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Home My WebLink About1675 FARADAY AVE; ; CB962041; Permitc, i r I G [1 T N ,:; r., C' r., . ' 1 e,-, ,Jul) l~1]1 ·ir t:· ~-: ;J ~ l 6 7 :. ( AI=!P,[i.~, :.' .b,\l f·1:·.crni t r:""iyr:J(:=·: r:\~DlJS1TI=~I,l!\I1 E~\Jl:LI1:1'J(; P&rcel No: 212-13U-~3-U0 V-:1 luati.:,n: 2, 6i:i'::, OSr± ~Ir!) 7 t?, C' t i\! r:.} : P-~ ':J 6 0 l ::·, ,_: '., Dt.:•veJ.(•t:,mi.?n t i•lo: 2a9-.1 02/26r'97 JC;:~1 f~1. . .:-?·--::\-~~ v~:·;~:. , Cc,n:::t:cuct-1(,tl Tyr.~·; I.III''. Occupancy Gr0up: Reference#: St.::.t1_1_.3: :'.::=:::.~Er Appli,?•.l: l CJ.· 2.:: I~··· .Z~:;1 r I I s sue : o 2 ' 2 6 / ~ 7 En t:.::-re,1 fiy: i:u.·m D2~ccipti0n: 77128 SF SHELL BLDG-LOT 108 Aj_:.1pl/O\·:nr : .r:!AMP,~'I~ cc,r,;S'T.8!JCTION ,2,,::,0 i,·;. [::?:ADLEY AVE. EI. CAJ(Ji:! Cl-\ 9'.:'.o21J ;-' ·=·c-s R ·2qu i :i.-1:·d -'· '· ., .\ :t * · ::· ·?':' ;: ·. C ,:, J. lec t t:d f, C:c:?d its ,• ' .-4--~ ---~-----" -----____ .._,:;:..... '------------------------- lu:.:, 2f,7. 0(1 ,-,1, " ... , . .J. /_1 2 , ;:: 6 7 , I I t_< ,;, c.\¥ -: -<~r ~, 1 ·1:. ,.,,. . ---,: ~' .;, ·:. /\ -~ 2;)~;~: ~ ~ ~>; ' , (!LI ~-"t ·, ~ui<:'!-· r1i:,}., ! . ,/ _.,..;-,:,;_ -~ :--', -.;\. ,', fee ,Je::: (~r ii:,·t i or1 1 :r1 :t 1-·=-~, -r: ,,:;i;...".~1 1~·~ -. t E:·: -:: f e,? [L:'I -~ :;. ______________________ ' ----~·. -, _____ :,-;-'·, --·0·' ----~.~ '~~:;~~-,. -\ ________ .-----·--- J:;uilding P•:>rn:it .. , 6<::.:..0.(HJ Pl.:in Ch12,::-:: / ' :_;.· ,· ':.:';;;')2. (JIJ Er1.t,-?.c II Y l! f(1r f'lurc~bin<.~ E-:tch E:ui ldin•J S,.:·we:r: •. E-~ch Rc,of Drain .1 2Ll.fi'it\ CNG ,.!:OTAL Ent,?r "Y '' f::·r Electric -J'h:cee Ph,::t::::e Pi?.c A;v;p · ELECTRIC~L TOTAL , / . :, () 3Ut:i;'.i.1,fJ ltlUl ':i9. (1(1 :2 t) • (; ·.) Y .i. 5. () () :;. :: • (1 l_\ ':) ::: • (J fl .i. 0 . 0 0 Y 2000. {]() 2010.00 £n t,:: .c 'Y ' £ or f•,:,?.ch ,:1ni c -:, l Is :::u:.:· Fer?>"-· N -LAPPROVAL -1-DATEjffi CLEARANCE ____ _ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 ,,. ' PERMIT APPUCATION \,)f-'b C\ 1_) V( ')--PLAN CHECK NO. City of Carlsbad Building Department EST. VAL t-15L{ 5, ·J'1 2075 Las Palmas Dr., Carlsba(t, CA 92009 (619) 438-1161 1. PiliMl'I' 1YPE PLAN CK DEPOSIT ' J VAIID.BY --------;,1•J't"_:-:.. DATE From list 1 (see back) give code of Permit-Type: ___________ _ For Residential Projects Only: From list 2 (see back) give Code of Structure-Type: ____________________ _ Net Loss/Gain of Dwelling Units _________________ _ 2. PROJECI' INFORMATION # OF BEDROOMS # OF BATIIROOMS Nf\ME (last name first) M /J ".;40.Gy #de ~ C cI'IY a M.tm STATE m ZIP coDE 9?azo . DAY TELEPHONE ~~0 .;2/ J z 5 -~~~/:~rst) E~ '73/e'h'Q/ g/,c,~ ADDRESS 6-3 °9" c:b.,c/4/ 2>,cz: ~.azrc> CI'IY t:J11~£',,4,0 STATE ZIP CODE DAY TELEPHONE ~/-ff CJ.s Y c5"'Z'.)/ ZIP CODE DAY TELEPHONE ~ SIGNATURE DATE s. oWNEll-BOllJJER McLARATioN D D D Owner-Builder Deciaratton: I hereby afhrm that I am exempt from the ContractoPs License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Llcense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license law). I am exempt under Section _______ Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's Llcense Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazard·ous Substance Account Act? 0 YES ONO Is the applicant or future building occupant required to obtain a permit from the air pollution control 'district or air quality management district? DYES ONO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES D NO IF ANY OF nm ANSWERS ARE YF.S, A FINAL CERTIFICATE OF OCDJPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS nm APPUCANT HAS MET OR IS MEETING TIIE REQUIREMENTS OF nm OFFICE OF EMERGENCY SERVICES AND nm Aill POU.UTION CONTROL DISTRICT. 9. wNS'l'RUCliuN LENDING AGENCV I hereby afhrm that there 1s a construcuon lending agency for the performance of the work for which this permit 1s issued (Sec 3097(1) CJVJI Code). LENDER'S NAME LENDER'S ADDRESS to. APP.Lit!AN1 Cfill'l'IFICA'IloN I certify that I have read the apphcauon and state that the above information 1s correct. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I AISO AGREE 10 SAVE INDEMNIFY AND KEEP HARMLESS nm Cl1Y OF CARLSBAD AGAINST All. UABIIJTIES, JUDGMENTS, COSTS AND EXPENSES WlilCH MAY IN ANY WAY ACCRUE AGAINST SAID Cl1Y IN CONSEQUENCE OF nm GRANTING OF TIIIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. -c, ,---- u 2.,., 2 6 ~' ~J 7 1 7 : (_J 6 f't?rrr1i t t·-:c.: :: :::~ ::-: (, ,-i: :; :: ?-=t•Jt:· l , , I l Bldg Pl,:=1nCl:#: CE:962u,.;.1. .Jr·1}) ,.!\,::,.l.ce.::s: iti71:• FP.L::~Ai)i' .. ~ P .. \i Suite: P~rmit Type: SEWER -COXHERCIAL/INDUSTRIAL !;' ,:, r •>=-1 N c, : ~ l :2 -1 3 u -3 :; -r.i u 2897 02/'26/97 (1,:':.::c . .i:it-'ti,_,n: IP.I::, GROUP 7:,,noo SF i"i_?:l,1-JUF/WHSE CORF HEAD(1l),!l,'8':C'ERS ':,t,:1tus: ISSUE[1 J\r-pli:?,1: 11./0:,/96 AE;•r I Is:.:: u2: 0 212 6 / ~17 E::pi r,3,-'1: ;:,,~rmi te:?: EA:·1AEN co:·~::.':1:'RUCTI0:1J '1'10 W. 2,RADLEY AVE. EL CAJON CA 92020 F,?1=·S: 'i.J.,"~64.un. A,J iu. -=.: trn·2n t.3: ,.)j: I?r i~};:,,:i.cE·<.l E•;( ~ !)f\ ., ~---~~--------------~-, ---------------------------.• ,'11 '• ,.._ ''~-... -~"> "'-t-•, J (.)\( ~.:1 -\ :-J.J \:_~{ \ l 1.. ~ ·_ --~>> {: r_:1 _ \/'!"rt.!.,." .... i .. ~ t' .. ' • .,.. .... , j ~ \ ,_ }--.1.·, .. , _~. , "', .oo • (J (I :,:,.l.;11~C1.;, Di:t.l:·: '· '.:l, 46u,. (ir: ---~~~-~~:~~~:~=~~------, .. _ ,--------. ;~---:)·:~::-e~.~ ~-~·~:1~1.y1 1 .'~ ----==~-=~~--~~~: Ente.c EDUz not ment1t,1·,,?d -:d:,,_,_\;!;;, .' : '' i~ .. 1±.:: 1:,.1±2 St:-'\11,?r ~-ei=" f~n.t:?.r. St;-\.f(::.r: C:[1ll~: 1• S E~'i ER TO'.C'i·iL -+ ~ ' .. , ~ ' ; , , ~, -~ ' .. : u 1cci::--:t=-clr:-:.~ 1 .t:o CITY OF CARLSBAD ",--.. . / ,/ 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 27910,!Jll 13554.0ll F 4.1464. l)l) 07/17/97 15:20 Page 1 of 1 B U I L D I N G P E R M I T Permit No: WM970035 Project No: A9702465 Development No: Job Address: 1675 FARADAY AV Permit Type: WATER METER PERMIT Parcel No: 212-130-33-00 Valuation: o Suite: _:~ . .:·:. ~·.:.. Lot#: Construction Type: Occupancy Group: Reference#: Status: Description: IMPACT FEES-1-1/2"DOMEST.IC & : 1-1/2" IRRIGATION METERS Appl/Ownr : *** Fees HOFFMAN, STEVE 6354 CORTE DEL CARLSBAD CA Required *** ABETO STE D 92009 *** 760 Applied: Apr/Issue: Entered By: 431-1103 Fees.Co.llected & Credits NEW~---' - ISSUED 07/17/97 07/17/97 RMA *** -------------------------------~---:·------'·. -------------------------Fees: 22,17!3~'00_ . .. 1 • ,. /.,·, ·-.... Adjustments: . 00 · ·, (. . ./ 'Tc.:it.a'l /G'.l:'edit,s: . 00 Total Fees: 22r175.0Q. __ ,.-., Tot~'l<P::ay-~$_nt~\~ .oo / , ;-.::Ba-lance .D4,e :\ 2 2 , 175 . o o Fee description ,-0. --,./?-.. ."tihits. '·(~F.ee'/Un,it Ext fee Data -------------------'----~--.... _.,) ------;,J: _:, _,.:~~ -_____ \_ \ -~ .' :",.,----·· ------------------ Enter #Uni ts & Cocle-)?ot.able'-~Wa;ter: .> ----_-· _ ::_. .... -.J 7 \ ·\ ;/ :' 10200. 00 Di. 5 Enter #Uni ts & Code-Re:c:1aim Wa;ter·~>~::: .. ·:-y·~-~-~-,-)/1 \ -· "" 11975. 00 Ti. 5 , ,"\ ·,,.\ ·. _r . ..} /;'{' /{\f ._~ i ~·:-w~ ,--.:....-}: I 'I ' ; ~,.,' ,f ~ • r , • ...., "\ .,_. l , ,,, ! '; t i;,; : : { , ' \ '>/ ' l: l; .,. ·, < /. ! $• 1, !.I ,I ,-, ,',-,,_;,~ IJ $ $)/$ :! ..,.__ ,, t, ~::-, ~ , __ '~-- \ ... .:; CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 07/01/98 DATE 03/16/98 03/04/98 03/04/98 01/12/98 11/16/97 10/07/97 10/07/97 09/25/97 09/23/97 08/18/97 07/16/97 07/11/97 07/11/97 07/08/97 07/02/97 05/15/97 05/14/97 05/13/97 05/13/97 04/15/97 04/07/97 04/03/97 04/02/97 03/27/97 03/26/97 03/21/97 03/19/97 03/19/97 03/18/97 03/17/97 03/17/97 03/14/97 03/12/97 03/11/97 03/07/97 03/06/97 INSPECTION HISTORY LISTING FOR PERMIT# CB962041 INSPECTION TYPE Final Combo Final structural Final Combo Const. Service/Agricult Interior Lath/Drywall Frame/Steel/Bolting/Wel Interior Lath/Drywall Frame/Steel/Bolting/Wel Frame/Steel/Bolting/Wel Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit-Wir Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Shear Panels/HD's Shear Panels/HD's Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit-Wir Ftg/Foundation/Piers Underground/Under Floor Underground/Under Floor Sewer/Water Service Ftg/Foundation/Piers Ftg/Fo~ndation/Piers Ftg/Foundation/Piers INSP ACT RI RI RI RI TP PI TP AP TP AP TP PI TP WC TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP A.P TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP PI TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP AP TP PI HIT <RETURN> TO CONTINUE ••. COMMENTS C/ C/619/520-1409 START WALK THRU/TIME AP FOR SEO ONLY 1ST LAYER @2HR DMZ WALL SLIP ASMB@ 2HR WALL MTL DECKING@ MEZ & ROOF MTL FLR MEZ WELDING DRYPACK@ SHEAR FRM CLMNS PS@ INT SHR WALLS,EXT BLST PN P.S. @ BLAST PNLS(INT/EXT} U/G FOR SITE POLE LITES P.S.@TRK DOCK OPENINGS SITE PNL FTNS PNLS COMPLETE PNLS SEE CARD PNLS 14-30,33,36,40 PNLS DP 3,DP4,CP 1-4 LOBBY SLAB SLAB TO RECESS AREA SLAB TO L LN SLAB G.L. 1-2,6-8 ELEV PIT WALLS CONT FTN & PIERS SEE CARD CONT FTN & PIERS SEE CARD UFFER GRN PIER/CASSON FTNS@ G.B. SEWER MAIN COMP MAIN 4 11 WASTE BLDG LINE TO P/L WASTE & WATER PIER ETNS N/INLL HD & HSB SECT PIERS&CONT FTN A-H,1-8,7 COMP FTN NOT COMP QUEST OR FND FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING PLAN CHECK#: CB962041 PERMIT#: CB962041 FIR~ CMWD ST LITE DATE: 03/12/98 PERMIT TYPE: INDUST PROJECT NAME: 77128 SF SHELL BLDG-LOT 108 ADDRESS: 1675 FARADAY AV CONTACT PERSON/PHONE#: C/ SEWER DIST: CA WATER DIST: CA ~~~PECTE//,Ly'tvrl DATE 5-(2-4 '6 INSPECTED: INSPECTED DATE BY: INSPECTED: INSPECTED DATE BY: INSPECTED: COMMENTS: Lot# 108 APPROVED K DISAPPROVED APPROVED DISAPPROVED APPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD IS_':t1 __ 1:;ITE- PLAN CHECK#: CB962041 PERMIT#: CB962041 PROJECT NAME: 77128 SF SHELL BLDG-LOT 108 ADDRESS: 1675 FARADAY AV CONTACT PERSON/PHONE#: C/ SEWER DIST: CA WATER DIST: CA INSPECTED DATE BY: INSPECTED: INSPECTED DATE BY: INSPECTED: INSPECTED DATE BY: INSPECTED: COMMENTS: DATE: 03/12/98 PERMIT TYPE: INDUST Lot# 108 ;). J).-1ab -33 APPROVED DISAPPROVED APPROVED DISAPPROVED APPROVED DISAPPROVED = ~-CJ-9B -0~ -~-wen Hu--a~ UL~lIY\ @i __ \/~IL AAe-Lo~ FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD ST LITE PLAN CHECK#: CB962041 PERMIT#: CB962041 PROJECT NAME: 77128 SF SHELL BLDG-LOT 108 ADDRESS: 1675 FARADAY AV CONTACT PERSQN/PHONE#: C/ SEWER DIST: CA WATER DIST: CA Lot# DATE: 03/12/98 PERMIT TYPE: INDUST /kMn 1o·sf111 I 9 1.,·.--, ' / .. .) ""'"-.., ;•. '·.·· • f •. r ·-~:.;. ~,: . ..,. .. ~~I=== INSPECTED . BY: Pedl'C,,-/?t c It DATE , / - INSPECTED: i]-25'-f,1 APPROVED~ DISAPPROVED INSPECTED BY: INSPECTED BY: COMMENTS: DATE INSPECTED: DATE INSPECTED: APPROVED DISAPPROVED APPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD ST LITE PLAN CHECK#: CB962041 PERMIT#: CB962041 PROJECT NAME: 77128 SF SHELL BLDG-LOT 108 ADDRESS: 1675 FARADAY AV CONTACT PERSON/PHONE#: C/ SEWER DIST: CA WATER DIST: CA INSPECTEDf BY: · INSPEC:;;£ BY: INSPECTED BY: COMMENTS: DATE .,tfl114&r1/' INSPECTED~ DATE INSPECTED: DATE INSPECTED: Lot# APPROVED APPROVED APPROVED DATE: 0'3/12/98 PERMIT TYPE: INDUST "iclt'! 108 '11 I ,-. ·Q L--rrisAPPROVED DISAPPROVED DISAPPROVED DATE: January 31, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-2041 EsGil Corporation Professional Pfan. !l{.eview 'E.ngineers SET: III PROJECT ADDRESS: Faraday Avenue PROJECT NAME: The Iris Group (Shell Building) 0 APPLICANT ~ D PLAN REVIEWER D FILE. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisd_iction's *********** codes. • The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person • REMARKS: 1. The architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. 2. Field verify compliance with Title 24 Disabled Access Regulations. This is a shell building. By: Abe Doliente Esgil Corporation D GA D CM D EJ D PC Enclosures: I 1/31/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGil Corporation Professional Pfan !/(!.view 'F.ngineers PATE: December 30, 1996 0 APPLICANT i r· _'f ··JURISDICTION: Carlsbad ~ JORIS. ~ D FIRE 0 PLAN REVIEWER ., , , .,, 0 FILE PLAN CHECK NO.: 96-2041 SET: II 'f iPROJECT ADDRESS: Faraday Avenue PROJECT NAME: The Iris Group {Shell Building) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building department staff. -·o The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person . . • The applicant's copy of the check list has been sent to: Ken Smith 485 W. Bradley Avenue, Suite C, El Cajon, CA 92020 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: r [j REMARKS: (by: ) Telephone#: ' . By: Abe Doliente Esgil Corporation D GA D CM D EJ D PC Enclosures: 12/18/96 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 96-2041 II December 30, 1996 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: Faraday Avenue DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/18/96 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): PLAN CHECK NO.: 96-2041 SET: II DATE RECHECK COMPLETED: December 30, 1996 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. ' C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo Carlsbad 96-2041 II December 30, 1996 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Check final sets of plans and calculations for signatures. 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 15. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. (Bad soils condition -Check soils report). 18. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH SOL TS DESIGNER-SPECIFIED OTHER REQUIRED? X X X X REMARKS 19. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. • TITLE 24 DISABLED ACCESS 20. Provide note and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. This wilibe field verified. Carlsbad 96-2041 II December 30, 1996 • ADDITIONAL 21. Complete and recheck all the callouts and cross references to the details. Refer to sheet S-1. · 22A. Show 13-5 (W21 X 50) as called out on sheet MF-1 and MF-3 of the structural calculations. Refer to sheet S-2 of the plans. 228. Clearly show 8-21 (W21 X 50) as called out on sheet MF-1 and MF-8 of the structural calculations. Different sizes are shown on the plans: W21 X 56. not a standard size. W18 X 50 and W 21 X sot Refer to sheet S-2 of the plans. 22C. Show 8-26 (TS 8 X 20 X 5/16) as called out on sheets MF-1 and MF-10 of the structural calculations. Refer to sheet S-2 of the plans. 29. Show the frame elevation along line F and the required footings and grade beams for the moment frames as called out on sheets LF-13 and LF-32 of the structural calculations. (Note: Elevation B of the moment frame along line P on sheet SD-7 of the original submittal was deleted). 30. Show the required dowels from the panel to the slab as called out on sheets SW47, SW51, SVV54, SVl/57 SVV60 and SW63. (Recheck the spacing). 31. Show the required grade beams for wall panels 38, 39, 41, 42,43, 44, 45, 47, 48 and 49 as called out on sheets SW53, SW56, SW59 and SW62. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. DATE: November 5, 1996 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-2041 EsGil Corporation Professionaf Pfan !R._eview 'Engineers SET:I PROJECT ADDRESS: Faraday Avenue PROJECT NAME: The Iris Group (Shell Building) 0 APPLICANT ~ DFIRE 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's*********** codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has been sent to: Ken Smith 485 W. Bradley Avenue, Suite C, El Cajon, CA 92020 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) • REMARKS: Please see revised valuation. By: Abe Doliente Esgil Corporation 0 GA O CM O EJ O PC Enclosures: 10/24/96 Telephone #: trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 96-2041 November 5, 1996 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 96-2041 OCCUPANCY: B/F-1/S-1 TYPE OF CONSTRUCTION: 111-N ALLOWABLE FLOOR AREA: 96,000 SF SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: November 5, 1996 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Office/Mfg/Whse ACTUAL AREA: 77,128 SF STORIES:·2 HEIGHT: OCCUPANTLOAD: 610 DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/24/96 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e .• plan sheet number. specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC ) comforw.dot Carlsbad 96-2041 November 5, 1996 .. 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468 or to the jurisdiction's building department. 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are sfgned. Business and Professions Code. 3. Exterior walls shall have a 30 inch parapet when less than 20 feet to a property line or an assumed property line. The uppermost 18" of such parapets shall be noncombustible. (see exceptions, Section 709.4) 4. The exterior wall shall have protected openings (3/4 hour) when closer than 20 feet to a property line or an assumed property line. Section 503. 5. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. 6. Show two sources of power for the lamps at exit signs. Section 1013A. 7. Show that exits are lighted with at least one foot candle at floor level. Section 1012.1. 8. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1012.2. 9. Elevators shall be enclosed in a one-hour shaft except in Type I and Type II F.R. construction where the elevator shall be in a two hour shaft. Section 711. 10. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one-hour shafts and one and one-half hours in two hour shafts. Section 711.4. 11. Every eleva,tor lobby or entrance area shall be provided with an approved smoke detector as required by Section 3003.2. 12. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. 13. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. Carlsbad 96-2041 November 5, 1996 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 15. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. 16. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 17. Show floor and roof connections to concrete walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Section 1611. Where flexible diaphragms provide lateral support for walls and partitions, the value of CP for anchorage shall be increased 50 percent for the center one half of the diaphragm span. 18. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS DESIGNER-SPECIFIED OTHER REQUIRED? X X X X REMARKS 19. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Carlsbad 96-2041 November 5, 1996 • TITLE 24 DISABLED ACCESS 20. Provide note and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. This will be field verified. · • ADDITIONAL 21. Complete and recheck all the callouts and cross references to the details. 22. Show all the floor beams and girders as called out in the structural calculations. These were not cross referenced. 23. Provide structural calculations and show floor beam sizes at the stairways at grid lines N to Rand 4 to 7. 24. Show column and footing at grids 6E, 6R, 5R, 4P as called out on sheets CF-1, CF-6 and CF-7 of the structural calculations. 25. Wall panels P-3, P-4, P-5 and P-9 are shown as 24" thick walls. Clarify. 26. Show elevation of wall panel 32. 27. Provide structural calculations for the wall panels that are referred to details 3 and 7 of sheet A-13 of the plans. 28. Show the drag beam at grid line 6 (W24 X 55 with 1" dia A325 bolts) as called out on sheet RD-12 of the structural calculations. 29. Show the required footings and grade beams for the moment frames and braced frames as called out on sheets LF-32 through LF-34 of the structural calculations. 30. Show the required dowels from the panel to the slab as called out on sheets SW47, SW51, SW54, SW57 SW60 and SW63. 31. Show the re,quired grade beams for wall panels 39, 40, 41, 42, 44 and 45 as called out on sheets SW56, SW59 and SW62. 32. Please see the following electrical corrections at the end of this list. 33. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Carlsbad 96-2041 November 5, 1996 ,. 34. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 35. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. + ELECTRICAL PLAN REVIEW + 1993 NEC + JURISDICTION: Carlsbad DATE: 11/1/96 + PLAN REVIEW NUMBER: 96-2041 + PLAN REVIEWER: Eric Jensen 1. MISSING THE FOLLOWING FROM THE SINGLE LINE a) Detail the grounding/bonding details on the single line diagram. NEC 250- 94. b) Show the "future" conduit sizing on the single line diagram. c) The 100 ampere panel rating shown for Panel A on the schedule does not match the single line 200 ampere rating. 2. Obtain approval from the City of Carlsbad for the service design: If the "House Panel" is energized, the whole service is available for use. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. r Carl$bad 96-2041 November 5, 1996 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: Faraday Avenue BUILDING OCCUPANCY: B/F-1/S-l BUILDING PORTION BUILDING AREA (ft.2) Office, Manufactur_ing, Warehouse (Shell) 77,128 SF Air Conditioning Fire Sprinklers 77,128 SF TOTAL VALUE PLAN CHECK NO.: 96-2041 DATE: November 5, 1996 TYPE OF CONSTRUCTION: 111-N VALUATION VALUE MULTIPLIER ($) 33.00 2,545,224 1.80 138,830 2,684,054 • 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 6,909.50 • 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 4,491.18 Type of Review: • Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 3,592.94 Comments: Fire Services Review: D Complete Review D Other: D Suppression System D FireAlarm Esgil Fire Services Review Fee: $ Comments: Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad M¥ih·11 U44Qilf41•14·Sl#i;,t§UI BUILDING PLANCHECK CHECKLIST DATE: \ \ / 5 I Cf1.) PLANCHECK NO.: CB 96 -~ CJ'-/-I BUILDING AdDREss: l G, 75' F°'r"'daY Av-e; i,ot-to i ; er 'if-JJ.4 ( t;) PROJECT DESCRIPTION: /Je W .::C0c\J5tj{\'"' I &l~ I Z'llr' ASSESSOR'S PARCEL NUMBER: .2/.2-/ 30-33 V EST. VALUE: ~ !ft/~ 2li.f ENGINEERING DEPARTMENT W6 Z. o/<f-d/ APPROVAL DENIAL ;,S"CJ-f/t The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your . submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. 0 A Right-of-Way permit is required prior to construction of the following improvements: ATTACHMENTS 0 Dedication Application 0 Dedication Checklist 0 Improvement Application 0 Improvement Checklist 0 Future Improvement Agreement 0 Grading Permit Application 0 Grading Submittal Checklist D Right-of-Way Permit Application D Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet Please f-~attached report of deficiencies marked ith 0. ~e necessary corrections to plans or speci rcatiorrs-for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: -11/lJJ-6 By: <-! Date: 2,--l'f-97 By: Date: ENGINEERING DEPT. CONTACT PERSON Name: David Rick City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1161, ext. 4324 A-4 \\LASPALMAS\SYS\LIBRARYIENG\WORDIDOCS\CHKLS'l\Btildlng Plancheck Cklsl BP0001 Fenn DR.doc Rev. 8121/116 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 Q BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: ~ North Arrow ...,,,~ Property Lines -Ease-1'1'1-ents -.J'o Existing & Proposed Structures vE. Easements IIJcµ€ fJ.l0w.J Existing Street Improvements F. Right-of-Way Width & Adjacent Streets $'1 C,~.)NO\ \\\ ~ 1 2. Show on site plan: U, l \ l?~ c i,ec4&-J °''?f'',,,>r D.o?OfcJ~J r}'1'1J ·'4) pl~11 J - A. Drainage Patterns B. Existing & Proposed Slopes C. Existing Topography 3. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 USC 2907(d)5] On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent." [Per 1990 USC 2907(d)5] 4. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage . for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Page 1 of 4 H.IWORD\OOCSICHKLsnBuiking Ptancheck Cl<lst BP0001 Form DR.doc Rov. 8121196 flfr D D BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 5. Project does not comply with the following Engineering Conditions of approval for Project No. ______________________ _ Conditions were complied with by: ________ _ Date: ---- DEDICATION REQUIREMENTS 6. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ _____ _ pursuant to Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by: __________ _ Date: ---- ~PROVEMENT REQUIREMENTS V 7a. All needed public improvements upon and adjacent to the building site must be ~onstruction exceeds$ _______ , pursuant to Code Section 18.40.040. ) constructed at time of building construction whenever the value of the Public improvements required-as follows: Di r!G 3 £0 -r--f~hcA,'11,. t---H---..:~ f'-/2.J ~ 'f" 6 !,"Q...,, ::'::6Ul(o v-' J.. 'w....;n,.fi.,,,J\ 1 IP l".n ) ,. D \jv-.k--f( 1"'-1 .( ~t"'") ()t--\.'( • Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. Attached please find an application form and submittal checklist for the public improvement requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans signed by: _________ _ Date: ---- Page 2 of 4 H:\WORD\OOCSICHKLsnBuking Ploncheck Cldsl BP0001 Fonn DR.doc Rev. 81211116 Q Q Q Q Q Q Q BUILDING PLANCHECK CHECKLIST 7b. Construction of the public improvements may be deferred pursuant to Code Section 1S.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ _______ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: Improvement Plans signed by: Date: ---------- 7c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 7d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. Q Sa. Inadequate information available on Site Plan to make a determination on Q grading requirements. Include accurate grading quantities (cut, fill import, .-export). ,,...b.,Grading Permit required. A separate grading plan prepared by a registered Civil _,,, · Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. P . , C t ~ -f · . -h' GrqJ,'11d 'PJt111f C Ow6 -:3.f'o-sA-) ls C1Jrre,ir-'7 U/1.hr l'ev,'ew. (:{ q Rr I ',/"' OI\ \,,J\\\ be. re1v1r-ec( b~.fore... iui.>tlJ~"lc?' p.erl"I\+ Cc,,," be. Cfypn,ve · Grading Inspector sign off by: __________ Date: Sc. No Grading Permit required. Page 3 of4 H:IWORD\OOCS\CHKLS'I\Buildlng Plancheck Cldsl BP0001 Fann DR.doc Rev. 8121/96 J. BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: A separate Right-of-Way permit issued by the Engineering Department is required for the following: Cl 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. ~-INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: / Date: @O ~ 12. NPDES PERMIT LI\Corr,a tc,.,. tp J. . . . . 1 ~' Complies with the City's requirements of the National Pollutant Discharge ~tb 7 '"'o-Elimination System (NPDES) permit. The applicant shall provide best P Cf 11S · management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. Page 4 of 4 H.IWORD\OOCS\CHKLSl\Bullding Plancheck Cklsl BPOOO! Fann DR.doc Rev. 81211116 ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D Calculation based on building plancheci< plan submittal. AdJr~lf F~ (&\ky A K.. ~'J /o i Bldg. Permit No. CB 9'b-2t)l,,-fl I ----=-----'-'--- Prepared by: D, (<,ck Date: H}s/9, Checked by: _____ Dste: ______ _ r , EDU CALCULATIONS: List types and square footages for all uses. Types of Use: -~l)"').9-C\'»i'•) Sq. Ft./Units: 7"7 I l '2.. ~ . 77, 12.$' - EDU's: ... ~ .::> ~· Total EDU's: __ , _{$_'· .• _"/_·2.-___ _ ADT CALCULATIONS: List types and square footages for all uses. Types of Use: lo>i°b. W~t€"'.io112, Sq. Ft./Units: 7?/ 12.. 9" ?J, l,;!..!_x r = 2 8 ~ AD rs: . 1-0 t>,~ -~~ Total ADrs ___ ,..,. ..... 3_: ..... i_l::> __ FEES REQUIRED: PUBLIC FACILITIES FEE REQUIRED BYES Cl NO (SM Building Department for amount) WITHIN CFO: [i2(ves (no bridge & thoroughfare fee, D NO reduced Traffic Impact Fee) Gr, .PARK-IN-LIEU FEE PARK AREA:_.....__ FEE/UNIT: ___ _ ~ 2. TRAfflC ·1MPACT FEE ADT's/UNITS: ;3,8, ~ BRIDGE AND THOROUGHFARE FEE AD rs/UNITS: ___ _ ~-FACILITIES MANAGEMENT FEE SO.FT.: 7 71 J 2~ ' ~.SEWER FEE PERMIT No. St q{,-138 EDU's: .,. /,5,{L.f 2,. X NO. UNITS: X FEE/ACT: '2.'2... 'J;:.N C..F.P X FEE/ADT: ZONE: 5 X FEE/SO.FT.: • LI C X FEE/EDU: I , 15 ID BENEFIT AREA: f EDU's: /5 · 'f 2. DRAINAGE BASIN: 58 ~-DRAINAGE FEES PLDA....-__ ACRES: r,.,) w/ FM I G:a"1. SEWER LATERAL ($2,500 DEPOSIT) 0 8. WATER FEE EDU's: ___ _ X X X FEE/EDU: g79 HIGH /LOW FEE/AC: FEE/EDU: __ _ =$ ,All}- =$ · i1.4:92-> J =$ ;\//r =$ 30;! g5 I =$ 2.7 I t:J/0 . =$ 131S5'l· =$ ;(!Jr =$ /Vff =S {?Ir ~/.?'. TOTAL OF ABOVE FEES*: $ ', i. 0 1 lf O 7 *NOTE: Thia calculatlon ahHt la HQ! a complete llat of all t ... which may be due. / - Dedications and Improvements may also be required with Building Permits. ------------------------------....... a::;,;..-_____ .. -=-7. 73 r;:Dv J ADT ~-,·_, • ~ I r, -::, ~. 5'' -a,,. ("), ~ -. --X o ;"' z.,.. c. . . /00:C, F I . . . ·,:,1Ql<Y .. · City of Carlsbad~~ 5=hf·lht=i¥MH·1•24•EJaluf@i it[~ ;J~lf TO: DEVELOPMENT PROCESSING SERVICES I FROM: ENGINEERING INSPECTION DIVISION DATE: P-e fp. ')_O, l 991 . J ROUGHGRADINGAPPROVALFORPROJECTNO. fD4SJ~ 6R~1000 I . (P.E. OR TRACT#) J · ~\ri.t. .:Cv:1~ e0~u12:± 1615" P.r&r«j4 Avi~ J Ctacl5bo.t1, C;,i .. 9-'J.'D (PROJECt N'AME & ADDRESS) · :; ~fh,,., Hdo'n111o . 6354 Cov+a 412 ~'J,,€'f,,4/:-bJ C,;ds<o., // ck (DEVELOPER7s NAME & ADDRESS) '·. ~ ;l...o «> :J _ We have inspected the grading for Lot?,: / 0 6 or Phase . --- of the a ov mentioned project. In addition, we have received rough grading certification from l the Soils Engineer, dated :f$?\o. l ~' (,121 and from -~~~.....::£.~=.L-------' the Supervision Graqing Engineer, dated l1 b . 1 and are satisfied that the rough grading has _been completed in accordance wi City Standards. f3ased on these certifications and our observation, we take .no exception to the issuance of a building permit for Lot( · I Otz . or Phase_-_-_ -_-_-_-_-_-·of project eD 4 '[(J . from a grading standpoint. This release, however) is not intended to certify the project from other engineering 9oncerns including site development, water or sewer availability, ·or-final grading. We will need tb be advised prior to the issuance of a Certificate of Occupancy so that we can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. ,, APPROVED: SR. CONSTRUCTION INSPECTOR H:\LIBRARY\DPS\WP0ATA\INSPECT\ROUGGRAD.FOR 2075 Las Palmas Drive • Carlsbad, California 92009-1576 • (619) 438-1161 ¥ ~ t 1 t ~ ~ ~ .l!l 2 2 "' m m Cl Cl Cl _\ _j j . ~ .:::::::. ~ >, >, >, ..c ..c ..c * ~ ~ -"" ~ :,t. 0 (.) Q) Q) Q) ..c: .c .c u (.) (.) C: C: C: "' "' "' a: a: a: C!ro D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB C/0-2£JL£} Planner UAtJ lyN4', APN: cl '2----C3c9 -3 > Address fh JJ'JA12--A-DA:y Ave.. Phone (619) 438-1161, extension t,['"S~J Type of Project and Use: .,_l"-N_D_a_.S._71J.!.--=:4-'--L-______ s;;-'--M'""'~.._-t-_t.-_-=Es;;..;;;L,,-=D:;....:6,:;__· _____ _ Zone: (,,fV) Facilities Management Zone: __ S ___________ _ CFoKn'h>ut) # ~eOne Legend ~ Item Complete z/F:Z. {If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) D Item Incomplete -Needs your action Environmental Review Required: YES __ NO K_ TYPE ___ _ DATE OF COMPLETION: ______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required: YES_ NO /K_ TYPE __ _ APPROVAL/RESO. NO. ---,-___ DATE ___ _ PRO~ECT NO. _______ _ OJ"HER RELATED CASES:---------,,...,.-,'-------------- Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NOk_ If NO, proceed with checklist; if YES, proceed below. Determine status (Exempt or Coastal Permit Required): If Exempt, proceed with checklist; if Coastal Permit required, hold building permit until Coastal Permit issued. Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Attach completed Coastal Permit Determination Form to this Checklist. 3) Complete Coastal Permit Determination Log as needed. .cg/o D --.c:(o D· ·1nclusionary Housing Fee· required: YES ___ · __ -_ , NO ~ (l:ffectiv,e date,.of lnclusionary Houslng Ordinance -May 21, l993.) Site Plan: 1. -Provide :a fLdly dimensi.onal site plan drawn to scale. Show: North arr;ow, property . lines,· easements, existing_ and prnposed structures, streets, ·.existing street improvements, ri·ght-of~W,91/ width, ·dimensional setbacks and existing topographii;:al lines. 2. Provide legal description of prqperty and assessor's parcel number. , ' ' ' ' ' ~-.- Zoning: 1 . Setbacks: Fronti Int. Side: . Street Side: Rear: 2. Lot ·C~verage: 3-. lj!;ligbt: :-, 4 .. Parkirrn; 'Required, _ "3 &_ r Requited • ·_:· i@ r Required _ _ -.. ----- -:Required _ . to•r Req,uired· -~-7..rt. AJ~ . Required b ;3_C 1 - Spacei;. Required _ 23g Shown -~>~'t~Z~' __ Shown (o.,. -~~--,--"--- Shown --,,-,-----Shown +(O" Shown &,-Z6 ~7 't. Shown :So_' 6. '' ---.a...,-~,-.-- S how n --'-=2.;=3'-"·e,"""'----- Guest Space$ Requ'ired _ -~ Shown -_ ~[!1/ Additional. C0mmeAts tAN/J S"u/iPif P/:1/VJ l¥fP/IJV..4 l '{/1,,o/L ~ ·. lf.WilJI_N 6 1 ~ -_ /?e;R,,-kl-fr f>>tl~/Vif. · ·. PUJtvj · _ /J.U ;Al· /J~Nt:/--16c/Lv ?;J~D sC-IJPS-.Pt/JNS 1N ft/II~~ '>~tiir:f?f /[(ll!PIIJ~ ~. o~/4~ ·ro .1csaB-"tf1l2.--b. &. w-. · · OK TO ISSUE AND ~NTEREOcAPPROVAL INTO COMPUTER l)~ i. .&--z,6-r7 DATE ---'--'------ City of Carlsbad 96314 · · Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Wednesday, February 12, 1997 Reviewed by:_Q_._/j-=-_M~J__,~-- Contact Name Ken Smith Address 435 W. Bradley Av City, State El Cajon CA 92020 Bldg. Dept. No. 96-2041 Planning No. Job Name Lot 108 The Iris Gro Job Address 1675 Faraday Av Ste. or Bldg. No. ____ _ ~ Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st~--2nd __ _ 3rd. __ _ Other Agency ID CFD Job# __ 96_3_1_4 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • {619) 931-2121 \, Job: _9~6~02_a~---- Date: 0511997 Cales by:--=-:c·:..=.su.;::;..;.N_,___ __ Sheet 1 of~6 ___ _ Structural Calculations · HIJK BUILDING LIGHT POLE .A...DELTA .... /:::i ___ _. .. ENGINEERING Co11sulti11g Structural Engineers 135 Liverpool Dr. Suite C Cardiff, CA 92007 Tele: (619)942-8649 Fax: (619)942-6189 I • ..___.. . -·· --.. . .... AnELTA ~ ENGINEERING Project: .. .liYK. ..... J?.!J.!!.)?.!.Nef.c ........................ . CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. S uile C Cardiff. CA 92007 Tele: (619)942-86~9 By c.~.JYN.. Date 0_?/1..J_Sht. No. ~. Of [~·M Subject ..................................... ,.... Job No. f. ... . Fax: (619)942-6189 l)J::~16-tJ Ti-1£ L.l~J-IT po Lf:-. tRJ T5-6x 6x. ½:. W~/Gi't-rt FER ~ -::.~ .. ""f=r= :?ICp· i,J ft··::> o,4x jx: o. 75x tJ J.l3~ t'. 7 f? lf. y1i)Jo · .E-xposu~ '1 C 1' Ce= 1.._o.G_ · <'t ==t.1__'FoR_ l ll1¥1 )"cl.tr. ~ ~ ~o6x. 1-f JV§i<JJ f ~ !'t'7 f5f.x 2_~x --!.£'~ 17 LB. . 12 /2 d r ,a.' 1 ~ ·-\1-tc-.x=-27 u~ It'+ jA ft--f:>( T ~ Ho P rT--LE .. MJ)~' TS -6 x:6x.¾-(Fr:::~( J::sO A :::::5-1 M"--Ix:: 3a,3 u/ $.x~,o./ 1t1?. ~_,,be i3o0.'fl2 ~ J'5 )d\' ,a, _,_. --r1; o,, r-j =-o,6x,'6 k~i'""-)/,6 k\i ~\U:.ck_ J)T::fL.ECTto1'1 A i-i l){f:.>:( r-fj1~ 1.:p~ -I.. ~T, (___--:::: "---'.i"'r'"'"'"--::-:::-'-~----" I ~;l...ct':;(((/'p~i' X g(),j/f,J"· -41t.l.l-Or.J= aoofi >(J4';,;:12.. -:= o.84 ,J. I ! ! i 14' i I ' I 1+1 l i :~ w, I- -~ I- ...,......_ ,4"/,;;7 AnELTA /3 ENGINEERING CONSULTING STRUCTURAL ENGINEERS !JS Liverpool Or. Suite C Cardiff.CA 92007 T cle: (619)9~:-BH9 Fax: (6!9)9~:-6189 Project: :~.~-~ ...... ?._Y}fP.?.~~~-------.. ------·--------· By c__.}_1!_:_/.__ Date ~.{1..7._Sht. No.)___ Of . .... _p J bN 1.-..-r;ola Subject ____ ,. _____________ .. _,., ...... ___________ o o ..... . PEl4-N Till 'FIJo[!Afq FiJf{ l/4-lfl fbf.l:. , . M = /2 IJ I Fy,.-t..}3_ • C01V sr Pli 11JE-D B / 5)4e - T~ f ~+" ¢ 'frffr~tlq o{.l~ 12_5'~ /3.0QX/2 40'D "-'t ~ ~ 2. 6' <4-o' ---+--- 1RI 4' Yrtf- ~ t ~-Fz -i 05/,19/1997 06:25 760-931-1171 WHITE CONSTRUCTIOhl r ~ " POLE SHArT 1 112 STRANOEO BARt TO LIG~TINO FIXTURe: 4" X ~" HANOHOLE ' IN UN!: fiJs£ HOLDER ANCHOR 80LT COVER '\., -t--- ~s:-,c::::·i- tl n= II I v · 11 L. ,_~~ --~)-~ GROUNDfNO S11.JO Vt-1TH OFtOUl-lOINQ TOP Or rlNfSH OR.A.OE. CONDUIT RISE~, QUANTITY I fJ HORIZ, BARS O 181t O,C ·---------------, <-J <· ""h L '" CITATION ~ -~ --. ...__ ,. & ,,/ B THE CITATION® SERIES Distinctive styling combined with excellent lighting control. .. that is the Citation. Available in three sizes, the clean, strong, and refined Citation enables the achievement of architectural continuity. This is accomplished by combining small, medium, and large fixtures in a harmonious lighting landscape. SPECIFICATIONS HOUSING The Citation's one-piece aluminum housing is available in three sizes: small, medium, and large. Corners are welded and finished to produce a clean, sharp appearance while increasing housing strength and ensuring weather-tight construction. Each fixture is UL listed and CSA certified for wet locations. LENS/GASKET Citation's clear flat tempered glass lens is sealed to the lens frame with silicone sealant. The lens frame features a continuous, one-piece EPDM gasket for · maximum sealing to the housing. DOOR FASTENERS SOCKETS Porcelain mogul-base sockets feature spring-reinforced contacts for long life. LIGHT SOURCES The Citation is designed to operate with any of the following lamp types: High Pressure Sodium, Super Metal Halide, or Metal Halide with mogul-base sockets. REFLECTORS/DISTRIBUTION PATTERNS Three reflector systems and distribution patterns are available with the Citation: P'ff-.r' FINISHES Each Citation fixture is finished with DuraGrip~, LSi Lighting Systems' revolutionary superior baked-on polyester-powder , finishing process, to give the fixture an exceptionally attractive appearance. Standard finish colors available for the Citation are bronze, black, platinum, cocoa, buff, white, and green. The DuraGrip polyester finish withstands extreme weather changes without cracking or peeling. Rnish is guaranteed for five full years. BALLAST High-power factor type ballast is mounted to the housing reinforcing plate. The ballast is designed for -20° F operation.· BRACKETS Bolt-on-brackets are shipped standard with Citation fixtures. The Citation features an extruded aluminum door frame. The Citation features two captive door fasteners to provide secure closure and easy access with no loose hardware. Asymmetrical (A), Type Ill (3) medium distribution pattern for increased pole spacing, and Forward Throw (FT) for perimeter lighting applications to eliminate stray light and produce a sharp backside cutoff. A field-rotatable reflector, which provides flexibility in distribution patterns without moving the fixture, is available with the large 1000 Watt Forward Throw Citation only. All photometric data is certified by A 2-1/2' x 6" x 6" aluminum __ .•. arm mount (bolt-on bracket) -· ----- is shipped with a small Citation · PHOTO METRICS Front I /4 L.' an independent testing facility. MTG. HT A B C D E 20' 111.25 4.50 2.251 1.13 0.45 22' 9.30 3.72 1.861 0.93 0.37 24' 7.81 3.13 1.561 0.78 0.31 26' 6.66 2.66 1.331 0.67 0.27 28' 5.74 2.30 1.151 0.57 0.23 30' 5.00 2.00 1.001 0.50 0.20 35' 3.67 1.47 0.731 0.37 0.15 39' 2.96 1.18 0.591 0.30 0.12 45' 2.22 0.89 0.441 0.22 0.09 50' 1.80 0.72 0.361 0.18 0.07 Lumen Rating 107,800 Levels shown are in footcandles. (CTS), and a 2-112· x 6" x 12' aluminum arm mount (bolt-on bracket) is shipped with a medium or large Citation (CTM, CTL). (A 6' bracket is available for CTM, CTL in single and 0180° configurations. It must be ordered from the Options column of the ordering chart.) Refer to Poles/Brackets section of catalog for other mounting options, which must be ordered separately. POLES Refer to Poles/Brackets section of catalog for pole information. @ listed for wet locations. @e CSA Certified .S& STEEL. -POLE '"P~lJct"TED~ Tl N (.) },.,'f G R.E y ~N LIGHTING SYSTEMS A Division of LSI Industries Inc. 10000 Alliance Road• P.O. Box 42728 • Cincinnati, Ohio 45242-0728 • (513) 793-3200 • FAX (513) 984·1335 --:, ·- ·--:--.-...