc. = 1,8841bs = 2.63 in Soil Pressure © Toe = 903 psf OK Soil Pressure re Heel = 353 psf OK Allowable = 1.500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,183 psf ACI Factored a Heel = 462 psf Footing Shear @ Toe = 1.2 psi OK Footing Shear @ Heel = 10.1 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 3.96 OK Sliding = 3.89 OK Sliding Cates (Vertical Component Used) Lateral Sliding Force = 454.0 Ibs less 100% Passive For - 1,200.0 Ibs less 100% Friction Force= - 565.3 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK LFootinv Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = 1,183 551 = 259 292 ISoil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllShc Fdctior = 0.300 Soil height to Ignore for passive pressure 1 Footing Strengths & Dimensions I fc = 3,000 pal Min. As % Fy = 60,000 psi = 0.0018 Toe Width = 1.00 ft Ilea! Width = 2.00 Total Footing Width = .00 Footing Thickness = 12.00 in Key Width = 0.00 in 12.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in fa Btm: 2.00 In Stem Construction 1 Heat 462 psf 0 ft-ft 620 fta# 620 ft-# = 1.17 10.13 psi = 93.11 93.11 psi #4e18.00In = #4@18.00In = None Spec'd Design height Wall Material Above 'HP Thid ness Reber Size Reber Sparing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment...Actual Moment....Allowable Shear Actual Shear Allowable Top Stem 2nd 3rd ft= Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge Ibs = fta# = ft-#= psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. In = Wall Weight psf= Reber Depth 'd' in = Masonry Data fm psi= Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' Short Tenn Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data 0.014 147.1 142.4 10,419.5 1.2 93.1 21.36 21.36 145.0 10.19 0.051 392.5 530.4 10,419.5 3.2 93.1 12.00 21.36 145.0 10.19 0.072 504.1 753.9 10,419.5 4.1 93.1 21.36 9.59 145.0 10.19 fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes • Spadngs Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S' Fr Key: No key defined 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351.8881 Title : Dsgnr: Description : Scope : Job A Date: 2:21PM, 20 FEB 00 AT- 4- a=: 510300 Ufa: IOW-060119.Vet 9.1.3.223m-1999.vnn32 _ (c) 190399 EPERCALC Cantilevered Retaining Wall Design Page 2: Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Force Distance Moment Ibs ft ft-14 Heel Active Pressure = 437.5 1.67 Toe Active Pressure = 1.00 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ej8 Stem Above Soil = 18.5 5.25 SeismicLoad = Total = RESISTING Force Distance Moment Ibs ft ft-0 729.2 Sal Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Mal Dead Load on Stem = 86.6 Soil Over Toe = Surcharge Over Toe = Stern Weight(s) _ Earth © Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 454.0 O.T.M. = 815.8 ReslstinglOvertuming Ratlo = 3.96 Vertical Loads used for Soil Pressure = 1,884.4 Ibs Vertical component of active pressure used for soil pressure 440.0 2.50 0.00 220.0 0.50 652.5 1.50 450.0 1.50 1.00 121.9 3.00 1,884.4 Ibs R.M.= 1,100.0 110.0 978.8 675.0 365.8 3,229.5 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 t (626)351.8881 Tab: Dsgnr: Description: Scope: Job Date: 2:22PM, 20 FEB 00 R-r_s s9.: 510300 User: KW-0fi01t5, Vier 5.1.3, 12.Jum1999.'Mn32 (c) 191399 MOW Cantilevered Retaining Wall Design Page 1 Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 5.00ft = 0.50ft = 0.00 : 1 = 24.00 in = 110.00 pd • 33.0 psf Design Summary Total Beadng Load ...resultantecc. = 4.21 In Soil Pressure a Toe = Soli Pressure a Heel = 2,193 Ibs 1,244 psf OK 218 psf OK Allowable = 1,500 psf Soli Pressure Less Than Allowable ACI Factored @ Toe = 1,602 psf ACI Factored © Heel = 281 psf Footing Shear © Toe = 1.9 psi OK Footing Shear « Heel = 12.5 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.85 OK Sliding = 2.87 OK Sliding Colas (Vertical Component Used) Lateral Sliding Force = 646.5 lbs less 100% Passive Fordo - 1,200.0 Ibs less 100% Friction Force= - 657.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK _ Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinfordng Heel Reinforcing Key Reinforcing Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frkdior Soil height to ignore for passive pressure = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.0 ft 0.300 = 12.00 In Stem Construction 1 _Rs_ __tleeI = 1,602 281 psf = 728 0 ft4f = 259 788 ft-# = 469 788 ft41 = 1.90 12.53 psi = 93.11 93.11 psi _ #4C18.001n = #4018.00 In None Spedd Design height ft= Wall Matedal Above 'Ht" = Thickness = Reber Size = ReberSpadng = Rebar Placed at = Design Data 1b/FB+fa/Fa = Total Forte © Section Ibs = Moment....Actual ft-St= Moment Allowable ft-#= Shear.....Actual psi = Shear Allowable psi = Bar Develop ABOVE HL In = Bar Lap/Hook BELOW Ht. In = Wall Weight psf = Rebar Depth 'd' In = Masonry Data Pm Fs Solid Grouting = Spada! Inspection = Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Blodk Type = Medium Weight Concrete Data 1 Footing Strengths & Dimensions Top Stem Pc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Widtt Footing Thickness Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Fy = 60,000 psi 0.0018 1.00 ft • 2.00 = 00 • 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover © Top = 3.00 in C Bun.