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Home My WebLink About2768 LOKER AVE W; ; 86-482 A; PermitNO PERMIT OR APPLICATION FOUND FOR THIS PROJECT PERMIT NUMBER: 86-482 PLAN CHECK NUMBER: 86-482 ADDRESS: 2768-2782 LOKER AVE W PROJECT ID: PROJECT NAME: 86-482 INCLUDES: 2768,2770,2772,277 4, 2782 LOKER AVE W SEE CB881454 FOR 2776,2778,2780 LOKER AVE W 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 Qtitp of Qtarl.sbab DEVELOPMENT PROCESSING SERVICES DIVISION To Whom !t May Concern: 6-17-87 TELEPHONE (619) 438-1161 This letter is to notify you that the following address(es) has/have been changed: FROM: TO: 2570 Loker D 2768 Loker D 2574 Loker C 2770 Loker C 2578 Loker B 2772 Loker B 2584 Loker A 2774 Loker A 2586 Loker A 2774 Loker A 2572 Loker E 2776 Loker E 2576 Loker F 2778 Loker F 2582 Loker G 2780 Loker G 2586 Loker H 2782 Loker H City of Carlsbad 1200 ELM; CARLSBAD, CA 92008 •,J-EL (6~9) 438-5525 \/ rJob I # f-h J _,4lle .. I' Address ,:_..t } -_ r:..:.... Owner / _. j .... J.:...,ql) ..L)4v I :;.:._-y,/ Mailing / / ; ltJ Address '-(/,:,. ·· f/41 iZ.C. f,' I W , Su11tt... 240 City_ _.. /.-4 I Zip • ... Tel. I 1.;..1/ 1t/t..,.· ' ·1211!-:) 714. A•l(.1 .. 0101 Contractor . Address City I Zip Tel. State Lie. City S. Classif. Lie. No. LEGAL DESCRIPTION h?.4-C1' 110,-C7 1'4~ .. 1 I .. -· ....... /~)' II_ If r--1tM1:.:i //(). /,))72,. -I -' ':) ,• .. ' • ASSESSORS PARCEL NO. ----t)..; / t.J'ii,., DESCRIPTION OF WORK / z ~~ . ,--, l 7 -.,. ,:..--r. .. --' _·:;;.1_, • . I {-1r:,, ~ l I I , J?AN(...1(':.·~<-72//d'tt.f ,;/. I I I I -•. ._) ~' l_..,. , ( I I I j, :, /-# -j~,-1:., :-} I I ,._. -,.., 't, 1 ()C-JCrC/(~, 1--, ..... ',-';,/ J/cl-i.J-.(,/1/. fit I I ! I -. ;~ -'-~ ,t._ .... ti I PLAN ID NO. Ft --4,!'::L ' C/r, " ,. ( _,:-~;; :. ?J~I , --h'.}· r.J. 1'7!~L-15 ~ I )( t:: /j• './A._,V t).J' I CONTACT PERSON \i/JJ 1 I: /·_,..11.1<1_ ,, ... ,_ Av1t.-·J·ll0 j~'; '.d :3·},\/ {)('.J·, l ADDRESS ·--"(......, n 1..1C,.:1t-/ -;_ (,,_ l -·N -. I "'I I ,~j-:::. . ., I,...., -1-,,.,c,1 ZIP /.;;..,!.__; PHONE# r..) :_i -/ /;."J ~ ·;1,'·· /.,:;..:;,,..,A-.1/1;/1¥1 Signature of Applicant \, '-1 .,,_.,.._ '" ,. '-,, Date -.,. J I I .... MISCELLANEOUS RECEIPT MISCELLANEOUS FEE RECEIPT D • PLAN CHECK FEE 001-810-00-00-8821 D VALUATION D D D , D D D ' D -------.. --lJ tt 1.r-:,1 u ti .t u·;,1 D D D n n I ./I w--·'--;) .,7. D 4£>(!;>0 -/ .-, _p -.-~ ' -'1 ...... -; t p•_ -n n n D D D ·O D TOTAL FEE $ .. ;; - - *WARNING: PLAN CHECK FEES. WHERE NO ACTION 1$ TAKEN BY THE APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE FORFEITED TO THE CITY. qOMMENTS: White -Applicant Yellow -File Pink -(1) Finance (2) Data Process Gold -Asliessor " -- ~ i) ' " DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMA$ DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And FIii In Shaded Area Only g ~l.J,G-~ 0016 05/'29 0101 OSNisc. VALIDATION AREA ESTMATED VALUATION l PLAN CH ECK FEE 001-810-00-00-8ll21 \(j =s IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED. CHECK IF SUBMITTED: D 2 ENERGY CALCS D 2 1987 ENERGY CALCS FOR NON RESIDENTIAL BLDGS 2 STRUCTURAL CALCS 2 SOILS REPORTS D 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ SENT TO APPLICANT DATE LA COST A LETTER SCHOOL FEE FORM P & E CORRECTIONS LIST CERTIFICATE OF .OCCUPANCY White -File Yellow -Applicant Pink -Finance Gold -Assessor 373.25 City. of Carlsbad 1200 ELM, CARLSBAD, CA 92008 • TEL. (619) 438-5525 / 1 rJob l L)E,-Address nt:£-62. Owner ,--'I Mailing Address City I Zip Tel. Contractor ,. Address City ; I Zip Tel. -State Lie. City S Classif. Lie. No. LEGAL DESCRIPTION ASSESSORS PARCEL NO. /} DESCRIPTION OF WORK J;.,;,·c,,,,._) .J, f._t=. .. \/tdJ)f_ t> pLl)r; --• I "/"'?--,.. A-:}i Qe::~cr DF ' ftJ!_c lJ I t C f.d--A:-fJC-;----I /IJfr) U1,c $V I ~lo d.'tt--PLAN ID NO. - C, ~ . CONTACT PERSON ~) A, a-2. t, °5 c· )- . ADDRESS -'4 (j2_., /_ •, t(.2 ~ 11:f I re:.C',() (.2 L ZIP PHONE# I • 1/1/ r'1 Signature of Applicant Date \. I -; MISCELLANEOUS RECEIPT MISCELLANEOUS FEE RECEIPT "I D * PLAN CHECK FEE 001-810-00-00-8821 -z,,-?~L,L- D VALUATION D D D D D ' D D D D ! i :r·j :it' ' D . n n "14 n P~-, ~ n D D D D D TOTAL FEE $ --:-'.. ::-,_ L l _, *WARNING: PLAN CHECK FEES. WHERE NO ACTION IS TAKEN BY THE APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED. ARE FORFEITED TO THE CITY. - COMMENTS: -, ' ~ White -Applicant Yellow -File , Pink -(1) Finance (2) Data Process Gold -Assessor CASHIER'S VALIDATION Qtitu nf <!!arlsbah SEWER PERMIT APPLICATION SEWER PERMIT NUMBER: SE 3 / 2~-A PP LI CA NT TO FILL IN SHADED AREA -=-==-----===------- BUILDING PLAN CHECK NUMBER: PC Bf.o-Lf 82_ ~...__'----"-,.--y--"""''>--f-....;,..,.;'d-,--"-"''--+-~=-1 BU I LDING TYPE: C!.OfVJ J'Yi'E.R. C1Ay:J}JJ>US[R1 /::•.L /D.72. ' =: D 72.. E..2}U 0017 09/06 0101 04Sa11i+n 1O72.0-0D LEGAL DESCRIPTION:------------• COST PER UNIT CONNECTION FEE ;tt; :_ (I0.72) 1000 x No. uN1Ts COMMENTS:-------------------------------- \ WHITE: DPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant DOHUBE, INC. 1 SO EL CAMINO REAL SUITE 206 . TUSTIN, CALIFORNIA 92680 Douglas H. Beetham, Structural E0;1nee.r October 8, 1987 Turpit & Partners Architects 6170 Cornerstone Ct., East Suite 230 San Diego, CA 92121 Attention: Mr. Jim Edwards Subject: Davison Ferguson Our Job 86-37 (714) 838-3068 John Marino called today and requeste~ substitution of reinforcing on the retaining wall. We had called for number· 6 at 16" o. c. They placed number 5. We agreed that they could add a number 4 at 16" o.c. which would give ah area of steel of 0.38 sq. in. which is g~eater than the 0.33 required. Profess1onol Structural Engineers Cc.lifornia, Nevada, Hc...1011 Co1orccJo, Anzonc. T exes To From 1/15/37 Mer: Mike: AIGNER FORM NO. 55-032 rRITE IT-DON'T SAY IT! After grading i( finished from 2570 to 2586 Lake . to plans from offices '----_,_-- This decreased the Date 19 D Reply Wanted ONo Reply Necessary will be issuing eight permits on Loker were approved and permits completed floor r. ng to offices and warehouse. of about $80,000 which is OK as lonq as there is no manufacturing goinq on in these buildings. Carter PRINTED IN USA \ .. , -~ ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: 1937 D AP-Fr;reA·N--T. ___ _ []_~ICTI~ [jPLAN CHECKER QFILE COPY QUPS QDESIGNER JURISDICTION: Crry o, e~,°f4SB/-J.O ---=--------..;;:;a....~------ PLAN CHECK NO: R e V / S ./ 0 ,,.,/ :n h~ -:nff:;__ PROJECT ADDRESS: ~aa -P£~ Lo.KclZ Av1:=No'= PROJECT NAME: -------------------- ~ The plans transmitted herewith have been corrected where ~ necessary and substantially comply with the -iurisdiciion's D D D D building codes. · The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified · are resolved and checked by building department staff. 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 i'-s for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recn,eck. · The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. ~ The applicant's copy of the che~k list has been sent to: "T[;/?..p1r f P4/2.r;-./~/ZS At2.c-H.,-r1=c-,s, 6/70 C'o/2.l'-..l,=)z_,s-'fe,w~ C'ov12r 5'r.11TJ= 23c.:; <?Z12.I. O Esgil staff did not advise the applicant contact person that plan check has been completed. P77,I-Esgil staff did advise applicant that the plan check has l'l.41 been completed. Person contacted: J1M Ft>w.;4,eos ------------- Date contacted: Telephone # S3S--Ob0-6 ---------RE MARKS: f?et.11/:,.,;.Jeo CH/.JNG-Fs. -,o At S S,µ,a1:-;s; P1cfl fZea.u£..s-r.. By:l24!c~~ ESGIL CORPORAT!ON Enclosures: ----------- ' . Prepared by, !2, c; //w7 Le:,,,../ Jurisdiction Cff:;1 o F CMt,.S~4.c, VALUATION AND PLAN CHECK FEE PLAN CHECK NO. '?£-~?2.. 12~t/J$h),.J TO p<...A.,,..1.$, ------.,27~'>?'-.:l.7$2-. . BUILDING ADDRESS ga:zo :Z>=o,..,,C Lo/:::e/2... /-i-t/eAluP- CJ Bldg. Dept • 0 Esgil APPLICANT/CONTACT WR.PIT A /2.Ctt ITECTS PHONE NO. S.3.!::>--06 06 BUILDING OCCUPANCY J?-2-DESIGNER PHONE 5A->-t,Q_ TYPE OF CONSTRUCTION V-N 5J>4-, 'CONTRACTOR PHON.E ------- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER !Zev, s,o,JJ ,0 0/l.,4,-v.J I N'&j $ d /3c.,J/ (....0/",A, LI-GS • ., s-11.e.s e :,s-92£;-="' 293'.£?. - ., Air Conditionine Commercial @ .. Residential (d Res. or Comm. Fire Sprinklers @ Total Value fee Adjusted To Reflect D Eriergy Regulations (Fee X 1.1) OHandicapped Regulations (fee X l.065) B uildin' g Per m it Fee. $ Plan Check Fee $ $ 37-Z ~ 15.se.,,,_ h?e :: -:2-9'&' €2. COMMENTS: 8/4/82 -: ··' ,:: ,._ .t ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560· l 4-68 DATE: OAPP~,~~'""- 12} URISDICTI0N JURISDICTION: N CHECKER QFILE COPY PLAN CHECK NO: /,J/1/0 0 UPS _______________ 12,_:e._C'_..;_G"_A<... 2-0 DESIGNER PROJECT ADDRESS: Lokt=:: IZ-. A vE- PROJECT NAME: -~___.;.4_/\./~,~~-o_A/ __ _,;_p----'-~-c~;_;::=-_/_e-_. _____ _ D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction1 s building codes when minor deficien- . cies identified £JAi A-77Ac.M£"D Si-1-rcs, · are resolved and checked by building department staff. 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 ·transm1:tted herewith is·fo;r: your>inforination. The p:lans are being held at Esgil Co:i::-p. '.until ~orr~cted .-_.: ._ . piaris are "submitted 'for recheck. . . '-· ....... ~-.. ·_·:_:_. .: :. ·:·· >. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the CA t2. '-1 . 4 ~ H-17 ~ c. rv 12. 1;;.. check list has been :2-9 cJO HU /2. 77-1 sent to: Sr .... C,4., 9210.3 D D , . . ' -}" Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: J1,,__,,, E".ow4r.2..iD.s Date contacted: J-b-¥'7 Telephone # 293-??ro REMARKS: __________________________ _ By:(2l:J C 1$Gnclosures: ___ -,--__ ESGIL CORPORATION I?--.31 -1' ,B / CITY OF CARLSBAD PLAN CHECK NO. 86-482, RECHECK #2 & REVISION JANUARY 6, 1987 ITEMS FROM ORIGINAL CHECK LIST 5. 6\ r~ised structural calculations must be signed and ~tructural plans must be signed. 1~2. /Jo Provide fire.sprinkler plans approved by local Fire Department. S ction 3802. See also jurisdiction ordinance. · 183~ more than 100 sprinkler heads, automatic A \J-~ sp_rin~r~ystems shall be supervised by an approved \~~ cent~rietary or remote, station service, or llbj-(t <....)l~hall be provided with a local alarm wh~ch will give /41~r""' an audible sig~al at a constantly attended location. . 235 &.261. Provide truss details and truss calculations for this project. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619) 560-1468. Thank you. Date1 l-t-1'7 . Prepared by t /Z, C. M<>f '-1'5",V Jurisdiction .CA..ew 84 o VALUATION AND PLAN CHECK FEE PLAN CHECK NO. ?-t'-1' ?2-Re£.VI..S/<.J,J BUILDING ADDRESS L.o/clE''2-Av£ CJ Bldg. Dept • [J Esgil APPLICANT/CONTACT J,N'c, /.=OCHAIZ.t:>.S PHONE NO. :Zgl.3 -77)?o BUILDING OCCUPANCY ______ _ DESIGNER PHONE ·-------TYPE OF CONSTRUCTION --------CONTRACTOR PHONE ------- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER Rev, s10A...1 TD 4J""~~,v~ a A.Ad; - 1-/o cl /Z.<..!;j .·3 hk.s ~ S1~ . ..L:§.... = ··-; 79· Air Conditionin~ Commercial @ Residential (cl Res. or Comm. Fire Sprinklers @ Total Value Fee Adjusted To Reflect D Energy Regulations (Fee X 1.1) 0 Handicapped Regulations (Fee X 1.065) Building Permit Fee.$ Plan Check Fee $ $ 22'3 .ff: COMMENTS: E:;~I'-Ft?.£. /77!.2.. 8/4/82 ,• Dates /-6-J? . Prepared bys R. C. . 1-hx; c.e A) Jurisdiction .CA/d.t.St31'4 D °KEV/SEC> VALUATION AND PLAN CHECK FEE PLAN CHECK NO, %G-.L:f:8'2- CJ Bldg. Dept • 0 Esgil BUILDING ADDRESS ______ L_o_K_E_R-__ ..5'7-_r-___________ _ APPL I CANT/ CONTACT ..:::J::..:../_.v)..:.-.._r-._D_&.A.J_A_a___..;..-o_s;:__ PHONE NO , 2-&:f 3 -77 ? o BUILDING OCCUPANCY B~z.. -.;;.--------- TYPE OF CONSTRUCTION V-/\1 Sp4.., BUILDING PORTION BUILDING AREA Bu,<:...0,-../tfo A OrFtce /s.,-:Z,;6D 0 {)FAC/Z 2rvd 6 700 J bJ A-£.~ ffD <.1s1.rJ<j l't/,;:3?8' .. Air Conditionin,g- Commercial 6,:zoo Residential DESIGNER PHONE -S'~&:.. CONTRACTOR PHONE------ VALUATION VALUE MULTIPLIER Alo~ j/-::l..ftVO L/5""" ~ J66_,,S:oD -~ -Jt/ 1¢ -/~66Y·,?44/gt I/ - .• @ ;2, 1f'O . /7,, "3-60 ca Res. or Comm. .Z4.) S-7 'f' /,S-0 :3-6, 3'6 7 Fire Sprinklers @ Total Value 6?~ ~ • , A fee Adjusted To Reflect D Eriergy Regulations (fee X 1.1) 7o ~ -v TRJ i OHandic~pped Regulations (fee x 1.065) Building Perm it Fee. $ $ ),~ /Jj_l ,· Plan Check fee_~$ ____________ _,_ ______ --:!:...$ _/'J....:.1/,_c.._· ____ _ co MME N TS: ~t.(1~72<>..J ¢ Roo'°"' 0,:;sl'~#A'i/<)rl C.114,,.J~Jt'O '4T 71-JIZ. '/21::a~~sr ot= ,412..c#, r;;: er l}tv o o ks d B~ c 'T'J • 8/4/82 ., ! :_,·I .-· .. ·1 .. ' •. I ·.l . ' ... . ~-;.: .::· ' ... ·::····· . . . . . . . . -:, . ···.:·: •'. . ·: .· .. .. •,· Dates /-6-3'? . Prepared by r IP. C! • /-tcy c.F. .,J Jurisdiction .t:J~/2.t..S8'4 D °KBV/Si=C> VALUATION AND PLAN CHECK FEE PLAN CHECK NO. Ft:--st gz_ BUILDING ADDRESS LoK1E;R... S""r- CJ Bldg. Dept • Cl Esgil APPLICANT/CONTACT Jt"-'1 J.='"o,:.,..1.<1aos: PHONE NO. 2'7 3 -77 ?o BUILDING OCCUPANCY -:::;:;8_-_z..;.;.._ ____ _ TYPE OF CONSTRUCTION \/-IV SPI"<., BUILDING PORTION BUILDING AREA &, u::>, f1/? 13 0FF/ce ?'?f' bJ A-/U::. fl-D (.}S1.,J~ ·. ./°-'540 : .. .. . . . . .. Air Conditioning Commercial . 'j''!l S7 Residential Res. or Comm. /// (j,-;2. ,;r Fire Sprinklers Total Value DESIGNER PHONE -S'-4M..s:. CONTRACTOR PHONE ------- VALUATION VALUE MULTIPLIER ~s-~ 3q 9~0 ,,,; .. -1-tJ 14 I%~ ~/'rL~- V @ ;2, 110 . 2-<l?-b ,qo @ @ /,$""0 17 14 2- .,..-,-~ I - fee Adjusted To Reflect D Energy Regulations (fee x 1.1) OHandicapped Regulations (fee x 1.065) Building Permit fee. $ __________________ __,.$_=~--------_-_ _,·(::...3-=-? Plan Check fee $ $ -"--------------'--------.;,;_------- ca M Me: N TS: ~t.c11t110.J 'i Roo""' 0JFSl'v;>./Ail0 " &4;Ji;,iro ~T 71115:. '!2£a..J~sr ol= /Jll..cH,JECT l}tvO Ok ,:;d B1 C,ry. 8/4/82 0 • II ... •. . '" . . ' " . .. -!1 .,, • II . I1 " ,, ...... . -:·. ·.·· . ~ ...... . . ·~--. . : .-.'·. '• ; . . .:_~ . : -.. ··. .-: ·.: . ': -·:- •I" Date, /-6-3'7 . Prepared by 1 R. ~ . 1-kv c.e-...J Jurisdiction .tJ.LJ/2.t...S/3'4 o l<sv1sec:> o Bldg. Dept • 0 Esgil VALUATION AND PLAN CHECK FEE PLAN CHECK NO. ?G-432. BUILDING ADDRESS t? LoKsR.. APPLICANT/CONTACT ~"-'1 r-Dt.•.M120,;:. BUILDING OCCUPANCY -=8--....,;z...;;_ ___ _ TYPE OF CONSTRUCTION V-N Sp~> BUILDING PORTION BUILDING AREA Bu,LJ;;>.,,./? e OFF/Ce. 9~Y b...) A,,€./!:. t+O c.JS1.,.J~ . 9,, q?--y .. : Air Conditionin.e: Commercial 9~'-1 Residential Res. or Comm. /0 ~4'3 Fire Sprinklers ., Total Value §:::AvE Vc$"r PHONE NO. 2.'1 3 -77 ?o DESIGNER PHONE -.s:'~-<£. 'CONTRACTOR PHONE------ 'VALUATION VALUE MULTIPLIER ~o~ 41 S-8'0 'r ..,,, .. I tt.<l .. ·, to Jq . -" 1i -~-;--ro- I - . .. @ ;2, -go . ·::Z.~3'7·~ ~ . (cl /,S'V I 6.>-z.7 Z-~ @ -=<=:!:J.1 01 a. !..E. c;q~ fee Adjusted To Reflect D Energy Regulations (fee x 1.1) OHandicapped Regulations (fee x 1.065) Buildiri.g Permit Fee.$ J~~ __________________ __,.,___.,.,_;;;.:,::_ ___ ___!,:!..:...!: Plan Check fee $ $ tJ/c.--"'-------------"--------..z._------- c OMMEN TS: ~Lu1r710..J t; Roo"" 0;::S/<,,-./A'T]u.J C!H4.,,.J'-'?EO AqT 77-11:E: 'Ks:a,n:sr o;:= J}.e.a11/:G'e:T A,tvO Ok sd B1 C,ry. 8/4/82 i II Ii II . " • • 11 • • •. t :._:-".Ji II i! .J, . II . II . -!: i, .-· •• '11 , •• r II . II • ~ 1 . . .·tr . ·· II . •.11 . . . . ~- ,, II " . " ~ .:· . . ... ·.:····· . . -~ .· .. ., .... __ . .... · . .. •' .. .··. . ·: .. •,· Date1 /-6-J? . Prepared by 1 P, C. /-h-;~.-J Jurisdiction .C!,LJa,se~ C) 7<:sv/SEO VALUATION AND PLAN CHECK FEE CJ Bldg. Dept • 0 Esgil PLAN CHECK NO, tY'G-.-t/lfZ- BUILDING ADDRESS LOKER.. APPLICANT/CONTACT -J~1_......, __ ,F-j_D_t-<.1_A_~_-o_~ __ PHONE NO, 2'1 3 -77 'J"O DESIGNER PHONE -..s:'A-,,,...,~ CONTRACTOR PHONE- BUILDING OCCUPANCY _;;;.8_-_z... ____ _ TYPE OF CONSTRUCTION V-N Sp112.., ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER &,c..o~../'fo 0 OrF/ce .. 7-Z.<f ;(J5''2S>-4//SefO . . --bJ A /2.I:= ffD us1.rJ9 ;'5470 1{,f ~ -_7.~7·"2,-:·C:f-'1~ , .... I .. ' ; .. .. : .. . . . . .· Air· Conditionin~ Commercial •. q,z,.c..J @ ;2,'8'0. 2..~?7 '2-"' Residential @ Res. or Comm. /4/ 59'-/ /,S-0 :2-1 0'1} Fire Sprinklers @ .,,, Total Value ~J-9~ 3--z...,, to fee Adjusted To Reflect D Energy Regulations (Fee x 1.1) O Handicapped Regulations (fee x 1.065) D uildin g Per m it Fee. $ $ Plan Check Fee $ $ _:,;__ ____________ .;__ ______ ..;:;._ ______ _ co M MEN TS: ~lc/Jr71G,J t; Roo..,... 0JF5.ly,t/A17url C/14.,,.J",G'O .ICJT 71-1~ 'l?s:a,.J~:;.,-ot== I-J,e.c.111/'EcT l}t-..Jt> Ok sd B:, Crry. 8/4/82 ~ .. . •• i . .. . ·-· I · 1 . l :· .. •i :, . ~ . ,i . .... l '. ·.·, 'I • •• I . i I . ,• .. J .. :·. --: ~ ....... . . . ·.: ... . . .. . r Dates /-t-J? _Prepared by, !?. C. . 1--h:.-; c.er A) Jurisdiction _(]4a1..st314 D 'Kev1:sec:> VALUATION AND PLAN CHECK FEE PLAN CHECK NO. iYG-4 ;gz_ Cl Bldg. Dept. 0 Esgil BUILDING ADDRESS ______ L_o_K_s_R.. __ .57-_r-__________ _ · APPLICANT/CONTACT ~J::.:..1_.v).:....-_F-j_o_&A.1_"1_12_-o_s;: __ PHONE NO. 2 Cf 3 -77 ?o BUILDING OCCUPANCY -=B_-__ 2-'------ TYPE OF CONSTRUCTION V-N SP4-, BUILDING PORTION BUILDING AREA .. 'Bu,c..o, 'V ~ J;. OFF/ce /OZ.0 1/t./- I bJ A-/2.1= f1-Dus1.,.J9 ./'f s-oa •./ ot .. . . .. Air Conditionin.e: Commercial /OZ-0 Residential Res. or Comm. /9,,s:z..o Fire Surinklers Total Value DESIGNER PHONE -.$",4-,.._.,.<£.. CONTRACTOR PHONE------ VALUATION VALUE MULTIPLIER / -~~ 4~.:.:-. 1J,-,· -<.J-."7 t/ 'rD , ~JI J""oo ._ I tf 1P.:E. ..:_2 u·--: -.,~---, .,,,. .. . . .. . @ ;:z, 1/0 . ?--?$"'-6 ,, (cl @ /,57) P-°I., ~?0 -4' ;A 3 ~-:- ,. I ,J..-. ~ .'---:: • -;T l/l . •. i .. . . ·:-i l ! ': -I . . i · .. ·I .. . ... .... ~ •. ! • • •j : .· 'j . . . . ..• t . : :i . :· .':I •. ., · .. ! I ' .. l fee Adjusted To Reflect D Eriergy Regulations (fee X l Y,Y. ~II ..f" 7 t. 0 Handicapped Regulations (fe X 1.06 ) J ~ Building Permit Fee.$ $ I~~ 7 Plan Check Fee $ $ Hj: .• -'--------------'--------.:,;._-.;..) ------ c O M ME N T 5: ~t.u1r110...J f Roo"" '01:S,.v//A'T"/o" 64,,.J'7tr o "1T 71115:. '!2£a..Jr:sr o t== Jl~-c111TEc,-l}l'IO Oksd '81 C,ry. 8/4/82 . ..... .. ... :· -.'· .. .. · ... • .. :.: ... .... ::: ... .· :-.;.:::." . . . -~. ·:: .. ' ...... . . :. : ..... '_:;~-~ . _.. .· · .. >. ... : . ··. " Date 1 /-(, -J'l . Prepared by, /?, C . /-1-r:y c.e-AJ Jurisdiction .CJAat..s8~ D Rev Is e C> VALUATION AND PLAN CHECK FEE PLAN CHECK NO. 3'G-,qzz_ o Bldg. Dept • Cl Esgil BUILDING ADDRESS ______ L_o_K_~_R.. __ ..s:;._~ ___________ _ APPLICANT/CONTACT .:=J:.:...1_"-'l'---_F-j_o_u.1_:.<1_..e_o_~ __ PHONE NO. 2-'1 3 -77 ?o BUILDING OCCUPANCY -=8_-_.;;z..;;;__ ___ _ TYPE OF CONSTRUCTION \/-IV Sp~> BUILDING PORTION BUILDING AREA &,<:....0,../~ :P OrF/ce IO?f' 1 ltf/4..1 I I ~ , b.) A-/2./::. f/-C, cJS1.,.J<j /6,,,. 067 .. : .. Air Conditionine: Commercial Jo '2-~ Residential Res. or Comm. Fire Sprinklers · I 7 oqz. Total Value DESIGNER PHONE -S'A,,,..,&:. "CONTRACTOR PHONE -·----- VALUATION VALUE MULTIPLIER ~ ~c~ ~'2-~ LC-, -tJ.-g 1-,t I ·-----ICl' /%~ ~5"-3 1/ ~J"""-i...,-; I @ ;2, -go. 2.?J70 (cl @ /,S-0 :2 5'; {. '3 '4' ~~ ~~ A ~-,~ IC.,, ·c,_ " , -.: l I II :: " ;, ·. : •. i; . : ·:11 !I !' l' . II II . .. , !1 •• fl 1, ... , · .. ·!: •. ,:•J I .-· .. ! .. : .. ! j . :· .:! ' .. ... ···i1 ·; ... ! .. . . ! ' • I, ! J/'' , 1n Fee Adjusted To Reflect D Eriergy Regulations (Fee X • ~ I 1.2l ~ $ ~ ~//'/' OHandicapped Regulations (Fee x B uildiri g Per m it Fee. $ Plan Check Fee $ $ l'(c -~-------------'--------~------- co MME N TS: VAt.()'171°,J f Roo""I f)e:S/v;VA17v" U/-J.,..J~lt'D Jt!JT 711~ '/2G:a..Jt::sr o;:::: ,4.uH,T,li"C"/ /JNO Ok sd B.., C,ry. 8/4/82 .. ·-·· ... . : . .'· -:·: . . . : . ... Date, /-6-?7 . Prepared by, R, C. /../-i:yc.e-.,.; Jurisdiction .C?Aat....st3r¾ D J:< EV-" S .t; 0 VALUATION AND PLAN CHECK FEE PLAN CHECK NO, iJ"G-..t:/t!JZ- BUILDING ADDRESS LOKER.. CJ Bldg, Dept • 0 Esgil APPLICANT/CONTACT ~~~/_"-1 __ .F-i_o_t:.AJ_A_a_._o_~ __ BUILDING OCCUPANCY -=8~~-2-;.._ ____ _ TYPE OF CONSTRUCTION \/-IV Sp4..J PHONE NO. 2'7 3 -77 ?o DESIGNER PHONE -S'-4,.._,..c. CONTRACTOR PHONE- BUILDING PORTION .. &, c...c,~ 'V ~ Cr O;=:-F1ce bJ .4,.e..e /-1-0 cJSl.,..,'j . . : .. - Air Conditioning Commercial Residential Res. or Comm. Fire Sprinklers Total Value Fee Adjusted To Reflect BUILDING AREA VALUATION MULTIPLIER -----I) .3 ~ Af -~~ "'I 1tJ.-~ -tp; j I '/ -, I ~ · I Q,Z-6/ .' 't:/ I~ '/ .. . . . . .. . . .. l' 3 'I-@ ;2, ,go . .. (cl ''-~ 3C)~ @ /,S-0 D Energy Regulations (Fee x 1.1) OHandicapped Regulations (Fee x ----- VALUE ,?~c>v ~?7/1[ I ti t/---4 ... rt:/ ~-a- 3 /7<5"' ~ 17oq2 ,-,--.:, - ~-:s / 7 a_ :::9::-- --z_l .. .J.~ru,--~1>~-i-4- 1.065) . . • • I ., . •. '• .. ·· I r . ! : •• .· 1 :. i I . ... ·! ... ., • I . i ! ,. I 8 uildiri g Pe I'm it Fee. $ $ ~ :':__,_--/ <'/_ --------------------"''----7-="'.__ __ ~ {J.}4:-' N/c.. Plan Check Fee $ $ ---'"---------------"--------"'--------- co MMe: N TS: VAt.t.11t110..J f Roo""' 'f}J:PSl'~,-./A'fl<J.J ~,.J~G:O ~T tfll!:. 'f2tza..Jr:sr ot== ,412..cH,TECT l}dO Ok sd B.., Crry. 8/4/82 . . •. ~ ; · ... l ••• .. :. :.:·;:· ~.: .~ .: .... .... . :· . ~ ··· ... .. ·.· --. ' - Date, /-6-?7 . Prepared byr R. C.. /~c_e:,.J Jurisdiction _{:,t:J/2.t.,S8rtJ D Rsv1see> · VALUATION AND PLAN CHECK FEE PLAN CHECK NO, tf'G-432- o Bldg. Dept • CJ Esgil BUILDING ADDRESS ______ L_o_K._ts_R... __ s;_r-__________ _ APPLICANT/CONTACT ~J~1_.._,,.;...__E-:i_D_w_A_a_o_s: __ PHONE NO, 2-'7 3 -77 ;ro BUILDING OCCUPANCY -=8_--'z..'------- TYPE OF CONSTRUCTION \/-IV Sp~, BUILDING PORTION BUILDING AREA £5u, <:..D, v ~ H O;=-F1ce t?9£ bJ A-/2.l!i: ff~ cJS1r-l(j /4/::Z4b .. .. .. .. : .. Air Conditionina: Commercial ... ~y~ Residential Res. or Comm. { =>: /4Z-Fire Sprinklers Total Value DESIGNER PHONE -S'~.&:. CONTRACTOR PHONE._-___ _ VALUATION VALUE MULTIPLIER ' -"Y'S~ L/~ ~'ZO .. ._ '7,,'?b l~?L ,a _pc:q l --~-6~ -4/0e:J -,,,,. .. .. @ ;2, 1/0 . :2. 5'"0 'K (cl @ /,SV :ZZ_, 713 ~-~&?/!..I fee Adjusted To Reflect D Energy Regulations (fee x 1.1) -- D Handicapped Regulations (fee x 1.065) $~Y1o Building Permit Fee. $ Plan Check fee $ $ /V /C... -"'---------------'--------..:!:._-!--____ _ co M MEN TS: VAt.c11r71l>.,J t; Roo,.,,, D~5 /~,vAT;,Jti Clf4.,..J",fi'O ¥.JT 71-IIZ 'i2£a...;t:sr oi= Jl,2..,::.;11 TE C,-IJ,t-J() Ok 6 J B~ CI ry . 8/4/82 r l i 1 . . . . . •• j ... •. ,. .. ·· ·. i i .-· ... i . : .. i _: . :· .J . ~· .: . . .-· . . , ·,_. I . ,1 •· I ! ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 5(i0· 1468 DATE: /0 JURISDICTION: C,ry at= PLAN CHECK NO: PROJECT ADDRESS: PROJECT NAME : CA "":J <) ,.J Ac,~1c... D D D ------------------ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 'building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified oAJ ArrAc.1,1;; D S:.M~£r are resolved and checked by building department staff. The plans tra~smitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ·The check list tiansmitted herewith is for your inforfuation. .The p~ans are being held at Esgil Corp. until corrected plans are submitted for recheck. •, D ·The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. . ~ .. D D . . The applicant's copy of the check list has been sent to: -a.a.LI . /JtZ-c~1rF-c'Jv~. ;2c;OO /vc.J/2.11/ .4r1e Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone # 293 -???o -------REMARKS: _________________________ _ ay,£tJc£,-~ ESGIL CORPORATION IZ-~ 7 -rt. Enclosures: ------------ ;; :,: ·:..: ! ' ·! : ' l !· .. ,. L ;· i •I CITY OF CARLSBAD PLAN CHECK NO. 86-482, RECHECK DECEMBER 10, 1986 REMAIN.INGITEMS FROM .ORIGINAL CHECK LIST _ 5. The revised structural calculations must be signed. 115. The exit doors should be openable at any time from the inside without the use of a key, special knowledge, or effort. Section 3304(c). See note 6, sheet T-1. 174. Provide IBCO approval for skylight. 182. Provide fire sprinkler plans approved by local Fire Department. Section 3802. See also jurisdiction ordinance. 183. When serving more than ioo 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. 235 & 261. Provide truss details and truss calculations for this project. If you have any questions, please contact Robert C. ·Hoglen of Esgil Corporation at (619) 560-146£. Thank you. 4,_~· ... ,.. .l . 183. -- CITY OF CARLSBAD PLAN CHECK NO. 86-482, RECHECK #2 & REVISION JANUARY 6, 1987 REMAINING ITEMS FROM ORIGINAL CHECK LIST calculations must be signed and -tural plans must be signed. fire.sprinkler plans approved by local Fire Section 3802. See also jurisdiction ordinance. more than 100 sprinkler heads, automatic spj'ir\ler systems shall be supervised by an approved c ~oprietary or remote, station service, or shall be provided with a local alarm wh~ch will give an audible signal at a constantly attended location. ~~ide trus_s details and truss calculations for this project. If you have any questions, please contact Robert C. Hoglen of Esgil Corporation at (619) 560-1468. Thank you. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 5{i0• 1468 DATE: !3 OAPPLICANT cEJ~_) D PLAN CHECKER D FILE COPY QUPS JURISDICTION: C,1'.:1 or- PLAN CHECK NO: PROJECT ADDRESS: LOI:::£ 12.. A v1= 0 DESIGNER PROJECT NAME: c/\lJo.-0 P/-)c/&:I(.. D D D D 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified _______________ are resolved and checked by building department staff. 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 the jurisdiction's copy for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been se~t to: '- C4-t2.<--1 l'Je.c1111'=C.TV/2JE :2.1°0 . ;::;(.h!.-17-f 4vt5:. Lf{Cker.l L!f) cVrf;!SbLL_) . J,}77,v : J1N1 £ f>w4-1'2..0S .5AN D1rz ~ () c,4 ~,i= 9 2-/::,..3 Esgil staff did not advise the applicant contact person ~hat plan check has been completed. Esgil staff did been completed. advise applicant that the plan check has Person contacted: Ji,,.,,, £0<,µ4-,zos {_ S'.t"c.) Date contacted· /0-14-a'C. ~p.~ :29:3 -???o .___ -___ · -----------------------· ~].: REMARKS: NOTE: PAGE NUMBERS ARE NOT IN SEQUENCE AS PAGES HAVING NO ITEMS NEEDING CORRECTIONS WERE DELETED. _, ESGIL CORPORATtON 1-/'2- ?<. b -L/ f'Z. PI.AH CHECK NO •. _....._ ____________ _ JtJRISDIC'IIOK: .OCCDP.ANCY_: __ 13_-_-z._.. __________ _ BUILDING .USE:,_o_-r_h_, c.._£" __ ft-1 __ F_s ____ _ .'.CYPE OF COKSIR_UCIIOK:._V __ N __ -____ _ ACIUAL AREA: __ S-__ s_;._a:_-__ A_rr._A_c._1-_'-f~_.D ____ _ 5'ee A TTl3-c11t{'..:::, ~ AREA: __________ _ SIORIF.8: __ /_~_2-_________ _ HEIGB:J::,_3;......o_~f_Z_I_~ _______ _ '*s SPRIKKLERS:_.....;..1_c. ____________ _ OCCUP.AN'! LOAD: °V 4~1 ~s. . ,_,,;, ____________ _ 3 '/3c.Jl'-0/IV~.S REMARKS: __________________ _ PI.AH CORRECTION SHEET GENERAL COMMERCIAL Date plans received by jurisdiction: 9-//-J'C. Date plans received by Esgil Corp.: 'j'-/'2., 8' Date initial plan check completed: /0-/3-;?( By: Kuel:aT f/O$C..eN Applicant contact person: j / A-1 F-OUJ ""1-/Z..O~ Tel. 2. 9 3 -77 ;f (J FOREWRD: PI.KASE READ Plan check is limited to 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 handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1982 UBC. The above regulations apply to construction, regardless of the code editions adopted by ordinance at the local level. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1982 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, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. NO'IE: PAGE NUMBERS ARE HO'.J: IM~ AS PAGES HAVING NO ID!MS HEEDING CORRECr.IOK WERE DXLEIED. List No. 30, 1 4/23/86 GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS A. ~ '1J Please make all corrections on the original '?racings and submit two new sets of prints, and any original plan sets that may .have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123, (619) 560-1468. 2. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. B. GENERAL /. Provide the site address and a vicinity sketch on the Title Sheet. y. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. G) 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 design. Please include the California license number and the date the plans are signed. %. Indicate on the Title Sheet whether or not a grading permit is required for this project. 2 4/23/86 Y. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as 11not included" on the site plan or Title Sheet. y. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. Justification to exceed allowable height or stories in Table 5-D. C. SITE PI.AH ~ Provide a fully dimensioned site plan Yrawn to scale. Show: North arrow, property lines, easements, streets, existing and proposed buildings and structures, location of yards used for allowable increase of building area and dimensioned setbacks. @ Provide a statement on the site plan stating: 11All property lines, easements and buildings, both existing and proposed, are shown on this site plan11 • _lr. Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. @ Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. @ Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. ..14':'" Show and dimension on the site plan all building projections inclu~ing eaves, bal:onies, cornices and similar appendages extending beyond the exterior walls. $. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. @ Show-dimensioned parking layout including any required handicap access spaces. 0 Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. D. LOCATION ON PROPERTY @ When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 504 (c), An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section 505. 3 4/23/86 ~ Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c), 9 The exterior walls less than ;2-0 feet to a property line or an assumed property line, shall be 04£ 11-t fire-rated construction. Section SO'-/ 03 {a}. )Y. Exterior walls shall have a 30 inch parapet when less than ____ feet to a property line or~ assumed property line. (See exception, Section 1709,) ¾. The exterior wall shall have protected openings (3/4 hour) when closer than ___ _ feet to a property line or an assumed property line. Section ____ 03 (b). ~ '.!he exterior walls shall have no openings when closer than ___ feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section ____ 03 (b). ,.:;,<. Eaves over required windows shall be not less than 30 inches from side and rear property lines. Section 504 (a). ~ Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. y.°Projections may not extend more than 12 inches into areas where openings are not allowed. Section 1710. ~ No openings in the lower roof are permitted within 10 feet of the area separation wall if parapets are not provided. Section 505 (e) 5. ~ Show the basis for the approved fire-resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, i.e., Item Number in Table 43-A, B, C or U.L. Directory, etc. (Note that trusses require two layers of 5/8 inch Type •x•, per Gypsum Fire Resistance Design Manual, Item FC 5406). ~ See the attached article, 11Area Separation Walls Revisited", and incorporate appropriate data and details on your plans. ~ Provide complete details of the area separation wall(s) to show compliance with Section 505 (e) 1-5. ,:;r.f: Provide a note on the plans stating: 11Plumbing and conduit penetrations of the area separation wall shall be of copper or ferrous. No plastic pipe may penetrate the area separation wall11 • Section 4304 (e). G. BOIIDIHG HKIGBT/S'l'ORIES @ Clearly show the maximum building height based on the definition in Section 409. Mo Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420. %-Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination. See definition of grade, Section 408. 6 4/23/86 ~ The height and number of stories cannot exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. ~ One additional story would be permitted beyond that shown in Table 5-D if the building is sprinklered throughout and the sprinkler system is not otherwise required by Section 506 (area) or Section 508 (substitute for one-hour). Section 507. ~ Towers, spires and steeples shall comply with Section 507, Exception 1. B. FIRE-RESIST.IVE CONSTRUCTION %-Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be substituted for the one-hour construction. However, the fire sprinkler system shall not waive or reduce fire-resistive requirements for: occupancy separations, exterior walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, exit passageways, type of construction separation per Section 1701 and atriums constructed in accordance with Section 1715. Section 508. y;-Provide details of the one-hour fire- resistive construction. Include roof/ceiling assembies, floor/ceiling assembies, wall assemblies, post and beam assemblies, etc. y.' Maintain one-hour fire-resistive wall construction at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 4304 (e). I. INTERIOR WALL AND CKILIHG Filf.tSH ;;(. Foam plastics shall not be used as interior finish except as provided in Section 1712, J,r/. When walls and ceiling are required to be fire-resistive or noncombustible, the finish material shall be applied directly against the fire-resistive construction or to furring strips not exceeding 1-3/4 inches. The furred space shall be filled with inorganic or Class I material or fire stopped not to exceed 8 feet in any direction. Section 4203, 1. ~-When finish materials are set out or dropped more than 1-3/4 inches from-fire-rated walls or ceilings the finish material shall be Class I or sprinklered on both sides or attached to noncombustible backing or furring strips. Section 4203, 2. ~ Hangers and assembly members of dropped ceilings below a one-hour ceiling assembly shall be noncombustible materials except in Types III and V construction, where fire-retardant treated wood may be used. Section 4203, 2. _J:l;. All interior wall or ceiling finishes less than 1/4 inch thick shall be applied directly against a noncombustible backing unless it is in accordance with an approved tested assembly. Section 4203, 4. @ Provide a note on the plans or on the finish schedule, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 42-B.11 8 4/23/86 J. OCCUPANCY SKPARATIOH ~ A ____ -hour occupancy separation is required between _____ occupancy and the _____ occupancy. Table 5-B, Section 503 (d), Tables 43-A, B, C and Chapter 43. ~ Administrative and clerical offices and similar rooms need not be separated from other occupancies provided they are less than 750 sq. ft., less than 25 percent of the floor area of the major use and not related to an H-1 or H-2 Occupancy. Section 503 (d). %, Provide ___ -hour fire-resistive door assemblies in the ___ -hour occupancy separation. Section 503 (c). fo The required three-hour rated occupancy separation between B-1 and R-1 occupancies may be reduced to a two-hour rating when the B-1 is limited to the storage of passenger vehicles, and the provisions of Section 702 are not applicable. Table 5-B. The two-hour ?ccupancy separation may be further reduced to one-hour, if the aggregate area of B-1 occupancy within the building does not exceed 3,000 sq. ft. Section 503 (d). ~ A B-1 occupancy in the basement or first story of a building housing a group B, Division 2 occupancy may be classed as a separate building. The building above may also be considered a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction QNLY if the following Section 702 conditions are met: k £--,tr,.s ~ Exit doors should swing in the direction of agrees when serving occupant load of 50 or more. Section 3303 (d). See doors _______ _ @ Exit doors sh~uld be openable from the inside · without the use of a key, special knowledge, or effort. Section 3304 (c) [Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per Title 24 2-3303 (c).J ~-Exit doors should be a minimum size of 3 feet by 6 feet 8 inches with a minimum door-swing of 90 degrees. Maximum leaf width is 4 feet •. Section 3304 (e). _u;r. The net dimension (clear width) at doorways should be used in determining exit widths ~equired by Section 3302 (b). Section 3304 (e). In consideration of door thicknesses, panic hardware, do9r swing etc., the required exit widths have not been furnished. See door ... . Ra-; Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door. Section 3304 (h). ~Doors should not project more than 7 inches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). ~ Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (g). 11 4/23/86 -M':C" A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing, in the direction of travel, to less than one-half the required width of the stairway. Section 3306 (g). ~ Ramps required by Table 33-A shall not exceed 1:12; other exit ramps 1:8. Ramps steeper than 1:15 shall have handrails as required for stairways. Minimum size landings and landing clearances must be provided. Section 3307. ~ Stairway width must be at least 44 inches when serving more than 50 occupants; 36 inches when less than 50; 30 inches when used as a private stairway serving less than 10 occupants. Section 3306 (b), Section 3301 (b). ~ Seventy eight inch minimum headroom clearance for stairways should be indicated on the plans. Section 3306 (p). Note that this is from a plane tangent to the stairway tread nosings. ~ Stairway handrails should not project more than 3-1/2 inches into the required width. Trim may not project more than 1-1/2 inches. Section 3306 (b) • Q Enclosed usable space under interior or ~terior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction. 2 x@ 1611 O.C. nailers. Section 3306 (m) (n). ~ Landings should not be reduced in width more than 7 inches by a door when fully open. Where doors open over landings, the landing shall have a length of not less than 5 feet. Section 3306 (g) and Section 3304 (h). A I Oc! ~ Provide a complete architectural sec~ion of ~e corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floors, walls, roof and all penetrations. Section 3305 (g). · 9 Ceilings of combustible mater~als cannot be suspended below the one-hour corridor ceiling. Section 3305 (g). 8 Corridor walls may terminate at the ceiling only if the ceiling is an element of a one-hour fire-resistive floor or roof system. Section 3305 (g). .Jdo. See attached details for approved methods of --providing one-hour corridor construction. ~When two exits are required, dead end corridors and exit balconies are limited to 20 feet. Section 3305 (e). ~Exterior exit balconies cannot be located in areas where protected openings are required. Section 3305 (i). H. EKIT SIGNS S Exit signs are required for exits serving an occupant load exceeding 50. Show all required exit sign locations. Section 3314 (a). Q Show that exits are lighted with at least one ~ot candle at floor level. Section 3313 (a). .J:55. Show that the power supply for exit illumination and exit signs is provided by two separate circuits. (Occupant load exceeds 50 in I occupancies and 100 in H occupancies and 300 in all others). Section 3313 (b) 1, 14 4/23/86 ):5'6. Show separate sources of power for exit illumination and exit signs. (Occup?Jlt load exceeds 999 in A-1, 500 in A-2/2.1, 150 in churches, 100 in 11s, 500 in B-2 occupancies). Section 3313 (b) 2, @ Ihe exit sign locations as shown are not adequate. B. ELEVATORS _laa-:" Provide notes and details to show the elevator will comply with Sections 5101 through 5105 • O. GLASS AHD GLAZING ...J..Sr. Specify on the window schedule the glass type and thickness to show compliance with Table 54-A and B. ~Specify safety glazing for glazing in hazardous locat~ons such as glass doors, glazing adjacent to such doors and glazing adjacent to walking surfaces. Section 5406, ~Glazing, in the same wall plane as a door, must be safety glazing if within 1211 of the door and less than 6011 above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 7. ~Glass in excess of 9 sq. ft. with the lowest edge less the 18 inches above a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24 and 36 inches above the walking surface. '> ~Handrails are required on each side of stairways. Stairways required to be more than 88 inches wide shall have intermediate handrails. Stairways not over 44 inches wide may have one handrail if not open on both sides. Private stairways (1 tenant), 30 inches or less in height, may have one handrail. Handrails shall be 30 inches to 34 inches above nosing of treads and be continuous and, except for private stairways, at least one rail shall extend 6 inches beyond top and bottom risers. Handrail ends shall be returned or shall terminate in a newel post or safety terminal. Section 3306 (j). ~The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 3306 (j). ~ Openings in the exterior wall below or within 10 feet horizontally of an exterior exit stairway in buildings over two stories shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior exit balcony. Section 3306 (1). L. CORRIDORS ~Corridors, and exterior exit balconlies, serving 10 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection. Section 3305 (b). J:4f:' When a corridor or exterior exit balcony is accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). Q Corridors serving 30 or.more occupants shall ~ve walls and ceilings of one-hour construction except: a. Corridors greater than 30 feet wide when the occupants or areas served by the corridor have an exit independent from the corridor. b. Exterior sides of exterior exit balconies. Section 3305 (g). a One-hour fire-rated corridors shall have 'C:?oor openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self- closing or be automatic-closing by action of a smoke detector per Section 4306 (b), doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). ..].44: Total area of all openings, except doors, in any portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall of the room which it is separating from the corridor. Such openings shall be protected by fixed, approved 1/4 inch thick wired glass installed in steel frames. Section 3305 (h). @ Duct penetrations of fire-rated corridor walls and ceilings shall have fire dampers per Section 4306 (j). ~Viewports in 20 minute rated corridor doors cannot exceed 1 inch in diameter and must have 1/4 inch thick glass and metal holder that will not melt at 1700 degrees F. Section 3305 (h). ;q2-Bu,'-o,/\f~ /-J Tue:.. Ca.a, o o ,z__ s;, srs-1 ,,f' E ;vr,'2.. r,j NC' r.::. ~BS:} Plus, 2,.,,0 /"1.F.€, ~1'2- 13 4/23/86 ;"Ja_,, ~ c:77 u ti 4s b.Ja:~.:.... /2.1£ Q r,) I 12. €. Y--1 6 /'J'7 S , s~IZ...t/F-S TH~ ,1s Ft 12.s.r, .., _J..ea-; Glazing in shower and tub enclosures shall be tempered, laminated or approved plastic (including windows within 5 feet of tub or shower floor). Section 5406 (d) 5. P. ROOF @Afire-retardant roof covering is required. See exceptions under Section 3202 (b). § Specify roof pitch. ]:6-6: Roof pitch is not adequate for roof covering specified. Specify minimum pitch of ____ _ @ Specify roof material and application. .lea-: Specify ICBO, UL or other recognized listing approval number for roof materials not covered in UBC. E) Specify roof slope for drainage or design to· support accumulated water. Section 3207 (a). Q Show roof drains and overflows. Size drains ~r Appendix D of UPC. Section 3207 (a). %, Show the legal basis to allow roof drainage to flow onto the adjacent property. J,72". Draft stop roof/ceiling area, attics, mansards, overhangs, false fronts and similar to limit area to 3,000 sq. ft. or 60 LF {9,000 sq. ft. and 100 LF, if sprinklered). Section 2516 {f). .,J;ri. B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. Q Provide skylight details to show compliance ~th Section 3401 and 5207 or provide ICBO or other recognized approval listing. ~ Provide plastic roof panel details to show compliance with Section 5206 or provide ICBO or other recognized approval listing. per. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). p.;,-. Provide a minimum 2211 x 3011 ( or 3011 x 3011 if equipment is in attic) attic access opening. Section 3205 (c). Q. Y.Im> KXTINGO.lSHING ~ Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft.and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). l-19:-Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Section 3802 (b). ~Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floors shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). ~Fire sprinklers are required in retail sales rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors. Section 3802. /b<:/ef.l {. 7 5,oi; Cr ~ I C:j /2,.,oPtN<i /-/-4-:, Cc...4-.S.$ /-) 01.---B /tS-!? /6j /70 O,..; A'-'-Bu, ,-01rr (i,s .S1-feJW 12,u ,= ' 012.41,.J /S 7D 15 4/23/86 C£rJTfi:t2.. o-P. OAJ f3ult..,0I~ B 'fSvt<--01~ .. ~ Provide fire sprinklers P<--4N:::. /4o/J~r/li.D /5;3 W C4c... Fit21£-D~ p,9,z,"7?'1-1~AJT Section~Oe, 507, §-08 oi 3802. See also jurisdiction ordinance. 8 When serving m~re 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. >S<-Provide class ___ standpipes per Section 3807. A first story as allowe? by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. R. FOUNDATION .185. Provide a copy of the project soil report prepared by a california licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. ~ Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. $7'. 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 •. (When required by the soil report). 16 4/23/86 .188. The foundation plan does not comply with the following soil report recommendation(s) for this project _________________ _ ~Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. Q Note on the foundation plan that: 11Prior to ~e 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, forming and reinforcement comply with the soils report and approved plan". m. Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. ~ Show height of all foundation walls. Chapter 23 • ..,..l93. Show height of retained earth on all foundation walls. Chapter 23. e Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. ~ Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. @ Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). ~ Dimension foundations per Table 29-A. NUMBER OF 'llilCKNESS OF 0£PTH BELOW FLOORS FOUNDATION WAU. WIO'lli OF SUPPORTED (Inches) THICKNESS UNDISTURBED FOOTING OF FOOTING GROUND BY THE • UNIT 11nc11 .. ) (lncn.,) SURFACE FOUNDATIOH1 CONCRETE MASONRY (lncllff) I 6 6 12 6 12 2 8 8 15 7 18 3 10 10 18 8 24 ~ Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. ~ Show foundation bolt size and spacing. Section 2907 (e). .J,JJfr';" Specify size, ICB0 number and manufacturer of power driven pins. Show edge and end distance and spacing. Section 306 (f). ~ Show si~e, embedment and location of hold -down anchors on foundation plan. Section 2303 (b) 4. ;JJJ!J:: Note on the plans that hold down anchors must be tied in place prior to foundation inspection. ..:;.M;' Show adequate footings under all bearing walls and shear walls. Section 2907 (d). ..le<-show stepped footings for slopes steeper than 1:10. Section 2907 (c). ~Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516 (c) 2. _i.eC"Show pier size, spacing and depth into undisturbed soil. Table 29-A. _.Z0r.Show minimum under floor access of 18 inches by 24 inches. Section 2516 (c) 2. /9-6 17 4/23/86 ~Show minimum under floor ventilation equal to 1 sq. ft. for each 150 sq. ft. of under'floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. ~ Specify that posts embedded in concrete shall be pressure treated per UBC Standard No. 25-12. Section 2516 (c) 1. S. MASONRY ~ Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints or show construction to be per attached sheets 30-1 or 30-2. ).l::I::' Show height and construction details of all masonry walls: Chapter 24. ~Note that cleanout open~gs shall be provided at the bottom of all cells to be grout filled over 41 in a single pour. Cleanout shall be sealed before grouting, after inspection. Section 2414 (a) 8. ~ Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, wh~chever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2212 (j) 3. A. ~rovide details for damp proofing the foundation walls, below finish grade, where useable space exists on the interior side of the walls. Section 1707 (d). ~ Show stud size and spacing. Maximum . allowable stud heights; bearing wall: 2 x 4 and 2 x 6 max. 101 ; non-bearing: 2 x 4 max. 141 , 2 x 6 max. 20 1 • Table 25-R-3. ~ Studs supporting two floors, a roof and ceiling must be 3 x 4 or 2 x 6 at 1611 o.c. Table 25-R-3. ~ Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to erection. Section 306 (f). ~ Detail all post to beam and post to footing connections and reference the detail to the_ plan. Section 2516 (m). ~ Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. ~ Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K) and ' Section 4713 (d). ~ Show 311 x 411 or 211 x 611 studs in first story · of three story building. Table 25-R-3. Q Provide.truss details and truss calculations ~r this project. .za-6: Provide roof framing plan and floor framing plan. Section 302 (a) 7. ;;,:37. Provide framing sections through Section 320 (a) 7. 19 4/23/86 ~ Specify all header sizes for opening over 41 wide. Section 2517 (g) 5. ~ Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (a) 7. J,}-f<J. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (9) 7. ~ Show on the plans all structural requirements Cteveloped in the structural calculations. ~ Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treat wood is used. Section 2516 (c) 4. ZWS-: Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. .:Jtlfl+. Wood stud bearing walls, with studs at ~411 o.c., require 3 ea. 2 x 4 or 2 ea. 2 x 6 or 2 ea. 3 x 4 top plates if supporting either floor members or roof trusses that are spaced more than 1611 o.c. and do not bear within 511 of the supporting stud. Section 2517 (g) 2. ~-Specify plywood grade and panel identification index. Table 25-N. 'J,)f6. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 {h). ~-If foundation cripple wall studs are less than 1411 framing shall be solid blocking. Section 2517 (g) 4. ,2,lrS". Cripple wall studs exceeding 4 feet in height shall b~ 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. Zld. Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Section 2516 (g) 3. z.sa: Show a weep screed at the foundation pla~e line on all exterior and stud walls to be stuccoed. Section 4706 (e). 2S'r. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 {h) 3. ~ In open beam construction, provide strap ties across the beams at ·the ridge support. Section 2501 (b). 20 4/23/86 U. MISCELLAHEOUS ~ Show light and ventilation, for areas customarily used by people, will comply with Section 605. 9 Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. ~ Provide restrooms for each sex if the number ·of employees exceeds 4 and both sexes are employed. Section 705 (B occupancy). .-~ Show unenclosed floor and roof openings, open and glazed sides of landings and ramps, balconies or porches more than 3011 above grade or floor, and roofs used for other than service to the building have 4211 minimum height guardrail, through which a 611 sphere cannot pass, and designed for 20 lbs. per lin. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50). Section 1711. Table 23-B. V. TITLE 24 HANDICAPPED ACCESS @ Provide note and details on the plans to show compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may. be more restrictive than the UBC. W. KRKRGY CONSERVATION .,.v.n(. Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. ~Provide electrical plans, plan details, calculations and the completed Form 5 to show compliance with state regulations for energy conservation. ~Incorporate in the plans or specifications the attached 11Title 24 Mandatory Requirements11 and the 11Title 24 Construction Compliance Statement Requirements11 • 8 Please see additional corrections, or remarks, on the following page. 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 check for your project. If you have any questions regarding these plan check items, please contact ...;E,...;....:::@;..t:;;_a,, __ ,,-__ //4-'--~--C..;;..G<_d __ _ at Esgil Corporation. Thank you. Enclosures: 1. 2. 3. 21 4/23/86 CITY OF CARLSBAD PLAN CHECK NO. 86-482 OCTOBER 14, 1986 STRUCTURAL 261. Provide truss drawings and approval of manufacturer. Provide name and catalog pages for trusses called out. 262. See special inspection correction sheet attached. 263. Many detail callout bubbles are not -filled out, many detail callouts are to wrong details or details are not shown on plans. i.e. 1. Building "A" a callout for detail 9D on 5-29. There is no D option on this detail. Detail 17-S-30 rio detail. Detail 16A on S30, does not match the roof framing detail near grid J?, etc. 264. There are two roof diaphragm nailing schedules. One is on S-6 and one is on S-32. Please clarify. 26.S. Show spacing of PA-23 on detail 16, sheet S-20 266. Finish cross referencing details on sheet S-30. 267. A-complete structural check will be done at recheck. BUILDING A 268. Show typical wall steel for 8" thick panels. 269. Provide design for purlin between grid lines 1 and 2 and A and C. 4xl2's overspanned. BUILDING E 270. Provide design for purlins between gridline E-G and 2.1 and 3.5. 4xl0's overspanned. BUILDING F 271. Provide design for purlins between gridline D.l and E and 1 and 1.3. BUILDING H 272. Provide design for purlins spanning 20' between grid 1.5 and 2 and A.3 and B.5. ELECTRICAL 273. Provide receptacle(s) within 25' of the roof mounted A/C units. UMC Section 509. CITY OF CARLSBAD PLAN CHECK NO. 86-482 OCTOBER 14, 1986 274. Submit calculations for maximum allowable connected lighting load per CAC, Title 24, 2-5343 and 2-5344. (Energy Documentatation Form 5). 275. Provide layout of building "A" electrical room (for Article 110-16(c) requirements). 