-· DIMENSIONS I Bracket-2-bolt Pattern CTS (Small) CTM (Medium) CTL (Large) --J Flat Lens A B C D 20-1/8' 8' 14-5/8' 6' 25' 8' 18-3/8' 12· 29' ,o· 21' 12· Note: A six-inch arm mount (bolt-on bracket) is shipped standard with a small Citation. A twelve-inch arm mount (bolt-on bracket) is shipped standard with a medium or large Citation, unless otherwise specified. LUMINAIRE EPA CHART t. Includes bracket. ~ .. Single D90° Small Citation (CTSl 6' Bracket 1.4 2.2 Medium Citation (CTM) 12' Bracket 2.4 4.1 Large Citation (CTL) 12· Bracket 3.2 5.1 CITATION d. ). + u • • D180° T90° TN12D0 ago• Pa~llel 2.8 3.6 3.6 I 4.4 I - 4.8 6.5 6.6 I 8.2 I - 6.4 8.3 8.5 I 10.2 I 5.4 ORDERING INFORMATION Select appropriate choice from each column to formulate order code. Refer to example below. Luminaire ,_Prefix Distribution _ CTS -Small r A -Asymmetrical --./ 3-Typelll FT -Forward Throw Lamp I Line Luminaire Wattage ~ght S~ Lens Voltage** Finish ~ HPS-Hioh Prei;sure Sodium J lll'F-Clear Flat ) 347V BRZ-Bronze .-1uo, 150 Watt "' Tempered -aRnV ~- SMH -Super Metal Halide . ~ Glass l"'1 MT -·Multi Tap1 I)~ 175Watt --I ~ -.. · ~I/ COA-ceca · MH -Metal Halide -BUF -Buff 175 Watt WHT -While -------+--------+---+---------1 GRN-Green HPS-High Pressure Sodium CTM-Medium A -Asymmetrical 250 3-Type Ill 400 FT -Forward Throw CTL-Large A -Asymmetrical 1000 3-Type Ill FT -Forward Throw• I I 250,400 Watt SMH -Super Metal Halide 250,400 Watt MH -Metal Halide 250. 400 Watt HPS -High Pressure Sodium 1000watt MH -Metal Halide 1000watt I I I I 17 r I I EXAMPLE OF. A TYPICAL ORDER • CTM 3 'CTL-FT-Forward Throw reflectors are field-rotatable. I 400 HPS F MT BRZ NO . •·For international voltages, consult factory. 1MT -Multi Tap is shipped standard unless otherwise specified. Options 6BK-6' Bracket (CTM or CTL only)tt PA-Parallel PCR -Photoelectric Control Receptacle LL -Less Lamp CL -Coated Lamp FS120V -Single Fusing FS277V -Single Fusing FS347V -Single Fusing FD208V -Double Fusing FD240V -Double Fusing FD480V -Double Fusing NO -No Options I Note: PCR factory installed and voltages will require field rewiring. j prewired for 277V. Alternate Multi Tap consists of 120V, 208V, 240V, and 2nv. 11A 6' bracket can only'be ordered with single and D180° configurations. ACCESSORY* ORDERING INFORMATION OPTIONAL BRACKET ORDERING INFORMATION Internal Fitter ITTl Order ~ Bracket Number Configuration BKA-4ISF-0180·--·CLR D180° BKA·4ISF·090----CLR 090° BKA-5ISF-D18(h·CLR D180° BKA·5ISF-090·*·CLR 090" Note: CLR-Specify finish. Tenon Mount Fitter* rm7 .f:™ L:11J l:lli Order Si~i;;:i1so <g;,: Bracket Number 2 Sides) ., Sides) Configuration BKA-NM-D180·--·CLR D180° BKA-NM·090·*·CLR 090° ·Tenon sae 1s 2·3,'ll" 0.0. Consult 1ac1ory for other sizes. Wall Mount Plate Order Number Bracket Configuration Wall Mount Description Order Number CTS HSS -House Side Shield 122519 .. CTM HSS -House Side Shield 122520 .. CTL HSS -House Side Shield 122521 -- CTS PLS -Polycarbonate Shield 122522 CTM PLS -Polycarbonate Shield · 122523 CTL PLS -Polycarbonate Shield 122524 RPP -Round Pole Plate 6908901' PC120V -Photocell 122514 PC208V -Photocell 122515 PC240V -Photocell 122516 PC277V -Photocell 122517 PC480V -Photocell 122518 • Accessories are field installed. --specify finish. 'Black only. •• • •• AnELTA ~ ENGINEERING .. . • . ,. CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite C Card irr, CA 92007 Tele: (619)9H-8649 Fu: (619)941-~189 . g~ f:A R. Al6hl q /..ti* (j) - Y ,:: 1 Df p!.'f . ~-; .. ' i ;,- Proje~t: .. J1.~~ ...... ~V.!.Y?./~.f ....................... . . By .~:.t1/.~ Date ~:f/?-7..Sht. No. . .. Of .... . Subject .......................................... 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(714) 522-0911 • FAX (714) 522-1149 ::5$r5" 1J-,-'I tc ;z:b?.2 CZ= &=3:f-C> 1, 1 / ,,., {_ / .,..,. /'' Fx . - zot2 X {cg, s-l r6re[ JOB# _____ _ DATE _____ _ DESIGN_----,-~--- SHEET f#_....!<::l-....:..'"f_-...,:..f_r.J __ - - /4o0;1 IJIT RANDBAVA & ASSOCIATES ff7_]')1'7_] CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 4-3 (T-~-._) ! : JOB# _____ _ DATE _____ _ DESIGN------.-,,---- SHEET #_--=l_,_r_-----'-r-'--1 __ - /46')/41 IJIT RANDIAVA & ASSOCIATES §'7_])1'"'7_] CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 'E? ::::. O · JOB# _____ _ DATE _____ _ DESIGN----,-.,---,----- SHEET # _ _;L::::;..,~_-_!_2.. __ I e _ o-,o .r"><: 3 ~ t:? = 1 r--, s. Vf2-~10N ==· ~1,£-~ rr..3 = b~3.T I~. . F>o . ' - £i5)/41 AJIT RANDBAVA & ASSOCIATES §"7_]'2:{'7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. {714) 522-0911 • FAX {714) 522-1149 . . o Mt TT--'£!> JOB# _____ _ DATE _____ _ DESIGN ___ ~=--- SHEET #_----1,(e....l---p;__-_/r.....;,oL.-_ y -Ptf2.,z"C7?.:P . - .A1?MJ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522·0911 • FAX (714) 522·1149 JOB# _____ _ DATE ______ _ DESIGN __ .-=---....,-,=-- SHEET #_--=le!...F---!..I....!....~-- -._.,.. w ·J.-·,l,-J,.. \lrJrtl,-J.,.J WJ.4? X 6-Z-. Ff?.: /7,o I~ ~ ~ ) )!"= ul3 ic vJ 'AB J< .,rr;:, ~-~3-------.:-~.._L &Joi -::::.u .o .Hix g-r o, 1 .::: o, r-G. rc.-c, T-~ rv-.. lvLL ":::-(I, ( x <j =---0 , 8 b-'-F . · ~ ,(7, 7/C) '-::-0 -<?Mx 21 x 1z= .21Jr ic 'fct--..::. 0 ·1 ><: -Z/x /If -=-37,8 1 ~- I <.. ,A'=:__~---+-i -7?1'( 2.,--( / . ,- )"2-·1" F/J./f': . FtvHfcu6,h.J 7t-nJ'8 Tfe IP. A,J>,F,4. -v,7 =-<-= C i:._~7/~~~/U:Jf"(JJ./'?' 7f "2__ :::::-'2-76 · /<:. ~ .::. o, I? 3_x 2--7 6-= S-t:>.& I:: - - ~ AJIT RANDBAVA & ASSOCIATES ff7.JM7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 /J(_o MF NT Ff?--~-M z_ B. l:. T Lt tJ r;__ -r . f--L-I ® = /~.:f-, () L<"· ' Fx =-0 ' /83 1it,T = ~, ft!, 3 >, ,q;, L-=-<!), o I 7 7J {. g'-r ~ lAJ L-L-:::. o, () L. >< t8-r~) --0, 2-ice---;:--- 0 p '-== " 1 o r-8 y g> -r o , o r - Wt..c = o , I ,x R - - - 02-D FRAME ANALYSIS PROGRAM, VERSION: 8.00 THE IRIS GROUP MOMENT FRAME AT LINE -P LF--16 ONUHBER OF JOINTS: 4 GENERATE COORD -NO NUMBER OF MEMBERS : 3 NUMBER OF PROPERTIES CARD= 2 NUMBER OF LOAD CASES= 4 NO.OF LOAD COMBINATIOl/S = 3 ( ru YI) TT?3v . PRISMATIC MEMBERS -YS GENERATE MEMBERS -NO ~-~---,--__.)- FOR ALL MEMBERS, E = 29000,0 E!G = 2.50 UNIT CONV,CODE,INPUT= 1 OUTPUT: 0 NO. OF REMARK CARDS= 0 INPUT CHECKING ONLY -NO 0 0 0 OINPUT UNITS -KIPS & INCHES (COORDINATES IN FEET, WINK/FT) JOINT DATA (JOINT FIXITY , ,. X, Y DISPL. OR ROTATION(R), .. O=ALLOWED, l=NOT) JOINT FIXITY X COORD. Y COORD, FT NO. XYR FT 1 111 .000 ,000 2 111 29.000 ,000 3 0 .000 12,500 4 0 29.000 12,500 !MEMBER PROPERTIES (UlHTS = IN ANP K,) NO, 1 2 OMEMBERS SHEAR HALF SUPPORT WIDTH I AREA AREA AT I AT J E 1240.0 32.00 ?'.50 .oo .00 29000.00 1550,0 18.20 10.20 ,00 ,00 29000,00 (END CONDITIONS, •. O=FIXED BOTH ENDS, l=HINGED AT I 2=HINGED AT J, 3=HINGED AT BOTH ENDS) E/G I/D 2.50 W14X109 2.50 -W24X62 OMEMB JOINTS END KEMB LENGTH ------------CORF.FOR NON-PRISMATIC HEMBERS------------ NO . I J COllD . PROP (FT) K(IJ) "K(JH. C(IJ) FEM(I) FEM(J) 1 1 3 2 2 4 3 3 4 0 0 0 1 1 2 12,50 12,50 29.00 ONUMBER OF EQUATIONS= 12 BAND WIDTH= 9 ONUMBER OF MEMBERS CONNECTED TO JOINTS (FOR GEOMETRY CHECKING) OOCCURRANCE JOINT NUMBERS : 1 2 2 3 4 1 0--------------------------------------0. I I I I I I I I I 0 lLOAD CASE= 1 D.L. ONUHBER OF JOINT LOADINGS: 0 OHEMBER LOADS I I I I I I I I I 0 NUMBER OF MEMBER LOADINGS = ---------------INPUT DATA FOR FIXED END FORCES--------------- - - - MEMB UNIFORM DIST,LOAD(K/FT) TEMPERATURE CHANGES DIREC HOH ENT S ( K,FT) SHEAR FORCE (K) NO. VERTICAL HORIZONTAL DEGREE COEFF, TION FEM AT I FEM AT J MIDSPAN AT I AT J -1.5000 OJOINT DISPLACEMENTS JOINT NO. 1 2 3 4 OMEMBER FORCES X DISP. (IN,) .000 .000 .003 -,003 OMEMBER JOINTS AXIAL NO, I J (K,) 1 1 3 21. 75 2 2 4 21,75 3 3 4 8,97 lLOAD CASE= 2 L,L, ONUMBER OF JOINT LOADINGS= OMEMBER LOADS ,00000 Y DISP. ( Ill. ) ,000 ,000 -.004 -,004 .o ,OOE+OO ROTATION (RAD) ,000 .000 -.001 ,001 -------MOMENT (K,FT)------- AT I MIDSPAN AT J -32,48, 23,60 -79,69 32,48 -23,60 79,69 79.69 -78.00 -79,69 0 NUMBER OF MEMBER LOADINGS= 0//J I T7:E--P, (,,. / --~-------- ----SHEAR(K. )--- AT I AT J -8,97 8,97 8,97 -8,97 21. 75 21. 75 1 ---------------Il/PUT DATA FOR FIXED EllD FORCES--------------- MEMB UNIFORM DIST,LOAD(K/FT) TEMPERATURE CHANGES DIil.EC If O If ENT S ( K,FT) SHEAR FORCE (K) NO, VERTICAL HORIZOI/TAL DEGREE COEFF, TION FElf AT I FEM AT J !HDSPKN AT I AT J -2,4000 OJOINT DISPLACEMENTS · JOINT NO. 1 2 3 4 OMEHBER FORCES X DISP, (IN.) .000 .000 .005 -,005 : : ,00000 Y DISP, (IN,) .000 .000 -.006 -.006 .o .OOE+OO ROTATION· (RAD) .000 .ooo -,002 ,002 OHEHBER JOINTS AXIAL -------MOMENT (K,FT)-----------SHEAR(~.)--- NO, I. J (K,') AT I · MIDSPAN AT J AT I : AT J ----------l-------------. ; ________________________________ . --------------------- 1 1 3 3L80 -51.97 : 3 7. 77 -127.50 2 2 4 34.80 51.97 · -3 7, 77 127.50 3 3 4 14.36 127.50 -124. 80 -127,50 !LOAD CASE= 3 E.Q. ONUHBER OF JOINT LOADINGS= 2 NUMBER OF MEMBER LOADINGS= OJOINT LOADS (JOINT DEFORMATION, IF JOINT RESTRAINED) OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN. NO, X Y (K.FT) LAST INCR. 3 4 17. 0-0 17.00 OJOINT DISPLACEMENTS JOII/T NO. I DISP. ( rn. l .oo .oo Y DI SP, (IN,) .00 .oo ROTATION (RAD) -14.36 H.36 14.36 -14.36 34. 80 34.80 0 - - 1 2 3 4 OMEMBER FORCES OMEMBER JOINTS NO, I J ,000 ,000 ,259 .259 AXIAL (K,) 1 1 3 -5,54 2 2 4 5.54 3 3 4 , 00 ,000 ,000 ,001 -,001 ,000 ,000 -,001 -,001 -------MOMENT (K,FT)-----------SHEAR( K. )--- AT I MIDSPAN AT J AT I AT J 132,15 132,15 -80.35 25,90 80.35 17.00 25,90 80,35 17.00 ,00 -80,35 -5,54 -17. 00 -17,00 5.54 !LOAD CASE= 4 RIGIDITY LOAD ONUMBER OF JOINT LOADINGS: 2 NUMBER OF !fE!fBER LOADINGS = , 0 OJOINT LOADS (JOINT DEFORMATION, IF JOINT RESTRAINED) OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN, NO, X Y (K,FT) LAST INCR, 3 4 1442,00 1442,00 OJOINT DISPLACEMENTS JOINT NO, 1 2 3 4 X DISP, (IN,) ,000 ,000 22.010 22,010 ,00 ,00 Y DISP, (IN,) ,000 ,000 ,076 -,076 ,00 ,00 ROTATION (RAD) ,000 ,000 -,110 -,110 OMEMBER FORCES OMEMBER JOINTS AXIAL (K,) · -------MOMENT (K,FT)--------~---SHEARfI,)--- NO, I J AT I MIDSPAN AT J AT I AT J 1 1 3 -470.07 11209,01 2196.51 6815,99 1442,00 -1442.00 2 2 4 470,07 11209,01 2196,51 6815,99 1442,00 -1442,00 3 3 4 -.oo -6815,99 .oo -6815.99 -470.07 470,07 lLOAD COMBINATIONS ONEW --------------------~--------LOAD COMBINATIONS---------------------------- LOAD NU!f LOAD FAG LOAD FAG LOAD FAG· LOAD FAG LOAD FAG CASE BER CASE TOR CASE TOR CASE TOR CASE TOR CASE TOR ---------------------------------------------------------------------------------I 5 .. 2 :l 1.00 2 1.00 6 3 1 1.00 I 2 1.00 3 1.00 7 2 1 ,85 3 1.00 KBASIC LOAD CASES AND COMBINATIONS KMEMBER LOAD AXIAL -------BENDING MOMENTS--------SHEAR FORCES-- NO, CASE FORCE AT I MIDSPAN AT J AT I AT J -----------------------------------------------------·-------------------------- 1 21, 75 -32,48 23,60 -79,69 -8,97 8.97 2 34. 80 -51. 97 37,77 -127,50 -14.36 14,36 3 -5,54 132,15 25,90 80.35 17.00 -17, 00 4 -410.07 11209,01 2196,51 6815,99 1442,00 -1442,00 5 56,55 -84. 4-5 61.37 -207,19 -23,33 23.33 6 51, 01 47,70 87,27 -126,84 -6,33 6,33 7 12.95 104i54 45,96 12.62 9.37 -9.37 2 1 21. 75 32,48 -23,60 79,69 8, 97 -8,97 2 34. 80 51.97 -31.77 127.50 14, 36 -14.36 '\ ~ ~,! 1 ~ ') 1 ~ ?~ Qt) ~/) ~~ q /)/) -i ~ /l/l Ll--t z, : : 4 470.07 11209,01 2196.51 6815. 99 1442,00 -1442,00 5 56.55 84.45 -61.37 207.19 23,33 -23,33 6 62.09 216,59 -35,48 287.55 40.33 -40,33 7 24.03 159. 75 5,83 148,09 24. 63 -24.63 lf--t, -3 1 8, 9 7 79,69 -78,00 -79,69 21. 75 21. 75 2 14.36 127, 50 -124,80 -127.50 34. 80 34.80 3 .00 -80,35 ,00 -80,35 -5.54 5.54 4 -.oo -6815,99 ,00 -6815,99 -470,07 470,07 5 23.33 207,19 -202,80 -207,19 56.55 56,55 6 23,33 126.84 -202,80 -287.55 51. 01 62,09 7 7.63 -12,62 -66,30 -148,09 12.95 24.03 END OF COMPUTATION********************************************************** /--"-~=-- /' M -r~»r p D f I I /!=-· - - ~ AJIT RAN-DBIVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. 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CONSULTING STRUCTURAL ENGINEERS 16700 VALLEYVIEW AVENUE, SUITE 270 TEL.: (714) 522-0911 FAX: (714) 522-1149 STRUCTURAL CALCULATIONS FOR THE IRIS GROUP CARLSBAD, CALIFORNIA • i No.2009 Exp. ~-30-97 AJIT RANDHA VA & ASSOCIATES JOB NO.: 96-126 DATE: 1-22-97 ENGINEERS: ASR I..) u AJIT RANDHAVA & ASSOCIATES JOB NO. 96 -126 -THE IRIS GROUP INDEX TO STRUCTURAL CALCULATIONS 1. LOADING CRITERIA ------------LC-1 2. ROOF FRAMING DESIGN ------------RF-1 THRU RF -7 3. MEZZ. FLOOR FRAMING DESIGN ------------MF-1 THRU MF -12 4. COLUMN AND FOOTING ------------CF-1 THRU CF -17 5. SLENDER CONCRETE WALL DESIGN ------------w -1 THRU W -50 6. ROOF DIAPHRAGM ANALYSIS ------------RD-1 THRU RD -12 7. SUBDIAPHRAGM ANALYSIS ------------SD-1 THRU SD -3 8. LATERAL FRAME ANALYSIS ------------LF-1 THRU LF -34 9. SHEAR WALL DESIGN ------------SW-1 THRU SW -67 : : • j" ROOF DEAD LOAD W = 4.0 PSF 1.0 PSF 2.0 PSF 2.0 PSF 2.0 PSF 1.5 PSF 1.5 PSF 1.0 PSF 15.0 PSF 2.0 PSF 17.0 PSF LOADING CRITERIA ROOFING INSULATION METAL DECK JOIST CEILING SPRINKLERS MECH. & ELECT. MISCELLANEOUS D.L. FOR JOIST DESIGN GIRDERS D.L. FOR GIRDER DESIGN LR·-\ JOB NO. 96 -126 THE IRIS GROUP BUILDING ROOF LIVE LOAD: 20 / 16 / 12 PSF AS PER UBC TABLE 16-C FLOOR DEAD LOAD w = 36.5 PSF 2.0 PSF 2.0 PSF 3.0 PSF 1.5 PSF 2.0 PSF 47.0 PSF 3.0 PSF 50.0 PSF 3.0 PSF 53.0 PSF 2 1/211 H.R. CONCRETE METAL DECK MECH. & ELECT. CEILING SPRINKLERS MISC. D.L. FOR DECK JOIST D.L. FOR JOIST DESIGN BEAMS D.L. FOR BEAM DESIGN FLOOR LIVE LOAD: 100.0PSF REDUCIBLE LATERAL LOAD . . PER UBC 1994 SEISMIC LOAD : STATIC ANALYSIS . . ------------WIND LOAD I Z =,0.4 ZONE 4 BASIC UBC WIND SPEED = 75 MPH I = t1.0 BASIC WIND PRESSURE = 14.5 PSF C = 2.75 WIND EXPOSURE = C RW = 6.0 V = (ZI9/RW) W = 0.183 W FOUNDATION DESIGN ALLOWABLE SOIL BEARING: 2500 PSF (ALLOW A ONE-THIRD INCREASE FOR SHORT-TERM WIND OR SEISMIC LOADS). MINIMUN FOOTING WIDTH: 12 INCHES. MINIMUM FOOTING DEPTH: 24 INCHES BELOW LOWEST ADJACENT SOIL GRADE. MINIMUM REINFORCEMENT: TWO NO. 5 BARS AT BOTH TOP AND BOTTOM IN CONTINUOUS FOOTINGS. --,/4r.3\Jl AJIT RANDBAVA & ASSOCIATES ff7.J'2:{7..l CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 \)J Tl-=-T )IC { 1.r -t .;;?,0 _) -=-.24--f .# #T Jlf rr vZ 0°b W lL = 7 X :z..O =--/~ ¼ 7 ><= c/f."-r/b) =-?-t'7 ~T 7 ,K /b ==-II z. .fr/fr, UJLL - L-=-t-f;. / / L===-r-8 LL / 2.0 I I ~o~L .L: ~- lvrl-:: ;z:/7 #7 /.J.)e,.t ~ . i/ z ~T. WR = '72-t 7 :/F;f r ! : /12 4t/F-r ! 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(714) 522-0911 • FAX (714) 522-1149 coLoY1 tJ "\t>~ ~ A} - a:rLoM ;J 7c/ 7a./ 7 <Sr_) 7J, l L DATE _____ _ DESIGN _____ _ SHEET# Cr -1 ~L .:=: O • c Je-, X ?2-,:X. ~ 7 .... 3,:J-._6 p ~L. ~o.o /2-").::-4-2;;,cq7 -::. ·..23 7 K 7-tL -:: 4-t ~ ·;::. . ?' _;I Ut"F-BP ~71?,P~(-Z>L.-,_,,. r Lcf ~ ,6? X /ls l"r ~Tlµtj u/ s-# r er;-~-1)./&y_ I If /-{ =2-8 -! -rf;) L = D, o /8' ?><=' ..::..2~ ,-· -= ¢,c?,( 'r::? ~ ... 0.01"2-X ~,-2.-6 . I l c. . ~TL : : . ' T4 · -= '3 fv:r,>< ~ ~ ~ /G'10. -~~ .e - : : ·;- - ~ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. I ,, 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • Fl>:x. {714) 522-1149 7.A) - f-1==.::q-~ ~ L ~ o, o ,g-x: / '3~6 -2-~ -3 Jc:!. - 'f>lL :::. o,o 12-x-1.3 ~ C /~.'2-I<. - IC--Lf-o ,er - JOB #_?-r,_6""'-·-~/z,.tf' __ _ DATE _____ _ DESIGN ___ __, __ SHEET#_-=:,C~t_-__.,,2..=-- r:!ot",,~x 1r'I' ~"D'f?ut; uy ±--#-::t---,;A. 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(1,L~ o.o[f.XLl-'f-/ :. 2Ji,t ~ ,7u == o.ol'J~~q. { :::: ~ ~ t, ~ ::-~t J !"E 8 'I',¢ -STD. r, pb o,Ld1--1~ l,==-IC,..1 f,tu<.?'lu= /q..Jo f<f: • • • ·r • /46)/41 AJIT RANDBAVA & ASSOCIATES J~}1'.CU CONSULTING STRUCTURAL ENGINEER.S INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 JOB# ______ _ DATE ______ _ DESIGN ____ -:,--_ SHEET #_-=G.=F---~~-- :::::i.C, /' H::: /6·<r H = /a.r-/ f<c;;f. T~A ~ = 4-{£-x-Vj - M,:f-2.?. T-4 . ::-,~ f, t-x vr .:: /?-76 PT"2 91¥-r T 2.., P=-4~ !J( LL~ to r<T- fpt.::-o,o !] x:12--7G.: 2-1'1 ~ 7>L-c... :::,. o." t i...>c. 12-7 f:,. = IS-.... 4 K X rf>L :::- 'S:-ft.'-:-- ':2:-Pr"'~ 7 ~--:--3> ' , !}-A, f> -;a. '2 'fpL::,..o,of-8--i<:'ftC/--:tj,o l'- ,>LL:::. o, rrr6 X Cf l<f::: ..ff-.-lt ~ tc::. . 811¢' ,G n,; <ft~"" L Ft ; e.f/ p ;J«,>W .,, '/ .h>µ stp ~· ~ «P. 'f1#;. .d; gt ON~?< lg// pt7T/~- 1/ l-:/(~-~/4-c.JfrY. 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'>< -I tT. ~ 7?,,v'C i, , ! uy ..;f--# J-J:-A--w /J-y, . r • • •• /4DJ/41 IJIT RINDBIVI & ASSOCIATES ff7.J~7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 Ct!L . .2 B 1 4-t-ft (, H:;.I~/ .. 0,0S-8:>tC' 71 $.& o, (S ~ X'"'?I~ - -- ::: #,Cf\<: 9-~-cr te B lA-~ 1<Z-. JOB# _____ _ DATE ______ _ DESIGN _____ _ SHEET #_-=e'-'-r_-~Cf __ 'fa-~ "5S-J6 .... · ... · . LC.~ ~(t" F(r- ~ L .:=:-o. o rt5..,c rs ef' - '!L-c. .::. o" o 6a--;e rs g; = : : . i" ;;> ¥. == 7 ~ .. --:::. ; • • • /4oJ/4l AJIT RANDBAVA I ASSOCIATES ff'l.J'2:{'7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714} 522-0911 • FAX (714} 522-1149 cd-c.J M tJ ~ rt:n:J nif~ "1>;~ , ~N . JOB# ______ _ DATE ______ _ DESIGN __ ~-~- SHEET # __ C:_,:f_-~/_v __ (3g -f<::) Q:JL. ~ t-t.,r 3°13-L Re-6'"F-T-~ ~ Jvp;-~ -;;., T 4 , ,.:: ,~x,c.,,c--= /63 'F--T2 t.3,r/ . I f(Jo"f H=l3lr I H9z. H ..:-rg .. s- ~o:ti""f-: T 4 - f1;.z2 -7=A .: ;<'PLC .. -= o. I >< t&& • I I/Y/2)<~ ::: ?37=-T 2,.,._ 7 ,c:: =:tt:f, . r , le, 1f-l > 1-2,2. .. (tlLuµA/. • • • ~ AJIT RANDBAVA & ASSOCIATES ff'l.J~iJ CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 Cd v ,,._, IU ¢ ~ T/~ ~ k$ ,,J JOB# _____ _ DATE _____ _ DESIGN ___ -=------ SHEET #_--=:Cc....:...'F_,-/~7!--- ed....., ·a, $M, ~11, fl~. TA := ;2~.x-~-r _ ;t-0¢ rT2 k~·z.s 1t LL::::72-f({_. , sf\}, _ /t.,t v:2 • ,~-01/ >~ ;>C 18 ,, p--6DT;,4..;-G, ~ . C -~ :r-~-CV fr'7, ::s e ,'ff, {PL~ o.or2, X379 .: , : ~L,, c_ ~ O.t> ~ 2.. -,,cJ78 - ·r ~ Zl-'f L<: ? 1, 0 • • ~ AJIT RANDBAVA & ASSOCIATES ff7.J2.ri.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 ():;[ GI/Jf ,J kU D r-ef071Nf ¢>~ I~ JI· JOB# ______ _ DATE ______ _ DESIGN ___ --:---:--- SHEET # _ _;C=-T_-....... l'---~c=.....-- Co L-aJI> -/ ~:re, 'f.7 J-f, d'. ::t-1-1/ .I s-1< . 1:Tc, ,: -C\ -==--/r .~ ><-.:z-(/ =-~ ¥ 2.... l°T z.. t . .3, r. \..<Z..' (;-(() I'/~~ >e/8 ~,.... ~T/~ .. --.... -~--w/ -L..:: -=f> r . ,f$'./J-u.1 ti~ . ·r • • • ~ AJIT RANDBIVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 ~ 1-e_,, 't)J;,S1,f J\.) J I/ p <p,pF Cc;1Lu MN -??rt ~ :;:: I Lf O I<. r1.2.--"J,7r~xt£7f) ~ -.:2.~a-t // z:::i.. JOB# _____ _ DATE _____ _ OESIGN_-=---:---=--- SHEET # CF:-(!3 ;;( • • • /4r5)/41 AJIT RANDBAVA & ASSOCIATES ff7.l}1'7..l CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 ~--t"?-1/ ft5 __ s-_tC_._~_f .;;;,,_,_P_:;; __ c_oL . 'f w.. e,,-'-tCJ = ~2-1 t< 1f' .::. I ' 71t ':I>-YI : 13-ft".$$ /e (1~-~,rx-f#J)-:::-~,'36' ~ e 9g;_.'.L· ....... o·. 3 8 2 ~, /..--o~/D · {'~o-o,9T<~r) h -= 2 ~ 8 l ·::? JOB# _____ _ DATE _____ _ DESIGN ___ ~-- SHEET #_=C..._"l~I_,_· ¢ __ : : 'i" -· -· - CF-I~ 13-11 INDIVIDUAL SQUARE FOOTINGS f'c ~ 3,000 psi/ 1--------------------------1 DESIGN SOIL PRESSURE 1600 psf (SAFE BEARING PRESSURE 1000 psf) fv = 60,000 psi Size B 4'-6" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6 .. 9'-0" 9'-6" 101-0" 101-6" 11 '-0" 11 '-6" 12'-0" 12'-6" 13'-0" 13 '-6' 14'-0" 14'-6" 15'-0" 16'-0" 17'-0" 18'-0" 19'-0" 20'-0" 4'-6" 5'-0' 5 1-6" 61-0" 61-6' 7 1-0" 7'-6" 8'-o' 8'-6" 9'-0" 9'-6" !Q'-0"' I 101-6' 11 '-0' 11 '-6" 12'-0' 12 1-6" 13'-0" !3'-6' 14'-0' 14 '-6' 15'-0" 16'-0" 17'-0' 18'-0'' 19'-0' 20'-0' Thick• ness (in.) 12 12 12 12 12 12 12 12 12 13 13 14 14 15 16 16 17 18 18 19 19 20 21 22 23 24 25 Min. Col. Size (in.) 10 10 JO JO 10 10 10 JO 10 10 10 10 10 10 JO 10 10 · 10 10 10 10 10 10 10 10 JO 10 Mat Bars Each Way Quantity 4 5· 5 5 6 6 7 7 8 9 7 8 9 9 JO 11 11 12 10 JO 11 11 13 15 16 14 15 Bar Size 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 8 8 Spacing (in.) 16.0 13.5 15.0 16.5 14.4 15.6 14.0 15.0 13.7 12.7 18.0 16.2 15.0 15.7 14.6 13.8 14.4 13.6 17.3 18.0 16.8 17..4 15.5 14.1 • 14.0 17.0 16.7 Weight Bars ·per Footing (lbs.) 33 47 52 57 75 81 102 109 133 159 189 228 270 283 330 380 396 450 531 551 629 652 823 1011 1144 1383 1561 Volume of Concrete (c:u. yd.) 0.7 0.9 1.1 1.3 1.5 1.8 2.0 2.3 2.6 3.2 3.6 4.3 4.7 5.6 6.5 7.1 8.1 9.3 10.1 11.4 12.3 13.8 16.5 19.6 23.0 26:7 30.8 DESIGN SOIL PRESSURE 3200 psf (SAFE BEARING PRESSURE 2000 psf) 12 12 12 12 13 14 15 16 17 18 18 19 20 21 22 23 24 25 26 27 27 28 29 31 32 33 35 10 10 10 10 10 ''l0 10 10 10 10 JO ·10 10 10 10 10 10 10 10 10 ll 11 12 12 13 14 T4 4 7 5 6 7 7 6 7 8 8 7 8 16 9 10 11 9 12 10 IT 12 13 14 16 14 16 17 5 4._ 5 ·5 5 5 6 6 6 6 7 7 5, 7' 7 7 8 7 8 8 8 8 8 8 9 9 9 16.0 9.0 15.0 13.2 12.0 13.0 16.8 15.0 13.7 14.S 18.0 16.2 8.0 15.7 14.6 13.8 18.0 13.6 17.3 16.2 15.2. 14.5 14.3 13.2 16.I 14.8 14.6 33 42 52 69 87· 94 126, IS'l 192 204 257 310 333 386 449 517 576 613 694 792 897 1006 1158 1409 1665 2012 2254 CONCRETE REINFORCING STEEL INSTITUTE 0.7 0.9 I. I 1.3 1.6 2.1 2.6 3.1 3.7 4.5 5.0 5.8 6.8 7.8 8.9 10.2 11.5 13.0 14.6 16.3 17.S T 9.4 22.9 27.6 32.0 36.7 43.2 Column Design Capacity (kips) 28 34 42 so 58 68 78 88 100 111 123 135 149 161 174 190 203 217 234 248 266 281 315 351 387 425 465 60 74 90 107 125 144 165 !86 209 233 260 286 314 342 372 402 434 466 500 534 573 609 689 768 855 946 1035 ~-- •• • • £6)/47 AJIT RANDBAVA & ASSOCIATES ff7J21'iJ CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 X ~ C :· WA-'trl.. JOB# ______ _ DATE ______ _ DESIGN _____ _ SHEET # (F-I6 L-1 ><. ) b x. ( t 7 -t , , )/, o-1n ::::-z.o, t {<..0-0~ L '5-I . J. ~ 1 p-s -I 'L, . I.. -f'-t.. .1-I ,, , 11 11 11 > ·-0 X(_$-0 X l a '-J/ ·lf-:ttc-> LbN q. -# 5°@ \ S°'' o. c... T~A-i-.JS_ : : Wt4-Ll- ; I b X <, t..._ )( ( S .f +1 01)) Ii~ p g -?, °1 • "L /J, x_ s 1.. X ( I l i / b ) /le 170 -t I:. , j . -pl t>'lJ ,~ . r --------- < ' I-I ,, -~ -(J .x \ J-1 _b ,, xtcf - /46)/41 AJIT RANDIAVA & ASSOCIATES ff7._)}1''7.J CONSULTING STRUCTURAL ENGINEERS INC. G) 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 -- I ,;:, X s (.. ;< ( 3 S-f-1 i)C:, Yi 1S"'i, 0 - "Z-l ,x. ~ o >( ( 11 i-I 6) /t"""o 7.. -!;--t> 2, / 2- T'\ I I , , fJ I ,, 'I" ;s--b X er· -{.. ~ { J· : : . r JOB# ______ _ DATE ______ _ DESIGN ______ _ SHEET# a-17 Wr4-t-L - - - IN} * * * * * * * * * * * * * * * * * ** * * * * * * ** * * * * * * * * ** * * * * * * * * * * * * * * * * ** * * **'* * * * * * ** * * ** SOLID CONCRETE TILT-UP PANEL JOB #:96-126 ~ THE IRIS GROUP *********************************************************************** Wall Thickness, Clear Height, Parapet Height, Analysis Width tw = 8.00 Lu =28.00 tp = 2.50 == 1.00 1. LATERAL LOADS -------------------- WIND: WW = gs X Ce gs = 14.5 Ce = 1.1 Cg = 1.2 WW = 14.5 WW = 14.5 X * * in ft ft ft 4- Cg psf BASIC WIND SPEED= 90 mph EXPOSURE= C (0 -20'); J..2 ( > 20' ,<30') inward & outward 1.1 * 1.2 * 1.2 = 18.75 1.2 = 21.05 psf psf (0 -20') ( > 20') SEISMIC: ws = 0.30 * W ws = 0.30 * 0.67 *150.00 = 30.00 psf SEISMIC Ws = 30~00 plf l<------------------->I I I RF RR RR= 498.35 lbs RF= 416.65 lbs X = 13. 9 ft Ms max= 34.720 k-in 2. VERTICAL LOADS ----------------~---e = 3.5 + 4,. 000 ROOF~ P1(~L)= 23.00 * WALL: p2· =i 16.50 * WIND 20.0 ft 10.5 ft Ww= 18.75 plf 21.05 plf l<-------->l<-------------->I I RF RR= 333.27 lbs RF= 262.76 lbs X = 14. 0 ft I RR Mw max= 22.096 k-in = 7.500 inches 1.0 * 13.0 1.0 * 0.667 * psf / 1000. = 0.2~9 k 1. 65p k ' • i" 0.150 = TOTAL= 1.949 k Slender Concrete Wall Design Per 1994 UBC 1914;8 DESIGN SECTION: T = 8 IN x B = 12 IN Lu= 28.000 lft) F~ = 4.000 ksi) a = 5.313 in) Concrete TyRe = Normal Fy = 60 ( ks i) b = 12.00 (in) We= 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow) = 0.04 . F~ .Ag ........... = 15.360 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0.6 . Pb .b.d .......... = ·1.090 (in 2) Steel Area, As= ·o.2067 finZ) ..... USE# 5 Bars@ 18" o/c Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dCin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE· < 2 > U = 0.9D +I.Ix 1.3E:Llfil.. P2 = 1.650 kips PU2 = 1.485 kips P1 = 0.299 Jkipsl PU1 = 0.269 lkipsl e = 7.500 (in) Py = 1.949 kips Pu = 1.754 kips MCLat> = 34. 2 (in.kips) Mu = 49.650 (in. ips) d = • • • • • • • • • . • • . • • . • • • • •. • . . . . . . • • • • • • • • • • . . • • • . . • • • • • • • • = p = 0. 9 -[ 2 . Pu/F ~ . Ag] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 5.313 (in) 0.891 . a = [ As. Fy + Pu ] / 0. 85 . F ~ . b . .. .. . . . . . . .. .. .. . . . . = c = a / 0. 85 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -- 0.347 (in) 0.408 (in) Icr = n.[ As.(d-c)A 2 + (Pu/Fy).(t/2 -c)A 2 ] + (be/3).cA3 = Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................. = Bn = Mn.LuA 2 / 9.6. E.Icr ........................... = 56.484 (in4) 70.442 (in.kips) 4.069 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -1.009 (in.kips) Mu (P.6) = [ Pu1 + Pu2 ] x S ........................... = 7.138 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.S) pMn = p.As.Fy.(d -a/2) + Pu.(t/~ -a/2) = = 55.78 (in.kips) 63.49 (in.kips) Check,Service Load Deflection : Blim = Lu/150 = 2.24 (in) beff = 12.00 (in) Ms = M(lat) -P1 .e/2 +Py.Slim ............. = ........ = 37.96 (in.kips) Mer = · 5. F~A 1f2_.be.tA 2/6 ................ : ......... , .. = 40.48 (in.kips) Ser= ·Mer•LuA 2 / 9.6. E.Ig .= ••• · ................. : .. = . o_.26 (in) o.k B5 = Ber + [Bn -:Berl X [Ms -Mcr]/[Mn -Mer] ...... = 0'.24 (in) o.k. LOAD CASE SUMMARY: SEISMIC GOVERNS [Mu/ ~Mn] Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X [ 1.40 + 1.1 X 1.7ECIN> ] U = 0.9D + 1.1 x l.3Ecrn> U = 0.75 x ·f 1.4D + 1.1 x 1.7EcouY> ] U = 0. 9D + . I x I. 3 Ecoun = 0.867 = 0.879 <=== = 0.816 = 0.818 - - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 ********************************************************************* Wall Thickness, Clear Height, Parapet Height, Lower Panel Leg Upper Panel Leg Open'g Height, tw= Lu= Lp= = P-1 L 8.00 26.00 4.50 8.00 = 18.00 in ft ft ft ft ft Lo= 9.00 1. LATERAL LOADS WIND: 70.0 mph WIND SPEED; p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 ( 0-20 I) i Cq = 1.2 inward & Wwl = 14.5 * 1.1 * 1.2 * Ww2 = 14.5 * 1.2 * 1.2 * SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * Ws2 = 0.30 *100.00 * SEISMIC W = 240.00 540.00 p/f L = 9.0 17.0 4.5 ft l<---->l<---->l<--->I A /\ 1--> X I RF RR RR = 9193 lbs RF = 4577 lbs Mopng =413.89 k-in Mmax @ X =13.476 ft Mmax = 442.6 k-in 2. VERTICAL LOADS . : . --------·----·----- EXPOSURE . C . 1.2 ( > 20 1 ) outward 18.00 = 337.47 p/f . (0 -20 I) ' 18.00 = 372.71 p/f . ( > 20') ' 8.00 = 240.00 p/f 18.00 = 540.00 p/f WIND 337.47 372.71 p/f 20.0 10.5 ft !<-------><------->! I I RF RR RR = 6396 lbs RF = 4266 lb_s Mopng = 296.76 k-in Mmax @ X = 12.64 ft· Mmax ,=: 323.62 k-in ·;- e = 3.500 Pl= + 4.00,0 = 7.500 inches ROOF WALL : P2 = 23.00 * 18.00 * 13.0 psf / 1000 = 5.382 k 17.86 * 18.00 * 0.667 * 0.150 kc£ = 32.144 k TOTAL =37.526 k :e, Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 96 IN Lu= 26.000 lft) F~ = 4.000 ksi) a = 5.313 in) Concrete TyRe = Normal Fy = 60 ( ksi) b = 96.00 (in) We= 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow) = 0.04 . F~ .Ag ........... = 122.880 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6. pb.b.d .......... = -8.724 (in 2) Steel Area, As= 2.6400 (in~) .... USE 6 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : · dCin> = 5.313 (in) dcout> = 6.063 (in) LOAD CASE < 2 > U = 0.90 + 1.1 x l.3Eill2.. P1 = 5.382 lkipsl Pu1 = 4.844 lkipsj P2 = 32.144 kips Pu2 = 28.930 kips Pr = 37.526 kips Pu = 33.773 kips Mctat> = 442. 0 (in.kips} Mu = 632.918 (in. ips) e = 7.500 (in) d = ••••••••.•..••.•••.•.••...••.••.•••••••••.•••••••.••... p = 0.9 -[2. Pu/F~.Ag] ............................ . a = [ As. Fy + Pu ] / 0. 85 . F ~ . b .................... . C = a / 0. 85 · ........................................ . = 5.313 (in) = 0.878 ;= 0.589 (in) = 0.693 (in) Icr = n.[ As.(d-c)A 2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 672. 839 (in 4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2)-................ . = 920.100 (in.kips) Sn = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 3.847 (in) Mu (P.e} = Pu1 .e/2 ..............•..•....•.............. = -18.164 (in.kips) Mu (P.6) = [ Pu, + PU2 ] x 6 ............................ = 129.943 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.6) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 744.70 (in.kips) = 823.13 (in.kips) Check ,Service Load Deflection : Slim = Lu/150 = 2.08 (in) beff = · 96. 00 (in) Ms = M(lat) -P1 .e/2 +Pr.Slim ............ = .......•• = 500.47 (in.kips) Mer=. 5. F~A1/_2.be._tA2/6 ............... _, ............ = 323.82 (in.~ips) o.k Ser= ·,Mer·LuA 2 / 9.6. E.Ig = ........... .-......... 1 ••• = 0.22 (in) Ss = Ber + [Sn -: Ber] X [Ms -Mcr]/[Mn -Mer] .•.... = L30 (in) o.k. LOAD CASE SUMMARY SEISMIC GOVERNS [ Mu / pMn ] Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X f 1.4D + 1.1 X 1.7ECIN) ] U = 0.9D + .1 x 1.3Ec~> U = 0.75 x ·f 1.4D + l.1 x l.7Ecour, ] U = 0.9D + .1 x 1..3Ecoun = 0.897 = 0.905 <=== = 0.864 = 0.860 : ~ lkJ- ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB N0:96-126 ********************************************************************* P-1 R, ZL Wall Thickness, tw= 8.00 in Clear Height, Lu= 26.00 ft Parapet Height, Lp= 4.50 ft Lower Panel Leg = 5.00 ft Upper Panel Leg = 15.00 ft Open'g Height, Lo= 9.00 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); Cq = 1.2 inward Wwl = 14.5 * 1.1 * 1.2 Ww2 = 14.5 * 1.2 * 1.2 SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 Ws2 = 0.30 *100.00 SEISMIC W = 150.00 450.00 p/f L = 9.0 17.0 4.5 ft l<---->l<---->l<--->I A 1--> X RF RR = 7583 RF = 3442 Mopng =330.43 Mmax @ X =13.649 Mmax ..,.. 357.2 2 . VERTI-CAL LOADS ' ----------~-------- A I RR lbs lbs k-in ft k-in & * * * * EXPOSURE . C . 1.2 ( > 20') outward 15.00 = 281.23 p/f . (0 -20'} I 15.00 = 310.59 p/f ; ( > 20') 5.00 = 150.00 p/f 15.00 = 450.00 p/f WIND 281.23 310.59 p/f 20.0 10.5 ft l<-------><------->I A A I I RF RR RR = 5330 lbs RF = 3555 lb_s Mopng = 247.30 k-in Mmax @ X = 12.64 ft· Mma¥ = 269.68 k-in ·r e = 3.500 + 4.000 = 7.500 inches ROOF: Pl= WALL : P2 = 23.00 * 15.00 * 13.0 psf / 1000 = 4.485 k 17.86 *·15.00 * 0.667 * 0.150 kc~ = 26.787 k TOTAL =31. 272 k Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 60 IN Lu= 26.000 !ft} F~ = 4.000 ksi) a= 5.313 in) Concrete TyP.e = Normal Fy = 60 (ksi) b = 60.00 (in) We= 150 (pcf) Ee= 3604 (ksi) n = 8.05 P(allow) = 0.04 . F~ .Ag ........... = 76.800 (kips) ........ o.k. Pb= 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0.6 . Pb .b.d ... _ ....... = ,5.452 (in 2) Steel Area, As=. 2.2000 (inZ) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth· ..... = 0.750 (in) Effective Depth to Steel : d<in> = 5.313 (in) dcout> = 6.063 (in) LOAD CASE < 2 > U = 0.90 +I.Ix 1.3Ei!fil. P1 = 4.485 lkipsl Pu1 = 4.036 lkipsl P2 = 26.787 kips Pu2 = 24.108 kips Pr = 31.272_ kips . Pu = 28.145 kips McLat> = 357.20 (rn.k1ps) Mu = 510.796 (in. ips) e = 7.500 (in) d = •••••••••..••••.•..•.•••.••.•.••.•••••.•••..•..•••... = 5.313 (in) p = 0.9 -[2 . Pu/F~ .Ag] ............................ . a = [ As. Fy + Pu ] / 0. 85 . F ~ . b .................... . C = a / 0.85 . . ....................................... . = 0.871 0.785 (in) = 0.924 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 519.072 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 751.036 (in.kips) 6n = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 4.071 (in) Mu (P.e) = Pu1 .e/2 ..........•.......................... Mu ( p. 6) = [ Pu1 + Pu2 ] X 6 .......................... . = -15.137 (in.kips) = 114.574 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.6) = 610.23 (in.kips) ,SMn = ,S.As.Fy.(d -a/2) + Pu.(t/2 -a/2·) = 667.04 (in.kips) .... o.k Check Service Load Deflection : 6 Lim = Lu/150 = : 2. 08 (in) beff! = 60.00 (in) , Ms = M(lat) -P1 .e/2 +Pr.Slim ......... : ............ = 405.43 (in.kips) Mer = 5. f~A1/2.be.tA2/6 ...........•......... , ...... = 202.39 (in.kips) 6cr·r= Mcr•LUA 2 / 9.6. E.Ig · .......• ·~ ........ .' ..•... ; =· 0.22-(in)' 65 = 6cr + [~n -Ser] X [Ms -Mcr]/[Mn -Mer] ...... -=' 1.65 (in) o.k. LOAD CASE SUMMARY: SEISMIC GOVERNS [Mu/ ,SMn] Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X [ 1.4D + 1.1 X 1.7EcrN> ] U = 0.9D + 1.1 x 1.3Ecun U = 0.75 x ,r 1.40 + 1.1 x 1.7EcoUT) ] U = 0.90 + LI x 1.3Ecoun = 0.912 = 0.915 <=== = 0.879 = 0.870 - . -w7 ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 ********************************************************************* P-2 R Wall Thickness, tw= 8.00 in Clear Height, Lu= 26.00 ft Parapet Height, Lp= 4.50 ft Lower Panel Leg = 9.58 ft Upper Panel Leg = 19.58 ft Open'g Height, Lo= 9.00 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE . C . p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); 1.2 ( > 20 I) Cq = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 19.58 = 367.10 p/f ; (0 -2D°') Ww2 = 14.5 * 1.2 * 1.2 * 19.58 = 405.42 p/f . ( > 20') I SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 9.58 = 287.40 p/f Ws2 = 0.30 *100.00 * 19.58 = 587.40 p/f SEISMIC WIND W = 287.40 587.40 p/f 367.10 405.42 p/f L = 9.0 17.0 4.5 ft 20.0 10.5 ft -l<---->l<---->l<--->I !<-------><-----~->! I'\ I'\ I'\ I'\ 1--> X I I I RF RR RF RR. RR = 10041 lbs RR = 6958 lbs RF = 5175 lbs RF = 4641 lb? Mopng =457.85 k-in Mopng = 322.81 k-in Mmax @ X =13.406 ft Mmax @ X = 12.64 ft Mmax := 487.6 k-in Mmax = 352.03 k-in ! 2 . V.ERTI CAL LOADS ----~--------------. i. e = 3.500 + .4. 000 = 7. 500 inches ROOF : Pl = WALL : P2 = 23.00 * 19.58 * 13.0 psf / 1000 = 5.854 k 17.86 * 19.58 * 0.667 * 0.150 kc~ = 34.966 k TOTAL =40.820 k - - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 114 IN Lu= 26.000 !ft) F~ = 4.000 ksi) a = 5.313 in) Concrete Type= Normal Fy = 60 (ksi) b = 114.00 (in) We = 150 (pcf) Ee= 3604 {ksi) n = 8.05 Pcallow> = 0.04. F~.Ag ........... = 145.920 (kips) ........ o.k. Pb = 0.85A 2.{ F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6. pb.b.d .......... = 10.360 (in 2) Steel Area, As= 2.6400 (ing) .... USE 6 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 {in) Effective Depth to Steel : dCin> = 5.313 (in) dcout> = 6.063 (in) LOAD CASE < 2 > U = 0.9D + 1.1 x 1.3Eillil. P1 = 5.854 lkipsl Pu 1 = 5.269 !kipsl P2 = 34.966 kips Pu2 = 31.469 kips Pr = 40.820 kips Pu = 36.738 kips MClat> = 487. 0 (in.kips) Mu = 697.268 (in. ips) e = 7.500 (in) d = ••••.•••.•••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) ,S = 0.9 -[2 . Pu/F~ .Ag] ............................ . a = [ As . F y + Pu ] / 0 • 85 . F ~ • b ••••••••••••••••••••• C= a/0.85 ........................................ . Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 0.880 0. 503 (in) = O. 592 (in) = 700.885 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 939.410 (in.kips) Sn = Mn.LuA 2 / 9.6. E.Icr .......................... . = 3.771 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -19.757 (in.kips) _Mu (P.5) = [ Pu1 + Pu2 ] x S ........................... = 138.541 (in.kips) Total Factored ·oesign Moment: Mur = Mu + Mu(P.e) + Mu(P.S) ,SMn = ,S.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 816.05 (in.kips) = 843.09 (in.kips) , , Check Service Load Deflection : Slim = Lu/150 = 2.08 (in) . beff = 114.00 (in) . Ms = M(lat) -P1 .e/2 + Pr .Slim .... : ................. = 550.55 (in.kips) Mer= 5. F~A1/2.be.tA2/6 ...... ., ......... , ... -....... = 384.53 (in.kips) o.k -r Ser= Mer•LiJA 2 / 9.6=. E-.Ig ... ·; ........ .' ...... : .. ; .. = -0.22 (in)' 6s =Ser:+ [60 -Ser] x [Ms -Mcr]/[Mn -Mer] .~ .. ; .. = 1.28 (in) o.k. LOAD CASE SUMMARY: SEISMIC GOVERNS [Mu/ pMn] Load Case < 1 > Load Case < 2 > Load Case < 3 > load Case < 4 > u = 0.15 x r L4D + 1.1 x 1.1E,rn, J U = 0.9D + 1.1 x l.3Ec~> U = 0.75 x .r 1.4D + 1.1 x 1.7Ecoor) ] U = 0.9D + LI x l.3Ecoon = 0.957 = 0.968 <=== = 0.923 = 0.921 I , *********************************************************************q CONCRETE PIERS FOR PANEL W/OPENINGS: JOB N0:96-126 vJ I ********************************************************************* P-3 L Wall Thickness, Clear Height, Parapet Height, Lower Panel Leg Upper Panel Leg Open'g Height, tw= 8.00 Lu= 27.00 Lp= 3.50 4.00 8.00 Lo= 12.50 = = 1. LATERAL LOADS WIND: 70.0 mph WIND p = Ce X Cg X qs = 14.5 Ce = 1.1 Cq = 1.2 Wwl = 14.5 * Ww2 = 14.5 * 1.1* 1.2 * in ft ft ft ft ft SPEED; gs psf (0-20'); inward & 1.2 * 1.2 * 0.30 * W EXPOSURE . C . 1.2 ( > 20 I) outward 8.00 = 149.99 p/f . (0 -20') I 8.00 = 165.65 p/f . ( > 20 I) I SEISMIC: Ws = ZONE-4 Wsl = Ws2 = 0.30 *100.00 * 4.00 = 120.00 0.30.*100.00 * 8.00 = 240.00 p/f p/f SEISMIC W = 120.00 240.00 p/f L = 12.5 14.5 3.5 ft l<---->l<---->l<--->I I'\ 1-~> X RF RR = 3787 RF = 2033 Mopng =198.77 Mmax @ X =14.720 Mmax = 199.5 2·. VERTICAL LOADS e = 3.500 ROOF : Pl = WALL: P2 = I'\ I RR lbs lbs k-in ft k-in + 23.00 17.16 4.000 * 8.00 * 8.00 = * * WIND 149.99 165.65 p/f 20.0 10.5 ft l<-------><------->I I'\ I'\ I I RF RR RR = 2738 lbs RF = 2001 lbs Mopng = 159.61 k-in Mmax @ X = 13.34 ft· Mmax = 160.25 k-in 'i" 7.500 inches 13.0 psf / 1000 = 2.392 k 0.667 * 0.150 kcf, = 13.725 k TOTAL =16.117 k . r Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 48 IN Lu= 26.000 lft) F~ = 4.000 ksi) a = 5.313 in) Concrete TyRe = Normal Fy = 60 (ksi) b = 48.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow) = 0.04 . F~ .Ag ........... = 61.440 (kips) Pb= 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6. pb.b.d .......... = -4.362 (in 2) o.k. Steel Area, As= 1.3200 (in~) .... USE 3 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) · Effective Depth to Steel : · d<in> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.9D + 1.1 x l.3Eilfil.. P1 = 2.392 lkipsl Pu1 = 2.153 !kipsl P2 = 13.725 kips Pu 2 = 12.352 kips Pr = 16.117 kips Pu = 14.505 kips Mclat> = 199. 0 (in.kips) Mu = 285.285 (in. ips) e = 7.500 (in) d = •....•.•.•..•.•.•.••••.•..•.•••......•.•••.•.....••.. = 5.313 (in) p = 0.9 -[2 . Pu/F~ .Ag] ............................ .. a = [ As. Fy + Pu ] / 0. 85 . F ~ . b ................... .. C = a / 0. 85 ........................................ . Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 0.881 r= 0.574 (in) = 0.675 (in) = 334.724 (in4) Mn = As.Fy. (d -a/2) + Pu. (t/2 -a/2) ................ . = 451.909 (in.kips) Sn = Mn.LuA 2 / 9.6. E.Icr .......................... . = 3.799 (in) Mu (P.e) = Pu1 .e/2 ............•..........••............ = -8.073 (in.kips) Mu (P.S) = [ Pu1 + Pu 2 ] x S ........................... = 55.099 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.S) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 332.31 (in.kips) = 404.59 (in.kips) o.k Check Service Load Deflection : Slim = IJu/150 = 2.08 (in) beff = 48. 00 (in) Ms = M(lat) -P1 .e/2 + Pr .Slim ; .................... = 224.05 (in:kips) Mer "." 5. f~A 1J2.be.tA 2/6 ... _ ............... · .......... = 161.91 (in.~ips) Ser= Me~.LuA 2 / 9.6. E.Ig · .......... i ..... ,; .. · ...... = 0.22 (in) Bs = 9er + [Sn -Serl x [Ms -Mcr]/[Mn -Mer]~ ..... = 0.99 (in) LOAD CASE SUMMARY : SEISMIC GOVERNS [ Mu / pMn ] Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X [ 1.4D + 1.1 X 1.7ECIN) ] U = 0.9D + 1.1 x 1.3Ecun U = 0.75 x .[ 1.4D + l.1 x 1.7Ecoun ] U = 0.90 + 1.1 x l.3Ecoun = 0.815 = 0.821 <=== = 0.782 = 0. 778 t o.k. ********************************************************************* l CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO: 96-126 w· .