= 2.00 in 2nd 3rd Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge 0.034 295.8 358.9 10,419.5 2.4 93.1 21.36 21.36 145.0 10.19 o.100 630.5 1,036.9 10,419.5 5.2 93.1 12.00 21.36 145.0 10.19 0.133 771.8 1,386.8 10,419.5 6.3 93.1 21.36 9.59 145.0 10.19 Psi = Pd= Pc psi = 3,000.0 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes a Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: No key defined TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job N Date: 2:22PM, 20 FEB 00 AT —Ca Rs 510300 Use: ItW-060115, Ve 5.1.3, 224=-1199, WINS _ (c) 199399 BheYYC Cantilevered Retaining Wall Design Page 2 Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments a Item OVERTURNING Force Distance Moment Ibs ft ftal Heel Active Pressure 630.0 2.00 Toe Active Pressure = 1.00 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = RESISTING Force Distance Moment Ibs ft ft4R 1,260.0 Soil Over Heel = Sloped Soll Over Heel = Surcharge Over Heel = Adjacent Footing Load = Mal Dead Load on Stem = 16.5 6.25 103.1 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth © Stem Transitions. Footing Weight = Key Weight = Vert Component Total = 646.5 O.T.M. = 1,363.1 Resistlng/Overtuming Ratio = 2.85 Vertical Loads used for Soll Pressure = 2,193.1 Ibs Vertical component of active pressure used for soil pressure 7 _ Total= 550.0 2.50 0.00 220.0 0.50 797.5 1.50 450.0 1.50 1.00 175.6 3.00 2,193.1 lbs R.M.85 1,375.0 110.0 1,196.3 675.0 526.8 3,883.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Tide : Dsgnr: Description : Scope : Job # Date: 2:22PM, 20 FEB 00 AT7 etc 510500 Ills: ItW-060115, Yr 5.13, 21-1m1999, VUN2 _(c)191599 secsc Cantilevered Retaining Wall Design Page 1: ■ Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 8.00ft = 0.50 ft 0.00 : 1 = 24.00 in = 110.00 poi • 33.0 psf Design Summary r Total Bearing Load ...resultant eac. = 3,321 Ibs • 4.06in Soil Pressure © Toe = Soil Pressure © Heel = Allowable = Soil Pressure Less Than ACI Factored © Toe = ACI Factored e Heel = Footing Shears Toe = Footing Shear © Heel = Allowable = Wall Stability Ratios Overturning = 3.60 OK Sliding = 2.51 OK Sliding Gales (Vertical Component Used) Lateral Sliding Force = 874.0 lbs less 100% Passive Foroe= - 1,200.0 Ibs less 100% Friction Force= - 996.4 Ibs 1,252 psf OK 409 psf OK 1,500 psf Allowable 1,626 psf 531 psf 2.0 psi OK 26.2 psi OK 93.1 psi Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinfordng Heel Reinfordng Key Reinfordng Soil Data i Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootlngllSoil Fridka = 0.300 Soil height to Ignore for passive pressure = 12.00 in Stem Construction Heel 531 psf 0 ft-# 0 ft-# 2,317 ftaf 1.97 26.22 psi 93.11 93.11 psi #418.00in #4@18.o0In None Spec'd 1,628 768 259 509 Design Might Wall Material Above *Ht" Thickness Reber Size Rebar Spadng Rebar Placed at Design Data Footing Strengths & Dimensions I fc = 3,000 psi Fy = Min. As% _ Toe Width = Heel Width = 3.00 Total Footing Wkltt = 4.00 Footing Thickness = 12.00 In Key Width = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 1.00 ft Cover © Top = 3.00 in © Btm = 2.00 in Top Stem 2nd 3M Stem OK ft= 2.00 = Concrete = 12.00 _ # 5 • 16.00 • Edge Sam OK 0.50 Concrete 12.00 # 5 16.00 Edge Seem OK 0.00 Concrete 12.00 # 5 16.00 Edge 60,000 psi 0.0018 1.00 ft tb/FB + fa/Fa = 0.072 Total Force © Section Ibs = 504.1 Moment...Actual ft-#= 753.9 Moment.....Alowable ft-#= 10,419.5 Shear Actual psi= 4.1 Shear Allowable psi = Bar Develop ABOVE Ht. In = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting 93.1 21.36 21.36 145.0 10.19 0.174 928.0 1,811.2 10,419.5 7.6 93.1 12.00 21.36 145.0 10.19 0.222 1,099.1 2,317.3 10,419.5 9.0 93.1 21.36 9.59 145.0 10.19 Psi= Psi = SpedalInspedbn = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thidc. Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 3,000.0 3,000.0 Fy psi = 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes t Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S • Fr Key: No key defined TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job 0 Date: 2:22PM, 20 FEB 00 Rr& Ref. s10700 User KWQ0115, Ye 5.13, ll-]ut1999, M%e2 (4111592 BERCALC• Cantilevered Retaining Wall Design Description RETAINING WALL AROUND PARKING STRUCTURE Page 2 II Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = OVERTURNING Force Distance Ibs ft Moment ft-S 857.5 2.33 1.00 Load 41 Stem Above Soil = 16.5 7.25 SelsmicLoad = Total Resisting/Overturning Ratio RESISTING Force Distance Moment Ibs ft ft-a 2,000.8 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 119.6 Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth © Stem Transitions, Footing Weight Key Weight Vert. Component 874.0 O.T.M. = 2,120.5 = 3.60 Vertical Loads used for Sal Pressure = 3,321.5 Ibs Vertical component of active pressure used for soil pressure Total W 1,320.0 3.00 0.00 220.0 0.50 942.5 1.50 600.0 2.00 1.00 239.0 4.00 3,321.5 Ibs R.M. 3,960.0 110.0 1,413.8 1,200.0 956.0 7,639.7 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 /-` (628)351.8881 Title : Dsgnr: Description : Scope: Job # Date: 2:29PM, 20 FEB 00 Rr 9 Pan 51003 We: IIW-060115, Ye 5.1.3, 22-km-1999, WW2 (419699 SIERCALC Cantilevered Retaining Wall Design Pape 1: Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem = 8.00ft = 0.50ft = 0.00:1 = 24.00 in 110.00 poi = 33.0 psf Design Summary Total Bearing Load ...resultant ecc. • 5.443 Ibs 1.53 In Soil Pressure © Toe = 1,023 psf OK Soil Pressure a Heel = 791 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored a Toe = 1,316 psf ACI Factored a Heel = 1,018 psf Footing Shear © Toe Footing Shear s Heel Allowable Wall Stability Ratios Overturning Sliding = 6.0 psi OK 22.1 psi OK = 93.1 psi = 4.03 OK = 2.08 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,595.9 Ibs less 100% Passive Force= - 1,687.5 Ibs less 100% Friction Force= - 1,632.