276. Size of HPA feeder circuit, transformer, etc. is under- sized, also include L.C.L. in calculations for all panels, appears HP~c;B,C, D, F, G & H are undersized with L.C.L. '-: included. If you have any questions, please contact Robert c. Hoglen of Esgil Corporation at (619) 560-1468. Thank you. SUPPLEHENL\L PLAN CORRECTION SHEET FOR SPECIAL INSPECTION The following must be identified on the plan title sheet or the structural specification sheet per UBC Sections 302, 305 {f), and 306 {a) through (f): f1J Note that continuous inspection shall be performed by qualified special inspectors retained by 'Et{e owner and approved by the Building Official to act as a special inspector for the following types of construction: 0 B. @ ® E, F. G. H. CONCRETE f 'c = ;2COO psc· for structural walls. REINFORCING STEEL AND PRESTRESSED STEEL FOR PRESTRESSED CONCRETE. _________ _ WELDING Field welding ·of chord bar connections. /VJoMFEAJT Fa4«$S. HIGH-STRENGTH BOLTING A -3:Z.~ Boers /:.V JV/ 0-"'1~-vT FaA--vi~s. STRUCPJRAL MASONRY ___________________________ _ PILING, DRILLED PIERS, AND CAISSONS _____________________ _ SPRAYED-ON FIREPROOFING ________________________ _ OTHER SPECIAL CASES: 1. FIELD FABRICATED TRUSSES 2-------------~--------------------------3. ______________________________________ _ -@. Provide the following statements on the plans: 0 The permit applicant shall retain the design engineer or architect of record or other responsible engineer approved by the Building Official to ensure that: 1. all elements of construction which require special inspection are inspected by qualified deputy inspectors approved by the Building Official; and 2. all code deficiencies detected and deviations from the approved plans are brought to the attention of the contractor for correction, and if not corrected, revised designs to overcome the deficiency shall be prepared by the design engineer or architect of record for approval by the Building Official; and 3. all corrective work required is completed in accordance with the approved plans, specifications, and City adopted codes. @ A final inspection report, signed by the special inspector and the responsible engineer, is submitted to the Building Official upon the completion of each element requiring special inspection. The report must certify that the work was in compliance with the approved plans, specifications and applicable City codes including any authorized changes to the plans • . 0 Note that evidence will be provided to the Building Official that the following items were fabricated in an approved manner (Certificate of Compliance, approved fabricator certification, mill reports, etc.): (AJ GLU-LAM BEAMS ___________________________ _ 0 0 Y. PRECAST CbNCRETE _________________________ _ REINFORCING STEEL Billet test or mill or heat reports STRUCTURAL STEEL. ____ ,, _____ 1_1 _____ ,, ______ ,, ____ ,_, ______ _ • TRUSSES _______________________________ _ INSULATION _____________________________ _ G. OTHER. _________________________________ _ Note on the plan that it is the responsibility of the design'engineer to review and approve structural shop drawings, truss details and specifications and provide documented approval for same to the Building Official for his approval. Note on the plans that the owner shall arrange for performance tests to be conducted to t:11e satisfaction of the Building Official of the following: FIRE EXTINGUISHING SYSTEMS .EMERGENCY POWER SUPPLY B. SMOKE CONTROL ASSEMBLIES C • E. AUTOMATIC CLOSERS F. SI123085 12/30/8S Tilt-up EMERGENCY EXIT LIGHTING OTIIER-_ _______ _ ·= TITLE 24: · DISABLED ACCESS REGULATIONS I NON-RESIDENTIAL CHECK LISTI AT EACH CIRCLED ITEM, NOTE THE PLAN SHEET THAT SHOWS THE CORRECTION. y<.J~LKS AND SIDEWALKS (SEC. 2-3 325) . , -;:,r. Walks and sidewalk.a sh:.11 have: a continuous com• mon surface:, not interrupted by steps or by abrupt changes in le,·el exceedinit YI inch, and shall be: a minimum of -Ill inches in width. YSurfacc:s with a slope of less than 6 percent gradient /. shall be at least as slip•rc:sistanc :is that d~scribc:d :is a medium salted finish. A Surfacrs with a slope of 6 percent gradient or greater shall be slip•rc:sistant. ,,C Surface ctoss slopes shall not c:xcc:c:d \4 inch per foot. ;r. Walks, sidewalk.a and pedestrian ways shall be free of gratings whenever possible:. For gratings located in the surface of any of these areas, grid openings in gratings shall be limited to YI inch in the direction of traCfic Clow. £ When the slope in the direction of travel of any walk exceeds l vc:rtial to 20 horizontal it shall comply with the provisions Cor Pedestrian Ramps. 7, Abrupt changes in lc:,·cl along any accessible: route: shall not exceed YI inch. When changes in level do· occur, they shall be: beveled with a slope no greater than 1 :2 except that level changes not exceeding ¼ inch mav be vertical. When changes in lc:vc:ls _ greater than· YI inch an: necessary they shall comply . with the requirements Cot curb ramps. KWalks shall be: provided with a level area not less than 60 inches by 60 inches at a door or gate that swings toward the w:ilk, and not less than 48 inches wide by H inches deep at a door or gate that swings away Crom the walk. Such walks shall extend 24 incha 10 the side of the strike: edge of a door or gate: ,,.that swings toward the: w:uk. Y. All walks with continuous gradients shall have lc:vc:l areas at ,least 5 feet in length at intetvals of at least every -100 feet. ~ZARDS (S£C. 2-33.26) '--@warning cums. Abrupt changes in level, except between a walk or sidewalk and an adjacent street or driveway, exceeding 4 inches in a vertical dimcn• sion, such as at planters or fountains loc:itcd in or adjacent to walks, sidewalks, or other pedestrian ways, shall be identified by curbs projecting at lc:ist 6 inches in height above the walk or sidewalk surface: to warn the blind of a potential drop off. When a guardrail or handrail is provided, no curb is re.quired· whc:n a guider:iil is provided centered 3 inches (plus or minus one inch) above the surface of the walk or sidewalk: the w:ilk is 5 percent or less gradient or /.:")no adjacent hu:ird exists. l;,-'Ovcrhanging Obstructions: Any obsiructions that overhangs a pedestrian's way shall be a minimum of 80 inches above the walking surface as measured Crom the bottom of the obstruction. (9 µ&KING (SEC, 2-7102) (J./ The following table: establishes the number of handi• c:ipped puking spaces required: Total Number of Parking Sp:iccs I· -¼O ••••••• 41 • 80 ••••••• 81 • 120,., ••.• 121 • 160 ••••••• 161 • 300 ••••••• 301 ·-100 •••••• , 401 , 500 ••••• , • over 500 •.• , ••• Number of Handicapped Parking Spaces Required I 2 3 4 5 6 7 I for each 200 additional spaces provided When less than 5 park.in!{ spaces arc: provided, one shall be 1-1 feet wide: and lined to provide a 9 foot p.u-kimt area :ind a 5 foot loadin,i: and unloading ar<'a. (i} Physically handio.:~ppcd parking spaces shall be lo- c.:uc:d as n<'ar as practical to a primary entrance. If only one: spJcc is pruvid.-d, it sh:ill be 14 feet wide and lined to proviJc a 9 fnot parkinit :u-c:a and a 5 foot lo;idin( anrl unln~Jinic at<'a. When more than one space is pro,iJctl in lieu or providinit a 14 foot wide space for each parking space, two spaces can be provided within a 2:3 foot wide: area lined to provide: a 9 foot p4rlr.ing ar<'a on each side of a .5 foot luadin,c and 11nloacling at<'a in the: center. The min• imum lcnKth or each p.ukin,c space: shall be 18 Cec:t. _...,.3<1n each parking uca. a bumper or curb sh:iU be pro- \'ided and lo<.-atc:d to pn:vcnt encroachment or cars over the required wiJth of w:ilkwa-ys. Also, the space shall be so lo01ed that a handicapped person is not compelled to whc:c:I or walk behind parked cars other than their own, Pedestrian ways which arc accessible to the physi• cally handicapped shall be provided from each such parking space to rc:altc:d facilities, including curb cuts or ramps as needed. Ramps sh:ill not encroach into any p:ltlting space:. EXCEPTIONS: I. Ramps loc:itc:d at the front of physically handicapped parking spaces may encroach into the length of such spaces when such i:ncroachmcnt docs not limit a handicapped person's capability to leave or enter their vehicle thus providing equivalent facilitation. /.Surface slopes of parking spaces for the physically handicapped sh:ill not exceed ¼ inch per foot in any direction. Y-P:ntrancc:s to and vertical cleannccs within parlting structures shall have a minimum vertical c:lca.rancc of 8 feet 2 inches where required for accessibility to handicapped parking spaces. /. Handicap parking identification signs shall be provided as required by Section 2-710Z(el in the fallowing lacat1ans: •• On tbe pavCffll!flt within each required park• .ing spacs b. At ths entrance to the parking facility. A'A.NITARY FACIUTIES (SEC. 2-5il) 1. Where separate facilities arc provided for non•handi• capped persons of each sex, scp:iratc facilities shall be: provided for handicipped persons of each sex also. Where unisex facilities arc provided for non- handicipped persons, such unisex facilities shall be provided for the h:indica pp:d. 2. Where sanitary facilities arc loc:itcd on accessible floors of a building, they shall be made accessible to the physically handicapped. !. Passageways leading to sanit:iry facilities shall have a clear aco:ss width as specified in Chapter 33. All doorways leading to such sanitary facilities shall have: a) A clear un.:>bstructed opening width of 32 inches. · b) A level and clear area for a minimum depth of 60 inches in the direction of the door swinit .s mc::uurcd at right angles to the plane of the 1nor in its closed position, and H inches where :he door swings away from the level and clear area. 4. Multiple accommodation toilet facilities shall have the following: a) A clear space measured from the floor to a height of 27 inches above the floor, within the sanitary facility room, of sufficient size to inscribe a circle: with a diameter not less than 60 inches, or a clear space 56 inches by 63 inches in size. • Doors other than the door to the handicapped toilet compartment in any position may encroach in 10 this space by not more than 12 inches. b) A w:itc:r closet fixture: located in a compartment shall provide a 28 inch wide: c:lc:ar space from a fixture or a 32-inch wide clc::ir space: from a wall at one side of the water closet :ind a 48 inch long clear space in front of the water closet if the compartment has an end opening door ( facing the water closet). A 60 inch minimum length clear space shall be: provided in a compartment with the door located at the side. Grab ban shall not project more than 3 inches into the clcu spaces as specified above. c) A water closet compartment shall be equipped with a door that has an automatic closing device, and shall have a clear unobstructeri opening width of 32 inches when lucated at the end and 3" inches when located at the side with the door positioned at an anitlc of 90 deJ1;rc:es from iu closed position. Except for door opening widths and door swings, a clear unobatructed acceu not less than 44 inches shall be: provided to water closet compartments dc:sillnc:d Cor we: by the handicapped and the: space immediately in front 102385 r 10. The width or th11 required lev"1 area on the side into which th11 door swings shall extend 211 it>ehH past th11 striko edge for exterior doors and 18 inches paat the strika edge for interior doors. 11. The spaco between two consecutive door openings in a vestibulo serving other than a required exit stairway shall provide a minunum of 48 inches of clear space from any door opening into the vestibule when th11 door is open 90°. Doors into a vestibule shall swing 1n tho saa,o dirsc- tion or they both shall swing away fr0at the vestibule. . • /oooR!OOOS Nf> OIT IIAI.COH1£S c·SEC. 2-3305) l. Corridors that ncnd 200 rnt in length :m•ll: a. ~va a 11ini-clear width or 60 it>ehes; b. Hav• at a central locati~, a 60 incn x 60 inc:h 11ini-'ll'leelchllir turning/pa:s11ing 5pace; or c. Have at a central locaticn, an intervening cross corridor (11iniJ11U11 44"); or d. Hav11 at a central location, an openable door llhich provides complying access ta an area adjacent ta tho corridor. ~TAlRVAYS (SEC. 2-3306) - l. Handrails shall extend a mini-of 12 inct,es beyond tho top nosing and 12 inches olu:s the tread width beyond th11 bott0111 nosing. 2. Tha handgi.-ip portion or handrails snal.l bo not less than 1-1/11 inches nor mare than 2 inches 1n cross-sectional dimension or th11 shapa sn.11 providll an equivalent gripping surface and ~11 have a $11100th surfaca with no sharo comers·. :S. The upper appro~ch and the lowor tread of each interior stair and every tread of oxt11rior stairs shall be marked by a :strip of clearly con- trasting color, at least 2 inches wid11, placed paralllll to, and not more than l inch fr0111 the noee of the step or landing ta alert the visually impaired. (Applies to stairs· with 2 or l!l'lre l"isers) 4. Open stairweya ua not per,o,itted. RiMra shall be sufr!ciently solid to pre\lent the pauaqe or obj<M:U larger than 1/4 incn. ,. Tread surfaces shall be slip-rnistant and shall heve S11100th, ral.C>ded or chaafered exposed edges. Tha lower front adqa shall be beveled or rounded• .S. Nosir,q shell not projsct 110re than l-l/2 inch paat the face of the riser below. ~AMPS (SEC. 2-3~07) l. The slope of a ramp shall noc exo:cd 1 in 12. 2. The top landings on a ramp must be at least 60 inches in depth. 3. If a door swings onto a top landing the landing depth shall be not less than 42 inches plus the width of the: door. 4. The top landing shall have: a width not less than iu depth • .5. The top landing shall extend not less than 24 inches beyond the strike side of the door at exterior ramp, and 18 inches at interior ramps. 6. The bottom landing shall be not less than 72 inche1 d«p. 7. Intermediate landings shall be provided at tum• and whenever the change in level exceeds .30 inches. 8. Intermediate landings on stnight ramps shall have a depth of not less than 5'·0". Intermediate landing, on ramps that turn greater than .30 degrees sh.all be not less than 6 rce t in depth. 9. Ramps shall be r,ot less than 4 feet wide. l O. R.amps serving a primary entrance for an occupanc load o( 300 or more shall be noc leu than .5 feet wide. II. Handr:alls shall be placed on each side of each ramp and shall extend 12 inches beyond the top and bottom of the ramp. 12. Surfaces ol ramp, shall be slip re,i,tanc. PAGE J ~CVAfORS (S(C. 2-5103) · 1. At 1• .. t ona olev•tor sh•1l hava a '"lni-in- 11da Cll' pl1tfo1111 of O fNt 8 inc:hGI •ide by 4 feet J inches deep with a mini....,. clear opening width or 42 it>enes in buildinqs mora than three storiu in he1ght and 1n all buildin9s .i>ar11 elevators are required. z. Passen911r devators in buildings othel' than thodCI required in No. l above and serv in9 an occupant load of man than SO ,hall have a ,.ini,_ inside car platfom of S foet 8 inches wide by 4 feet J inches deep. Doors shall ba J feet clear dde slide-type. J. P11ur,qer elevators in buildings other than those required in No. l above and serving an occupant load of less than SO shall have a o,ini111U11 insida car platfom of 4 fee't 6 inches wide by II feet 6 inches deep. Th11 door openin9 shell be at laaat 2 feet 8 inches clear width. 4. All passenger elevators shall have handrail lo• cated 2 feet .S inches to 2 feot 10 ir,cheo above the car platform. ,. Clevatar car operation buttons need ta bit with• in reach or 'll'leelchair user:s and or a type that blind or partially sighted pusono can identlfy as required by Section 2-510 3 ( m ) • .S. litleeldla.ir lifts shall comply with S...::.2-5106 ~RmJa: AREAS CSEc. 2-3303 >cnRe: MARSHAL RECULATED IXClJP ANCIES) l. Every multi-story building wh11re access is pro• vidad for the physically handicapped shall have designated (signed) ro0100 Ol' areas on each floor to provids safe refuge for the handicapped. Reru911 areas ars not required on stories opening ta 9rade or with raiop:s ta grade ol' in :stories used only as service basements ar only for park- ing. ~Pfflo',(S (S(C. 2-511) l. Cer,eral. If public telephones ar11 provided, they shall c:on,pl y with SIICtion 2 -511 ( d ) P. £l£CTRlCAI. l. Clectrical rece;,taclea (lS, 20 and JO a,aps) shall be at leaat 12 inc:hea above the floor. Section 3-210-50 {e) 2. Switcl>eS and ccntral:s fer light:s, appliances, cooling, haatir,q and ventilating equ.ii-r,t shell be not less than J feet nor ..,re than 4 feet abova the flool". Section J-JB0-8 ( C) J. ril'it alara initiating devices shall be 48 inches above the rtcol", gl'aund or sidewalk. Section J-760-a.1 Q. SPtCirIC OCCUPANCY R£0U!RE!-CNTS Chapters 2-6 through 2-111 havit specific occupar,cy requirements for access in addition ta tho general requirements l.isted above. Prov idit :,otes and dot-- tails to c:c,nply with. ___________ _ 102385 -==--ti ".:2 ;-7 f"-/3 ' 0-/ ///'~ i).S13/-C --? / .. /.1. ,4 DATE PLAN cHEcK No.JL~ ADDREss cf;ls)u -D· cz-Ce-:CZ-&<?~u-1..(", -~·... .. ~s-~.s::ri~NING e?;-7//--_2-/ ~~ ~ d-S-,/':i-6-g· ~;~·~' , .... ~ dJ.-Scfd.-J,1-0, / .,4 / ' / ,.1,# A./~ ' ZONE: -----TYPE OF PROJECT AND USE: ' o cce:,,,,r «72 1 ~/ .. ::=:.::::::__~ ····=· .. ···--·· -SCHOOL DISTRICT: SAN DIEGUITO ENCINITAS CARLSBAD ){ SAN MARCOS f---· u t lJJ ::: ~ QJ a::: ·-· '1,1 > ... , C1 aJ co l. ~ Cl I) SETBACKS: FRONT OIL SIDE ~-REAR QK-, ·='---·--- DISCRETIONARY ACTIONS :...Jell,.....L\ ~v'----~:=::::=~0==;.._3jz._.===:;;;..._------------ REDEVELOPMENT PERMIT R~gl}IREO-{-_·-~,i;;:.,.}..:..A...;·_-·_·_· ___ ...;... ...... --~----~------ ,,.~-~· .. ENGINEERING LEGAL DESCRIPTION VERIFIED? At\f.!.l;,.. •. --+-----APN CHECKED? -+4t,'~jc-+-+--------- PARK-IN-LIEU QUADRANT: NI~\ (., ' FEE PER UNIT: ____ TOTAL FEE: P.F.F.: JJ!f:r . /fAFFIC~MPACT FEE PER UNIT: --~TOTAL FEE:_/1,_J'(_<J_:5_/ ___ _ l •: J~ CM. J.r;.::4i. FACILITIES MGMT. ti!'RIDGE & THOROUGHFARE FEE: 'If;~ 5Q~ FIELD CHECK DATE & INITIALS: RIGHT-OF-WAY: .1)/<.,, -------_..;:;.:;;.;;...:.:..-______ _ !\ (\ ~~~S TRIAL WASTE PERMIT:~ . . DRAINAGE: f)e.t.. C!<'tt>-<YLvt.<, r~il/\?1-,«~., (I~ G~ ~ ~~€ V u ,) \ C'RADING PERMIT: f£ '.2.a,.L-15 ~-,{),~(>¼'\. eKQ.(Jlz-GRADING COMPLETION CERTIFIED: 3fa/q? ADDITIONAL COMMENTS: OK TO IS~~ =-=52=---??---··DATE :_.:....f,...../z_-z2...,,-.1-/§_ifl_..._( ________ _ ~ / I ' DPD2:DPD6:07/17/86 . Bt0G fJ Bl.068 &06 £ /020,P@rf.) >< 20~¢> x # /0-:: .f!s;;_O'l,oo / ~500 xfl{vltt-fi~t-SA~,p x-if/0 =: ll C/25,00 /31.1)9 r /0,ZS,P @Pr.) X /4Qtq/<)()()~ X -IJ JO :::-,ff, 1.CJS.00 /C;J Of:>7~(wlt5FJ X 5.Q¾oo,¢ X. # /0 :::: <t$803.Cf0 8~ ~ //31 f ~Ff.)x 20A%0¢ ')(.#10 -::::fz2ro.ao /0 ~J,:/J~H51:-))<. 61'}~0 ~ xJ:1/0::: -/1,6/3,t>D Bwf; I/ 8'96 ,j; (off))( -<0AO¼or,1 'J<,f/o :::-Jr79'oo If, V/0 #J (iJ~ x. S ~"lf/;o6 /J X 1$ ID -= 712 · 0-D 8Wq A 0,1.oox zo x I! 22 =11,7Z8 #, /8.378'1-s >e l22.-lzo2z > 14750·00 BLot.? /3 .888 x ,2.Q x 1122. -:#389 > ~ /o.54o )' 5 ><-#.22 ::::~J/59 1518 ·00 . 9z1 >< i.o x 111.2. :::f1ot/ -its }3,470 X 6 X '22.. -=../p/'/83 > /f3B7. DO BLPq If (uFf,) 0.20orfa + /800 rA/4ou = 3 ,14 > I ~~.) 18 3 7B r/; + 5cw 1J /4ou :: 3,ro 7 7. I /31JJG 13 888 &/:J -+-I~ "f3/4ou -= , .qq ) 2 ,5q /DSl{O ~~ Stx.x>f/eou = ;Z.} q2q ,/:J + !Bex> ¢)1300 ::: .51 q92,~ r/J +-~cx::ot:/14()() ::: I I q5 > .2. q q 92¥ ,;If-1800 ,/;/sou~ 51 ) J3lr70 ¢+-5ca)fJ//:.-0v ~ 1,G,q 3 ,l 8Lt?o/ r I02S fJ + 180011-/EPv = .57 > 78 lb 067 if:> +-SWD ¢J/4ou = 3,21 3 ' 8LOC:t I-I -I /07191.. ):;OU.s I -~-~ ,~·~ -"'~·--... ,.,, _. ..... , .,..,~~., .. ·.,·~· t ···-·-.,.,..,, -·--.-·-~ ··-···, ·-,~ · 1200 ELM AVENUE CARLSBAD, CA 92008-1989 Citp of Carl.s&ab FIRE DEPARTMENT PAGE1 OF_/l TELEPHONE (619) 438-5523 PLAN CHECK REPORT PLAN CHECK# PROJECT {!Ar,Jyo,v l?Atik BLD '-.A--H ADDRESS L ok(£R A VEA/u€ ARCHITECT C!./4,Z( j /ld<1l., tecf~ ADDRESS :J,900 fi-,urd Avr,PHONE ~'13-7780 , .. OWNER /ll11r,I L)/tl/t.12:r.o,.J ADDRESS $AH DtE?o PHONE 9.;uoS OCCUPANCY B-~ CONST. V-N TOTAL SQ. FT. l;J,':/) 3:t 1 STORIES .:;::. ~ S~RINKLERED O TENANT IMP. __________________________ _ __ 1. __ 2. __ 3_ ~4. I __ 5_ _;_)L 6. -:x-1. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AN-0/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of: floor plan(s); site plan; sheets ___________________ _ Provide two site plans showing the location_ of all existing fire hydrants within 200 feet of the project. Provide specifications for the following: Permits are required for the installation of all fire protection system~pnklert,,tand pipes, dry chemical, halon, CO2, alarm~Plan must be approved by the fire department prior to installation. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT The followin!jl fire protection systems are required: l:,c Automatic fire sprinklers (Design Criteria: ~N......_E ... M~ .... 1'""'3 ........ ~( ........ 0~r-s_,, ,,...N~ ... C ... fl-•=Te--+1 ... A~~•-1-3~/...._3 0-0 ......... o~Y'-..,~) ___ ) D Dry Chemical, Halon, CO2 (Location: . ) D Stand Pipes (Type: ) D Fire Alarm (Type/Location: ) Fire Extinguisher Requirements: ~One 2A rated ABC extinguisher for each ~oo a sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. D An extinguisher with a minimum rating of ___ to be located: o Other: As NEtEtJE(J 1A1 /11£~. A,r.-A,s. /JA,sdl aN Lise __ 8. Additional fire hydrant(s) shall be provided ______________________ _ ~9. ...-+10. ___)_ 11. EXITS Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. A sign stating, " This door to remain unlocked during business hours" shall be placed above the main exit and doors L,YluJ u.r,L,21/\,"'1 tN.t)lCAVM' ryfU l}et!OG,tf-/:s. · EXIT signs (6" x ¾" letters) shall be placed over all required exi~s and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL __)(_ 12. Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. ~ 13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. __ 14. ,Additional Requirements. ________ ·_· --------------------- (3L D<.,. A B C - D - E - F - G - Report mailed to architect I ,, ,, II fl JI ,, 1· ,, Date_9,__~-"--~-=-5 -__..8:....._., ____ _ ___ Met with ____________ _ __ Attach to flans ,i Dli t~ 1)2-0~-1987 s~!~s~~G·s Mc,l lSObA :st1~atE No,1 Scr•tth ~•d Bv~lding Cade: UBC ,-t . Stress: 100~ Type live Load Stress T~U! JOIST CORPO~ATiD~ Sales~an·~ ~r~EI ~EFF ~uELLER Jab Hire: £ANYGN PACIFIC ii¥! Load: SC,O Pif Oeid Loa~ Wi::lth St&tti;;g Point Spec:H ien JAY . Page T:tl1: F~OOR . UNIF'." Q .p5f 0% , (j psf ·I O'· 0,00 fron tr End Rep;icing Applicition ~oad Rep Nark Series flro, Depth 0,i:, Mu PL 'T "T.jl/~CX11 JOIST . PARA J4 19,2 ·,· 2(15 .•. V N 0 hiign 1587 < 6159 < 0,?11 < Allow. Control; H~~ 122~ LEF'T i:nd SP~N 1 untler 1001 strus JGTAL J~ad ~6~0 108¾ riID SPAN 1 ~nc8r 10Cl 5tress TOiAL lu~d 0,"387 L/598 SF-A~ 1 -iill~i!r I.IVE Load . --------------------· ft A 15 ,_ .o.00 U\.'E i.OAD DEFLECTION j 0,311 iOTAL ~OAD ON ~LL MEMBERS FOR STRESS= lO~X · 1/ lSS7 -1587 ~ 1~87 l~87 61~0 0 (1 0,497 ~his dist~n is in actordar.~e ~ith ;~rrfnt Tr.~S JOIST. CORPDRA1ION s~tcilicctions, 1ate~tais .~d iilo~1ble 1esi~r. .~:~E~ for t~e loads anc di1en~ioni s~own hereor, Ne ~tru~tural ~r dim@r.iic~al chec~ his bten !ade wit~ the ~Esig~ dri"lr~s Ot ;his ~:..ilding iild t~!ii ~Higi\ Im lS1 tH!\ c!lei:ked b·t nus JCIST C~:RP0~~7ION Enginearir.g. 1J! •~d M!CRO-LAM ir.e ragistered tride~.r~~ cf !RUS JOlST tORP~RAiiO~. '" indicate, a tr1deaark 0f TRUS JOIST C~RPORATION, o.te 02~03-HS? . Sa::s~in's No,, CS06A £stiaate N~.: Stritfh P~d &u,ld!n; C~da: UBC NON RES FLOOR iRUS JOlSr CORPORATiO~ Si!UHn's ~iii! JEH IIUELLER ·Job Na,~: CA~YON ~ACIF!C Ty~! Live Lead Stn1ss D!ad Loac Width St~rti;;~ Pvint Specif irr; JAY Page T;tltl FLOOR ' Nill i!-i Fl tor LJ!l~F 0 psf 01 tj ps~ ·@ 0'·.0,00 froi lT !nd Replicing A~p;ic•t10~ Lo«d Rep ~.ark 3eries Pro, ~eptt o.c. !11;11 '11. 'I :,Jl/420·21" JOIST -PARA ')? 19.Z y 2;j5 " ..... Design -AllQN, Centre:: V ·250~ < 2670 106% LEFT end SPMl 1 11n!!:ir lOOi: stress W:"AL !~.c ~ 15~66 > 1,267 99i HID SPAN _i ii_ni!;::r li)0~ :Str~~s TOTA~ lo~d D 0,471 < 0,490 L/6Z4 SPAN! unde• LIVE Load ··--·----------------A A .24'-o.oo -=- LIVE ~CAO DEFLECTION D ~.471 'TOTAL ~OAD ON ·ALL ~E!'IBERS FOR ST~ESS = 100~ ) 2~09 ~2509 P. 2509' 2509 0 ,·, ., 0.7~4 '?'~li design is if iw:irdai'lct with ;1,1r,·e.1t ·_,US JGIS7 CGR~ORm:N ·;p:citi~.t;.:rns1 .:.aterisl: anct all~1i1l:le·ai;sis~ ,..,j;..:e. ~~'. the lc,ds and di1enii005 ih~wr. h~~ean, No str~:tural or ~11ensiL~al ~~eek ~is bte~ li~c with th& ijiSl~~ j,;~1r.~s ;f t~l; b1,iilding and this cesigr. his iJii ~ii~~ i:h~::;:ed by TR:JS JC~ST :~~,-~~4'1'l0N Envifiierir.g, TJ! and ~ICR:=LAN ire rigisttred trade~art, ;f ~~us J01S7 CORPDRAiIQN, ,,. indi-::ahs a trideaart of iRUS ~015: C~RF-ORATI~N. .9 l/l C 0 "8 -s V 3 I I.II . V 5 z Project Item Des. Chk. ITEM DOHJBE, INC. Structural Engir,ee.r Appr. Date: STRUCTURAL CALCULATIONS . . FOR DAVISON & FERGUSON ( ~e.\lt"-;of-1.) Carlsbad Oaks Carlsbad, California PREPARED FOR: CARLI ARCHITECTURE 2900 4th Ave. San Diego, CA 92103 PREPARED BY: DOHUBE, INC. STRUCTURAL ENGINEERS 150 El Camino Real, Suite 206 Tustin, CA 92680 (714) 838-3068 ________ $.E. ~ ~f;'l- Job No. ~·~1A Date iz-+·~ Page Sheet Job INDEX EXP. 12-31-88 PAGES I ~1,,ov1~0N f 0 "' ; ~l,17~ A .. l ~ '2-~-+ -------- e, C. t7 ~ f \1 1;1-(.P 1-e> 1-10 t1-l'j --------1t-1~ ---------- ,,,.,,..._,,~· i9) - e DOHUBE,INC. Structural Engineer Project 'OAVl?oH ~ l:::~\J~c?/-4 Page t ioL--o' er A j A-I Item Sheet I De~. Chk. Appr. Date: Job e,h-~1 p-. I i I I 111!,.1/ o\.Jt( \.,IN E; 0 \ e:-e::-" \h !~rt~_ r0 ~ ~(...O ~ r-. cl) MD µAt-:) i,oof<-.. e>t-l i..-!tJc:. @~ (j) 1.....=7 f~fJoJ~ t;,Kor<-i fA~~!_ @-f· -z.. .. e, · ~ · e:, C? 1...~> ~~1--A-:::>ve:. ,0~-e c.oL--c?tJ 1,..1~-e tt-1 g. t'(Pf? c.-o14c::.- c-ol.., /<' ~~f1f0 fl-! fH~ f ?<-~e,L.... (47 '1:;,µlove. (2-6il/r:::.J>d_ <!],, r~\J~L, ~ • • DOHUBE, INC. 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Strucb.rol Etg,ee.r A'oject._o_~_V_l_'°='_f c>_. _N_.A_+f....;!5;;.J.~-et~U..;;S._o_f-./..;._ __ ltem ______ vJ;.....;,~_LL ________ _ Des. ___ _ Chk. ___ _ App,, __ _ Dcte: ___ _ Page 11 Sheet yJ-2 Job tob-37 ~ ·------------------------------------- CONCRETE WALL PANEL DESIGN-Using th• SEAOC m•thcd HEIGHT~20' •• SOLID PANEL •• ROOF TRIB.m20' •• NO REVEAL INPUT 1 UNSUPPORTED F'ANEL HElGHT-'Lu' (FT.>• ••••••••••••••••••••••. 20.00 PANEL THICKNESS-'T'<IN.>•................................ 3.30 LENGTH OF WALL CONSIDERED-'B'<FT.>••••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS)• •••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL <KIPS)••••••••••••••••••• 0.400 PARAPET HEIGHT <FT.>•••••••••••••••••••••••••••••••••••••• 3.00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD <PSF>•••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD <KiPS>••••••••••••••••••••. 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS>••••••• 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSil• •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>••••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>• 2.73 ECCENTRICITY OF VERT. SERVICE LOAD-'•' (IN.>••••••••••••• 6.2S ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)• ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)• ••••••• 1s.oo DEPTH OF REVEAL OR DEPRESSION <IN.