( ********************************************************************* ,_. P-3 R Wall Thickness, tw= 8.00 in Clear Height, Lu= 27.00 ·ft Parapet Height, Lp= 3.50 ft Lower Panel Leg = 2.00 ft Upper Panel Leg = 6.0Q ft Open'g Height, Lo= 12.50 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE . C . p = Ce X Cg X gs gs = 14.5 psf Ce = 1.1 (0-20 1 ); 1.2 ( > 20 I) Cg = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 6.00 = 112.49 p/f i (0 -20 1 ) Ww2 = 14.5 * 1.2 * 1.2 * 6.00 = 124.24 p/f . ( > 20') , SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 2.00 = 60.00 p/f Ws2 = 0.30 *100.00 * 6.00 = 180.00 p/f SEISMIC WIND --------------- w = 60.00 180.00 p/f 112.49 124.24 p/f -L = 12.5 14.5 3.5 ft 20.0 10.5 ft l<---->l<---->l<--->I l<-------><------->I -----------------------------------------"' "' "' /\ 1--> X I I I RF RR RF RR RR = 2754 lbs RR = 2053 lbs RF = 1236 lbs RF = 1501 lbs Mopng =135.53 k-in Mopng = 119.71 k-in Mmax @ X =15.202 ft Mmax @ X = 13.34 ft Mmax = 137.1 k-i.n : : Mrnax = 120.19 k-in 2. VERTICAL LOADS ~ -------------------·j" ' e = 3.500 + 4.000 = 7.500 inches ROOF . Pl = 23.00 * 6.00 * 13.0 psf I 1000 = 1.794 k . WALL . . P2 = 17.16 * 6.00 * 0.667 * 0.150 kcf, = 10.293 k TOTAL =12.087 k - 'i" Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8·1N x B = 24 IN Lu= 27.000 !ft} F~ = 4.000 ksi) a = 5.313 in) Concrete Type= Normal Fy = 60 ( ksi) b = 24.00 (in) Pcallow) = 0.04 . F~ .Ag ........... = Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = As (max) = 0.6 . Pb .b.d .......... = 30.720 (kips) 0.02851 -2.181 (in2) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 . . . . . . . . 0. k. (JJ I 2. Steel Area, As= 1.3200 (in~) .... USE 3 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dCin> = 5.313 (in) dcout> = 6.063 (in) LOAD CASE < 1 > U = 0.75 x [ 1.40 +I.Ix l.7Ern--1 P2 = 10.293 kips · Pu2 = 10.808 kips p1 = 1.794 !kipsl Pu1 = 1.884 lkipsl e = 7.500 (in) Pr = 12.087 kips Pu = 12.691 kips Mnat> = 137.10 (in.kips) Mu = 192.283 (in. ips) d = • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • = p = 0.9 -[2 . Pu/F~.Ag] ............................. = a = "[ As. Fy + Pu ] / 0. 85 . F ~ . b . . . . . .. . . . . . .. .. . . . .. r= C = a / 0. 85 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................. = 6n = Mn.LuA 2 / 9.6 . E.Icr ........................... = 5.313 (in) 0.867 1.126 (in) 1.325 (in) 269. 238 (in 4) 419.815 (in.kips) 4.731 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -7.064 (in.kips) Mu (P.6) = [ Pu1 + Pu2 ] x 6 ........................... = 60.043 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.S) = 245.26 (in.kips) ¢Mn= p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 369.76 (in.kips) .... o.k Check Service Load Deflection : Sum= Lu/150 = 2~16 (in). beff = 24.00 (in) Ms = M(lat) -P1 .e/2 +Pr.Slim ..................... = 156.48 (in.kips) Mer = 5. F~A1/2.be.tA_~/6 .......... -................. = 80.95 (in.~ips) Ser = Mer•luA 2 / 9.6 .· E.Ig ... \ ..... ~.~_ ............ = 0.24 '(in) ·r_ 168 = 6er + [Sn -Ser] x [Ms -Mcr]/[Mn -· Mer] ...... = 1.24 (in) o.k. LOAD CASE SUMMARY: SEISMIC GOVERNS [Mu/ ¢Mn] Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X r 1.4D + 1.1 X 1.7ECIN> ] U = 0.9D +I.Ix 1.3Ec~> U = 0.75 x .[ 1.40 + l.1 x_l.7Ecour> ] U = 0. 9D + 1. 1 x 1. 3 Ecoun = 0.663 <=== = 0.658 = 0.636 = 0.623 - - - wC3 ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 ********************************************************************* P-12 L Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 4.50 ft Lower Panel Leg = 4.00 ft Upper Panel Leg = 14.00 ft Open'g Height, Lo= 12.50 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE C p = Ce X Cq X qs gs = 14.5 psf Ce = 1.1 (0-20'); 1.2 ( > 20 I) Cg = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 14.00 = 262.48 p/f . I (O -20 I) Ww2 = 14.5 * 1.2 * 1. 2 * 14.00 = 289.88 p/f ; ( > 2 0 I) SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 4.00 = 120.00 p/f Ws2 = 0.30 *100.00 * 14.00 = 420.00 p/f SEISMIC WIND W = 120.00 420.00 p/f 262.48 289.88 p/f L = 12.5 13.0 4.5 ft 20.0 10.0 ft l<---->l<---->l<--->I l<-------><------->I /\ /\ /\ /\ ,--> X I I I RF RR RF RR RR = 6493 lbs RR = 4901 lbs RF = 2357 lbs RF = 3248 lbs Mopng =250.87 k-in Mopng = 241.09 k-in Mmax @ X =14.541 ft Mmax @ X = 12.37 ft , ·, Mmax = 251.6 k-in Mmax = 241.12 k-in 2. · VERTICAL LOADS ___ ·: -------------- e = 3.500 Pl= P2 = + 4.000 = 7.500 inches ROOF WALL 23.00 * 14.00 * 13.0 psf / 1000 = 4.186 k 17.63 * 14.00 * 0.667 * 0.150 kcf = 24.677 k TOTAL =28.863 k - - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 48 IN Lu= 25.5001ft) F~ = 4.000 ksi) a = 5.313 in) Concrete TyP.e = Normal Fy = 60 (ksi) b = 48.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow) = 0.04. F~.Ag ........... = 61.440 (kips) ........ o.k. Pb = 0.85AZ.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6. pb.b.d .......... = 4.362 (in 2) Steel Area, As= 1.7600 (in£) .... USE 4 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : d,in> = 5.313 (in) dcout> = 6.063 (in) LOAD CASE < 1 > U = 0.75 x [ 1.4D + 1.1 x 1.7Ern-1 w /Cf, P2 = 24.677 kips Puz = 25.911 kips P1 = 4.186 lkipsl Pu1 = 4.395 lkipsl e = 7.500 (in) Pr = 28.863 kips Pu = 30.306 kips Mctat> = 251.60 (in.kips) Mu = 352.869 (in. ips) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) p = 0.9 -[2. Pu/F~.Ag] ............................ . a= [ As.Fy + Pu ] / 0.85 . F~ .b ................... .. C = a / 0. 85 ........................................ . = 0.861 = 0.833 (in) = 0.980 (in) Icr = n.[ As.(d-c)AZ + (Pu/Fy).(t/2 -c)AZ] + (be/3).cA3 = 418.066 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 625.689 (in.kips) 8n = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 4.050 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -16.482 (in.kips) Mu (P.8) = [ Pu 1 + Puz ] x 8 ........................... = 122.753 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) .¢Mn= p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 459.14 (in.kips) = 553.58 (in.kips) Check-Service Load Defledion : 8lim = Lu/150 = 2.04 (in) beff = 48. 00 (in) M8 = M(lat) -P1 .e/2 + Pr .8lim ..................... = 294.78 (in.kips) Mer = 5. F~A 1f2.be.tA 2/6 ........................... = 161.91 (in.~ips) o.k 8er = Mer .LuA,Z / 9.6 . fi,Ig ........................ = 0.21 (in)' 85 = 8er + [8n -8erJ X [Ms -Mcr]/[Mn -Mer] ...... = 1.31 (in) o'.k. LOAD CASE SUMMARY Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > SEISMIC GOVERNS U = 0.75 X [ 1.40 + 1.1 X l.7EON> ] U = 0.9D + 1.1 x 1.3E,~, U = 0.75 x [ 1.40 + l.1 X l.7Ecoun ] U = 0.9D + 1.1 x 1.3Ecoun [Mu/ .¢Mn] = 0.829 <=== = 0.827 = 0.816 = 0.803 - • *******************************************************************~* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB N0:96-126 iJJ(J ********************************************************************* P-16 L Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 4.50 ft Lower Panel Leg = 4.00 ft Upper Panel Leg = 12.00 ft Open'g Height, Lo= 12.50 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE C p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); 1.2 ( > 20 I) Cq = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 12.00 = 224.98 p/f ; (0 -20 I) Ww2 = 14.5 * 1.2 * 1.2 * 12.00 = 248.47 p/f . ( > 2 0') I SEISMIC: ws = 0.30 * w ZONE-4 Wsl == 0.30 *100.00 * 4.00 = 120.00 p/f Ws2 = 0. 30 *100.00 * 12.00 = 360.00 p/f SEISMIC WIND W = 120.00 360.00 p/f 224.98 248.47 p/f L = 12.5 13.0 4.5 ft 20.0 10.0 ft l<---->l<---->l<--->I !<-------><------->! A A A A 1--> X I I I RF RR RF RR RR = 5618 lbs RR = 4201 lbs RF = 2182 lbs RF = 2784 lbs Mopng =222.28 k-in Mopng = 206.65 k-in Mmax @ X =14.395 ft Mmax @ X = 12.37 ft Mmax = 222.6 k-in Mmax '= 206.67 k-in '2. VER~ICAL LOADS -------------------' e = 3.500 + 4.000 = 7.500 inches ROOF: Pl= WALL: P2 = 23.00 * 12.00 * 13.0 psf / 1000 = 3.588 k 17.63 * 12.00 * 0.667 * 0.150 kcf = 21.152 k TOTAL =24.740 k - Slender Concrete Wall Design Per 1994 USC 1914.8 DESIGN SECTION: T = 8 IN x B = 48 IN Lu= 25.5001ft} F~ = 4.000 ksi) a = 5.313 in) Concrete TyP.e = Normal Fy = 60 (ksi) b = 48.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow) = 0.04. F~.Ag ........... = 61.440 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0.6 . Pb .b.d .......... = 4.362 (in 2) Steel Area, As= 1.7600 (inf) .... USE 4 -# 6 Bars Ea. Face wlb Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : d<in> = 5.313 (in) dcout> = 6.063 (in) LOAD CASE < 1 > U = 0.75 x [ 1.4D + 1.1 x l.7Ern_J_ P1 = 3.588 lkipsl PU1 = 3.767 lkipsl P2 = 21.152 kips PU2 = 22.210 kips Pr = 24.740 kips Pu = 25.977 kips Mnat> = 222. 0 (in.kips) Mu = 312.197 (in. ips) e = 7.500 (in) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) /J = 0.9 -[2 . Pu/F~ .Ag] ........................... .. a= [ As.Fy +Pu]/ 0.85 . F~.b .................... . C = a I o.85 ......................................... = 0.866 -0.806 (in) = 0.949 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 416.544 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 611.920 (in.kips) Sn = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 3.976 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -14.128 (in.kips) Mu (P.8) = [ Pu1 + Pu 2 ] x 8 ........................... = 103.278 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) /JMn = /J.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 401.35 (in.kips) = 542.53 (in.kips) Check Service Load Deflection : :8lim ~ Lu/150 = 2.04 (in) beff = 48.00 (in) M5 = M(lat) -P1 .e/2 + Pr .8lim ..................... = 259.61 (in.kips) Mer = 5. F~A1/2,be.tA 2/6 ..... t ...... _ ............... = 161.91 (in.kips) o.k 8er = Mer·LuA 2 / 9.6. E.Ig ........ ! .. , ............. = 0.21 (in) · = 85 = 8er + [6n -6erl X [Ms -Mcr]/[Mn -Mer] ...... = 1.03 (in) o.k. LOAD CASE SUMMARY SEISMIC GOVERNS [Mu/ /JMn] Load Case < 1 > U = 0.75 X f 1.4D + 1.1 X 1. 7E(IN) ] = 0.740 <=== Load Case < 2 > U = 0.9D + .1 x l.3E<~> = 0.738 Load Case < 3 > U = 0.75 X [ 1.4D + 1. X 1. 7Ecoun ] = 0\ 725 Load Case < 4 > U = 0. 9D + 1. 1 x 1. 3 Ecoun = 0. 713 - - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 W f 7 ********************************************************************* P-J6 R Wall Thickness, tw= 8.00 in Clear Height, LU= 25.50 ft Parapet Height, Lp= 4.50 ft Lower Panel Leg = 5.00 ft Upper Panel Leg = 13.00 ft Open'g Height, Lo= 12.50 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE . C . p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); 1.2 ( > 20 I) Cq = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 13.00 = 243.73 p/f . (0 -20 I) I Ww2 = 14.5 * 1.2 * 1.2 * 13.00 = 269.18 p/f . ( > 20 I) I SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 5.00 = 150.00 p/f Ws2 = 0.30 *100.00 * 13.00 = 390.00 p/f SEISMIC WIND W = 150.00 390.00 p/f 243.73 269.18 p/f L = 12.5 13.0 4.5 ft 20.0 10.0 ft l<---->l<---->l<--->I l<-------><------->I A. A A. A. ,--> X I I I RF RR RF RR RR = 6147 lbs RR = 4551 lbs RF = 2553 lbs RF = 3016 lbs Mopng =249.25 k-in Mopng = 223.87 k-in Mroax @ X =14.238 ft Mrnax @ X = 12.37 ft Mrnax = 249 .'4', k-in Mrnax = 223.89 k-in 2. VERTICAL LOADS -----------------'i e = 3.500 Pl= + 4.000 = 7.500 inches ROOF WALL: P2 = 23.00 *_13.00 * 13.0 psf / 1000 = 3.887 k 17.63 * 13.00 * 0.667 * 0.150 kcf = 22.915 k TOTAL =26.802 k - - Slender Concrete Wall Design Per 1994 UBC 1914.8 w 18 DESIGN SECTION: T = 8 IN x B = 60 IN Lu= 25.5001ft) F~ = 4.000 ksi) a = 5.313 in) Concrete Type= Normal Fy = 60 ( ks i) b = 60.00 (in) We= 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow) = 0.04. F~.Ag ........... = 76.800 (kips) ........ o.k. Pb = 0.85A 2 .( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6. pb.b.d .......... = 5.452 (in 2) Steel Area, As= 1.7600 (inf) .... USE 4 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dcin) = 5.313 (in) dcout) = 6.063 {in) LOAD CASE < 2 > U = 0.9D + 1.1 x l.3Ei!fil.. P1 = 3.887 lkipsl Pu 1 = 3.498 lkipsl P2 = 22.915 kips Pu2 = 20.624 kips Pr = 26.802 kips Pu = 24.122 kips Mnat) = 249.40 (in.kips) Mu = 356.642 (in. ips) e = 7.500 (in) d = .....•.••••..••••••••••......••.•••••.•.••••...•••••• = 5.313 (in) p = 0.9 -[2 . Pu/F~ .Ag] ............................ . a= [ As.Fy + Pu ] / 0.85 . F~ .b .................... . C = a/ 0.85 ......................................... = 0.875 = 0.636 (in) = 0.748 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 442.634 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 616.296 (in.kips) 8n = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 3.768 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -13.119 (in.kips) Mu (P.8) = [ Pu1 + Pu2 ] x 8 ........................... = 90.895 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) = 434.42 (in.kips) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 550.29 (in.kips) .... o.k Ch~ck Service Load Deflection : beff = 60. 00 (in) 8lim ='Lw/150 = 2.04 (in) M5 = M(lat) -P1 .e/2 +Pr.Slim ..................... = Mer= 5. F~A1f2.be.tA2/6 .................. .-........ = 8er =: Mer . LUA 2 / 9. 6 . E. lg ...... ; ......... ; i, • • • • • • = 65 = 6er + [8n -8erJ X [Ms -Mcr]/[Mn -Mer] ...... = LOAD CASE SUMMARY Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > SEISMIC GOVERNS U = 0.75 X [ 1.4D + 1.1 X 1.7EON) ] U = 0.9D + 1.1 x l.3E(~) U = 0.75 x [ 1.40 + l.1 x 1.7Ecoun ] U = 0 • 9D + 1. 1 x 1. 3 Ecoun 289.50 (in.kips) 202.39 (in.kips) 0.21 (in) 0.96 (in) [Mu/ pMn] = 0.787 = 0.789 <=== = 0. 771 = 0.762 o.k. - ********************************************************************* ~ CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 UJ/ I ********************************************************************* P-1'7 1- Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = -4. 83 ft Upper Panel Leg = 13.83 ft Open'g Height, Lo= 7.00 ft 1. LATERAL LOADS -------------------WIND: 70. o mph WIND SPEED; EXPOSURE . C . p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); 1.2 ( > 2 0 I) Cq = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 13.83 = 259.35 p/f . (0 -20 I) , Ww2 = 14.5 * 1.2 * 1.2 * 13.83 = 286.43 p/f . ( > 20 I) , SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 4.83 = 144.99 p/f Ws2 = 0.30 *100.00 * 13.83 = 414.99 p/f SEISMIC WIND ---------------w = 144.99 414.99 p/f 259.35 286.43 p/f L = 7.0 18.5 5.0 ft 20.0 10.5 ft l<---->l<---->l<--->I !<-------><------->! ----------------------------------------- /\ /\ /\ /\ ,--> X I I I RF RR RF RR RR = 7310 lbs RR = 5012 lbs RF = 3457 lbs RF = 3182 lbs Mopng =286.13 k-in Mopng = 191.07 k-in Mmax @ X =12.885 ft Mmax @ X = 12.27 ft Mmax = 334.0 k-in Mmax = 234.29 k-in ' ~ 2. VERTICAL LOADS ------------------- e = 3.500 + 4.000 = 7.500 inches ROOF Pl = 23.00 * 13.83 * 13.0 psf / 1000 = 4.136 k WALL P2 = 18.23 * 13.83 * 0.667 * 0.150 kcf· = 25.217 k TOTAL =29.353 k Slender Concrete Wall Design Per 1994 USC 1914.8 DESIGN SECTION: T = 8 IN x B = 58 IN Lu= 25.5001ft) F~ = 4.000 ksi) a = 5.313 in) Concrete TyP.e = Normal Fy = 60 ( ks i) b = 58.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Peat tow> = 0.04 . F~ .Ag ........... = 74.240 (kips) ........ o.k. Pb = 0.85AZ.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6. pb.b.d .......... = 5.271 (inZ) Steel Area, As= 2.2000 (inf) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth .~ ... = 0.750 (in) Effective Depth to Steel : d<in> = 5.313 (in) d(out) = 6. 063 {in) LOAD CASE < 2 > U = 0.90 + 1.1 x l.3Eilfil.. p1 = 4.136 lkipsl Pu1 = 3.722 lkipsl Pz = 25.217 kips Puz = 22.695 kips Pr = 29.353 kips Pu = 26.418 kips M<Lat> = 334.00 (in.kips) Mu = 477.620 (in. ips) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• ¢ = 0.9 -[2 . Pu/F~ .Ag] ............................ . a= [ As.Fy +Pu]/ 0.85 . F~ .b .................... . C = a / 0. 85 ........................................ . Icr = n.[ As.(d-c)AZ + (Pu/Fy).(t/2 -c)AZ] + (be/3).cA3 Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . 8n = Mn.LuAZ / 9.6 . E.Icr .......................... . Mu (P.e) = Pu1 .e/2 .................................... . Mu ( P. 8) = [ Pu1 + Puz ] x S .......................... . Total Factored Design Moment : e = 7.500 (in) = 5.313 (in) = 0.872 = 0.803 (in) = 0.945 (in) = 513. 066 (in 4) = 743.356 (in.kips) = 3.921 (in) = -13.959 (in.kips) = 103.587 (in.kips) Mur = Mu + Mu(P.e) + Mu(P.S) ¢Mn= ¢.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 567.25 (in.kips) = 660.07 (in.kips) o.k Check Service Load Deflection : Slim = Lu/150 = 2.04 ·(in) . beff = 58. 00 (in) _ M5 = M(lat) -P1 .e/2 +Pr.Slim ..................... = 378.37 (in.kips) _Mer= ·5. F~A1/Z.be.tA2/6 ................. : ......... ; = 195.64 (in.kips) I 8cr = Mc/.LuAZ / 9.6 . E.Ig ........................ = n.21 (in) 85 = 8cr + [Sn -8c'r] X [Ms -Mcr]/[Mn -Mer] ...... = 1.45 (in) o.k. LOAD CASE SUMMARY SEISMIC GOVERNS [Mu/ ¢Mn] Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0. 75 X [ 1. 40 + 1. 1 X 1. 7EON> ] U = 0.90 + 1.1 x l.3E(~) U = 0.75 x ·[ 1.40 + l.1 x l.7Ecoun ] U = 0. 9D + 1. 1 x 1. 3 Ecoun = 0.857 = 0.859 <=== = 0.824 = 0.816 - - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO: 9 6-12 6 W 2-/ ********************************************************************* P-J 7 R Wall Thickness, tw= 8.00 Clear Height, Lu= 25.50 Parapet Height, Lp= 4.50 Lower Panel Leg = 7.80 Upper Panel Leg = 15.80 Open'g Height, Lo= 12.50 1. LATERAL LOADS -------------------WIND: 70. 0 mph WIND p = Ce X Cq X qs = 14.5 Ce = 1.1 Cq = 1.2 Wwl = 14.5 * Ww2 = 14.5 * 1.1 * 1. 2 * in ft ft ft ft ft SPEED; qs psf (0-20'); inward & EXPOSURE C 1.2 ( > 20') outward 1.2 * 15.80 = 296.23 p/f ; (0 -20') 1.2 * 15.80 = 327.15 p/f; ( > 20') 0.30 * W SEISMIC: Ws = ZONE-4 Wsl = Ws2 = 0.30 *100.00 * 7.80 = 234.00 0.30 *100.00 * 15.80 = 474.00 p/f p/f SEISMIC W = 234.00 474.00 p/f L = 12.5 13.0 4.5 ft l<---->l<---->l<--->I " 1--> X RF RR RF Mopng Mmax@ x Mmax = 7629 = 3591 =324.79 =13.904 = 324.8 2. VERTICAL LOADS -------------------' " I RR lbs lbs k-in ft k-in Mmax : ; e = + 4.000 = 7.500 WIND 296.23 327.15 p/f 20.0 10.0 ft !<-------><------->! " " I I RF RR RR = 5531 lbs RF = 3665 lbs Mopng = 272.09 k-in @ X = 12.37 ft Mmax = 272.12 k-in inches ROOF 3.500 Pl= 23.00 *.15.80 * 13.0 psf / 1000 = 4.724 k WALL: P2 = 17.63 * 15~80 * 0.667 * 0.150 kcf = 27.850 k TOTAL =32.574 k - AJIT RANDHAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 FAX (714) 522-1149 Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 93 IN JOB# -----DATE ___ 1'-'-0·-'-14'--1""'-99.:....:.6_ DESIGN -----SHEET # ____ _ Lu= 25.5001ft) F~ = 4.000 ksi) a = 5.313 in) Concrete Type= Normal Fy = 60 (ksi) b = 93.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow> = 0.04 . F~ .Ag ........... = 119.040 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0.6 . Pb .b.d .......... = 8.451 (in 2) Steel Area, As= 2.2000 (ing) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dCin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.90 + 1.1 x l.3Eill.2.. p1 = 4.724 !kipsl Pu1 = 4.252 lkipsl P2 = 27.850 kips Pu 2 = 25.065 kips Pr = 32.574 kips Pu = 29.317 kips Mnat> = 324.80 (in.kips) Mu = 464.464 (in. ips) e = 7.500 (in) d = •••••••••••••••••••••••••••••.•••••••••.•••.••••••••• = 5.313 (in) p = 0.9 -[2. Pu/F~.Ag] .. _ .......................... . a = [ As. Fy + Pu ] / 0. 85 . F ~ . b .................... . = 0.880 = 0.510 (in) c = a / 0. 85 ........................................ . = 0.600 (in) Icr = n.[ As.(d-c)A 2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA 3 = 580. 430 (in 4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 777.433 (in.kips) 8n = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 3.625 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -15.943 (in.kips) Mu (P.8) = [ Pu1 + Pu2:] x 8 ........................... = 106.271 (in.kips) Total Factored Design Moment~ Mur ~ Mu + ~u(P.e) + Mu(P.8) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 554.79 (in.kips). 1 'i = 697.51 (in.kips) o.k, Check Service Load Deflection : 6lim = Lu/150 = 2.04 (in) beff = 93.00 (in) M5 = M(lat) -P1 .e/2 +Pr.Slim ..................... = 373.54 (in.kips) Mer= 5. F~A1/2,be.tA2/6 ........................... = 313.70 (in.kips) 6er = Mer .LuA 2 / 9.6 . E.Ig ........................ = 0.21 (in) 65 = 6er + [8n -Serl x [Ms -Mcr]/[Mn -Mer] ...... = 0.65 (in) o.k. LOAD CASE SUMMARY Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > SEISMIC GOVERNS U = 0.75 X [ 1.4D + 1.1 X 1.7E<IN> ] U = 0.9D + 1.1 x l.3Ec~> U = 0 . 7 5 x f 1. 4D + 1. 1 x 1. 7 Ecoun ] U = 0.90 + LI x 1.3Ecoun [Mu/ pMn] = 0.790 = 0.795 <=== = 0.770 = 0.765 - ******************************************************************~** CONCRETE PIERS FOR PANEL W/OPENINGS: JOB N0:96-126 (JJ 2 -:; ********************************************************************* P-1g L Wall Thickness, Clear Height, Parapet Height, Lower Panel Leg Upper Panel Leg Open'g Height, tw= 8.00 Lu= 25.50 Lp= 5.00 = 8.00 = 15.50 Lo= 12.50 1. LATERAL LOADS WIND: 70.0 mph WIND p = Ce X Cg X in ft ft ft ft ft SPEED; gs gs = Ce = Cg = 14.5 1.1 1.2 psf (0-20'); inward & Wwl = 14.5 * 1.1 * 1.2 Ww2 = 14.5 * 1.2 * 1. 2 SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 Ws2 = 0.30 *100.00 SEISMIC W = 240.00 465.00 p/f L = 12.5 13.0 5.0 ft l<---->l<---->l<--->I A 1--> X RF RR RF Mopng Mmax@ x ·Mrnax = 7792 = 3578 =315.77 =13.742 = 316.0 2. VERTICAL LOADS "' I RR lbs lbs k-in ft k-in * * * * EXPOSURE C 1.2 ( > 20') outward 15.50 = 290.60 15.50 = 320.94 8.00 = 240.00 15.50 = 465.00 WIND p/f . (0 -2Q I) , p/f . ( > 20 I) , p/f p/f 290.60 320.94 p/f 20.0 10.5 ft l<-------><------->I "' I RF RR = RF= Mopng = Mrnax@ x = Mrnax = 5616 3566 262.44 12.27 262.53 "' I RR lbs lbs k-in ft k-in. e = 3.500 Pl= + 4.000 = 7.500 inches ROOF WALL: P2 = 23.00 * 15.50 * 13.0 psf / 1000 = 4.635 k 18.23 * 15.50 * 0.667 * 0.150 kcf = 28.256 k TOTAL =32.890 k Slender Concrete Wall Design Per 1994 UBC 1914.8 /)} 2t{- 4t DESIGN SECTION: T = 8 IN x B = 96 IN Lu= 25.500 !ft) F~ = 4.000 ksi) a = 5.313 in) Concrete Type= Normal Fy = 60 (ksi) b = 96.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Peal low> = 0.04 . F~ .Ag ........... = 122.880 (kips) ........ o.k. Pb = 0.85A 2 .( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6. pb.b.d .......... = 8.724 (in2) Steel Area, As= 2.2000 (in~) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dCin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.9D +I.Ix l.3Eill2.. p1 = 4.635 lkipsl Pu 1 = 4.172 lkipsl P2 = 28.256 kips Pu 2 = 25.430 kips Pr = 32.891 kips Pu = 29.602 kips M<lat> = 316.00 (in.kips) Mu = 451.880 (in. ips) e = 7.500 (in) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) p = 0.9 -[2 . Pu/F~ .Ag] ............................ . a = [ As. Fy + Pu ] / 0. 85 . F ~ . b .••••••••••••.••••••. c = a / 0. 85 ........................................ . = 0.881 = 0.495 (in) = 0.582 (in) Icr = n.[ As.(d-c)A 2 + (Pu/Fy).(t/2 -c)A 2 ] + (be/3).cA3 = 584.407 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 779.719 (in.kips) 8n = Mn. LuA 2 I 9. 6 . E. Icr .......................... . = 3 .611 (in) Mu (P.e) = Pu 1 .e/2 ..................................... = -15.643 (in.kips) Mu (P.8) = [ Pu 1 + Pu 2 ] x 5 .................•......... = 106.888 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) = 543.12 (in.kips) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 699.97 (in.kips) .... o. k Check Service Load Deflecti'oh : §Lim = Lu/150 = 2.04 (in) beff = 96.00 (in) M8 = M(lat) -P1 .e/2 + Pr.8lim ..................... = M -5 F' A 112 be tA 2/6 · -er -· c · · · · · · · · · · · • • • • · · · • • • · • • • • • · • -Ser = Mer . LuA 2 I 9. 6 . E. Ig.; ........................ = 8s = 8er + [8n -8erJ x [Ms -Mcr]/[Mn'-Mer] ...... = LOAD CASE SUMMARY Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > SEISMIC GOVERNS U = 0.75 X [ 1.4D + 1.1 X l.7E(IN) ] U = 0.9D + 1.1 x 1.3E(~) U = 0.75 x [ 1.4D + l.1 x l.7Ecaun ] U = 0. 9D + 1. 1 x 1. 3 Ecaun 365.72 (in.kips) 323.82 (in.kips~ 0.21 (in) 0.53 (in) [Mu/ ,iMn] = 0. 771 = 0.776 <=== = 0.753 = 0.747 . ' o.k. - - ********************************************************************* t- CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 Wl~· ********************************************************************* P-l<a R Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = 5.00 ft Upper Panel Leg = 12.50 ft Open'g Height, Lo= 12.50 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE C p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 ( 0-20 I) ; 1.2 ( > 2 0') Cq = 1. 2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 12.50 = 234.36 p/f . (0 -20') I Ww2 = 14.5 * 1.2 * 1.2 * 12.50 = 258.83 p/f . ( > 2 0') I SEISMIC: Ws = 0. 30 * w ZONE-4 Wsl = 0.30 *100.00 * 5.00 = 150.00 p/f Ws2 = 0.30 *100.00 * 12.50 = 375.00 p/f SEISMIC WIND W = 150.00 375.00 p/f 234.36 258.83 p/f L = 12.5 13.0 5.0 ft 20.0 10.5 ft l<---->l<---->l<--->I !<-------><------->! /\ A A A 1--> X I I I RF RR RF RR RR = 6151 lbs RR = 4529 lbs RF = 2474 lbs RF = 2876 lbs Mopng =236.24 k-in Mopng = 211.64 k-in Mmax @ X =14.0~8 ft Mmax @ X = 12.27 ft Mmax = 23 6". 3 k-in Mmax ='2a.1.72 k-in 2.: VERTIC~L LOADS -------------------. ' e = 3.500 + 4.000 = 7.500 inches ROOF: Pl= WALL: P2 = 23.00 *.12.50 * 13.0 psf / 1000 = 3.738 k 18.23 * 12.50 * 0.667 * 0.150 kcf = 22.787 k TOTAL =26.524 k Slender Concrete Wall Design Per 1994 UBC 1914.8 -DESIGN SECTION: T = 8 IN x B = 60 IN ! : Lu= 25.500 lft} F~ = 4.000 ksi) a = 5.313 in) Concrete Type= Normal Fy = 60 ( ks i) b = 60.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow> = 0.04. F~.Ag ........... = 76.800 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)=· 0.6. pb.b.d .......... = 5.452 (in 2) Steel Area, As= 1.7600 (in£) .... USE 4 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dcin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.90 +I.Ix l.3E:illil.. P1 = 3.738 lkipsl Pu 1 = 3.364 lkipsl P2 = 22.787 kips PU2 = 20.508 kips Pr = 26.525 kips Pu = 23.873 kips Mnat> = 236.30 (in.kips) Mu = 337.909 (in. ips) e = 7.500 (in) d = •••••••••••••••••••••..•••••••••••••••••••••••••••••• = 5.313 (in) ¢ = 0.9 -[2. Pu/F~.Ag] ............................ . a = [ As. Fy + Pu ] / 0. 85 . F ~ . b .................... . C = a/ 0.85 ......................................... = 0.875 = 0.635 (in) = 0.747 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A 2 ] + (be/3).cA3 = 442.478 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 615.457 (in.kips) 8n = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 3.764 (in) Mu (P.e) = Pu 1 .e/2 ..................................... = -12.616 (in.kips) Mu (P.S) = [ Pu 1 + Pu2 ] x S ........................... = 89.865 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) = 415.16 (in.kips) ¢Mn= ¢.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 549.58 (in.kips) .... o.k Check Service Load Deflection : Sli; = Lu(l50 = 2.04 (in) beff = 60.00 (in) Ms = M(lat) -P1 .e/2 +Pr.Slim ..................... = 276.39 (in.kips) Mer = 5. F~A 1f 2.be.tA 2/6· ......... ; ..... •.• ........... = 202.39 (in.kips) Ser = Mer·LuA 2 / 9.6. E.Ig ..... : ...... : .. ~········· = 0.21 (in) S5 : = 6er + [8n -Ser] x [Ms -Mcr]/[Mn -Mer] ...... = 0.85 (in) o.k. LOAD CASE SUMMARY SEISMIC GOVERNS [Mu/ pMn] Load Case Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 x [ 1.4D + 1.1 x l.7E(IN) ] U = 0.90 + 1.1 X l.3EclN> U = 0. 7 5 x [ 1. 4D + 1. 1 x 1. 7 Ecaun ] U = 0. 90 + 1. 1 x 1. 3 Ecoun = 0.755 = 0.755 <=== = 0.740 = 0.730 - - - \).J-l-7 "********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO: 96-126 ********************************************************************* l t:ir L Wall Thickness, tw= 8.00 in Clear Height, LU= 25.50 ft Parapet Height, Lp= 4.50 ft Lower Panel Leg = 5.00 ft Upper Panel Leg = 15.00 ft Open'g Height, Lo= 9.00 ft 1. LATERAL LOADS WIND: 75.0 mph WIND SPEED; p = qs X Ce X Cq qs = 14.5 psf Ce = 1.1 (0-20'); Cq = 1.2 inward & Wwl = 14.5 * 1.1 * 1. 2 * Ww2 = 14.5 * 1.2 * 1.2 * SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * Ws2 = 0.30 *100.00 * SEISMIC W = 150.00 450.00 p/f L = 9.0 16.5 4.5 ft l<---->l<---->l<--->I A A 1--> X I RF RR RR = 7465 lbs RF = 3335 lbs Mopng =316.97 k-in Mmax@ x =13.412 ft Mmax =339.86 k:...in 2. VERTICAL LOADS -------------r----- EXPOSURE C 1.2 ( > 20') outward 15.00 = 281. 23 15.00 = 310.59 5.00 = 150.00 15.00 = 450.00 WIND p/f i (0 -2 0' ) p/f i ( > 20') p/f p/f 281.23 310.59 p/f 20.0 10.0 ft !<-------><------->! A A I I RF RR RR = 5251 lbs RF = 3480 lbs Mopng = 239.14 k-in Mmax@ x = 12.37 ft Mmax = 258.34 k-in e = 3.500 Pl= P2 = + 4.000 = 7.500 inches ROOF WALL 23.00 * 15.00 * 13.0 psf / 1000 = 4.485 k 17.63 * 15.00 * 0.667 * 0.150 kcf = 26.440 k TOTAL =30.925 k Slender Concrete Wall Design Per 1994 UBC 1914.8 -ESIGN SECTION : T=8 in X B=60 in Lu = 25.500 (ft) Concrete Type = Normal Fe = 4.000 (ksi) Fy = 60 (ksi) d = 5.313 ( in) b = 60.00 ( in) P(allow) = 0.04 . Fe.Ag ........... = 76.800 (kips) 0.02851 pb = o.85A2. ( Fe/Fy). [ 87/87+Fy J = As (max) = 0.6 . pb.b.d .......... = 5.452 (in2) We = 150 (pcf) Ee = 3604 (ksi) n = 8.05 ........ o.k. Steel Area, As= 2.2000 (in2) .... USE 5 -# 6 Bars Ea. Face Clearance at Inside Face= Arch. Reveal Depth ..... = Effective Depth to Steel 1. 500 (in) 0. 750 (in) d(in) = at Outside Face= 1. 500 (in) 5.313 (in) d(out) = 6.063 (in) LOAD CASE < 2 > Pl= 4.485 (kips) P2 = 26.440 (kips) PT= 30.925 (kips) U = 0.9D + 1.1 x 1.3E(IN) Pul = 4.036 (kips) Pu2 = 23.796 (kips) Pu = 27.833 (kips) M(lat) = 339.86 (in.kips) Mu = 486.000 (in.kips) d = -¢ = a = 0.9 -[2. Pu/Fe.Ag] ............................ . [ As . Fy + Pu ] / 0 . 8 5 . Fe . b .................... . C = a / o. 85 ........................................ . Icr = e = 7.500 (in) = 5.313 ( in) = 0.871 = 0.783 (in) = 0.922 ( in) = 515.729 (in4) Mn = n. [ As. (d-c)A2 + (Pu/Fy). (t/2 ~ c)A2] + (be/3) .cA3 As . Fy . ( d -a/ 2 ) + Pu . ( t / 2 -a/ 2 ) . . . . . . . . . . . . . . . . . Mn.LuA2 / 9.6 . E.Icr .......................... . = 749.966 (in. kips Sn = = 3.936 (in) Mu (P.e) = Mu (P.S) = Pul. e/2 .................................... . = -15.137 (in.kips [ Pul + Pu2 J x S .......................... . = 109.537 (in.kips Total Factored Design Moment : = 580.40 (in.kips) Mu T = Mu + Mu' ( P . e) + Mu ( P . S) ¢Mn=; ¢.A~.Fy. (d -a/2) + Pu. (t/2 a/~) 666.18 (in.kips) .... o.k . Check Service Load Deflection Slim= Lu/150 = 2.04 (in) beff Ms Mer Ser es LOAD .ad ad Load Load = = = = = 48. 00 ( in) M(lat) -Pl.e/2 +PT.Slim •.................... = 5. FeAl/2 .be. tA2/6 ........................... = Mer. Lu""2 / 9. 6 . E. Ig . . . . . . . . . . . . . . . . . . . . . . . . = Ser + [Sn -Ser] x [Ms -Mer]/ [Mn -Mer] . . . . . . = CASE SUMMARY SEISMIC GOVERNS Case < 1 > u = 0.75 X [ 1.4D + 1.1 x 1.7E(IN) Case < 2 > u = 0.9D + 1.1 x 1.3E(IN) Case < 3 > u = 0.75 X [ 1.4D + 1.1 x 1.7E(OUT) Case < 4 > u = 0.9D + 1 . 1 x 1 . 3 E (OUT) ] ] 386.13 (in.kips) 161. 91 (in.kips) 0. 21 (in) 1.63 (in) [ Mu / ¢Mn ] = 0.869 = 0.871 <=== = 0.839 = 0.831 o.k - 'vv-2--i ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO: 96-126 ********************************************************************* l~ ~ Wall Th_ickness, tw= 8.00 in Clear Height, LU= 25.50 ft Parapet Height, Lp= 4.50 ft Lower Panel Leg = 6.75 ft Upper Panel Leg = 16.75 ft Open'g Height, Lo= 9.00 ft 1. LATERAL LOADS WIND: 75.0 mph WIND SPEED; p = qs X Ce X Cq qs = 14.5 psf Ce = 1.1 (0-20'); Cq = 1.2 inward & Wwl = 14.5 * 1.1 * 1.2 * Ww2 = 14.5 * 1.2 * 1. 2 * SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * Ws2 = 0.30 *100.00 * SEISMIC W = 202.50 502.50 p/f L = 9.0 16.5 4.5 ft l<---->l<---->l<--->I A A 1--> X I RF RR RR = 8391 lbs RF = 3984 lbs Mopng =363.96 k-in Mmax@ x =13.301 ft Mmax =387.61 k-in 2. VERTICAL LOADS'. EXPOSURE C 1.2 ( > 20') outward 16.75 = 314.04 16.75 = 346.83 6.75 = 202.50 16.75 = 502.50 WIND p/f i (0 -2 0 I ) p/f i ( > 2 0 I ) p/f p/f 314.04 346.83 p/f 20.0 10.0 ft !<-------><------->! A A I I RF RR RR = 5863 lbs RF = 3886 lbs Mopng = 267.03 k-in Mmax@ x = 12.37 ft Mmax = 288.48 k-in e = 3.500 Pl= P2 = + 4.000 = 7.500 inches ROOF WALL 23.00 * 16.75 * 13.0 psf / 1000 = 5.008 k 17.63 * 16.75 * 0.667 * 0.150 kcf = 29.525 k TOTAL =34.533 k : . Slender Concrete Wall Design Per 1994 UBC 1914.8 .ESIGN SECTION : T=8 in X B=81 in Lu = 25.500 (ft) Concrete Type = Normal Fe = 4.000 (ksi) Fy = 60 (ksi) d = 5.313 (in) b = 81. 00 (in) P(allow) = 0.04 . Fe.Ag ........... = 103.680 (kips) 0.02851 pb = o.85A2. ( Fc/Fy). [ 87/87+Fy J = As (max) = 0.6 pb.b.d .......... = 7.360 (in2) We = 150 (pcf) Ee = 3604 (ksi) n = 8.05 ........ o.k. Steel Area, As= 2.2000 (in2) .... USE 5 -# 6 Bars Ea. Face Clearance at Inside Face - Arch. Reveal Depth ..... = Effective Depth to Steel 1. 500 (in) o. 750 (in) d (in) = at Outside Face= 1. 500 (in) 5.313 (in) d(out) = 6.063 (in) LOAD CASE < 2 > U = 0.9D + 1.1 x 1.3E(IN) Pl= 5.008 (kips) P2 = 29.525 (kips) PT= 34.533 (kips) Pul = 4.507 (kips) Pu2 = 26.572 (kips) Pu = 31.080 (kips) M(lat) = 387.61 (in.kips) Mu = 554.282 (in.kips) e: = = a = 0.9 -(2 . Pu/Fe.Ag] ............................ . [ As . Fy + Pu ] / 0 . 8 5 . Fe . b .................... . C = a I o. 85 ........................................ . Icr = n. [ As. (d-c) A2 + (Pu/Fy) . (t/2 -c) A2 ] + (be/3) . cA3 e = 7.500 (in) = 5.313 (in) = 0.876 = 0.592 (in) = 0.697 (in) = 564.309 (in4) Mn = As.Fy. (d -a/2) + Pu. (t/2 -a/2) ................ . = 777.285 (in.kips Sn = Mn.LuA2 / 9.6 . E.Icr .......................... . = 3.728 ( in) Mu (P.e) = Pul.e/2 .................................... . = -16.902 (in.kips Mu ( P . S) = [ Pul + Pu2 ] x S .......................... . = 115.858 (in.kips Total Factored Desigp Moment : MuT = Mu + Mu(P.e) + Mu(P.S) ¢Mn= ¢.As.Fy. (d.--: a/2) + Pu. (t/2 a/2) = 653.24 (in.kips) 695.19 (in.kips') I I Check Service Load Deflection ' : Slim= Lu/150 = 2.04 (in) beff Ms = Mer = Ser = Ss = LOAD = 81. 00 (in) M(lat) -Pl.e/2 +PT.Slim~ .................... = 5. FcAl/2. be. tA2/6 ........................... = Mcr.LuA2 / 9.6 . E.Ig ........................ = Ser + [Sn -Ser] x [Ms -Mer]/ [Mn -Mer] . . . . . . = CASE SUMMARY SEISMIC GOVERNS Case < 1 > u = 0.75 X [ 1.4D + 1.1 x 1.7E(IN) ] 439.28 (in.kips) 27,3.22 (in.kips) O. 21 ( in) 1. 37 (in) [ Mu / ¢Mn J = 0.931 o.k o.k .ad ad Case < 2 > u = 0.9D + 1. 1 x 1. 3E ( IN) = 0.940 <=== Load Case < 3 > u = 0.75 X [ 1.4D + 1.1 x 1.7E(OUT) = 0.901 Load Case < 4 > u = 0.9D + 1 . 1 x 1 . 3 E (OUT) = 0.898 - - ********************************************************************* 7 ( CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 )//7 ********************************************************************* Wall Thickness, Clear Height, Parapet Height, Lower Panel Leg Upper Panel Leg Open'g Height, P-ZO L · 8.00 in 25.50 ft 5.00 ft 4.00 ft = 12.QO ft 9.00 ft tw= Lu= Lp= = Lo= 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); Cq = 1. 2 inward & Wwl = 14.5 * 1.1 * 1.2 * Ww2 = 14.5 * 1.2 * 1. 2 * SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * Ws2 = 0.30 *100.00 * SEISMIC W = 120.00 360.00 p/f L = 9.0 16.5 5.0 ft l<---->l<---->l<--->I ,,..._ ,,..._ ,--> X I RF RR RR = 6185 lbs RF = 2635 lbs Mopng =249.35 k-in Mmax @ X =13.319 ft : Mmax = 266.5 k-in 2. VERTICAL LOADS -------------- EXPOSURE C 1.2 ( > 20 I) outward 12.00 = 224.98 p/f . (0 -20 I) I 12.00 = 248.47 p/f . ( > 20 I) I 4.00 = 120.00 p/f 12.00 = 360.00 p/f WIND 224.98 248.47 p/f 20.0 10.5 ft !<-------><------->! ,,..._ ,,..._ I I RF RR RR = 4348 lbs RF = 2761 lbs Mopng = 188.81 k-in Mmax @ X = 12.27 ft Mmax = 203.25 k-in e = 3.500 Pl= P2 = + 4.000 = 7.500 inches ROOF WALL 23.00 * 12.00 * 13.0 psf / 1000 = 3.588 k 18.23 * 12.00 * 0.667 * 0.150 kcf = 21.875 k TOTAL =25.463 k - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 48 IN Lu= 25.500 lft) F~ = 4.000 ksi) a = 5.313 in) Concrete TyP.e = Normal Fy = 60 ( ks i) b = 48.00 (in) We= 150 (pcf) Ee= 3604 (ksi) n = 8.05 Pcallow) = 0.04. F~.Ag ........... = 61.440 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0. 6 . Pb. b. d .......... = 4. 362 (in 2) Steel Area, As= 1.7600 (in£) .... USE 4 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dcin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.9D + 1.1 x 1.3E:W:!2.. p1 = 3.588 Jkipsl Pu1 = 3.229 lkipsl P2 = 21.875 kips Pu2 = 19.688 kips Pr = 25.463 kips Pu = 22.917 kips Mnat> = 266. 0 (in.kips) Mu = 381.095 (in. ips) e = 7.500 (in) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) p = 0.9 -[2. Pu/F~.Ag] ............................ . a= [ As.Fy +Pu]/ 0.85. F~.b .................... . C = a / 0. 85 ........................................ . = 0.870 = 0.787 (in) = 0.926 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 415.410 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 602.117 (in.kips) Ein = Mn. Lu A 2 / 9. 6 . E. I er .......................... . = 3.923 (in) Mu ( P. e) = Pu 1 • e/2 .................................... . = -12.109 (in.kips) Mu ( P. S) = [ Pu, + Pu2 ] X S .......................... . = 89.897 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.S) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 458.88 (in.kips) = 534.67 (in.kips) o.k Check Service Load Deflectibn : beff = 48.00 _(in) 8lim = Lu/150 ·= 2.04 (in) M5 = M(lat) -P1 .e/2 +Pr.Slim ..................... = M -5 F'A 1/2 be·tA 2/6 -er -· c · "!. • • • • • • • • • • • • • • • • • • • • • • • • • • • -Ser = Mer . Lu A 2 / 9. 6 . E. I g ' . . . . . . . . . . . . . . . . . . . . . . . . = S5 = Ser + [8n -Ber] x [Ms -Mcr]/[Mn -Mer] ...... = LOAD CASE SUMMARY SEISMIC GOVERNS Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X [ 1.4D + 1.1 X l.7E<IN> ] U = 0.9D + 1.1 x l.3Ecw> U = 0. 75 x [ 1. 4D + l. l x 1. 7E,oun ] U = 0. 9D + 1. 1 x 1. 3 E,oun 304.99 (in.kips) 161~91 (in.kips) 0.21 (in) ·j 1.42 (in) [Mu/ pMn] = 0.856 = 0.858 <=== = 0.829 = 0.820 o. k. - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 ********************************************************************* P-2 f. L Wall Thickness, tw= 8.00 in Cl,ear Height, Lu= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = 5.00 ft Upper Panel Leg = 15.00 ft Open'g Height, Lo= 7.00 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; p = Ce X Cg X gs gs = 14.5 psf Ce = 1.1 (0-20'); Cg = 1.2 inward Wwl = 14.5 * 1.1 * 1.2 Ww2 = 14.5 * 1. 2 * 1.2 SEISMIC: Ws = 0.30 * w ZONE-4 Ws1 = 0.30 *100.00 Ws2 = 0. 30 *100.00 SEISMIC W = 150.00 450.00 p/f L = 7.0 18.5 5.0 ft l<---->l<---->l<--->I /\ 1--> X RF RR = 7920 RF = 3705 Mopng =308.85 Mmax @ X =12.900 Mma~ = 361.1 2. VERTICAL LOADS ~-------.---------- e = 3.500 ROOF: Pl= WALL: P2 = /\ I RR lbs lbs k-in ft k-in + 23.00 18.23 4.000 * 15.00 * 15.00 & * * * * = * * EXPOSURE C 1.2 ( > 2 0 I) outward 15.00 = 281.23 p/f . (0 -20 I) I 15.00 = 310.59 p/f ; ( > 20 I) 5.00 = 150.00 p/f 15.00 = 450.00 p/f WIND 281.23 310.59 p/f 20.0 10.5 ft !<-------><------->! /\ /\ I I RF RR RR = 5435 lbs RF = 3451 lbs Mopng = 207.19 k-in Mmax @ X = 12.27 ft Mmax ==254.06 k-in 7.500 inches 13.0 psf / 1000 , = 4.485 k /~/ 0.667 * o .150 kcf, = 27.344 k TOTAL =31. 829 k w?3 - - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN X B = 60 IN Lu= 25.500 !ft} F~ = 4.000 ksi) a= 5.313 in) Concrete TyRe = Normal Fy = 60 (ksi) b = 60.00 (in) We= 150 (pcf) Ee= 3604 (ksi) n = 8.05 Peal low) = 0.04 . F~ .Ag ........... = 76.800 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0.6 . Pb .b.d .......... = 5.452 (in 2) Steel Area, As= 2.2000 {inf) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dCin> = 5.313 (in) dcout> = 6.063 (in) LOAD CASE < 2 > U = 0.90 + 1.1 x l.3E:Lll:!.l. P1 = 4.485 !kipsl Pu1 = 4.036 !kipsl P2 = 27 .344 kips PU2 = 24.610 kips Pr = 31.829 kips . Pu = 28.646 kips Mnat) = 361.10 (in.kips) Mu = 516.373 (in. ips) e = 7.500 (in) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) p = 0.9 -[2 . Pu/F~ .Ag] ............................ . a = [ As. Fy + Pu ] / 0. 