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK _ Footing Design Results i Soil Data Allow SoII Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure Passive Pressure Water height over heel FoodnglSoll Fdctlo Soil height to ignore for passive pressure = 0.0 = 300.0 = 0.0 ft = 0.300 1 Footing Strengths & Dimensions I fe = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60.000 psi • 0.0018 ▪ 3.00 ft 3.00 = • 6.0if ▪ 18.001n Key Width = 0.00 in 12.001n Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover a Top = 3.001n a Mtn. 2.00 in Top Stem 2nd 3rd Stem Construction To. Heel Factored Pressure = 1,316 1,018 psf Mu' : Upward = 5,700 0 ft-ff Mu': Downward = 2,804 4,591 ft4F Mu: Design = 2,897 4,591 ft-# Actual 1-Way Shear = 5.98 22.08 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Relnfordng = # 4 © 18.00 in Heel Relnfordng = #4 © 18.00 in Key Relnfordng = None Speed Design height Wall Material Above Thickness Rebar Size Rebar Spadng Rebar Placed at Design Data Stem OK ft= 2.00 'HP = Concrete = 12.00 = # 5 = 12.00 = Edge Sam OK 0.50 Concrete 12.00 5 12.00 Edge Sam OK 0.00 Concrete 12.00 # 5 12.00 Edge Ib/FB + fa/Fa = 0.168 Total Force al Section Ibs= 1,099.1 Moment...Actual ft-if= 2,317.3 Moment Allowable ft41= 13,786.3 Shear....Act1al psi= 9.0 Shear....Allowable psi= Bar Develop ABOVE Ht. In = Bar Lap/Hook BELOW Ht. in = Wall Weight psi= Rebar Depth 'd' In = Masonry Data fm psi= Fs Solid Grouting = Spada! Inspection = Modular Ratio Yl' _ Short Term Factor Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data 93.1 21.36 21.36 145.0 10.19 0.319 1,701.5 4,401.0 13,786.3 13.9 93.1 12.00 21.36 145.0 10.19 0.335 1,932.1 5,308.7 13,786.3 15.8 93.1 21.36 9.59 145.0 10.19 fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes • Spadngs Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 t` (626)351-8881 Title : Dsgnr. Description Scope: Job 0 Date: 2:29PM, 20 FEB 00 At—lo L(cKe.. 510300 Ural: KW490115, WY 5.1.3, 23-Ium1999, WW2 )191399 e3eYNL• Cantilevered Retaining Wall Design Page 2 Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Force Distance Moment Ibs ft ft4 Heel Active Pressure = 1,579.4 Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil = 16.5 9.75 SeismicLoad = 3.17 1.17 5,001.4 160.9 Total = 1,595.9 O.T.M. = 5,162.2 RealsdnglOvertuming Ratlo = 4.03 Vertical Loads used for Soil Pressure = 5,442.7 Ibs Vertical component of active pressure used for sal pressure RESISTING Force Distance Moment Ibs ft ft-it Soil Over Heel Sloped Soli Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth © Stern Transitions = Footing Weight = Key Weight = Vert. Component Total = 1,760.0 5.00 660.0 1,232.5 1,350.0 3.00 4,050.0 1.00 440.2 6.00 2,641.1 8,800.0 0.00 1.50 990.0 3.50 4,313.8 5,442.7 Ibs R.M.= 20,794.8 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 LPrr. 51000 Ur. KW410115, W' S O, 22-in1999, Whit «)lees-99 estrxc Description Title : Dsgnr: Description : Scope: Cantilevered Retaining Wall Design RETAINING WALL AROUND PARKING STRUCTURE Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soli Density Wind on Stem = 10.00ft = 0.50ft 0.00 : 1 = 24.00 in = 110.00 pcf 33.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure © Toe = Soil Pressure © Heel = Allowable = Soil Pressure Less Than ACI Factored (0 Toe = ACI Factored © Heel = Footing Shear © Toe Footing Shear © Heel Allowable Wall Stability Ratios Overturning = 7,040 Ibs 3.82 in 1,402 psf OK 764 psf OK 1,500 psf Allowable 1,783 psf 972 psf 9.7 psi OK 33.0 psi OK 93.1 psi 3.28 OK Sliding = 1.63 OK Sliding Calos (Vertical Component Used) Lateral Sliding Force = 2,330.9 Ibs less 100% Passive Force= - 1,687.51bs less 100% Friction Force= - 2,112.0Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results 10 Factored Pressure = 1,783 Mu' : Upward = 7,461 Mu' : Downward = 2,804 Mu: Design = 4,657 Actual 1-Way Shear = 9.67 Allow 1-Way Shear = 93.11 Toe Reinfordng = # 4 4 18.00 In Heel Reinfordng = # 4 © 18.00 In Key Reinfordng = None Specd [Soil Data 1 Allow Soil Beadng Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootlngllSoil Friction Soli height to Ignore for passive pressure = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.oft 0.300 = 12.00in Stem Construction Heel 972 psf 0 ft-ft 8,538 ft-ft 8,538 ft-ft 32.95 psi 93.11 psi Design height Wall Material Above "He' Thickness Reber Size Rebar Spadng Rebar Placed at Design Data Job # Date: 2:32PM, 20 FEB 00 RT_il Page 1 1 Footing Strengths & Dimensions I Top Stem fc = 3,000 psi Min. As% Toe Width Heel Width Total Footing Wldtl- Footing Thickness Key Width Key Depth Key Distance from Toe - 1.00 ft Cover © Top = 3.00 in ©Btm.= 2.00 In 2nd 3rd Fy = 60.000 psi = 0.0018 3.00ft = 3.50 = -Ur 18.00 in • 0.00 in ▪ 0.00 In ft= Stem OK 2.00 Concrete 12.00 # 6 12.00 Edge Stem OK Stem OK 0.50 0.00 Concrete Concrete 12.00 12.00 6 # 6 12.00 12.00 Edge Edge ib/FB+fa/Fa = 0292 Total Force @ Section Ibs = 1,932.1 Moment....Actual ftal= 5,308.7 Moment...Allowable ft-S = 18,200.8 Shear Actual psi= 16.7 Shear Allowable psi = 93.1 Bar Develop ABOVE HL In = Bar Lap/Hook BELOW HL M = Wall Weight psf = Reber Depth 'd' In = Masonry Data fm Fs Solid Grouting 25.63 25.63 145.0 9.63 0.442 0.501 2,713.0 8,775.8 18,200.8 23.5 93.1 12.00 25.63 145.0 9.63 3,003.1 10,204.2 18,200.8 26.0 93.1 25.63 11.50 145.0 9.63 Psi= Psi= Spedal Inspection Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 3,000.0 3,000.0 Fy psi = 60,000.0 60,000.0 60,000.0 Other Acceptable Slzas & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4© 7.75 In, #50 12.00 In,1 17.00 In, #70 23.00 in, #80 30.50 In, #90 38 Key No key defined TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr. Description : Scope: Job • Date: 2:32PM, 20 FEB 00 AT_)2. rw 510300 U..: KW-06011S, Vr S.1.3, 22-]u -1999. WW2 _ (q 194399 UWLC Cantilevered Retaining Wall Design Page 2 Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft4 Heel Active Pressure = 2,314.4 3.83 Toe Active Pressure = 1.17 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 16.5 11.75 SeismicLoad = RESISTING Force Distance Moment Ibs ft ftaf 8,871.8 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 193.9 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth © Stem Transitions= Footing Weight Key Weight Vert Component Total = 2,330.9 O.T.M. = 9,065.6 Resisting/Overturning Ratio = 3.28 Vertical Loads used for Soli Pressure = 7,040.0 Ibs Vertical component of alive pressure used for soil pressure c 2,750.0 5.25 14,437.5 0.00 660.0 1.50 990.0 1,522.5 3.50 5,328.8 1,462.5 3.25 4,753.1 1.00 645.0 6.50 4,192.7 Total = 7,040.0 Ibs RM.