>••••••••••••••••••••••• 0.00 RESULTS&. CASE Ia DL+LL MU• a TOP OF WALL <FT-KIPS>•••••••••••••••••r••••••••• Mr Ii TOP OF WALL <FT-KIPS>•••••••••••••••••••••••••••• As• REQ'D. a TOP <SQ. IN.>•********************* MU• Ii MID-HT. OF PANEL <FT-KIPS>•••••••••••••••••••••• Mr• a MID-HT. OF PANEL <FT-KIPS>•••••••••••••••••••••• As• REQ'D. a MID-HT. (SQ. IN.>·•················ PANEL DELTA~ SERVICE LOADS <IN.>••••••••••••••••••••• CASE Ila DL+LATERAL o.s3 0.53 0.044 1.33 1.34 0.082 o.oao MUm•x <FT-KIPS>••••••••••••••••••••••••••• 2.14 <SEIS GOVS) Mrm•x <FT-KIPS>•,••••••••••••••••••••••••••••••••••••• 2.13 !51..l1-ruo-·0t-r1a1--~+~ , Asm•x REQ'D. <SQ. IN.>••••••••••••••••••••••••••-o~.~17~8;,... _____ _. l92..ln"'-rr-,r,+1;,w .., PANEL DELTA Ii SERVICE LOADS <IN.> ..................... 1.09S 'ff:4~la!~_Ot, (l <t,.. MUx <FT-KIPS>•••••••••••••••~•••••••••••••' 1.78 <SEIS GOVS> Mrx <FT-KIPS>• •• •·•.................................... 1. 7B Asx REQ'D. <SQ. IN.>••********•***************** 0.141 PANEL DELTA Ii SERVICE LOADS (IN.>••••••••••••••••••••• 1.026 MAX. ALLOW, PANEL DELTA -'Lu/100' CIN,l• •• ••••••••••••••• 2.400 As fer .75Pb•********************************************* 0.3S3 "2 -g ~ .ID i l i a: f j _s; i • i 0 j J '.2 ~ ~ g ! ~ \U § DOtlJ8E. NC. Strucb..rol 6-g,ee.r Project._P~A..._t/;:...;l;..;;.?...;.l_o..:.~:..._.;;2,,;.;._f1--...;.1S..:.i¼..;.;;.:...;;..lJ.::;;S..;.o...;.N __ _ ltem _____ v.>;.....;.t,....;.c..-L---__________ _ Page I~ Sheet y)-~ Job' ~b-01 & Des. ___ _ Chk. ___ _ App: ___ _ [)cte: ___ _ CONCRETE WALL PANEL DESIGN-Using th·a SEAOC ma-thod HEIGHTa22'.,SOLID PANEL •• ROOF TRIB.•20' •• NO REVEAL INPUT : UNSUPPORTED PANEL HEIGHT-'Lu'CFT.l••••••••••••••••••••••• 22.00 PANEL THICKNESS-'T' <IN.>• ••••• .-...................... • • • • 5. ~O LENGTH OF WALL CONSIDERED-'B'CFT.>••••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL-SERVICE DL (KIPS>•.,•••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL <KIPS)• •••••••••••• ; ••••• 0.400 PARAPET HEIGHT (FT.>•••••••••••••••••••••••••••••••••••••• 3.00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF>•••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>••••••• 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSil• •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>••••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>• 2.75 ECCENTRICITY OF VERT. SERVICE LOAD-'•' CIN.>••••••••••••• 6.25 ADD'L, PANEL WT. NOT CONSIDERED IN LENGTH '8' CK{PS>•••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION CFT.l•,•••••• 16.50 DEPTH OF REVEAL OR DEPRESSION (IN.>••••••••••••••••••••••• 0.00 RESULTS1 CASE I I DL+LL MU• Ii TOP OF WALL <FT-KIPS>• •••••••••••••• , ••• · •••••••• Mr Ii TOP OF WALL <FT-KIPS>•••••••••••••••••••••••••••• Ase REQ'D. Ii TOP <SQ. IN.>•••••••••••••••••***** MUa Ii MID-HT. OF PANEL (FT-KIPS>•••••••••••••••••••••• Mre Ii MID-HT, OF PANEL <FT-KIPS>•••••••••••••••••••••• A•• REQ'D. Ii MID-HT.· (SQ. IN.>•••*************** PANEL DELTA Ii SERVICE LOADS <IN.>••••••••••••••••••••• CASE II1 OL+LATERAL 0.53 0,\53 0.044 1.69 1.70 0.110 0.107 ... MUm•x <FT-KIPS>••••••••••••••••••••••••••• 2.66 <SEIS GOVS> Mrm•>< <FT-KIPS)• •••••••••••••••••••••••• •••• ••••• ••••. 2.67 ~l\"'1'11~ tlllll~I ,.,J- Asm•x REQ' D. <SQ. IN.> **************************.__..,,o,..._.,Ze,,3~4--------t,~"'-1111'l->-n'\1'4.....,. :l· I PANEL DELTA Ii SERVICE LOADS (IN.)..................... 2.06a ~4c:J."~IO"q,"' (! <t. . MU>< <FT-KIPS>••••••••••••••••••••••••••••• 2.22 (SEIS GOVS> Mrx <FT-KIPS>• ••• , •••••••••••••••••••••••• • • •••• • • •, • • 2. 23 Asx REQ'D. (SQ. IN,l=******•**************•***** 0.186 PANEL DELTA Ii SERVICE LOADS (IN.>••••••••••••••••••••• 1.939 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.l•,,••••••••••••••• 2,640 As for .75Pba********************************************* 0.353 - "2 ~ ~ ·.111 l "2 f a: :! j ., l • I 0 l I 32 ] .8 g .6 ~ ~ I w § - DCHJ8E, INC. Strucb.rol ~ Project _ __..o~A...;.\/;;...:....f 7;;.._t _o_N...;.___,:;;;~~f...;.61'<. ____ er_u_?_o_H_ ftem ______ v)~~~u-..;;;.__---"'.~---- Des. ___ _ Chk. ____ _ lw:----Dcte: ___ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method HEIGHT=25' •• SOLID PANEL •• ROOF TRIS.=20' •• NO REVEAL INPUT : Page I°{ Sheet w-± Job ~eo-~ 1 ~ UNSUPPORTED PANEL HEIGHT-'Lu' <FT.>••••••••••••••••••••••• 2S.OO PANEL THICKNESS-'T'<IN.>••••••••••••••••••••••••••••••••• 6.00 LENGTH OF WALL CONSIDERED-'B'(FT.>••••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>••••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL <KIPS>••••••••••••••••••• 0.400 PARAPET HEIGHT (FT.>•••••••••••••••••••••••••••••••••••••• 3.00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD <PSF>•••••••••••••••••••••••••••••• 20.30 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS>•...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>• •••••••••• 2000.00 GRADE OF REINF, STEEL-'Fy' (KSI>••••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.)."" 3.00 ECCENTRICITY OF VERT. SERVICE LOAD-'•' <IN.>••••••••••••• 6.50 ADD'L. PANEL WT, NOT CONSIDERED IN LENGTH 'B' (KIPS>• ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT,)•••••••• 18.7S DEPTH OF REVEAL OR DEPRESSION (IN.>••••••••••••••••••••••• 0.00 RESULTS: CASE I: DL+LL MUe a TOP OF WALL (FT-KIPS>••••••••••••••••••••••••••• Mr a TOP OF WALL <FT-KIPS>•••••••••••••••••••••••••••• As• REQ'D. a TOP (SQ. IN.>=********************* MUe IJI MID-HT. OF PANEL (FT-KIPS)"'• ••••••••••••••••• , •• Mre a MID-HT. OF PANEL (FT-KIPS>•••••••••••••••••••••• Asa REQ'D. a MID-HT. (SQ. IN.>•***************** PANEL DELTA a SERVICE LOADS <IN.>••••••••••••••••••••• CASE Ila DL+LATERAL o.ss 0.55 0.042 2.20 2.21 0.144 0.127 MUmax (FT-:-KIP.S> •.......................... 3. 72 <SEIS GOVS) <P'THIC PAI\IJa. J·-Mrmax <FT-KIPS>'!'...................................... 3. 73 "J Alim.ax REQ' D. (SQ. IN.)************************** -::0:"°.-:=3-f1~S-------,-=--11t'? e 111•,/4, (i 8. . PANEL DELTA~ SERVICE LOADS <IN.>••••••••••••••••••~•• 2.969 ~ MUx <FT-KIPS>••••••••••••••••••••••••••••• 3.11 <SEIS GOVS) Mrx <FT-KIPS>• •••••••••••••••••••••••• :............... 3.13 Asx REQ'D. <SQ. IN.>•*************************** 0,250 PANEL DELTA~ SERVICE LOADS <IN.>••••••••••••••••••••• 2.784 MAX, ALLOW. PANEL DELTA -'Lu/10.0' <IN.>•................. 3.000 As fer .75Pb=************************************~******** 0.385 · e. 12 ~ ~ ,IQ i i i ... cc :! i .s: i -i 0 j. ~ 32 -g .! .9 i V I ~ 2 - Ptoject___.O""""b ..... V ...... ((£;, __ o_f...\_~____,r-:$...___.§f .... VW,__,__iJ ___ _ >z,.,o _Page _____ _ Item ___________________ _ Des. ___ _ Chk. ____ _ fw-----o..; ___ _ Sheet:_ ..... w_-__ s; __ Job ~b-?:>7 ~ ... CUNCRETE WALL PANEL DESIGN-Us1nq the SEAOC method lNPUf : UNSUPPORTED PANEL HEIGHT-'Lu'(FT.l= •••••••••••••••••••••• 22.00 PANEL THICKNESS-'T' (IN.>=•••••••••••••••••••••••••••••••• o.50 LE:.NbTH Or WALL CONSIDERED-'B' (t''T. )=...................... · 3.00 SUPERIMPOSED VERTICAL SERVICE DL \KIPS>=•••••••••••••••••• 2.o5U SUPEtHMPUSED VttffICAL SERVICE LL <KIPS>=.................. 4.410 PARAPET HEil:IHT <FT.>=..................................... 1.40 SEISMIC F-ACTOR-'ZlCp'=• ••••••••••••••••••• •.............. 0.300 UNIT SERVICE WIND LOAD (PSF>=••••••••••••••••••••••••••••• 19.50 . CONCENTRATED SERVICE SEIS. LOAD <KIF·S) =. • • • • • • • • • • • • • • • • • • 1. 290 CONCENTRATED SERVICE WIND LOAD <KIPS>=•••••••••••••••••••• 1.810 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS>=...... 12.50 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>= 4.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.)=............ 6.75 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)= ••••• 9.300 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION' (FT.>=....... 3.00 DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• O.UO RESULTS: ~ CASE Is DL+LL . MUe@ TOP Or WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D. ~ TOP <SQ. IN.)=********************* MUe@ MID-Hf. OF PANE:.L <FT-K~PSJ=••••••••••••••••••••• Mre@ M!D-HT. Ur PANi:,L <FT-KIPS>•••••••••••••••••••••• Ase RE:.Q~O. ~ MID-HT. (SQ. lN.>=***************** PANEL DELTA~ ScRVICE LOADS (lN.)=•••••••••••••••••••• CASE II: OL+LATERAL MUmax <FT-KIPS>••••••••••••••••••••••••••• 24.32 <WINO Mrmax <FT-KIPS)= ••••••• , •••••••••••••••••••••••••••••• Asmax REQ'D. (SQ. lN.l************************** PANEL DELTA@ SERVICE LOADS <IN.>••••••••••••••••••••• o . .SO o.31 u.323 13.9t:I 1:s. "l"I U.40"1' u.o"l"I t:,lJVi:l> 24.20 1.297 2.621 MUx (FT-KIPS)= •••••••••••••••••••••••••••• 11.03 <SEIS GlJVSl Mrx (FT-KIPS)=........................................ 11. 12 Asx REQ'D. (SQ. IN.>=*************************** u.376 PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• 1.t:18t:I MAX. ALLOW. PANEL DELTA -'Lu/lUO' <IN.)• ••••••••••••••••• 2.o4U qs for .75Pb=********************************************* 1.732 '7-ii.;; ,...,.. rJ>-lh ~te-1 ei'{'lop,i'l- et>, r~a:::- - :2 -e ~ .IQ i I i cc :f ] _s; i • I 0 j- I :2 -g .8 .8 ! V I s ~ -- Project \2bY l ~9N ~ /'.%1¼::fll~oi--L ~l _flogs _____ _ Item 4tJ1--t)' f /~(Z. f;E;,1w@@t:I ::rl?Y4--e~ ~ µ.~tJ o(l.... StlNt_w.a..;....-_~;..._- Des.___ Chk.___ ~---Dela __ _ Job e,l-e::~1 & CDN~RETE WALL PANEL DESIGN-UsinQ the SEAOC method DAVISON & FERGUSON ••• #86-37-del 2 ••• WAL~ LINE A & E.~ INPUT: UNSUPPORTED PANEL HEIGHT-'Lu'(FT.>=•••••••••••••••••••••• 24.50 .PANEL THICKNESS-'T' <IN.>=•••••••••••••••••••••••••••••••• ~ LENbTH OF WALL CONSIDERED-'B' <FT.>=•••••••••••••••••••••• 3.00 SUPERIMPOSED VERTICAL SERVICE UL (KIPS>=•••••••••••••••••• 1,000 SUPER!MPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 1.680 PARAPET HEIGHT <FT. ) • ••••••••••••••••••• , ••••• , • • • • • • • • • • • 1, 40 SEISMIC FACTOR-'ZICp' "'• •••••••• •.• ••.•• •.• ••••••••• , ••••• ,. O. 300 UNIT SERVICE WIND"LOAO (P!:lF>=••••••••••••••••••••••••••••• 19.~0 CUNCENTRATED S~RVICE SEIS. LOAD (KIPS>=••••••••••••••••••• 1.180 CONCENTf<ATED SERVICE WIND LOAD <KIP!:l>=-••••• ,.............. 1.810 D l !:iT, FROM BOT, SUPPORT TO CONL:l::NTRATED LOAD <Kl PS> =. , • • • • 12. 50 ULT. ClJMPRESSIVE CONCRETE STRENGTH-'F'c:' (P$I)= •••••• , ••• 2000,00 GRADE Or REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• 60,oO DI!:lr. FHIJM REINF. TO FACE OF COMPRESSIUN CUNC.-'d' (IN.>= 4.~o EL:t.:ENTR!C!TY OF Vl::RT. 81:.RVICE LOAD-'e• (IN.>=.,.,.,...... 6, 75 ADD' L. PANC:L WT. NOl. CUNSIOEHEO IN LC:NlHH ,.-S' IKiPS> =..... 1::1. 600 oi:s r. Al:lOVE BUT• SUPPORT UNDl::.R ClJNolDEHATlON (f'T •) = ••• , • •. .s. 00 DC:PTH OF f<EVEAL OR OEPREl:i6IUN <IN,>=...................... O.oO R1£SULTS1 CASE II DL+LL MUe@ TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'O. @ TOP <SQ. IN.>=********************* MUe @ MID-HT. OF PANEL <FT-KIPS)= ••• -•••••••••••••••••• Mre@ MID-HT. OF PANEL· <FT-KIPSJ=••••••••••••••••••••• Ase REQ'O. @ MID-HT. (SQ. IN. >=*******'ll*UUUU: PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• CASE II: DL+LATERAL 2.39 2,40 0.120 10.28 10.30 0.256 0.223 MUm~x <FT-KIPS>~•••••••••••••••••••••••••• 26.72 <WIND GlJVSJ Mrmax <FT-KIPS>= •••• , •••••••••••••• , , , •••••• , , , , • , , • • • 28. "/9 Asmax REQ' D, (SQ, IN,> JJ************************* 1. 696 =-; PANEL DELTA@ SERVICE LOADS <lN.> ••••••••••••••••••••• 2.92~ {. (P-" ~ e,A: MUx <FT-Kif:'S)=............................ 11.90 <WIND Mrx <FT-KIPS>= •••••••••••••••••••••••••••••••••••••••• Asx REQ'D. (SQ. IN.>=*************************** PANEL DC:LTA ~ SERVICE LOAOS (IN.>=•••••••••••••••••••• GOVS) r~'J'~r 11. ',14 ;t; fr:::-I 0-e-A o. 4:54 ff>l:O tf-o~(,z.. 1,974 1'1AX, ALLOW. PANEL DELTA -'Lu/100' <IN,>= •• , •• , •••• ••••••• 2.94.0 _.As for .7oPb=********************************************* 1,732 :2 1' > ~ .IQ i '2 i i _., . cc :f ] ,s; i i 0 j ~ :2 ~ .8 g j ~ I ~ ~· • ~~ect__.!2"-=-A.ll-v,l..,:l"7~0::;...~.._,_: -+-f-=AA#f=.u.u,_2..,.o,,,.....i.,.._=---- 1tem_+(?l~k=rz-=c;f.,_,,i,?2---+'f~ks=N-=e-=L..;.....;ffi=1 ..... ~ ..... ®---\/J....,/...._r3~ ____ 6-L.,,_ -Z,'1,., Poge _____ _ Sheet ____ vJ_-_7....__ pes.____ (hk.____ App-.____ Ocie: ___ ... Job f '1-e.1 ~ CONCRETE WALL PANEL DESIGN-Using the SEAOC method HEIGHT2 18' •• SOLID PANEL •• ROOF TRIB.a20' •• 3/4" REVEAL INPUT 1 UNSUPPORTED PANEL HEIGHT-'Lu'CFT.>••••••••••••••••••••••• 18.00 PANEL THICKNESS-'T'<IN.>••••••••••••••••••••••••••••••••• ~.50 LENGTH OF WALL CONSIDERED-'B'<FT.)••••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>••••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>••••••••••••••••••• 0.400 PARAPET HEIGHT <FT.>•••••••••••••••••••••••••••••••••••••• 3.00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD CPSF>•••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS)a •• ·•••• 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSI>• •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>••••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>• 2.38 ECCENTRICITY OF VERT. SERVICE LOAD-'•' <IN.>•••••••••••••. 6.25 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>• ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>• ••••• · •• · 13. 50 DEPTH OF REVEAL OR DEPRESSION <IN.>••••••••••••••••••••••• 0,75 RESULTS1 CASE I: DL+LL MU• a TOP OF WALL <FT-KIPS>••••••••••••••••••••••••••• Mr Ii TOP OF WALL <FT-KIPS>·• ••••••••••••••••••••••••••• Ase REQ'D. a TOP (SQ. IN.>=•···················· MUa Ii MID-HT. OF PANEL <FT-KIPS>•••••••••••••••••••••• Mre a MID-HT. OF PANEL <FT-KIPS>•••••••••••••••••••••• Aae REQ'D. a MID-HT. <SQ. IN.>•••••••••••••••••* PANEL DELTA a SERVICE LOADS (IN.>•••••••••••• ••••••• · •• CASE II1 DL+LATERAL 0.53 0.53 0.051 1.28 1.28 0.101 0.059 MUmax <FT-KIPS)• •••• ~ •• ~•••••••••••••••••• 1.80 (SEIS GOVS> Mr-max (FT-KIPS>•...................................... 1.82 Aamax REQ'D. (SQ. IN.>••••••******************** 0.179 PANEL DELTA Ii SERVICE LOADS (IN.>••••••••••••••••••••• .1 MUx <FT-KIPS> .. •••••••••••••••••••••••.••••• 1.52. (SEIS GOVS> Mrx (FT-KIPS>•........................................ 1.52 Aax REQ'D. (SQ. IN. >=UUUUU***************** 0.143 PANEL DELTA a SERVICE LOADS (IN.>'"'•••••••••••••••••••• 0.140 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.la ••••••••••••••••• 2.160 A~ for .75Pb•*******************************************•* 0.305 .. • '.ti -g ~ .ID i i t a: f i ,s:; i -I 0 I l J 12 -g _g .9 j ~ I ~ ~ • ~~_Jo~A~V~l~~~o~~~r~;~~~~~~u~~~O~H~~~- ltem-~r2'..1::k:!:::.!0bf:::J.-l:r??~P~P<N~~~-(j)~«l!)~~-vJ ...... / ..... ~------ Des. ___ _ Crk ____ Appr. ___ _ Dcte: ___ _ CONCRETE WALL PANEL DESIGN-Usin9 tha SEAOC mathod HEIGHT•18' •• SOLID PANEL •• ROOF TRIB.•20' •• NO REVEAL INPUT 1 Page -i-~ Sheet v,J-b Job i@b-&1 £ UNSUPPORTED PANEL HEIGHT-'Lu'<FT.>'••••••••••••••••••••••• 18.00 PANEL THICKNESS-'T'<IN.>••••••••••••••••••••••••••••••••• 5.50 LENGTH OF WALL CONSIDERED-'8'(FT.>••••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL CKIPS>••••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL <KIPS>••••••••••••••••••• 0.400 PARAPET HEIGHT (FT.>•••••••••••••••••••••••••••••••••••••• 3.00 SEISMIC FACTOR-'ZICp••••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD CPSF>•••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>••••••• 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI)• •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>••••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>• 2.75 ECCENTRICITY OF VERT. SERVICE LOAD-'•' <IN.>•............ 6.25 ADD'L. PANEL WT." NOT CONSIDERED IN LENGTH '8' <KIPS>• ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>•••••••• 13.50 DEPTH OF REVEAL OR DEPRESSION <IN.>••••••••••••••••••••••• 0,00 I RESULTS1 CASE I I DL +LL MUe a TOP OF WALL <FT-KIPS>••••••••••••••••••••••••••• Mr a TOP OF WALL (FT-KIPS>•,, •••••••• ,,,, ••••••••••••• Asa REQ'D. a TOP (SQ. IN.>•••··················· MUe a MID-HT. OF PANEL (FT-KIPS>•••••••••••••••••••••• Mra a MID-HT. OF PANEL <FT-KIPS>• ••••••••••••••••••••• Asa REQ'D. a MID-HT, CSQ. lN,>•••••••••••••••••• PANEL DELTA a SERVICE LOADS <IN.>••••••••••••••••••••• CASE II1 DL+LATERAL 0;53 0,53 0.044 1.0:5 1.06 0.057' 0.059 MUm•x <FT-KIPS>••••••••••••••••••••••••••• 1.68 <SEIS GOVS) Mrm•x (FT-KIPS>• •••••••••••• ,; •• ;..................... 1. 70 ~I, U -,,,u • ~Allez:1.r A5m•x REQ'D. (SQ. IN.>••························;.._~0~·~13~3~------.-t::rz. IHl'i,,. r,...~ _.., PANEL DELTA a SERVICE LOADS CIN. >....... •• • .... • .. • • • • O. 150 1t4 cJ l(,h/t., (!P ~ MUM <FT-KIPS)••••••••••••••••••••••••••••• 1.41 CSEIS GOVS) Mrx (FT-KIPS>"'• •• , •••• ,............................... 1. 42 Asx REQ'D, (SQ. IN.>•••••••••••••••••••••••••••• 0.106 PANEL DELTA a SERVICE LOADS <IN.>••••••••••••••••••••• 0.140 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.)• ••••••••••••••••• 2.160 As for .75Pb••••***********••••••••••••••••••••••••••••••• 0,353 32 ~ ~ .IQ i I a: :f j .s. i ,e I 0 j I ]2 ~ .8 B j w ~ ~oject_....i~.!.l!J>...~V..!..1~.L7..::~...:.N~+J!:::_:~::::ll2~bf~V...::~;.;r::>..:.H...:---- ltem,_...!f?>2,~U:::1::::;:.:::• €11-_01.::::-...:.9.::::.i...!:::l-l:.::::8::.:L-::;;;....;CP~..,_> .... '2~--- Des. ___ _ (hk. ___ _ Appr., __ _ Dcte: ___ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC methgd HEIGHT•19' •• SOLID PANEL •• ROOF TRIB.•13' •• NO REVEAL INPUT 1 Poge, __ .,._.,f __ Stieet w-4 Job -2,h-21 I?;) UNSUPPORTED PANEL HEIGHT-'Lu'(FT.>••••••••••••••••••••••• 19.00 PANEL THICKNESS-•T• <IN.>••••••••••••••••••••••••••••••••• 5.50 LENGTH OF WALL CONSIDERED-'B'CFT.>••••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>••••••••••••••••••• 0.156 SUPERIMPOSED VERTICAL SERVICE LL <KIPS>••••••••••••••••••• 0.260 PARAPET HEIGHT (FT.>•••••••••••••••••••••••••••••••••••••• 3.00 SEISMIC FACTOR-•zrcp•• •..•••••••••••••••••••••••••••••.•• 0.300 UNIT SERVICE WIND LOAD CPSF>•••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>•...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSil• •••••••••• 2000.00 GRADE ·oF REINF. STEEL-'Fy' (KSI)• •••••••••• •• •••••• •••... 60.00 nrQT. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>= 2.75 rrr~NTRICITY OF VERT, SERVICE LOAD-'•' <IN.>••••••••••••• 6,25 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>• •••• , 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION CFT.>•••••••• 14,25 DEPTH OF REVEAL OR OEPRES~ION <IN.>••••••••••••••••••••••• 0.00 RESULTS1 CASE I I DL+LL MUe a TOP OF WALL <FT-KIPS>••••••••••••••••·••••••••••• Mr a TOP OF WALL <FT-KIPS>•••••••••••••••••••••••••••• Ase REQ'D. a TOP (SQ. IN.>•********************* MUe ~MIO-HT.OF PANEL <FT-KIPS>•••••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS>•••••••••••••••••••••• Alie REQ'D. a MID-HT. (SQ. IN.>·***************** PANEL DELTA a SERVICE LOADS CIN.>••••••••••••••••••••• 0.34 0.34 0.028 0,91 0.91 0.048 0.054 CASE II1 OL+LATERAL MUmax <FT-KIPS>•.......................... 1.83 CSEIS GOVS> ~1THf'",~~ _).i1·- Mrm•x <FT-KIPS>• •• •• ••••••••••••••••••••• ••.•••....... 1.84 ~ _.._ ~ ' .1,--... /L-··;:i PANEL~:~;~ =E~~~VI~:QLo!~s>!;:~:~~~~~~~~~~~~~~~~~~~~~-i~:3~1;~:~-----"111-t-'D ., \.- MUx (FT-KIPS>••••••••••••••••••••••••••••• 1.50 (SEIS GOVS> Mrx (FT-Kfpc,~ -··•••••••••••••••••••••••• 1,51 Ai.x REQ'D. (SQ, IN.>•*************************** 0.116 PANEL DELTA~ SERVICE LOADS (IN.>••••••••••••••••••••• 0.354 MAX. ALLOW. PANEL -OELTA -'Lu/100' <IN.>•••••••••••••••••• 2.280 Ai. fgr ,75Pbs********************************************* 0,353 ~ ~ ~ .IO I i i ... a: f j ,s; I • J 0 j I :2 ~ _g g j ~ I ~ ~ Project_..J\a~;6-:~V~l~~:..:t>:..!1J.~..i;;J?.;;:::?K:.i;:::.::;'ri..::U~~;..;;o __ i-l~-:--- ltem_~.t2:.!::L....O:.:::..:::'~;i___:;O:;_· --FP~fk;;.;..l,.)..;:;s...;.L---:-...... ee_, ~--- .,..~ Page ____ _ 0e~----'~----App-; ____ Dcte; ___ _ CONCRETE WALL PANEL DESIGN-Usin; the SEAOC methcd HEIGHT.,19' .. SOLID PANEL •• ROOF TRIB. •13' .. 3/4" REVEAL INPUT 1 Sheet._vl ___ -.... ,_o_~ Job ~fe-'37 & UNSUPPORTED PANEL HEIGHT-'Lu'(FT.l••••••••••••••••••••••• 19.00 PANEL THICKNESS-'T'<IN.)••••••••••••••••••••••••••••••••• 5.50 LENGTH OF WALL CONSIDERED-'B'(FT.l•...................... 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>••••••••••••••••••• 0.156 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>••••••••••••••••••• 0.260 PARAPET HEIGHT (FT.>•...................................... 3. 00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF>•••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD <KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WINO LOAD <KIPS)••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>•...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>• •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>••••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>• 2.38 ECCENTRICITY OF VERT. SERVICE LOAD-'•' CIN.l••••••••••••• 6.25 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>• ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.>•••••••• 14.25 DEPTH OF REVEAL OR DEPRESSION CIN.l••••••••••••••••••••••• 0.7~ RESULTS1 CASE I I DL+LL MUa a TOP OF WALL (FT-KIPS>••••••••••••••••••••••••••• Mr II TOP OF WALL <FT-KIPS>• ••••••••••••••••••••••••••• Ase REQ'D. a TOP (SQ, IN.>•********************* MUa ~MID-HT.OF PANEL <FT-KIPS)•.,.,,., •••••••••••••• Mra II MID-HT. OF PANEL (FT-KIPS)•••••••••••••••••••••• Ase REQ' D, II MID-HT. (SQ. IN. l •UUUUU******* PANEL DELTA II SERVICE LOADS CIN,l•.,., •• ,,,., •• ,.,,.,, CASE II1 DL+LATERAL 0.34 0.35 0,033 1.11 1.12 0.086 0.054 MUmalC <FT-KIPS>••••••••••••••••••••••••••• 1,96 (SEIS GOVS> ~ j .,lt,,-u::;·. 0Al1e.1· -MrmalC (FT-KIPS>•,,., ••••••••••• ,., ........... , •• ,.,,.. 1.97 ._ ir,r. 1 ,._,-.~ As;malC REQ'D. (SQ. IN, l UUU*UUUUU*UUUU ,...:;;O.._.:"c:19c-.;9c------"""'"1-·LH'4.. ~:l2,!!_.!v~@. 2,~g: __ PANEL DELTA 8 SERVICE LOADS CIN.>••••••••••••••••••••• 0.398 "!'lie. t!!"" c:::a.-llJ'-· _ MUlC <FT-KIPS>• •••••••••••••••••••••• ,..... 1.63 CSEIS 60VSl, MrlC CFT-KIPS)a •••••••••••••••••••••••••••••• ,.,....... 1.63 AslC REQ' D. (SQ. IN.) "'****UUUUU************* O. 157 PANEL DELTA a SERVICE LOADS CIN.)••••••••••••••••••••• 0.374 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.>•••••••••••••••••• 2.280 A& fer .75Pb;********************************************* 0.305 -""N.110,:;; I,..__··- • Project tz6\/{ ~i,H. Item J?'t..-v'1 ~· ~ DOHUBE., INC, Structural Engineer Des. ___ Chk-·---Appr. ___ Date: __ _ Page --~---- Sheet W-lf -----------Job 0lo-~1b / CONCRETE WALL PANEL DESIGN-Using the SEA0C method T / TL E:.. : w p._ t--'-o,-..l L-l t-4 e fO~ "21 1 T~lf.3. INPUT: / ,,. I i. I· UNSUPPORTED PANEL HEIGHT-'L1.1' CFT. >= ••••••••••••••••• ; •••• ~ PANEL THICKNESS-'T' CIN.>=•••••••••••••••••••••••••••••••• LENGTH OF WALL. CONSIDERED-' B' (FT. > = ••••••••••••••••••• ~ •• SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=. J1-:?<. ~J~./·;';~'f-••••• SUPERIMPOSED VERT I CAL SERVI CE LL (KI PS) =. :-i:q >!-~J .x. t:=>~? .-i:-•••• ~ PARAPET HEIGHT (FT.)= ••••••••••••••••••••••••••••••••••••• 7 SEISMIC FACTOR-'Z!Cp'= ••••••••••••••••••••••••••••••••••• 8 UNIT SERVICE WIND LOAD <PSF)= •••••••••••••••• ~ •••••••••••• ~ CONCENTRATED SER.VICE SEIS. LOAD O(IPS)=.?f?<.~~.~~.7;?,:-?-~-=; •• 10 CONCENTRATED-· st'RVI.CE WIND LOAD (KIPS)= •• ·M·? :<.l{!>.7 J<. l'? .""' •••••• 11:DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD ·cKIPS>= •••••• 1'2.l'UL T. COMPRESSIVE CONCRETE STRENGTH-• F' c: • <PSI>==.~........ ooo I~ GRADE OF RE INF. STEEL-'Fy' O<SI > = ••••••••••••••••••••• ; • • tp.o !~DIST. FROM REINF. TO· FACE OF COMPRESSION CONC.-'d' <IN.>= ~-~-·=S __ 1.51 ECCENTRICITY OF VERT. SERVICE LOAD-'e' C IN.>=............ "1? lfo,ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>=..... 1-'=1~ 11 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• 13 DEPTH OF REVEAL OR DEPRESSION (IN.>= •••••••••••••••••••••• /4,,-a 7t:;~ 1,9 ?".1+-==-1-1~ -.. ·-- . .-:p...,ccr.\ ~ -. ~ -' -!1 . -/ . :cl. (14) Lu.. l1) ( 3) A . (\1_) {-, (\\}~ ~~ ~ .. - b 1:i ~ ~ .lO i I i a: ~ i .!. i ~ I 0 j ~ '.2 ~ .s .8 j ~ . I "" ~ ~-....;O;...;;'A~tJ.:..:l<S>;...;;o;;.:l--l~....;•._+F-r~=-¢11,,111:L,).c;z::..0:..,-.1~---- kam __ ......1e,:;...;;;.LD.;..._°c:f.;._ ____________ _ Des. ____ Chk. ___ _ lw----- CONCRETE WALL PANEL DESIGN-Usin9 the SEAOC method JOB #86-37 DAVISION & FERGUSON BUILDING E INPUT Pog. ~1 ShMI: w-j'L Job Sh-31 & UNSUPPORTED PANEL HEIGHT-' Lu ' (FT. l =. • • • • • • • • • • • • • • • • • • • • • 18. 50 PANEL THICKNESS-'T' (IN.>=••••••••••••••••••••••••••••·~·· ~ LENGTH OF WALL CONSIDERED-'B' (FT.>=•••••••••••••••••••••• 4.00 SUPERIMPOSED VERTICAL SERVICE DL (l':IPSl= •••••••••••••••••• 2.650 SUPERIMPOSED VERTICAL SERVICE LL <KIPS)= •••••••••••••••••• 4.410 PARAPET HEIGHT <FT. J =..................................... 1. 50 SEIS~lIC FACTOR-'Z ICp '=................................... 0. 300 UNIT SERVICE WIND LOAD (PSF)=••••••••••••••••••••••••••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD (KIPS)=••••••••••••••••••• 1.290 CONCENTRATED SERVICE WIND LOAD <KIPS>=•••••••••••••••••••• 2.700 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS)= •••••• 12.50 UL f. COMPRESS I VE CONCRETE STRENGTH-' F ' c: ' <PSI ) = •••••••••• 2000. 00 GRADE OF REINF. STEEL-'Fy' (KSI)= ••••••••••• : •••••••••••• 60.00 DIST. FROM RE!NF. TO FACE OF COMPRESSION CONC.-'d' <IN.)= 3.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.)=............ 5. 75 ADD' L. PA~IEL WT. NOT CONSIDERED !N LENGTH 'B' (KIPS)=..... 7. 900 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)=....... 3.00 DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• 0.00 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL (FT-KIPS)= •••••••••••••••••••••••••• Mr @ TOP OF WALL (FT-KIPS)= ••••••••••••••••••••••••••• Ase REQ' D. @ TOP (SQ. IN •. )=****************·***** MUe@ MID-HT. OF PANEL <FT-KIPS)= ••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPS)= ••••••••••••••••••••• 5.37 5.42 0.358 11.89 11.92 Ase REQ'D.@ MID-HT. (SQ. IN.>=·•*******•******** 0.505 PANEL DELTA@ SERVICE LOADS <~N.>=•••••••••••••••••••• 0.356 CASE II: DL+LATERAL MUmax <FT-KIPS)= •••••••••••• ; ••••••••••••• 23.75 (WIND GOVS) Mrmax <FT-KIPS>= ••••••••••••••••••••••••••• · ••• ·•••••••• 23. 07 Asmax REQ'D. <SQ. IN.)************************** 1. 726 . f-:11 ~ i.,>,. PANEL DELTA@ SERVICE LOADS <IN.) ••••••• : ••••••••••••• 1.792 f,N,e MUx (FT--KIPS) =............................ 10. 61 (WIND GOVS) Mr:-: <FT-KIPS>=........................................ 10. 63 Asx REQ' D. (SQ. IN.)=*************************** 0. 546 PANEL DELTA@ SERVICE LOADS <IN.>= •••••••••••••••••••• 1.419 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.)= ••••••.•••••••••• 2.220 As for .75P.b=**********•***************************•****** 1.796 • / DOHUBE., INC, Structural Engineer Project~O;;.:A...;.;.Vl;..;:~;..;;ot-!..;..;..---i-t-E.,,.&~~~U..:.~-o ... N ...... __ _ , ,~ ~ r Item ~1,...0':"' 1 Des. ___ . Cht. Appr. ___ Dates __ _ Page .z..~ Sheet W-1'3> Job rab-?;,7 & CONCRETE .. WALL PANEL DESIGN-Using the SEAOC method T / TLE.. : ___ fp_L._o_'Gr __ .,..f_· ...,f ... A_\-J_e-_L,_rz,,. __ @.-_L,.._l ~_6_?