85 . F ~ . b .................... . C = a I o.85 ......................................... = 0.870 = 0.787 (in) = 0.926 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A 2 ] + (be/3).cA3 = 519.262 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 752.648 (in.kips) 8n = Mn.LuA 2 / 9.6. E.Icr .......................... . = 3.923 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -15.137 (in.kips) Mu (P.8) = [ Pu1 + Pu 2 ] x 8 ........................... = 112.372 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) = 613.61 (in.kips) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 668.34 (in.kips) .... o.k Check Service Load Deflection : Slim = Lu/150 = 2.04 (in) beff = 60.00 {in) Ms = M(lat) -P1 .e/2 +Pr.Slim ..................... = 409.21 (in.kips) Mer = 5. f~A1/2.be.tA2/6 ........................... = 202.39 (in!kips) 8cr = Mcr·LuA 2 / 9.6 .. E.Ig . .'._._ .................... = 0.21 (in} 8s = 6cr + [6n -6cr1 x [Ms -Mcr]/[Mn -Mc,r] ...... = 1.61 (in) o.k. LOAD CASE SUMMARY: SEISMIC GOVERNS Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X [ 1.40 + 1.1 X 1.7ECIN> ] u = 0.90 + 1.1 x l.3Ecun U = 0. 75 x [ 1. 4D + l.1 x 1. ?Ecoun ] U = 0. 9D + 1. 1 x 1. 3 Ecoun [Mu/ ¢Mn] = 0.914 = 0.918 <=== = 0.880 = 0.873 - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 W~r ********************************************************************* P-2G M Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = 7.83 ft Upper Panel Leg = 14.33 ft Open'g Height, Lo= 7.00 ft 1. LATERAL LOADS -------------------WIND: 70. o mph WIND SPEED; p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); Cq = 1.2 inward Wwl = 14.5 * 1.1 * 1.2 Ww2 = 14.5 * 1.2 * 1.2 SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 Ws2 = 0.30 *100.00 SEISMIC W = 234.99 429.90 p/f L = 7.0 18.5 5.0 ft l<---->l<---->l<--->I 1--> X RF RR = 7654 RF = 4093 Mopng =313.03 Mmax @ X =12.695 Mmax = 358.4 2. VERTICAL LOADS I RR lbs lbs k-in f:t k-in & * * * * EXPOSURE C 1.2 ( > 20 I) outward 14.33 = 268.67 p/f . (0 -20 I) I 14.33 = 296.72 p/f . ( > 20 I) I 7.83 = 234.99 p/f 14.33 = 429.90 p/f WIND 268.67 296.72 p/f 20.0 10.5 ft !<-------><------->! I I RF RR RR= 5192 lbs RF= 3297 lbs Mopng = 197.93 k-in Mmax@ x = 12.27 ft Mmax = 242.7i· k-in e = 3.500 + 4.000 = 7.500 inches ROOF: Pl= WALL P2 = 23.00 *.14.33 * 13.0 psf / 1000 = 4.285 k 18.23 * 14.33 * 0.667 * 0.150 kc! = 26.123 k TOTAL =30.407 k - ·e Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 94 IN Lu= 25.500 !ft} F~ = 4.000 ksi) a= 5.313 in) Concrete TyP.e = Normal Fy = 60 (ks i) b = 94.00 (in) We = 150 (pcf) Ee = 3604 ( ks i) n = 8.05 P,attow) = 0.04 . F~ .Ag ........... = 120.320 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0.6 . Pb .b.d .......... = 8.542 (in 2) Steel Area, As= 2.2000 (in2) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : d<in) = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.9D + 1.1 x 1.3Eil!il.. p1 = 4.285 !kipsl Pu1 = 3.856 lkipsl e = 7.500 (in) P2 = 26.123 kips Pu2 = 23.511 kips Pr = 30.408 kips Pu = 27.367 kips Mnat) = 358.40 (in.kips) Mu = 512.512 (in. ips) d = • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • = ,rl = 0.9 -[2. Pu/F~.Ag] ............................. = a= [ As.Fy +Pu]/ 0.85 . F~.b ..................... = 5.313 (in) 0.882 0.499 (in) O. 587 (in) C = a / 0. 85 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = = 579.996 (in4) 771.051 (in.kips) 3.598 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................. = 8n = Mn.LuA 2 / 9.6 . E.Icr ........................... = Mu (P.e) = Pu1 .e/2 ..................................... = -14.462-'(in.kips) Mu (P.8) = [ Pu, + PU2 ] x 8 ··························· = 98.463 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) = 596.51 (in.kips) ,rlMn = ,rl.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 692.05 (in.kips) .... o. k Check Service Load Deflection : 8lim = Lu/150 = 2.04 (in) beff = 94.00 (in) M5 = M(lat) -P1 .e/2 + Pr .8lim ... · .................. = Mer= 5. F~A 112 .be.tA 2/6 ................ , ........... = Ber = Mer . Lu A 2 / 9. 6 . E. lg .. : ......... ! . . . . . . . . . . . = 85 = §er,+ [8n -§er] x [Ms -Mcr]/[Mn -Mer] ~ .. ',.. = LOAD CASE SUMMARY Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > SEISMIC GOVERNS U = 0.75 X [ 1.40 + 1.1 X 1.7E<IN) ] U = 0.90 +I.Ix l.3E,~, U = 0. 7 5 x [ 1. 4D + 1. 1 x 1. 7 Ecoun ] U = 0.9D + 1.1 x l.3Ecoun 404.36 (in.kips) 317.07 (in.kips) 0.21 (in)° 0.86 (in) [Mu/ ,rlMn] = 0.853 = 0.862 <=== = 0.820 = 0.819 o.k. ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 (;..Jf7 ********************************************************************* -P-2.7 L Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = 8.17 ft Upper Panel Leg = 17.17 ft Open'g Height, Lo= 10.00 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE . C . p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 ( 0-2 0 I) ; 1.2 ( > 20 I) Cq = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 17.17 = 321.91 p/f . (0 -20') , Ww2 = 14.5 * 1.2 * 1.2 * 17.17 = 355.52 p/f . ( > 2 0') I SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 8.17 = 245.10 p/f Ws2 = 0.30 *100.00 * 17.17 = 515.10 p/f SEISMIC WIND W = 245.10 515.10 p/f 321.91 355.52 p/f L = 10.0 15.5 5.0 ft 20.0 10.5 ft l<---->l<---->l<--->I !<-------><------->! /\ /\ /\ /\ ,--> X I I I RF RR RF RR RR = 8866 lbs RR = 6221 lbs RF = 4144 lbs RF = 3950 lbs Mopng =373.80 k-in Mopng = 280.86 k-in Mmax @ X =13.288 ft Mmax @ X = 12.27 ft Mmax = 383.7 k-in : . Mmax = 290.81 k-in 2. VERTICAL LOADS ------------------~ e = 3.500 Pl= P2 = + 4.000 = 7.500 inches ROOF WALL 23.00 * .17.17 * 13.0 psf / 1000 = 5.134 k 18.23 * 17.17 * 0.667 * 0.150 kcf = 31.300 k TOTAL =36.434 k - - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 98 IN Lu= 25.5001ft} F~ = 4.000 ksi) a= 5.313 in) Concrete TyP.e = Normal Fy = 60 (ksi) b = 98.00 (in) Pcallow) = 0.04 • F~ .Ag ........... = Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = As (max) = 0.6 . pb.b.d .......... = 125.440 (kips) 0.02851 8.906 (in2) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 ........ 0. k. Steel Area, As= 2.2000 (in~) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dcin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.90 +I.Ix l.3Eilll. p1 = 5.134 Jkipsl Pu 1 = 4.621 1kipsl P2 = 31.300 kips Pu2 = 28.170 kips Pr = 36.434 kips Pu = 32.791 kips Mnat> = 383. 0 (in.kips) Mu = 548.691 (in. ips) e = 7.500 (in) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) p = 0.9 -[2 . Pu/F~ .Ag] ............................ . a= [ As.Fy +Pu]/ 0.85 . F~ .b .................... . c = a / 0. 85 ........................................ . = 0.879 = 0.495 (in) = 0.582 (in) Icr = n.[ As.(d-c)A2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 589.653 (in 4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 791.728 (in.kips) 8n = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 3.634 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -17.327 (in.kips) Mu (P.6) = [ Pu1 + Pu2 ] x 6 ........................... = 119.156 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.6) = 650.52 (in.kips) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 710.88 (in.kips) .... o.k Check Service Load Deflection : · Slim = Lu/150 =' ·2.04 (in) beff = 98.00 (in) M5 = M(lat) -P1 .e/2 + Pr .8Lim ..................... = 438.77 (in.kips) Mer =; 5. F~A1/2.be.tA2/6 ........................... ·= .. 330.56 (in.kips) Ser = Mer .LuA,2 / 9.6 . E.Ig ................ ' ........ =' 0.21 (in) 85 = 8er + [Sn -Ser] x [Ms -Mcr]/[Mn -Mer] ...... = 1.02 (in') o.k. LOAD CASE SUMMARY SEISMIC GOVERNS [Mu/ pMn] Load Case U = 0.75 X [ 1.4D + 1.1 X I. 7E(IN) ] = 0.906 Load Case < 2 > U = 0.90 + 1.1 X l.3Ec~> = 0.915 <=== Load Case < 3 > U = 0.75 X [ 1.4D + 1. X I. 7Ecoun ] = 0.880 Load Case < 4 > U = 0.90 + 1.1 x l.3Ecoun = 0. 877 - : . - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 L....J ?9 ********************************************************************* Wall Thickness, Clear Height, Parapet Height, Lower Panel Leg Upper Panel Leg Open'g Height, tw= Lu= Lp= = P-27 R 8.00 25.50 5.00 7.33 = 18.33 in ft ft ft ft ft Lo= 10.00 1. LATERAL LOADS WIND: 70.0 p = mph Ce X WIND Cq X SPEED; qs qs = Ce = Cq = 14.5 1.1 1.2 psf (0-20'); inward & Wwl = 14.5 * 1.1 * 1.2 * Ww2 = 14.5 * 1. 2 * 1.2 * SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * Ws2 = 0.30 *100.00 * SEISMIC W = 219.90 549.90 p/f L = 10.0 15.5 5.0 ft l<---->l<---->l<--->I /\ /\ 1--> X I RF RR RR = 9383 lbs RF = 4089 lbs Mopng =385.30 k-in Mmax @ X =13.436 ft Mmax = 397.7 k-in 2. VERTICAL LOADS EXPOSURE C 1.2 ( > 20') outward 18.33 = 343.66 18.33 = 379.54 7.33 = 219.90 18.33 = 549.90 WIND p/f . I (O -20 I) p/f i ( > 2 0 I) p/f p/f 343.66 379.54 p/f 20.0 10.5 ft !<-------><------->! /\ /\ I I RF RR RR = 6641 lbs RF = 4217 lbs Mopng = 299.83 k-in Mmax @ X = 12.27 ft Mmax = 3-10. 46 k-in e = 3.500 Pl= + 4.000 = 7.500 inches ROOF WALL: P2 = 23.00 *-18.33 * 13.0 psf / 1000 = 5.481 k 18.23 * 18.33 * 0.667 * 0.150 kc( = 33.415 k TOTAL =38.895 k - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 84 IN Lu= 25.500 !ft) F~ = 4.000 ksi) a= 5.313 in) Concrete Type= Normal Fy = 60 ( ks i) b = 84.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 P(allow) = 0.04 . F~ .Ag ........... = 107.520 (kips) 0.02851 ........ o. k. Pb = 0.85A 2 .( F~/Fy ).[ 87/87+Fy] = As (max) = 0.6 . pb.b.d .......... = 7.633 (in2) Steel Area, As= 2.2000 (in2) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = o~750 (in) Effective Depth to Steel : dCin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.90 +I.Ix l.3Eilfil.. p1 = 5.481 Jkipsl Pu 1 = 4.933 !kipsl P2 = 33.415 kips Pu 2 = 30.073 kips Pr = 38.896 kips Pu = 35.006 kips Mnat> = 397. 0 (in.kips) Mu = 568.711 (in. ips) e = 7.500 (in) d = •.•••.•.•......•.....•.••.••.•••••.•••.••••...•.•••.. = 5.313 (in) ¢ = 0.9 -[2. Pu/F~.Ag] ........................... .. a = [ As . F y + Pu ] / O . 85 . F ~ . b .................... . C = a / 0. 85 ........................................ . = 0.874 = 0.585 (in) = 0.688 (in) Icr = n.[ As.(d-c)A 2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 572.064 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 792.513 (in.kips) Bn = Mn.LuA 2 / 9.6 . E.Icr .......................... . = 3.749 (in) Mu (P.e) = Pu1 .e/2 ..........•.......................... = -18.498 (in.kips) Mu (P.8) = [ Pu 1 + Pu2 ] x B ••••••••••••••••••••••••••• = 131.249 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu{P.6) = 681.46 (in.kips) ¢Mn= ¢.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 708.98 (in.kips) .... o.k Check Service Load Deflection : beff = 84. 00 (in) Bum = Lu/150 = 2.04 {in) M5 = M(lat) -P1 .e/2 +Pr.Slim ..................... = Mer= 5. f~A 1(2.be.tA2/6 ............................ = Ber = ;Mer. LuA 2 /; 9.6 . E. lg ...................... · .. = 65 = Ber + [B0 -Ber] X [M~ -Mcr]/[Mn -Mer] ...... = LOAD CASE SUMMARY SEISMIC GOVERNS Load Case Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 x [ 1.40 + I.I x 1.7E(IN) ] U = 0.9D + 1.1 x 1.3Ecw> U = 0.75 x [ 1.40 + l.1 x l.7Ecoun ] U = 0.90 + 1.1 x 1.3Ecoun 456.49 {in.kips) 283~34 (in.kips) 0:21 {in-)' 1.42 (in) · .... o.k. [Mu/ ,t,Mn] = 0.953 = 0.961 <=== = 0.929 = 0.924 - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO: 96-126 ********************************************************************* 28 L Wall Thickness, tw= 8.00 in Clear Height, LU= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = 3.00 ft Upper Panel Leg = 10.50 ft Open'g Height, Lo= 9.00 ft 1. LATERAL LOADS WIND: 75.0 mph WIND SPEED; p = qs X Ce x Cq qs = 14.5 psf Ce = 1.1 (0-20'); Cq = 1.2 inward & Wwl = 14.5 * 1.1 * 1.2 * Ww2 = 14.5 * 1.2 * 1.2 * SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * Ws2 = 0.30 *100.00 * SEISMIC W = 90.00 315.00 p/f L = 9.0 16.5 5.0 ft l<---->l<---->l<--->I A A 1--> X I RF RR RR = 5388 lbs RF = 2194 lbs Mopng =213.90 k-in Mmax@ x =13.394 ft Mmax =229.73 k-in EXPOSURE C 1.2 ( > 20') outward 10.50 = 196.86 10.50 = 217.41 3.00 = 90.00 10.50 = 315.00 WIND p/f ; (0 -20 I) p/f ( > 20 I) p/f p/f 196.86 217.41 p/f 20.0 10.5 ft l<-------><------->I A A I I RF RR RR = 3804 lbs RF = 2416 lbs Mopng = 165.21 k-in Mmax@ x = 12.27 ft : . Mmax = 177.84 k-in 2. VERTICAL LOADS ' ------------------- e = ROOF WALL 3.500 Pl= P2 = + 4.000 = 7.500 inches 23.00 * 10.50 * 13.0 psf / 1000 = 3.140 k 18.23 * 10.50 * 0.667 * 0.150 kcf = 19.141 k TOTAL =22.280 k \J.1~4-( Slender Concrete Wall Design Per 1994 UBC 1914.8 ~SIGN SECTION : T=8 in X B=36 in Lu = 25.500 (ft) Concrete Type = Normal Ft = 4.000 (ksi) Fy = 60 (ksi) d = 5.313 (in) b = 36.00 (in) P(allow) = 0.04 . Fe.Ag ........... = 46.080 (kips) 0.02851 pb = o.85A2. ( Fc/Fy). [ 87/87+Fy J = As (max) = 0.6 pb.b.d .......... = 3.271 (in2) We = 150 (pcf) Ee = 3604 (ksi) n = 8.05 ........ o.k. Steel Area, As= 1.3200 (in2) .... USE 3 -# 6 Bars Ea. Face Clearance at Inside Face= Arch. Reveal Depth ..... = Effective Depth to Steel 1. 500 (in) O. 750 (in) d(in) = at Outside Face= 1.500 (in) 5.313 (in) d(out) = 6.063 (in) LOAD CASE < 2 > U = 0.9D + 1.1 x 1.3E(IN) Pl= 3.140 (kips) P2 = 19.141 (kips) PT= 22.281 (kips) Pul = 2.826 (kips) Pu2 = 17.227 (kips) Pu = 20.053 (kips) M(lat) = 229.73 (in.kips) Mu = 328.514 (in.kips) d = e: = = 0. 9 -[2 . Pu/Fe .Ag] ............................ . [ As. Fy + Pu ] / 0. 85 . Fe. b .................... . C = a I o. 85 ........................................ . Icr = n. [ As. (d-c)A2 + (Pu/Fy). (t/2 -c)A2] + (be/3) .cA3 e = 7.500 (in) = 5.313 (in) = 0.865 = 0.811 (in) = 0.954 (in) = 321. 242 (in4) Mn = As.Fy. (d -a/2) + Pu. (t/2 -a/2) ................ . = 460.720 (in.kips Sn = Mn.LuA2 / 9.6 . E.Icr .......................... . = 3.881 (in) Mu (P.e) = Pul.e/2 .................................... . = -10.597 (in.kips Mu ( P . S) = [ Pul + Pu2 ] x S .......................... . = 77.834 (in.kips Total Factored Design Moment : MuT = Mu + Mu(P.e) + Mu(P.S) ¢Mn= ¢.As.Fy. (d -'. a/2) + :Pu. (t(2 a/2) = = 395.75 (in.kips) 408.33 (in.kips) .... . ; Check Service Load Deflection Slim= Lu/150 = 2.04 (in) beff = 66. 00 ( in) Ms = Mer = M(lat) -Pl.e/2 +PT.Slim ..................... = 5. FcAl/2. be. t"'2/6 ...... · ..................... = Ser = Mcr.Lu"'2 / 9.6 . E.Ig ......................... = Ss = Ser + [Sn -Ser] x [Ms -Mer]/ [Mn -Mer] . . . . . . = LOAD CASE SUMMARY SEISMIC GOVERNS Case < 1 > u = 0.75 X [ 1.4D + 1.1 x 1.7E(IN) ] 263.41 (in.kips) 222.62 (in.kips) ·0.21 (in) 0. 84 ( in) [ Mu / ¢Mn = 0.965 o.k o.k .ad ad Case < 2 > u = 0.9D + 1.1 x 1.3E(IN) = 0.969 <=== Load Case < 3 > u = 0.75 X [ 1.4D + 1.1 x 1.7E(OUT) ] = 0.937 Load Case < 4 > u = 0.9D + 1.1 x 1. 3E (OUT) = 0.929 - - ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB N0:96-126 (ulf.-3 ********************************************************************* P-28 R Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = 5.00 ft Upper Panel Leg = 15.00 ft Open'g Height, Lo= 7.00 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE C p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 ( 0-20 I) i 1.2 ( > 20 I) Cq = 1. 2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 15.00 = 281.23 p/f . (O -20 1 ) I Ww2 = 14.5 * 1.2 * 1.2 * 15.00 = 310.59 p/f . ( > 2 0 I) I SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 5.00 = 150.00 p/f Ws2 = 0.30 *100.00 * 15.00 = 450.00 p/f SEISMIC WIND W = 150.00 450.00 p/f 281.23 310.59 p/f L = 7.0 18.5 5.0 ft 20.0 10.5 ft l<---->l<---->l<--->I !<-------><------->! A A A A ,--> X I I I RF RR RF RR RR = 7920 lbs RR = 5435 lbs RF = 3705 lbs RF = 3451 lbs Mopng =308.85 k-in Mopng = 207.19 k-in Mmax @ X =12.900 ft Mmax @ X = 12,. 27 ft Mmax ='•361.1 k-in Mmax = 254 ·. 06 k-in 2 . .VERTICAL LOADS ----J-------. i ------ e = 3.500 + 4.000 = 7.500 inches ROOF: Pl= WALL P2 = 23.00 *.15.00 * 13.0 psf / 1000 = 4.485 k 18.23 * 15.00 * 0.667 * 0.150 kcf = 27.344 k TOTAL =31. 829 k - - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 60 IN Lu= 25.500 lft) F~ = 4.000 ksi) a= 5.313 in) Concrete TyP.e = Normal Fy = 60 ( ksi) b = 60.00 (in) We= 150 (pcf) Ee= 3604 (ksi) n = 8.05 P(allow) = 0.04 . F~ .Ag ........... = 76.800 (kips) 0.02851 ........ o.k. Pb = 0.85AZ.( F~/Fy ).[ 87/87+Fy] = As (max) = 0.6 . pb.b.d .......... = 5.452 (inZ) Steel Area, As= 2.2000 (ini) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dCin> = 5.313 (in) d(out) = 6.063 (in) LOAD CASE < 2 > _ U = 0.9D + 1.1 x 1.3Eill2... P1 = 4.485 lkipsl PU1 = 4.036 lkipsl Pz = 27 .344 kips Puz = 24.610 kips Pr = 31.829 kips Pu = 28.646 kips Mnat> = 361.10 (in.kips) Mu = 516.373 (in. ips) e = 7.500 (in) d = •••••••••••••••••••••••••••••••••••••••••.••••••••••• = 5.313 (in) p = 0. 9 -[2 . Pu/F~ .Ag] ............................ . a= [ As.Fy + Pu ] / 0.85 . F~ .b ................... .. c = a / 0. 85 ........................................ . = 0.870 = 0.787 (in) = 0.926 (in) !er= n.[ As.(d-c)AZ + (Pu/Fy).(t/2 -c)AZ] + (be/3).cA3 = 519.262 (in4) '11. '..u ..... ( Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 752.648 (in.kips) 8n = Mn.LuAZ / 9.6. E.Icr .......................... . = 3.923 (in) Mu (P.e) = Pu 1 .e/2 ..................................... = -15.137 (in.kips) Mu (P.6) = [ PU1 + Puz ] x 8 ........................... = 112.372 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) = 613.61 (in.kips) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 668.34 (in.kips) .... o.k Check Service Load Deflection : '',8Lim = Lu/150 = 2.04 (in) ' beff = 60. 00 (in) M5 = M(lat) -P1 .e/2 + Pr .6lim ..................... = 409.21 (in.kips) Mer = 5. F~A1/Z.be.tA2/6 .......... · ................. = 202'.39 (in.kips) 6er = Mer .LuAZ / 9.6 . E.Ig ........ ! ............... = 0.21 (in) 85 = 8er + [8n -8er] x [Ms -Mcr]/[Mn -Mer] .. , .... = 1.61 (in) o.k. LOAD CASE SUMMARY Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > SEISMIC GOVERNS U = 0.75 x [ 1.4D + 1.1 x l.7E(IN) ] U = 0.9D + 1.1 x l.3Ec~> U = 0. 75 x [ I. 4D + l. l x I. 7E(OUT) ] U = O. 90 + 1. I x l . 3 Ecoun [Mu/ pMn] = 0.914 = 0.918 <=== = 0.880 = 0.873 - - * *** * ** ** * * * *** * *** * * * * ********* * **** * * * * * * * * * * ** ** * * * ************* ** -·; r-CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 ~-U --:> ********************************************************************* P-31 L Wall Thickness, tw= 8.00 in Clear Height, Lu= 25.50 ft Parapet Height, Lp= 5.00 ft Lower Panel Leg = 5.00 ft Upper Panel Leg = 15.00 ft Open'g Height, Lo= 9.00 ft 1. LATERAL LOADS -------------------WIND: 70.0 mph WIND SPEED; EXPOSURE C p = Ce X Cq X qs qs = 14.5 psf Ce = 1.1 (0-20'); 1.2 ( > 20 I) Cq = 1.2 inward & outward Wwl = 14.5 * 1.1 * 1.2 * 15.00 = 281.23 p/f . (0 -20 I) I Ww2 = 14.5 * 1.2 * 1.2 * 15.00 = 310.59 p/f . ( > 20 I) I SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * 5.00 = 150.00 p/f Ws2 = 0.30 *100.00 * 15.00 = 450.00 p/f SEISMIC WIND W = 150.00 450.00 p/f 281.23 310.59 p/f L = 9.0 16.5 5.0 ft 20.0 10.5 ft l<---->l<---->l<--->I !<-------><------->! I'\ I'\ I'\ ,--> X I I I RF RR RF RR RR = 7732 lbs RR = 5435 lbs RF = 3293 lbs RF = 3451 lbs Mopng =311.69 k-in Mopng = 236.01 k-in Mmax @ X =13.319 ft Mmax = 333.1 k-in Mmax @ X = 12.27 ft Mmax = 254.06 k~:i:n 2 . VERT I CAL LOADS e = 3.500 Pl= P2 = + 4.000 = 7.500 inches ROOF WALL 23.00 *-15.00 * 13.0 psf / 1000 = 4.485 k 18.23 * 15.00 * 0.667 * 0.150 kci = 27.344 k TOTAL =31. 829 k - - Slender Concrete Wall Design Per 1994 USC 1914.8 DESIGN SECTION: T = 8 IN x B = 60 IN Lu= 25.500 !ft) F~ = 4.000 ksi) a = 5.313 in) Concrete Type= Normal Fy = 60 (ksi) b = 60.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Peal low> = 0.04 . F~ .Ag ........... = 76.800 (kips) ........ o.k. Pb = 0.85A 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max)= 0.6 . pb.b.d .......... = 5.452 (in 2) Steel Area, As= 2.2000 (in~) .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : d<in> = 5.313 (in) dcout) =. 6.063 {in) LOAD CASE < 2 > U = 0.9D + 1.1 x 1.3ED1!2.. P1 = 4.485 1kipsl Pu1 = 4.036 lkipsl P2 = 27.344 kips PU2 = 24.610 kips Pr = 31.829 kips Pu = 28.646 kips Mnat> = 333.10 (in.kips) Mu = 476.333 (in. ips) e = 7.500 (in) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) p = 0.9 -[2 . Pu/F~ .Ag] ............................ . a = [ As. Fy + Pu J / O. 85 . F ~ . b ••••••••••••••••••••• C = a / 0. 85 ........................................ . = 0.870 = 0.787 (in) = 0.926 (in) Icr = n.[ As.(d-c)A 2 + (Pu/Fy).(t/2 -c)A2] + (be/3).cA3 = 519.262 (in4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 752.648 (in.kips) 8n = Mn.LuA 2 / 9.6. E.Icr .......................... . = 3.923 (in) Mu (P.e) = Pu 1 .e/2 ..................................... = -15.137 (in.kips) Mu (P.8) = [ Pu 1 + Pu2 ] x 8 .....•..........•.......... = 112.372 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(P.e) + Mu(P.8) = 573.57 (in.kips) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 668.~4 (in.kips) o.k Check Service Load Deflection : 8Lim = Lu/150 ~ 2.04 (in) beff = 60. 00 (in) M5 = M(lat) -P1 .e/2 + Pr .Slim ....... ; ............. = Mer = 5. F~A1/2.be.tA2/6 .......... ; ......... : ........ = 8ef = Mer . LuA 2 / 9. 6 . E. Ig ................ : ...... : . -;- 8s = 8er + [8n -Ber] x [Ms -Mcr]/[Mn -Mer] ..... . LOAD CASE SUMMARY Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > SEISMIC GOVERNS U = 0.75 X [ 1.4D + 1.1 X 1.7ECIN> ] U = 0.9D + 1.1 x l.3Ec~> U = 0.75 x [ 1.4D + l.1 x l.7Ecoun ] U = 0. 9D + 1. 1 x 1. 3 Ecoun 381.21 (in.kips) 202.39 (in.kips) 0.21 (in) 1.42 (in) [Mu/ ,0Mn] = 0.856 = 0.858 <=== = 0.829 = 0.820 o.k. .e ********************************************************************* CONCRETE PIERS FOR PANEL W/OPENINGS: JOB NO:96-126 J.l)&:1J ********************************************************************* I P-33. R Wall Thickness, Clear Height, Parapet Height, Lower Panel Leg Upper Panel Leg Open'g Height, tw= 8.00 Lu= 25.50 Lp= 5.00 = 8.00 = 18.00 Lo= 9.00 1. LATERAL LOADS WIND: 70. O mph WIND p = Ce X Cq X qs = 14.5 in ft ft ft ft ft SPEED; qs psf Ce = 1.1 (0-20'); Cq = 1.2 inward & Wwl = 14.5 * 1.1 * 1.2 * Ww2 = 14.5 * 1.2 * 1.2 * SEISMIC: Ws = 0.30 * w ZONE-4 Wsl = 0.30 *100.00 * Ws2 = 0.30 *100.00 * SEISMIC W = 240.00 540.00 p/f L = 9.0 16.5 5.0 ft l<---->l<---->l<--->I A A 1--> X I RF RR RR = 9373 lbs RF = 4397 lbs Mopng =391.18 k-in Mmax @ X =13.142 ft Mmax = 413-. 8 k-in 2. VERTICAL LOADS EXPOSURE . C . 1.2 ( > 20 I) outward 18.00 = 337.47 p/f . (0 I -20 I) 18.00 = 372.71 p/f . ( > 20 I) I 8.00 = 240.00 p/f 18.00 = 540.00 p/f WIND 337.47 372.71 p/f 20.0 10.5 ft !<-------><------->! A A I I RF RR RR = 6522 lbs RF = 4141 lbs Mopng = 283.21 k-in Mmax @ X = 12.27 ft Mmax = 304.87 k-in e = 3.500 Pl= + 4.000 = 7.500 inches ROOF WALL: P2 = 23.00 * 18.00 * 13.0 psf / 1000 = 5.382 k 18.23 * 18.00 * 0.667 * 0.150 kcf = 32.813 k TOTAL =38.195 k - /46')/4] AJIT RANDBAVA & ASSOCIATES ff7_]'2:{7_] CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522·0911 • FAX (714) 522-1149 (;J 2.. ~ o, 18 .3 X I 7 X 3 2.. 0 • r'8. 3.x )}Vg _ o, I 8 3 X S-2.. y /. 7 V,, i " o, I 8 3 /. I 7 X C-8 + o, ( e :iK ( 3:f-,.q__;-J,<"-0 JOB# ______ _ DATE ______ _ DESIGN_-~--- SHEET #_--'f:''-~-f!>_-_.c;;;;;L'--_ :::: It~ fr/r-r ~ ~(fj *-T· : : - ~ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. JOB# _____ _ DATE ______ _ DESIGN----,,...---:----- SHEET #_-'-f-,_) .::...'.)_-----~·,,....__ 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 ' w (3 ~ 01 18 3 y 17 >< ..z_ / IN tr =::. o • 1'8 3 x /7 x. 3of' ...;.. o I If 3 'y: ( 2;;, + -¼-Jj X (..?.-)1. /oo -f ~ -l-<:J1 ( ~ 3-~ -~>< /<7"i7 q q 9 r 3~ t--6 ~-;r-~re= /d-"31 if.sr ~ -°' I 8 p >' (7><3~ f-f-o, /8 J'K' (-?;_•, 4-t) { I oDfuj r?. Y-:,_8-y µQ J?'/:r-½ = ' w /8 · i {~ ;vr) "l< /;,oy2.__: t} 1 ( p 3 )< 1 / X: 2 f-6 + Or I 8 5 )C 2---' • . ' 717 r 2.,X '3:vo ._ /<7.3 7 -tt;f/, - /40J/4l AJIT RANDBAVA & ASSOCIATES ff7_]'2:(7_] CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 J<: £. --62-C,Ct::1 o +t-s 56/ =-/Ir 7 6 I .tt _ 7< J .::-4-7 C/?:S + Jt7"$:J---Z.. ::::: g~ 2-,-.qJ-:t:f' JOB# ______ _ DATE ______ _ DESIGN--.,---=----,-:::--- SHEET #___;P-.-'----P_-_{£_.___ __ - - /4DJ/4l AJIT RANDIAVA & ASSOCIATES #7.J}1'~ CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 VA= ,<f 3t5J-1 -Z.~/ V..r L!;fT VrJ P-!~HT -= JOB# ______ _ DATE ______ _ DESIGN ____ --,-__ SHEET # __ ~~P_-_f-__ ·x ==-7 ' 6 ::= /3g; o t;(' -#. -~77 X 5.::.. T-/,5~-X /:t.X ~ -.:::: ,:> f ~Ltr/9 /:J gort Af66-4-I,,) .-=:-//c? .:;f--7 # / ;;;.i--:J'7' 0 I ' I - - /4r5)/4l AJIT RANDBAVA & ASSOCIATES ff7._]Y{~ CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 iELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 1;J ll VI ·:::: ~ 3->< ~»-.::.· 9 ..3 .2.. 8 -H-·v 2 f2. 'Y6 '-:;:. f-tf $ r-0 . -3 c,:(-· -= I (it ..... fr.b-J / ' ., l.,.) It,!. JOB# ______ _ DATE ______ _ DESIGN_--,.~---:---- SHEET # __ '7(..LI ~t>_--'C,._ __ 49 +-/;?41->UtfL X' // fC :#"" -,9l:?//J. /46')/41 AJIT RANDBAVA & ASSOCIATES #7.J':L{'lJ CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 _AT L11./G. -£ Vi~ GJx_::::: 77. JOB# ______ _ DATE ______ _ DESIGN ___ --:=-- SHEET # _ ___;;;;g:....:.J:>:__-__,7,___ r _r-3'5~ 7/-v-M ;fr L ~7° ¾-r. UJb I z_ -:::: :iJ...01 AT L11.,1c J ~,r: Gi?X::::::7-// --,,'{-. -I VJ-R -C/-79~:s. .er--7 )c ( ;?a <',.c-;L <;.c:-) -,.. ¢'J~Df - y----~/~0 7 -=-:),.<2: i' 'l,7"-r-17--/ / --/-7c ., .. --/&-b ,-; '--~ ./rT7, L){"°~ /-2...- ! : - - ~ AJIT RANDBAVA & ASSOCIATES ff7.J21'7.J ·coNSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 V~L .:::: G.3 8 '? 7 ~ / X =-/$- .:t:t ~b3fCi7 -1&-?<?~2-=.ec.t?# JOB# ______ _ DATE ______ _ DESIGN _____ _ SHEET # _ __,_R--=-P"-----9!-- ~ _ ¥f':1-~ 3 36 ~r <:' 3' .,,,, ~ / AT L. /A/,& --c;.. V6"i<_ = 98//,T )f-.:::: 1~./ / : : rf?.r . ..tr • I - £6)/47 AJIT RANDBAVA & ASSOCIATES ff7.J~7_] CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. {714) 522-0911 • FAX (714) 522-1149 I~. -. ::~ tl J 'l"C ,;< 1C6 2.......: 9'/ . .r-2..'. I' ,L- g = 2,f-1!""2...'/_!_: I/-a 6 p-5 \. 1-7-G -f ?--t -C. JOB# ______ _ DATE ______ _ DESIGN ______ _ SHEET #--~~~/)_-.....,7.,..___ ~· - - Slender Concrete Wall Design Per 1994 UBC 1914.8 DESIGN SECTION: T = 8 IN x B = 96 IN Lu= 25.5001ft} F~ = 4.000 ksi) a = 5.313 in) Concrete TyP.e = Normal Fy = 60 (ksi) b = 96.00 (in) We = 150 (pcf) Ee= 3604 (ksi) n = 8.05 Peal low> = 0.04 . F~ .Ag ........... = 122.880 (kips) ........ o.k. Pb = 0.8SA 2.( F~/Fy ).[ 87/87+Fy] = 0.02851 As (max) = 0. 6 . Pb • b. d .. . .. . . . . . = 8. 7 2 4 (in 2) Steel Area, As= 2.2000 (inf} .... USE 5 -# 6 Bars Ea. Face Arch. Reveal Depth ..... = 0.750 (in) Effective Depth to Steel : dcin> = 5.313 (in) dcout) = 6.063 (in) LOAD CASE < 2 > U = 0.9D + 1.1 x 1.3Ei.illl. p1 = 5.382 1kipsl Pu1 = 4.844 1kipsl Pz = 32.813 kips Puz= 29.532 kips Pr = 38.195 kips Pu = 34.375 kips Mnat> = 413.80 (in.kips) Mu = 591.734 (in. ips) e = 7.500 (in) d = ••••••••••••••••••••••••••••••••••••••••••••••••••••• = 5.313 (in) p = 0.9 -(2 . Pu/F~ .Ag] ............................ . a = [ As. Fy + Pu ] / o. 85 . F ~ • b ................... .. c = a / 0. 85 ........................................ . = 0.878 = 0.510 (in) = 0.600 (in) Icr = n.[ As.(d-c)AZ + (Pu/Fy).(t/2 -c)"Z] + (be/3).c"3 = 588. 587 (in 4) Mn= As.Fy.(d -a/2) + Pu.(t/2 -a/2) ................ . = 796.415 (in.kips) Bn = Mn. Lu A z / 9. 6 . E. I er .......................... . = 3.662 (in) Mu (P.e) = Pu1 .e/2 ..................................... = -18.164 (in.kips) Mu (P.B) = [ Pu1 + Puz ] x B ........................... = 125.882 (in.kips) Total Factored Design Moment : Mur = Mu + Mu(~.e) + Mu(P.8) = 699.45 (in.kips) pMn = p.As.Fy.(d -a/2) + Pu.(t/2 -a/2) = 714.70 (in.kips) .... o.k Check Service Load Deflection : Slim = Lu/150 = 2.0~ .. (in) beff = 96. 00 (in) , M5 . = M(lat) -P1 .e/2 +Pr.Slim ..................... = 471.54 (in.kips) .Mer= 51 F~"1/Z,be.t"Z/6 ........................... = 323.82 (in.kips) Ber= Mcr;.Lu"Z / 9.6. E.Ig ····················;···· = 0,.21 (in)' B5 = Ber + [Bn· -·Berl X [Ms -Mcr]/[Mn -Mer] ...... = 1.29 (in) .... o.k. LOAD CASE SUMMARY: SEISMIC GOVERNS [Mu/ pMn] Load Case < 1 > Load Case < 2 > Load Case < 3 > Load Case < 4 > U = 0.75 X [ 1.4D + 1.1 X l.7EcrN> ] U = 0.9D + 1.1 x l.3E(~) U = 0.75 x [ 1.4D + l.1 x 1.7Ecoun ] U = 0. 9D + 1. 1 x 1. 3Ecoun = 0.967 = 0.979 <=== = 0.939 = 0.937 - /46')/47 AJIT RANDBAVA & ASSOCIATES #'7JL(7J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 ~p = Z.1 C-p\J- 1 = ol Cf 'i<I, o xo,7 rfN / t= 0 ,o /j-';C 6~ _,, ~ /4-?--=v·...V / ? ? )--,.e, / ,_ y::, '5, l lf.::: c, , ( I J . JOB # __ 9_6-_-_/_~---- DATE_,_.cj7;)__,..2f::="---_-_,___;7_G __ _ DESIGN _~cp'--_C_· __ _ SHEET # _ _..,\,\,,_/ _-_!.J_.=+f--- ~====;:ft ' ·--, lb} (/ "t;/ /2 c?-< . 1'~ = o. 2,.,c,c;J IN ·o.. L(l.. K ~ ~-.....:.-+------------dM I', cl r :::.,...~ X' a /12_::: 30 ~2J.2./2 =-Cc:77 d" -~ /"2---::r /1!,, 3 XI>- -~Cf'y-t,ry / z Y-:f--cj ~ =-O .( e, ZJ c.J = 01 11 ~ H = tJ \ " I 2-ef"7 )o/ 2-::,,,:,.1-•J ..:;--o. j} ::?6 / ,-(/ US& g- CL (:: V• /9),c.i~ .. -<l.o fZ.t;'7 # 6 r;;: ef r--+-c:~ Q C /,' C, C . - £6')/41 AJIT RANDBAVA & ASSOCIATES ff'l.J'2:{'7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 '//,a~ N =------o_ 1 ,.__),c r; --°'I ')<'."¢,o /? fp ~ (p,v(.)~ @ / "2.....-o._.e . JOB #_-9'-'6-"-----'-/ 2/G __ _ DATE _ _,D~~'---.......,__9_tf __ DESIGN _q-;---C.~·--- SHEET #_l.,V-=' '---=~--- ~ "b-STJ,-tL- - - /4oJ/47 AJIT RANDBAVA & ASSOCIATES ff7.J'2:(7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 -~-~e1-~ ---, N \ . ! "{_ .. ' , I ~ ~!;-~1 : ! I . I l __ ----. ~-"-----f, ' . ... --------. J __ - ' N JOB # _______ _ DATE _______ _ DESIGN ______ _ SHEET #_..!.:/2_:::...:::f/;__-___,_/ __ _ ~:-09 T -.. ~, . -·--------· .------------------- \ l, ~ [{) . I l I I ! i i, I i ff\ ,N\ . ' !~;J_ l \ •, ! 4-. ., ! f') "" I \ '----· \_ z.,M I \ l \ i "\. !-----:,,:- ====~ :. ·-·------- &J N'\ -+ ' i -.... _\ 3 I.., 3 /4r5)/4l AJIT RANDBAVA & ASSOCIATES ff'7.J'2:('7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 1ELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 JOB# ______ _ DATE ______ _ DESIGN---,---,----- SHEET #_~12_-=--1;)_-_/_C __ V ~-«'c:r , ;g. ~ A-~ ,?-IA.i"E --;:{ / /t 2/ 7'2--,.... r..c ------,--_-_-_-_-_-_-_-_-_-_-_-_-_-_--:...-::......~----=----- D-- ('-. ·-- F.a ::: /3. ~-5 io--s 1 . (' .. -. . 1/, 5 - ~ -/~.:!> -h, -(4 /,/ -r -= ~ h /_;?, ?-,J 't.,;) f: 1v; /, I r -o-f1y ff:. -2-(, C ,k=-S, ) //1 o 6 o, 16 I c/,3 .3 ,r--7-'f-b ;:: /t?.J ~ --r " o,f 33 c/, s.>? = 2~(. C cJ {b cu 1B ,;-e r r .. - /4i3)/4l AJIT RANDBAVA & ASSOCIATES ff'7.J'2:(L:J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 / {,,; ±v.> 7', f; -;z:::~ ~r ~ -,-- -C -# V =-/IJ-76/ f2,311.:p ~ <-= f-6 r= IT~ C <, /,IC l 7-CiJ-.:=-/,ol '-f' :::,. 2--{(. { /5--~ JOB# ______ _ DATE ______ _ DESIGN ______ _ SHEET #_...c..f?,_e__,::_t>-:::___.I....,_/ __ ~I < /, 3i.3 -- - /46')/41 AJIT RAN.DBAVA & ASSOCIATES ff'7.J'2:('7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 r= !<:. I 2,._7 v---= /2...3, 3 \C::. L.J[73 -W I c--~ 2-G'- JOB# ______ _ DATE ______ _ DESIGN---..,...,------ SHEET #_....c72____:::_D__;_/---''"2-."'--_ -s".?-l *********************************************************************** SUBDIAPHRAGM ANALYSIS ROOF *********************************************************************** THICKNESS OF WALL = 8.00 in CLEAR HEIGHT = 28. 5·0 ft PARAPET HEIGHT = 2.00 ft SEISMIC, Ws = 0. 30 * 100.00 * 16.250 * 1.50 = 731.25 #/ft WIND, Ww = 14.50 * 1.23 * 1.200 * 16.250 = 347.78 #/ft =====> 731. 25 #/ft SEISMIC GOVERNS. 1. PURLIN TIES TO WALL@ 8.0 ft o.c. FORCE REQ'D Pu = 8.00 * 731.25 = 5850.0 # =====> PROVIDE FILLET WELD 1/4 X 2 II AT BOTH SIDES P-allow = 1.33 * 2 * 2 * 3711 # = 19743 # > Pu O.K. ! ! ! ! TENSION CAPACITY OF EACH 7/8 11 DIA. ANCHOR = ..:u-ro_ 51 {jrj: SHEAR CAPACITY OF EACH 7/8 11 DIA. ANCHOR = 4050 Fv = 30.00 * 8.00 * 13.00 I 2. = 1560 # ..a-Ft = 5850 /4-=/#-b6 = 2925 re 1560! c.',b-0 c-~~;~-+ CL = :a 96 < 1.33 O.K. ! ! ! ! 2. RAFTER TIES TO WALL@ 4.0 ft o.c. FORCE REQ'D Pu= =====> 4.00 * 731.25 = 2925.0 # PROVIDE 1/411 x 411 STRAP PLATES EACH SIDE WITH 2 -:-,p/8 11 DIA. M. BOLTS CAPACITY OF 2 -1/411 x 4 11 STRAP PLATES # # = ( 4 -2 * 11/16) * 0.25 * 22000 * ~ * 1.3~ / 1.7 = 90362 # > Pu o·.K. !!!r CAPACITY OF 2 -5/8 11 DIA. M. BOLTS = 2 * 2250 *1.33 = 5985 # > Pu O.K. !!!! 3. RAFTER TIES EACH OTHER@ 4 ft o.c. FORCE REQ'D Pu= 2925.0 # e. =====> PROVIDE 3.511 x 16 GA. STRAP W/ 24-l0d NAILS AT EA. END CAPACITY OF 3.511 x 16 GA. STRAP WITH 3 ROWS STAGGERED NAILINGS = ( 3.5 -2 *.148) * 0.0598 * 22000 * 1.33 / 1.7 4. TRY RL = RR = 0.5 = VL = vR = = = 4119 # > Pu O.K. !!!! CAPACITY OF 24-l0d NAILS = 24 * 113 * 1.33 = 3607 # > Pu 88.00 X 58.00 SUBDIAPHRAGM * 58.00 * 731.25 21206 # 21206 I 88 241 #/ft < 250 #/ft A O.K. ! ! ! I RL O.K. !!!! /\ RR PROVIDE STRAPS ACROSS THE 10 PURLINS FROM THE INSIDE FACE OF WALL 5. TRY 44.00 X 29.00 SUBDIAPHRAGM RL = RR = 0.5 = VL = vR = = * 10603 10603 241 29.00 # * / 44.oo 731.25 #/ft < 250 #/ft O.K. !!! PROVIDE STRAPS TYP. @ 4'-0"o.c. ACROSS THE 4 PURLINS FROM THE INSIDE FACE OF WALL /\ I RL /\ RR . . ------------------------------------------------------:----------------PROVIDE TUBE TIES ACROSS THE 6 PURLINS FROM THE WALL FORCE REQ'D Pu = 21206 # CAPACITY OF TS 3 1/2 X 2 i/2 X 1/4 = 2.59*0.6*46000*1.33/l.7= 55926 # > Pu O.K. 5. BAR JOIST TIES EACH OTHER@ 8 ft o.c. FORCE REQ'D Pu= 5850.0 # =====> PROVIDE FILLET WELD 3/16 x 2 11 AT BOTH SIDES P-allow = 1.33 * 2 * 2 * 0.75 * 3711 # = 14807 # > Pu O.K. !!!! - CAPACITY OF PLATE 3 11 x 1/4 11 = 3 * 0.25 * 22000 * 1.33 / 1.7 = 12909 # > Pu O.K. !!!! 6. JOIST GIRDER TIES EACH OTHER FORCE REQ'D Pu= 55.0 * 731.25 / 1000 =====> = 40. 22 Kips PROVIDE FILLET WELD 1/4 x MIN. 9 11 AT BOTH SIDES P-allow = 1.33 * 2 * 9 * 3.711 = 88.84 K > Pu O.K. !!!! CAPACITY OF PLATE 4 11 x 7/811 = 4 * 0.875 * 22000 * 1.33 / 1.7 = ~0.24 K > Pu O.K. !!!! - - £6')/41 AJIT RANDBAVA & ASSOCIATES #°7.J~'lJ CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 @ JOB# ______ _ DATE ______ _ OESIGN---,-~--,---- SHEET #_L~'7"_-_· ~/ __ _ °' I l \:j;.;--+--~!!!!!!!!!!!!!!!~~~~----.-----,...~-------:-- --.a_ M ~-~ H __ J __ if· -···-··-··-··'r-====~ ; i ~ ' I'i \ l 3 l l 3 I I \I -j __ i ~ l ~-'--j_ ~ 3 _! '.£l \ CL I I l :1 .:l--...l.!,...-------:---Jt ~ ~. r-- 3 /.J. @------------·-----------------------------. r· ------. ·--.. @ \; ----,-----· .......... . X - - /45)£1 AJIT RANDBAVA & ASSOCIATES §"7_]'2:{i.] CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. 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(714) 522-0911 • Fr,:x (714) 522-1149 ~-\ -~ JOB# _____ _ DATE _____ _ DESIGN _ __.,-=---..-,.-- SHEET # _ _..;:;l..:...7=-_-....!.../...!..S:C:-__ '-#' w ·J-· ,v .L-\Jr J,.-tlr J,.. ,Jj W~ X &'"~ · l=7f.: /7,b (~ ~ ~ ) ~..=Ut.3 IC vJ 72..B;><".TO ~:-;--3--~----;;:-~~~ WoL -:::.o .o .f1lx Bf o, I -= ·o, _f-6. (C.C,T-~ u.JLL .;._;!, ( x 'i =-O, 8 -t::-'-f ~lz I. ' A=----7(' ;.( i' ? Ct--~ 0. I ~ Z./ X I~ .::-.3 7, 8 !fl. . . ' ·. }"2-·:t' Tl< 'P A-,R .F-,,f • -W "' ~ µ,,,~.,-!<.., ,~ Fwe: ' f?!·'« i;lr;::_u.r r /JJ.N 7t. ::::--:2-7 6' · l<! ~ ·I - - £6)/41 AJIT RANDBAVA & ASSOCIATES ffiJ'}1"iJ CONSULTING STRUCTURAL ENGINEERS INC. :: 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 13.:r, o t<'- I Fx =-o, (83 W = -o, !8 3 x 13r ..: 18, 2-~- ~-· ~::: o,{83 ·w -::-0•1831<-/85-.3~.r . r u..)pt_= o,or-g;,c $-t-o,o:r - Wee = o , I ,x R JOB# _____ _ DAiE ______ _ DESIGN _____ --::--- SHEET #_-=l.,__"F_-_(-"'-J __ I /2-.ll .. }(_ /,83 - - - 02-D FRAME ANALYSIS PROGRAM, VERSION: 8.00 Lr-16 THE IRIS GROUP MOMENT FRAME AT LINE -P ONUMBER OF JOINTS= 4 NUMBER OF MEMBERS = 3 /" "0!11~ GENERATE COORD -NO NUMBER OF PROPERTIES CARD= 2 PRISMATIC MEMBERS -YS NUMBER OF LOAD CASES= 4 ~---'" GENERATE MEMBERS -NO NO.OF LOAD COMBINATIONS= 3 FOR ALL MEMBERS, E = 29000,0 E/G = 2.50 UNIT CONV,CODE,INPUT: 1 OUTPUT: 0 NO, OF REMARK CARDS= 0 INPUT CHECKING ONLY -NO OINPUT UNITS -KIPS & INCHES (COORDINATES IN FEET, WINK/FT) JOINT DATA (JOINT FIXITY , ,, X, Y DISPL, OR ROTATION(R),,.O=ALLOWED, l=NOT) JOINT FIXITY X COORD, Y COORD. · FT NO, XYR FT 1 111 .000 ,000 2 111 29.000 .000 3 0 .000 12,500 4 0 29.000 12,500 !MEMBER PROPERTIES (UNITS: IN AND K.) NO, 1 2 OMEMBERS SHEAR HALF SUPPORT WIDTH I AREA AREA AT I AT J E 1240,0 32.00 7,50 .00 ,00 29000,00 1550.,0 18,20 10,20 ,00 ,00 29000.00 (END CONDITIONS, .. O=FIXED BOTH ENDS, !=HINGED AT I 2=HINGED, AT J, 3=HINGED AT BOTH ENDS) E/G 2,50 2,50 0 0 0 I/D WBX109 W2H62 OMEMB JOINTS END MEMB LENGTH ------------COEF,FOR NON-PRISMATIC MEMBERS------------ NO . I J. ··coND PROP -(FT) ---k(IJ) -K(JIJ C(IJ) -FEM(I) FEH(J) 1 1 3 2 2 4 3 3 4 0 0 0 1 1 2 12,50 12,50 29,00 ONUHBER OF EQUATIONS = 12 BAND WIDTH: 9 ONUMBER OF MEMBERS CONNECTED TO JOINTS (FOR:GEOMETRY CHECKING) OOCCURRANCE JOINT NUMBERS 2 3 4 1 0--------------------------------------0 I I I I I I I I I 0 lLOAD CASE= 1 D.L. ONUMBER OF JOINT LOADINGS= 0 OMEMBER LOADS I I I I I I I I I 0 NUMBER OF MEMBER LOADINGS : ·r . . - - - MEMB UNIFORM DIST.LOAD(K/FT) TEMPERATURE CHANGES DIREC MOH ENT S ( K.FT) SHEAR FORCE (K) NO. VERTICAL HORIZONTAL DEGREE COEFF. TION FEM AT I FEM AT J MIDSPAN AT I AT J .00000 . 0 ,OOE+OO -1. 5000 OJOINT DISPLACEMENTS JOINT NO, X DISP, Y DISP. (IN,) ROTATION (RAD) L'F--fc ~. 1 2 3 4 OMEMBER FORCES (IN,) ,000 ,000 .003 -.003 OMEMBER JOINTS AXIAL NO, I J (K,) 1 1 3 21. 75 2 2 4 21. 75 3 3 4 8.97 1LOAD CASE= 2 L.L. ONUMBER OF JOINT LOADINGS= OMEMBER LOADS 0 ,000 ,000 -,004 -.004 ,000 .000 -.001 ,001 -------MOMENT (K,FT)------- AT I MIDSPAN AT J -32. 48, 23.60 -79.69 32.48 -23.60 79·, 69 79,69 -78.00 -79,69 NUMBER OF MEMBER LOADINGS = ----SHEAR(K. )--- AT I AT J -8.97 8.97 8.97 -8.97 21.75 21.75 1 ---------------INPUT DATA FOR FIXED END FORCES--------------- HEMB UNIFORM DIST.LOAD(K/FT) TEMPERATURE CHANGES DIREC KOHEN TS ( K,FT) SHEAR FORCE (K) NO. VERTICAL HORIZONTAL DEGREE COEFF. TION FEK AT I FEH AT J MID SP KN AT I AT J 3 -2.4000 OJOINT DISPLACEMENTS JOINT NO. · --I DISP. : : 1 2 3 4 OMEHBER FORCES (IN.) .000 .000 .005 -.005 OMEMBER JOINTS AXIAL Nb. I J (K.)· ·r 1 1 3 34;80 · 2 2 4 34.80 3 3 4 14. 36 !LOAD CASE= 3 E.Q. ONUMBER OF JOINT LOADINGS= .00000 . 0 .OOE+OO 2 Y DISP, --ROTATION (IN,) (RAD) ,000 .000 -.006 -.006 .000 .000 -,002 ,002 -------MOMENT (K,FT)---~--- AT I, MIDSPAN ·AT J -51.97 37.77 -127.50 51.97 · -37.77 127.50 127,50 -124. 80 -127,50 NUMBER OF MEMBER LOADINGS= OJOINT LOADS (JOINT DEFORMATION, IF JOINT RESTRAINED). OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN, NO. X Y (K.FT) LAST INCR, 3 4 17. 0-0 17.00 OJOINT DISPLACEMENTS JOINT NO. I DISP, (IN,) .00 ,00 Y DISP, (IN,) ,00 ,00 ROTATION (RAD) ----SHEAR(K, )--- At I 4T J . i -14. 36 14.36 14. 36 -14.36 34.80 34.80 0 ~- l , - - - 1 .000 .000 .000 2 .000 ,000 ,000 3 ,259 .001 -.001 4 .259 -,001 -,001 OMEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K.FT)-----------SHEAR(K,)--- NO, I J (K,) 1 1 3 -5.54 2 2 4 5.54 3 3 4 .00 lLOAD CASE= 4 RIGIDITY LOAD ONUMBER OF JOINT LOADINGS= 2 AT I 132.15 132,15 -80,35 MIDSPAN AT J AT I 25,90 80.35 17.00 25,90 80.35 17.00 ,00 -80,35 -5.54 NUMBER OF MEMBER LOADINGS = ' 0 OJOINT LOADS ( JOINT DEFORMATION, IF JOINT RESTRAINED) OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN, AT J -17,00 -17. 00 5. 54 NO, X Y (K,FT) LAST INCIL 3 4 1442, 00 1442,00 OJOINT DISPLACEMENTS JOINT NO, 1 2 3 4 X DISP, (IN,) ,000 .000 22,010 22,010 .oo .oo Y DISP. (IN,) .000 .000 .076 -.076 .00 ,00 ROTATION (RAD) ,000 ,000 -,110 -,110 OMEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K.FT)------- NO, I J (K,) AT I MIDSPAN .AT J 1 1 3 -470.07 2 2 4 470,07 3 3 4. -.00 lLOAD COMBINATIONS 11209,01 11209.01 -6815.99 2196.51 6815,99 2196.51 6815,99 .oo -6815,99 ·---. --·-~ ----SHEAR(K, )--- AT I· AT J 1442.00 -1442.00 1442.00 -1442.00 -470.07 470.07 ONEW --~----------~---------------LOAD COMBIN~TIONS---------------------------- LOAD NU!f LOAD FAC LOAD FAC LOAD FAC· LOAD FAC LOAD FAC CASE BER CASE TOR CASE TOR CASE TOR CASE TOR CASE TOR --------------------------------------------. ----------------------------------- 5. 