- 29,702.0 r TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr. Description : Scope: Job # Date: 2:35PM, 20 FEB 00 AT-1 Pe: S10300 le r. KW-060115, V= 5.12, 224um1999, Wk32 _kQ 19n99 Meru[ Cantilevered Retaining Wall Design Page 1 III Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height 12.00ft Wall height above soil 0.50 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe = 24.00 in Soil Density = 110.00 pcf Wind on Stem • 33.0 psf Design Summary Total Bearing Load ...resultant eoc. = 10,041 tbs 2.91 In Soil Pressure Toe = 1,484 psf OK Soil Pressure 41 Heel = 1,027 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,893 psf ACI Factored © Heel = 1,310 psf Footing Shear et Toe Footing Shear © Heel Allowable Wall Stability Ratios Overturning Sliding = 14.1 psi OK = 52.2 psi OK 93.1 psi = 3.59 OK = 1.84 OK Sliding Cale (Vertical Component Used) Lateral Sliding Force = 3,205.9 Ibs less 100% Passive Fare - 2,887.5 Ibs less 100% Friction Force= - 3,012.4 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinfordng Key Reinforcing = 1,893 = 11,075 = 3,816 = 7,259 17,480 flat = 14.12 52.19 psi = 93.11 93.11 psi = #4rig 18.00in = #4@18.00in = None Spec'd o Data Glow Soil Beating Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Frictior Soil height to ignore for passive pressure = 1,500.0 psi Method = 35.0 = 0.0 = 300.0 = 0.oft = 0.300 = 12.001n Stem Construction Heel 1,310 psf 0 ft-# 0 ft-# Design Might Wall Material Above'Htu Thickness Rebar Size RebarSpadng Reber Placed at Design Data fb/FB + fa/Fe Total Force © Section Moment...Actual Moment.....Allowable Shear Actual Shear Allowable 1 Footing Strengths & Dimensions 1 fc = 3,000 pal Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 pal • 0.0018 = 3.50ft • 4.50 _ 8.00 • 18.00 In Key Width = Key Depth Key Distance from Toe Cover It Top = 3.00 In (A Ban: 2.00 in Top Stem 2nd 3rd sore OK ft= 2.00 = Concrete = 12.00 = # 7 = 12.00 • Edge Sam OK Stem OK 0.50 0.00 Concrete Concrete 12.00 12.00 7 # 7 12.00 12.00 Edge Edge 12.00in ▪ 12.00 in = 3.00ft Ibs = ft4 = ft-# = Psi = Pal = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Reber Depth 'd' in = Masonry Data Pm psi= Fs psi= Solid Grouting = Spedal Inspection = Modular Ration' Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data 0.421 3,003.1 10,204.2 24,225.8 26.2 93.1 37.38 37.38 145.0 9.56 0.636 3,962.5 15,411.6 24,225.8 34.5 93.1 17.85 37.38 145.0 9.56 0.722 4,312.1 17,479.6 24,225.8 37.6 93.1 37.38 13.42 145.0 9.56 Pc psi = 3,000.0 Fy pal = 60,000.0 Other Acceptable Sizes & Spacings Toe: #4(11 7.25 In, #50 11.25 In, #6@ 16 Heel: #4© 6.75 in, #56 10.25 In, #6G 14 Key: Not req'd, Mu < S ` Fr 3,000.0 3,000.0 60,000.0 60,000.0 .00 In, #7© 21.75 In, 08© 28.50 in, #9© 36 .75 In, #7© 20.00 in, #842 26.25 In, #9@ 33 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 This : Dsgnr: Description : Scope : Job # Date: 2:35PM, 20 FEB 00 .acts-14 Rev: 510300 User KW-060115, Ye 5.1.3, 12-10-1999, WW2 (c719199 1:NBL9c Cantilevered. Retaining Wall Design Page 2: ■ Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments i Item OVERTURNING Force Distance Moment Ibs ft ft-S Heel Active Pressure = 3,189.4 4.50 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load G Stem Above Soli = 16.5 13.75 SelsmicLoad = 1.17 RESISTING Force Distance Moment Ibs ft ft-ft 14,352.2 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 226.9 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth Stem Transitions. Footing Weight = Key Weight = Vert. Component = Total = Total = 3,205.9 O.T.M. = 14,579.1 ResistlnglOvertuming Ratio = 3.59 Vertical Loads used for Soil Pressure = 10,041.4 Ibs Vertical component of active pressure used for soil pressure 4,620.0 6.25 28,875.0 0.00 770.0 1.75 1,347.5 1,812.5 4.00 7,250.0 1,800.0 4.00 7,200.0 150.0 3.50 525.0 888.9 8.00 7,111.2 10,041.4 Ibs R.M.e 52,308.6 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnn. Description : Scope : Job 0 Dab: 2:44PM, 20 FEB 00 Ar-is ee:sum31 ISY: sW-060115, V= 5.1.3, 72-3u .I999, WY,73 W 19e399 BEWAIL Cantilevered Retaining Wall Design Page 1. Description RETAINING WALL AROUND PARKING STRUCTURE Criteria 1 Retained Height = 14.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 24.00 in Soil Density = 110.00 pd Wind on Stern = 33.0 psf Design Summary 1 Total Bearing Load ...resultant eoc. = 12,7581bs • 2.11 in Soil Pressure 46 Toe = 1,411 psf OK Soil Pressure @Heel = 1,141 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored G Toe = 1,769 psf ACI Factored © Heel = 1,431 psf Footing Shear 6 Toe Footing Shear © Heel Allowable Wall Stability Ratios Overturning 3.32 OK Sliding • 1.55 OK Sliding Cabs (Vertical Component Used) Lateral Sliding Force = 4,780.9 Ibs less 100% Passive Force= - 3,600.0 Ibs less 100% Friction Force= - 3,827.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK 15.8 psi OK = 41.5 psi OK 93.1 psi _ Footing Design Results LSoll Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootlngllSoll Frictia Soil height to Ignore for passive pressure = 0.300 1 Footing Strengths & Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Widtt Fy = 60,000 psi = 0.0018 6.00 ft = 4.00 = -171.1XF Footing Thldeless = 24.00 In Key Width = 12.00 In 12.00 in Key Depth = 12.001n Key Distance from Toe = 6.00 ft Cover a Top = 3.001n © Ban.