_ INPUT: I· UNSUPPORTED PAN.EL HEIGHT-' Lt.t' <FT. ) = •••••••••••••••••••••• & PANEL THICKNESS-'T' <IN.)a•••••••••••••••••••••••••~•••••• ' LENGTH OF WALL' CONSIDERED-, B' (FT._)= •••••••••••••••••••••• . SUPERIMF·OSED VERTICAL SERVICE DL <l<IPS) = •• l~X l1 ~ J~ ...... . : SUPERIMPOSED VERTICAL SERVICE LL <KIPS)= •• 1~~.1~ .~ J'f-. •••••• ~PARAPET HEIGHT <FT.>=••••••••••••••••••••••••••••••••••••• o SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••~•••• a--~-~-- 8 UN IT SERVI CE WI ND LOAD ( PSF) = ••••••••••••• ./l-' l ••••••. S • • • • . Gt· So CONCENTRATED SERVICE SEIS. LOAD <KIPS)== ••• ~ r·.~>:" .1~. fl~.. i:z.:~ I CONCENTRATED SERVI.CE WIND LOAD <KIPS>=.:-;-. L ~ .. ~.~ :1~~ f-.1:\ •••• II DI ST. FROM BOT.· SUPPORT TO CONCENTRATED LOAD <KI PS) = •••••• I ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>=•••••••••• I GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>= a-:,..;;;;"!""--=-- 15 ECCENtRICITV OF VERT. SERVICE LOAD-'e' (IN.>=•••••••••••• 1~1 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)=..... q1~ I~ DIST. ABOVE -BOT. SUPPORT UNDER CONSIDERATION <FT.)=....... 0 ii DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• I c,,. ~ >'· .1 · 5 >< I <P ::: ~ q .1 '2-1 e, I •etc"') t"" c,) (3). ___ _ - \ \' I - Frojact, _ _.:;.D:..'A..a,V.;../ ?:;;.;O;;..l--l ....... _. ___ -+F~P.=-A1.11Ll""'z€;:;;, _,-1;.._ ___ _ ~1 _Pogs __ -J.. __ ShNt._.;..vJ_-__;1~4: ___ _ ltem __ __,e,;;..;;.LO_~ _____________ _ Das.____ Chk ____ _ fw .. __ _ Jab __ s_h_-_:?>;....1.:..-4>:;;;;:""=--- --------------------------------------------- CONCRETE WALL PANEL DESIGN-Using the SEAOC method JOB #86-37 DAVISION FERGUSON BUILDING F PANEL #2 INPUT: UNSUPPORTED PANEL HEIGHT-'Lu' <FT.>=•••••••••••••••••••••• 19.00 PANEL THICKNESS-'T' ( IN. > =.. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 6. 50 LENGTH OF WALL CONSIDERED-'B' <FT.>= •• ,................... 4. 50 SUPERIMPOSED VERTICAL SERVICE DL (KIPS)= •• , ••••••••••••••• 2.740 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)=•••••••••••••••••• 3.650 PARAPET HEIGHT (FT.)=..................................... O. 00 SEISMIC FACTOR-'ZICp'=••••••••~•••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF>= ••••••••••••••••••••••• , ••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD (KIPS)= ••••••••••••••••••• 2.200 CONCENTRATED SERVICE WIND LOAD <KIPS)= •••••••••••••••••••• 2.800 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• H>.00 ULT, COMPRESSIVE CONCRETE STRENGTH-'F 'c' (PSI)= •••••••••• 2000. 00 GRADE OF REINF. STEEL-'Fy' (KSI>= •••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' CIN.)= 4.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.)=............ 6. 75 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>=..... 9.720 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)=....... 3.00 DEPTH OF REVEAL OR DEPRESSION (IN:>=·••••••••••••••••••••• 0.00 RESULTS: CASE I: DL·t-LL MUe@ TOP OF WALL (FT-KIPS)= •••••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS>= ••••••••••••••••••••••••••• Ase REQ'D. @ TOP (SQ. IN.)=********************* MUe@ MID-HT. OF PANEL (FT-KIPS>= •••••• ~ •••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS)= ••••••••••••••••••••• Ase REQ'D. @ MID-HT. (SQ. IN.>=*********•******* PANEL DELTA@ SERVICE LOADS <IN.>= •••••••••••••••••••• CASE II: DL+LATERAL MUma:: CFT-KIPS) =.......................... 27. 93 (WIND Mrmax <FT-1<'.IPS) = •••••••••••••••••••••••••••••••••••••• Asma>: REQ' D. (SQ. IN.)*****************•******** PANEL DELTA @ SERVICE LOADS (IN.) ••••••••••••••••••••• 5.65 5.68 0.287 9.66 9.75 0.<)76 0.114 GOVS) tA-/ r1e(2.~ 31.76 ~ 1.646 >Jl/rp-~,; er, o.876 r~ MUx CFT-KIPS)= •••••••••••••••••••••••••••• 12.46 (SEIS GOVS> Mrx (FT-f<IPS)= •••••••••••••••••••. '.................... 12.55 As:: REQ' D. (SQ. IN.)=*************************** 0. 410 PANEL DELTA@ SERVICE LOADS CIN.>=•••••••••••••••••••• 0.684 MAX. ALLOW. PANEL DELTA -'Lu/100' CIN.>= ••••••••••••••••• 2.280 As for . 75Pb=***********************·•********************* 2. 598 ~ • / DOHUBE., INC. Structural Engineer Project·· OA\Jlb~t4 .:><.. ~g~~\)70/4 Page ?o Item ~I., ·dell ~ Sheet w-1~ Des. Chk. Appr. Date, Job ~b-~i~ CONCRETE.JfJALL PANEL DESIGN-Using the SEAOC method TITLE.: . ~1..,J ~ p-f P.1-\~l.... 1 (@.. t.. ri..)6-e:, '?1--f?'l f.{e;~_ INPUT: r I· UNSUPPORTED PANEL HEIGHT-' Lu' <FT. ) = •••••••••••••••••••••• & PANEL THICKNESS-'T' (IN.)••••••••••••••••••••••••••••••••• J II 11 ,, . LENGTH OF WALL· coNs 1 DERED-• ij, <FT • ., =-••••••••••••• ·~ • r ..... "' , . SUPERIMPOSED VERTICAL SERVICE DL <l<IPS) = •• t'Z:~.'f.~l.~~-1; ~i<..~~':I i.,_"'_i __ i--...__ : SUPERIMPOSED VERTICAL SERVICE LL (KIPS>= •• l':f.Lf;~lf-_\-+'.l?-~~1'fl1 ...._ .... .._:i.,..__ t::? ~PARAPET HEIGHT <FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• ~-~ 8 UNIT SERVICE WIND LOAD CPSF>=•••••••••••••••••••••••r••••• /1·S CONCENTRATED SERVICE SEIS. LOAD <KIPS>= •• ~.1.X.C:·~!<.7~S:; '!-.1: •••• ..,_·_r_e>_b_-i I CONCENTRATED SERVI.CE WI ND LOAD <KI PS> =. ·: 7 / :f ~~ >! 7-f ~ '. • • • • • • "Z · e> ti DIST. FROM BOT.· SUPPORT TO.CONCENTRATED LOAD <KIPS>=...... to I ULT. COMPRESS I VE CONCRETE STRENGTH-' F' c' <PSI > =. • • • • • • • • • '2.t>()P I GRADE OF REI NF. STEEL-'Fy' <KSI > =........................ ~o 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.)= __ .s __ IS ECCENfRICITV OF VERT. SERVICE LOAD-; e' <IN.>•............ tp, t~ lb,ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH-'B' (KIPS>=..... ~-~ J7/ DI ST. ABOVE -BOT. SUPPORT UNDER CONSIDERATION <FT. ) =. • • • • . • • "3. i:::> lSI DEPTH OF REVEAL OR DEPRESSION <IN.)=-••••••••••••••••••••• ~ C> I (P ~ 1 " 1-t;, :ic I G, ::: ~ ~ ~ ~ C"r) -. S&d. ,~~--~ C:., ~ts . . . . 1cfo,) L.I.\, (I) ~~W:nl - DOK.BE. NC. Slru:tllcl ~. Project OAl//'?O/--l !: /f!i&~zo,-.I _Pog. lem ~LD'e:r E: StlNt Des. Chk. Pflpr. Dea: Jcb CONCRETE WALL PANEL DESIGN-Usin9 the SEAOC method JOB #86-37 DAVISION ~ FERGUSON BUILDING F PANEL 7 INPUT: UNSUPPORTED PANEL HEIGHT-'Lu' (FT.)= •••••••• ,............. 19.00 PANEL THICKNESS-'T' ( IN. l =................................ 6. 50 LENGTH OF 'WALL CONS IDE RED-' B ' (FT. ) = .. -. • • • .. • • .. • • • .. • • • • • 3. 00 -. SUPERIMPOSED VERTICAL SERVICE DL· <KIPS)=,................. 7.:::!40 SUPERIMPOSED VERTICAL SERVICE LL . <KIPS>= ••••••••••• ,........ 7. 240 PARAPET HEIGHT (FT.>= ..................... , •••••••••••••••• 0.00 SEISMIC FACTOR-• ZICp. =................................... o. :::;oo UNIT SERV!CE WIND LOAD (PSFl=••••••••••••••••••••••••••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD (KIPS)= ••••••••••••••••••• 1.860 CONCENTRATED SERVICE WIND LOAD (KIPS)= •••••••••••••••••••• 2.800 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS)= •••••• 10.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F 'c' (PSI)= ••••••• , •• 2000. 00 GRADE OF REINF. STEEL-'Fy' (KSI)= •••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.)= 4.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.)=.:.......... 6.25 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (f<.IPS)=... •• 8.300 DIST. AE10VE BOT. SUPPORT UNDER CONSIDERATION (FT.>= ••••••• 3.00 DEPTH OF REVEAL OR DEPRESSION (IN.)=...................... 0.00 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS)= ••••••••••••••••••• , •••••• Mr @ TOP OF WALL (FT-KIPS>= ••••••••••••••••••.•••••••• Ase REQ'D. @ TOP (SQ. !N.l=********************* MUe@ MID-HT. OF PANEL (FT-KIPS>•., ••••••••••••••••••• Mre@ MlD-HT. OF PANEL <FT-KIPS)= •••••••••••••.••••••• Ase REQ 'D. @ MID-HT. (SQ. ,IN.)=***************** PANEL DELTA@ SERVICE LOADS <IN.>= ................... .. CASE,II: DL+LATERAL 11.69 11.77 0.624 17.13 17. 1:: o.558 0.868 MUmax (FT-KIPS>= •••••••••••••••••••••••••• 27.91 (WIND GOVSl- Mrmax (FT-KIPS>=...................................... :28. 08 Asmax REQ'D. (SQ. IN.>************************** J.,..si.!_4 PANEL DELTA@ SERVI~E LOADS (IN.> ••••••••••••••••••••• 1.139 MU:: <FT-KIPS)=............................ 12. 61 (WIND GOVS) Mrx (FT-KIPS)= •••••••••••••••••••••••••••••••••••••••• 12.71 Asx REQ' 0. (SQ. IN.)=*************************** O. 4::;9 PANEL DELTA@ SERVICE LOADS (IN.>= •••••••••••••••••••• 0.890 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.)• ••••••••••••••••• 2,280 As for .75Pb=****************************•**************** 1.732 ·~1 w-(f4 Sh-'!>l & \ ~ ·e 'i _.I- • \ / DOHUBE~ INC, Structural Engineer Project !2~\/1~0,J ~{2.~J20~ Page ~~ Item ~w'~ i:1 Sheet ~-(] Des. ChJt. Appr. Dates Job ~b-"3J &. C_ONCRETE ... WALL PANEL DESIGN-Using the SEAOC method I T / TLE:.. : f?1.,.17~ 6' INPUT: I· UNSUPF·ORTED PANEL HEIGHT-'Lu' <FT.)= •••••••••••••••••••••• & PANEL THICKNESS-'T' <IN.>••••••••••••••••••••••••••••••••• ' LENGTH OF WALL" CONSIDERED-• B' <FT •. >= ••••••••••••••••.•••••• . SUPERIMPOSED VERTICAL SERVICE DL <KIPS)= •• I ~~J'J·?.~ J:··.~ .... · SUPERIMPOSED VERTICAL SERVICE LL (KIPS)= •• !.C,.~.11'7.'!-l~·? ••••. Id! PARAPET HEIGHT (FT. ) =· ••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'=••••••••••••••~•••••••••••••••••••• 8 UNIT SERVICE WIND LOAD CPSF>= •••••••• ~•••••••••••••••••••• I I CONCENTRATED SERVICE SEIS. LOAD <KIPS)=.~'!.~~.~ X'~ ..... ________ 1 I CONCENTRATED SERVI.CE WIND.· LOAD <-KIPS)=. ;--;-i j·7 ;'-. ~~ 1, ••••••• II DIST. FROM BOT.· SUPPORT TO CONCENrRATED LOAD <KIPS>= •••••• I ULT. COMPRESSIVE CONCRETE STRENGTH-'F't' <PSI>=.......... ooo I GRADE OF RE INF. STEEL-'Fy' <KSI > = ••••••••••••••• ·••••••••• G::>0 ~DIST.FROM REINFr TO FACE OF COMPRESSION CONC.-'d' <IN.>= ---~--1 15 ECCENiRICITV OF VERT •. SERVICE LOAD-'e• C IN.>• •••••••••••• l~1ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 171 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>= ••••••• ll DEPTH OF REVEAL OR DEPRESSION <IN.>=•••••••••••••••••••••• ·1 ~,c:4~~=- . ~-----1 ''-<"') L1>. (1) tr1 . S&\S. F"'~"' ~ ,, ~ii . -~Ww:nt . - • Project_~oA ____ l/ ___ 1?_0_1-.J ___ ....... @:...._Ft--eP:i'-'-"s .. Y .. z .. e>_,-.1 _______ _ ~:?, _Page _____ _ ltem __ ......_e>_LD_'e:i_¢=,...._ __________ _ · v..1-I~. Sheet __ _,.....:-...:...- Des.____ Chk. ____ _ f\lpr: ___ _ Data: ___ _ ..lob __ S_b_-_'3 .... 1-=~=-- ' .. ( -· ,--- CONCRETE WALL PANEL DESIGN-Using the SEAOC method JOB #86-37 DAVISON ~, FERGUSO,N BUILDING G PANEL 12 INPUT: UNSUPPORTED PANEL HEIGHT-' Lu ' <FT. ) =. • • • • • • • • • • • • • • • • • • • • • l 9. 00 PANEL THICl<NESS-'T' <IN.)=................................ -5. 50 LENGTH OF WALL CONSIDERED-'B' <FT.>=...................... 4.50 SUPERIMPOSED VERTICAL SERVIC~ DL <KIPS)= •••••••••••••••••• 2.630 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)= ••••••••.••.•••••• 3.5C>Ci' PARAPET HEIGHT (FT.)= •••••••••••••••••••••••••••••••• I.... O. 00 SEISMIC FACTOR-'ZICp'=•••••••••••••••••••••••••••••••••••. 0.300 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD (i,.;IPSl= •••••••••••.••••••• 1.000 CONCENTRATED SERVICE WIND LOAD (KIPS)= .....•.•...•...•.... 2.200 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=...... 9.50 ULT. COMPRESS I VE CONCRETE STRENGTH-' F ' c ' (PSI l = •••••••••• :woo. 00 GRADE OF REIN~. STEEL-'Fy' (~SI)= •.•••••••••••.•••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' CIN.l= 3.50 ECCENTRICITY OF_VERT. SERVICE LOAD-1e 1 (IN.>=............ 5.50 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B'. <1-'.IPS>= ••••• 3.700 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)= •••••• , 3.00 DEPTH OF REVEAL OR DEPRESSION <IN.)= •••••••••••••••••• _.... 0.00 RESULTS: CASE I: DL+LL MUe@ T-OP OF WALL (FT-KIPS)=.......................... 4.41 mr @ fOP OF WALL CFT-KIPS> =........................... 4. 46 Ase REQ'D. @ TOP (SQ. IN.)=********************* 0.291 MUe@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• 8,37 Mre@ MID-HT. OF PANEL <FT-KIPS)=..................... 8.40 Ase REQ'D. @ MID-HT. (SQ. IN.l=***************** 0.293 PANEL DELTA@ SERVICE LOADS (IN.>= •••••••••••••••••••• 0.130 CASE II: DL+LATERAL MUmau CFT-KIPS)= •••••••••••••••••••••••••• 22.87 (WIND GOVS) Mrma>: (FT-KIPS)= •••••••••••••••.•••••••••••••••••••••• 23.98 Asmax REQ' D. (SQ. IN. l ************************** 1. 765 PANEL DELTA@ SERVICE LOADS CIN.l ••••••••••••••••••••• 1.851 MUx CFT-KIPSl= •••••••••••••••• : ••••••••••• 10.39 CWIND GOVS> Mrx <FT-KIPS>=........................................ 10. 46 A·sx REQ'D. (SQ. IN.>=*************************** 0.578 PANEL D~LTA@ SERVICE LOADS <IN.)= •••••••••••••••••••• 1.445 MAX. ALLOW. PANEL DELTA -'Lu/100' CIN.)= ••••••••••••••••• 2.280 As for .15Pb=*****l<*****************************':"**l<****** 2.020 ·-· •• • ...._. DOHUBE. INC. Strucl:I.XOI~ Project Pa:v, ~~,_. \Zrn.; vs ~i:1 Page -~ t item Rll INDATIQN DESIGN SOIi PRESSllRE=2500 PFS Sheet_,__ __ _ Des. __ _ Chk __ _ Appr. __ _ Date: __ _ lob&Ga-Jt& CONCRETE: 200J PSI REINFORCING GR.ADE 60 SOIL PRESSURE: 2500 PSF .. . · SQUARE FOOTING lHICKNESS REINFORCING ALLOWABLE LOAD FOOTING SIZE CCALCS) INCHES EACH WAY KIPS Mt\RK . 1'-fJ' ]2'' --5.3 1 1'-8'' . ]2" . --6.5 2 1'-10'' ]2'' --7.9 3 2'-fJ' 12'' 2 -#4 9,4 4 2'-'Z' 12" 2 -#4 ll 5 2'-lf' 12' 3 -#4 1~ 6 2'-f:J' 12" 3 -#4 1c; 7 2'-8" .12" 3 -#4 17 8 2'-lfJ~ 12" 3 -#4 19 9 3'-CJ' ]2" ' 3 --/14 ·21 10 ... , '2!' :) --l'Z'' . 3 -#4 24 11 3'-4" l'Z' 3 -f/4. 26 12 3'-6" ]2" 3 -#4 29 13 3'-8'' l'Z'· 4 -#4 32 14 3'-10'' 12" 4 -#4 35 ]5 4'-fJ' 14" 4 -f/4 -r, 16 4' -2" \ 14" 4 -#4 40 V 4'-4" llf~-4 -#4 44 18 4'-ff' 14" 4 -#4 IQ 19 4'-ff' 16" 4 -#4 so 20 4'-10'' 16" 4 -#4 54 21 ! . ••• .s; ! •• E ·i i 0 ... ·1 1 :2 ] z .9 -~ ~ :> ~ V I w § • .... _. DOHUBE, INC. Structl.rolEngreer Project ___________ _ ttem B)IINDAITQN DESIGN SOU PRES~ IRE= 2500PFS Des. __ _ (hk __ _ Appr. __ Dc.te: __ . Poge ~7 Sheet---..--- . -!® e&-7>7 CONCRETE: 20C0 PSI REINFORCING GRADE 60 SOIL PRESSURE: 2500 PSF · SQUARE FOOTING 11-tICKNESS REINFORCING ALLOWABLE LO~ FOOTING SIZE (CALCS) INCHES EACH WAY KIPS MARK 5'-[1' 16" 5 -#4 '51 '22 5'-2'' 16" 5 -#4 61 23 5'-4" 16" 6 -#4 65 24 5'-6" 18" 6 -#4 69 25 5'-8'' 18'' 6 -f/4 73 26 5'-1[1' 18" 7 -t;4 "Tl 27 6'-[1' 18'' 7 -#4 82 28 -, 2'' b-18'' 7 -#4 . '61 29 6'-4'' 18'' 8 -#4 91 30 6'-6" 2(1' 8 -#4 95 31 6'-~' 2f1' 8 -#4 100 3"2 6'-l(Y' -2rJ' 6 -~s 1(5 33 7'-fJ' 2rJ' 6 -;5 110 34 7'-2'' 'O' 6 --/5 114 35 7'-Lf' 22'' 6 -IE, 120 36 7'-6" 22'' 7 --f,.'5 l25 '37 7'-8'' 22'' 8 -ffj 131 38 7'-l!Y' 22'' 8 -15 137 39 8'-0'' 2Lf' 8 -ii-'5 141 40 8'-2'' 24" 8 -t,.S 147 41 8'-4" 2Lf' 8 --/5 153 42 -. ••• 12 g g .II:! i "ii'I ~ .D g i ~ a: .:t! _s; ] _s; ! •• .J i V 0 j ..., 1/1 ~ :2 ] .8 .9 -~ ~ ~ V I IJJ .§ • DOHUBE, INC. Structu"olEngneer ~oo ___________ _ item FOi !NDATTQN DESIGN SOIi PRESSURE= 2500PFS Des. __ _ Chk __ _ Appr. __ _ Dote: __ Page ~4-> Sheet~-a.-___,.......a- Job 8b-~1 CONCRETE: 200J PSI REINFORCING GRADE 60 SOIL PRESSURE: 2500 PSF · SQUARE FOOTING THICKNESS REINFORCING ALLOWABLE LOAD FOOTING SIZE (CALCS) INCHES EACH WAY KIPS MC\RK - 8'-6" 2'f' 8-;5 159 43 8'-'(/' 26" 9 -ft.'5 163 44 8'-10" 26" 9 -fF., 170 45 9'-C'J' 26" 10 -#5 176 46 9'-'Z' 26" 10 -f5 183 47 9' -"if' 26" 8-#6 189 . 48 9'-6" 2'i!' 8 -#6 1ql£ 49 9'-'(/' 28" 8 -#6 201 . 50 9'-10" 2'i!' 8 -#6 208 51 10'-fJ'" 28" 9-#6 215 52 10'-'Z' 3(1' 9 -#6 220 53 .10'-4" 30" g ..: #6 'Z2J -54 10'-6" ?,(J' 9 -#6 . 234 55 10'-8" ?,(J' 9 -#6 242 56 . 10'-lCY' . 3.1'. 10 -#6 250 :i7 11'-(Y' . '32." 10 -#6 254 58 11'-2" "52!' 10 -#6 262 59 11'-4" '32." 10-#6 270 ro ll'-6u 3Z' 11-#6 278 61 11 '-'(/' '32." 11-#6 286 62 11'-i0" 34" 11-#6 291 63 12'-CY' 34" 11 -#6 299 64 . . . ' . e 12 0 > g .!!:! ~ .2 0 C CJ) "iii "2 V :::, ] Q_ ~ a: ..:i .£ ] .£ ~ .a ·-a C -~ ::>-C a Q_ ~ a .... 0 c,) ..D v'I :::, E 11 ] .B .9 Vl C 0 :g "5 u 3 I \J.J ~ I-0 2 •• \ DOHUBE, INC. Structural Engineer Project Page Item Des. Chk. Item Appr. Dote: Structural Calculations for Davison & Ferguson Job No. 86-37 Prepared by Job No. ~ b-51 Index: Sheet Job Section Correction Replies......................... A Additional Wall Panel Calc.s .............. B Revised Lateral Design for Bldg. A Revised Lateral Design for Bldg. E C D r • 'A' SECTION 12 0 > .w g .!!! ~ .2 0 C. CJ)• 'vi ~ u ::, ] Q. ~ a: .:i. . !; -0 ~ .!; ~ ~ .2 0 C .Ql Vl :::,-C 0 Q. E 8 0 0 CS) .D t, ::, E ] > E ..9 Vl C ~ 0 "5 ~ 0 u I \JJ h! 0 z -I \_ Project Po::-1, ~rm 4 f-e IC~ l2l\ Item fl.Ahl CHY¥ DOHU8E, INC. Structural Engineer Page ____ _ Sheet Pc-I Des. :J $ Chk.___ Appr. __ _ Dote: IP--Z.J-&(p Job_._8'-"~=-·=-3]...L...-__ _ Go-rr. ~ ll:,S -~ roo~ r;te,~ v~n/rt .. oft~ ;f a' s 'rr.>D,e . .f '-\f,C:, '9\~~se 5~--4:.. foe\' p\~s. v:,'(f. ~no -SeQ... -roo~ pl'""~ 1 'POr-111~\ ,Q...\.o\)"'-+(t,Y\.$., U>'f'{" .\:\. ,~o-. Se..e ne.w 'hO"tt5 ~ Fl>U'T\At\.+,·i,,"\ PlM'\S, Co« . .l!r.'Z.,~t;... w~. ~o -not f'f'O\l;&-e.., co-.\us, ~i>'C'" rro~'(1g"to.r~ f-ro&.,u_~. ""D--~ ~~v..-t~ c..tv,:fe.\f' _w~\\ f>Y1>-1~~e.. Ther-r, o..\~d w~Tu "''~ ~~\"'~\;. Cor'f. ~ZA\ -See-rev;~~~ s~--t of p\~s . Corr~U I -10"\~v...~"'-c:~v-.v~I('" 1,µ:\\ \>Y"O'l\'&-e,. co..,\c..$, orr-.4 -SV\1)-p Ov-~w~~ W~T'h ~'t.~~\s. -s~_e. °"~°'che g___ cof-i,es of mt~'(·s. \ot1.& 1'"0-,.'o\-e~. Corf. "'°"2.~'1...-.:t,-re..-,._ '\\. \. of ~e Su.fy\.e.-1-'<'\.Q.f\\. '1 5 to..~ Cd,re. O~ Ulh~-ty-~e n s~~c.,u-..\ ,:I.l"l',f ed;t'Y"'' s~t.t,·~ rrr-,.. 'S~"\. ,; \. l.te.m~ ~ Z • ~1"o~ h ~5. O.'f e. O'r-.. A&~,~,· r,--r-6. \ N o1h o-r--<;~,-. S ~'\-.. V)'ff. ~ '2,b~ -5 e:e Y~'/~')<& ( V..f -d.t>.~ f\~s • Co-<f", ~U4-jhe. -S~e&\1-,.\<t, o-,-~"°· Sb is ~" the-FloVY d_;(.\.~h· ~e. 'SMe~\>,,\e... en--~~-~1'1.--\s ~'bv-f'-'t-Yoo~. (,c,(c.~'5'" -fA-7..,,'"'> o-w--. cl~to.~\ l'i,/S~°, ;s c..o.\\to,,_ DV\.7' @ 4',o'''rt..rr.a)(, Co,('('",...\\-'2-bb-~e.. ~~-M"\~-?\Orr-.S eo,", ~ l.,b"') -L,,, lD-1 -.. 1,, w ~o n+zo)e .,,_ l).A-0-rl~ s = h st.~4-'t\'·'n/).5'~,..-is-:. <o°J .. 3 '' '!> <C. 118 c 1.t..J A-= l,$"(~s-,"1~'(,'ZA-;/,tf)S"x1,ts-~ 2-6,0"1..<( 3~.3 (o;:,J ¼'toJ: ~ ,Dl'lS(,1A~( \"> J:> I~ ~ 3-0tJ n'f-C:. 4/5 { l>K.) - • Project Do..\) i :sen { f,e.'fl?)\J.~ID Item Aon Cbe.£.lc... DO-UBE, INC. Structural Engineer Des ..J.5 Chk.___ Appr. __ _ Dote: 10..-:z.1-e k> Page ____ _ Sheet fC-'Z. Job s,-s:) Co'fr-.. ~'2.7C· t..--H:/ -\1 ~ l~' w-:. el10 ... 1.o')-=2A-orlt S-= 15(.z.4'X_l'5J1/}Sl(),t.S'"~ 43,'2...11'J ~ 49.~"3 A,._ )S c1s -:11X·'?.4 )). OO)Sxl,1.-t; ,::: '2.0,4-11~ <:::: J2, 311 -'L l b"f-") :c~,01,S' (,°24}(\5)~\S" .::: J:51.,''t < "1-?>011'1- A " ~\ . ,•. T7I.) C (z,~) - S =-\ 1..(\-Z.,'L)/1 · 5x) ,t,~ ~ 18"'> ~~~l/l f\-:. ),s(_~-4),/.0")s-,o.tS= 30,)"-... -r P~nel 96 Parallel Chord NZSJZSv! Calculated total load defleaion is less than L/240 (125%) Roof Non-Snow Load Tables Allowable unifonn load f PLFJ TT 442 Double Top Chord, Double Bottom Chord, 2I00f M.S.R. Lumber 688 688 6,88 . l ' .:,v ' 560 568 572 e · TT 444 Double Top Chord, Double Bottom Chord, 2400f M.S.R. Lumber C -( J • Testing supports that TruTrus continuous, finger-Jointed to nd bottom chords wlll accommodate P.LF. loads given with Industry acce d safety factors. Do not refer to these tables unless continuous finger-Jointed cmn'CH----- are avallable. 2. Parallel Chords (Roof must be sloped minimum 1/4/12") 3. Manufacturing capability permits consistent camber at I½ times calculated dead load deflection. 4. Design flexibility readily accommodates concentrated and point loads. 5. Spans to 68' can be readily accommodated. Both tapered and duo-tapered configurations available. ContactyourTruTrus representative. 6. Maximum end reaction is 6,884 lbs. ..,.. International Conference of Building Officials RESEARCH REPORT Filing Category: FASTENERs-·steel Gusset Plates CONNECTOR PLATES FOR ROOF AND FLOOR TRUSSES AND OTHER TIMBER CONSTRUCTION ALPINE ENGINEERED PRODUCTS, INC. POST OFFICE BOX 2225 POMPANO BEACH, FLORIDA 33061 I. Subject: Connector Plates for Roof and Floor Trusses and Other Timber Construction. II. Description: A. General: (The truss connector plates are formed by die stamping A-446 Grade A galvanized steel conforming with U.B.C Standard No. 27-1.) The wood trusses are assembled in ajig and the teeth are pressed into the wood members with a power press constructed in accordance with the manufacturer's specifications. B. Alpine Truss Connectors: The Alpine plates are formed from No. 20 gauge steel and have two ¾-inch-long by .122-inch-wide concave teeth punched from a single hole. Each pair of teeth is I inch on center along the length of the plate and ¼ inch on center along the width. C. Viking Truss Connectors: The Viking plates arc formed from No. 20 gauge steel and have two ¾-inch-long by .140-inch-wide concave teeth punched from a single hole. Each pair of teeth is .90 inch on center along the length of the plate and across the width of the plate each pair of teeth alternates with .293 inch and .350 inch, forming groups of two pairs of teeth. Each group of two pairs is .643 inch on center across the width. Where the root of each tooth meets the flat plate, a tooth stiffening dimple is punched. D. Woodloc Truss Connectors: The Woodloc plates arc formed from No. 20 gauge steel and have six ¾-inch-long concave barbed teeth formed per hexagonal plug. Plugs formed arc spaced I inch on center along the length and I¾ inch across the width. A stiffening ripple pattern runs the length of the plate and ½-inch-diameter nail holes are perforated I inch on center along the length and 11/s inch on center across the width. E. Trulox Truss Connectors: The Trulox plates arc formed from No. 20 gauge steel and have .131-inch-diameter holes punched in alternating rows. The holes are 2 inches on center along the length of the plate and are . 7 inch on center along the width. The plates are fastened with T-shaped nails .113 inch in diameter by 11/s inches long, .125-inch square-shank nails 11/s inches long or with ring shank nails .131-inch in diameter by 11/s inches long. The number of nails installed is determined on the basis of the design loads to be transferred through the connector. F. Alpine 16 Gauge Truss Plates: The Alpine No. 16 gauge plates have two ½-inch-Jong by .140-inch-wide concave teeth punched from a single hole. Each pair of t~eth is 1-1 / 3 inch on center along the plate length. Across the plate width, each pair of teeth alternates between .170-and .300-inch widths, forming groups of two pairs of teeth. Each group is spaced . 750 inch on center across the width. This provides four teeth per square inch. The allowable loads and efficiency ratios arc indicated in Table No. I. Report No. 2949 December, 1983 G. Identification: The truss connector plates are identified by the trade name stamped thereon. Ill. Evidence Submitted: Load tests, plate details and computations are submitted showing compliance with U .B. C Standard No. 25-17. Findings IV. Findings: That the Connector Plates for Roof and Floor Trusses and Other Timber Construction are alternate types of timber connectors to those specified in the 1982 Uniform Building Code, subject to the following conditions: 1. The connectors are installed as set forth in this report. 2. Allowable loads and efficiency ratios for the Alpine, Viking, Woodloc and Alpine 16 gauge truss plates are as set forth in Table No. I. 3. The allowable loads for the Trulox truss plates loaded parallel to the length of the plate are 66 pounds per nail for the .113-inch-diameter nail and 68 pounds per nail for the .125-inch square-shank and .131- inch-diameter nail when installed in Douglas fir, larch or southern pine lumber. Nails within½ inch of the lumber side edge or end shall be neglected. 4. The allowable loads may be increased for duration of load in accordance with Section 2504 ( c) 4. !5. Connectors are installed in pairs on opposite faces of the members connected and are not installed at locations were knots occur. 6. Stresses at the net section of the steel plates are not in excess of the values permitted in Chapter 27 of the code. The maximum tensile load is determined by multiplying the efficiency ratio times the cross cross- 1ectional area of the plate times the steel design stress. 7. Where a one-hour f'are-resistive rating is required, see Research Reports Nos.1352 and 1632. 8. These values are recommended only when plans, truss designs and · dlculations are submitted to and accepted by the building official, showing compliance to the Uniform Building Code and specifying that fabrication inspection will be provided in accordance with Section 2510 (h). 9. This report establishes design values only and specific trusses must be Individually designed in accordance with recognized engineering principles. This report is subject to re-examination in two years. TABLE NO. I -ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF EFFECTIVE PLATE CONTACT AREA LUMBER SPECIES SPRUCE-PINE-FIR HEM-FIR SOUTHERN PINE DOUGLAS FIR-LARCH Direction of Load with Direction of Load with Direction of Load with Direction of Load with Respect to the Length Respect to the Length RD!lpect to the Length Respect to the Length TYPE OF of the Plate of the Plate of the Plate of the Plate PLATE 0° to 45° 46° to 90° 0° ID 45° 46° to 90° o• to-45° 46° to 90° o• to-45° 46°10 90° Alpine (net)1 156 94 190 150 205 150 205 150 Alpine (gross)2 135 79 163 124 178. 124 175 124 Viking2 --155 135 170 135 170 135 Woodloc3 --149 149 156 156 161 161 Alpine 16 gauge2 ----155 100 155 100 •The effective plate contact area is determined by neglecting the plate area within ½ inch of the wood end edge for the Alpine (net) plates. 2The effective plate contact area for the Alpine (gross), the Viking and the Alpine 16 gauge is the complete contact area. 'The effective plate contact area for the Woodloc is determined by neglecting the plate area within ¾ inch of the wood end edge. EFFICIENCY RATIO IN PERCENT Direction of Load with Respect to the Length of the Plate o• 90• 51 so 51 so 57 42 54. 38 63 42 ICBO research repons are issued solely to provide information to Class A members so the organization utilizing the code upon which the report is based. Research reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by /CBO, expressed or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Al6 - S I I r:G-i\ 01'1 5 :i;i g e .!!! ~ :> ~ Cll "iii i l a: t ] -~ (I) i "iii 2" -i .., ·O l t'i ~ -0 g .8 B Ill 8 a a s l ~ r ~ Project PAYl!2QN * fe%U5QN Item :)dA.LL f1.-1::::1e.LS DOHJ8E, INC. Strucnxat €tg)eer Oe$J5 (hk. ___ App-. __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method Page _____ _ Sheet ______ _ Job B(r.31 DAVISON & FERGUSON ••• #86-37 ••• TYP. WALL PANEL ••• REINF.@ 15' REVEAL INPUT.: UNSUPPORTED PANEL HEIGHT-'Lu'<FT.>=•••••••••••••••••••••• 19.50 PANEL THICKNESS-'T' < IN. l =................................ 6. 00 LENGTH OF WALL CONSIDERED-'B' <FT.)=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=•••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)=.................. O. 400 PARAPET HEIGHT (FT.> i==..................................... 1. 50 SEISMIC FACTOR-'ZICp'= •••••••••••••••••• : ••••••• : •••••••• 0.300 UNIT SERVICE WIND LOAD CPSF>=••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIB. LOAD (KIPS>• ••• ; ••••••••••.•••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>=: ••.