6 7 2 3 2 1 1.00 1 1.00 1 . 85 ~ 1. 00 · r 2 1,00 3 1.00 3 1. 00 . KBASIC LOAD CASES AND COMBINATIONS KMEMBER LOAD AXIAL -------BENDING HOMENTS------ NO, CASE FORCE AT I MIDSPAN .AT J 1 21. 75 -32,48 23,60 -79.69 2 34.80 -51. 97 37.77 -127.50 3 -.5. 54 132,15 25.90 80.35 4 -470.Q? 11209,01 2196,51 6815,99 5 56.55 -84.4.5 61.37 -207,19 6 51, 01 4 7, 70 87.27 -126,84 7 12.95 10L54 45,96 12.62 2 1 21. 75 32.48 -23.60 ?S,69 2 34. 80 51.97 -37,77 127.50 --SHEAR FORCES-- AT I AT J -8.97 8,97 -14.36 14 I 36 17.00 -17.00 1442 I 00 -1442.00 -23.33 23.33 -6,33 6, 3 3 9.37 -9.37 8,97 -8.97 14. 36 -14.36 L'"f--1 i 4 470,07 11209.01 2196,51 6815,99 1442,00 -1442,00 5 56.55 84.45 -61. 3 7 207,19 23,33 -23,33 6 62,09 216,59 -35,48 287,55 40,33 -40,33 7 24.03 159,75 5,83 148,09 24.63 -24.63 Cf--lr 3 1 8.97 79,69 -78,00 -79.69 21, 75 21. 75 -2 14.36 127,50 -124.80 -127,50 34,80 34,80 3 ,00 -80,35 ,00 -80,35 -5,54 5.54 4 -.00 -6815,99 .oo -6815,99 -470,07 470.07 5 23.33 207,19 -202,80 -207,19 56,55 56,55 6 23,33 126,84 -202,80 -287,55 51.01 62,09 1 7,63 -12,62 -66,30 -148,09 12,95 24.03 END OF COMPUTATION********************************************************** : : ·r - - : . . ;· - 02-D FRAME ANALYSIS PROGRAM, VERSION: 8.00 THE IRIS GROUP BRAGE FRAME AT LINE 4,2 ONUMBER OF JOINTS: 5 GENERATE GOORD -NO PRISMATIC MEMBERS -YS GENERATE MEMBERS -NO FOR ALL MEMBERS, E: 29000,0 UNIT CONV.CODE,INPUT: 1 NO, OF REMARK CARDS= 0 OINPUT UNITS -KIPS & INCHES NUMBER OF MEMBERS : 6 NUMBER OF PROPERTIES CARD= 3 NUMBER OF LOAD GASES= 4 NO.OF LOAD COMBINATIONS= 3 E/G : 2.50 OUTPUT : 0 INPUT CHECKING ONLY -NO (COORDINATES IN FEET, WINK/FT) JOINT DATA (JOINT FIXITY ,,, X, Y DISPL, OR ROTATION(R),,,O=ALLOWED, !:NOT) JOINT FIXITY X COORD, Y COORD, NO, XYR FT FT ---------------------------------------- 1 110 ,000 ,000 2 110 21.000 ,000 3 0 ,000 12,500 4 0 10,500 12,500 5 0 21.000 12.500 lMEMBER PROPERTIES (UNITS: IN AND K,) SHEAR HALF SUPPORT WIDTH NO, I AREA AREA AT I AT J E E/G 0 0 0 I/D 1 2 3 127.0 10,30 2.50 ,00 ,00 29000,00 2,50 W8X35 800,0 14,70 6,30 ,00 ,00 29000,00 2,50 Wl8X50 50,5 10,40 5,20 ,00 ,00 29000,00 2.50 TS6X6Xl/2 OMEMBERS (END CONDITIONS, ,-,O=FIXED BOTH ENDS, !=HINGED AT I· · · -· -· 2=HINGED AT J, 3=HINGED AT BOTH ENDS) OMEMB JOINTS . END MEHB LENGTH ------------COEF,FOR NON-PRISMATIC MEMBERS------------ NO I J GOND PROP (FT) K(IJ) K(JI) C(IJ) FEH(I) FEH(J) 1 1 3 0 1 12.50 2 2 5 0 1 · 12,50 3 1 4 3 3 16.32 4 2 4 3 3 16,32 5 3 4 1 2 10,50 6 4 5 2 2 10,50 ONUMBER OF EQUATIONS : 15 BAND WIDTH: 12 ONUMBER OF: MEMBERS CONNECTED TO JOINTS (FOR GEOMETRY CHECKING) OOCCURRANCE JOINT NUMBERS 2 1 2 3 5 4 4 1 o-----------------------0-----------------------o I ** ** I I * * I I * * I I ** ** I I * * I I ** ** I I * * I I * ** I I ** * I T * * I ... : . · ... r - 1 H I * I ** I * I * I** 0 1LOAD CASE= 1 D,L, * I ** I * I * I **I 0 ONUMBER OF JOINT LOADINGS: 2 NUMBER OF MEMBER LOADINGS : 2 OJOINT LOADS (JOINT DEFORMATION, IF JOINT RESTRAINED) OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN, NO. X Y (K,FT) LAST INCR, 3 &5 OMEMBER LOADS .oo .oo -21,90 -21,90 ,00 ,00 ---------------INPUT DATA FOR FIXED END FORCES--------------- MEMB UNIFORM DIST,LOAD(K/FTl TEMPERATURE CHANGES DIREC HOH ENT S ( K,FTl SHEAR FORCE (Kl NO, VERTICAL HORIZONTAL DEGREE COEFF, TION FEM AT I FEM AT J MIDSPAN AT I AT J 5 6 -.5600 -.5600 OJOINT DISPLACEMENTS JOINT NO, 1 2 3 4 5 OMEMBER FORGES OHEKBER JOINTS NO, I J 1 1 3 2 2 5 3 1 4 4 2 4 5 3 4 6 4 5 !LOAD CASE= 2 X DISP. (IN, l .000 ,000 ,000 ,000 .000 AXIAL (K,) 23,85 23.85 5.13 5,13 .oo • 00 · 1.'L. ONUKBER OF JOINT LOADINGS= ,00000 ,00000 y DISP I (IN,) .000 ,000 -,012 -.004 -,012 I 0 I 0 ' . -· ---- ,OOEtOO ,OOEtOO ROTATION (RAD) ,000 ,000 ,000 ,000 ,000 --·. ------. -------MOMENT (K,FTl------- AT I MIDSPAN AT J ,00 ,00 .oo ,00 .00 .00 ! : ! I 00 ,00 ,00 ,00 .oo .oo ,00 -2.54 -10,35 10,35 -2,54 .oo • j" 2 NUMBER OF MEMBER LOADINGS= OJOINT LOADS ( JOINT DEFORMATION, IF JOINT RESTRAIIIED l OJOINT JOINT LOADS (Kl IN DIR'N MOMENT LOAD GEN, NO, X y (K.FTl LAST INCR, --------------------------------------------------------------- 3 5 OHEMBER LOADS , 00 .oo -37,80 -37.80 ,00 ,00 ----SHEAR(K,)--- AT I AT J I 00 .oo .oo .00 .oo ,00 .oo ,00 1.95 3.93 : 3 I 93 1.95 .: 2 ---------------INPUT DATA FOR FIXED END FORCES---------------- MEMB UNIFORM DIST,LOAD(K/FTl TEMPERATURE CHANGES DIREC HOH ENT S ( K.FT) SHEAR FORCE (K) NO, VERTICAL HORIZONTAL DEGREE COEFF, TION FEM AT I FEH AT J MIDSPAN AT I AT J 5 6 -,8000 -,8000 OJOINT DISPLACEMENTS .00000 ,00000 ,0 '0 .OOE+OO ,OOEtOO - - JOINT NO, 1 2 3 4 5 OMEMBER FORCES OHEMBER JOINTS NO. I J X DISP, (IN,) ,000 ,000 .000 .000 .000 AXIAL (K.) Y DISP, (IN,) ,000 ,000 -,020 -.006 -,020 ROTATION (RAD) ,000 ,000 ,000 ,000 ,000 -------MOMENT (K,FT)------- AT I MIDSPAN AT J ----SHEAR(K, )--- AT I AT J -----------------------------------------------------------------\ --------------- 1 1 3 40,49 .00 ,00 ,00 .oo .oo 2 2 5 40.49 ,00 ,00 .oo . 00 ,00 3 1 4 7.46 ,00 ,00 ,00 ,00 .oo 4 2 4 7.46 .oo .oo .oo .00 .00 5 3 4 ,00 .oo -3.10 -15.85 2,69 5.71 6 4 5 .00 15.85 -3.10 .oo 5.71 2.69 lLOAD CASE= 3 E,Q, ONUHBER OF JOINT LOADINGS= 2 NUMBER OF MEMBER LOADINGS= 0 OJOINT LOADS (JOINT DEFORMATION, IF JOINT RESTRAINED) OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN, NO. X Y (K,FT) LAST INCR, 3 25,30 .oo .00 5 25.30 ,00 ,00 OJOINT DISPLACEMENTS JOINT NO, X DISP, Y DISP, ROTATION (IN,) (IN,) (RAD) ----------~~. -----. ----------------------------------------------------------- 1 ,000 ,000 -.000 2 ,000 ,000 -,000 3 ,047 ,000 -,000 4 ,040 ,000 ,000 5 .047 .000 -,000 : : OMEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K,FT)-~---------SHEAR(K, )--- NO, I J (K,) AT I MIDSPAN AT J AT I AT J ' ____ : --------~ --------· -----------------------------------------------------. i' -- 1 1 ~ .oo .oo .oo ,00 2 2 5 ,00 ,00 :00 .00 3 1 4 -39.34 .oo .00 ,00 4 2 4 39.34 .00 .oo .00 5 3 4 25.30 ,00 .oo-,00 6 ' 4 5 -25,30 ,00 .00 ,00 !LOAD CASE= 4 RIGIDITY LOAD ONUMBER OF JOINT LOADINGS= 2 NUMBER OF MEMBER LOADINGS = OJOINT LOADS (JOINT DEFORMATION, IF JOINT RESTRAINED) OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN, NO. X · Y (K.FT) LAST H/CR. 3 5 1442.00 1442.00 OJOINT DISPLACEMENTS s/V\l'l' \l/1 .oo .00 17 'H~P ,00 .00 ,00 ,00 .oo .00 .oo .00 .00 ,00 .oo .oo . 00 .00 0 (IN,) {IN,) (RAD) ------------------------------------------------------ 1 .000 ,000 -.018 u--~ 3 2 ,000 ,000 -,018 3 2,690 ,000 -,018 4 2,264 ,000 ,000 5 2,690 ,000 -.018 OMEMBER FORGES O!!EMBER JOINTS AXIAL -------MOMENT (K,FT)-----------SHEAR(K, )--- NO, I J (K.) AT I MID SPAM AT J AT I AT J --------------------------------------------------------------------------------- 1 1 3 ,00 .oo ,00 ,00 .00 .oo 2 2 5 ,00 ,00 ,00 ,00 .00 .oo 3 1 4 -2241.94 ,00 ,00 ,00 .00 .00 4 2 4 2241.94 ,00 ,00 .oo ,00 ,00 5 3 4 1442, 00 ,00 .oo ,00 ,00 .00 6 4 5 -1442,00 ,00 .oo .oo .oo ,00 lLOAD COMBINATIONS ONEW -----------------------------bOAD COMBINATIO~S---------------------------- LOAD NU!f LOAD FAG LOAD FAG LOAD FAG LOAD FAG LOAD FAG CASE BER GASE TOR CASE TOR CASE TOR CASE TOR CASE TOR --------------------------------------------------------------------------------- 5 2 1 1.00 2 1.00 6 3 1 1.00 2 LOO 3 1.00 7 2 1 ,85 3 1.00 KBASIC LOAD CASES AND COMBINATIONS KlfEMBER LOAD AXIAL -:-----BENDING MOMENTS--------SHEAR FORCES-- NO, CASE FORGE AT I MIDSPAN AT J AT I AT J --------------------------------------------------------------------------------- 1 1 23.85 ,00 ,00 ,00 .00 ,00 2 40,49 ,00 .oo .00 ,00 ,00 3 ,00 ~00 -; 00 . . ---, 00 ----·-.oo ... -~ .-00 -------· ------ 4 .00 ,00 ,00 ,00 ,00 .00 5 64,34 ,00 .00 ,00 .00 .00 6 64.34 ,00 .00 ,00 .oo .oo 1 20,28 ,00 .00 .oo .00 ,00 2 I 23,85 ,00 ,00 .00 ,00 ,00 2 40,49 ,00 .00 .oo ,00 .00 : : 3 ,00 ,00 .oo ,00 ,00 , 00 · 4 .00 .oo: ,00 .oo ,00 .00 5 64,34 "00 .o~ .00 ,00 .oo 6 = 64, 34 .. oo ,00 ;oo .00 .00 • j" 7 20,28 ,00 ,00 ;00 ; ,00 ,00 3 1 5.13 .00 .00 ,00 , 00 .oo 2 7.46 ,00 .00 .00 .oo .00 3 -39.34 .oo ,00 · .00 ,00 .oo 4 -224 I. 94 ,00 .00 .oo ,00 .00 5 12.58 ,00 ,00 .00 .oo .00 6 -26,75 .oo .oo ,00 .oo .00 7 -34,98 ,00 ,00 ,00 , 00 ,00 4 1 5 .13 , 00 .oo .00 ,00 .00 2 ·7, 46 .oo .00 .00 .oo .oo 3 39.34 .oo .00 ,00 .00 .00 4 2241.94 .00 ,00 .00 .00 .00 5 12,58 ,00 .00 .00 ,00 .00 6 51. 92 .00 ,00 ,00 .00 .00 7 43.69 .oo .oo ,00 .00 .00 OMEMBER LOAD AXIAL -------BENDING MOMENTS--------SHEAR FORGES-- IT/\ /'l!\'i< Ji'l'lll/'11? /Ofl T VTMO!\t !'I' r ! 'I' T a'i' T -------------------------------------------------------------------------------- 5 1 ,00 .00 -2.54 -10,35 1.95 3.93 2 .00 ,00 -3.10 -15.85 2.69 5.71 3 25,30 .oo .00 .00 ,00 .00 (_,r:-~1 4 1442.00 .00 ,00 .oo .00 .00 5 .oo ,00 -5.64 -26.20 4.64 9.64 6 25.30 .00 -5,64 -26.20 4.64 9,64 7 25,30 .oo -2,16 -8,80 1.66 3.34 6 1 ,00 10.35 -2,54 .00 3.93 1.95 2 .oo 15.85 -3.10 .00 5.71 2.69 3 -25.30 ,00 .00 ,00 .oo .oo 4 -1442.00 .oo .00 .00 .00 .oo 5 .oo 26,20 -5.64 ,00 9.64 4.64 6 -25.30 26.20 -5,64 .00 , 9. 64 4. 64 7 -25,30 8.80 -2.16 ,00 3, 34 1.66 END OF COMPUTATION********************************************************** - ! : . r - - -- CF-~ 02-D FRAME ANALYSIS PROGRAM, VERSION: 8,00 THE IRIS GROUP LA T ,...,--oA-A/1~ ?4 7?12../~ / I (:Tj'<.~ ~fJ rr--J f -I fb~~A..l . LpJ c -p 1 L-tN$-l · ONUMBER OF JOINTS= 15 GENERATE COORD -NO PRISMATIC MEMBERS -YS GENERATE MEMBERS -NO FOR ALL MEMBERS, E: 29000,0 UNIT CONV,CODE,INPUT= 1 NO, OF REMARK CARDS= 0 OINPUT UNITS -KIPS & INCHES NUMBER OF MEMBERS = 18 NUMBER OF PROPERTIES CARD= 4 NUMBER OF LOAD CASES= 3 NO.OF LOAD COMBINATIONS= 4 E/G = 2,50 OUTPUT: 0 INPUT CHECKING ONLY -NO (COORDINATES IN FEET, WINK/FT) JOINT DATA (JOINT FIXITY , .. X, Y DISPL, OR ROTATION(R),,,O=ALLOWED, l=NOT) JOINT FIXITY X COORD, Y COORD, NO, XYR FT FT ---------------------------------------- 1 111 ,000 ,000 2 111 1L500 .000 3 111 29.000 .000 4 111 41,000 ,000 5 111 52,000 .000 6 0 .ooo 12,500 7 0 14.500 12,500 8 0 29,000 12,500 9 0 41.000 12,500 10 0 52,000 12,500 11 0 --· -,000 25,000 12 0 14.500 25.000 13 0 29,000 -25,000 14 0 41.000 25,000 15 0 52,000 25,000 !MEMBER PROPERTIES (UNITS= IN AND K,) NO. 1 2 3 ' 4 OMEMBkRs SHEAR HALF SUPPORT WIDTH I AREA AREA AT I AT J E . • •• t · 723,0 20.00. 5,80 .00 .00 29000,06 882,0 24.10 7,30 ,00 ,00 29000,00 612,0 11.80 5,60 ,00 ,00 29000·,00 1350,0 16,20 9,30 ,00 t ,00 29000,01}· (END CONDITIONS,, ,O=FIXED BOTH ENDS, l=HINGED AT I 2=HINGED AT J1 3=HINGED AT BOTH ENDS) E/G 2,50 2,50 2,50 2,50 O O 0 I/D WHX68 WHX82 li18X4.0 W2U55 OMEMB JOINTS END MEMB LENGTH ------------COEF,FOR NON-PRISMATIC HEMBERS------------ NO I J COND PROP (FT) K(IJ) K(Jr) C(IJ) FEK(I) FEM(J) -------------------------------------------------------------------------------------------------- 1 1 6 0 1 12,50 2 2 7 0 2 12,50 3 3 8 0 2 12,50 4 4 9 0 2 12.50 5 5 10 0 1 12.50 6 6 11 0 1 12,50 7 ? 12 0 2 12,50 8 8 13 0 2 12,50 9 9 14 0 2 12.50 10 10 15 0 1 12.50 11 6 ? 0 3 14.50 12 7 8 0 3 14.50 13 8 9 0 n 12.00 J - 15 11 12 16 12 13 17 13 14 18 14 15 0 0 0 0 3 3 3 3 14, 50 14, 50 12,00 11.00 ONUMBER OF EQUATIONS= 45 BAND WIDTH: 18 ONUMBER OF MEMBERS CONNECTED TO JOH/TS (FOR GEOMETRY CHECKING) OOCCURRANCE JOINT NUMBERS 2 3 4 5 2 11 15 3 6 10 12 13 H 4 7 8 9 1 o---------------------0----------------------o------------------o----------------o I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I o---------------------0--------.-------------o------------------o----------------o I I I I I I I I I I I I I I I I I I I I I I I I I I --I~ ---·---·--·--t-I I I I I I I I I I I I I I I I I I I I I I 0 0 0 0 0 !LOAD CASE= 1 DL ONUMBER OF JOINT LOADINGS: 0 NUMBER OF MEMBER LOADINGS= 2 . OHEMBER LOADS : : ---------------INPUT DATA FOR FIX~D END FORCES----;----------- MEMB UNIFORM DIST,LOAD(K/FT) TEMPERATURE; CHANGES DIREC M O M EU T S ( K,FT) SHEAR FORCE (K) NO, VERTICAL HORIZONTAL DEGREE COEFF, TIO!/ FEM AT l FEM AT J MIDSPAN AT I AT J . 11 15 -,5200 -.2200 OJOINT DISPLACEMENTS JOINT NO. 1 2 3 4 X DISP, . (IN.) .000 .000 .000 .ooo .000 .00000 .00000 Y DISP, (IN,) .000 .000 ,000 .000 .000 ,0 .o .OOE+OO .008+00 ROTATION (RAD) ,000 ,000 .000 ,000 .000 GENERATED LOADS GENERATED LOADS .. ,, 7 .000 -,002 ,000 8 ,000 -,002 ,000 (_,{--L 7 9 ,000 -,002 ,000 10 .000 -,001 ,000 11 ,001 -,002 .000 e 12 .001 -,003 .000 13 .000 -,003 .000 H .000 -,002 .000 15 .000 -.001 .000 OHEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K,FT)-----------SHEAR(K, )--- NO, I J (K,) AT I MIDSPAN AT J AT I AT J 1 1 6 5.08 -1.42 .91 -3,25 -,37 , 3 7 2 2 7 11.08 ,12 -,04 , 19 .02 -,02 3 3 8 9,84 .44 -.22 ,88 ,10 -.10 4 4 9 8,63 ,15 -, 03· ,20 .03 -.03 5 5 10 3,86 .86 -.49 1.83 .22 -,22 6 6 11 1.51 -3,72 -,42 -2,88 -.53 ,53 7 7 12 3.29 .34 .04 ,25 .05 -.05 lMEMBER FORCES OHEMBER JOINTS AXIAL ~------MOMENT (K.FT)-----------SHEAR(K.)--- NO, I J (K,) AT I MIDSPAN AT J AT I AT J --------------------------------------------------------------------------------- 8 8 13 2,93 1.04 ,10 .83 ,15 -.15 9 9 14 2.55 .15 -,03 ,20 ,03 -.03 10 10 15 1.15 2,10 ,21 1.68 ,30 -,30 -11 6 7 -, 15 6,96 -5,24 -9,88 3,57 3.97 12 1 8 -,13 9.35 -4.66 -8,66 3.82 3.72 13 8 9 -.09 6.74 -2,98 -6.02 3.18 3.06 --.J4 . 9 10 -. 09 _ . 5.66 ... -3.07 _ .. ~:i.93 . 3..02 2.70 -· -------· - 15 11 12 .53 2,88 -2.28 -4.12 1.51 1.68 16 12 13 .48 3 ,·87 -2.00 -3.70 i. 61 1.58 17 13 14 .33 2.87 -1.27 -2,50 1.35 1.29 18 H 15 .30 2. 30 -1.34 -1.68 1.27 1.15 1LOAD CASE: 2 LL ONUMBER OF JOINT LOADINGS= 0 NUMBER OF MEMBER LOADINGS= 2 OMEMBER LOAD~ ' . ---------------INPUT DATA FOR FIXE~ END FORCES--------------- HEMB UNIFORM DIST,LOAD(K/FT) TEMPERATURE CHANGES DIREC : HOH ENT S ( K,FT) SHEAR FORCE (K) NO, VE~~!CAL HORIZONTAL DEGREE _ COEFF, TIQN FEM AT I; FEH A~ J MIDSPAN AT. I AT f -----------~----------------------------------------------------------------------------------------------------------- 11 -.8000 .00000 .o .OOE+OO i GENERATED LOADS 15 -.2000 .00000 . 0 .OOE+OO GENERATED LOADS OJOINT DISPLACEMENTS JOINT NO, X DISP. Y DISP, ROTATION (IN,) (IN,) (RAD) -------------------------------------------------------1 ,000 .ooo .000 2 .000 .000 ,000 3 ,000 .ooo .000 4 .000 ,000 .000 5 .000 ,000 .000 6 .000 -,002 -,000 7 .000 -.003 .000 8 .000 -.003 .000 10 ,000 -,001 ,000 11 ,001 -,002 ,000 lr;->'f 12 ,001 -, 004 ,000 13 ,000 -,003 ,000 14 .000 -,003 ,000 -15 .000 -,002 ,000 OMEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K,FT)-----------SHEAR(K,)--- NO, I J IK,) AT I MIDSPAN AT J AT I AT J --------------------------------------------------------------------------------- 1 1 6 6,89 -2,23 1.46 -5,15 -,59 ,59 2 2 7 14,94 ,24 -,08 ,39 ,05 -.05 3 3 8 13,30 .69 -,35 1.38 .17 -.17 4 4 9 11.65 ,19 -,03 ,25 .04 -,04 5 5 10 5.23 1.35 -,78 2,90 ,34 -.34 6 6 11 1.41 -5,36 -1.15 -3,05 -,67 .67 7 7 12 2.93 ,45 ,13 ,19 .05 -.05 !MEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K,FT)-----------SHEAR(K, )--- NO, I J IK.J AT I MIDSPAN AT J AT I AT J --------------------------------------------------------------------------------- 8 8 13 2.68 1.47 ,27 .93 ,19 -.19 9 9 14 2.29 ,21 -,05 ,32 .04 -,04 10 10 15 1.09 3.00 , 58 1.84 .39 -.39 11 6 7 -,08 10.51 -8, 12 -15,29 5,47 6,13 12 7 8 -.08 ·14,45 -7. 17 -13.26 5,88 5.72 13 8 9 -,05 10,41 -4,57 -9,25 4,90 4. 70 -14 9 10 -.05 8,79 -4, 76 -5,89 4.66 4.14 15 11 12 • 67 3,05 -1.95 -3,56 1.41 1.49 16 12 13 .62 3,37 -1.83 -3,48 1.44 1.46 .. -.17 -13 14 .43 2 .55 -· . -1.20. .-Z.26 . 1-.22 . 1.18 18 H 15 .39 1.94 -1.13 -1.84 1.11 1.09 -!LOAD CASE= 3 EQ ONUMBER OF JOINT LOADINGS= 4 NUMBER OF MEMBER LOADINGS= 0 OJOINT LOADS (JOINT DEFORMATION, IF JOINT RESTRAINED) OJOINT JOINT LOADS (K) IN DIR'N MOMENT LOAD GEN, NO, X y (K,FT) LAST IUCR. --------------.----------~------------------------·-: r--------- 6 4.20 ,00 .00 · 10 4 GENERATED LOADS 7 8.40 ,00 ,00 · 9 1 GENERATED LOADS 11 2,30 .00 .00 15 4 GENERATED LOADS 12 4.60 ,00 ,00 14 1 GE!IERATED LOADS OJOINT DISPLACEMENTS JOINT NO, X DISP, Y DISP, ROTATION (IN,) (IN,) !RAD) -------------------------------------------------------,000 ,000 .000 2 .000 ,000 .000 3 .000 ,000 ,000 4 ,000 ,000 ,000 5 ,000 ,000 .000 6 .210 ,002 -,001 7 .211 -,000 -.001 8 ,211 ,001 -,001 J d.i.11 ,VVl -, VV.L 10 ,210 -.003 -,001 11 .358 .003 -.000 i,'F-~1 12 .358 -,000 -.000 13 .358 .001 -.000 14 .358 ,001 -,000 15 .358 -,004 -,000 OMEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K.FT)-----------SHEAR(K, )--- NO, I J (K,) AT I MIDSPAN AT J AT I AT J --------------------------------------------------------------------------------- 1 1 6 -8,57 64.19 12 ,44 39,30 8.28 -8.28 2 2 7 ,89 84.03 12,06 59. 92 11.52 -11.52 3 3 8 -2.52 84.53 11.86 60.81 11.63 -11.63 lHEMBER FORCES OMEMBER JOINTS AXIAL -------MOMENT (K:FT)-----------SHEAR(K.)--- NO. I J (K,) AT f MIDSPAN AT J AT I AT J . . --------------------------------------------------------------------------------- 4 4 9 -2.35 85,72 11.03 63.66 11. 95 -11.95 5 5 10 12.55 65,58 11. 66 42.25 8.63 -8.63 6 6 11 -2.57 6,03 -6.82 19.67 2.06 -2.06 7 1 12 .27 20,72 -6,88 34.49 4. 42 -4.42 8 8 13 -.75 21. 42 -6.85 35.12 4.52 -4.52 9 9 14 -.64 24, 74 -6.23 37,21 4.96 -4.96 10 10 15 3.70 8.94 -6,36 21.66 2.45 -2.45 11 6 1 -2.02 -45.33 -1.87 -41.60 -6.00 6.00 12 7 8 -.72 :.39,04 -.12 -38,80 -5,37 5,37 13 8 9 .57 -4 3, 44 -,60 -42.24 -7.14 7.14 -14 9 10 1. 98 -46, 15 2.52 -51. 19 -8.85 8,85 15 11 12 .24 -19.67 -1.01 -17.65 -2.57 2.57 16 12 13 .43 -16,84 -.10 -16.64 -2.31 2.31 · 17 -13 14 -,50 .. -18,49 -· · -;-15 · -18.18 --3. 06 3.06 -------- 18 H 15 .15 -19.03 1.32 -21.66 -3,70 3.70 1LOAD COMBINATIONS ONEW -----------------------------LOAD COMBINATIONS---------------------------- LOAD NU!f LOAD FAC LOAD FAC LOAD FAC LOAD FAC LOAD FAC CASE BER CASE TOR CASE TOR CASE TOR CASE TOR CASE TOR --------------------------------------------------------------------------------- 4 3 1 1.00 2 LOO 3 1.00 5 3 1 1.00 2. 1.00 3 -1.00 : : 6 2 1 .85 3 1.00 7 2 1 .85 3 -LOO . r KBASIC LOAD CASES AND COMBINATIONS. ; KMEHBER LOAD AXIAL -------BENDING MOMENTS--------SHEAR FORCES-- NO, CASE FORCE AT I MIDSPAN AT J 'AT I AT J -------------------------------------------------------------------------------- I . 5.08 -1.42 .91 -3.25 -, 3 7 .37 2 6.89 -2.23 1.46 .,5 .rn -.59 ,59 . 3 -8.57 64.19 12,44 39,30 8.28 -8,28 4 3.39 60,54 14 ,82 30,90 7.32 -7. 32 5 20.53 -67,84 -10.07 -4 7, ~-0 -9.24 9.24 6 -4.25 62,98 13,22 36, 5-4 7.96 -7.96 7 12,89 -65.40 -11.67 -42,06 -8.60 8.60 2 1 11.08 .12 -,04 .19 .02 -,02 2 14. 94 ,24 -.08 .39 ,05 -.05 3 ,89 84.03 12,06 59,92 11.52 -11.52 4 26,91 84.38 11. 94 60.50 11. 59 -11. 59 5 25 .12 -83,68 -12,17 -59.33 -11.44 11.44 6 10.31 84.13 12, 03 60,08 11. 54 -11.54 o.~, -oJ,JJ -a,VJ -;,J.ril -u .~J 11,'!J 3 1 9.84 ,44 -,22 .88 ,10 -.10 L,T-so 2 13.30 ,69 -,35 1.38 ,17 -.17 3 -2,52 84.53 11.86 60,81 11.63 -11.63 4 20.61 85,65 11. 29 63,07 11.90 -11.90 -5 25,65 -83,41 -12,43 -58,55 -11.36 11.36 6 5,84 84,90 11.67 61.56 11. 72 -11. 72 7 10,88 -84.16 -12,04 -60,07 -11. 54 11.54 4 1 8.63 , 15 -,03 ,20 ,03 -.03 2 11.65 , 19 -.03 .25 .04 -.04 3 -2.35 85,72 11.03 63,66 11.95 -11.95 4 17.93 86,06 10,98 64.11 12. 01 -12.01 5 22.64 -85,38 -11.09 -63,21 -)1.89 11.89 6 4.98 85,85 11.01 63,83 11.97 -11.97 7 9,69 -85,60 -11.05 -63,49 -11.93 11.93 OHEHBER LOAD AXIAL -------BENDING MOMENTS--------SHEAR FORGES-- NO, CASE FORGE AT I MIDSPAN AT J AT I AT J -------------------------------------------------------------------------------- 5 1 3,86 ,86. -.49 1.83 .22 -.22 ·- 2 5.23 1. 35 -.78 2.90 .34 -,34 3 12,55 65,58 11.66 42,25 8,63 -8,63 4 21. 63 61,79 10.40 46,99 9.18 -9.18 5 -3.46 -63,37 -12,92 -37,52 -8,07 8.07 6 15.83 66,31 11.25 43,81 8,81 -8.81 7 -9,27 -64. 84 -12,07 -40,70 -8,44 8.44 6 1 1.51 -3.72 -,42 -2,88 -.53 ,53 2 1.41 -5.36 -1. 15 -3, 05 -.67 ,67 3 -2,57 6,03 -6.82 19,67 2,06 -2.06 4 .35 -3,04 -8,39 13,74 ,86 -.86 5 5.50 -15, 11 5.25 -25.60 -3,26 3.26 6 -1.29 2,87 -7,18 17,22 1.61 -1.61 7 3,86 -9.19 6.46 -22,12 -2,50 2,50 -----·----------------------+-------------• -----·. ~-------- 7 1 3.29 ,34 ,04 ,25 , 05 -.05 2 2,93 ,45 ,13 ,19 .05 -.05 3 .27 20,72 -6.88 34.49 4.42 -4.42 4 6.48 21.52 -6,71 34,94 4.52 -4.52 5 5.95 -19,93 7.06 -34 ,.04 -4, 32 4. 32 6 3.06 21.01 -6,85 34. 71 4.46 -L46 1 2,53 -20,43 6.92 -34. 2 7 -4, 38 4,38 : . 8 1 2.93 1.04 .10 • 83; ,15 -.15 2 2.68 1.47 ,27 .93 .19 -, 19 3 --. 75 · 21.42: .-6,85 %.12 4;52 -j.52 . t 4 4.87 23.92 -6.48 36,88 4,86 -! , 86; . I , 5 6.~6 -18,92 7,22 -33,36 -4.18 L18 6 1. 75 22,30 · -6,76 35,82 4.65 -4.65 7 3.24 -20.54 6.94 -34. 4 2 -4.40 4.40 9 1 . 2.55 ,15 -,03 ,20 .03 -.03 2 2,29 .21 -.05 · , 32 .04 -.04 3 -,64 24. 74 -6.23 · 3 7. 21 4.96 -L96 4 4.20 25,10 -6, 31 37,73 5.03 -5.03 5 5,48 -24.37 6.16 -36,69 -4,88 4. 88 6 1.53 24.87 -6.26 37,38 4,98 -4.98 -7 ·2. 81 -24.61 6,21 -37,03 -4.93 4.93 10 1 1.15 2.10 , 21 1. 68 .30 -.30 2 1.09 3,00 ,58 1.84 .39 -,39 3 3, 70 8.94 -6.36 21.66 2.45 -2.45 4 5.94 14. 03 -5,57 25, 18 3, 14 -3.14 5 -1.45 -3,84 7.15 -18, 14 -1. 76 1. 76 6 4. n8 l n ?? -6 .19 23.09 2,10 -2. 70 '/ -Z,'/Z -·1, lb b.~4 -ZU,&J -~.l~ ,L 1~ O!fEMBER LOAD AXIAL -------BENDING MOMENTS--------SHEAR FORCES-- NO. CASE FORCE AT I MIDSPAN AT J AT I AT J l-F-JJ -------------------------------------------------------------------------------- 11 1 -.15 6.96 -5.24 -9,88 3.57 3. 9 7 2 -.08 10.51 -8, 12 -15,29 5 .4 7 6.13 -3 -2.02 -45,33 -1.87 -41.60 -6.00 6.00 4 -2.26 -27,86 -15,23 -66. 77 3,04 16.10 5 1. 79 62,81 -11.50 16,43 15.03 4.11 6 -2,15 -39,42 -6,32 -50,00 -2,96 9.37 7 1. 89 51.25 -2.59 33.20 9.03 -2.62 12 1 -,13 9,35 -4 ,66 -8 ,66 3,82 3. 72 2 -.08 14.45 -7.17 -13,26 5.88 5.12 3 -.12 -39.04 -.12 -38.80 -5.37 5,37 4 -.93 -15.24 -11.96 -60.71 4. 33 14.81 5 .51 62.84 -11. 72 16.88 15.07 4.07 6 -,83 -31.09 -4.08 -46,15 -2.12 8.53 7 .61 46,98 -3.84 31.H 8.61 -2,20 13 1 -.09 6,74 -2,98 -6.02 3.18 3,06 ,, 2 -.05 10.41 -4.57 · -9, 25 4.90 4.70 3 .57 -43.44 -.60 -4 2, 24 -7 .14 7 .14 4 ,43 -26,29 -8.15 -51.51 .94 14,90 5 -.72 60,59 -6,95 26.97 15,22 .62 6 ,50 -37.71 -3.13 -4 7.36 -4 .44 9, 74 7 -.65 49.17 -1.94 37.13 9,84 -4.54 14 1 -.09 5,66 -3,07 -3,93 3.02 2,70 2 -,05 8,79 -4. 76 -5,89 4.66 4.H 3 1.98 -46 .15 2,52 -51.19 -8,85 8.85 4 1.84 -31. 70 -5,31 -61.02 -1,17 15.69 5 -2 ,11 60,61 -10,34 41, 3 7 16,53 -2,01 6 1.91 -41.34 -,09 -54,54 -6.29 11.15 7 -2.05 50.97 -5.13 47.85 11.41 -6.55 -------· -------~---- 15 1 .53 2,88 -2,28 -4.12 1.51 1.68 2 ,61 3.05 -1.95 -3,56 1.41 1.49 3 .24 -19,67 -1.01 -17,65 -2,51 2.57 4 1.44 -13.14 -5.24 -25,33 .35 5.74 5 .96 25,60 -3.22 9,91 5.50 .59 6 ,69 -17,22 -2,95 -21.15 -1.29 4.00 7 .20 22,12 -,93 14.15 3.86 -1.15 ! : ! 16 1 .48 3.87 -2.00 -3.70 1.61 1.58 2 .62 3, 3 7 -1.83 -3.48 1.44 1.46 3 .43 -16,84 :. .10 -16,64 . .,2,31 2.~1 4 1.53 I -9 160 -3:Si3 -23.81 • 74 5 .35 5 ,67 24.07 -3,73 9,46 5.36 '?3 6 .83 -13,55 · -1.80 -19,?8 -,94 3.65 7 -.02 20,12 -1.60 13,49 3,67 -.96 OMEMBER LOAD AXIAL -------BENDING MOMENTS--------SHEAR FORCES-- NO, CASE FORCE AT I MIDSPAN AT J AT I AT J -------------------------------------------------------------------------------- 17 1 .33 2,8? -1.27 -2.50 1.35 1.29 2 .43 2,55 -1.20 -2,26 1.22 1.18 3 ,50 -18,49 -.15 -18,18 -3.06 3.06 4 1.26 -13.07 -2.62 -22.94 -.48 5,52 5 . ,26 23.90 -2.32 13. 42 5.63 -,59 6 .78 -16,04 -1.24 -20.31 -1.91 4.15 7 -,22 20.93 -,93 16.05 4.20 -1.96 18 1 .30 2.30 -1.34 -1. 68 1.27 1. 15 2 ,39 1.94 -1.13 -1, 84 1.11 1.09 3 .15 -19,03 1.32 -21,66 -3,70 3,70 4 .84 -14 .1J -1.15 -Z5 .18 -1.32 5.94 - /4i5)/41 AJIT RANDBAVA & ASSOCIATES ffi.J'2:{i.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 JOB# _____ _ DATE ______ _ DESIGN _____ _ SHEET #_--==lr---,,,.3....c-Z..:::...__ Foo T t AJ 61 ('t) ~ /9 rJ -(_ ~(l M ~4JT y,e_..ef?L'f~.: \ _________________ __::: A£:JA/ifJ &/Ne -F _J -3 ~.8-= b 5~G ~ · 72---<f"?o/~ _ 2 :30-0 ~r ,<( ~ r.tr - ~ ;,<.. 6 O• la-, , · ?Po~tOf 7-:tPf---~-r44)/ ~~D ~ B e-.4-1--f . 3o 11/ .>= =3 6 ,,,.,., ·· -.c..--------------- .. fA. =::.. ,,,<¢ X / i?~, .f-j'C =- I' i,::::-• /r.,.c 7 t.-t.J' = CJ,6VT- .2- !rs ;::-c) • ;.P$J ;< .30,x' ,3 I :::-3. 0 7 '//4' it:! • -/0, 1-< - : : ·r ~ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC ~:p~~::ilE(7W14/Ji.)'!v5E., SUITE 270, LA MIRADA, CALIFORNIA 9063; · 22-0911 • FAX (714) 522-1149 ?P '---::::. _ 2--~z1t--f-5".l.3~ /;-r _ ~ 7 _ ~ 1c.. '11, L ::, 40 -~Cf T ?, 'r'~ '><" /,2-; -4£.T,'f }::"" ;2 ... :s-· 11 , = ;;?--'t" \. 4 p.. . JOB# _____ _ DATE _____ _ DESIGN_--:--=---:--- SHEET # __ C.:::..""EL..._-~1L,._.~5- WT= o, 1::sx-t5"..ux,,--'rx:3-=-( r, o 10.. .,;01?-~/f,'2 /,(/1 -1~1.r = 2.-7,fq rttF < ~)C/,33_3.=y?33]'!'f- 'P-~o VvPt5 8--fP'::r-~-wAy 6,, 12--~ ~ ~KN, ! : ,.·; c,,f' .ft (/ . t] g;> I :z._. # "~~ , ,_ : ./ ·- - - ~ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 f')1° 11?;A'J1 f::M/Mc:.... ~TIN,6f Pz..51q 5.,cT~/e./~ 1-1~1v1~ F/2~!?. JOB# _____ _ DATE _____ _ DESIGN _____ _ SHEET# Lr 1 v i9XT?f2ttJ/Z CPL . 'f DI.-:-?.36 I:' fj>c. £.. -:--Si ~3, K , :,;.tJT1i>f2-r,::,~ -uLvH r.J· TD z.. -::--/I, 08 te ~ -/Cl--9/f [<" ~ 0 ==-:e:;zrrr'~ 'f>J£ t!!( -= o,BC( F-· M~ ~Pt..fC..'-- H4,X, VfL,71 : : ~ tJ::;;>r 4_A -1 ,4 &; r / 9"/'?/J-PZ? p,V"~'fl-,. -:3o ><= 3 · ' ' ' ' / (.C {1(/l .:.. /, ~~-;-£7,ftjZ -:=-~~'lff: /1 <.., :::: ~'jJ'~/~ -"P-f-,,.' htf" o,.._o/X-3 "'5i>>c<'J6.-t) ~ -O,o 1-:t-- 2-. ~ P >cf J-=-7,o6 hf! 7-y:,o VI DIE 4---# 8 Ti'/> 4: Bor7Z''4. e,oMT w/ :tf<p TIP'?® /2-~.c. /4oJA AJIT RANDBAVA & ASSOCIATES §"7.J2[{'7_] CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 6,-Rfrl),; *-1-1 ;'/ _ }11111 ~XI?_. _ r <f-h'~2.--=--~.,x-J>r1'§'tf'{J.~,~..z_ -o.t:u 96-IU JOB #--...!..------:, DATE "y££. I 't. q-t DESIGN _ _...!,:9~-e_. __ _ SHEET#· _____ _ (:::.c,,0:2-1-x:d-9.x J:::f"=-o-t:Jvl!:5 l -#. 7 : : 2 /:r= o.cJr>, s-swffx:21:J= /, ~721,J · AT • i" ********************************************************** SHEAR DISTRIBUTION -ALONG LINE P.3 ****************************************** -ROOF DISTRIBUTION SHEAR= 18.626 kip (TOTAL) ------------------------------------PANEL No. of R each V each No. Sim. Panels (kip) ------------------------------- P-1 1 1.51 8.575 ----- P-2 1 1.77 10.051 ----- 0 0.000 0.000 SUM OF RIGIDITIES = 1 * 1.51 = 1.51 1 * 1.77 = 1.77 0 * 0 = 0 --------------------R sum = 3.28 SUM OF SHEAR FORCES= 1 * 8.575 = 8.575 1 * 10.051 = 10.051 0 * 0.000 = 0.000 ' --------------------V sum = 18.626 -Veach= V total* (Reach/ R sum) : : - ·- - 5lu2-· ******************************************************************* WALLS ALONG LINE WALL RIGIDITY DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.1(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-1 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 33 0.378 0.135 ------------------------------------ 6 33 0.181 0.055 ------------------------------------ PARALLEL WI¼.LL ELEMENTS (PIERS) . RC . Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 6 8 0.75 0.267 3.742 ------------------------------------ 2 6 5 1.2 0.532 1.876 ------------------------------------ 5.619 0. 1'77 PANEL DEFLECTION = 0.135 -0.055 +0.177 =0.258 PANEL RIGIDITY = 1 /0.258 =3.873 PANEL W/ 1 OPENING P-1 t '2... SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) + 15.5 33 0.469 0.182 __ ..;.r--- 9 33 0.272 PARALLEL WALL ELEMENTS. (PIERS) 0.083 -'.: RC . .. ~ ---~--------------------------------------------Pier h (ft) d (ft) h/d DFi 1/DFi 1 9 8 1.125 0.479 2.083 2 9 5 1.8 1.123 0.890 DF 2.974 0.336 PANEL DEFLECTION = 0.182 -0.083 +0.336 =0.434 .PANEL RIGIDITY = 1 /0. 434 =2. 300 L = o, ~8 --;-o,/_f-f' -o,og 3 + o, ~3 tr= o,G 6 2 · p_,:: ¼ -= /,:t-/. ; - i 4cu> ******************************************************************* WALL RIGIDITY WALLS ALONG LINE DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-2 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 34.58 0.361 0.127 ------------------------------------ 6 34.58 0.173 0.052 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 6 5 1.2 0.532 1.876 ------------------------------------ 2 6 9.58 0.626 0.212 4.706 ------------------------------------ 6.583 0. 1·51 PANEL DEFLECTION = 0.127 -0.052 +0.151 =0.226 PANEL RIGIDITY = 1 /0.226 =4.412 PANEL W/ 1 OPENING P-i 1 SERIAL WALL ELEMENTS RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 15.5 34.58 0.448 0.170 ~:14:3 ------------------_____ .,.. . ' ------------ 9 34.58 0.260 0.079 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . :RC . -----------------;--------~------------------=--Pier h d h/d DFi 1/DFi DF . (ft) (ft) ------------------------------------------ 1 9 5 1.8 1.123 0.890 ------------------------------------ 2 9 9.58 0.939 0.364 2.741 ------------------------------------------ 3.631 0.275 PANEL DEFLECTION = 0.170 -0.079 +0.275 =0.365 PANEL RIGIDITY = 1 /0.365 =2.732 ..6 -o, ~'"2-6"" + o,lt"f.3 -o,o7f f->0-2--?r-_ 0 ,rg-cr' f< ::: ½ -= /, 7 7. I ' ' Swf ******************************************************************* WALL RIGIDITY WALLS ALONG LINE P.5 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-3 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 27.5 28 0.982 0.673 ------------------------------------ 12.5 28 0.446 0.142 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 12.5 4 3.125 3.989 0.250 ------------------------------------ 2 12.5 16 0.781 0.282 3.545 ------------------------------------------ 3.796 0. 2'63 PANEL DEFLECTION = 0.673 -0.142 +0.263 =0.794 PANEL RIGIDITY = 1 /0.794 =1.259 PANEL W/ 1 O~ENING P-3 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) -------------------------------~~@=-+ 12.5 34.58 0.361 0.127 ------------------------------~----- 12.5 34.58' 0.361 0.113 ------------------------------------ :PARALLEL;WALL ELEMENTS (PIERS) . RC . ------------------------------------------~-----; Pier h d h/d DFi 1/DFi DF (ft) . (ft) ------------------------------------------ 1 12.5 4 3.125 3.989 0.250 ------------------------------------ 2 12.5 16 .0.781 0.282 3.545 ------------------------------------------ 3.796 0.263 PANEL DEFLECTION = 0.127 -0.113 +0.263 =0.277 .PANEL RIGIDITY = 1 /0. 277 =3. 602 /. : : ·r ..J_ (2_.:::: ~f- :;:::-3~2 c;> . ' - ************************************************************~L.[;;t;* WALL RIGIDITY WALLS ALONG LINE DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d}3 + 0.3(h/d) PANEL W/ 1 OPENING P-4 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 27 0.462 0.178 ------------------------------------ 12.5 27 0.462 0.148 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ----------·-------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 12.5 4 3.125 3.989 0.250 ------------------------------------ 2 12.5 15 0.833 0.307 3.248 ------------------------------------ 3.498 0. 2,85 PANEL DEFLECTION = 0.178 -0.148 +0.285 =0.315 PANEL RIGIDITY = 1 /0.315 =3.168 PANEL W/ 1 OPENING P-3 : : SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 34.58 0.361 0.127 ---------------------------------,---- 12.5 34.58 0.361 0.113 ------------------------. ------------ PARALLEL WALL ELEMENTS (PIERS) . RC •, ---· --·-----------------·-------*----~----------Pier h d h/d DFi 1/DFi• DF ' (ft) (ft) ------------------------------------------ 1 12.5 4 3.125 3.989 0.250 ------------------------------------ 2 12.5 16 0.781 0.282 3.545 ------------------------------------------ 3.796 0.263 PANEL DEFLECTION = 0.127 -0.113 +0.263 =0.277 PANEL RIGIDITY = 1 /0.277 =3.602 - - <;;:1..~16 ******************************************************************* WALL RIGIDITY WALLS ALONG LINE DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-5 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 42.33 0.295 0.098 ------------------------------------ 12.5 42.33 0.295 0.091 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 12.5 4 3.125 3.989 0.250 ------------------------------------ 2 12.5 30.33 0.412 0.130 7.654 ------------------------------------ 7.905 0.126 PANEL DEFLECTION = 0.098 -0.091 +0.126 =0.134 PANEL RIGIDITY = 1 /0.134 =7.450 PANEL W/ 1 OPENING P-3 SERIAL WALL ELEMENTS : RC Solid h d h/d DC OF (ft) (ft) ------------------------------------ + 12.5 34.58 0.361 0.127 -----~ ------------!""----------------- 12.5 34.58 0.361 0.113 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . . .. . ------------~--------~--------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 12.5 4 3.125 3.989 0.250 ------------------------------------ 2 12.5 16 .0. 781 0.282 3.545 ------------------------------------------ 3.796 0.263 PANEL DEFLECTION = 0.127 -0.113 +0.263 =0.277 .PANEL RIGIDITY = 1 /0. 277 =3. 602 ******************************************************************* WALL RIGIDITY WALLS ALONG LINE ----------------------------DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-6 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 12 1.041 0.764 ------------------------------------ 0.001 12 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 6 0.000 0.000 19999 ------------------------------------ 2 0.001 6 0.000 0.000 19999 ------------------------------------------ 39999 o. o·oo PANEL DEFLECTION = 0.764 -0.000 +0.000 =0.764 PANEL RIGIDITY = 1 /0.764 =1.307 ! : . t ··- ! : 'i" ******************************************************************* WALL RIGIDITY WALLS ALONG LINE ----------------------------DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-7 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 11.5 1.086 0.839 ------------------------------------ 0.001 11.5 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 0.001 5.75 0.000 0.000 19166 ------------------------------------ 2 0.001 5.75 0.000 0.000 19166 ------------------------------------ 38333 0. 0'00 PANEL DEFLECTION = 0.839 -0.000 +0.000 =0.839 PANEL RIGIDITY = 1 /0.839 =1.190 e· *************************************************************f:<::*1 WALL RIGIDITY WALLS ALONG LINE DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 1 OPENING P-8 SERIAL WALL ELEMENTS : RC Solid h d h/d DC (ft) (ft) ------------------------------ + 12.5 11.92 1.048 0.775 ------------------------------ 0.001 11.92 0.000 ------------------------------ DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) DF ------ ------ 0.000 ------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 5.96 0.000 0.000 19866 ------------------------------------ 2 0.001 5.96 0.000 0.000 19866 ------------------------------------------ 39733 o. o·oo PANEL DEFLECTION = 0.775 -0.000 +0.000 =0.775 PANEL RIGIDITY = 1 /0.775 =1.288 . i' •' ' - -6W 10 ******************************************************************* WALL RIGIDITY WALLS ALONG LINE DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-9 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 28 0.446 0.169 ------------------------------------ 0.001 28 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 14 0.000 0.000 46666 ------------------------------------ 2 0.001 14 0.000 0.000 46666 ------------------------------------------ 93333 o. o·oo PANEL DEFLECTION = 0.169 -0.000 +0.000 =0.169 PANEL RIGIDITY = 1 /0.169 =5.899 PANEL W/ 1 OPENING P-9 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 28 0.446 0.169 ------------------· ------------------- 12.5 28 0.446 0.142 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) : RC ---------------------------~-------1------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 12.5 .4 3.125 3.989 0.250 ------------------------------------ 2 12.5 16 .0.781 0.282 3.545 ------------------------------------ 3.796 0.263 PANEL DEFLECTION = 0.169 -0.142 +0.263 =0.290 -PANEL RIGIDITY = 1 /0. 290 =3. 446 -:.• • ~UJ (( ********************************************************** SHEAR DISTRIBUTION -ALONG LINE 2 ****************************************** ROOF DISTRIBUTION SHEAR= 73.225 kip (TOTAL} ------------------------------------PANEL No. of R each V each No. Sim. Panels (kip) ------------------------------- P-10 1 1.307 15.254 ----- P-11 2 2.366 27.614 ----- P-13 1 0.235 2.743 SUM OF RIGIDITIES 1 * 1.307 = 2 * 2.366 = 1 * 0.235 = 1.307 4.732 0.235 --------------------R sum = 6.274 SUM OF SHEAR FORCES= 1 * 15.254 = 15.254 2 * 27.614 = 55.228 1 * 2.743 = 2.743 --------------------V sum = 73.225 Veach= V total* (Reach/ R sum) ·t /1..,U { 2,.. **********************************************************?******** WALL RIGIDITY WALLS ALONG LINE 2 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 1 OPENING P-10 SERIAL WALL ELEMENTS : RC Solid h d h/d DC (ft) (ft) ------------------------------ + 12.5 12 1.041 0.764 ------------------------------ 0.001 12 0.000 ------------------------------ DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) DF ------ ------ 0.000 ------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 6 0.000 0.000 19999 ------------------------------------ 2 0.001 6 0.000 0.000 19999 ------------------------------------------ 39999 0. 0'00 PANEL DEFLECTION = 0.764 -0.000 +0.000 =0.764 PANEL RIGIDITY = 1 /0.764 =1.307 PANEL W/ 1 OPENING P-10 SERIAL WALL ELEMENTS Solid h d (ft) (ft) ------------------ + 12.5 12 ---=-=~------------- 0.001 12 ------------------ : RC h/d DC DF -------------o~i~ 1.041 0.764 ------------------ 0.000 0 .. 000 ------------------ PARALLEL WALL ELEMENTS (.PIERS) : '. RC ---·r __________________ ~----------------------- Pier h (ft) . ; d (ft) h/d 1 0.001 .6 0.000 2 0.001 6 .0.000 DFi 1/DFi DF ------------ 0.000 19999 ------------ 0.000 19999 ------------ 39999. 0.000 PANEL DEFLECTION = 0.764 -0.000 +0.000 =0.764 .PANEL RIGIDITY = 1 /0. 764 =l. 307 - 4wt,3 ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 2 DC: DEFLECTION; CANTILEVER TYPE OF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-11 ~ f-t'"2-- SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 29 0.431 0.161 ------------------------------------ 6 29 0.206 0.062 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 6 4 1.5 0.787 1.269 ------------------------------------ 2 6 4.9 1.224 0.550 1.815 ------------------------------------------ 3.084 0. 3'24 PANEL DEFLECTION = 0.161 -0.062 +0.324 =0.422 PANEL RIGIDITY = 1 /0.422 =2.366 PANEL W/ 1 OPENING P-11 SERIAL WALL ELEMENTS : RC ------------------------------------------AF =~, Is 73 -0 ,of.6 f o,7t i. Solid h d h/d DC OF (ft) (ft) ------------------------------o~~J3 ::-0,1 r-.:2-3 + 12.5 29 0.431 0.161 ------------·------------~=-----------F-~~ /,3~. 9 29 0.310 0.096 ------------------------------------ PARALLEL WALL ELEMENTS (PIER$)_ : RC · --------------------~--------~------------------Pier h d h/d DFi 1/DP.i DF (ft) (ft) ------------------------------------ 1 9 .4 2.25 1.814 0.551 ------------------------------------ 2 9 4.9 .1.836 1.170 0.854 ------------------------------------ 1.405. 0.711 PANEL DEFLECTION = 0.161 -0.096 +0.711 =0.776 .PANEL RIGIDITY = 1 /0. 776 =1. 287 ;5uJ/<f ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 2 ----------------------------DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-13 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 6 2.083 4.241 ------------------------------------ 0.001 6 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 3 0.000 0.000 9999. ------------------------------------ 2 0.001 3 0.000 0.000 9999. ------------------------------------------ 19999 0. 0'00 PANEL DEFLECTION = 4.241 -0.000 +0.000 =4.241 PANEL RIGIDITY = 1 /4.241 =0.235 PANEL W/ 1 OPENING P-13 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 ------------ 0.001 ------------ PARALLEL WALL 6 2.083 4.241 IP--..36 ------------------------ 6 ' 0.000 0.000 ------------------------ ELEMENTS (PIERS) . RC AF::,_ 1.t-~ ~ 6 . {<. =-~ ==-.. o,C .K£, . ------------------------------------------~-----' Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 .3 0.000 0.000 9999. ------------------------------------ 2 0.001 3 . 0. 000 0.000 9999. ------------------------------------------- 19999. 