= 2.00 In Top Stem 2nd 3rd soli Heel Factored Pressure = 1,769 1,431 psf Mu' : Upward = 30,629 0 ft-# Mu' : Downward = 13,104 18,711 &# Mu: Design = 17,525 18,711 fHl Actual 1-Way Shear = 15.82 41.53 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinfordng = # 4 @ 18.00 In Heel Reinfordng = # 4 © 18.00 in Key Relnfordng = None Speed Stem Construction Stem OK ft= 5.00 Design NW Wall Material Above'HP Thidmess Rebar Size Rebar Spadng Reber Placed at Design Data fb/FB + fa/Fa Total Force « Section Moment...Actual Moment.....Nlowable Shear Actual Shear Allowable Concrete = 12.00 = # 8 = 16.00 • Edge Stem OK 0.50 Concrete 12.00 # 8 6.00 Edge Stem OK 0.00 Concrete 12.00 # 8 8.00 Edge Iba = ft-#= ft4t= Psi= psi_ Bar Develop ABOVE Ht. In = Bar Lap/Hook BELOW Ht. In = Wall Weight psf= Reber Depth 'd' in = Masonry Data fm Fs Solid Grouting Spode! Inspection Modular Ratio 'n' Short Term Factor = Equiv. Sold Thad( _ Masonry Block Type = Medium Weight Concrete Data 0.389 2,713.0 8,775.8 23,776.0 23.8 93.1 42.72 42.72 145.0 9.50 0.489 5,859.1 27,611.0 56,498.4 51.4 93.1 14.47 42.72 145.0 9.50 0.090 6,283.0 30,645.9 44,445.1 55.1 93.1 42.72 15.34 145.0 9.50 pi= psi- . fc psi= 3,000.0 3,000.0 3,000.0 Fy psi = 60,000.0 60,000.0 60,000.0 Other Acceptable Sizes &Spadegs Toe: #46 5.25 In, #SC 8.25 In, #6C 11.50 In, #76 15.75In, #8© 20.50 In, #9C 26. - Heel: #4© 5.50 In, #5G 8.50 In, #8G 12.00 in, #7@ 16.50 In, #8g 21.50 In, #9t 27. Key: #46 12.50 In, #50 19.25 In, #66 27. LIL TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr. Description : Scope : Job N Date: 2:44PM, 20 FEB 00 A-r'-- Gr L(cwe.: 510300 Ilrr: KW060115, yr 5.13 22-3t..1998. WinnWinn)19w9 BERCALC • Cantilevered Retaining Wall Design Page 2 I Description RETAINING WALL AROUND PARKING STRUCTURE Summary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Farce Distance Moment Ibs ft ft-ft Heel Active Pressure = 4,764.4 Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load © Stem Above Soil = SeismicLoad = 5.50 26,204.1 1.33 16.5 16.75 276.4 Total = 4,780.9 O.T.M. = 26,480.4 Resisting/Overturning Ratio = 3.32 Vertical Loads used for Soil Pressure = 12,757.8 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft4 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) _ Earth a Stem Transitinns= Footing Weight Key Weight Vert. Cornponent 4,785.0 8.50 40,672.5 0.00 1,320.0 3.00 3,960.0 2,175.0 6.50 14,137.5 3,000.0 5.00 14,929.9 150.0 6.50 975.0 1,327.9 10.00 13,278.6 Total = 12,757.8 Ibs R.M.- 88,023.5 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 TWe: Dsgnr. Description : Scope : Job # Date: 1:53PM, 20 FEB 00 4r_I') Part 51a100 User KW-05011S, 9= 5.13, 22-km-1999, WW2 (c)1941199 MACAW Cantilevered Retaining Wall Design Page 1 Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Criteria 1 Retained Height = 5.00 ft Wall height above soil = 2.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 poi Wind on Stem = 33.0 psf Surcharge Loads Design Summary Total Bearing Load ...resultant ecc. = 4,755Ibs = 4.65 In Soil Pressure 0 Toe = 1,393 psf OK Soil Pressure 0 Heel = 509 psf OK Allowable - 1,500 psf Soil Pressure Less Than Allowable ACI Factored 0 Toe = ACI Factored 0 Heel = Footing Shear © Toe Footing Shear © Heel Allowable Wall Stability Ratios Overturning Sliding 1,874 psf 685 psf • 1.5 psi OK • 38.8 psi OK • 93.1 psi 3.75 OK = 1.59 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,320.1 Ibs less 100% Passive Force - 666.7 lbs less 100% Friction Force= - 1,426.6Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 lbs OK _ Footing Design Results 1 Soli Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure Passive Pressure Water height over heel FootlngllSoll Frictior Soil height to ignore for passive pressure Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Stem Construction Ss_ Heel Factored Pressure = 1,874 685 psf Mu': Upward = 898 0 ft-# Mu' : Downward = 161 0 ft-# Mu: Design = 737 3,941 ft# Actual 1-Way Shear = 1.53 38.81 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcng = # 4 0 18.00 In Heel Reinforcing = # 4 0 18.00 in Key Reinforcng = None Spec'd Design height Wall Material Above 'HP Thidcness Reber Size Reber Spadng Rebar Placed at Design Data ft= = 0.0 = 300.0 = 0.0ft = 0.300 Footing Strengths & Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Widtt Fy = 60,000 psi 0.0018 1.00 ft 4.00 5.00 Footing Thidmess = 14.00 In Key Width = 12.00In 6.001n Key Depth = 6.00 in Key Distance from Toe = 1.00 ft Cover 0 Top = 3.00In 0 Btrn = 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Top Stem 2nd 3rd Stem OK 2.00 Concrete 12.00 # 5 = 16.00 • Edge Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Sam OK 0.00 Concrete 12.00 # 5 16.00 Edge Ibs = ft-#= ft-# = Psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. In = Wall Weight psf = Rebar Depth 'd' in = Masonry Data Ib/FB + fa/Fa Total Force © Section Moment....Actual Moment Allowable Shear Actual 0.139 866.8 1,446.8 10,419.5 7.1 93.1 21.36 21.36 145.0 10.19 0.304 1,444.9 3,163.8 10,419.5 11.8 93.1 12.00 21.36 145.0 10.19 0.3711 1,667.3 3,941.2 10,419.5 13.6 93.1 21.36 9.59 145.0 10.19 fm psi= Fs psi = Solid Grouting Spada! Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes a Spadngs Toe: Not req'd, Mu < S * Fr Heel: #40 10.75 In, #50 16.50 in, #6© 23.50 in, #70 31.75 In, Mfg 42.00 In, #9© 4 Key: Not req'd, Mu < S * Fr 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job # Date: 1:53PM, 20 FEB 00 Rev: 510300 kI a u) 19113-99 l5, Wail., lnun-n99. WV32 Cantilevered Retaining Wall Design Page 2 ■ Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Summary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure 1,254.1 2.54 Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load al Stem Above Soli = 66.0 7.17 SeismicLoad = Total 0.56 RESISTING Force Distance Moment Ibs ft ft-# 3,182.9 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Mal Dead Load on Stem = 473.