•••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS>=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSil= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSil=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TD FACE OF COMPRESSION CONC.-'d' <IN.l= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.l=............ 0.10 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.>=••••••• 15.00 DEPTH OF REVEAL OR DEPRESSION <IN.>=•••••••••••••••••••••• 0.75 RESULTS: CASE II: DL+LATERAL ~= i~i:ii~~;i~~~~i~i~ii~~~~~:::::::i~li:;~;1· ;~~ MUx CFT-l<IPSl =............................ 1. 38 CSE IS GOVS) Mrx <FT-KIPS)=........................................ 1. 39 Jj . ~ Asx REQ' D. (SQ. IN.)=*************************** O. 062 ~I:-A'OP v 'l\4 l1"4~;i'1 PANEL DELTA@ SERVICE LOADS <IN.>=••••••••'.•••••••••7.7.1o.;!7r.!,-------t=:..:.::::._:...:.::..:::...:_...:.._,!_:.::;~- MAX. ALLOW. PANEL DELTA -'Lu/100' CIN.l= ••••••••••••••••• 2.340 As for .75Pb=********************************************* 0.513 (E_ '2-41>04-V'l'II x. e "'!.~Ae.. fo-.(£.. {J..-:. 4,,) 1:i 0 > 2 .!!! Cl} :5 ~ OI "iii ] ~ "8 a. 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LOAD <t<IPS)"'••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD (KIPS)"'•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <t<IPS>"'•..... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSl)"'••••••••••2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>"'•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.)"' 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.)=•••••••••••• 0.10 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>"'••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>"'••••••• 17.00 DEPTH OF REVEAL OR DEPRESSION CIN.>=•••••••••••••••••••••• 0.75 RESULTS: CASE II: DL+LAT£RAL·- Asmax REQ' MUx <FT-KIPS>=••••••••••••••~••••••••••••• 1.62 (SEIS GOVS) Mrx (FT-KIPS>= ....................................... : 1.63 lJc...: A"'....!,, ,fit,L x.Mll Asx REQ'D. (SQ. 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'"2.-7 CiD ) Fi : 'l.-,. l (2) ( W \~x'So) l: ~ ~ Ci[) P\;-. l 4-, 1 ) rv-,h·()e, Or;~! ..:see. et>-lc... ~r-.-+, AL ... 13 ----1- Page l:53> Sheet b L-I G Jobe <~-¥1 "-""& <St-or~-.6,-=-(.b9s1-,04e;"1) !"l. ~ ,G,\'' G \'2..,l(\1.x,b0S:: ,71,1\ lo0 l~-t 'S-rt,y~-t-::: ,c4S'\-xY2; ,54" <. i~x\""l)(_-,/TVS ==-,l'b11 ( ov) Chec.\L l:)h-)-s ,' --See.. cs~+-, AL-\3 { Al,..-\4- ·rne'(r\°be'< -G, t W) 8x5o") \Y\-= ) B ")_;, I k .. < WA,-:')-, L), t'Y\ea.~:+1 = / 63)(/.33,:: i-J b lk._ Loiu) IYw ""\oer--3 l \--J ?.. 4-)(<=;) 4) fY\ ,:: 4M '"" < l...l-\-= o/,~1 fr\CA~AL«~.:: 40lxLJ!i:: '54l"-( D 'F-,) DOHJBE, INC. 51:nxhxol~ Project D 6-v ,1 ';> ?:n ~c f ~. V-P_)½ ~ °"' Item V;i\ hi.~· f, -\..-i>.:\-t:co\ Des. j S Chk.___ Appr. __ _ -PLANE FRAME ANALYSIS ----------·----------- DAVISON & FERGUSON ..• #86-37 ... BLDG. A ..• FRAME LINE 'E' JOINT COORDINATES JOINT 1 2 3 4 5 6 JOINT RESTRAINTS X 0.000 19,750 0.000 19.750 0.000 19,750 1 FIXED 2 FIXED # OF EQUATIONS= ---------------------MEMBER IDENTIFICATION --------------------- # JT. JT. 1 1 3 2 2 4· 3 3 4 4 3 5 5 4 6 6 5 6 12 TYPE A A B C C D -------------MEMBER PROPERTIES AND LOADS ----------- y 0.000 0.000 14,000 14,000 26,000 26.000 Lx 0.000 0.000 19.750 0.000 0.000 19.750 MEMBER PROPERTIES IN INCH UNITS AND FRAME DIMENSIONS IN FEET E = 29000 SECTION NO, 1 2 3 MEMBER TYPE A I 1910 2700 BOO A 31.1 27.7 14.7 Lv 14.000 14.000 0.000 12.000 12.000 0.000 LENGTH= 14.000 Lx= 0,000 LY"' 14.000 SECTION NO. 1 I= 1910 A= 31,1 MC'MDC'O TVOC' D Page 54 Sheet I\ L-I \ Job e b -~:'.J ,, '.Q 0 > ~ .la ! 'ill l a: t i ,!; l (-i 0 0 .8 I "D 'g .8 .9 "' ~ "5 u ~ I ~ § ProJect De. ,_1; :':) 1"t):::: '41 ff V" ~H P:<\ Item B \ ~ ~ , f\ -k:t :e -Cit.\ Des. -.JS, Chk.___ Appr .. __ _ Dcte: ___ _ Page 15 S Sheet Al ,-1 > Job s1:,-u ---------------------------'----------- LFNGTH=a 19.750 Lx= UNIFORM LOADS: DL LL Xl .64 1 0 SECTION NO, 2 I= 2700 A= 27,7 FIXED-ENO FORCES: MOMENTS: DL LL REACTIONS: DL LL MEMBER TYPE C LENGTH= 12.000 SECTION NO, 1 LEFT -20,8l) -32.51 LEFT 6.32 9,88 Lx= I = 1910 A = 31. 1 MEMBER TYPED --------------LENGTH= 19.750 Lx= UNIFORM LOADS: DL LL X1 ,23 .33 0 SECTION NO, 3 I = 800 A .. 14,7 FIXED-END FORCES: MOMENTS: DL LL REACTIO~S: DL ' LL LOADINGS LOAD COMB. 1 2 JOINT DEAD LD. FACTOR 1 1 P<X> LOAD COMBINATION 1 3 21.80 4 o.oo 5 64.00 6 o.oo JOINT P<Xl LOAD COMBINATION 2 3 21.80 4 o.oo 5 64.00 6 o.oo LEFT -7.48 -10.73 LEFT 2,27 3,26 LIVE LO. FACTOR 0 1 P<Y> 6,40 4.50 2.30 12.20 P<Y> 16.40 '11.50 5.60 23.80 19,750 Ly= X2 19.75 RIGHT 20,80 3Z.51 RIGHT 6.32 9,88 0,000 Ly= 19.750 Ly= X2 19.75 RIGHT 7.48 10.73 RIGHT 2.27 3,26 MOMENT o.oo l),OO o.oo o.oo MOMENT o.oo o.oo ·0.00 ·o.oo 0.000 12.000 0.000 DOttJ8E, INC. (-Sln.ctu'olErg'leel Project o~~ \ ~ l:D::. ~ '!::.er;'-'-&~ Page 56 ltemBl~~i b. -l&.J;~~a. l Sheet f\I:\~ Des. ,~~ Chk. App(. ~:8-CZ.l -8£, Job f>b<31 --______ ...,,.. _ __,.. __ • DISPL/~1 :1:MENTS ---------:2 LOAD COMBINATION 1 g ,lT lC(--)) Y <DOWN> ROT. <CW> E 1 0.0000 0.0000 0.0000 .!/l 2 0.0000 0.0000 0.0000 ! 3 0.0450 -0.0007 0.0029 4 0.0448 0.0013 0.0027 5 0.0956 -0.0009 0.0036 6 0.0940 0.0018 0.0035 "i11 "2 LOAD COMBINATION 2 i JT. X <--» Y <DOWN> ROT. (CWl 1 0.0000 0.0000 0.0000 2 0.0000 0.0000 0.0000 2? 3 0.0451 -0.0003 0.0030 a: 4 0.0448 -0.0018 0.0026 t 5 0.0957 -0.0004 0.0037 6 0.0941 0.0025 0.0034 ] -------------.!i MC-Mi:ci:-i:;-FORCES CS) -------------i I JOINT AXIAL SHEAR MOMENT (-TYPE A MEMBER NO. 1 0 LOAD COMB. 1 j 1 44.291 42.022 -372.897 3 44.291 42.022 -215.417 LOAD COMB. 2 i· 1 17.846 40.754 -367.049 3 17.846 40.754 -203.500 '"O g MEMBER NO. 2 .8 LOAD COMB. 1 2 -86.873 43.778 -380.057 .B 4 -86.873 43.778 -232.830 1/1 LOAD COMB. :;! i 2 -118.596 45.046 -386.131 4 -118.596 45.046 -244.520 a 8 TYPE B MEMBER NO, 3 I LOAD COMB, 1 ~ 3 -10.684 -38.335 425.303 § 4 -10.684 -50.975 456.636 LOAD COMB. 2 3 -9.868 -28.460 398.648 4 -9,868 -60.850 483,282 TYF·E C MEMBER NO, 4 LOAD COMB. 1 3 12,356 30.907 -209.886 5 12.356 30.907 -160.996 LOAD COMB. 2 3 5.786 28.821 -195.148 5 5,786 28.821 -150.707 MEMBER NO. 5 I Ml\f'\ '"'""""'f'\ . ~ :g 0 > 8 .I!! ! 'iii "2 t a: ~ ~ ,!; ! 'iii (-t 0 j ~ '.Q g .E .9 LIi -~ 0 "5 V ~ I \I) ~ Projee;t D"'"v, ">ID> t Yi' ¥sltD Item B I 4 q , f\ -L-t(\ -e. '<l': \ Des. \~ !$ Chk.____ Appl'. ___ _ ~ ----cuHu-cona;--r-- 4 -31.398 6 -31.398 LOAD COMB. 2 4 -46.246 6 -46,246 TYF'E D MEMBER NO. 6 LOAD COMB, 1 5 -33.093 6 -33.093 LOAD COMB, 2 5 -35.179 6 -35,179 ---------REACTIONS --------- JT, X «--> LOAD COMB. 1 1 42,022 2 43,778 JT. X «--> LOAD COMB, 2 1 40. 754 2 45.046 33,093 33.093 35.179 35.179 -14,656 -19, 198 -11.386 -22.446 Y(UP) -44.291 86,873 Y<UP) -17.846 118. 596 -223.806 -173,312 -238.762 -183.383 160,996 173.312 150.707 183.383 MOM. (+CCW) 372.897 380.057 MOM. (+CCW> 367.049 386.131 Poge 5] Sheet AL-}4- Job ~ 6-31 • Project D"-vi ~2:f> $~ F-ev-{yt"s err-- Item l...A."TQ.-o..,\ -'G)R~,A Des. ~S Chk.___ P.ppr. __ _ +---------------------+ I STEEL COLUMN DESIGN I +---------------------+ DAVISON & FERGUSON ••• #86-37 ••• FRAME LINE 'E' COL. AXIS X y LENGTH= 14.00(Ft) EFFECTIVE LENGTH FACTORS1 Kx = 1.50 Ky= 1.00 SIDESWAY --NOT PREVENTED IN X NOT PREVENTED IN Y LOAD COMBINATION 1 AXIAL LOAD= MOMENTS1 TOP Mx MAX 245 0 0 0 119.000 KIPS My MAX 0 0 STEEL YIELD• 36 KSI CHECK W18X106 LOAD EQUATION COMB 1.6-lA 1.6-lB 1 1.1268 1.2119 BOTTOM 387 0 1.6-2 Pcge 5'.Q Sheet AL-1s Job B<;,-37 , :2 0 > 2 .I!! i 'ill -g ~ ~ a: t ] ,s; i (-I 0 ... ] J "O 'g _g ..9 1/1 8 ti "5 V s I ~ § DOHUBE, INC. Stn.ctu-al Erqleer Page S'j Sheet f\L-, rs :A Job eb-'2> J --------------------------------------- DAVISON & FERGUSON ••• #86-37 ••• BLDG. A ••• LINE 'E' FRAME BASE PLATE ANALYSIS •••• using Blodgett INPUT: Base Plate Length (in.>= Base Plate Width (in.)= Column Axial Load (kips)= Column Base Moment (ft.-kipsl= Number of Tension Anchor Bolts= Anchor Bolt Diameter (in.>= Distance Between Tension Anchor Bolts and the Center Line of Column <in.)• Depth of Column <in.>= Strength of Concrete, f'c(psi)= Allowable Bending Stress in Base Plate (ksi)= INTERMEDIATE RESULTS: Area of Tension Bolts (in.-sq.)= Modulous Ratio <n>= Length of Plate in Compression, Y (in.>= RESULTS: Tension Force in Each Bolt <Kips)= Bearing Stress in Concrete (ksil= Plate Thickness (in.>= Base Plate Length (in.>= Base Plate Width (in.)= Tension Anchor Bolts= 40 32 -45 373 3 2 14.5 18 2000 36 9.425 11.376 10.79335 56.243 .7164653 2.198 40 32 3 -2 in. diam. • '.'Q g e .la ! 'ill i i a: f i ,s;; ! 'iii • I 0 .... 0 _g ~ "O 'g _g g "' 8 '8 "5 u ~ I \JJ ~ Project Do..!{ <,&h Item Bl ~A, 1-\ .... J ' Fi r--'0, I hf> ~ \&3'€'£0..\ Des. -,,J) Chk. ___ _ App-, __ _ DAVISON & FERGUSON BASE PLATE ANALYSIS •••• using Blodgett INPUT: Base Plate Length (in.>= Base Plate Width (in.)m Column Axial Lead (kips>= Column Base Moment (ft.-kips)= Number cf Tension Anchor Belts= Anchor Belt Diameter (in.)a Distance Between Tension Anchor Belts and the Center Line cf Column Cin.>= Depth cf Column (in.)= Strength cf Concrete, f'c(psi)• Allowable Bending Stress in Base Plate (ksi)= INTERMEDIATE RESULTS: Area cf Tension Belts Cin.-sq.>= Mcdulcus Ratio Cn>= Length cf Plate in Compression, Y <in.>= RESULTS: Tension Force in Each Belt <Kips)= Bearing S.tress in Concrete Cksi)=- •Plate Thickness <in.>= Base Plate Length <in.)= Base Plate Width (in.>= Tension Anchor Belts= 40 32 119 397 2 2 14.5 19 2000 36 6.283 11.376 14.26468 47.56803 .9392267 2.691 40 32 Page . (aD Sheet I\L-ISB Job eib-;n - 2 -2 in. diam. -. -------.J ..... . -. -. . -. . . . DOHUB_E1 INC. : __ · · . : · : .. 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E 0 V 0 0 <:i) .D ~ ::i E 32 g <:i) .D .9 1/l C ~ "'5 V 8 I tJj 5 z • ·-----------~--·--· -·' DOHUSE, INC. Structural Engineer Page Sheet Chk. Appr. Date: Job STRUCTURAL CALCULATIONS FOR DAVISON & FERGUSO~ .-i t:. IO II (7..,1 I~ Carlsbad Oaks µ{If'; I 1 ITEM LOADS Carlsbad, California PREPARED FOR: CARLI ARCHITECTURE 2900 4th Ave . San Diego, CA 92103 PREPARED BY: DOHUBE, INC. · STRUCTURAL ENGINEERS Camino Real, Suite 208 Tustin, CA 92880 (714) 838-3088 ~ S.E. Y'>l- 8 ( -3) Date 9 ~.:, · <i""k INDEX TYPICAL ROOF FRAMING TYPICAL WALL PANELS TYPICAL LATERAL REQUIREMENTS TYPICAL COLUMN@ LINTEL FOUNDATION SCHEDULE PAGES 1 2 -4 5 -15 16 -18 19 32 0 > 0 C .!!l ~ .3 0 C CJ) .iii "O Ci) V ::, "O e Q_ ~ a: .:i. .£ "O ~ .£ ~ .3 0 C .Q1 -l/1 ::,.. C 0 Q_ E 8 0 .... 0 Ci) .D ...., l/1 ::, E 32 g Ci) .D .9 V1 C 0 :g "5 V 8 I . ~ b z • DOHU8E, INC. Structural Engineer Project _________________ _ Item __________________ _ Des. ___ _ Chk. ___ _ Appr. ___ _ Date: ___ _ INDEX CONT. ITEM Bldg. 'A' Roof Framing Floor Framing Wall Panels Lateral Columns & Foundations Bldg. 'B' Roof Framing Wall Panels Lateral Columns & Foundations Bldg. 'C' Roof Framing Lateral Colunms & Foundations Bldg. 'DI Roof Framing Wall Panels Lateral Columns & Foundations Bldg. 'EI Roof Framing Lateral Columns & Foundations Bldg. 'F' Roof Framing Lateral Columns & Foundations Bldg. 'G' Roof Framing Lateral Columns & Foundations Page _____ _ Sheet _____ _ Job ______ _ PAGES 23 28 29 -32 33 -42M 43 -68 69 -71 72 -74 75 -76 77 -82 83 -86 87 -89 90 -99 100 104 105 -108 109 -117 118 -124 125 -128 129 -133 134 -138 139 -143 144 -147 148 -153 154 -156 157 -159 160 -16S 166 -168 -Project Item Des. 32 0 > 0 C .!l! ~ ~ C O'l .ii'i -c, Cl) u ::, -c, e a. ~ a: .:i .£ -c, ~ .£ ~ .a 0 C O'l -"ii'i ::>-C 0 a. E 0 u 0 0 Cl) ..0 tl ::, E J2 g Cl) ..0 .8 l/1 C .g 0 -s 8 I ~ z DOHU8E, INC. Structural Engineer Page Sheet Chk. Appr. Date: Job INDEX CONT. ITEM PAGES Bldg. 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'2..4- SUF'ERIMF'OSED VERTICAL SERVICE LL <KIPS> =.1-'?11-9. •. • • • • • • • • • 1 ..,.._ __ _ ~ PARAPET HEIGHT (FT.>=•••••••••••••••••~•••••••••••••••••••~!--~--- SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• ~~·3~-- UNIT SERVICE WINO LOAD CPSF>~••••••••••••••••••••••••••••• ......,I_, ____ _ ~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• 11---6-~~- 0 CONCENTRATED SERVI~E WIND.LOAD <KIPS>=.;~ ••••••••••••••••• II DIST. FROM BOT. SUF·PORT TO CONCENTRATED. LOAD <KIPS>= •••••• 1--::----~- 1'2. ULT. COMPRESSIVE CONCRETE STRENGTH-'F' c' (PSI>= •••. • •••••• I! GRADE OF REINF. STEEL-'Fy' <KSI>= ••••••••••••••••••••• ~ •• I~ DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>••••••••••••• to ADD' L. 'PANEL WT. NOT CONSIDERED IN LENGTH • B' <KIPS>= ••••• J7 DI ST. ABOVE BOT. SUF'PORT UNDER CONSIDERATION (FT. ) =. . . . . . • a--.i~+----- OEPTH OF REVEAL OR.DEPRESSION (IN.>••••••••••••••••••••••• c,~ . ~ f6'\'tr l.t4 ft, tikl~ • f " • -~~W:nl - ~ > 2 .!!! ~ 1 'ill -g i ~ a: f j ,!; ! 'in -J 0 a _g ·i 12 -~ _g .9 "' ~ "5 s I ~ ~ • Project Do.vi son J; fu 0, \A~ltQ Item S,1-+?G,§, B, C,J;.J 'F, Ca H ~ DOHJ8E, INC. Strucn.rol Engnee,- Pd.M\~ Poge_....cb:::;__ __ Des. > \:; Chk. ___ _ Appr. ___ _ Dae: 2 -\Jt ~b Sheet WIA .Job~b-;,7 ··--· ---------- CONCRETE WALL PANEL DESIGN-Using the ~QC method DAVISON & FERGUUSON ••• #86-37 ••• TYP. SOLID PANEL <21') INPUT: UNSUPPORTED PANEL HEIGHT-'Lu' (FT.>~•••••••••••••••••••••• 19.50 PANEL THICKNESS-'T' CIN. >= •••••••••••••••••••••••••••••.••.. 6 100 LENGTH OF WALL CONSIDERED-'B'<FT.l=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS)=•••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL <KIPS>=•••••••••••••••••• 0.400 PARAPET HEIGHT (FT. l = •• , .... , •••• , , , ••••• , • , • • .. • • • • • • • • • • 1. 50 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD CKIPSl=••••••••••••••••••• 0,000 CONCENTRATED SERVICE WIND LOAD (KIPS>=•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS>=...... 0,00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSil= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' CIN.l= _.3~-~P~Q._ __ ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=............ 6. 50 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>= ••••••• 18.00 DEPTH OF REVEAL OR DEPRESSION <IN.)=•••••••••••••••••••••• 0.75 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL (FT-KIPS)=.......................... 0.55 Mr@ TOP OF WALL (FT-KIPS)=••••••••••••••••••••••••••• 0.55 Ase REQ'D.@ TOP (SQ. IN.l=********************* 0.042 MUe@ MID-HT. OF PANEL <FT-KIPS>•••••••••••••••••••••• 1,12 Mre@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• 1,12 Ase REQ' D. •i! MID-HT. (SQ. IN. l =***************** O. 054 PANEL DELTA@ SERVICE LOADS <IN.>• ••••••••••••••• ~ •••• 0.058 CASE II: DL+LATERAL MUm.x <FT-KIPS>=•••••••••••••••••••••••••• 2.06 <SEIS GOVS) ~ Mrmax (FT-KIPS) ........ ;............................... 2.07 4e... \ lg110/c,. Asm.x REQ'D. (SQ. IN.>*************************-*--,0~·~1~5~2~--------11----------PANEL_DELTA@ SERVICE LOADS (IN.) •••••••• : •••••••••••• 0.188 s cl=3 11 MUx <FT-KIPS)=•••••••••••••••••••••••••••• 0.98 <SEIS GOVS) Mr>< <FT-KIPS)=........................................ 0. 99 Asx REQ'D. (SQ. IN.l=*************************** 0.059 PANEL DELTA@ SERVICE LOADS (IN.l=•••••••••••••••••••• 0.091 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.>=••••••••••••••••• 2.340 As ior .75Pb=********************************************* 0.385 ~ ~ ~ .!I.! ! .iii ~ ~ ~ a: ~ j -~ ! 'iii ·e i 0 j I :2 g _g .9 Ill ~ "5 V 8 I ~ § DOHU6E. INC. Strucnxal Engineer Project D<A.Vlbl':!) ~ 'F-ef'j'"-So:n Item Bt c\"3S • h) kJ l;.l F:; ~ '. We,\) :Po.hi! \s Des. .J :$· Chk.____ Appr. ___ _ Dem, i-\'2..-'bb CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON, •• #86-37 ••• TYP. SOLID PANEL@ 18' REVEAL INPUT: Poge_J ____ _ 5heet__._W ..... , ..... B __ _ Job ~ C.-?:,:J UNSUPF·ORTED PANEL HEIGHT-' Lu' (FT. ) =, ••••••••• , , •••••••• , • 1 9. 50 PANEL THICKNESS-'T' <IN.>= •••• ,, •••• , ••••• ,., ••••••••• ,.,. _g_.,,QQ_ LENGTH OF WALL CONSIDERED-'B' <FT.>=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=•••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 0.400 PARAPET HEIGHT <FT.>= •• ,, •••••• ,., ••••• , •• , •••• ,,.,,,.•••• 1.50 SEISMIC FACTOR-'Z ICp' "'• •• , ••••••••••••••• , ••••••••••••• • • O. 300 UNIT SERVICE WIND LOAD (PSF>=••••••••••••••••••••••••••••• 18,70 CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• 0,000 CONCENTRATED SERVICE WIND LOAD <KIPS>= •••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS)=....... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSil= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSil=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.l= 2.25 ECCENTRICITY OF VERT. SERVICE LOAD-'e' ( IN. l = ••••••• ,.... O. 10 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= •• , •• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION CFT.l= ••••••• 18.00 DEPTH OF REVEAL OR DEPRESSION CIN.>••••••••••••••••••••••• 0.75 RESULTS: CASE I: DL+LL . MUe@ TOP OF WALL (FT-KIPS)=•••••••••••••••••••••••••• 0.01 Mr @ TOP OF WALL <FT-KIPS)"'• ••• , •••••••••••• ,,........ 0. 01 Ase REQ'D.@ TOP (SQ. IN.>=********************* 0.001 MUe@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• 1.33 Mre@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• 1.33 Ase REQ'O. @ MID-HT. (SQ. IN.>""'***************** 0.115 PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• 0.036 CASE II: DL+LATERAL -w,= ••• •• • • • • •••••• • ••• • • • ••• • .::. T-KIPS> = •• ,.. . .••••••••••••••• max REQ' n • • ... , "'**++••• .,.************ ,.. @ SERVICE LOADS (IN. l •••••••••••••••••••• ~, 2.24 0.256 ., 159 MUx <FT-KIPS>=•••••••••••••••••••••••••••• 1.07 <SEIS GOVS) Mrx (FT-KIPS>=........................................ 1.08 .i.-4 r,;;, f ,_ no/, Asx REC'D. CSQ. IN.l=*************************~*=*-~0"'"'.:".0:9=8-------+-~__,_,;-::::.;;;;...l...,;.O __ ,='"''-PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• 0.078 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.>=••••••••••••••••• 2.340 As for .75Pb=********************************************* 0.289 (_0\'.:..J ];:i 0 > ~ .!!! ! "ill ] i e? a: f ] _i; ! ·;;; :::,. C -i 0 0 .8 ~-"O g .8 g 1/1 i :i V s I ~ ~ - Item B\rl4tr j.s' Des._.a;... __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC methopj Poge---1.8...__ __ _ Sheet WIG Job e b-;D DAVISON & FERGUSON •• ,#86-37 ••• TYP. SOLID PANEL@ 3' HI REVEAL INPIIT , UNSUPPORTED PANEL HEIGHT-'Lu' (FT.)=•••••••••••••••••••••• 19,50 PANEL THICKNESS-'T' (IN.>= ••••• ,.......................... 6.00 LENGTH OF WALL CONSIDERED-'B' <FT.)=.. • • • • • • • • • • • • • • • • • •. • • 1. 00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>=•••••••••••••••••• 0.240 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 0.400 PARAPET HEIGHT (FT.>= •••••••••••••• ;,...................... 1.50 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF)• ••••••••••••••••••••••••••••• 18,70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>=••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD (KIPS>=•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= ••••••••• ,2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=........................ 60.00 DfST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN,)= 2.25 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=............ 0.10 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)= ••••• 0,000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>=.,..... 3.00 DEPTH OF REVEAL OR DEPRESSION <IN,>~...................... 0.75 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS>= •••••••••••••••••••••••••• Mr Ii! TOP OF WALL (FT-KIPS>= •••••• , ••••• , ••••••• , •••••• Ase REQ'D, @ TOP (SQ. IN.)=********************* MUe@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS)= ••••••••••••••••••••• Ase REQ' D. 1r, MID-HT. (SQ. IN. l =***************** PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• 0.01 0.01 0.001 1.33 1.33 0.115 0,036 Slz •••••••••••••• ,........... 2.24 <SE!S 6EIVST Mrmax <FT-KIPS>•........ • •• ,,_._ .............. ,.............. 2. 24 Asmax REQ' • ttr.>°T**** ********* 0.256 ~ SERVICE LOADS <IN,l ••••••••••••••••••••• MUx (FT-l<IPSl =............................ 1. 48 <SEIS GOVS) I Mrx <FT-KIPS>=........................................ 1.48 ,\\. I b 11J1t., Asx REC'D. (SQ. IN.>•***************************-•~)a..,.;:=_ _______ -t--,---'--"--------PANEL DELTA <i! SERVICE LOADS <IN. l = ••••• ; ••••• ;: • • • • • • • O. 123 ( Q \(..) MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.l= ••••••••••••••••• 2.340 As for .75Pb=********************************************* 0.289 (a (J DOHUBE., INC. Structural Engineer ' Project P"-"' ')v-r---1 \?-H~» ~ ~ Page _,_3 ____ _ Item W "\ \ 'PO(r\~ \s ! l;,!46iyi B; c, f, F, G, H Sheet...,.( J_z.... ____ _ Des.JJ Chk. Appr. · Datez~:-\\-<o~ Job ib-;q CONCRETE.~ALL PANEL DESIGN-Using the SEAOC method INPUT: I· UNSUPF'ORTED PANEL HEIGHT-'Ll.l' <FT.)=. L ~,$;.2.; •••••••••••• •.• Z PANEL THICKNESS-'T' <IN.>=••••••••••••••••••••••••••••••••!~~~- LENGTf\ OF WALL' CONSIDERED-'B' (FT.>= •• 1,'¥:t }(•.'rJ •1.~~~ • ••••••• SUPERIMPOSED VERTICAL SERVICE DL (KIF'S) ~;\-Fsj1'K¾Qf~ t-{ ••• • • • • ....._:....,.....,,,,.,..__ SUF'ERI~F·OSEO VERTICAL SERVICE LL <KIPS) JZ..f.5Vl~ 1l1/~ •••••••I 1--,1,_.;..,,.._ ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZIC~'=•••••••••••••••••••••••••••••••••••--~-- UNIT SERVICE WIND LOAD (PSF>~••••••••••••••••••••••••••••• ...._~ ........ - ~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• 1-~;;;..,..,- 0 CONCENTRATED SERV I,CE WI ND LOAD <KI PS>=. ;-;-•. • • • • • • • • • • • • • • • • t--~-- 11 DI ST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KI PS) =. • • • • • ..,_~""""!'"'- 12. ULT. COMPRESSIVE CONCRETE STRENGTH-'F' c'. <PSI>= •••••••••• 1--....Gl,\i:~- I! GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• --~~-I~ DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>•••••••••••••--~--- ~ ADD'L. 'PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• ---- 17 DIST. ABOVE BOT.· SUPPORT UNDER CONSIDERATION (FT.)= ••••••• 1-.......i-- DEPTH OF REVEAL OR DEPRESSION (IN.>~••••••••••••••••••••••--~:.......- @)-b:-1,1.S--~4,~5~ t b-l,?.S-',10"' 4 . . ·-----. 'cl'C14) Lt.\ (1) :g g E .I!! ! "iii ~ ~ i cc f i ,s;; Q) i "iii .. __ J 0 ci _g I "O g _g .9 "' ~ "5 u ~ I ~ § - Project Q<a V) ?Ph ~ fiiC~\!-$0::0 Item Blb,e:is, Bi k:) :EJ f1 lzJ1 D0HU8E. INC. Structlxol Engnea- Des. ~$ Chk..___ Appr .. __ _ ,CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON~ FERGUSON ••• #86-37 ••• TYP. FLUSH PILASTER INPUT : Poge_ ... l __ o _____ _ Sheet.__._W __ 'L="-.A..,___ ~ @;<:::.-?D UNSUPPORTED PANEL HEIGHT-'Lu' CFT,>=•••••••••••••••••••••• 17.50 PANEL THICKNESS-'T' CIN. >= •• ,.,, ••• ,,,.,., ••••• ,,., ••• ,... 6 100 LENGTH OF WALL CONSIDERED-'B''CFT.l==,••••••••••••••••••••• 3.~5 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>=•••••••••••••••••• 12.040 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 10.320 PARAPET HEIGHT (FT. l = •••••••••••••••••••••••••••••••••••• , 3. 50 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD CPSFl=••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD (KIPS>"'•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSI>• •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSil=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.l= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.)=............ 6.50 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.>=••••••• 14.00 DEPTH OF REVEAL OR DEPRESSION (IN.)••••••••••••••••••••••• 0.75 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL (FT-KIPS)c•••••••••••••••••••••••••• Mr.@ TOP OF WALL <FT-KIPS>•••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SQ. IN.l=******************** MUe 1~ MID-HT. OF PANEL (FT-KIPS)= ••••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Ase RED'D.@ MID-HT. CSD. IN.l=***************** PANEL DELTA@ SERVICE LOADS (IN.>••••••••••••••••••••• CASE II: 0DL+LATERAL MUmax <FT-KIPS>=•••••••••••••••••••••••••• 11.52 <SEIS Mrma,: (FT-KIPS)=., •••• , ••••••• , •••••• , ••••• , •••••• , ••• Asmax RED'D. (SO. IN,l************************** PANEL DELTA@ SERVICE LOADS (IN,l ••••••••••••••••••••• MUx <FT-KIPS>= •••••••••••• ,, ••••• , ••••• ,.. 12.23 <SEIS Mrx CFT-KIPSl = •••• ,, •••••••• , ••••••••••••••••••••••••• Asx REO'D. <SQ. IN.l=*************************** PANEL DELTA@ SERVICE LOADS (IN.l••••••••••••••••••••• MAX. ALLOW. PANEL DELTA -'Lu/100' CIN.l= ••••••••••••••••• As -for • 75Pb=********************************************* 18.63 18.67 C 20.36 20.44 1. 161 0.965 GOVSl 11,58 0.508 1,490 GOVS> 12.33 0.564 1.297 2.100 1.668 (-r . DOHUBE., INC. ·I Structural Engineer. ' Project Oq..yf :,pp { ttffY-">ID> Page ..,,_ .... l\ __ _ Item We \1 'Pel-1'et:s-; Blile,s. B 1c.,~2f 1 &,:M Sheet W3 ---------Des. ~S Chk. Appr. . Date: 8-1 l-5b Job e<s-2:1 CONCRETE.~ALL PANEL DESIGN-Using the SEAOC method .... // T / T LE.. : ..;i...i..~~~~~:..,_~.;;;:::;:...l,,~D.;..r-____ ....._t.=~_::'.~/-/=;-··. _ __:__, INF'UT : )4'J f5, b1 J I· UNS_UPPORTED PANEL HEIGHT-'L1.t' <FT.)= ••••••••••••••••••••• •· l...l.-'--'-- z PANEL THICKNESS-'T' <IN.>•••••••••••••••••••••••••••••a•••i---~-- LENGTH OF WALL. CONS I OERED-' B' <FT. > = .• ..•...... r • • • i" • • • • • • • . ------ SUPER IMF'OSED VERT !CAL SERVICE DL <l<IF"S) =J~~~.X. '2:°.'\ \~,~. • • • • • • • '2., 8.3 SUPERIMF·OSED VERTICAL SERVICE LL <KIPS> =?1 f"•~~~'.-ll..W~' •• · ••••• , ...,_ ... ·.......,1-~- ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICa'=••••••••••••••••••••••••••••••••••• ~~-- UNIT SERVICE WIND LOAD (PSF> ~-••••••••••••••••.•••••••••••• ~ CONCENTRATED SERVI CE SE IS. LOAD (KI PS) = •. • • • • • • • • • • • • • • • • • • .,._ ___ _ 0 CONCENTRATED SERVI~E WIND LOAD CKIPS)=.:~••••••••••••••••• .....,.......,........,_ ti DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=••••••~~-- 12 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>=•••••••••• 1-....... ;:;;..,,.._ 13 GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• ..... -'!-im....,.,.,.,_ I~ DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>••••••••••••• 11--.-- io ADD' L. "PANEL WT. NOT CONSIDERED IN LENGTH ~ B' <KIPS>= ••••• r, DIST •. ABOVE SOT. SUF'PORT UNDER CONSIDERATION (FT.)= ••••••• DEPTH OF REVEAL OR DEPRESSION (IN.)c•••••••••••••••••••••• ,oi\-1~-~x:;)( ;.c; 'x. \S','-' -~ '"" ''" ~ ~o7~x9'~ \~ = r;.~7 \.....::1/ •f. .... -,:--~----....... n1"<"'1-\t,:lf~><-\0),1 'x. lS.l.1-::. ), ~----· ~ ~ -~ WT. Cl~) (.J) ___ _ "PD1.,L'r) C."5 lt.\ (1) tr) . ~ f6'bt' ~ ft, 'wti • t > D ~)~W:n\ -Project ~\f,7e=,_c"f ~~ DOHU8E. INC. Structu-al&gneer- 'f?wn~\s Item B~}};. ic~l;~F~~(4)7)\\ Des. ..) $ Chk.____ Appr. ___ _ 0ote: B -\ J,; 't-6 CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• 886-37 ••• TYP. 4' PIER ADJACENT OPEN'G INPUT : Poge_f:....""L __ _ Sheet W 3::A, Jot:> B (,,-~:J UNSUPPORTED PANEL HEIGHT-'Lu'<FT.>=•••••••••••••••••••••• 19.50 PANEL THICKNESS-'T' <IN.>=................................ 6. 00 LENGTH OF WALL CONSIDERED-'B'<FT.>=•••••••••••••••••••••• 4.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=••••••••••••••••••' 2.930 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 4.720 PARAPET HEIGHT <FT.)2 ..................................... 