0.000 PANEL DEFLECTION = 4.241 -0.000 +0.000 =4.241 ,PANEL RIGIDITY = 1 /4.241 =0.235 • j' - - - ********************************************************** SHEAR DISTRIBUTION -ALONG LINE 1 ***************************~************** ROOF DISTRIBUTION SHEAR= 9.328 kip (TOTAL) ------------------------------------PANEL No. of R each V each No. Sim. Panels (kip) ------------------------------- P-14 1 1.307 2.606 ----- P-15 1 0.997 1.988 ----- P-16 1 2.375 4.735 SUM OF RIGIDITIES = 1 * 1.307 = 1 * 0.997 = 1 * 2.375 = 1.307 0.997 2.375 --------------------R sum = 4.679 SUM OF SHEAR FORCES= 1 * 2.606 = 2.606 1 * 1.988 = 1.988 1 * 4.735 = 4.735 --------------------V sum = 9.328 Veach= V total* (Reach/ R sum) .. - - ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 1 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-14 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 12 1.041 0.764 ------------------------------------ 0.001 12 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 6 0.000 0.000 19999 ------------------------------------ 2 0.001 6 0.000 0.000 19999 ------------------------------------------ 39999 0. 0'00 PANEL DEFLECTION = 0.764 -0.000 +0.000 =0.764 PANEL RIGIDITY = 1 /0.764 =1.307 PANEL W/ 1 OPENING P-14 SERIAL WALL ELEMENTS : RC Solid h d h/d (ft) (ft) ------------------------ + 12.5 12 1.041 ---------------~...:. .... ------ 0.001 12 0.000 ------------------------ DC DF Af::--------£~.i"F 0.764 ------------1R. ..1__ 0.000 ~~- ------------ PARALLEL W~LL ELEMENTS (PIE-RS) · : RC , _ ----------~-------·r ___________________________ _ Pier h d h/d 1DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 0.001 .6 0.000 0.000 19999 ------------------------------------ 2 0.001 6 . 0. 000 0.000 19999 ------------------------------------ 39999_ 0.000 PANEL DEFLECTION = 0.764 -0.000 +0.000 =0.764 ,PANEL RIGIDITY = 1 /0. 764 =1. 307 0•'+?--1 2, :S,1--2. _ - ~wt? ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 1 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) OF= 0.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-15 SERIAL WALL ELEMENTS : RC Solid h d h/d DC OF (ft) (ft) ------------------------------------ + 12.5 24 0.520 0.212 ------------------------------------ 9 24 0.375 0.117 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 9 4 2.25 1.814 0.551 ------------------------------------ 2 9 4 2.25 1.814 0.551 ------------------------------------------ 1.102 0. 9'07 PANEL DEFLECTION = 0.212 -0.117 +0.907 =1.002 PANEL RIGIDITY = 1 /1.002 =0.997 PANEL W/ 1 OPENING P-15 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF bf= 0,1 ?o-o,I I 7 f o.,qo J (ft) (ft) ------------------------------":::::' + 12.5 24 0.520 0.212 -~~]":- : I ------------------------------------{<h~ g' 24 0.375 0.117 ------------------------------------ P.;RALL~L WALL ELEMENTS (PIERS} : RG .. -----------------------------------~--------1 ---Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 9 _4 2.25 1.814 0.551 ------------------------------------ 2 9 4 2.25 1.814 0.551 ------------------------------------ 1.102. 0.907 PANEL DEFLECTION = 0.212 -0.117 +0.907 =l.002 ,PANEL RIGIDITY = 1 /1.002 =0.997 °'Cf~ -/, o~.:z.. - : : • j' >Lt.I ,t ******************************************************************* WALL RIGIDITY DC: DEFLECTION; CANTILEVER TYPE DP: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 1 OPENING P-16 SERIAL WALL ELEMENTS : RC Solid h d h/d DC (ft) (ft) ------------------------------ + 12.5 28 0.446 0.169 ------------------------------ 9 28 0.321 ------------------------------ WALLS ALONG LINE 1 DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) DF ------ ------ 0.099 ------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 9 4.88 1.844 1.180 0.847 ------------------------------------ 2 9 7.8 1.153 0.499 2.000 ------------------------------------------ 2.847 0. 3,51 PANEL DEFLECTION = 0.169 -0.099 +0.351 =0.420 PANEL RIGIDITY = 1 /0.420 =2.375 PANEL W/ 1 OPENING P-16 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF .LJ.F:::Cl,{~3-o,o ?? ~, tr-'1 (ft) (ft) -------------------------------q_,74!,-= o,:s, q s-- + 12.5 28 0.446 0.169 ------------------------------------l ' 9 28 0.321 0. 09·9 fl-=-AF, ------------------------------------ PAR,ALLEL WALL ELEMENTS (PIER~) . RC . . . ------------------------------------------------;pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 9 4.88 1.844 1.180 0.847 ------------------------------------ 2 9 7.8 1.153 0.499 2.000 ------------------------------------------ 2.847 0.351 PANEL DEFLECTION = 0.169 -0.099 +0.351 =0.420 PANEL RIGIDITY = 1 /0.420 =2.375 2\.r-3 2 I I , **********************************************************~lull SHEAR DISTRIBUTION -ALONG LINE A ****************************************** ROOF DISTRIBUTION SHEAR= 63.660 kip (TOTAL) ------------------------------------PANEL No. of R each V each No. Sim. Panels (kip) ------------------------------- P-17 1 1.274 6.249 ----- P-18 1 1.577 7.736 ----- P-19 1 2.747 13.475 ----- P-20 4 1.326 6.504 ----- P-24 1 2.076 10.183 ------------------------------- SUM OF RIGIDITIES = 1 * 1.274 = 1.274 1 * 1.577 = 1.577 1 * 2.747 = 2.747 4 * 1.326 = 5.304 1 * 2.076 = 2. 076 ' --------------------R sum = 12.978 SUSUM SHEAR FORCES = 1 * 6.249 = 6.249 1 * 7.736 = 7.736 1 * 13.475 = 13.475 4 * 6.504 = 26.017 1 * '10.183 = 10.183 --------------------V sum= 63.660 V each = V total * ( R each/ R sum ) ! : . r - - ,5lJ2,.:::> ******************************************************************* WALL RIGIDITY WALLS ALONG LINE A ----------------------------DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0. 1 (h/d) 3 +· 0. 3 (h/d) PANEL W/ 1 OPENING P-17 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 28 0.446 0.169 ------------------------------------ 9 28 0.321 0.099 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 9 8 1.125 0.479 2.083 ------------------------------------ 2 9 5 1.8 1.123 0.890 ------------------------------------------ 2.974 0. 3'36 PANEL DEFLECTION = 0.169 -0.099 +0.336 =0.405 PANEL RIGIDITY = 1 /0.405 =2.463 PANEL W/ 1 OPENING P-17 SERIAL WALL ELEMENTS RC ------------------------------------------Solid h d h/d DC DF .6.F = r?, 143 -o,011+od3C, (ft) (ft) ------------------------------------~ 0,3, $ 0, 1£1-.::i. + 12.5 28 0.446 0.169 ------------------------------__ ..;.~,..- _l_ 9 28 0.321 0.099 {<=-Af ------------------------------------ P~LLEL WALL ELEMENTS (PIERS) . : RC . -----------------·--------------------·i _______ _ I Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 9 8 1.125 0.479 2.083 ------------------------------------ 2 9 5 1.8 1.123 0.890 ------------------------------------ 2.974 0.336 PANEL DEFLECTION = 0.169 -0.099 +0.336 =0.405 ,PANEL RIGIDITY = 1 /0. 405 =2. 463 ,::..2_.,_(;32, - ·r 5W2-'f ******************************************************************* WALL RIGIDITY WALLS ALONG LINE A DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-18 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 32 0.390 0.141 ------------------------------------ 9 32 0.281 0.086 ------------------------------------ PARALLEL WALL ELEMENTS {PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 9 5 1.8 1.123 0.890 ------------------------------------ 2 9 12 0.75 0.267 3.742 ------------------------------------------ 4.633 0. 2,15 PANEL DEFLECTION = 0.141 -0.086 +0.215 =0.270 PANEL RIGIDITY = 1 /0.270 =3.699 • j' .. - - 5'02-2- ******************************************************************* WALL RIGIDITY WALL ALONG LINE A DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 2 OPENINGS ONE ABOVE THE SERIAL WALL ELEMENTS : RC Solid + h (ft) 15.5 9 d (ft) ------ 32 h/d 0.484 32 0.281 DC 0.190 DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) PANEL# P-18 DF 0.086 L~ = 0 ,( f-b-O•clt(f'7.25l'f = O•-$~'¢ PARALLEL WALL ELEMENTS (PIERS) : RC Pier h (ft) d (ft) h/d DFi 1/DFi 1 7 5 1.4 0.694 1.440 2 7 4.833 1.448 0.738 1.354 3 9 4.17 2.158 1.652 0.605 DF 3.399 0.294 PANEL DEFLECTION = 0.190 -0.086 +0.294 =0.398 PANEL RIGIDITY = 1 /0.398 =2.510 - .?'w2__3 ******************************************************************* WALL RIGIDITY WALLS ALONG LINE A DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 1 OPENING P-19 SERIAL WALL ELEMENTS : RC Solid h d h/d DC (ft) (ft) ------------------------------ + 12.5 31.25 0.4 0.145 ------------------------------ 6 31.25 0.192 ------------------------------ DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) DF ------ ------ 0.058 ------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 6 19.25 0.311 0.096 10.35 ------------------------------------ 2 6 6 1 0.4 2.5 ------------------------------------------ 12.85 o. 0'77 PANEL DEFLECTION = 0.145 -0.058 +0.077 =0.165 PANEL RIGIDITY = 1 /0.165 =6.058 PANEL W/ 1 OPENING P-19 SERIAL WALL ELEMENTS : RC Solid h d h/d (ft) (ft) ------------------------ + 15.5 31.25 0.496 ------------------------ 9 31.25 0.288 ------------------------ DC DF -------~zq-0.197 -~.;.., ___ ------ 0.088 ------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ----------------------~-------·r ----------------Pier h d h/d DFi 1/DFi: DF (ft) (ft) ------------------------------------------ 1 9 19.25 0.467 0.150 6.645 ------------------------------------ 2 9 6 1.5 0.787 1.269 ------------------------------------------ 7.915 0.126 PANEL DEFLECTION = 0.197 -0.088 +0.126 =0.235 .PANEL RIGIDITY = 1 /0.235 =4.252 /4 = O. /6 J--f-o, / ,5 { _o,o 8~ T o, I~ .::-o, 3 6 Cf- /; - - ~w2-,<f ******************************************************************* WALL RIGIDITY WALLS ALONG LINE A DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 30 0.416 0.153 ------------------------------------ 9 30 0.3 0.092 ------------------------------------ PARALLEL W~LL ELEMENTS (PIERS) . RC . Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 9 5 1.8 1.123 0.890 ------------------------------------ 2 9 5 1.8 1.123 0.890 ------------------------------------ 1.780 0. 5'61 PANEL DEFLECTION = 0.153 -0.092 +0.561 =0.622 PANEL RIGIDITY = 1 /0.622 =1.605 PANEL W/ 1 OPENING SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 30 0.416 0.153 <!.rJ22.. ----------------------------------~-- 0.001 30 o·. ooo 0.000 : ------------------------------------ PARALLEL WA:pL ELEMENTS (PIERS) . RC . ---------------------------------------------~--Pier h i d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 15 0.000 0.000 49999 ------------------------------------ 2 0.001 15 . 0. 000 0.000 49999 ------------------------------------------ 99999 0.000 PANEL DEFLECTION = 0.153 -0.000 +0.000 =0.153 PANEL RIGIDITY = 1 /0.153 =6.496 : : • i" ******************************************************************* WALL RIGIDITY WALLS ALONG LINE A ============== - - ***~*************************************************************** WALL RIGIDITY WALLS ALONG LINE A ---------------------------- DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-2;j- . r SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 25 30 0.833 0.481 ------------------------------------ 0.001 30 0.000 0.000 ------------------------------------ PARALLEL W.~LL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 15 0.000 0.000 49999 ------------------------------------ 2 0.001 15 0.000 0.000 49999 ------------------------------------------ 99999 0. 0'00 PANEL DEFLECTION = 0.481 -0.000 +0.000 =0.481 PANEL RIGIDITY = 1 /0.481 =2.076 - - - >w2-& ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 8 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-25 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 25 28.6 0.874 0.529 ------------------------------------ 7.66 28.6 0.267 0.082 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS} . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 7.66 12.75 0.600 0.201 4.952 ------------------------------------ 2 7.66 7.866 0.973 0.384 2.600 ------------------------------------------ 7.553 0 .1'32 PANEL DEFLECTION = 0.529 -0.082 +0.132 =0.579 PANEL RIGIDITY = 1 /0.579 =1.725 . i" - - ?wb7 *****************************************************************¾* WALL RIGIDITY WALLS ALONG LINE 8 ---------------------------- DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 1 OPENING P-26 SERIAL WALL ELEMENTS : RC Solid h d h/d DC (ft) (ft) ------------------------------ + 25 36.4 0.686 0.335 ------------------------------ 10 36.4 0.274 ------------------------------ DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.1(h/d)3 + 0.3(h/d) DF ------ ------ 0.084 ------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 10 8.17 1.223 0.550 1.816 ------------------------------------ 2 10 7.25 1.379 0.676 1.478 ------------------------------------------ 3.295 0. 3'03 PANEL DEFLECTION = 0.335 -0.084 +0.303 =0.554 PANEL RIGIDITY = 1 /0.554 =1.803 ; : - - ********************************************************** SHEAR DISTRIBUTION -ALONG LINE 8 ****************************************** ROOF DISTRIBUTION SHEAR= 54.250 kip (TOTAL) ------------------------------------TYPE No. of R each V each Sim. Panels (kip) -------------------------------P-25 1 1.725 7.222 ----- P-26 1 1.803 7.549 ----- P-27 1 1.951 8.169 ----- P-28 1 1.516 6.347 ----- P-29 1 1.327 5.556 ----- P-30 1 1.595 6.678 ----- P-31 1 1. 629 6.821 ----- P-32 1 1.411 5.908 ----- 0 0 0.000 ----------------------------------SUM I 8 112.957 I 54.250 ------------------------------------ : : - 5t-a 2-f ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 8 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) OF= 0.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-27 1 p-..?&' / f-.;i.J_ f-3z:>. p-~ I SERIAL WALL ELEMENTS : RC Solid h d h/d DC OF (ft) (ft) ------------------------------------ + 10 30 0.333 0.114 ------------------------------------ 6 30 0.2 0.060 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi OF (ft) (ft) ------------------------------------------ 1 6 5 1.2 0.532 1.876 ------------------------------------ 2 6 5 1.2 0.532 1.876 ------------------------------------------ 3.753 0. 2,66 PANEL DEFLECTION = 0.114 -0.060 +0.266 =0.320 PANEL RIGIDITY = 1 /0.320 =3.120 PANEL W/ 1 OPENING P-27 SERIAL WALL ELEMENTS RC Solid h d h/d DC OF (ft) (ft) -------------------------------~al.fr + 15.5 30 0.516 0.210 ------------.------------------------ 12 30 0.4 0.126 ------------------------------------ PARALLEL, WALL ELEMENTS (PIERS) . RC . ' . . --------------------J Pier h id h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 12 0.01 1200 ****** 0.000 ------------------------------------ 2 12 25.7 0.466 0.150 6.655 ------------------------------------------ 6.655 0.150 PANEL DEFLECTION = 0.210 -0.126 +0.150 =0.234 PANEL RIGIDITY = 1 /0.234 =4.273 : : • j" A..=-o,32._ -fOt/fS'iJ'r-,:;,1.2.6 -+ oit.:r-: ..... o,f-{~ R.=-JA.:=. J ... ccr-f ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 8 - - <Jle.J 3 a ******************************************************************* WALL RIGIDITY WALL ALONG LINE 8 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) PANEL W/ 2 OPENINGS ONE ABOVE THE SERIAL WALL ELEMENTS : RC PANEL# P-28 ------------------------------------------Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 15.5 30 0.516 0.210 aLtf..lf ------------------------------------ 12 30 0.4 0.126 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 7 5 1.4 0.694 1.440 ------------------------------------ 2 7 5 1.4 0.694 1.440 ------------------------------------ 3 12 5 2.4 2.102 0.475 ------------------------------------ 3.355 0.297 PANEL DEFLECTION = 0.210 -0.126 +0.297 =0.381 PANEL RIGIDITY = 1 /0.381 =2.619 - - ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 8 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-29 SERIAL WALL ELEMENTS : RC. Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 10 30 0.333 0.114 ------------------------------------ 6 30 0.2 0.060 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 6 5 1.2 0.532 1.876 ------------------------------------ 2 6 5 1.2 0.532 1.876 ------------------------------------------ 3.753 0. 2·66 PANEL DEFLECTION = 0.114 -0.060 +0.266 =0.320 PANEL RIGIDITY = 1 /0.320 =3.120 PANEL W/ 1 OPENING P-29 SERIAL WALL ELEMENTS : RC Solid h d h/d (ft) (ft) ------------------------ + 15.5 30 0.516 ------------------------ 12 30 6.4 ------------------------ DC DF ------:-~-0.210 ------------ 0.126 ------------ P~LLE~ WALL ELEMENTS (PIERS) : RC : ; --:-----~ ---------------------------;--------·-P"-- Pier , hi · d h/d DFi 1/DFi DF (ft) ' (ft) ------------------------------------ 1 12 5 2.4 2.102 0.475 ------------------------------------ 2 12 13 0.923 0.355 2.812 ------------------------------------ 3.287 0.304 PANEL DEFLECTION = 0.210 -0.126 +0.304 =0.387 PANEL RIGIDITY = 1 /0.387 =2.577 L ::: 0' 3 2. r c:;, I 2,-,:j-t;cf' -Ot /-;UJ t-o, 30 r.;:--=-0 ·1T3 b R. ::. ~ .;_1,~~1 ·e - ******************************************************************* WALL RIGIDITY DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 1 OPENING P-30 SERIAL WALL ELEMENTS : RC Solid h d h/d DC (ft) (ft) ------------------------------ + 10 30 0.333 0.114 ------------------------------ 6 30 0.2 ------------------------------ WALLS ALONG LINE 8 DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) DF ------ ------ 0.060 ------ PARALLEL W~LL ELEMENTS (PIERS} . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 6 5 1.2 0.532 1.876 ------------------------------------ 2 6 5 1.2 0.532 1.876 ------------------------------------------ 3.753 0. 2'66 PANEL DEFLECTION = 0.114 -0.060 +0.266 =0.320 PANEL RIGIDITY = 1 /0.320 =3.120 PANEL W/ 1 OPENING P-30 SERIAL WALL ELEMENTS RC Solid h d h/d DC (ft) (ft) + 15.5 30 0.516 0.210 ------------------------------' 9 30 0.3 DF 0.092 PARALLEL WALL ELEMENTS (~IERS) : -'.RC . . ' ----~-------------------------------------------Pier h : d h/d DFi 1/DFi DF (ft) (ft} 1 9 5 1.8 1.123 0.890 2 9 13 0.692 0.240 4.151 5.041 0.198 PANEL DEFLECTION = 0.210 -0.092 +0.198 =0.315 PANEL RIGIDITY = 1 /0.315 =3.166 . .6.. .::::o, 2-1? C + o, ~g _ c;,.0'72.. /<7·/9'8.::::. e>r&--Z--6€5 . - - ***********************************************************'7*~}.J WALL RIGIDITY WALL ALONG LINE 8 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 2 OPENINGS ONE ABOVE THE SERIAL WALL ELEMENTS RC Solid h d h/d DC (ft) (ft) ------------------------------ + 15.5 30 0.516 0.210 ------------------------------ 7 30 0.233 ------------------------------ DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) PANEL# P-31 DF o,"Jr~?&- ------ 0.071 ------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 7 5 1.4 0.694 1.440 ------------------------------------ 2 7 4.5 1.555 0.843 1.186 ------------------------------------ 3 7 14.5 0.482 0.156 6.407 ------------------------------------------ 9.033 0.110 PANEL DEFLECTION = 0.210 -0.071 +0.110 =0.249 PANEL RIGIDITY = 1 /0.249 =4.006 : : - -- ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 8 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d}3 + 0.3(h/d) PANEL W/ 1 OPENING P-32 SERIAL WALL ELEMENTS : RC Solid h d h/d DC OF (ft) (ft) ------------------------------------ + 10 33 0.303 0.102 ------------------------------------ 6 33 0.181 0.055 ------------------------------------ PARALLEL W~LL ELEMENTS (PIERS) : RC ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 6 5 1.2 0.532 1.876 ------------------------------------ 2 6 8 0.75 0.267 3.742 ------------------------------------------ 5.619 0.1:77 PANEL DEFLECTION = 0.102 -0.055 +0.177 =0.224 PANEL RIGIDITY = 1 /0.224 =4.447 PANEL W/ 1 OPENING P-32 SERIAL WALL ELEMENTS : RC Solid h d h/d (ft) (ft) ------------------------ + 15.5 33 0.469 :-~---------------------- 9 30 0.3 ------------------------ DC OF ------o.~7-0.182 ------------ 0.092 : ------------ ·PARALLEL .WALL ELEMENrs (PIERS)'. : RC . .. , ------------------------------------------------' Pier h : d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 9 5 1.8 1.123 0.890 ------------------------------------ 2 9 8 .1.125 0.479 2.083 ------------------------------------ 2.974 0.336 PANEL DEFLECTION = 0.182 -0.092 +0.336 =0.425 .PANEL RIGIDITY = 1 /0.425 =2.348 ~ -= o,22.¢::, -{-CJ,2<,co7 _c,,09 2. r-"'~ 6 .:::= 0,70(3 7 R =-¼ -=-;,c;:,r/ - - ******************************************************************* WALL RIGIDITY WALLS ALONG LINE 6 DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = O.l(h/d)3 + 0.3(h/d) :~~~-~~-~-~:~~=~: ___ P-35 f f-3-/ SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 28 21 1.333 1.348 ------------------------------------ 0.001 21 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 10.5 0.000 0.000 34999 ------------------------------------ 2 0.001 10.5 0.000 0.000 34999 ------------------------------------------ 69999 0.000 PANEL DEFLECTION·= 1.348 -0.000 +0.000 =1.348 PANEL RIGIDITY = 1 /1.348 =0.741 ·;- - - *****************fa************************************************* WALL RIGIDITY WALLS ALONG LINE DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3(h/d) DF = 0.l(h/d)3 + 0.3(h/d) PANEL W/ 1 OPENING P-37 : : ·r SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 20 0.625 0.285 ------------------------------------ 0.001 20 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 10 0.000 0.000 33333 ------------------------------------ 2 0.001 10 0.000 0.000 33333 ------------------------------------------ 66666 0. 0,00 PANEL DEFLECTION = 0.285 -0.000 +0.000 =0.285 PANEL RIGIDITY = 1 /0.285 =3.506 - ***********************************************************£~.!? WALL RIGIDITY WALLS ALONG LINE E DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE PANEL W/ 1 OPENING P-39 SERIAL WALL ELEMENTS : RC Solid h d h/d DC (ft) (ft) ------------------------------ + 27.5 32 0.859 0.511 ------------------------------ 0.001 32 0.000 ------------------------------ DC= 0.4(h/d)3 + 0.3 DF = O.l(h/d)3 + 0.3 DF ------ ------ 0.000 ------ PARALLEL W~LL ELEMENTS (PIERS) . RC . Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------ 1 0.001 16 0.000 0.000 53333 ------------------------------------ 2 0.001 16 0.000 0.000 53333 ------------------------------------ ****** 0. O·OO PANEL DEFLECTION = 0.511 -0.000 +0.000 =0.511 PANEL RIGIDITY = 1 /0.511 =1.954 PANEL W/ 1 OPENING P-39 SERIAL WALL ELEMENTS : RC Solid h d h/d (ft) (ft) ------------------------ + 12.5 32 0.390 ------------------------·-0.001 32 0.000 ------------------------ DC DF ------------ 0.141 ------------' 0.000 ------------ PARALLEL WALL ELEMENTS (PIERS) . RC . -------------------------~--------~-------------Pier h d (ft) (ft) ------------------ 1 0.001 16 ------------------ 2 0.001 16 ------------------ PANEL DEFLECTION = .PANEL RIGIDITY = h/d DFi 1/DFi : DF ------------------------ 0.000 0.000 53333 ------------------ 0.000 0.000 53333 ------------------------ ****** 0.000 0.141 -0.000 +0.000 =0.141 1 /0.141 =7.090 ' -- - - : : 5u1]d *************************************************************** WALL RIGIDITY WALLS ALONG LINE J DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3 DF = O.l(h/d)3 + 0.3 PANEL W/ 1 OPENING P-40 f-tp! ,. SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 15 25.92 0.578 0.251 ------------------------------------ 0.001 25.92 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 12.96 0.000 0.000 43199 ------------------------------------ 2 0.001 12.96 0.000 0.000 43199 ------------------------------------------ 86399 0. 0,00 PANEL DEFLECTION = 0.251 -0.000 +0.000 =0.251 PANEL RIGIDITY = 1 /0.251 =3.981 PANEL W/ 1 OPENING P-40 7-~( SERIAL.WALL ELEMENTS : RC Solid h d h/d DC DF .b. F -::: "' .r ff 7 (ft) (ft) ------------------------------------f·=~~ + 12.5 25.92 0.482 0.189 17,:_l!:t.7 ------------------------------~----- 0.001 25.92 0.000 0. 000, ------------------------------------ PARALLEL WALL ELEMENTS (PIERS), . RC . . . . : . ----------------------------------·-------------P,ier h d h/d DFi ·1/DFi OF (ft) (ft) ------------------------------------------ 1 0.001 12.96 0.000 0.000 43199 ------------------------------------ 2 0.001 12.96 0.000 0.000 43199 ------------------------------------------ 86399 0.000 PANEL DEFLECTION = 0.189 -0.000 +0.000 =0.189 PANEL RIGIDITY = 1 /0.189 =5.275 6,~/<3 I -- ~W ?C( *************************************************************** WALL RIGIDITY WALLS ALONG LINE 6-,J DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3 DF = O.l(h/d)3 + 0.3 PANEL W/ 1 OPENING P-42 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 21 0.595 0.262 ------------------------------------ 0.001 21 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d (ft) (ft) ------------------ 1 0.001 10.5 ------------------ 2 0.001 10.5 ------------------ PANEL DEFLECTION = PANEL RIGIDITY = h/d DFi 1/DFi DF ------------------------ 0.000 0.000 34999 ------------------ 0.000 0.000 34999 ------------------------ 69999 0. 0,00 0.262 -0.000 +0.000 =0.262 1 /0.262 =3.803 . r ·:e : : ·;- ~(<) {a?· *************************************************************** WALL RIGIDITY WALLS ALONG LINE iJ DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3 DF = O.l(h/d)3 + 0.3 PANEL W/ 1 OPENING P-43 1 p-W SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 15 20.5 0.731 0.376 ------------------------------------ 0.001 20.5 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------- 1 0.001 10.25 0.000 0.000 34166 ------------------------------------ 2 0.001 10.25 0.000 0.000 34166 ------------------------------------------ 68333 0. 0,00 PANEL DEFLECTION = 0.376 -0.000 +0.000 =0.376 PANEL RIGIDITY = 1 /0.376 =2.658 PANEL W/ 1 OPENING P-43 / -p-<'7JC SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF .Ap -:::-(}, u, t". (ft) (ft) ------------------------------o~:or--I + 12.5 20.5 0.609 0.273 ~ =-.c5.F -----------------------------.;------- 0.001 20.5 0.000 0.000 ------------------------------------- PARALLEL WALL ELEMENTS (PIERS) . RC . • • l • ---------·-----------------·----·--------------- : l?ier h d h/d DFi t/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 10.25 0.000 0.000 34166 ------------------------------------ 2 0.001 10.25 0.000 0.000 34166 ------------------------------------------ 68333 0.000 PANEL DEFLECTION = 0.273 -0.000 +0.000 =0.273 PANEL RIGIDITY = 1 /0.273 =3.654 -~87/ - $0~! *************************************************************** WALL RIGIDITY WALLS ALONG LINE DC: DEFLECTION; CANTILEVER TYPE DF: DEFLECTION; FIXED TOP & BOTTOM TYPE DC= 0.4(h/d)3 + 0.3 DF = O.l(h/d)3 + 0.3 PANEL W/ 1 OPENING P-45 SERIAL WALL ELEMENTS : RC Solid h d h/d DC DF (ft) (ft) ------------------------------------ + 12.5 20 0.625 0.285 ------------------------------------ 0.001 20 0.000 0.000 ------------------------------------ PARALLEL WALL ELEMENTS (PIERS) . RC . ------------------------------------------------Pier h d h/d DFi 1/DFi DF (ft) (ft) ------------------------------------------ 1 0.001 10 0.000 0.000 33333 ------------------------------------ 2 0.001 10 0.000 0.000 33333 ------------------------------------------ 66666 0. 0,00 PANEL DEFLECTION = 0.285 -0.000 +0.000 =0.285 PANEL RIGIDITY = 1 /0.285 =3.506 ! : - *********************************************************************** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE- ********************************************************i************** Uplift About Base Of Wall Panel Number = P- Wall Height, H = 26.50 ft ( Finish Floor To Top of Wall ) Roof Height, H'= 30.50 ft ( Finish Floor To Ave. Ledger Ht. Mezz Height, H' '= o.oo ft ( Finish Floor To Mezz. Fin. Ht. Base Height,H'' '= 2.00 ft ( Bottom of Panel To Floor Slab) Wall Length, B = 33.00 ft fc' = 4 ksi Wall Thk, t = 8.00 in fy = 60 ksi Roof D.L. On Wall = 0.068 K/ft * LOADS ON PANEL . . ----------------Roof Lateral, Vr = Per Seismic Cale Mezz Lateral, Vm = Per Seismic Cale Wt of Panel above Slab Wp = 87.45 2.10 Wall Lateral, Vw = Wp * 0.092 Total Lateral, V = V roof + V mezz + V SHEAR STRENGTH: Left Pier Width = Rirht Pier Width = Relative Rigidity of Left Pier = Relative Rigidity of Right Pier= V -Left = 16.470 wall 33 = = = = = = 8.00 ft 5.00 ft 2.08 0.89 = ( 2.083 * 2.083 + 1.4 * 0.89) 11.539 * 1000 Vu -Left = ---------------------------------= 8 * 96.00 2.244 Kips 8.60 kips o.oo kips 85.35 kips 7.87 kips 16.47 kips 11.54 Kips 21.04 psi Concrete Shear Strength, v c = '',Shear Reinf Not Req'd 0.85 * 2 * fc'Al/2 = 107.52_psi . rv Right= ( 2.083 + 1.4 * 16.;470 0.89) 4.9305 * 1000 = 4.93 Kips VU -Right = ---------------------------------= 14.38 psi 8 * Concrete Shear Strength, v .c = Shear Reinf Not Req'd BASE SHEAR: 60.00 0.85 * 2 * fc'Al/2 = 107.52 psi ) ) - - 16.470 * 1000 v-base = ------------------= 499.1 :n Allow Base Shear = 1.33 * 1500 = 1995 Lbs /ft O.K.!!! Provide #5 dowels at 24" o.c. from Panel to Slab UPLIFT: 262.3 + 0.0 + 104.3 T = C = -------------------------------= 33 * 0.9 Net Uplift, T' =T -1/2 * 0.85*( WDL) = Reg. No. of Dowels at Bottom of Panel = = o.k. Net Uplift, T' = -27.69 kips Counter Net Uplift.Using The Following: 1. Weight of Backfill Wl = 16.5 *1.33 *0.12* 2.00 = 2. Weight of Cont. Footing W2 = 16.5 *0.15* 2.50 *1.5 = 3. Weight of 1/2 Adjacent Panel W3 = 12 *0.10* 26.50 = TOTAL RESISTING DEAD LOAD Wtl = . ! Uplift Force T' = -27..69 kip~ Lbs / ft 12.34 kips -27.69 Kips· T' /(1.33*3.0) -6.9 5. 28 kips 9.28 kips 31.80 kips 46.36 KIPS ·Total Dead Load * • 8 5 • j" = 39.40 Kips more t~an uplift force 0. K. ! ' NO NET UPLIFT ! ! ! - - ·;- - . sw+~ *********************************************************************** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE- *********************************************************************** Uplift About Base Of Wall Panel Number = P-2 Wall Height, H = 26.50 ft ( Finish Floor To Top of Wall ) Roof Height, H'= 30.50 ft ( Finish Floor To Ave. Ledger Ht. Mezz Height, H' '= 0.00 ft ( Finish Floor To Mezz. Fin. Ht. Base Height,H' ''= 2.00 ft ( Bottom of Panel To Floor Slab) Wall Length, B = 33.00 ft fc' = 4 ksi Wall Thk, t = 8.00 in fy = 60 ksi Roof D.L. On Wall = 0.068 K/ft * LOADS ON PANEL . . ----------------Roof Lateral, Vr = Per Seismic Cale Mezz Lateral, Vm = Per Seismic Cale wt of Panel above Slab Wp = 87.45 2.10 Wall Lateral, Vw = Wp * 0.092 Total Lateral, V = V roof + V mezz + V SHEAR STRENGTH: Left Pier Width = Rirht Pier Width = Relative Rigidity of Left Pier = Relative Rigidity of Right Pier= V -Left = 17.970 wall 33 = = = = = = 9.58 ft 5.00 ft 2.74 0.89 = ( 2.741 * 2.741 + 1.4 * 0.89) 13.565 * 1000 VU -Left = ---------------------------------= 8 * 114.96 2.244 Kips 10.10 kips 0.00 kips 85.35 kips 7.87 kips 17.97 kips 13.57 Kips 20.65 psi concrete Shear Strength, v c = Shear Reinf Not Req'd 0.85 * 2 * fc'Al/2 = 107.52. psi V -Right= Vu -Right 0.S9 * ,17.970 ----------------~----~----( 2.741 + L4 * 0.89 i) 4.4047 * 1000 = = ---------------------------------= 60.00 4.40 '.Kips 12.85 psi Concrete Shear Strength, v c = Shear Reinf Not Req'd 0.85 * 2 * fc'Al/2 = 107.52 psi BASE SHEAR: I ) ) • i",. -17.970 * 1000 v-base = ------------------= 544.6 33 Allow Base Shear = 1.33 * 1500 Lbs /ft = UPLIFT: 308.1 + 1995 O.K.!!! Provide #5 dowels at 24" o.c. from Panel to Slab o.o + 104.3 T = C = -------------------------------= 33 *.0.9 Net Uplift, T' =T -1/2 * 0.85*( WDL) = Req. No. of Dowels at Bottom of Panel = = o.k. Net Uplift, T' = -26.15 kips Counter Net Uplift ·using The Following: 1. Weight of Backfill Wl = 16.5 *1.33 *0.12* 2.00 = 2. Weight of Cont. Footing W2 = 16.5 *0.15* 2.50 *1.5 = 3. Weight of 1/2 Adjacent Panel W3 = 12 *0.10* 26.50 = TOTAL RESISTING!DEAD LOAD Wtl = Uplift Force T' = · -26 .15 -kips Lbs/ ft 13.88 kips -26.15 Kips T' /(1.33*3.0) -6.6 5.28 kips 9.28 kips 31. 80 kips 46.36 KIPS Total Dead Load* .85 = 39.40 Kips mo~e than uplift force O.K. ! NO NET UPLIFT ! ! ! - - f)d-t71 *********************************************************************** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE- *********************************************************************** Uplift About Base Of Wall Panel Number = P-11 Wall Height, H = 26.50 ft ( Finish Floor To Top of Wall ) Roof Height, H'= 30.50 ft ( Finish Floor To Ave. Ledger Ht. Mezz Height, H''= 12.50 ft ( Finish Floor To Mezz. Fin. Ht. Base Height,H' 11= 2.00 ft ( Bottom of Panel To Floor Slab) Wall Length, B = 29.00 ft fc' = 4 ksi Wall Thk, t = 8.00 in fy = 60 ksi Roof D.L. On Wall = 0.476 K/ft * LOADS ON PANEL . . ----------------Roof Lateral, Vr = Per Seismic Cale Mezz Lateral, Vm = Per Seismic Cale Wt of Panel above Slab Wp = 76.85 2.10 Wall Lateral, Vw = Wp * 0.092 Total Lateral, V = V roof + V mezz + V SHEAR STRENGTH: Left Pier Width = Rirht Pier Width = Relative Rigidity of Left Pier = Relative Rigidity of Right Pier= V -Left = 54.806 wall 29 = = = = = = 4.00 ft 4.90 ft 0.55 0.85 = ( 0.551 * 0.551 + 1.4 * -0.854 ) 21.493 * 1000 VU -Left = ---------------------------------= 8 * 48.00 13.804 Kips 27.61 kips 20.30 kips 74.75 kips 6.89 kips 54.81 kips 21.49 Kips 78.36 psi Concrete Shear Strength, v c = Shear Reinf Reg'd ----> 0.85 * 2 * fc'Al/2 = 107.52 psi v Right= VU -Right 0.854 * I 54.806 . ' . -------------·------------ ( 0.551 + 1.4 * o·. 854 ) 33.313 * 1000 = = ---------------------------------= 58.80 33.31 K_\pS 99.15 psi Concrete Shear strength, v c - Shear Reinf Reg'd ----> 0.85 * 2 * fc'Al/2 = 107.52 psi BASE SHEAR: ) ) : : - - 54.806 * 1000 v-base = ------------------= 1889.9 29 Allow Base Shear = 1.33 * 1500 = 1995 Lbs /ft O.K.!!! Provide #5 dowels at 2411 o.c. from Panel to Slab UPLIFT: 842.2 + 253.8 + 91.3 T = C = -------------------------------= 29 * 0.9 Net Uplift, T' =T -1/2 * 0.85*( WDL) = Reg. No. of Dowels at Bottom of Panel = = o.k. Net Uplift, T' = 5.39 kips Counter Net Uplift Using The Following: 1. Weight of Backfill Wl = 14.5 *1.33 *0.12* 2.00 = 2. Weight of Cont. Footing W2 = 14.5 *0.15* 2.50 *1.5. = 3. Weight of 1/2 Adjacent Panel W3 = 12 *0.10* 26.50 = TOTAL RESISTI~G DEAD LOAD Wtl = Uplift Force T' = 5.39 k~ps I 'i" Lbs/ ft 45.49 kips 5.39 Kips T' /(1.33*3.0) 1.4 4.64 kips 8.16 kips 31. 80 kips 44.60 KIPS Total Dead Load * .85 = 37.90 Kips ~ore than uplift force O.K. ! NO NET UPLIFT ! ! ! -- - - *********************************************************************** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE 6 *********************************************************************** Uplift About Base Of Wall Panel Number = Wa~l Height, H = 28.66 ft ( 'Finish Floor To Roof Height, H'= 28.66 ft ( Finish Floor To Mezz Height, H' '= 0.00 ft ( Finish Floor To Base Height, H'' '= 2.00 ft ( Bottom of Panel Wall Length, B = 21.00 ft fc' = Wall Thk, t = 8.00 in fy = Roof D.L. on Wall = 0.45 K/ft * 21 = LOADS ON PANEL : Roof Lateral, Vr = Per Seismic Cale = Mezz Lateral, Vm = Per Seismic Cale = Wt of Panel above Slab Wp = 64.39 4.20 = Wall Lateral, Vw = Wp * 0.183 = Total Lateral, V = V roof + V mezz + V wall = SHEAR STRENGTH: 1.4 * 89.75 * 1000 P-~4 ~~ 7 . / } Top of Wall ) Ave. Ledger Ht. Mezz. Fin. Ht. To Floor Slab) 3 ksi 60 ksi 9.45 Kips 78.74 kips 0.00 kips 60.19 kips 11.01 kips 89.75 kips VU= ----------------------------------------= 62.33 psi 8 * 252.00 Concrete Shear Strength, v c = Shear Reinf Not Req'd 0.85 * 2 * fCIAl/2 = 93.11 psi O.K.!!! BASE SHEAR: 89.754 * 1000 v-base = = 4274.0 21 Allow Base Shear = 1.33 * 4500 Lbs=/ft = UPLIFT: 2256.7 + 5985 O.K.!!! Provide #5 dowels@ 8 "o.c.' from Panel to Slab 0.0 + 157.8 Lbs / ft ;;, ) ) : ; ' , --.1 - - ')'LJ -{cf' T = C = -------------------------------= 127.75 kips 21 * 0.9 Net Uplift, T' =T -1/2 * 0.85*( WDL) = 96.37 Kips 1.4 * 96.37 Add'l Tension Steel=--------------------= 2.50 sq in 0.9 * 60 USE 6 -#6 Anchor Panel Bottom Ends Using Tie-downs Asp= CHECK JOINT OVERTURNING:- * * At Interior Joints The Uplifts Are Balanced At Exterior Joints, Net Uplift Occurs Net Uplift, T' -= 96.37 kips Counter Net Uplift Using The Following: 1. 1/2 Weight of Adjacent Panel Wl = 0 *0.1* 36.00 = 2. S.O.G. W2 = 12 *0.75* 12.00 = 3. Weight of footing W3 = 12 *0.15*4.00* 12 = 4. Weight of Soil On Pad W4 = 12 *0.1*1.5* 12 = TOTAL RESISTING DEAD LOAD Wtl = 96. 37 kips 2.64 sq in O kips 10.8 kips 86.4 kips 21.6 kips 118. 8. KIPS Uplift Force Total Dead Load* .85 = 100.9 more than uplif~ force O.K. - - /46\/41 AJIT RANDBAVA & ASSOCIATES §"7.J}1''7..l CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 ~ CTOF-q:> l-:::::--o . 0 ' 7.x:-~~')< ~ ~ =-i r ~r K' LL ,;:, o, c:, /~ .;_'-;cr-3 ::-1¥.o i~ tC / ::a.;,,,e I'~ x:-~ >c~ / rm!-((t: q Z-PL-::=--t1·?-r~t.t-rt!'t:.-fc-::: tll,8 I,::' 2. TL -·1:r7,g ~ - JOB# ______ _ DATE ______ _ DESIGN_-~,---,-~-,,--- SHEET # 50 41 . ~ /Mr{~ ~A o--/Z <! ~ ~ ~/L ;;;?.GAf/e I'~ := -/~,e/2--:,. /<7.; -, r J/._, : : lJ =--o,c /. • i" ( :: (;;o ·1 x ~ -= '°· ,;)q,c,r x ½ --'8 ,ooc1 ?7 k-==-c,?' t:j O /Z, ~ / 2--r:=.¢:"¥°,::: OJ/ J / ,A/J.- Lf $ · )~ -# f 5ief.-Wf/ -~'->T. .. . ' -,, - ~ AIIT RANDBAVA I ASSOCIATES #7.J'}1''7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 -/foX/--f--=/g',,;jrf7- ~ / f6)c?,c-; £co r>rr- -µ-=. I!)· OOC> 'f$C.,.,)C /:z__>C<;c"~:::-0, /,8 /,,{/ JOB# ______ _ DATE ______ _ DESIGN _ _,,_,_--,-__ SHEET #----'5"'-'_tv;....._..--;"--'(J.>=--- f"'/ c, 12--12---# r-M w ~ -LS a If r@ /> o_c.... : : . i. *********************************************************************** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE s'W ~( *********************************************************************** 4t. Uplift About Base Of Wall Panel Number = P--38 & 11 - Wall Height, H = 12.50 ft ( Finish Floor To Roof Height, H'= 12.50 ft ( Finish Floor To Mezz Height, H' '= o.oo ft ( Finish Floor To Base Height,H'' '= 2.00 ft ( Bottom of Panel Wall Length, B = 20.00 ft fc' = Wall Thk, t = 8.00 in fy = Roof D.L. On Wall = 0.232 K/ft * 20 = LOADS ON PANEL . . ----------------Roof Lateral, Vr = Per Seismic Cale = Mezz Lateral, Vm = Per Seismi9 Cale = Wt of Panel above Slab Wp = 29.00 4.00 = Wall Lateral, Vw = Wp * 0.183 = Total Lateral, V = V roof + V mezz + V wall = SHEAR STRENGTH 1.4 VU= * 58.88 .. 8 * * 1000 240.00 Top of Wall ) Ave. Ledger Ht. Mezz. Fin. Ht. To Floor Slab) 4 ksi 60 ksi 4.64 Kips 54.30 kips · 0 .·00 kips 25.00 kips 4.58 kips 58.88 kips = 42.93 psi Concrete Shear Strength, v c = Shear Reinf Not Req'd 0.85 * 2 * fc'Al/2 = 107.52 psi O.K.!!! BASE SHEAR: 58.875 * 1000 v-base = ------------------= 2943.8 20 Allow Base Shear = 1.33 * 3000 = UPLIFT: 678.8 + 3990· Lbs /ft · .0. K. ! ! ! Provide #5 dowels@ 12 "o.c. from Panel to Slab o.o + 28.6 Lbs/ ft ! : ) ) ,· ' ·--- - T = C = -------------------------------= 39.30 kips 20 * 0.9 Net Uplift, T' =T 1/2 * 0.85*( WDL) = 25.00 Kips 1.4 * 25.00 Add'l Tension Steel=--------------------= 0.65 sq in 0.9 * 60 USE 2 -#6 E.F. Anchor Panel Bottom Ends Using Tie-downs Asp= CHECK JOINT OVERTURNING:- * * At Interior Joints The Uplifts Are Balanced At Exterior Joints, Net Uplift Occurs Net Uplift, T' = 25.oo kips Counter Net Uplift Using The Following: 1. 2. 3. 4. 1/2 Weight of Adjacent Panel Wl = O *0.1* 36.00 S.O.G. W2 = 8 *.075* 8.00 Weight of footing W3 = 8 *0.15*3.0* Weight of Soil on Pad W4 = 8 *0.1*1.5* = = 8 = 8 = TOTAL RESISTING DEAD LOAD Wtl = Uplift Force' '! T' = 25.00 kips 1.56 sq in o kips 4.8 kips 28.8 kips 9.6 kips 43. 2· KIPS Total Dead Load* .85 = 36.72 more thar;i uplift force O .. K. • j" ·- ·- - ~ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 M li :?2--tvT, pl.--=o. (f sar) >oV{-;:-?. :s t< LL -.::. O ... / ~ 7>c7.----( :-/~7 t;i· X fL-= 6 G.. j-le. -Z:. TL -f Gfl_ ~/5~rr--r-3f3-..:::-/crl'i g, '0- JOB# _____ _ DATE _____ _ DESIGN __ =-___,~- SHEET # <7't_,J _.ef--3> ~ t-#lffe'ft , ~ ~ -;';I":> / .?ct-3 rtf: .c ;, ? 3x:-~ ~$~ rr F /?