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ = 1,320.1 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 3.75 3,655.9 4,755.5 Ibs Vertical component of active pressure used for soil pressure Earth © Stem Transitions = Footing Weight Key Weight Vert. Component Total = 1,650.0 3.50 5,775.0 900.0 3.50 55.0 1,015.0 875.0 75.0 185.5 4,755.5 0.00 0.50 3,150.0 27.5 1.50 1,522.5 2.50 1.50 5.00 Ibs R.M.• 2,187.5 112.5 927.4 13,702.4 r TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (628)351-8881 Ran 510300 Um: l011-090115, v=11.3. n-Iur1999, W .12 _(0) 19099 MEOW Description Title : Dagnr: Description : Scope : Cantilevered Retaining Wall Design Job # Date: 1:54PM, 20 FEB 00 f4T-ly Page 1: RETAINING WALL WITH ROAD ACCESS SURCHARGE Criteria 1 Retained Height = 4.00ft Wall height above soli = 2.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem ▪ 33.0 psf Surcharge Loads _Design Summary Total Bearing Load ...resultant eoc. Soil Pressure Q Toe Soil Pressure © Heel Allowable Soll Pressure Less ACI Factored © Toe ACI Factored Q Heel 3,310 Its 4.71 In = 1,315 psf OK = 340 psf OK • 1,500 psf Than Allowable 1,769 psf = 457 psi Footing Shear @ Toe = 1.4 psi OK Footing Shear © Heel = 23.5 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 3.14 OK Sliding = 1.62 OK Sliding Cale, (Vertical Component Used) Lateral Sliding Force = 1,026.3 Ibs less 100% Passive Force= - 666.7 tbs less 100% Friction Force= - 993.1 tbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK _ Footing Design Results i Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootlngiiSd1 Frictior Soil height to Ignore for passive pressure 1 = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.0 ft = 0.300 = 6.00 in Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Stem Construction SS_ Heel Factored Pressure = 1,769 457 psf Mu' : Upward = 830 0 ft-# Mu' : Downward = 161 0 ft-# Mu: Design = 669 2,494 ft-ft Actual 1-Way Shear = 1.41 23.52 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Relnfordng = # 4 © 18.00 in Heel Reinfordng = # 4 © 18.00 In Key Relnfordng = None Spec'd Wall Weight psf = Reber Depth 'd' In = Masonry Data Design height Wall Material Above'HP Thidcness Rebar Size Reber Spadng Rebar Placed at Design Data Footing Strengths & Dimensions Top Stem fc = 3,000 psi Min. As % Toe Width Heel Wdth Total Footing Wldt- Footing Thickness Stem OK It = 2.00 = Concrete = 12.00 = # 5 ▪ 16.00 • Edge Fy 60,000 psi 0.0018 • 1.00 ft = 3.00 = 4.00- = 14.o01n Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 1.00 ft Cover © Top = 3.00 in fa Btm = 3.00 In Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 2nd 3rd Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge ib/FB + fa/Fa = 0.071 Total Face a Section Ibs = 555.7 Moment...Actual ft-#= 740.5 Moment Allowable ft-#= 10,419.5 Shear Actual psi = 4.5 ShearAllowable psi= 93.1 Bar Develop ABOVE Ht. In = 21.36 Bar Lap/Hook BELOW HL In = 21.36 145.0 10.19 0.185 1,044.6 1,924.0 10,419.5 8.5 93.1 12.00 21.36 145.0 10.19 0.239 1,237.3 2,493.8 10,419.5 10.1 93.1 21.36 9.59 145.0 10.19 fm psi= Fs psi = Solid Grouting = Spedallnspection = Modular Ration' _ Short Tenn Factor = Equiv. Solid Thidc. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spadngs Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S • Fr 3,000.0 3,000.0 60,000.0 60,000.0 r` TAYLOR AND GAINES STRUCTURAL. ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope: Job 0 Date: 1:54PM, 20 FEB 00 Pa: 510300 IU 91149 11e6CM[5.13. 11-Jun • Cantilevered Retaining Wall Design Page 2. Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Summary of Overturning & Resisting Forces & Moments a Item OVERTURNING Force Distance Moment Ibs ft ft-1f Heel Active Pressure = 960.3 2.16 2,078.6 Toe Active Pressure = 0.56 Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = 66.0 6.17 407.0 SeismicLoad = Total = 1,026.3 O.T.M. 2,485.6 Resisting/Overturning Ratio = 3.14 Vertical Loads used for Soil Pressure = 3,310.2 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft4 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth © Stern Transitions, Footing Weight Key Weight Vert. Component Total - 880.0 3.00 2,640.0 600.0 3.00 1,800.0 0.00 55.0 0.50 27.5 870.0 1.50 1,305.0 700.0 2.00 75.0 1.50 130.2 4.00 3,310.2 Ibs R.M 1,400.0 112.5 520.8 7,805.8 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr: Description : Scope : Job # Date: 1:55PM, 20 FEB 00 /2T_z.i kw: 510300 then ICW060115, w 5.13. 22-1 n1999, W1032 ` Klima eievxc Cantilevered Retaining Wall Design Description RETAINING WALL WITH ROAD ACCESS SURCHARGE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soli over Toe Soil Density Wind on Stem = 3.00 ft = 2.00 ft = 0.00:1 = 6.00 In = 110.00 pd = 33.0 psf Surcharge Loads Design Summary 1 Total Bearing Load ...resultant eoc. • 2,825 Ibs = 2.58 In Soil Pressure @ Toe = 934 psf OK Soil Pressure ID Heel = 478 psf OK Allowable = 1.500 psf Soil Pressure Less Than Allowable ACI Factored a Toe ACI Factored © Heel Footing Shear Toe Footing Shear a Heel Allowable Wall Stability Ratios Overturning Sliding 1,268 psf 650 psf • 0.9 psi OK = 20.5 psi OK • 93.1 psi = 4.17 OK = 1.60 0K Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 767.5 lbs less 100% Passive Force - 379.2 Ibs less 100%Friddn Force= - 847.4 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 !be OK _ Footing Design Results i Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingliSoil Frieda = 0.300 Soil height to ignore for passive pressure = 6.00 In Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Stem Construction I To. _ e.I Factored Pressure = 1,268 650 psf Mu' : Upward = 608 0 ft-# Mu' : Downward = 161 0 ft-# Mu: Design = 447 1,447 ft4 Actual 1-Way Shear = 0.93 20.46 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinfordng = # 4 ©18.00 in Heel Reinforcing = # 4 0 18.00 In Key Reinforcing = None Spec'd Shear....Adual psi = Shear....Allowable psi= Bar Develop ABOVE Ht In = Bar Lap/Hook BELOW HL In = Wall Weight psf= Reber Depth 'd' in = Masonry Data Design height Wall Material Above 'NC Thickness Rebar Size Reber Spadng Rebar Placed at Design Data ft= 1 Page 1: Footing Strengths & Dimensions I Top Stem fc = 3,000 psi Min. As% Toe Width Heel Width Total Footing Wdtt Footing Thickness Stem OK 2.00 Concrete 12.00 # 5 16.00 Edge Fy = 60,000 psi 0.0018 1.00 ft = 3.00 = 41(0 = 14.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover 0 Top = 3.00 in G Btm = 3.00 In Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 2nd 3rd Stem OK 0.50 Concrete 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 16.00 Edge fb/FB + fa/Fa = 0.030 Total Force a Section Ibs = 304.2 Moment....Actual ft-#= 315.5 Moment Allowable ft4 = 10,419.5 2.5 93.1 21.36 21.36 145.0 10.19 0.1o1 703.8 1,054.8 10,419.5 5.8 93.1 12.00 21.36 145.0 10.19 0.139 866.8 1,446.8 10,419.5 7.1 93.1 21.36 9.59 145.0 10.19 fm psi= Fs psi = Solid Grouting = Suede! inspection = Modular Ration' _ Short Term Factor = Equal. Solid Thick. Masonry Block Type = Medium Weight Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 Other Acceptable Sims &Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S • Fr Key: No key defined 3,000.0 3,000.0 60,000.0 60,000.0 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N. HALSTEAD STREET PASADENA, CA 91107 (626)351-8881 Title : Dsgnr. Description: Scope : Job X Date: 1:55PM, 20 FEB 00 A-t..1L tin: 510300 (Q l KW9�1�r5.1.3, 22-1w,'1999, W1n32 Description Cantilevered Retaining Wall Design RETAINING WALL WITH ROAD ACCESS SURCHARGE Page 2 , 1 Summary of Overturning & Resisting Forces & Moments 1 Item OVERTURNING Force Distance Moment Ibs ft ft-F Heel Active Pressure = 701.5 1.78 Toe Active Pressure = 0.56 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load Stem Above Soil = Seismicload = 1,250.6 66.0 5.17 341.0 Total 767.5 O.T.M. = 1,591.6 Resisting/Overturning Ratio = 4.17 Vertical Loads used for Soil Pressure = 2,824.7 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = Sloped Soil Over Heal = Surcharge Over Heel = Adjacent Footing Load = Mal Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stern Welght(s) Earth © Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 660.0 600.0 3.00 1,980.0 3.00 1,800.0 0.00 55.0 0.50 27.5 725.0 1.50 1,087.5 700.0 2.00 1,400.0 1.00 84.7 4.00 338.7 2,824.7 Ibs R.M.= 6,633.7 c To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block Information will be printed on each page. Lb Rey 510300 UNr. MN060111. Vet S.1.3. 23.Mn19119. Wa32 kq 1N3419 ENERCALC escription RETAINING WALL WITH ROAD ACCESS SURCHARGE Criteria 1 Retained Height = 6.00ft Wall height above soil = 2.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 33.0 psf Surcharge Loads Design Summary Total Bearing Load ...resultant eee. 5,765 Ibs 4.99 in Soil Pressure © Toe = 1,360 psf OK Soil Pressure 02 Heel = 562 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,904 psf ACI Factored © Heel = 786 psf Footing Shear a Toe Footing Shear © Heel Allowable Wall Stability Ratios Overtuming Sliding 7.6 psi OK = 46.6 psi OK = 93.1 psi = 3.90 OK 1.58 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,648.9 Ibs less 100% Passive Force - 876.0 Ibs less 100% Friction Force= - 1,729.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing TOO 1,904 2,037 362 1,675 Title : Dsgnr: Description: Scope : Cantilevered Retaining Wall Design Job # Date: 4:50PM, 7 JUN 00 RT2.3 Page 1. Soil Data ow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingiiSoil Friction Soil height to ignore for passive pressure = 1,500.0 psf Method = 35.0 = 0.0 = 300.0 = 0.0ft = 0.300 = 0.00 in 1 Footing Strengths & Dimensions Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Stem Construction Top Stem Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Conaete Thickness = Reber Sae Reber Spacing = Rebar Placed at = 786 psf 0 ft4 0 ft-# 5,848 ft-# = 7.56 46.64 psi = 93.11 93.11 psi = #4@18.00 in = None Spec'd = None Spec'd 12.00 # 5 16.00 Edge c = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width Heel Width Total Footing Width Footing Thickness 1.50 ft 4.50 • 14.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 1.50 ft Cover ai Top = 3.00 In t$ Btm.= 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Design Data ib/FB+fa/Fa = Total Force a Section Ibs= Moment....Actual ft-ft= Moment Allowable = Shear....Actual psi Shear....Allowable psi= Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Reber Depth 'd' in = Masonry Data 0.561 2,156.8 5,848.3 10,419.5 17.6 93.1 21.36 6.00 145.0 10.19 fm psi= Fs psi Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi= 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4C 13.75 in, #5@ 21.25 in, #6C 30.00 in, #it§ 41.00 in, #8@ 48.25 in, #9© 4 Key: Not req'd, Mu < S • Fr To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Lb Per: 510300 Um: KW.000115. Vat 5.1.3. 