1.50 SEISMIC FACTOR-'ZICp'• •••• •••••••••• ••• ••••••. •••••. •• •• • 0.300 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• 0.660 CONCENTRATED SERVICE WIND LOAD (KIPS>=•••••••••••••••••••• 1,420 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <t(IPS>=...... 12.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.)= -~4~-~o~o __ _ ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>= ••••••••• ·••• 6.50 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 5.270 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>=••••••• 15.00 DEPTH OF REVEAL OR DEPRESSION (IN.) a,...................... O. 75 RESULTS: CASE I: DL+LL M~e@ TOP OF WALL <FT-KIPS>'"'•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>•••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SQ. IN.>=********************* MUe@ MID-HT. OF PANEL <FT-KIPS>'"••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Ase REO' D. @ MID-HT. (SQ. IN. l =***************** PANEL DELTA@ SERVICE LOADS <IN.>"'•••••••••••••••••••• CASE II: DL+LATERAL 6.49 6.51 0.374 10.68 10.69 0.309 0.162 MUmax <FT-KIPS)=•••••••••••••••••••••••••• 17.81 <WIND GOVS> Mrmax <FT-KIPS>••••••••••••••••••••••••••••••••••••••• 17.97 'Z.--j\:-5+'2.-~'\- Asmax REQ'D. <SQ. IN.l************************~--l..!.s.;Z:SZ..'--------1-----;_ __ _ PANEL DELTA @ SERVICE LOADS (IN.),.................... 2.082 1::-A. ?AC.C MU:< <FT-KIPS>=............................ 13.34 <WIND GOVS> Mrx <FT-KIPS>=........................................ 13. 44 Asx REQ'D. <SQ. IN.>=*************************** 0.655 PANEL DELTA (i SERVICE LOADS (IN.·)'"•................... 1. 907 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.>=••••••••••••••••• 2.340 As for .75Pb=********************************************* 2.052 DOHUBE., INC. Structural Engineer Project D¢x\/ ,$i]'(',. k F-er%lk'.>9:fv Item Wa. \ \ f>o..{'1-e.\5 ~ 1;>14$ · er Ci R,1 FJC:a}b Des. J..s Chk. Appr. ___ Date: ~-1\ -~b Page ......... 1 ,..3 __ _ Sheet_W ___ 4-____ _ Job ?, b-i:31 CONCRETE.~ALL PANEL DESIGN-Using the SEA0C method TITLE:..: _______________ _ INPUT: ' -!--.-.CT;•~ ---'V \ 0•-;a . . ! l, c;' I· UNSUPPORTED PANEL HEIGHT-'Lu' <FT.>=••••••••••••••••••••••·~~-- Z, F'ANEL THICl<NESS-, T' (IN.)= ••••••••••••••••••••• I •••• I I I I I, I 1--~-- LENGTH OF WALL. CONS I DE RED-' B' (FT. > = •• -.•••••••••••••••••••. ------- SUF'ER IMPOSED VERT I CAL SERVI CE DL (KI PS>=.·~ l'Z;x;Z;0;<..l ~,.lo ••••••••. ........,4-,,,..•1 .... · ..,..\ '<-~- . SUPERIMPOSED VERTICAL SERVICE LL O(IPS) =: ;l~';'2_0t.\~ .• lo ••••••••• , ...._7 __ , __ 12>..!.4'_'-_ " PARAPET HEIGHT (FT. ) =. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • \. 5 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• , 3 8 UNIT SERVICE WIND LOAD (PSF>~••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• 10 CONCE~TRATED SERVI~E WIND LOAD CKIPS>=.;7 ••••••••••••••••• II DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• ~ULT.COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>= •••• ~ ••••• 13 GRADE OF RE INF. STEEL-,·Fy' (KSI > = ••••••••••••••••• · ••••••• 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.> ~ ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=•••••••••••• b ADD'L. "PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• J7 DI ST. ABOVE BOT. SUF'PORT UNDER CONS I 0ERAT I ON (FT. ) = ••••••• ~ DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• -.01~x.3,1s-'< 15'.bx. .. ~.,._-,(..~\'-' @-\o,'S'l\"-x?.-~:: lb,'2..1.1'-. ----r:--)~' . _;0151'.,c.!!£".>< :\~~ \.tl--1.Y---------· -- 2,-'"""· . ·1 'l("') LI.\. (I) C.-,) . S&.~ ~6'b1° ~ ~. W~ii . ·~tJW:n\ . , 4-1.- - :g 0 > 2 .IQ ! "i11 -g ~ i a: ~ ~ .s: i -J 0 j ~ -0 'g .8 .9 Ill i :5 V ~ I ~ § - Project Da.v { :, Op ~ :f:Sf@i¼ Srto Item i:a)½f • :B., C.3 £) fJ 1-sp ~ _\cle\) Des.-~ $ Chk.,____ App-,, ___ _ 'P1m1 \s: Dcte· 8-\'2-R,> b CONCRETE WALL PANEL DESIGN-Using the SEAOC method Poge_.._t 4'_,__ __ Sheet W+A DAVISON & FERGUSON ••• #86-37 ••• TYP. 4' JAMB@ CANTILEVERED LINTEL INPUT: UNSUPPORTED PANEL HEIGHT-'Lu'<FT.>=•••••••••••••••••••••• 19.50 PANEL THICKNESS-'T' < IN. l =................................ ..-s.,..Q.Q_ LENGTH OF WALL CONSIDERED-'B' <FT.>=••••••••••••••••••••••~ SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=•••••••••••••••••• 4.710 SUPERIMPOSED VERTICAL SERVICE LL CKIPSl=•••••••••••••••••• 7.840 PARAPET HEIGHT CFT. >= ••••••••••••••••••••••••••••••• ;..... 1.50 SEISMIC FACTOR-'ZICp'a••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD CPSF>=•••••••••••••••••••••~••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD CKIF·S> = •••••••• , •••••••• ,. O. 660 CONCENTRATED SERVICE WIND LOAD <KIPS>=•••••••••••••••••••• 1,420 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• 12.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSil= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=........................ 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN. l= ••••••••••• , 6.50 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 16.260 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION CFT.l= ••••••• 15.00 DEPTH OF REVEAL OR DEPRESSION CIN.l••••••••••••••••••••••• 0.75 RESULTS: CASE I: DL+LL . MUe@ TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D.@ TOP CSQ. IN.l=********************* MUe@ MID-HT. OF PANEL <FT-KIPSla ••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPSt• ••••••••••••••••••••• Ase REC'D.@ MID-HT. CSQ. IN.>=***************** PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• CASE II: DL+LATERAL 10.79 10.86 0.641 22.76 22.81 1.162 0.850 MUmax <FT-KIPS>=•••••••••••••••••••••••••• 23.71 <WIND GOVS> Mrmax (FT-KIPS)= ••••••••••••••••••••••••••••• •••• •• ••• 23. 72 s-~s EA. "'2A,CE, Asmax REQ'D. <SO. IN.l*********************~*~*~*~*~*c....~1~·~3~4~9-------+-------''--PANEL DELTA@ SERVICE LOADS CIN.) ••• : ••••••••••••••••• 2.014 MUx (FT-KIPS>=•••••••••••••••••••••••••••• 19.46 <WIND GOVS) Mrx !FT-KIPS>=, •••••••• ,.............................. 19.56 Asx REQ'D. (SQ. IN.>=*************************** 0.981 PANEL DELTA@ SERVICE LOADS <IN.l= ••••••••••••• , •••••• 1.845 MAX. ALLOW. PANEL DELTA -'Lt.1/100' <IN.>=................. 2.340 As for .75Pb=********************************************* 2.052 - OOHUSE, INC. Structural Engineer Project ~\l,::>Q:o ~ fey~usan Item t,..lq.,\\ Paro11-ls Des. ..j 5 Chk.___ Appr. __ _ TiP. 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Structural Engineer Project 'Q.Q,V \ ~ei-. \ZFrtd" USO~ ttem FOi INDAIIQN DESIGN SOIi PRE~l!RE~2500 PFS Poge 'LO Sheet ,M-0--1 I Des. __ _ Chk. __ _ Appr. __ _ Dote: __ _ Job O Gi • .J ' CONCRETE: 2000 PSI REINFORCING GRADE 60 SOIL PRESSURE: 2500 PSF · SQUARE FOOTING 11-IICKNESS REINFORCING ALLOWABLE LOAD FOOTING SIZE CCALCS) INCHES EACH WAY KIPS MARK 1'-6" ]211 --5.3 1 1' -'({' 12" ---6,5 2 l'-10'' 12" ---7.9 3 '2'-[1' 12'' 2 -#4 9,4 4 2' -'2:' 12" 2 -#4 11 5 2'-lf' 12" 3 -#4 17, . 6 2'-6" 12" 3 -#4 1c; 7 2' -8" -12" 3 -f/4 V 8 2'-lrJ' 12" 3 -#4 19 9 3'-0'' 12" 3 -'#4 21 10 3'-2" 12'' 3 -#4 24 11 3'-4" 12" 3 -#4. 26 12 3'-6" 12" 3 -114 29. 13 3'-8" 12" 4 -#4 32 14 3'-10'' 12" 4 -#4 35 15 4'-rJ' 14" 4 -f/4 ?ii 16 4'-2" 14" 4 -#4 40 17 4'-4" 14··1 4 -f/4 44 18 4'-6" 14" 4 -#4 lfl 19 4'-~' 16" 4 -#4 50 20 4'-10'' 16" 4 -il4 54 21 . -- ] ,s; ~ 2 g --~ i 8 0 ... g .D ti! ::i E "O g .s .9 j ~ u I w V ~ DOHUBE, INC. -Structural Engineer Project _____________ _ Item R)!JNDATTQN 'DESIGN SOT! PRESSURE= 2500PFS Page '1..) Des. __ _ Chk. __ _ Appr. __ _ Date: __ _ Sheet Ao-c'/=-... 'i...,. Job 6h-7>1 ' CONCRETE: 200J PSI REINFORCING GRADE 60 SOIL PRESSURE: 2500 PSF · SQUARE FOOTING THICKNESS REINFORCING ALLOWABLE LOAD FOOTING SIZE (CALCS) INCHES EACH WAY KIPS ML\RK 5'-[J' 16" 5 -#4 rs! 22 5'-2" 16" 5 -#4 61 23 5'-4" 16" 6 -#4 65 24 5' -fl' 18" 6 -#4 69 25 5'-8'' 18'' G -#4 73 26 5'-1[1' 18" 7 -#4 71 27 6'-0'' 18" 7 -#4 82 28 6'-2" 18'' 7 -#4 87 29 6'-4" 18'' 8 -tf4 91 30 G'-6" 20'' 8 -#4 95 31 6'-f!J' 20'' 8 -#4 100 32 6'-1[1' 2rJ' 6 -~5 lCE · 33 7'-'J' 2(1' 6 -ff5 110 34 7'-2" 22" G -'/5 114 35 7'-1.f' 22!' 6 -#5 ]20 36 7'-6" 22" 7 -fr.'5 125 37 7'-8" 22!' 8 -#5 131 38 7'-10'' 22!' 8 -#5 137 39 8'-0" 24" .8 -fi.'5 141. 40 8'-2" 24" 8 -#5 147 41 8'-4(1 24" 8 --1£, 153 lQ . . - :g g 0 C .ID ~ ~ C 0\ 'vi ~ g u :, l ~ a: .::t! .£ ] .£ ~ .a g -~ :> -C ~ 0 u 0 ... 1 ti :, E :g g ~ B Ill -~ ~ ~ 0 V I \JJ V ~ ·- DOHUBE, INC. Structural Engineer Project _____________ _ Item FOIINDAIJQN DESIGN SOIi PRESSURE= 2500PFS Poge_-"-'J..'.:=-')..-__ Sheet A B -c.r--3 ' Des. __ _ Chk. __ _ Appr. __ _ Dote: __ _ CONCRETE: 2000 PST REINFORCING GRADE 60 SOIL PRESSURE: 2500 PSF . · SQUARE FOOTING ll-lICKNESS REINFORCING ALLOWABLE LO.AD FOOTING SIZE (CALCS) . INCHES EACH WAY KIPS MARK . 8' -6" 24" 8 -#5 159 43 8'-8" 26" 9 -#5 163 44 8'-10'' 26" 9 -#5 VO 45 9' -a' 26" 10 -#5 176 46 9'-2" ·26" 10 -#5 183 47 9'-i.t' 26" 8 -#6 189 48 9' -6" 2'cf' 8 -#6 194 49 9'-'cf' 28" 8 -#6 201 50 9'-10"' 2'cf' 8 -#6 208-51 10'-0'' 28" 9 -#6 215 52 10'-2" 3[1' 9 -#6 220 53 10'-4" 30'' 9 -#6 227 54 10'-6" 30'' 9 -#6 . 234 55 10'-8" 30" 9·_ #6 242 56 10'-10'' 3[1' 10 -#6 250 57 11'-0'' -:!2." 10 -#6 254 58 11'-2" -s2.'' 10 -#6 262 59 11'-4" -:!2." 10 -#6 270 60 111-611 · 32" 11 -#6 278 61 11'-8" "52" 11-#6 286 62 ll'-10" 34" 11 -#6 291 63 12'-0'' 34" 11 -#6 299 64 - 1::i 'o > ...., g .!!l ~ ~ C C)) 'iii ~ V :, ] a. ~ cc .:s: .s;; j .s;; ! 0 _(_ . & Ill ::> C 8. --·· -... 8 V 0 .... 0 ~ ~ :, E 32 . ---··-------. --g _g .9 ~ :8 0 a 3 I ~ ~ - DOHJSE, NC. <>o~ l)o,)(JSO~ t:f~:f, Item .Bu::Gt. A __ _ __., O'z, Des. Js -Chk. . . . -. . Appr. . . --Dote: 8-! '.;) -8h . . U) . I u ~.· ~. -; c<) ~ ' .. s:O --~ c-i ~- 'V ~-Bl} fs, Page ?,.::> Sheet AR-( Job 8b-.'.3] :s, I t ,:: .;.,g I ····---·-· -·- - - \ .. - Project DA. V I So ~ Item ~LY} z1 ~ Des. __ Chk. __ ~4 \S .--(;; DOHUBE, INC. Structural Engineer Appr. Date: __ Page :l...4- Sheet ·-A Q. -'l. Job cg.(o -'-7 1 L ~ ?:?<e I (., (J "?. w i. ~1-s 'I 2 'f ... i, ~ (} [/J ~ z tp,, "L t1 <p_, ~/ID,~ .Sn ... c{Jf L-·'5 '@ "' z s 1-i -:i;. ... 7ot/ D 2 i& 0 'K i .. <t 3 ~ -Z f () if l -c Jd/ Zf > 6 o~ c. 91 5'7 0 (J G ... /7/rt. /l~ f11 1 ') &to~ 91/~ 'Ii -Z, DlrL C,z/7~ - - \ • DOHUBE, INC. Structural Engineer Project D (J-U \) U ~ Item G~ VL r (J. f <S"'~(J s ~ v\ Des. __ Chk. __ Appr. __ Date: __ Page 2~ Sheet /d -~ Job 'zS{;, .--; 7 floov-~~~'"") '.Q @ ] [1'4~ .L P~ IL':> S,J -! -r-t_P _____ _ ! ~.pl q,':, l W ~ ]tJt 1 SI-/ ~ ::, l f1\c...,. \ l. ~ ~ 1 /t) + '170'(~ 5", ti{. -/1.7, ,, a: Vl C 0 ~ ,~ f, P~ V ,I, r-------.J /) ~ t-1 ,-{J(b I C )lf y, } o .. f 1r ~ rz.. °1-;-i.5 {A)-z Cf:Jl, ) t.J-~~ :5 ~ H c. n. o ~ ~ 7, S , l, s J.,,..,. ?r 17 t ... \ 5t.f ~ Lf ) 7 7. --r- ~ MG ~/Z,9 t< 71S t' 7,rKv ... 9} \ ~ llJ, () ~-,. > . 2 / 3 8,7/2,& ~o/.3 Hi~ !Ji!..1)' .1JJo z.. 21 ~ ~ 1-1<4'"' !57. e 5!l ,_ C 2A5 (J. ;7,0f-r .Cr3!.1<-7,5--Zf, I AtJ--;75- - - ',, - .9 V1 g 0 3 3 I ~ b z DOHUBE, INC. Structural Engineer Project O I? V l SU vt -~~ n;tU > o I...( Item (? l. vZ if YJ Des. __ Chk. __ Appr. __ Date: __ Page 4)n Sheet/£ ' 4: Job tG-37 f -7 \ 1, 9' / f I ~- r w -c q3>L I lp&\ fo . 't. 11, c, ~ i, r) f' ... er,-' ;><, iJJ 7,._,_ 1 s-o. c.p ) 7 5j 1-, ~~-\,SLhb1~2-?;l3 ::! 3'3g A-=-1.s-Cti..-m;t,H)/. 2.06 = b~ I = , o l L<;L, u. )C 1 ~ ~ I s-::: 1-o s-s- AbL/· , b/?.Sld ":>.,t)2.) 1/,1-e,~-==, if' -- :Q a > g .!!! ~ .3 0 C .Ql V1 c) ~ u ::, c) e Q. ~ a: _:,: .£ c) ~ .£ ~ ~ C ! CJ) -"iii ::::>-C 0 Q. E 0 u 0 0 ~ ..D ~ ::, E 32 g ~ ..D .9 V1 C .Q 0 :5 u 0 V I ~ 5 z - DOHUBE, INC. Structural Engineer Project O Q V [ s \) H -'fen ,u-5 0""" Item {?Ut? r): {.l · Des. __ _ Chk. __ _ Appr. __ _ Date: __ _ Poge rl-7 SheetA }'2-£ Job ?,. (,,_) 7 • 32 0 > g .!!l ~ .a 0 C en ·;;; "O (I) u :::, "O e a. ~ a: .Y _!:; "O ~ _!:; ~ .a 0 C en ' ·;;; -:>-C 0 a. E 8 0 0 (I) .D ~ :::, E 12 g (I) .D .9 Vl C 0 :s :5 u 0 V I \J) V b z •• DOHUBE, INC. Structural Engineer P -t DAV\~~~ f-fs f2 "?:u-S.0""1 roJec ~--------+,tJ-1------- ltem J'.l.:,t._v.:,# ~ Page ZS Sheet A !2-6 Des. __ _ Chk. __ _ Appr. __ _ Date: __ _ Job ____ _ L-':>q' . . . . ~CL=-'0) 'LS" ( ,'1-~ 1f. 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Item ~ \!bL \Z\.., Des. __ _ Chk. __ _ f-lDdV1 Je1s7 L-z 'Z.$1 r: 4So Appr. __ _ Date: __ _ L 1. \ ~ \.))-=-(ts+-scv ~~ 2-6 <1-, s r 1f vJ ~ 1-0 s .. 11...,-r--l. \er. ""L ~ -i. <t,5<1 Page .30 Sheet A ~\2 -~ Job <B~-3 7 f;i ~ 51 · f41 It.. Q_ /<t'1 '--c:-3 S O -;;//1.. 'f. ~I) c+s"o --· 2}~'-x~h >zA-ov-f C. o'SO 3~'.xrw·' I br;o ~ ~ g @)"l,'l.''c-;., ,Q'l1n----=--------------------~::..'.__'._:..::__:::._- ~ ~10M ~ 0 Q_ E 8 0 12 a > 0 C .\!! ~ .3 0 C CJ) ·m -0 (I) V ::, -0 e Cl. ~ cc ..:c .£; -0 ~ .£; ~ .3 0 C CJ) -·m :::>-C 0 Cl. E 8 0 0 (I) ..0 ~ ::, E 12 ] (I) ..0 .9 Vl C 0 ~ :5 V a V I \l) V b z • Des. __ Chk. __ ~o~ (\ '0,cr-nv-t.) DOHUBE, INC. Structural Engineer Appr. __ Date: __ t.-"'--1.~ .. \ I;; C ? & ~ Page JI Shee~fA -'2 f.., ·3- Job ?6-J J A~ -Z.o ~ \ l ., 1 S-"" --z. S ~ L '-.... 7 3, <y, /;J t. / tf !°/ fL ; o ~ W JQ.-l,, c l! It !s-o/ hJ ~ 1 s-J 7 f rt <u · c-1, y s-l t., r-) ( 6 7-_. 3 s' 7° )<. /, UJ 'IC--Zo "\ .. ;L(a lJ. C _QI Cf) u 0 7;;7, 7) r 0 ~ . . @ L-=-lb' W"'\'2.,s(4e+T1)== \:5(/\ rn~ ¼,c1.shXI\,\~::: 5d'~ s,, 7.,s-{16-4x,-~i.')o by~-:,~°) fS-4-l..:-\\1 1/'J .. ?.4-,~(4i+7))= ~.~7 1<t, 'fn~ ,b(.~.~1:)(.\\ ')'-= 4-S ,)'- ..:t ~ 1.is-L10--f)(?-,~1Y"i~o:: ~,-114 L~ l 4' w ::.S( ~"'" ~o"') +JU't>:: J4o ''7\ · ·r> ::.·\ (, 1l\Y \ 4 ~'l,.::. ( ':l 11 L. L-=-11lS{10-'1:(,..,~)d ~)?,-t'S ~ ?-£rk • • • .\!! ~ B Project Da.v~~tro st, f-err~\A~ rm,. DOHU8E, INC. Structural Engineer Item BLl:'.2b J?.s. -fY'l 'f:'32), :fn m ~ {)_~ Des. .., J,;;;, Chk. _ ___,__ Appr. __ _ -~ ~rb-i)· L-=-P-1 'v-J .... 8( ~'SD)-t I i,n,. ! ./ 3 t'Y\ ~ 2-\ ''C. .J: = 41o"+ ] ::> §_ Poge OJ.... Sheet A -2f .., 4-- Job S'--:~J ~1---~~-------=--:-------------------ti-----~ ~~~ 1f~~~~ ~ ~ 1 'l..' ,I, 4' .. 'L ] t \\,,' 1' .£; ~--'JC) b ,1:, t) j C Ol -~(~~ 0 ! 0 L-.,. 2 s-' w .,,_ t 7.. s-C 4e..i.-10).: I, 48 '('0. -;. ll b 1 ',_ .I_::: 5~8 1; ,1°'! Wl?.x i~ ---- -------------------------------1----· . -,~-\~.... .,,,_f • --·---------·-7 --· ( ___ .. DOHUBE1 INC. ] Structural Engineer .Project Qq,yi>_M :£ f~·r'G\A~~ Page --P--~---- Item 13\ &~, f,-. w:\\ &neh Sheet A Wj Des. ~ $;i Chk. Appr • ___ Date: 8 -I:)_"' e b Job b (9 --:,7 CONGRETE.JIJALL PANEL DESIGN-Using the SEAOC method INPUT: I· UNSUPF'ORTED PANEL HEIGHT-' Lu' (FT. ) = •••••••••••••••••••••• , ._'22_.,...S_. __ 1 ·eo .. ·s Z PANEL THICKNESS-'T' (IN.>=•••••••••••••••••••••••••••••••••a--~~- LENG7tl OF WALL'CONSIDERED-'B' (FT.)= •••••••••••••••••••••• ·----- SUPER IMPOSED VERT I CAL SERVI CE DL O< IPS > = ~ Q~) •••••••••••••. 11--.;.;;' 2.;;.,7:...3..,___ SUPERIMPOSED VERTICAL SERVICE LL (KIPS) =~/u~") •••••••••••• a--.... ,1,...1...,D __ ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-' Z I Cp ' = •••••• ~ ••••• ! , / ................... . 8 UN IT SERVI CE WI ND LOAD ( PSF > = ~~·'Jt ?,~·. -1/ .?;-• • • • • • • • • • • • • • • • • • • 1--,,1_,,J,,J,,.""'--'-~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• .__-e-____ _ 10 CONCENTRATED SERVI.CE WI ND LOAD (KI PS> =. ;--;-••••••••••••••••• II DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD· (KIPS)= •••••• ---- 1'2, ULT. COMPRESS I VE CONCRETE STRENG TH-' F' c ' (PSI > = ••• _. • • • • • • .,____.......;;..._ I! GRADE OF REINF. STEEL-'Fy' <KSI>= •••••••••••••••••••••••• ---~~- 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.>=•••••••••••• __ ......,._ ~ ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• n DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• ~ DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• .. ----·--... ··------ . . . . . .. . --' tv.. (1) (3), _.._7"-2' .. ·•·-. • • I . . ; . n .':,.... '\\i Jl, ~ I ''-""., ~ '~/ nv/ \ & e?,; -,1$ ~ ")..S -e-:.., \ t,) . &-~ F""t.r ~ t, W~\i • r • , ~~W:nl .!!! DOHUBE. INC. Slnxtu'al Erg'leeI Project Pai Y 1\ l'tn 4 ff Y<J <4 $ ITn Item ~lt}io, A-We-\\ f«ne,1$ . J ' Des. ~ S Chk.___ App,. __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• #86-37 ••• TYP. SOLID PANEL••• '"~¥1\ INPUT: Page ,S4-- Sheet Ald -\-8 Job '8G;,-'3J UNSUPPORTED PANEL HEIGHT-'Lu'<FT.>=•••••••••••••••••••••• 25.00 PANEL THICKNESS-'T' <IN,>= •••••• ; •••••••••••••••• ,........ ~ LENGTH OF WALL CONSIDERED-'B' (FT.>=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=•••••••••••••••••• 0.273 SUPERIMPOSED VERTICAL SERVICE LL <KIPS>••••••••••••••••••• 0.390 PARAPET HEIGHT <FT.>=••••••••••••••••••••••••••••••••••••• 1.00 SEISMIC FACTOR-'ZICp'= ••••••••••••••••••••••••••••• , • • • • • 0,300 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD (KIPS>=••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>=•••••••••••••••••••• 0,000 DIST, FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=•••••• 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c:' <PSI>== •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• 60,00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>= ~,25 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=............ 6,75 AOO'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)= ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>= ••••••• 19.00 DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• 0.75 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SQ. IN,>=********************* MUe@ MID-HT. OF PANEL (FT-KIPS)=••••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Ase REO'D,@ MID-HT, (SQ. IN.>=***************** PANEL DELTA@ SERVICE LOADS <IN,)= •••••••••••••••••••• CASE II: DL+LATERAL 0,59 0.59 0.041 1.91 1.91 0.103 0.101 MUmax <FT-KIPS>=•••••••••••••••••••••••••• 3.80 <SEIS GOVS> Mrmax <FT-KIPS>= ..................... •••,• ...... • .... • 3.81 ~Sa;, l'l ~0,, 1 • Asmax REQ'D. (SQ. IN.l********************=*~*~*z*z*.....;C~•-~~~-8~6._ ______ +--'-=-=-~.;;:...J __ =----PANEL DELTA@ SERVICE LOADS (IN.> ••••••••••••••••••••• 2.584 @ ~ MUx <FT-KIPS)z•••••••••••••••••••••••••••• 3,08 (SEIS GOVS) Mrx <FT-KIPS>=........................................ 3. 09 Asx REQ'D. (SQ. IN.)=*************************** 0.219 PANEL DELTA@ SERVICE LOADS (IN.)=•••••••••••••••••••• 2.395 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.>= ••••••••••••••••• 3.000 As for .75Pb=********************************************* 0.417 - ,:j g 2 .Ill ~ l 'iii i l a: i ] ,!; ! 'iii ::,. -I 0 a .s I ~ .s .9 Ill 8 '8 "S u 8 I ~ ~ • Project 0<& v )1 bro * fe ~ \f, s 12::h Item 'e>) d ~· A. -W1y\) @n~ \"'5' Des. :,JS Chk.____ Aw----- CONCRETE WALL PANEL DESIGN-Usin~ the SEAOC method Poge 35 StieetAW-JB Job 8 f., G1 DAVISON & FERGUSON ••• TYP. SOLID PANEL Iii 19' REVEAL,,, 81¾• /\ INPUT: UNSUPPORTED PANEL HEIGHT-'Lu'(FT.>=•••••••••••••••••••••• 25.00 PANEL THICKNESS-'T' CIN.>••••••••••••••••••••••••••••••••• 6.50 LENGTH OF WALL CONSIDERED-'B'(FT.)=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=•••••••••••••••••• 0.273 SUPERIMPOSED VERTICAL SERVICE LL <KIPS)•, .• , •••••• ,......... 0.390 PARAPET HEIGHT (FT.)=.••.,................................ 1.00 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF>• •• : •••••••••••••••••••••••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD <KIPS)=•••••••••••••••.•••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>=•••••••••••••••••••• 0.000 DIST. FROM BOT, SUPPORT TO CONCENTRATED LOAD <KIPS>• •• .'... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSil• •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSil=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.l= . 4.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.l=•••••••••••• 0.10 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>• ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.l= ••••••• 19.00 DEPTH OF REVEAL OR DEPRESSION <IN.l•...................... 0,75 RESULTS: MUe Ill Mre Iii CASE II: DL+LATERAL MUmax <FT-KI S -·••••••••••••••••••••••••• 3.30 S GOVS> Mrmax AsmaxI~~~:o:·(sQ: 0 iN:i**************************~2 ANEL DELTA Iii SERVICE LOADS <IN.>••••••••••••••••••••• 1.791 MUx <FT-KIPS>=•••••••••••••••••••••••••••• 2.55 <SEIS GOVS) Mr>: <FT-KIPS>=•••••••••••••••••••••••••••••••••••••••• 2.56 -\\4,-;;;,no''o,.., Asx REQ'D. (SQ. IN.>•************************~*~*~*.;._~0~,~1~1~2c----------1-~~~---,:_---~--PANEL DELTA Ill SERVICE LOADS ( IN. l "'• ••••••••••••••• ,... 1. 660 1"'. .I C @ ...L.l"i'S ;ll e. ntl.,l 'MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.l• ••••••••••••••••• 3,000 As for .75Pb•********************************************* o.577 @ HV~J. \ - Chk. ___ _ Appr. ___ _ CONCRETE WALL PANEL DESIGN-Using th~ SEAOC method Poge 3(, Sheet f,i½)-1 C Job e,f.-31 DAVISON & FERGUSON ••• #86-37 ••• TYP. SOLID PANEL@ 3' REVEAL,., Bl~.A INPUT 1 UNSUPPORTED PANEL HEIGHT-'Lu'<FT.)=•••••••••••••••••••••• 25.00 PANEL THICKNESS-'T' < IN. l =.... • • • • • • • • • • • • • • • • • • • • • • • • • • • • ..J?.,_§Q_ LENGTH OF WALL CONSIDERED-'B'(FT.l=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS)=•••••••••••••••••• 0.273 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)z•••••••••••••••••• 0.390 PARAPET HEIGHT <FT.)=•.................................... 1. 00 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF>=••••••••••••••••••••••••••••• 19.50 CONCENTRATED.SERVICE SEIS. LOAD (KIPS)=••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS>=•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPF'ORT TO CONCENTRATED LOAD <KIPS)=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>=· 2.50 ECCENTRICITY OF VERT. SERVICE LOAD-• e' ( IN. l =............ O. 10 ADD'L. PANEL WT, NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••••• 0,000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>=....... 3.00 DEPTH OF REVEAL OR DEPRESSION <IN.l=•••••••••••••••••••••• 0.75 RESULTS1 CASE I: DL+LL MUe@ TOP OF WALL CFT-KIPS>••••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SQ. IN.l=********************* MUe@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Ase REQ'D.@ MID-HT. (SQ. IN.>=***************** PANEL DELTA@ SERVICE LOADS (IN.)=•••••••••••••••••••• CASE II: DL+LATERAL MUmax <FT-KIPS>=•••••••••••••••••••••••••• 3.73 <SEIS Mrmax <FT-KIPS)= ••••••••••••••••••••••••••••••••••.••• Asmax REQ'D. (SQ. IN.>************************** PANEL DELTA@ SERVICE LOADS CIN.) ••••••••••••••••••••• 0.01 0.01 0.001 2.50 2.51 0.235 0.071 GOVS) 3.73 0.44!5 2.421 MUx <FT-KIPS>=•••••••••••••••••••••••••••• 2.52 (SEIS GOVS> Mrx CFT-KIPS>=........................................ 2.53 *-s Asx REQ'D. (SQ. IN.l=************************·~*-*-*-~0_.~2~5~1,--------;--------~-PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• 1,613 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.)=••••••••••••••••• 3.000 As for .75Pb=********************************************* o.321 ) . (_-~-· DOHUBE., INC. Structural ·zngineer Project P!}Y>.2in ~ f~-''b)A>ih>i Page ___ 31 _____ _ Item I)I & ,,3 . e, -l,yt,.. \ \ · Pacng\;, Sheet A W-'t.- Des. ~s Chk. Appr. ___ Date: e>-Fl:I,b Job Sb-3J C0NCRETE.~ALL PANEL DESIGN-Using the SEA0C method INF·UT : I· UNSUPF·0RTED PANEL HEIGHT-' Ll.l' C FT. > = •••••••••••••••••••••• : 1--.....-- z PANEL THICKNESS-'T' <IN.>=••••••••••••••••••••••••••••••••J~~~-LENG'tll OF WALL' CONS I DE RED-' B' (FT. ) =. l; ~~ ;\:". ~ ·~;<~fr¼-••••••••• ' ...... .......: ........ - SUPERIMPOSED VERTICAL SERVICE DL <~::IPS> =~*)ti.;3?')(-i._,.f\. ••••••. 1--.....;;-;.-- SU.PERIMF·0SED VERTICAL SERVICE LL O<IPS) =.tJ-~i).(.~).l.'i"l.;.>...... • • 3 c & PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 8 UNIT SERVICE WIND LOAD (PSF)~••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• lO CONCENTRATED SERVI~E WIND LOAD <KIPS>=.=~••••••••••••••••• II DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• ~ULT.COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>= ••••••• ~ •• 1$ GRADE OF REINF. STEEL-'Fy' <KSI>= ••••••••••••••••• · ••••••• ~~-- 14 DIST. FROM REINF. TO FACE OF COMPRESSION C0NC.-'d' (IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' CIN.>= •••••••••••• ---- lb ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH ~B' (KIPS>= ••••• 11 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)= ••••••• . ~ DEPTH OF R~VEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• . ---·-··--·-.. ------- (_3) ___ _ I • . I ·\· ~-. . . ,J;-. C,) . St.~ F..c.t•" ~ ft, W~ii . ' . . ["" (1) ~)tJW:n\ (\\)\Jc • "ti g ~ .!:!! ! "ii'I "2 i ~ er ~ j -~ i "iii 2" -i 0 0 .8 I '.2 g .8 .9 Ill i "5 V s I I.II !a:! ~ - DOHU6E, INC. Structu"al Engneer :« z:~: :: fu7~,t;:;: Des. , \ 5 Chk.____ Appr. ___ _ ,... CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON,,,#86-~7.,,BLDG A,,,FLUSH PILASTER INPUT: Page 3B Sheet A 1,J -1.-A Job B<o-31 UNSUPPORTED PANEL HEIGHT-'Lu'(FT.l=•••••••••••••••••••••• 23.00 PANEL THICKNESS-'T' <IN.>=................................ 6.50 LENGTH OF WALL CONSIDERED-'B' <FT.>=...................... 3.42 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>= ••••••••• ; •••••••• 12.000 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)=•••••••••••••••••• 10.300 PARAPET HEIGHT <FT.)=..................................... 3.00 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD CPSF>=••••••••••••••••••••••••••~ •• 19.50 CONCENTRATED SERVICE SEIS. LOAD (KIPSl•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS)=•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD mIPSl=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSil= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSil=........................ 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>= 4.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.)=•••••••••••• 6.75 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)= ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION CFT.l= ••••••• 19.00 DEPTH OF REVEAL OR DEPRESSION <IN.)=•••••••••••••••••••••• 0.75 RESULTS: CASE I: DL+LL MUe Ii! TOP OF WALL <FT-KIPS>=.......................... 19.(!:0 Mr@ TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• 19,49 Ase REQ'D. © TOP <SQ. IN.>=********************* 1.072 MUe 1l! MID-HT. OF PANEL <FT-KIPS>=..................... 27.37 Mre@ MID-HT. OF PANEL (FT-KIPS)= ••••••••••••••••••••• 27.38 t::' _-:1!:.5 t:::A. rnaf(_ .. Ase REC'D.@ MID-HT. (SQ. IN.l=***************** 1.413 J I-171 PANEL DELTA Ii! SERVICE LOADS (IN.l= ••••••••••••• ;~.~.~.~.~.~.-f1~.:i,1n9~-------f-----~----=-· CASE II: DL+LATERAL MUmax <FT-KIPS>= ••••••••••••• : •••••••••••• 18.42 <SEIS Mrmax <FT-KIPS)= •••••••••••••••••••••••••.•••••••••••• Asmax REQ'D. <SQ. IN.>************************** PANEL DELTA,@ SERVICE LOADS <IN.) ••••••••••••••••••••• GOVS) 18.50 0.830 2.289 MUx <FT-KIPS)= •••••• ; ••••••••••••••••••••• 17.33 <SEIS GOVS) Mrx <FT-KIPS)=........................................ 17.33 Asx REQ'D, (SQ. IN.l=*************************** 0.751 PANEL DELTA •l! SERVICE LOADS <IN. l=.................... 1,875 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.l= ••••••••••••••••• 2.760 As for .75Pb=********************************************* 1.974 DOHUBE., INC, Structural ·zngineer Project Do. v\ ~:m ~ f:tV"'t½f, h::::: Item fta)>ic. A-Wo-.. \) 'B,m~\s Dea.