\rt-6>cl"L . ;,<'t?c3~ 12.k{J(~' «= o,o<kJ6-.l ·: 7-:> ~JA-:_' .. V\ • j I I L{Qz 7-~~ ~-vv.-e.7. . . I'/ ?3t/ y· 18 o/ ~ -#/£ coNr_. '9C~@NT o/ :r¥·u ~ - - - £VJ-er ********************************************************************r:* SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE E ' *********************************************************************** Uplift About Base Of Wall Panel Number = P-'3-S &cKr 4 It? Lt 2 Wall Height, H = 28.50 ft ( Finish Floor To Top of Wall ) Roof Height, H'= 28.50 ft ( Finish Floor To Ave. Ledger Ht. Mezz Height, H' '= 12.50 ft ( Finish Floor To Mezz. Fin. Ht. Base Height,H'' '= 2.00 ft ( Bottom of Panel To Floor Slab) Wall Length, B = 29.00 ft fc' = 3 ksi Wall Thk, t = 8.00 in fy = 60 ksi Roof D.L. On Wall = 0.136 K/ft * 29 = 3.944 Kips LOADS ON PANEL: Roof Lateral, Vr = Per Seismic Cale = 79.00 kips Mezz Lateral, Vm = Per Seismic Cale = 42.00 kips Wt of Panel above Slab Wp = 8 8 • 4 5 . 5 • 8 O = 82.65 kips Wall Lateral, Vw = Wp *, 0.183 = 15.12 kips Total Lateral, V = V roof+ V ~ezz + V wall = 136.12 kips SHEAR STRENGTH: 1.4 * 136.12 * 1000 VU= ----------------------------------------= 68.45 psi 8 * Concrete Shear Strength, v c = Shear Reinf Not Req'd BASE SHEAR: Allow 136.12 * 1000 29 Base Shear = 1.33 * 348.00 0.85 * 2 * fc'Al/2 = 93.11 psi O.K.!!! = 4694.0 Lbs/ ft 4500 = 5985 Lbs /ft O.K.!!! : : Provide #5 dowels @ 8 II o.c. from Panel to Slab 'i' UPLIFT: 2251.5 + 525.0 + 215.5 ) ) - - £0~ T = C = -------------------------------= 114.64 kips 29 * 0.9 Net Uplift, T' =T 1/2 * 0.85*( WDL) = 75.37 Kips 1.4 * 75.37 Add'l Tension Steel=--------------------= 1.95 sq in 0.9 * 60 USE 6 -#6 Anchor Panel Bottom Ends Using Tie-downs Asp= CHECK JOINT OVERTURNING:- * * At Interior Joints The Uplifts Are Balanced At Exterior Joints, Net Uplift Occurs Net Uplift, T' = 75.37 kips Counter Net Uplift Using The Following: 1. 1/2 Weight of Adjacent Panel Wl = 0 *0.1* 36.00 = 2. S.O.G. W2 .= 12 *.075* 12.00 = 3. Weight of footing W3 = 12 *0.15*3.0* 12 = 4. Weight of Soil On Pad W4 = 12 *0.1*1. 5* 12 = TOTAL RESISTING DEAD LOAD Wtl = Uplift Force .T' = 75.37 kips 2.64 sq in 0 kips 10.8 kips 64.8 kips 21.6 kips 97. 2 KIPS Total Dead,Load * .85 = 82.62 more than uplift force O.K. ·;- I ··- - ~ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 /'tA.¥2 · D L--c o , o r f ,c /~'>c?.--f MGz2-. LL:,. o, i,o >c · l<t= >c"2..-,( '::=; -z,g, 7 'IC = (7-. ( ,c.. -~Jj: lP ~/, -s '\.O . -- 2°' TL -f 1£& :::-~ --f 1/lf.} =--336,7 I,~ s-w-H' JOB # _____ _ DATE _____ _ DESIGN _____ _ SHEET#, _____ _ 5°t '-~";' "--"f = 3?-b ~;~,,.,,,., -2-J'3 g ~ ~ /, S Jyc'2-Pr<>: J?2Tfrf,- W (A -:-/2,4:><"--;i.t338 =-;?" ~t P-~l- '3-,ri,S ' / '-2-. . / /,C. f\4 ~ -3> ~ -~ . :: .r?,of' ?- M "' _ ~~ /<!rz._ ~ o,o~ l4/ ;42----o..P{ x:B~~~z. /~ -r I fo'f-w;fY ,6'.-0f>M. 9 -.ff _;f--elf'!-.v-p_;;/ 7ri /2 '-'/ 3 ---tr I/-. /JorP"{ oz,1-T(. - - - Sw-krl *******************************************************************~~** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE .:f *********************************************************************** Uplift About Base Of Wall Panel Number = P-4'.2:E A@ 4-,'s, 4-4-1 '-1-S- Wall Height, H = 28.50 ft ( Finish Floor To Roof Height, H'= 28.50 ft ( Finish Floor To Mezz Height, H' '= 12.50 ft ( Finish Floor To Base Height,H'''= 2.00 ft ( Bottom of Panel Wall Length, B = 25.83 ft fc' = Wall Thk, t = 8.00 in fy = Roof D.L. On Wall = 0.136 K/ft * 25.83 = LOADS ON PANEL : Roof Lateral, Vr = Per Seismic Cale = Mezz Lateral, Vm = Per Seismic Cale = Wt of Panel above Slab Wp Wall Lateral, Vw Total Lateral, V SHEAR STRENGTH 1.4 = = = 78.78 5.17 = Wp * 0.183 = V roof + V mezz + V wall = * 123. 4 7 -* 1000 Top of Wall ) Ave. Ledger Ht. Mezz. Fin. Ht. To Floor Slab) 4 ksi 60 ksi 3.51288 Kips 41.20 kips 68.80 kips 73.62 kips 13.47 kips 123.47 kips VU= ----------------------------------------= 69.71 psi 8 * 309.96 Concrete-Shear strength, v c = Shear Reinf Not Reg'd 0.85 * 2 * fc'Al/2 = 107.52 psi O.K.!!! BASE SHEAR: 123.47 * 1000 v-base = ------------------25. Allow Base Shear = 1.33 * = 5985 = 4500 Lbs /ft. 4780.2 O.K.!!! =· Provide #5 dowels@ 8 11 o.c. from Panel to Slab UPLIFT: 1174.2 + 860.0 + 192.0 Lbs/ ft ) ) - e. f'LJ-,f-~ T = C = -------------------------------= 95.76 kips 25. * 0.9 Net Uplift, T' =T -1/2 * 0.85*( WDL) = 60.79 Kips 1.4 * 60.79 Add'l Tension Steel=--------------------= 1.58 sq in 0.9 * 60 USE 3 -#6 E.F. Anchor Panel Bottom Ends Using Tie-downs Asp= CHECK JOINT OVERTURNING:- * * At Interior Joints The Uplifts Are Balanced At Exterior Joints, Net Uplift Occurs Net Uplift, T' = 60.79 kips Counter Net Uplift Using The Following: 1. 1/2 Weight of Adjacent Panel Wl = 0 *0.1* 36.00 = 2. S.O.G. W2 = 12 *.075* 12.00 = 3. -Weight of footing W3 = 12 *0.15*3.0* 12 = 4. Weight of Soil On Pad W4 = 12 *0.1*1.5* 12 = TOTAL RESISTING DEAD LOAD Wtl = T' = 60.79 kips 2.64 sq in o kips 10. 8 kips 64.8 kips 21.6 kips 97.2· KIPS Uplift Force Total Dead Load* .85 = 82.62 more tpan uplift force O.K. ·e - A1*J AJIT RANDBIVI & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 1ELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 0 ,O ,.., ;,c 8 X 1 '::- : o.O ..:J--}C;f")t)Z1::: :z:. r .,c:..r~ =-177 .Jj-f-7CI< 0 -= 2 7 s, 3 ,c. §l(J-H JOB #-----=--j--'--- DATE _____ _ OESIGN __ :----- SHEET # _____ _ ~ r c ~IZI" ,vj :--;l}i·; -:::. I i',9 S ?-fL °" la,. w~:::1,4c-~/i>ttf.:: 2-~6 fe..-5r · : . • 2.... ' 1t<:. M lA, :;;. '2.;: ~ ~ C / :::-q?, ~ $ . ' ! tVJ '.~ i -¢;J,83~"l.-.::s o, ~ 1? ( i1/-,h' ~ ~ : -+ +r'~~ -dl'-i~$XY~(/~-4.f Ulk. ~ -.:#-1 ,$o~/f.,_1 ~ ~ .ft-.r 7~? o;rl f, ·W A,u. -~tiJ/o/' -3 3> 1j>C I B 1r v./ 3--#"-~ ~Tra/1 ml(: _ £ . :tr ~ 1,..r ~ zff-'" · c. · - - - ********************************************************************,;t** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE .>U ~c) *********************************************************************** Uplift About Base Of Wall Panel Number = P-4:4-&-zfS. 47 f "t P--1 'fl .Wall Height, H = 28.50 ft ( Finish Floor To Roof Height, H'= 28.50 ft ( Finish Floor To Mezz Height, H' '= 12.50 ft ( Finish Floor To Base Height,H'' '= 2.00 ft ( Bottom of Panel Wall Length, B = 20.50 ft fc' = Wall Thk, t = 8.00 in fy = Roof D.L. on Wall = 0.136 K/ft * 20.5 = LOADS ON PANEL: Roof Lateral, Vr = Per Seismic Cale = Mezz Lateral, Vm = Per Seismic Cale = Wt of Panel above Slab Wp = 62.53 4.10 = Wall Lateral, Vw = Wp * 0.183 = Total Lateral, V = V roof + V mezz + V wall = SHEAR STRENGTH: 1.4 * 93.69 * 1000 Top of Wall ) Ave. Ledger Ht. Mezz. Fin. Ht. To Floor Slab) 4 ksi 60 ksi 2.788 Kips 24.10 kips 58.90 kips 58.43 kips 10.69 kips 93.69 kips VU= ----------------------------------------= 66.65 psi 8 * 246.00 Concrete Shear Strength, v c = Shear Reinf Not Req'd 0.85 * 2 * fc'~l/2 = 107.52 psi O.K.!!! BASE SHEAR: 93.691 * 1000 v-base = ------------------= 4570.3' 20. Allow Base Shear = 1.33 * 4500 = : : 5985 Lbs /ft O.K.!!! Provide #5 dowels:@ 8 11 o.c. from Panel to Slab ·r UPLIFT: 686.9 + 736.3 + 152.4 Lbs / ft ) ) , I T = C = -------------------------------= ~0 b/ 85.39 kips 20. * 0.9 Net Uplift, T' =T 1/2 * 0.85*( WDL) = 57.63 Kips 1.4 * 57.63 Add'l Tension Steel=--------------------= 1.49 sq in 0.9 * 60 USE 3 -#6 E.F. Anchor Panel Bottom Ends Using Tie-downs Asp= CHECK JOINT OVERTURNING:- * * At Interior Joints The Uplifts Are Balanced At Exterior Joints, Net Uplift Occurs Net Uplift, T' = 57.63 kips Counter Net Uplift Using The Following: 1. 1/2 Weight of Adjacent Panel Wl = 0 *0.1* 36.00 = 2. S.O.G. W2 .= 10 *.075* 10.00 = 3. Weight of footing W3 = 10 *0.15*3.0* 10 = 4. Weight of Soil On Pad W4 = 10 *0.1*1.5* 10 = 2.64 sq in o kips 7.5 kips 45 kips 15 kips ---------------------- TOTAL RESISTING DEAD LOAD Wtl = 67.5 KIPS : : . Uplift Force T' = 57.63 kips Total Dead Load * .85 = 57.37 more than uplift force O.K. I ' 'i' - e ~ AJIT RANDBAVA & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS INC 16700 VALLEY VIEW AVE SUI • TELEPHONE NO. (714) 5~·091~ !70, LA MIRADA, CALIFORNIA 90638 • r'AX (714) 522-1149 JOB# ______ _ DATE ______ _ DESIGN _____ _ SHEET#, _____ _ p..ocf--~L ::-o,o I 7yJ 8X' ~ 7 3,'3 l'-- L-L :.r1 .~ 2... ~ ~ )"!' ~ __ >-~ tL : : . i" ffV=,.Z.Z, ~L.::: 0 ,or8)'C ,o~-:z..() LL = f) ... -( I LJ(~ o, LC-. 9-'# & ,gQ/'7~ ;;·.· '<./, f-# r ~~ Q• .0, I , - - - *********************************************************************** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE >le./ --C_:3 *********************************************************************** Uplift About Base Of Wall Panel Number = ~ 4-b Wall Height, H = o.oo ft ( Finish Floor To Roof Height, H'= 0.00 ft ( Finish Floor To Mezz Height, H' '= 12.50 ft ( Finish-Floor To Base Height,H'' '= 2.00 ft ( Bottom of Panel Wall Length, B = 21. 00 ft fc' = Wall Thk, t = 8.00 in fy = Roof D.L. On Wall = 0.522 K/ft * 21 = LOADS ON PANEL . . ----------------Roof Lateral, Vr = Per Seismic Cale = Mezz Lateral, Vm = Per Seismic Cale = Wt of Panel above Slab Wp = · 4. 20 4.20 = Wall Lateral, Vw = Wp * 0.183 = Total Lateral, V = V roof + V mezz + V wall = SHEAR STRENGTH: 1.4 * 61.80 * 1000 Top of Wall ) Ave. Ledger Ht. Mezz. Fin. Ht. To Floor Slab) 4 ksi 60 ksi 10.962 Kips 0.00 kips 61.80 kips o.oo kips o.oo kips 61.80 kips VU= ----------------------------------------= 42.92 psi 8 * 252.00 Concrete Shear Strength, v c = Shear Reinf Not Req'd 0.85 * 2 * fc'Al/2 = 107.52 psi O.K.!!! BASE SHEAR: 61.8 * 1000 v-base = ------------------ 21 Allow Base Shear = 1.33 * = 3990 = 3000 Lbs /ft 2942.9 , : ,o. K. ! ! ! Provide #5 dowels@ 12 "o.c. from Panel to Slab . r UPLIFT: o.o + 772.5 + 0.0 Lbs / ft ) ) - - ~W -C(f T = C = -------------------------------= 40.87 kips 21 * 0.9 Net Uplift, T' =T -1/2 * 0.85*( WDL) = 34.43 Kips 1.4 * 34.43 Add'l Tension Steel=--------------------= 0.89 sq in 0.9 * 60 USE 2 -#6 E.F. Anchor Panel Bottom Ends Using Tie-downs Asp= CHECK JOINT OVERTURNING:- * * At Interior Joints The Uplifts Are Balanced At Exterior Joints, Net Uplift Occurs Net Uplift, T' = 34.43 kips Counter Net Uplift Using The Following: 1. 2. 3. 4. 1/2 Weight of Adjacent Panel Wl = 0 *0.1* 36.00 S.O.G. W2 .= 8 *.075* 8.00 Weight of footing W3 = 8 *0.15*3.0* Weight of Soil On Pad W4 = 8 *0.1*1.5* = = 8 = 8 = TOTAL RESISTING DEAD LOAD Wtl = T' = 34.43 kips 1.76 sq in o kips 4.8 kips 28.8 kips 9.6 kips 43.2. KIPS Uplift Force Total Dead Load* .85 = 36.72 more than uplift force O.K. ·r - - 4w -£ r *********************************************************************** SHEAR WALL ANALYSIS FOR IN-PLANE LOADS ALONG LINE *********************************************************************** Uplift About Base Of Wall Panel Number = P-46 Wall Height, H = 0.00 ft ( Finish Floor To Top of Wall ) Roof Height, H'= 0.00 ft ( Finish Floor To Ave. Ledger Ht. Mezz Height, H' '= 12.50 ft ( Finish Floor To Mezz. Fin. Ht. ) Base Height,H'' '= 2.00 ft ( Bottom of Panel To Floor Slab) Wall Length, B = 20.00 ft fc' = 4 ksi Wall Thk, t = 8.00 in fy = 60 ksi Roof D.L. 9n Wall = 0.522 K/ft * 20 = 10.44 Kips. LOADS ON PANEL: Roof Lateral, Vr = Per Seismic Cale = 0.00 kips Mezz Lateral, Vm = Per Seismic Cale = 56.10 kips Wt of Panel above Slab Wp = . 4 • 0 0 4 • 0 0 = 0.00 kips Wall Lateral, Vw = Wp * 0.183 = 0.00 kips Total Lateral, v.= V roof+ V mezz + V wall = 56.10 kips SHEAR STRENGTH: 1.4 * 56.10 * 1000 VU= ----------------------------------------= 40.91 psi 8 * 240.00 Concrete Shear Strength, v c = Shear Reinf Not Req'd 0.85 * 2 * fc'Al/2 = 107.52 psi O.K.!!! BASE SHEAR: 56.1 * 1000 v-base = ------------------= 2805.0 20 Allow Base Shear = 1.33 * 3000 Lbs /f,t ! = UPLIFT: 0.0 + 3990 O.K.!!! Provide #5 dowels@ 12 "o.c. from Panel to Slab 701.3 + 0.0 Lbs/ ft ) - - : : ·r ~0:.1 ~be T = C = -------------------------------= 38.96 kips 20 * 0.9 Net Uplift, T' =T -1/2 * 0.85*( WDL) = 32.82 Kips 1.4 * 32.82 Add'l Tension steel=--------------------= 0.85 sq in 0.9 * 60 USE 2 -#6 E.F. Anchor Panel Bottom Ends Using Tie-downs Asp= CHECK JOINT OVERTURNING:- * * At Interior Joints The Uplifts Are Balanced At Exterior Joints, Net Uplift occurs Net Uplift, T' = 32.82 kips Counter Net Uplift Using The Foliowing: 1. 2. 3. 4. 1/2 Weight of Adjacent Panel Wl = 0 *0.1* 36.00 s.o.G. W2 -= 8 *.075* 8.00 Weight of footing W3 = 8 *0.15*3.0* Weight of Soil On Pad W4 = 8 *0.1*1.5* = = 8 = 8 = TOTAL RESISTING DEAD LOAD Wtl = T' = 32.82 kips 1.76 sq in 0 kips 4.8 kips 28.8 kips 9.6 kips 43.2 KIPS Uplift Force Total Dead Load* .85 36.72, more than uplift force O.K. . r .. - -~ /4r5)/41 AJIT RANDBAVA & ASSOCIATES ff7J~7.J CONSULTING STRUCTURAL ENGINEERS INC. 16700 VALLEY VIEW AVE., SUITE 270, LA MIRADA, CALIFORNIA 90638 TELEPHONE NO. (714) 522-0911 • FAX (714) 522-1149 ;!,--( / ' ) 'f biU w7 .:: o. /~~ -:;:-~c/2 ._f"f7 .por,~IA.f{:-= o,lf-~~5 : : JOB# _____ _ DATE ______ _ DESIGN _____ _ SHEET # ~ {.J =-6 7 • l , .-....._aeotechnics Incorporated .. ---- February 19, 1997 Hamann Construction 475 West Bradley Avenue El Cajon, California 92020 Attention: Mr. Paul Giese RECENED . FEB 1 9 1997 ENGINEERING DEPARTMENT Principals: Anthony F. Belfast Michael P. lmbriglio W. Lee Vanderhurst Project No. 0273-004-01 Document No. 7-0113 SUBJECT: INTERIM REPORT OF SITE PREPARATION AND COMPACTION RESULTS Carlsbad Research Center, Lot 108 The Iris Group Building Carlsbad, California References: "Report of Geotechnical Investigation, Carlsbad Research Center, Lot 108, The Iris Group Building, Carlsbad, California", by Geotechnics Incorporated, Project No. 0273-004-00, August 2, 1996. Gentlemen: In accordance with your request, we are providing an overview of site preparation and compaction test ·results for the subject site between February 3 and 19, 1997. Site preparation to date has consisted of the removal of deleterious materials and the scarification and compaction of the surficial foot of exposed subgrade. Minor cut and fill grading was conducted to create a level building pad area. Maximum cuts in the eastern portion of the pad were on the order of 1 ½ feet, whereas maximum fills in the western portion of the building pad area were approximately 3 feet. In our opinion, site preparation and compaction to date has been performed in general accordance with the intent of the project geotechnical recommendations, and with the requirements of the City of Carlsbad. Compaction tests to date indicate that structural fills have been placed at a relative density of at least 90 percent of the maximum as determined by ASTM D1557. The conclusions contained herein are based on our observations and testing performed between February 3 and 19, 1997. No representations are made as to the quality and extent of materials not observed. A compaction report providing greater detail on our testing and observations 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 Hamann Construction February 19, 1997 Project No. 0273-004-01 Document No. 7-0113 Page 2 services will be mailed to you when our services are completed. Please call at your convenience if you should have any questions or comments. We appreciate this opportunity to be of continued service. Please call at your convenience if you should have any questions or comments. GEOTECHNICS INCORPORATED ~:},~ Anthony F. Belfast, P.E. 40333 Principal AFB/maf Distribution: (4) Addressee (1) Hamann Construction (FAX: 440-8914) Geotechnics Incorporated I }::''.':;· J! ft'( :J :: ... , .. : :· :: i '' } • ,\t l 1' : ' t ,,. l, ,' ... FEBRUARY 18, 1997 CITY ·OF CARLSBA0 ENGINEERING DEPARTMENT 2075 ·LAS PALMAS DRIVE CARLSBAD, CA 92009 SPEAR & ASSOCIATES, INC. CIVIL ENGINEERING & LAND SURVEYING 1115 E. Pennsylvania Avenue Escondido, CA 92025 (619) 737-7272 Fax(619)737-7274 RE: ROUGH PAD GRADING CERTIFICATION FOR LOT 108, CT 85-24, MAP N.O • 1 2 81 5 J. r~:·:~ \ f "{ r; r~·-~·-·,: 1 ~ · I HEREBY CERTIFY .. THA:T .. 'THE ROUGH BUILDING PAP AS SHOWN ON THE GRADING PLAN fOR ,.S~ID_ LOT 108 (DRAWING NO. 350-SA) IS · WITHIN 0. 1 FEET OF THE~.-l.DESIGN 1GRADE, I.E. 265. 2. . . ~ ... ·,_ ,.. :· R ,' \' ,.: .. ,._ ',--.; ·~~ / L.S. 6404 -· .=..geotechnics Incorporated --- January 13, 1997 Hamann Construction 475 West Bradley Avenue El Cajon, California 92020 Attention: Mr. Paul Giese- SUBJECT: FOUNDATION PLAN REVIEW Carlsbad Research Center, Lot 108 The Iris Group Building Carlsbad, California Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0273-004-00 Document No. 6-0829 Reference: Geotechnics Inc. (1996). "Report of Geotechnical Investigation, Carlsbad Research Center, Lot 108, The Iris Group Building, Carlsbad, California", Project No. 0273-004-00, Document No. 6-0449, dated August 2. Gentlemen: Plan Sheet S-1, SD-1 and SD-2, Plans for The Iris Group, Carlsbad, CA, September 24, 1996, by Kenneth D. Smith AIA. This letter confirms that we have reviewed the geotechnical aspects of the foundation plans for the proposed Iris Group facilities located in Lot 108 of the Carlsbad Research Center in Carlsbad, California. In general, the plans conform to the recommendations of the referenced soil report, subject to the following discussion. It is our understanding that you have decided that moderate settlement is tolerable, and have chosen to use shallow foundations in compacted fill to support the proposed structure as discussed in Section 7.6.3 of the referenced report. Consequently, the minimum foundation depth recommended is 24 inches. The referenced plans show 18 inch deep footings throughout the site. However, we understand that the plans will be modified to incorporated the 24 inch embedment. In addition, the warehouse slab is shown as 5½ inches in thickness rather than the 6 inch slab recommended in Section 7.7 of the referenced report, however, 4,000 psi concrete is specified. We concur with the reduction in slab thickness to 5½ inches. 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 ,. ..: Hamann Construction January 13, 1997 Project No. 0273-004-00 Document No. 6-0829 Page 2 We further understand that the 'visqueen' moisture barrier will be eliminated in the warehouse area because no floor coverings are planned and because of the intended usage. Our investigation did not reveal geotechnical conditions which would preclude this, provided some vapor transmission is allowable. We appreciate this opportunity to be of continued service. Please feel free to contact the office with any questions or comments. GEOTECHNICS IN CORPORA TED c::2« J-~ Anthony F. Belfast, P.E. 40333 Principal Engineer AFB/maf Distribution: (4) Addressee (1) Kenneth D. Smith Architects, Attention: Mr. Ron Ellickson (FAX: 442-2699) Geotechnics fucorpomted • l ~eotechnics IU&J&a4ik't» I n C 9 r p O r a t e d August 2, 1996 ""· Hamann Construction 475 West Bradley Avenue El Cajon, California 92020 Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0273-004-00 Doc. #6-0449 1 Attention: Mr. Paul Giese J l 1 l J SUBJECT: REPORT OF GEOTEOHNICAL INVESTIGATION Carlsbad Research Center, Lot 108 The Iris <;;roup Building Carlsbad, California ·- Gentlemen: The following report presents the findings, conclusions, and recommendations of our geotechnical investigation of the subject site. It is our understanding that the development is to consist of the construction of a single commercial structure with surrounding parking. In general, our findings indicate that the subject site is underlain by Santiago Peak Volcanics and fill materials that are considered suitable to support the proposed structure, providing that the recommended site preparation is performed. There were no unusual or special conditions apparent in our investigation which would preclude the construction as planned. 1.0 PURPOSE AND SCOPE OF WORK The purpose of our investigation was to evaluate the existing geotechnical conditions at the site as they relate to the proposed improvements, and to make recommendations regarding site preparation and grading, design of the proposed foundations, retaining walls, and slabs, and the construction of pavements. The recommendations contained herein are based on a surface reconnaissance, subsurface exploration, laboratory testing, and professional experience in the general site area. Design values may include presumptive parameters based on professional judgement. Our scope of work was'limited to: 1.1 Review of a_vailable literatwe related to general geologic conditions. 9951 Business Park.Ave., Ste. B • San Diego California_• 92131 Phone (619) 536-100~ • Fax·(619) 536-8311 t Aid I F'i* 1 "' l J j j J . .J J Hamann Construction August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 Page 2 2.0 1.2 A visual reconnaissance and subsurface exploration of the sfte consisting of the drilling of four borings with a truck mounted eight inch hollow stem flight auger. Bulk, disturbed, and relatively undisturbed samples were collected for laboratory testing. ~ 1.3 Laboratory testing of selected samples collected during the subsurface exploration. Testing was intended to assist in characterizing soil properties and assessing pertinent engineering properties. 1.4 Development of recommendations for site preparation, earthwork construction, foundation design, on-grade slabs, earth retaining structures, and pavements. 1.5 Assessment of general seismic conditions and geologic hazards affecting the area, and their likely impact on the project. 1.6 Preparation of this report. SITE DESCRIPTION The site consists of a roughly rectangular lot, which averages approximately 500 feet in width and 750 feet in length. The site is located southwest of Faraday Avenue in the Carlsbad Research Center in Carlsbad, California as shown in the Site Location Map, Figure 1. Elevations of the existing building pad are between approximately 258 and 268 feet above sec! level. The site is border_ed on the northwest by Lot 107 of the Carlsbad Research Center, which is essentially at the same grade as the subject site. An approximately 15 foot high, descending 2: 1 (horizontal:vertical) slope. separates the site from Lot 106 to the southeast. An approximately 35 foot high 2:1 slope descends to Faraday Avenue northeast of the site. The southern portion of the lot contains an approximately 80 foot high 2½:1 fill slope which descends to a landscaped detention basin. The southwestern portion of this slope is a variable cut slope which exposes the Santiago Peak Volcanics which underlie the entire site at depth. Surface runoff is directed by sheet flow to the east at a 1 ½ percent gradient. Minor erosion of the building pad area is evident near the desilting basin in the eastern corner of the building pad. Vegetation on site consists of scattered light weeds in the building pad area, chaparral irr' the natural slope area, and partially landscaped fill slopes. Th~ property is currently vacant. The approximate layout of the site is shown in the Site Plan, Figure 2 . Geoteclmics Incoiporated ::. . -. . . ~-~ , ........ .., -·~ ""\ ~~ , ' ' L._, L-!....J ·-, -.' ,, - l.......-il.l L..._ "--------- ', AGUA j HED /ONOA ·-......._, L GOON '" ...... --.--.. ___ .,..,..,,.. ..... /-- '\ ~ - :::\i:·:·:~:- ·~t. :_.:,. ----- 0 .25 .5 0 .5 .. ·. ~ · Geotechnics Incorporated 1 .... .75 l.O ·--...... l.O / Mli'c.:s l{llomctcrs ......... ---.......... ffil --~ SITE ..... ..... _ ..... ,,/ / .Coa ,,.,,.~, ~ \ ·O ' '0.s~ \\ . : .... 6' I -._ _!:!ii:!}.·_ -__ ::_ ----:---, ~ ?1 SITE LOCATION MAP The Iris Group, CRC Lot 108 Hamann Construction - / ,, ___J (. ..___J M, <;;. ".i· A £,\_':!.\)-----..... Y.l ,.,.,---·,"l_( ADAPTED FROM THE 1995 THOMAS BROTHERS GUIDE Project No. 0273-004-00 Document No". 6-0449 FIGURE 1 L-i " L-.J SCALE: 1"-100' • ~ '------- ·-$-~-1 I, Geotechnics Incorporated -: PROPOSED .. BUILDING .___, L_ SITE PLAN The Iris Group, CRC Lot 108 Hamann Construction I "----' ' ~ ___..Jl -.! l. I u.l ::> .' LEGEND: m ~ ~ ~ ~ U- ~B-4 Approximate Location of Boring -11--Transition from shallow to deep fill Project No. 0273-004-00 Document No. 6-0449 FIGURE 2 ~1 l 1 I . l aJ l l l J J Hamann Construction August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 Page 3 3.0 PROPOSED DEVELOPMENT We understand that the proposed construction will include an office building in the western area of the lot with parking to the east. The existing dirt access road along the eastern edge of the lot will be paved with concrete to provide access for the development. The building is anticipated to consist of a two story, 75,000 square foot concrete tilt-up structure. The preliminary site plan indicates that only minor grading is planned, consisting of cuts and fills of less than three feet. The proposed site layout is shown in the Site Plan, Figure 2. 4.0 GEOLOGY AND SUBSURFACE CONDITIONS The Carlsbad Research Center is located within the coastal plain section of the Peninsular Range Geomorphic Province, and consists of Mesozoic metavolcanic rock, with overlying Cenozoic sedimentary sandstone and claystone. Our subsurface investigation indicates that the subject site is underlain primarily by Santiago Peak Volcanics and compacted fill. The approximate locations of the borings made for our investigation are shown in Figure 2. Logs of the explorations are given in Appendix B. A description of the specific units encountered during our investigation follows. ::. 4.1 Santiago Peak Volcanics The Santiago Peak Volcanics were observed in exposures on the cut slope in the southeastern portion of the lot, as well as in borings 1 and 3. The volcanic rock is believed to underlie the entire site at depth. Santiago Peak Volcanics, as observed on site, typically consist of a mildly metamorphosed, metavolcanic rock. The material exposed in the cut slope was highly jointed, with clay filled joints. This material is dry to moist, very dense, and has a low to medium plasticity when weathered to a soil. 4.2 Fill Fill was encountered during our subsurface exploration in all of the borings to the maximum explored depth of 11 feet. The fill was derived from the Santiago Formation, the Santiago Peak Volcanics, and alluvium. Fill materials will vary considerably based on their source. The predominant fill observed in our subsurface investigation consisted of a clayey sand with. gravel sized rock fragments (SC). The _sand was generally fine to, medium grained, and had a medium plasticity. The fill was generally red brown in color, -- Geotechnics Incotp0mted ···r· ~1 l 1 ] j J j l ] J Hamann Construction August 2, 1996 ,. . . Project No. 0273-004-00 Doc. #6-0449 Page 4 moist, and medium dense to dense. The fill contained considerable amounts of hard, angular, metavolcanic rocks of up to 3 inches or more in diameter, which were clearly derived from the Santiago Peak Volcanics. In addition, the fill contained few fragments of fat claystone (CH) up to ½ inch in diameter. Prior to mass grading of the site, the building area of the lot was underlain primarily by Santiago Peak Volcanic rock. Grading operations consisted of excavating and blasting the rock material from the high knoll shown on the site plan, and placing it as a compacted fill in the lower areas of the site. The cut/fill transition in the building pad area created by these operations was removed by over-excavating and blasting the metavolcanic rock to a depth of five feet below the final pad elevations. A maximum of approximately 45 feet of fill was placed on the lot during the grading operations. Prior to placing fill, a subdrain was constructed in the invert of the canyon that traversed the site. The referenced as-graded geotechnical report was used to present the topography shown in the Site Plan. The site plan shows the approximate existing graded topography along with the approximate pre-graded natural topography. The depth of fill at any location on site can be approximated by subtracting the natural elevation from the existing elevation. Note that the site plan also indicates the location of the transition from shallow to deep fill, where shallow fill would be that created by over-excavating the volcanic rock five feet below finish grade. 4.3 Groundwater No seepage or groundwater was observed in our investigation. Changes in rainfall or site drainage could produce seepage or locally perched groundwater conditions within the soil or rock underlying the site. It should be recognized that excessive irrigation on the project site could also cause perched groundwater conditions to develop at some future date. This typically occurs at underlying contacts with less permeable materials, such as the interface that exists between the fill and the underlying volcanic rock. Since the prediction of the location of such conditions is not possible, they are typically mitigated if and when they occur. Geotechnics Incoiporated -________ ..;.._ ___ ---'--- -·· .~,.. ..... .,y, .... _ ·-..... -•-'<• j . 1 ] J· Hamann Construction August 2, 1996 5.0 GEOLOGIC HAZARDS AND SEISMICITY 5.1 Geologic Hazards Project No. 0273-004-00 ·Doc. #6°0449 Page 5 The immediate subject site is not located within an area previously known for geologic hazards, nor was evidence of past soil failures or faulting noted in our investigation. 5.2 Seismicity and Faulting The subject site is located approximately 5.0 miles northeast of the projected offshore trace of the Rose Canyon fault zone. This fault zone is classified as active, and capable of generating a magnitude 6.4 earthquake (maximum probable event). The estimated peak site ground acceleration for such an event is 0.42g. Design of structures should comply with the requirements of the governing jurisdictions, building codes and standard practices of the Association of Structural Engineers of California. Ground-breaking due to active faulting is considered to have a low potential, due to the distance from known, active fault traces. Geotechnics IncoipOmted :. J j J l ] J· Hamann Construction August 2, 1996 6.0 CONCLUSIONS Project No. 0273-004-00 ,.Doc. #6~Q449 Page 6 No geotechnical conditions were apparent during the investigation which would preclude construction of the proposed structures as planned. However, some geotechnical constraints exist which require special design consideration in order to decrease the likelihood of distress to the proposed structures. The on-site soils include both medium dense fill, and very dense metavolcanic rock. The preliminary grading plans indicate that the existing fill cap will be cut approximately three feet in the western corner of the proposed building pad area. This will result in footings which rest directly on volcanic rock at that location. However, the southeastern portion of the building will be underlain by more than 25 feet of fill. Transitions from rock to fill below foundations and slabs are not recommended due to the different settlement characteristics of the materials, and the resulting potential for differential movements. It the resulting settlement is unacceptable, we recommend that either the volcanic rock beneath the building area be excavated and replaced as a compacted fill, or that foundations be deepened throughout the entire structure in order to bear directly on volcanic rock. Overexcavation of the bedrock will likely encounter non-rippable material that will require special excavation techniques or blasting. • Our analysis indicates that the existing site slopes are stable with regard to deep-seated failure. However, surface water flow and/or seepage can result in surficial slope failures and erosion. In addition, all man-made slopes will weather and creep over time as a result of wetting and drying, biologic forces and gravity. While it is not possible to completely eliminate these effects, recommendations are provided in the following sections which should help to reduce the potential for such behavior. • Laboratory testing indicates that the on-site fill soils have a low expansion potential. Geotec~nics htcol}xfrated ;:. .J .. l ] J- } Hamann Construction August 2, 1996 7.0 RECOMMENDATIONS Project No. 0273-004-00 Doc. #6-0449 Page 7 The primary geotechnical constraint associated with the planned building location is the differential settlement that is likely to occur between the portion of the building over hard rock and the portion over fill soil. We estimate that long-term settlement of the fill will be about ¾-inch. The settlement would be greatest at the southern-most portion of the building (as shown on Figure 1) and decrease to zero at the transition line indicated on the plan, for a differential of ¾-inch in about 80 feet. The project architect and structural engineer should review this settlement to determine if this is excessive. If this is not acceptable, the following options should be considered. • A common remedial measure to lessen the effects of differential settlement across cut-fill transitions is to over-excavate the bedrock portion to decrease the fill variability beneath the structure. However, because most of the planned structure is underlain by bedrock, and because the material consists of non-rippable volcanic rock, this does not appear to be economical. We are therefore not providing details for this recommendation . • The southern-most portion of the structure could be founded on deep foundations extending to bedrock. The entire structure would then be supported on rock, and differential settlement should be negligible. • It may be possible to build some flexibility into the structure, so that movement at the transition line would be tolerated. This should be evaluated on by the project architect and structural engineer. • It may be possible to relocate the structure so that it overlies the portion of the site underlain be shallow bedrock. The remainder of this report presents recommendations in detail. These recommendations are based on empirical and analytical methods typical of the standard of practice in southern California. If these recommendations appear not to cover any specific feature of the project, please contact our office for additions or revisions to the recommendations . Geotechnics IncolJ)Orated :. l J l ·' I j ... J J .] Hamann Construction August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 · Page 8 --------------------------------- 7 .1 Plan Review We recommend that foundation and grading plans be reviewed by Geotechnics Incorporated prior to plan finalization. 7.2 Site Preparation Clearing of the existing site should include the removal of any pipes, vegetation, or general debris. Any deleterious material, including construction debris, rocks over 6 inches in greatest dimension, or soil containing vegetation should not be used in site fills, and should be disposed of off-site. As a minimum, the soil within the upper 12 inches of building and improvement areas should be scarified, brought to about optimum moisture, and compacted to at least 90 percent of the maximum density in accordance with the recommendations given in Section 7.4. 7.2.1 Debris Basin: A temporary debris basin was installed during rough grading of the subject site in the eastern corner of the building pad. Soft sediments have accumulated within the basin since initial construction. All soft sediments within the basin should be removed to a depth where competent fill material is encountered. The entire excavation should then be brought up to finish surface grade with compacted fill as discussed in Section 7.4. In the event that the existing storm drain pipes within the debris basin are to be abandoned, they should be removed and their excavations backfilled with compacted fill in accordance with Section 7.4. 7.2.2 Parking and Drives: The soil within the upper one foot of pavement subgrade should be compacted to at least 95 percent relative compaction based on ASTM D1557. 7.3 Excavation and Grading Observation Foundation excavations and site grading excavations should be observed by Geotechnics Incorporated. During grading, Geotechnics Incorporated should provide observatiorr'and testing service.:' continuously. Such observations are considered essential to identify fi~ld conditions that differ from those anticip~ted by the pr:eliminary investigation, to adjust, designs to actual field coriditions, and to. determine that the grading is accomplished in Geotechnics Iiic~.tporated . :. J l J ] I· l Hamann Constructron August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 Page 9 general accordance with the recommendations of this report. Recommendations presented in this -report are contingent upon Geotechnics Incorporated performing such services. Our personnel should perform sufficient testing of fill during grading to support our professional opinion as to compliance with compaction recommendations. 7.4 Fill Compaction All new fill and backfill to be placed in association with site development should be accom- plished at slightly over optimum moisture conditions and using equipment that is capable .,.i,>• • of producing a uniformly compacted product. The minimum relative compaction recommended for fill is 90 percent of maximum density based on ASTM D1557, except as modified in previous paragraphs. Sufficient observation and testing should be performed by Geotechnics Incorporated so that an opinion can be rendered as to the compaction achieved. Imported fill sources, if needed, should be observed prior to hauling onto the site to determine the suitability for use. Representative samples of imported materials and on site soils should be tested by the geotechnical consultant in order to evaluate their appropriate engineering properties for the planned use. During grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of these soils for use as fill and as finish grade soils. 7.5 Surface Drainage Foundation and slab performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. The surface gradient needed to achieve this depends on the prevailing landscape. In general, we recommend that pavement and lawn areas within five feet of buildings slope away at gradients of at least two percent. Densely vegetated areas should have minimum gradients of at least five percent away ":from buildings in the first five feet. Densely. vegetated areas are considered those in which the planting type and spacing is such that the flow of water is impeded. Geotechnics ~co:rporated 1 ] ) I 1 l -J - J Hamann Construction August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 Page 10 Planters shoukf be buflt so that water from them-will not seep into the foundation, slab, or pavement areas. Roof drainage should be channeled by pipe to storm drains, or discharge at least 5 feet from building lines. Site irrigation should be limited to the minimum necessary to sustain landscaping plants. Should excessive irrigation, surface water intrusion, water line breaks, or unusually high rainfall occur, saturated zones or "perched" groundwater may develop in the underlying soils. 7.6 Foundation Recommendations These recommendations are considered generally consistent with methods typically used in southern California. Other alternatives may be available. The foundation recommendations herein should not be considered to preclude more restrictive criteria of governing agencies or by the structural engineer. The design of the foundation system should be performed by the project structural engineer, incorporating the geotechnical parameters described in the following sections. The following design parameters assume that the foundations will bear on bedrock, including conventional footings deepened as necessary, or o.n drilled piers. 