23J,01-19M. Nb32 (9155540 FScwu c • escription RETAIN Tide: Dsgnr: Description : Scope : Cantilevered Retaining Wall Design Job* Date: 4:50PM, 7 JUN 00 Page 2 Summary of Overturning & Resisting Forces & Moments i Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load OVERTURNING Force Distance Ibs ft Moment ft4 1,582.9 2.91 0.56 Load Stem Above Soil = 66.0 8.17 SeismicLoad = 4,598.5 539.0 Total = 1,648.9 O.T.M. = 5,137.5 Resisting!Overtuming Ratio = 3.90 Vertical Loads used for Soil Pressure = 5,765.0 Ibs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment Ibs ft ft-0 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth © Stem Transitions Footing Weight = Key Weight Vert. Component 2,310.0 4.25 9,817.5 1,050.0 4.25 4,462.5 0.00 82.5 0.75 1,160.0 2.00 1,050.0 112.5 3.00 2.00 61.9 2,320.0 3,150.0 225.0 Total = 5,765.0 Ibs R.M.= 20,036.9 12.0005in Conc w/ #5 @ 16.in o/c 6" #4@18.in ©Toe Designer select #0@0.in all horiz. reinf. @ Heel See Appendix A 6-0" er2.5 Pp= 876.04# 1360.1psf 561.56psf Rr a f To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block Information will be printed on each page. KTa7 Tide : ENERCALC Example Problems Jobs 97-000001 Dsgnr. MOB Date: 5:14PM, 7 JUN 00 Description : Collection of example problems Scope: All programs in the Structural Engineering Library w. 1110300 UM: I WUl011S, V.r0.1.0, fl-J,"Naro, %%12 p,ausa r:aracru Cantilevered Retaining Wall Design escription RETAINING WALL WITH ROAD ACCESS SURCHARGE(7FT) Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 7.00ft 2.00 ft 0.00 : 1 = 6.00 in = 110.00 pcf 33.0 psf Surcharge Loads Design Summary Total Bearing Load = ...resultant sec. _ 6,485 lbs 5.02 in Soil Pressure © Toe = 1,383 psf OK Soil Pressure 6 Heel = 612 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,937 psf ACI Factored @ Heel = 857 psf Footing Shear © Toe Footing Shear © Heel Allowable Wall Stability Rados Overtuming Sliding 13.6 psi OK 50.9 psi OK 93.1 psi 3.64 OK 1.60 OK Sliding Calms (Vertical Component NOT Used) Lateral Sliding Force = 2,012.7 Ibs less 100% Passive Force= - 1,276.0 Ibs less 100% Friction Force= - 1,945.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe HNI Factored Pressure = 1,937 857 psf Mu' : Upward = 3,652 0 ft41 Mu' : Downward = 644 0 ft4 Mu: Design = 3,008 8,275 ft4 Actual 1-Way Shear = 13.58 50.92 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = s 4 @ 18.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd So;I Data 1 How Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overtuming Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Reber Spacing Rebar Placed at Design Data lb/FB + fa/Fa Total Force © Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Top Stem Stem OK ft= 0.00 = Concrete = 0.0 = 300.0 = 0.0 ft 0.300 Page 1 c cikareem.ea+Ansysls Calcs Footing Strengths & Dimensions c = 3,000 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 2.00 ft Heel Width 4.50 Total Footing Width = 50 Footing Thickness = 14.00 In Key Width 12.00 in 0.00 in Key Depth 15.00 in Key Distance from Toe = 2.00 ft Cover @ Top = 3.00 in 02 Btm.= 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming 12.00 s 6 16.00 Edge 1 Ibs = ft4= psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Reber Depth 'd' in = Masonry Data 0.699 2,705.9 8,274.7 13,811.2 23.4 93.1 25.63 6.79 145.0 9.63 fm Psi` Fs psi = Solid Grouting = Special Inspection Modular Ration' _ Short Term Factor Equiv. Solid Thidc. � onnrry Block Type = Medium Weight fc psi= 3,000.0 Fy psi= 60,000.0 OtMr Acceptable Sias & Spacings Toe: Notreq'd, Mu<S"Fr Heel: HQ 10.25 in, s5C 15.75 in, a6© 22.50 in, s7@ 30.50 in, 08© 40.25 in, s90 4 Key: Not req'd, Mu < S " Fr r r- To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Lis Rat 510300 Oar 144060115. V5, 5.1.3, 22-Falai. Mat rtl 1543e5 SERC LC escription RETAiNI Ks a8 Title : ENERCALC Example Problems Job # 97-000001 Dsgnr: MDB Date: 5:14PM, 7 JUN 00 Description : Collection of example problems Scope : All programs in the Structural Engineering Library Cantilevered Retaining Wall Design Page 2 c:\ecVareem.eavMalysls Cala 7FT) Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-1 Heel Active Pressure = 1,946.7 3.27 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added lateral Load = Load 6 Stem Above Soil = 66.0 9.17 SeismicLoad = 0.56 RESISTING Force Distance Moment Ibs ft ft-# 1 6,360.4 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 605.0 Sal Over Toe = Surcharge Over Toe = Stem WeigM(s) Earth (p Stem Transitions= Footing Weight = Key Weight Vert. Component Total = 2,012.7 O.T.M. 6,965.4 ReslstlnglOvertuming Ratio = 3.64 Vertical Loads used for Soil Pressure = 6,485.0 Ibs Vertical component of active pressure NOT used for soil pressure 2,695.0 4.75 12,801.3 1,050.0 4.75 4,987.5 110.0 0.00 1.00 110.0 1,305.0 2.50 3,262.5 1,137.5 3.25 3,696.9 187.5 2.50 468.7 Total = 6,485.0 Ibs R.M.= 25,326.8 12.0005in Conc w/ #6 @ 16.in o/c #4©18.in ©Toe Designer select #0@Ozir horiz. reinf. itttrt Appendix A 2'-0" 1'-0" 3'-6" 2'-0" 41-6" 6'-6" • RT 30 Pp=1276.# 1383.2psf 612.16psf /I" TO J'-0• X-1• TO I'-0" ro J• a BAR FOOTING 'W A SECTION RETAINING WALL SCHEDULE 0 KEY J- 0" J'-0" 5-1" TO 6'-0" 6,-1" 70 8._0" 9'-1" TO l0'-0" 6'-0" 10'-1" TO 12'-0" /2'-/" 70 15'-0" TO J'-0" X-1" TO =0" I'-1" TO 5'-0" y 5_4 To 6-0 A /4 118" /4•le" ,SJ • 1EF aC KEY MNERE OL'CUNS SEE SCHEDULE POUR KEY OONOLITHICALL Y WI7H roomy R r-3 1 N01E• CONCRETE WALL AND FOOTING STRENCHT TO BE J000 PSI B /4 • le" /4 118" 7.--6" /4 • le" /5 0 18• C /5 116" /4 • le" /4 • le" 1.-0. /5 0 /8" /5 • /6' 'L' /5 • 16' /4 • 18' /5 • 1e" /5 118" /5 • /6' /5 I /6" /5 0 18" /6 0 18' `2,-0• 2 0• 1 Brim SEM resParni AG I /6" /5 • 16" /5 • le" /5 • M. /5 112" /6 112' /7 I /a' /5 I /6' /5 112' /6 112' /7•l2" Ara •e" CONCRETE RETAINING WALL DETAIL AND SCHEDULE RETAINING WALL SCHEDULE WITH TRAFFIC SURCHARGE REINFORCING FOOTING I/ a" 0 /5 I /6' • /5 • 16' /5 • /6" Ife Tys'01 214 z16 a ie ROM O SEE T FOR RETAINING WALL SECTION CONCRETE RETAINING WALL SCHEDULE AT HOAG DRIVE