7 .6.1 Deep Foundations on Rock (Drilled Piers): Allowable End Bearing: Minimum Dimensions: Minimum Embedment: Reinforcement: Pier Clean-out: Pier Observation: 10,000 psf for piers founded greater than 5 feet below lowest adjacent soil grade. Allow a one-third increase for short-term wind or seismic loads. 30 inches in diameter 1 foot into volcanic rock. As designed by structural engineer. Unless provisions are made to hand-clean excavations, all pier excavations should be cleaned of all loose soil with suitable boring tools. ' The drilling of all piers should be continuously observed by Geotechnics Incorporated to determine, - that bearing conditions are as anticfpatea and that Geotechnics--Jncorporafed --------------- ~) l ~J J r _j J Hamann Construction August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 Page 11 pier excavations are made · in accordance ,with project specifications. 7 .6.2 Shallow Foundations on bedrock: Allowable Soil Bearing: Minimum Footing Width: Minimum Footing Depth: Minimum Reinforcement: 6,000 psf (allow a one-third increase for short-term wind or seismic loads). 12 inches. 18 inches below lowest adjacent soil grade. Two no. 4 bars at both top and bottom in continuous footings. If the project architect and structural engineer determine that the previously discussed estimated settlements are tolerable, then footings may bear on the existing fills. The following design parameters should be used. 7.6.3 Shallow Foundations on Fill: Allowable Soil Bearing: Minimum Footing Width: Minimum Footing Depth: Minimum Reinforcement: 2,500 psf (allow a one-third increase for short-te·rm wind or seismic loads). 12 inches. 24 inches below lowest adjacent soil grade. Two no. 5 bars at both top and bottom in continuous footings. 7.6.4 Lateral Loads: Lateral loads against structures may be resisted by friction between the bottoms of the footings and/or piers and the supporting soil. A coefficient of friction of 0.20 is recommended. Alternatively, a passive pressure of 250 pcf is recommended for the foundations embedded into compacted fill. If friction and passive pressure are combined, the passive pressure value should be reduced by one-third. 7.6.5 Settlement: If the structure is constructed with drilled pier or deepened, continuous foundations embedded into the Santiago Votcanic rock, then the total Geotechnics Inco,porated . '' .. ~ I- -l l J J l ,] -J Hamann Construction August 2, 1996 · Project No. 0273-004-00 Doc. #6-0449 Page 12 and di"lf~r.entia!_ settlements resulting f~om the bearing loads recomn:iended __ are expected to be negligible. If the structure is founded on conventional shallow foundations spanning the existing transition, it may experience differential settlement on the order of ¾-inch from the indicated transition line to the southern- most building line. 7.6.6 Slope Setback: The foundations for the proposed structures should be setback from the slope a minimum horizontal distance of 8 feet. The setback should be measured horizontally from the outside bottom edge of the footing to the slope face. The horizontal setback can be reduced by deepening the foundation in order to achieve the required setback distance projected from the footing bottom to the face of the slope. It should be recognized that the outer few feet of all slopes are susceptible to gradual down-slope movements due to slope creep. This will affect hardscape such as concrete slabs. We recommend that settlement sensitive hardscape not be constructed within five feet of the top of slopes. 7. 7 On-Grade Slabs Building slabs should be supported by compacted fill prepared as recommended under Section 7.2. Slabs should be designed for the anticipated loading. If an elastic design is used, a modulus of subgrade reaction of 200 kips/ft3 should be suitable. As a minimum, slabs should be at least 6 inches in thickness and be reinforced with at least #3 bars on 18 inch centers, each way. 7. 7 .1 Moisture Protection for Slabs: Concrete slabs constructed on soil ultimately cause the moisture content to rise in the underlying soil. This results from continued capillary rise and the termination of normal evapotranspiration. Because normal concrete is permeable, the moisture will eventually penetrate the slab unless some protection is provided. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where moisture sensitive floor coverings or other factors warrant. A commonly used moisture protection consists of about four inches of clean sand covered by 'visqueen' plastic sheeting. In addition, two inches of sand are placed over:the plastic to decrease concrete curing problems associated with placing concrete directly on an impermeable membrane. However, it has been our experience that , Geotechnics Inco.tp0rated J j 1 .J J Hamann Construction August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 Page 13 such systems will transmit from approximately 6 to 12 pounds of moisture per 1000 s_q_u~re f~_et per day. This may -~e excessive for some applications. If more protection is needed, we recommend that the slab be underlain by at least 6-inches of minus 3/4-inch crushed rock, with no plastic membrane. In addition, it is recommended that a low water-cement ratio (0.5 maximum) be used for concrete, and that the slab be moist-cured for at least five days in accordance with methods recommended by the American Concrete Institute. On-site quality control should be used to confirm the design conditions. 7.7.2 Exterior Slabs Exterior slabs and sidewalks should be at least 5 inches thick and should be reinforced with at least #3 rebars on 24 inch centers, each way (or alternatively 6" x 6"-W2.9 x W2.9 WWF). Crack control joints should be placed on at least 10 foot centers, each way. Differential movement between buildings and exterior slabs, or between sidewalks and curbs may be decreased by dowelling the slab into the foundation or curb. 7.8 Expansive Soils The soils observed during our investigation consisted primarily of low plasticity clayey sands (SC) with gravel. Laboratory testing of representative samples indicates that the site soils have a very low to low expansion potential, based on Uniform Building Code criteria. Figure C-3 in the appendix summarizes the expansion test results. 7 .9 Reactive Soils Because of the likelihood that the sulfate. content of the on-site soil or groundwater is sufficient to react adversely with normal cement, we recommend that Type II cement be used in all concrete which will be in contact with soil. Figure C-3 summarizes the laboratory test results for soil reactivity. Geotecbnics lncoipOrated 1 7 1 J j j l ] J Hamann Construction August 2, 1996 7 .10 Earth Retaining Structures Project No. 0273-004-00 Doc. #6-0449 Page 14 Backfilling retaining walls with expansive soil can increase lateral pressures well beyond normal active or at-rest pressures. We recommend that retaining walls be backfilled with soil having and expansive index of 20 or less. The backfill area should include the zone defined by a 1: 1 sloping plane, back from the base of the wall. Cantilever retaining walls should be designed for an active earth pressure approximated by an equivalent fluid pressure of 35 lbs/ft3• The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 55 los/ft3 should be used, based on at-rest soil conditions with level backfill. The above pressures do not consider any surcharge loads or hydrostatic pressures. If these are applicable, they will increase the lateral pressures on the wall and we should be contacted for additional recommendations. Walls should contain an adequate subdrain to eliminate any hydrostatic forces. Typical wall drain detains are given in Figure 3. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D1557. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. 7 .11 Pavements Two traffic types are assumed: areas of light traffic and passenger car parking (Traffic Index = 4.5), and access drives and truck routes (Traffic Index = 6.0). The project civil engineer should review these values to determine if they are appropriate. Laboratory R- Value tests conducted on a representative sample of the on-site soils indicated that an R- Value of 10 should be used for pavement design. Based on the assumed Traffic Index, and the R-Value determined in the laboratory, the following pavement sections are recommended in accordance with the CAL TRANS design method. - Geotechnics IncoipOrnted ::. .J J J T PANEL DRAIN: MIRADRAIN 6000, MIRADRAIN 6200, TENSAR DC1100, JDRAIN 100, OR APPROVED SIMILAR. CONSTRUCTION SLOPE MINUS 3/4-INCH CRUSHED ROCK ENVELOPED IN FILTER FABRIC (MIFAFI 140N, SUPAC 4NP, OR APPROVED SIMILAR) 1 CUBIC FOOT PER LINEAR FOOT 4-INCH DIAM. ADS OR PVC PERFORATED PIPE NOTES DAMP-PROOFING OR WATER-PROOFI. JG AS REQUIRED COMPACTED .BACKFILL ., ·.-.... / / / // l1 / 1 ., /\ . TO AVOID UNDERMINING FOOTING, ~ DRAIN EXCAVATION SHOULD NOT EXTEND BELOW THIS PLANE 1) Subdrain perforated pipe should have a fall of at least 1.5%. Perforated pipe should outlet to a solid pipe carrying the drainage to a free gravity outfall. Slope of outlet pipe should be at least 1 %. 2) Panel drain should be glued or nailed to the wall and spliced in accordance with the manufacturers recommendations. Fabric side of panel should face the backfill soil. 3) Drain installation should be observed by the geotechnical consultant prior to backfilling . Geotechnics Inc o_rp orated_ ::. . - RETAINING WALL DRAIN The Iris_ Group, CRC Lot 108 Hamann Construction Project No. 0273:..004-00 Document No. 6-0449 FIGURE3 -l l J l J I l -·-·I ] 1 J J Hamann Construction August 2, 1996 TRAFFIC INDEX 4.5 6.0 DESIGN SECTION ASPHALT CONCRETE 3 inches 4 inches Project No. 0273-004-00 Doc. #6-0449 Page 15 AGGREGATE BASE .. . . 7 inches 10 inches Concentrated truck traffic areas, such as trash truck aprons, should consist of six inches of portland cement concrete over native subgrade. Concrete should be reinforced with at least number 4 bars on 24-inch centers, each way. As an alternative to asphalt concrete, portland cement concrete may also be used for the driveways and parking areas. Concrete drives and parking areas should consist of 6 inches of Portland cement concrete over native subgrade. Reinforcement and control joints will reduce cracking and movement potential. As a minimal recommendation, concrete drives and parking areas should be reinforced with at least #3 rebars on 24 inch centers, each way (or alternatively 6" x 6"-W2.9 x W2.9 WWF). Crack control joints should be placed on at least 10 foot centers, each way. The upper 12 inches of fhe pavement subgrade should be scarified, brought to about optimum moisture content, and compacted to at least 95% of maximum dry density as determined by ASTM D1557. Aggregate base should conform to Standard Specifications for Public Works Construction, crushed aggregate base, crushed miscelraneous base, or processed miscellaneous base. 8.0 LIMITATIONS OF INVESTIGATION This investigation was performed using the 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 conclusions and professional opinions included in this report. The samples taken and used for testing and the observations made are believed representative of the project site; however, soil and geologic conditions can vary significantly between borings. As in most projects, conditions revealed by excavation may b.e at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. Geotechnics Jncol])Orated· :. j J ] ] J l ' Hamann Construction August 2, 1996 Project No. 0273-004-00 Doc. #6-0449 Page 16 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the necessary design consultants for the project and incorporated into the plans, and the necessary steps are taken to see that the contractors carry out such recommenda---. . . ., tions in the field. The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. *** GEOTECHNICS INCORPORATED Anthony F. Belfast, P.E. 40333 Principal Engineer Geotechnics Inco1pOrated Matthew A. Fagan Staff Engineer -l ] j I .J 1 1 ·] I APPENDIX A REFERENCES American Society for Testing and Materials (1992). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock; Dimension Stone; Geosynthetics, ASTM, Philadelphia, PA, 1296 p. Anderson, J. G. , Rockwell, T. K., Agnew, D. C. (1989). Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthquake Spectra, Vol. 5, No. 2. pp 299-335. ~ .... . . -.. ' .. Bowles, J. E. (1982). Foundation Analysis and Design, 3rd ed.: New York, McGraw Hill, 816 p. California Division of Mines and Geology (1975). Recommended Guidelines for Determining the Maximum Credible and the Maximum Probable Earthquakes, California Division of Mines and Geology Notes, Number 43. California Division of Mines and Geology (1982). Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California, California Division of Mines and Geology, Open File Report 82-12 LA. International Conference of Building Officials (1991 ). Uniform Building Code (with California Amendments) Title 23. Geotechnics Incorporated (1994). As-Graded Geotechnical Report, Unit 5, Carlsbad Research Center,Carfsbad, California, Project No. 0017-001-01, April 29, 1994. Geotechnics Incorporated (1996). Proposal For Geotechnical Services, Geotechnical Investigation for Commercial Construction, Carlsbad Research Center, Lot 108, Carlsbad, California, Proposal No. 6-127, June 26,.1996. Jennings, C, W. (1975). Fault Map of California, California Division of Mines and Geology, California, Geologic Data Map Series. Kennedy, M. P., and Peterson, G. L. (1975). Geology of San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200; 56 p. San Diego Geotechnical Consultants, Inc. (1984). As Graded Geotechnical Report, Carlsbad Research Center, Phase II and Ill, Carlsbad Tract No. 81-10, Carlsbad California, Job No. SD1162-10, September 10, 1984. San Diego Geotechnical Consultants, Inc. (1988). Preliminary Geotechnical Investigation, Carlsbad Research Center, Phase V, Carlsbad California, Job No. 05-2863-035-00-00, February 22, 1988. Trieman, J. A. (1984). The Rose Canyon Fault Zone --A Review and Analysis, California Division of Mines and Geology unpublished report, 106 p. · Wesnousky, S. G. (1986). Earthquakes, Quaternary-Faults, and Seismic Hazard in California:, Journal of Geophysical Research, v. 91, no. B12, p. 12587-12631. Geotechnics inco:rporated :. J l l 1 ] J I APPENDIX B FIELD EXPLORATION Field exploration consisted of a visual reconnaissance of the site, and the drilling of four exploratory borings with a truck-mounted, hollow stem, continuous flight drill rig on July 16, 1996. The borings were 8 inches in diameter, and were drilled to a maximum depth of 11 feet. The approximate locations of the borings are shown on Figure 2. Logs describing the subsurface conditions encountered are presented on the following Figures 8-1 through 8-4. Disturbed samples were collected using a Standard Penetration Test (SPT) sampler (2-inch outside diameter). SPT samples were sealed in plastic bags, labeled, and returned to the laboratory for testing. Relatively undisturbed samples were collected using a 3-inch outside diameter, ring lined sampler (modified California sampler). Ring samples were sealed in plastic bags, placed in rigid plastic containers, labeled, and returned to the laboratory for testing. The drive weight for both the SPT and the ring samples was a 140-pound hammer with a free fall of 30 inches. For each sample, we recorded the number of blows needed to drive the sampler 6, 12, and 18 inches. The nomber of blows needed to drive the final 12 inches is shown on the attached logs under "blows per ft." Bulk samples are indicated on the boring logs with shading, whereas SPT samples are indicated with vertical lines, and ring samples with horizontal lines. Boring locations were established in the field by pacing and by estimation using the plans provided. The locations shown should not be considered more accurate than is implied by the method of measurement used. The lines designating the interface between soil units on the test pit logs are determined by interpolation and are therefore approximations. The transition between the materials may be abrupt or gradual. Further, soil conditions at locations between the borings may be substantially different from those at the specific locations explored. It should be recognized that the passage of time can result in changes in the soil conditions reported in our logs. Geotechnics Inco:rporated · 1 ?, 7 .. J ~ 7-. J Logged by MAF Method of Drilling: ~ i-= LL. ti: w !::.. w a. i= II) ::: a. 0 w 0 -I al 2 50 3 (6") 4 w w u:--I -I a. a. u ~ ~ e:.. c{ c{ ~ II) II) w ~ iii > -I z i:2 ::> w al 0 0 ~ w 0:: ~~- II) 0 ::1: LOG OF EXPLORATION BORING NO. 1 Date: 8 Inch Hollow Stem Flight Auger Elevation: DESCRIPTION FILL: Matrix consists of a clayey sand (SC), fine to medium grained, low plasticity, red brown, dry to moist, dense to very dense. Contains approximately 40% rock fragments to 6 inches in diameter. Rock is angular, mildly metamorphosed. -.. . . . . . . ............................................................................................................................................................................................................. Clayey sand with gravel and cobble to 6 inches (SC), low plasticity, ·5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 42 86 red brown, dry to moist, dense to very dense. SANTIAGO PEAK VOLCANICS (Jsp): Mildly metamorphosed rock, white and red brown, medium plasticity, very hard. Moderately weathered. · Total Depth = 11 Feet No Groundwater No Caving Backfilled 7/16/96 PROJECT NO. 0273-004-00-GEOTECHNICS INCORPORATED 7/16/95 267 LAB TESTS Gradation pH & Resistivity Sulfate Content Expansion FIGURE: 8-1. . .-... -~- ;J ~l .., ·1 1 J l J Logged by MAF Method of Drilling: i=-i-= w w u:-u. ..J ..J (.) ';I!. w 0:: a. D. w ~ ~ e:. LU LU " !:!:. D. ct ct r: i= i!: ~- V). V) w ~ en Cl) D. > ..J z 5 LU ~ ::> w ::l: C Ill C Ill C 2 48 3 4 5 71 119 11 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 LOG OF EXPLORATION BORING NO. 2 . Date: 7 /16/95 8 Inch Hollow Stem Flight Auger Elevation: DESCRIPTION FILL: Matrix consists of a clayey sand (SC), fine to medium grained, low plasticity, brown, moist, dense to very dense. Contains approximately 20% rock to 4 inches in diameter. Rock is angular, mildly metamorphosed. Refusal at 8 Feet No Groundwater No Caving Backfilled 7/16/96 263 LAB TESTS Unit Weight Moisture PROJECT NO. 0273-004-00 -GEOTECHN.ICS INCORPORATED FIGURE: B-2 ;1 ,., ·1 l ] J LOG OF EXPLORATION BORING NO. 3 Logged by MAF Date: 7 /16/95 Method of Drilling: 8 Inch Hollow Stem Flight Auger Elevation: i=-i-= LL. w 0:: w w -!:!:. 0.. ~ en 3: 0.. 0 w 0 -' IXl 2 51 3 ......... ......... 4 5 51 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 w w -' -' 0.. 0.. :'ii; :'ii; ct ct en en w :J > 0:: ::> IXl 0 U::- t) e:. ~ en z w 0 '#- w 0:: ~ en 0 ::E DESCRIPTION FILL: Matrix consists of a clayey sand (SC), fine to medium grained, low plasticity, yellow brown, dry to moist, dense to very dense. Contains considerable cobble size rock fragments to 5 inch diameter. ......... ......... . ........................................................................................................................................................... . Silty sand (SM) with considerable gravel and cobble, fine to medium grained, lew plasticity, red brown, very dense. SANTIAGO PEAK VOLCANICS (Jsp}: Mildly metamorphosed rock, white and red brown, medium plasticity, very hard. Moderately weathered. Refusal @ 9 Feet No Groundwater No Caving Backfilled 7 /16/96 PROJECT Np. 0273-004-00 _GEOTECHNICS INCORPORATED .:. 263 LAB TESTS Expansion Direct Shear FIGURE: B-3. I ~· I I J j j 1 .J J Logged by MAF Method of Drilling: i=-..,: UJ w u::-LL -' -' UJ 0:: a. a.. 0 UJ :::: :::: e::. !:!:. w a. <( <( ~ i= ~ 1/) 1/) UJ ~ en a. > -' z w 0 i:2 ::> w -' C Ol C Ill C 2 42 3 4 5 43 6 7 ~ w 0:: ::> t-en 0 :::: .LOG OF EXPLORATION BORING NO. 4 Date: 8 Inch Hollow Stem Flight Auger Elevation: DESCRIPTION FILL: , Mf!~rix consists of a clayey sand (SC), fine to medium grained, low plasticity, light brown, dry to moist, dense to very dense. Mottled with green, red, yellow, and white claystone fragments. Contains considerable cobble size rock fragments to 4 inch diameter. 7/16/95 261 LAB TESTS R-Value Gradation Hydrometer · Atterberg Limits 8 ......... ......... ...... ...... ......... ......... . ........................................................................................................................................................... . Sandy clay (CL), medium plasticity, olive brown, moist, very hard. Contains some gravel size, angular, metamorphic rock fragements. 9 10 74 11 12 13 14 15 16 17 18 19 20 PROJECT NO. 0273-004-00 Total Depth = 11 Feet No Groundwater No Caving Backfilled 7/16/96 GEOTECHNICS INCORPORATED FIGURE: 8-4 '- ., l l d 1 i J J APPENDIX C LABORATORY TESTING Selected representative samples of soils encountered were tested using test methods of the American Society for Testing and Materials, or other generally accepted standards. A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System. Visual classification was supplemented by laboratory testing of selected samples and clas- sification in accordance with ASTM D2487. The soil classifications are shown on the Boring Logs. Particle Size Analysis: Particle size analyses were performed in accordance with ASTM D422. The grain size distribution was used to determine presumptive strength parameters used to develop foundation design criteria. The results are given in Figures C-1 and C-2. In-Situ Moisture/Density: The in-place moisture content and dry unit weight of selected samples were determined using relatively undisturbed samples from the liner rings of the 2½ inch diameter Modified California samples. The dry unit weight and moisture content are shown on the Boring Logs. Atterberg Limits: ASTM D4318-84 was used to determine the liquid limit, plastic limit, and plasticity index of a selected fine-grained sample. The results are summarized in Figure C-2. Expansion Index: The expansion potential of selected soils was characterized by using the test method ASTM D 4829: Figure C-3 provides the results of the tests. Sulfate Content To assess their potential for reactivity with concrete, a representative sample was tested for content of water-soluble sulfate minerals using CAL TRANS method 417 (Part I). The results are given in Figure C-3. pH and Resistivity: To assess their potential for reactivity with metal pipe, a representative sample was tested for pH and resistivity, using CAL TRANS method 643. The results are given in Figure C-3. Direct Shear Test The shear strength of the soil was assessed through a direct shear test on a remolded sample performed in accordance with ASTM D3080. The results are summarized in Figure C-4. ., R-Value: _ An R-Value _test was performed on representative pavement area materials in accordanc~ with ASTM D 2844-89. The results are given in the text, Geotcchnics Jncorpomtecl L-., .__j -----~ L_ ' ( !J: • .---J - U.S. Standard Sieve Sizes ,, 100 -----m-.._ 1-1/"" ,/8" # #16 # H 90 "' 'ia 80 ~ . "m .... '§, 70 ··a:; 1',.._ I . I'--m. ~ 60 .c ' I'- l"-m: ~ Cl) .5 50 LL ~ la_ -' .... C ~ 40 ~ Cl) '"r-------... I"-.. 0. 30 7 ~ .......... ......._ 20 ----......... "" 10 : 0 100 10 1 0.1 Grain Size in Millimeters 0.01 0.001 C,OARSE I FINE COARSE I MEDIUM I FINE SILT AND GRAVEL SAND CLAY SAMPLE UNIFIED SOIL CLASSIFICATION: SC ATTERBERG LIMITS EXPLORATION NUMBER: B1 LIQUID LIMIT: SAMPLE LOCATION: 1' -4' DESCRIPTION: CLAYEY SAND WITH GRAVEL PLASTIC LIMIT: PLASTICITY INDEX: .-Geotechnics SOIL CLASSIFICATION Project No. 0273-004-00 Incorporated The Iris Group, CRC Lot 108 Document No. 6-0449 Hamann Construction FIGURE C-1 .. 'L-... I.........J .__ @'.:_ __ _ U.S. Standard Sieve Sizes ·100 1-11, v,-, ... v,v rr"T -· rr O V rrvv rrvv JTl<..IV IT"-VV ,... ... --' ... I - 90 =-'r--r-.."' ..... , 80 ll ~ ''-....... ... .i: 70 Cl l• I 'ci) ~60 "--' mi, r-...... ~ .c '-Cl) ,; 50 ~ ... C '' Cl) 40 ~ Cl) Q. I 30 ' 20 10 ·o 100 I 10 1 G . s· . M'II' 0.1 ram tze in 1 1meters COARSE I FINE COARSE I MEDIUM I FINE GRAVEL SAND SAMPLE UNIFIED SOIL CLASSIFICATION: CL EXPLORATION NUMBER: B4 SAMPLE LOCATION: 2' -3½' DESCRIPTION: SANDY LEAN CLAY .. Geotechnics SOIL CLASSIFICATION · Incorporated The Iris Group, CRC Lot 108 Hamann Construction ___, I I ,._., VI 11 .... ~ ..... I ~ : ~ l>ll1--, ' 0.01 SILT AND CLAY ·-__.) t l ~ '-l'!il . I......_ r-..._ ~ :--.... ~':--.... ... 0.0.01 ATTERBERG LIMITS LIQUID LIMIT:· 43 PLASTIC LIMIT: 19 PLASTICITY INDEX: 24 Project No. 0273-004-00 Document No. 6-0449 FIGURE C-2 • l ~ j J J pH & RESISTIVITY TEST RESULTS (ASTM D 2844) I -SAMPLE I pH I RESISTIVITY [OHM-CM] ! B1 @ 1' -4' I 6.5 I 1300 I • • ' 1\1 SULFATE TEST. RESULTS (CALTRANS 417) SAMPLE I SULFATE CONTENT I B1 @ 1' -4' 400 -800 P.P.M. EXPANSION TEST RESULTS (ASTM D 4829) I SAMPLE I EXPANSION INDEX I B1@1'-4' 0 B3@ 1' -3' 23 UBC TABLE NO. 29-C, CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX 0-20 21-50 51-90 91-130 Above 130 n~ Geotechnics Incor:Rorated ;:. POTENTIAL EXPANSION Very low Low Medium High Very hiQh Laboratory Test Results The Iris Group, CRC Lot 108 Hamann Construction Project No. 0273-004-00 Document No. 6-0449--Figure C-3 .. J .. l _J J· -- ...... LL en a. .... en en w 0:: I-en 0:: <( w :c en .. .. --· ~ ------· ---------- 3000 , ....... ~--.. --·-----i--••••• ---· -····1·· I 2500 •••• • a I l!!!I !I I 1E1 @ ml 13 IEl !a !I !El IEJ 1!1 lm Im Ir! IEI el IEI ffil ml ml 13 ~ E;][E) 2000 w;I I~-. -· 1500 ----ra ~=·--··---··---· --------·-----------·-.. -.. ·-.. ·-. 13·· • 1000 -IE!. ••••• II II a1111.m.Ra.RB.lll.ll.ll.a.1.II.II HI ID •• ll!I 11!1 I II II ll 11111111--- 13 500 --·-· --•• 0 ••.• ' ·----- 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 STRAIN[%] . . , .. ---------------····--·· -----· . -. --------.. -.. -. ------. ---... 4000 ·--------·--------.. ___ .. -·---------· -----· -----· --------------- 3500 -.. + PEAK SHEAR: l .. ffiULTIMATE SHEAR: 3000 . __ E] ...... LL en 2500 a. ....... en :,) en w 0:: 2000 -I-en 0:: <( w 1500 :c l en 1000 . ~ 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 NORMAL STRESS [PSF] PEAK ULTIMATE FRICTION ANGLE: 32 DEGREES 33 DEGREES I COHESION: 680 PSF 590 PSF ' DRY DENSITY: 110.3 PCF SAMPLE: B3@1'-3' MOISTURE CONTENT: 15.6 % Consolidated, Drained - DIRECT SH~AR TEST RESULTS -Project No. 0278-001-01 Geotecnnics Incorpora_ted The Iris Group, CRC Lo.t 108 -Document No. 6-0462 Hamann Construction FIGURE C-4 - :. ... fEf..E~-.21~ 1~~Z l•. 3..: ,;l.1PM 0}HAMANN CONSTRUCTIONVlf I'm\ NU, q~ouol:'/q N0.129 1 P. 5/5 NON-RESIDENTIAL CERTJFICAT:E: Non-R"1dential L-and Owner, pl~ tead th1s cption carefully and tie sure ~ lhroLJGhly \lrlderttand fl,~ options before signing. The option you c:hoose ~, affect ycuri,aymentof the Cleveloped Special T~ an~d on your prcperty. This cption 19 available only at tne time rA1he first bullc:li,g ptlrTrit isst.Bnce. ,roperty D!NflJr sig11ature is raqulred before a building pcrmft will be i-.ied, Yoot signature i5 c:onflrming 1he ~c:y Of 111 ~el and ownership infgfmalfan shown, ~N~~er.t;bowv-a J ' f'?l·.1/({1;7 elephone ~{e?Pf UJ?-Ja 12P<Af:£T.RliJJ .l~JC ·etr\l.~y Adclms ProJegt Ad~rfl3$ ~~ . ~ . 'l~&da ~gr .... ; .. §ba.,..d ______ ~ ..... ~-------ZJ92=P .... ~-j-e ~ra... l],c ... 3J .. · ... · Assassor"s Patee( Number, or APN and Lot Number if 1101: yet subdMded. c..& 9 ,-'t,eY. ~ BQilding Permit Number . Ascitad by~~ NS-15$ Mliada,ted by the City Council of the Cit1 of Carlsflad, canfoma. 111e City Is autnorized. 1c levyaspedal ~ ln CommW'litY l"adlitie$ district No. 1. AH nan-res,idemial pmperty, IJJ)On "the liau:an~ of the first bl.if ding permit,, shall have 'the opff011 ta (1) pay the SPECIAL O~l-OPMENTTAX ONE- "nME or (2) a!l!1Jme1hc.ANNUAI. 'SP!C1AL TAX ... DE.Vet.OPEC PROPERTY for a pllriod nat to l}(Ceed lwttnty- 'five (25) years. Pl6*Se lndi~to your ch0ice by li,Nl'aU'1,Q tne appropriate linlil below: OPTION (1): l elect10 pay1be SPECIAL OEveLOPMl!!NTTAX,~Ne:.onM~now. u o on~me paymli'nt Amowct qt' Ona-Tim; Special iax: s l 3 1 l ,-, 1 • Owner's lritiala ___ ,.... · ' OPTION (Z): t elect to p11y the SJ:IICIAL. OEVELOPMSNT TAX ANNUALL V far a period not tc exceed twenty-five~) yems. Ma'llimum AnnuBI Special jtl)C $. 1,$11 l':f • .,., • Owner lnHiints .:s.t;&-. • . . I DO HEREaY CSRTIFY UNOER P~NALTY Of PER.,J~R"( THATTI-il:. UNOERSlGNEC IS 1'HE PROPERTY OWNER OF THE SUl!JECT PROPEF(N ANO THAT I ONOERST.ANI:> ANO WILL COMPLY WITH '0-IE PftQVISIQNS AS STATED AE\OVE:. . * ~~\ f\oFRII\A~ Print Name The City of Calfsbacl has n0t indepeodently wrilied ~& InfQrmation ::mown abi:Ne~ i'herefcre. we aCQept no resp;insibl1ity • to the aCC\lraey or completeness cf ttilsi lnform&nion. · NON-RESIDENTIAL CERTIFICATE 1)'.2-2·:.-07POI:-: 07 ;;C\/D CITY OF CARLSBAD -COMMUNITY FACILITIES DISTRICT NO. 1 SPECIAL TAX CALCULATION WORKSHEET FOR THE DEVELOPMENT OF NON-RESIDENTIAL PROPERTY ,.,. PLEASE PRINT •• ONE PER EACH BUILDING PERMIT BUILDING INITIALS: +.J PLANNING INITIALS:-~!l~t;:::76f-=2--13°.:..?,6 ENGINEERING INITIALS: __________________ _ FINANCE INITIALS: __________________ _ CRAFT: _________________ _ FINAL: __________________ _ REQUIRED INFORMATION: BUILDING: A) PLAN CHECK NUMBER ANO/OR BUILDING PERMIT NUMBER: 8) PROPERTY OWNER(S) AS LISTED ON TITL.E: CJ ASSESSOR'S PARCEL NUMBER (SJ OR APN ANO LOT NO'S FROM RECORDED FINAL MAP: 2-I2.-1-.so-s3 0) DESCRIPTION OF ..:..ORK: 7 7, ("2.--'e, PLANNING: s--7--9/ E) CATE OF INITIAL PARTICIPATION IN CFO: F) GENERAL PLAN OESIGNATION(S): (BOXES PROVIDE FO.R THREE DIFFERENT uses, EXPAND AS REQUIRED.) IF 1) P.L IF2) t3) : . G) NET DEVELOPABLE AC.REAGE THAT WILL REMAIN BY GENERAL PLAN use AFTER THE STRUCTURE(S) IS BUILT: I G1) r) AdG2) Ad G3) HJ TYPE OF LANO use CREATED BY THE ISSUANCE OF THE BUILDING PERMIT: (FROM SPECIAL TAX TABLE) IH1) (~ /!Ui)ttt1-~ COMIM <4U'IAL-'&I)! z,8.S PA»~~ ENGINEERING: I) SQUARE FEET OF BUILDING PER use INDICATED IN (H) ABOVE: 1 11 ) 77) 'l'l SQF~ I2 ) J) IMPROVEMENT AREA (CHECK ONE): _ / WITHIN THE BTO -IMPROVEMENT AREA I (V) I H3) 113) SQF,! OUTSIDE THE BTO -IMPROVEMENT AREA II ( ) PARCEL/ 0 (CIRCLE ONE) -+Q-~-OF ~:e:s:t.-AA'JitP _f;r_~-;:l:_°':J.__ IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF I<) LEGAL OE~PTION: (REQUIRl:jO ONLY WHEN G ABOVE IS ZERO(O).) CALIFORN A,.FILEO IN THE OFFICE OF THE SAN DIEGO COUNTY RECORDER ON _____ l.1£1-f-______ L!> __ , ___ \_j'_"[J. ___ . (IF THE ABOVE IS NOT ADEQUATE A FULL LEGAL DESCRIPTION MUST BE ATTACHED.) !BUILDING: FINANCIAL PORTION TO BE FILLED OUT BY MIKE PET-ERSON OR FAX TO BARBARA HALE 298-3783 FINANCE: L) SPECIAL DEVELOPMENT TAX -ONE-TIME, RATE PER SQUARE FOOT:(FROM SPECIAL TAX TABLE.) I ~1, ,~2) ,~3) M) SPECIAL TAX -ONE-TIME (Ix L): It> It~> IM3) .$ OBLIGATION FOR UPCOMING YEAR: IF THE PARCEL IS ISSUED A BUILDING PERMIT BETWEEN MARCH 2ND ANO JUNE 30TH, AN OBLIGATION FOR THE UPCOMING YEAR IS CREATED ANO WILL BE LEVIED IN THE FOLLOWING FISCAL YEAR . . :,: · ... :·,. TOTAL PAYOFF OPTION· t:: '· ... ·,.:,::.,'·llsuM oF (Ml ABOVE. THE SPECIAL TAX LIEN ON THIS PROPERTY, WHEN cHosING OPTION 1, WILL BE RELEASED WHEN ALL OUTSTANDING OBLIGATIONS HAVE BEEN PAID IN FULL. IF THERE IS A OBLIGATION FOR THE UPCOMING YEAR, UNDEVELOPED SPECIAL TAX WILL BE LEVIED IN THE UPCOMING FISCAL YEAR, AFTER PAYMENT OF WHICH THE LIEN WILL BE RELEASED. IF THERE IS ONLY THE CURRENT YEAR'S OBLIGATION OUTSTANDING, THE LIEN IS RELEASED WHEN BOTH INSTALLMENTS HAVE BEEN PAID. IIOPTION 1: $ DISTRIBUTION OF PAYOFF: ACCOUNT NO. 430-810-1340-8032 · '·:·-., .. .,.,.., .. ,,., .. pAss·,THRU'OPTION'·.2:·'.-:,·,:·:>:,f.:\.:/llsuM oF (Ml ABOVE TIMES 13.81 %. THE AMOUNT SHOWN Is THE MAXIMUM ANNUAL SPECIAL TAX LEVIED FOR A PERICO OF TWENTY-FIVE (2!5) YEARS. IF THERE IS AN OBLIGATION FOR THE UNPCOMING YEAR, THE AC SQ Fl I UPCOMING YEAR'S TAXES WILL REFLECT THE OBLIGATION OF UNDEVELOPED LANO TAX. THE TWENTY-FIVE YEAR ANNUAL SPECIAL TAX WOULD BEGIN IN THE FOLLOWING FISCAL YEAR. DISTRIBUTION: A COPY OF: FINAL CALCULATION SHEET, BUILDING PERMIT, ANO SIGNED CERTIFICATE A COPY OF: FINAL CALCULATION SHEET, BUILDING PERMIT, ANO SIGNED CERTIFICATE A COPY OF: FINA~ CALCULATION SHEET, ANO SIGNED CERTIFICATE ALL ORleGINALS FEBRUARY 10, 1994 IIOPTION 2: $ CFO NO. 1 INCOMING BOX FINANCE (HELGA) PROPERTY OWNER BUILDING PERMIT FILE VALID UNTIL ___________ _ I 1.11 1 1 vr vnru • .:ionu 1.1v1 u 1 uc r Mi\ l\V, 4JOU0-:14 r, UC:: CERTIFICATE OF COMPLIANCE CITY OF CARLSBA!J Plan Check No. ?0 -?_o!.{ ( COMMUNITY DEVELOPMENT 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that thP. project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: + Carlsbad Unified 801 Pine Avenue San Marcos Unified 1290 West San Marcos Blvd. Carlsbad CA 92009 (434-0661) San Marcos CA 92024 (744-4776) Encinitas Union San Oieguito Union High School -710 Encinitas Boulevard Encinitas CA 92024 (753-6491) 101 South Rancho Santa fe Rd. Encinitas CA 92924 (944-4300) Project Applicant: _~_\_r\_1'-'\._4_"""'_"' __________ APN: "2.(2 .. -!~ -~.S -~ Project Address: \, (; l ~ f ~ t.Ao.4r-y Ave_ RESIDENTIAL: SQ. FT. of living area _____ number of dwelling units ______ _ SQ. FT. of covered area SQ. FT. of garage area ______ _ COMMERCIAUINDUST,R11L: S~ Jl1 {2..8 Prepared by --1fv\1--.,_..~_,.a..=,___---1~i----=---=------Date <-(2,2..( t) f[E CERTIFICATION (To be completed by the School District) __ Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement --"' --Project is exempt from Government Code 53080 Final Map approval and construction· started before Sepcember 1, 1986. --{other school fees paid) Other ---- Residential Fee Levied: $ ______ b:3:-P.d on _______ sQ. tt'.@ ______ _ Comm/lndust Fee _!.-evied: $ 2~, tL/-<t. Yo based on 11} 1 ~zr sq. ft. @ 3 t> ;& .l..if_ V ~),{)A. . 4 · J. H. Blair ___,=----_.__ __ ~ ,~~ Assistant Supl _ / /c:;i · Business Services :J1 :>w f' I 7 istrict Official Title Date I . }~ ~-.-J .. ,~· I... i ' r I --- 01/28/98 16:26 Page 1 of 1 B U I L D I N G P E R M I T PCR No: PCR97033 Project No: A9601626 Development No: Job Address: 1675 FARADAY AV Permit ·Type: PLAN CHECK REVISION Parcel .No: 212-130-33-00 Valuation: 0 Occupancy Group: Suite: Lot#: 108 Reference#: Correfr~ OC;9Pai1 Stia-t'Ws: Description: IRIS : ORIG GROUP TRUSS DRAWINGS CB962041 Applied: Apr/Issue: Entered By: 619-440-7424 FINAL APPROVAL INSP. ____ DATE __ _ CLEARANCE _____ _ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 NEW ISSL4IDDOO 06/23/97 01/28/98 JM ,,~RMIT APPLICATION FOR OFFICE USE ONLY 0--7:-) PLAN CHECK No.Zc/(7 /073 CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 EST. VAL. _________ _ Plan Ck. Deposit ________ _ Validated By __________ _ Date _____________ _ 1 •. ,PRoji:cr iNF.ORMAtioN - Address (inc)ude Bldg/Suite #) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # State License # _________ _ Existing Use I -6 .. :· WORKE,RS' .COMPENSATiON T", ··-_ .:,-''. -:· _-._ .. _ .. :-·~·:·_:::-;:,,T_:_-;."":':.":'~-·:·.:~ .::·;·· Wor~ers' Compensation Declaration: I _hereby affirm under penalty of perjury one ·of the following declarations: Proposed Use ~ ,:· $ • ' ,"',· ,::,-.. 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company_____________________ Policy No.____________ Expiration Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties end civil fines up to one hundred thousand dollars ($100,000), In addition to the cost of compensation, damages es pr~vided for In Section 3706 of the Labor code, Interest end attorney's fees. SIGNATURE ______________________________ DATE _________ _ ·1. -· owNeR-suitDER:1:>ecLAitATioN··:.:: :::;:: :~--;,,_.,.· ,: ·,· -:-:·, ,; ·.•• "':······, .·:· "· '·:""' ., ·.;,·:·,,,.:;i·/··~:rfs-·?r~~·--:::,:--:~·y,r=.;.,,J"'~-: _-:-:-::::::-:::·= .. · I hereby affirm that I am exempt from the Contractor's License Law for the (ollowing reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply·to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that-such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractorlsl licensed pursuant to tha Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1, I personally plan·to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO ·2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name I address / phone number I contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): ____________ · __________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): ________________________________________________________ _ PROPERTY OWNER SIGNATURE______________________ DATE _________ _ icoMP.LEtEii:lis:sE6tii:JN'Fb1%:r{oN;;i'tsl6ENfiAi/ililitbiNO·PEiiMIT~'.QNLf;:liJTI':;=:',;j~~J1i';11.~f'tf~~1.1t1t~?:Jf~,1::,u:er1,~rn.t,?7ft.-_-:;t~!'.?'"~~r.YJ;;/.:; Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future. building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE . REQUIRl:MENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. faf~-~: ¢ot¥~'ffii1eyfQ.ffllNl:iiN~GE;4cV,:;;~r7;~W.s.~~!:.,~:;.;,:t]~'.".-~::~.'f.",:';'¥/'.?!'::~;".:':~(:,'.':'.<:tifi::,r~T_:::y:,:;':;'.;_';,0'.'I'S"i! F'"?'.;":~·:~:-,_,·::.~: ·. _ ,::' /~J:;_ .. , .. ,';}~', \'t·', ·. : I hereby affirm that there is a COl')Struction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME _____________ _ LENDER'S ADDRESS _______________________ _ I certify that I have read the application and state that the above Information is correct and that the information on the plans Is accurate. I· agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cltt of Carlsbad to enter upon the above mentioned property for inspection purposes, I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH YIN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for ex i ns over 5•0• deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued bvAh"''R<il!-'ing Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is need within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after t ;.commenced for a period of 180 days (Section 106.4.4 Uniform Buildin 0 gACToEdel. k I 0 / fAtqn APPLICANT'S SIGNATURE LfoJ ~/"/ b,,L- ,,..,u,Tt:, C:tlo vc1 Inv.,. Annlir~n• PINY• l=im~n('P \ EsGil Corporation Professiona[ Pfati !l{.eview 'E.ngineers DATE: June 28, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-2041 Rev. No. 1 PROJECT ADDRESS: 1675 Faraday Avenue PROJECT NAME: The Iris Group SET:I 0 APPLICANT ~ ~EVIEWER 0 FILE • The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Mail Telephone Fax In Person • REMARKS: TRUSS REVISIONS. By: 1 Abe Doliente Esgil Corporation D GA D CM D EJ D PC Enclosures: 6/24/97 Fax#: trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 96-2041 Rev. No. 1 June 28, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente PLAN CHECK NO.: 96-2041 Rev. No. 1 DATE: June 28, 1997 BUILDING ADDRESS: 1675 Faraday Avenue BUILDING OCCUPANCY: B/F-l/S-1 TYPE OF CONSTRUCTION: UILDING PORTION BUILDING AREA VALUATION VALUE (ft. 2) MULTIPLIER TRUSS REVISION TO THE ORIGINAL SET OF PLANS. Air Conditioning Fire Sprinklers TOTAL VALUE D 1991 USC Building Permit Fee D Bldg. Permit Fee by ordinance:$ • 1991 USC Plan Check Fee D Plan Check Fee by ordinance: $ 435.75 Type of Review: • Complete Review D Structural Only • Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 348.60 Comments: 4 hours @ 87 .15 X 1.25 = $ 435. 75 ($) Sheet 1 of 1 macvalue.doc 5196 PLANNING/ENGINEERING APPROVALS pe,e PERMIT NUMBER -ea-q 7~ CJ3 > RESIDENTIAL RESIDENTIAL ADDITION MINOR { < $10,000.00) OTHER JT¼ > S fu:N( ~ 10J PLANNER//~ ENGINE;n;-m~;;J C:\WP51 \FILES\BLDG.FRM TENANT IMPROVEMENT PLAZA CAMINO REAL VILLAGE FAIRE COMPLETE OFFICE BUILDING DATEW1/cr2 Rev 11 /15/90