~> Chk_. __ Appr. ___ Date:-ei-1,-?Hi Page _3"l ______ _ Sheet P)W-3. Job ·esa-)1 C0NCRETE.~ALL PANEL DESIGN-Using the SEAOC method INF·UT : l· UNSUPPORTED PAN.EL HEIGHT-' Lu' (FT. ) = •••••••••••••••••••••• : a--:;;,;a.---z PANEL THICKNESS-'T' (IN.)= ••••••• ,; •••••••••••••••••••••••• i .,__.....,.._,. __ LENG7.tl OF WALL. CONS I OE RED-' B' (FT. ) = •••••••• ,, •••••••• , ••••. SUPERIMF'OSED VERTICAL SERVICE DL (l<IF'S) =l):\''½.~I.-~+~1f1•5) •••••••• : 11---.........,,..,,...,_ SUPERIMPOSED VERT I CAL SERVI CE LL 0( I PS) =~)J ~X tiJ! 1.'$) •••••••• ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••~•••••••••••• SEISMIC FACTOR-'ZICp'= ••••• ; ••••••••••••••••••••••••••••• e UNIT SERVICE WIND LOAD (PSF)' = ••••••••• ti \\"ij. 'i.. v· . i'l_v-· ~\· •••••• ~ CONCENTRATED SERVICE SEIS. LOAD (KIF·S) ilfJJ l~~!~_)./11:t,. II •• II. II (;-) . . .. . . 10 CONCENTRATED SERVI.CE WIND LOAD (KIPS)~ 'P'S ~ ~'1/,.>-7/.'1) •••••• 11 "-~·' II DI ST. FROM BOT. SUF·PORT TO CONCENTRATED LOAD <KI PS) = •••••• · ...__~....,....- 1'1. ULT. COMPRESSIVE CONCRETE STRENGTH-'F' c' (PSI>= •••••••••• I! GRADE OF RE I NF. STEEL-' Fy' ( KS I > =. • • • •. • • • • • • • • • • • • • • • • • • • a--..;;..,;.,.,,,..,,,- 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.> ·------~- 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.)= •• 11 ••••••••• lb ADD'L. 'PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• n DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>= ••••••• __ ---~ ... _: __ ~ ...... : . l& DEPTH OF REVEAL OR DEF'RESSION (IN.)= ....................... , a------ :.:.">:~~ ~~~~--~:-·:· ~-~: @-~(~CL~~-~~~~~-=. 8 • ~ ------. __ _ \, ,' {/ .. , . . ''-., 'cl'(~)· ti.\ ll) . (\\)!Jc C,) . ~s. f"""-(' ~ ~. w~a . ·~tJW:n\ . - Projecr Da '{ \ ::, o::n Item ~ a '0/ A - ~ f:.e \i(J.\ !\ s OX\ k)a\) \?t~i\~ Des. >,) $ (hk. ___ _ App: ___ _ ------------------------------------------------------ CONCRETE WALL PANEL DESIGN-Using the SEAOC method Poge _ __.1-0'------ Sheet Av-,)-38 Job ~(,-37 DAVISON & FERGUSON ••• #86-37 ••• BLOG. A ••• 4' PIER@ DOOR OPEN'G. INPUT : UNSUPPORTED PANEL HEIGHT-'Lu' (FT.)=•••••••••••••••••••••• 25.00 PANEL THICKNESS-'T' (IN.)=• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . 6. 50 LENGTH OF WALL CONSIDERED-'B' CFT.>=•••••••••••••••••••••• 4.00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS)=•••••••••••••••••• 1.320 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 1.880 PARAPET HEIGHT <FT.)=..................................... 1. 00 SEISMIC FACTOR-'ZICp'=••••••••••••••••: .................. 0.300 UNIT SERVICE WIND LOAD CPSF>=••••••••••••••••••••••••••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD <KIPS>•••••••••••••••••••• 1.240 CONCENTRATED SERVICE WIND LOAD (KIPS>=•••••••••••••••••••• 1.890 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS)= •••••• 12.50 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSI>= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.)= 4.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=............ ~ ADD' L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)"'•.... 8. 90<) DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)~ ••••••• 19.00 DEPTH OF REVEAL OR DEPRESSION <IN.>=•••••••••••••••••••••• 0.75 RESULTS: CASE I:. OL+LL MUe@ TOP OF WALL (FT-KIPS>=•••••••••••••••••••••••••• Mr 1!! TOP OF WALL <FT-KIPS>= ••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SQ. IN.>=********************* MUe@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Ase REO' D. @ MIO-HT. (SQ. IN.)=***************** PANEL DELTA@ SERVICE LOADS (IN,)=,••••••••••••••••••• CASE II: DL+LATERAL 2.84 2.85 0.143 11. 75 11.76 0.286 0.202 MUmax <FT-KIPS>••••••••••••••••••••••••••• 31.39 <WIND GOVS> Mrma,: <FT-KIPS>=•••••••••••••••••••••••••············· 35.03 _4:\-5 Cf\ 1 1==Arc_ Asmax REQ'D. (SQ, IN.l************************~*~*:...-~~~·~0~0~6--------1---'----'--'-~--'---l:...;.,.,;.::::;V:--PANEL DELTA@ SERVICE LOADS <IN.I ••••••••••••••••••••• 2.982 MUx CFT-KIPSI=•••••••••••••••••••••••••••• 21,22 <SEIS GOVS> Mrx <FT-KIPSl =...................... •.• • • • • • • • • • • • • • • • • 21. 27 Asx REC'D. (SQ. IN.>=*************************** 0.991 PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• 2.764 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.)=., ... ,.,.,....... 3.000 As for .75Pb=********************************************* 2.309 (_--,,...' -ia \' W)·. "'-,._ ,,,,., DOHUBE., INC, Structural ·zngineer Project Oa.v}.§nn ~ Fert½'?!t0c Item {;)l&io, A-Wo.\'\ '104:n~l.s Page _4 __ ) _____ _ Sheet_A...,W ___ -4 ___ _ Dea. JS Chk. Appr. ___ Date:§-/C'.i-?>6 Job e&-?n CONCRETE.~ALL PANEL DESIGN-Using the SEAOC method / \· _-1·:> -4.lh i~ T 17 LE. : ..;Co~· _, ~il:l,;,;.l.w..~....:.~r.:..;':..:.' le~-l..,;;,JJ.:.:v-&..;.;::_,....:.a.;i.....i.----t:-:::::::::::;:JLJ/ ~ . ,1c =1 A V , e' } . INF'UT: I· UNSUPPORTED PANEL HEIGHT-' Lt.l' <FT• > = • • • • • • • • • • • • • • • • • • • • • • 1 ~ PANEL THICKNESS-'T' (IN.>=•••••••••••••••••••••••••••••••• 1-.......,,--- LENGTH OF WALL. CONSIDERED-, B, (FT. ) = •••••••••••••••••••••• ' ------ SUPERIMPOSED VERTICAL SERVICE DL <KIPS)=••••••••••••••••••1 _____ _ SUPERIMPOSED VERTICAL SERVICE LL <KIPS>=•••••••••••••••••• ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'=•••••••••••••••••••••••••·····•••••• 8 UNIT SERVICE WIND LOAD (PSF>~••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD (KIPS>= ••••••••••••••••••• ---~-- 10 CONCENTRATED SERVI~E WIND LOA~ <KIPS>=.;7 ••••••••••••••••• II DIST·. FROM BOT. SUF·PORT TO CONCENTRATED LOAD (KIPS)= •••••• ---~~- ~ULT.COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>= •••••••••• I! GRADE OF REINF. STEEL-'Fy' (KSI)= •••••••••••••••••••••••• ~ DIST~ FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.)= •••••••••••• b ADD'L. ·PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 11 DISf. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• ---- . . ..... . . __ . .. . . . l& DEPTH OF REVEAL OR DEF'RESS I ON < IN • > = ...................... . . . .. . ----. --. , ($)-:k [f:.J.,11'1.,Jl44)-q =4:1\·tt. <@)-0_0,.sX,~'(_1~)~~1~ ·-~ : .. : -~ -~-·: :-~ ·: --.:.-~~( Z-1&~=~= :}= £.:1:}L. -· --@ ~~~c.'2.b-bl,(~s-h c,.,~u+')J=. 4~1:.. . . . . wr. CJ•) . . . . . --·-. ·-·· -@2}~'i! \1/~')(~j ,:· ),1..1.f--~-·p.,i..l+) . ' .-•. \ l'5 . (l-.c.-..,w..J.,i -Pr(,) ·. . ~ . " . --. -: Lv. (I) ~~ .. \ ~ -,I . -' .. C-,) . s.,~ ~..,.hr ~ .ft, W~\i . ·~;tJw:n,\ .. ( _3)8 . (',!_\- ~:. ~ --- i E .I!! ! "iii -g ~ ~ a: f i .Sa ! "iii ::,. i,e i 0 0 _g J ~ _g .9 "' -~ a :i u s I ~ § Project 'Co.. V { :';, P:3D i f£ n\ \ I\ £;, 2:f:::. Item 'Bl C?\ t, A: -Wt1\\ P~t \S Des. ::JS Chk.___ App-. __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method Poge_4_._1... __ Sheet fl,. w -4-A Job 86-37 DAVISON & FERGUSON ••• #86-37 ••• BLDG. A ••• 6' JAMB@ CANT. LINTEL INPUT': UNSUPPORTED PANEL HEIGHT-' Lu' <FT. ) = •••••••••••••••••• , • • • 23, 00 PANEL THICKNESS-'T' (IN,)= •••••••• , ••••• •••••••••••••••••• 6.50 LENGTH OF WALL CONSIDERED-'B' <FT.)= ••••••••••••• , •••••••• ~ SUPERIMPOSED VERTICAL SERVICE DL <KIPS)=•••••••••••••••••• 4.710 SUPERIMPOSED VERTICAL SERVICE.LL <KIPS>=•••••••••••••••••• 6.730 PARAPET HEIGHT <FT. l "'•.................................... 3. 00 SEISMIC FACTOR-'ZICp'=•••• •• ••••. ••••• ••••••• •••• •••• •• • • 0.300 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• 19.50 CONCENTRATED SERVICE SEIS. LOAD (KIPS)=••••••••••••••••••• 1.220 CONCENTRATED SERVICE WINO LOAD <KIPS>=•••••••••••••••••••• 0.970 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• 12.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI)= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSil=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.l= 4.5<) ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.)=•••••••••••• 6.75 AOO'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)= ••••• 49.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>= ....... 19.0(1 DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• 0.75 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL (FT-KIPS>= •••••••••••••••••••••••••• Mr •l'l TOP OF WALL (FT-KIPS)= •••••••••••••••••••••• , •••• Ase REQ'O.@ TOP (SQ. IN.l•********************* MUe@ MID-HT. OF PANEL <FT-KIPS)• ••••••••••••••••••••• Mre@ MIO-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Ase REQ'D.@ MID-HT. (SQ, IN.>=***************** PANEL DELTA@ SERVICE LOADS (IN.)=•••••••••••••••••••• CASE II: DL+LATERAL 10.14 10.23 0.520 47.23 47.51 2.196 1.014 MUmax <FT-KIPS)=•••••••••••••••••••••••••• 52.08 <SEIS GOVS> Mrma:: (FT-KIPS)= ••• , ••••••••• , .... ,................... 52. 28 _ ~S r:::n • Asmax REQ'D. (SQ. IN.l******************~*~*~*=*=*=*=*=~;._2:::.:..9.:...:.;1~~---------t-~-----i;:;.~,-...J-,.;1 __ PANEL DELTA@ SERVICE LOADS <IN.l ••••••••••••••••••••• 2.041 ff\(E_ MUx (FT-KIPS>=............................ 42.69 <SEIS Mrx <FT-KIPS)= •••••••••••••••••••••••••••••••••••••••• Asx REQ' D. (SQ. IN.)=**-************************* PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.>= ••••••••••••••••• As for .75Pb=********************************************* GOVS) 42.80 1.997 1.672 ~.761) 3.464 DOHUBE., I NC. Structural ·Engineer ~~:!ect ~t "%: _i~~j?!!: :::t:4:'b:A===:= Des. >JS Chk. Appr. ___ Date: t)<z]..,pb Job Bl:i --31 CONCRETE.~ALL PANEL DESIGN-Using the SEAOC method INPUT : :2..4) I· UNSUPF·ORTED PANEL HEIGHT-' Lu' (FT. > = •••••••••••••••••••••• , a-=..:-.....-- . PANEL TH I CKNESS-' T' ( IN. > = •••••••••••••••••••••••••••••••• I 11---G,=.;,;;.S __ LENGTH OF WALL. CONS I DE RED-• B, (FT. ) = •••••••••••••••••••••• ' -------- SUF·ER IMPOSED VERT I CAL SERVI CE DL ( I =. I !J4;.x.fl •••••••••••• SUPERIMPOSED VERT I CAL SERVI CE LL (KI PS) =. ,0.1,.x .8-. • • • • • • • • • • • • a--_.,._ ........ _ /i,PARAPET HEIGHT (FT.>=•••••••••••••••••-•••••••••••••••••••• SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• ~~-- 8 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD (KIPS>=•••••••••••••••••••~~-- 10 CONCENTRATED SERVI~E WIND LOAD <KIPS>=.:7 ••••••••••••••••• II DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• 11------ ?...()-frr) 12 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= ••.••••••• 1-.......... ...;;..._ I! GRADE OF REINF. STEEL-'Fy' <KSI>= ••••••••••••••.•••••.••• ~~~~ 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.) 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=••••••••••••~~--- lb ADO'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• "DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)= ••••••• ~ DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• ··-. -·------------------ .. . . . .. .. . --. C,) . ~ F"'t." ~ ,, W~ii . , . . t.:v.. l1) ~)iJW:nl (3) ____ _ - "tj g 2 .I!! ~ I "ill -g i ~ a: ~ j .!i ! ·;;; :> C I t '·e 0 0 .8 ! "O 'g .8 .9 "' 8 ~ d 8 I ~ § DOHUBE. INC. Structu-al Engneer Project f)q., V ) ":,m ~ t:i '4)\1\ 5 D::l\- ltem e,d'J· A-w""'' Pme.\s Des. j S Chk.____ Appr. ___ _ Page 42:-J:> Sheet ______ _ .kx> 66 ... U -----------•• ----------r -·-•·------------------- CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• #86-37 ••• BLDG. A ••• LN? ••• TYP. SOLID WALL INPUT: UNSUPPORTED PANEL HEIGHT-'Lt.t'(FT.>=•••••••••••••••••••••• 24.00 PANEL THICKNESS-'T' (IN.)=................................ 6. 50 LENGTH OF WALL CONSIDERED-'B'CFT.>=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=•••••••••••••••••• 0.112 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 0.160 PARAPET HEIGHT CFT. >=..................................... 2.00 SEISMIC FACTOR-'ZICp'= •••••••••••• ,...................... 0.300 UNIT SERVICE WIND LOAD CPSF>=••••••••••••••••••••••••••••• 20.30 CONCENTRATED SERVICE SEIS. LOAD (KIPS>=••••••••••••••••••• 0,000 CONCENTRATED SERVICE WIND LOAD (KIPS>=•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>•...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSI)= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' CKSil=•••••••••••••••••••••••• 60,00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' CIN.>= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' CIN.l=•••••••••••• 6.75 ADD'L, PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)= ••••• 0.000 DIST. ABOVE BOT. SUPPORT -UNDER CONSIDERATION CFT.> ....... ;. 18.00 DEPTH OF REVEAL OR DEPRESSION C IN. l =. • • • • • • • • • • • • • • • • • • • • • 1. Oc) RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS)=•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D.@ TOP CSQ. IN.l=********************* MUe@ MID-HT. OF ?ANEL <FT-KIPS>=••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPS>• •••.••••••••••••••••• Ase REQ'D. @ MID-HT. CSQ. IN.>•***************** PANEL DELTA @ SERVICE LOADS CIN. >= ................... . CASE II: DL+LATERAL MUmax (FT-KIPS>=.......................... 3. 11 CSE IS Mrmax <FT-KIPS>= ••••••••••••••••••••• • •••••••••.••••• • Asmax REQ'D. CSQ. IN.>************************** PANEL DELTA@ SERVICE LOADS CIN.) ••••••••••• ~••••••••• 0~24 0.24 0.013 0.93 0.93 0.021 0.061 GOVS) 3.12 0.169 1.649 MUx (FT-KIPS>=•••••••••••••••••••••••••••• 2.49 CSEIS GOVS> Mrx <FT-KIPS)=........................................ 2. 50 Asx REQ'D. (SQ. IN.>•*************************** 0.1~8 PANEL DELTA@ SERVICE LOADS CIN.>=•••••••••••••••••••• 1.546 MAX~ ALLOW. PANEL DELTA -'Lt.t/100' <IN.>=••••••••••••••••• 2.880 As for .75Pb•********************************************* 0.513 -g ] 2 .I!! i "ill ~ ~ i a: :f j ,s;; II) i 'ill -J 0 a .8 ! -0 g .8 .9 Ill ~ d s I ! Project D,nr ; ?CTC t . :f t.:g&t.SM Item })\ ~,,. A -We-n el}(p~\s C s Des. sj 5 Chk.___ Appr. __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method Poge 41 C., Sheet _____ _ Job f> p-'\7 DAVISON~ FERGUSON ••• #86-37 ••• BLDG. A ••• LN 7 ••• TYP. SOLID WALL INPUT: UNSUPPORTED PANEL HEIGHT-'Lu'(FT.>=•••••••••••••••••••••• 24.00 PANEL THICKNESS-'T' ( IN. l = •••••••••••• • ••••••• •........... 6. 50 LENGTH OF WALL CONSIDERED-'B' <FT.>=...................... 1.00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>=•••••••••••••••••• 0.112 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 0.160 PARAPET HEIGHT <FT.>=..................................... 2.00 SEISMIC FACTOR-'ZICp'=• •• ••,. •••••• ••• •• •••• ••••• ••• ••••. 0.300 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• 20.30 CONCENTRATED SERVICE SEIS. LOAD <KIPS)=••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS)=•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>~ •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSil=...... •• • • • • • • • • • • • • • • • • 60.0C> DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.)= 3.25 ECCENTRICITY OF VERT. SERVICE LOAD-'e' ( IN. l =............ 6. 75 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT,)= .•••••• 18.00 DEPTH OF REVEAL OR DEPRESSION <IN.>~•••••••••••••••••••••• 1.00 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr 1! TOP OF WALL (FT-KIPS)= ••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SQ. IN.l=********************* MUe@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Ase REQ' D. @ MID-HT. (SQ, IN. l =***************** PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• CASE II: DL+LATERAL MUmax (FT-KIPS>=•••••••••••••••••••••••••• 3.36 <SEIS Mrma>< (FT-KIPS)= •••••••••••••••••••••••••••••••••••••• Asmax REQ'D. (SQ. IN.>************************** PANEL DELTA@ SERVICE LOADS (IN.>••••••••••••••••••••• 0.-24 0.24 0.017 1. 19 1. 19 0.054 0.061 GOVS) 3.37 0.247 1.978 MUx <FT-KIPSla•••••••••••••••••••••••••••• 2.71 (SEIS GOVS) Mrx (FT-KIPS>=•....................................... 2. 73 Asx REQ'D. (SQ. IN.>=*************************** 0.189 PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• 1.855 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.l= ••••••••••••••••• 2.880 As for .75Pb=********************************************* 0.417 ) ·-( . . ·.. ,_,, . -~-: ," ( .. "-,. {Je .. l .... DOHUBE., INC, J Structural ·zngineer Project {Q4yi'i5A-c ( C:e®Ysit?:f! Page fJ..D Item . \:>ldg; A .. WCI Ir f'rr&~ · Sheet ___ _ Dea. \J .S: Chk. Appr._. __ Date: 8-1]-'B, · Job 6 t-3] CONCRETE . .WALL PANEL DESIGN-Using the SEAOC method INF"UT : I· UNSUPPORTED PAN.EL HEIGHT-'Lu' <FT.)= •••••••••••••••••••••• :...,_.'"""'--~-~ PANEL THICKNESS-'T' (IN.>•••••••••••••••••••••••••••••••••1.,_~--,,,..--LENG1'ff OF WALL' CONSIDERED-'B' (FT. ) -= ••••••••••••• •, i ••••••• ' SUPERIMF·OSED VERTICAL SERVICE DL <KIPS> =:tJl_1.,{ti;1·1.X~J; •••••• ---..~~:-- SUF'ERIMPOSED VERTICAL SERVICE LL (KIPS) =/~l(~7.l)(iJ~ •••••• ~ PARAPEf HEIGHT <FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'=•••••••••••••••••••i••••••••••••••• · 8 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD (KIPS> =f.~3l:){fJ(.?_7J(,.3); •••••• a--.,r,.-.,,--,,,,_- 0 CONCENTRATED SERVI~E-WIND LOAD <KIPS>=.;~,Ql~~l~Y~z.J ••••••• .-"""-!"-- II DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• ..,_ ____ _ 1'2. ULT. COMPRESS I VE CONCRETE STRENGTH-• F • c ' CPS I > = •••••••• · •• l3 GRADE OF REINF. STEEL-'Fy• <KSI>= ••••••••••••••••• · ••••••• ~~~ I~ DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d 11 <IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-• e• <IN.>• •••••••••••• b ADD 11 L. PANEL WT. NOT CONSIDERED IN LENGTH 'B11 (KIPS>= ••••• 17 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• ---- DEPTH OF REVEAL OR DEPRESSION <IN.)a •••••••••••••••••••••• --. ---·-···-·--· ·----- . C,) . S&\S. FM\',r ~ ,, t.kitts . , ,. . ~rJw:n,\ '. .. . - '.2 g ~ .II:! ! "ill ] ~ ~ er f ] .!:: ! "ill i re 0 0 .8 ~ 1) g .8 .e Ill ~ "5 V 8 l ~ ~ Project po.,\[\ '5 e::n 't r:£ 'f?j" t,S!::f:>. Item \::>)t\.'.)~ e-Wl!I.\\ Plk:Oe\'.'>_ DOHUBE. INC. Stnxluol Etqleel Des. ..) S, Chk.___ App,. __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method_ DAVISON & FERGUSON.,.BLDG. A •• ,LN 7 ••• 4' PIER@ TRUCK DOOR INPUT: Page /4:2.. E. 5heet ______ _ Job Bt:,-;>1 UNSUPPORTED PANEL HEIGHT-'Lu' CFT. )= •••••••••••••• ,....... 24.00 PANEL THICKNESS-'T' (IN.)=................................ 6. 50 LENGTH OF WALL CONSIDERED-'B' <FT.>=•••••••••••••••••••••• 4.00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>=•••••••••••••••••• 1.300 SUPERIMF·OSEO VERTICAL SERVICE LL <KIPS>= ••••••••••• ,...... 1.840 PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• 2.00 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WINO LOAD <PSF> =.• ••••••••• ,.................. 20. 70 CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• 1.140 CONCENTRATED SERVICE WIND LOAD CKIPS>=•••••••••••••••••••• 1.880 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• 1=.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= ••••••• : •• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>= ••••••••••••••••••• ,.,.. 60,00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC,-'d' CIN.>= 4.25 ECCENTRICITY OF VERT, SERVICE LOAD-'e' < IN. l =............ 6. 75 ADO'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 8.840 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>= ••••••• 19.00 DEPTH OF REVEAL OR DEPRESSION <IN.>••••••••••••••••••••••• 1.00 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS)= •• : ••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'O. @ TOP (SQ. IN.>=********************* MUe@ MIO-HT. OF PANEL (FT-KIPS)=., ••••••••••••••••••• Mre@ MIO-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Ase REQ'O.@ MID-HT. (SQ. IN.>=***************** PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• CASE II: DL+LATERAL 2.78 2.80 0.148 11.74 11. 76 0.334 0.180 · MUmax (FT-KIPS>=........................... 30.22 <WINO GOVS> Mrmax (FT-KIPS>= •••••••••••••••••••••••••••••••••••• ,. 33.20 Asmax REQ'O. <SQ. IN.>************************** =.066 PANEL DELTA@ SERVICE LOADS (IN.> ••••••• ,, •••••• , ••• ,. 2,864 MUx (FT-KIPS>=•••••••••••••••••••••••••••• 19.14 CWINO GOVS) Mrx (FT-KIPS>=,,., ••••• , ••••• ,........................ 19.23 Asx REQ'O. (SQ. IN.>=*************************** 0.943 PANEL DELTA@ SERVICE LOADS (IN.)a•••••••••••••••••••• 2.532 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN,)= ••••••••••••••••• 2.880 As for .75Pb=********************************************* 2,181 12 g 2 .!!! l ill ~ i a: ~ j .!i ! 'iii -J 0 0 .8 ~ ~ ]. .8 .9 .; "5 u ~ I ~ § Project Qg,. V h h"'\ i \? € 'C'J\J, S ~ Item :P,/4-"o, e,,-. W ~\\ P0i::otk Des. ~ $ Chk.___ Appr. __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• #86-37 ••• LN 7 ••• 16' PIER@ TRUCK DOOR INPUT: Page 42..I;:: Sheet _____ _ Job 86<)1 UNSUPPORTED PANEL HEIGHT-'Lu'<FT.>=•••••••••••••••••••••• 24.00 PANEL THICKNESS-'T' C IN. l =.;.............................. 6. 50 LENGTH OF WALL CONSIDERED-'B'(FT.l=•••••••••••••••••••••• 16.00 SUPERIMPOSED VERTtCAL SERVICE DL <KIPS>=•••••••••••••••••• 2.650 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)=•••••••••••••••••• 3.790 PARAPET HEIGHT <FT.>=..................................... 2. 00 SEISMIC FACTOR-'ZICp'=• •••• ••••••• •••••••• ,. •••• •• •• • •• • • 0.300 UNIT SERVICE WIND LOAD CPSF)=••••••••••••••••••••••••••••• 20.70 CONCENTRATED SERVICE SEIS. LOAD <KIPS)=••••••••••••••••••• 1,140 CONCENTRATED SERVICE WIND LOAD <KIPS>= •••••••••••••••••••• 1,880 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS>= •••••• 12.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSl)= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.)= 3.25 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=•••••••••••• 6.75 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 8.840 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• 19.00 DEPTH OF REVEAL OR DEPRESSION <IN.>=•••••••••••••••••••••• 1.00 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS)= ••••••••••••••••• ; ••••••••• Ase REQ'D.@ TOP <SQ. IN.>=********************* MUe@ MID-HT. OF PANEL <FT-KIPS)=••••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS>= ••••••••••••••••••••• Ase REQ' D. @ MID-HT. (SQ. IN.>=***************** PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• CASE II: DL+LATERAL MUmax <FT-KIPS>=•••••••••••••••••••••••••• 71.03 <SEIS Mrmax (FT-KIPS)=• ••••••••••••••••• • ••••••.•••••••••••• Asmax REQ'D. <SQ. IN.>************************** PANEL DELTA is SERVICE LOADS <IN.) .................... . 5;71 5.75 0.397 30.60 30.65 1,565 0.091 GOVS) 71.55 5.597 2.700 MUx <FT-KIPS>=•••••••••••••••••••••••••••• 51.60 <SEIS GOVS> Mrx (FT-KIPS)=........................................ 51.68 Asx REQ'D. (SQ. IN.>=*************************** 3.618 PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• 2.387 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.)= ••••••••••••••••• 2.880 As for .75Pb=********************************************* 6.671 • ];i "g ~ .!D ! 'ill ! a: ~ i ,s; i 'iii re J 0 l:, .8 ! 1) g .8 B Ill 8 ~ "5 u ;g I ~ ~ Project 'QA\/; ; l'h::> ~ til"' t)½ ~ tr1'-.. Item 'f>\ At;) t A .. \d ""' €rm+ \s DOHU6E. INC. Strucn.ral Engneer Des, J S, Chk.___ Appr. __ _ 0cxe: 8-].e-Bl CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSDN ••• #86-37 ••• LN 7 ••• 16' PIER@ TRUCK DOOR INPUT: Poge 4J< Si Sheet _____ _ Job ~(;,-31 UNSUPPORTED PANEL HEIGHT-' Lu' (FT.)=...................... 24. 00 PANEL THICKNESS-'T' CIN.>=•••••••••••••••••••••••••••••••• 6.50 LENGTH OF WALL CONSIDERED-'B' (FT.>•...................... 16. 00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS)=•••••••••••••••••• 2.650 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)=•••••••••••••••••• 3.790 PARAPET HEIGHT <FT.>= ••••••••••••••••• ,................... 2.00 SEISMIC FACTOR-'ZICp'= ••••••• ••• •• , •••• ••••••. ••••... •• • • 0.300 UNIT SERVICE WIND LOAD IPSFl=••••••••••••••••••••••••••••• 20.70 CONCENTRATED SERVICE SEIS. LOAD IKIPSl=••••••••••••••••••• 1.140 CONCENTRATED SERVICE WIND LOAD (KIPS>=•••••••••••••••••••• 1.880 DIST. FROM BOT. SUPPORT TD CONCENTRATED LOAD <KIPS)= •••••• 12.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSil= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSil=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CDNC.-'d' (IN.)= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=............ 6. 75 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)= ••••• 8.840 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.l= ••••••• 19.00 DEPTH OF REVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• 1.00 .. RESULTS: CASE I: DL+LL . MUe@ TOP OF WALL (FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SO. IN,l=********************* MUe@ MID-HT. OF PANEL <FT-KIPS)=, •••••••••••••••••••• Mre@ MID-HT. OF PANEL (FT-KIPS)=••••••••••••••••••••• Ase REQ'D.@ MID-HT. (SQ. IN.>=***************** PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• CASE II: DL+LATERAL MUmax IFT-KIPSl= •••••••••••••••••••••••••• 65.57 ISEIS Mrmax (FT-KIPS)= •••••••••••••••••••••••••••••••••••••• Asmax REQ'D. ISQ. IN.)************************** PANEL DELTA"@ SERVICE LOADS (IN.) ••••••••••••••••••••• 5.71 5.77 0.323 22.92 ::?2.92 0.585 0~091 GOVS) 66.15 3,687 2.272 MUx <FT-KIPS>=•••••••••••••••••••••••••••• 45.72 <SEIB GOVS) Mrx I FT-KIPS)=........................................ 46. 11 Asx REQ'D. ISQ. IN.>•*************************** 2.313 PANEL DELTA@ SERVICE LOADS (IN.>=•••••••••••••••••••• 2.009 MAX. ALLOW. PANEL DELTA -'Lu/100' IIN.l=••••••••••••••••• 2.880 As for .75Pb•********************************************* 8.210 I DOHUBE., INC, ] Structural Engineer Project Qctvi';:11w t !=1c~l1 SP:c< Item !}l&-,, A-:-Wall f~ Page 42+:, Sheet ____ _ Dea. JS. Chk. Appr. ___ Date: 8-1,-ol Job e6---37 CONCRETE . .iaJALL PANEL DESIGN-Using the SEAOC method INPUT: . I· UNSUPPORTED PANEL HEIGHT-'Lu' (FT.)= ••••••••••••••••••••••. 1--..1..1!--- z PANEL THICKNESS-'T' (IN.>••••••••••••••••s••••••••••••••••l~_,;w.--LENG"J}I OF WALL. CONS I DER ED-' B' (FT. ) • •••••••••••••••••••••• '. a------- SUPER IMPOSED VERTICAL SERVICE DL (KIPS>= •••••••••••••••••• ,~~~ SUF·ER I MF·OSED VERT I CAL SERVI CE LL (KI PS) =. • • • • • • • • • • • • • • • • • ..,_.....,......,,_ ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-' Z I Cp·' = ••••••••••••••••••• •' • • • • • • • • • • • • • • • ...__, 3 ___ _ UNIT SERVICE WIND LOAD <PSF>~••••••••••••••••••••••••••••• ~o,J ~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• J.---~~~-- O CONCENTRAT~D SERVI~E WIND LOAD <KIPS>=.;7 ••••••••••••••••• 1-..t.i--'3~o __ II DIST. ·FROM BQ_T. SUPPORT TO CONCENTRATED LOAD <KIPS)= •••••• 1------- 12 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= •••••••••• 1-:=,.;;; ........ - IS GRADE OF REINF. STEEL-'Fy' CKSI>=•••••••••••••••••••••••• ~~~I~ o·IST. FROM REI NF. TO FACE OF COMPRESSION CONC. -'d' (IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>••••••••••••• 11----- fo ADD' L. 'PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 17 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION CFT.) = ••••••• 1-.µ;;,;.;;:.__ -~ : .. ~--: ~-~ ... : . . DEPTH OF REVEAL OR DEPRE~SION <IN.>• •• :e·h~,. • • • •• • • • • • • • • • • • = ::..::=~~-~--~-:-~-_: @-.ll~'\~~-o~~d :_ ~-q/u,P>JC~'lJ~ ~~7.e,D -f3Y·_ frl~,,~-rAO:sJ-'/-,76(4-J ~ ----·· -.... -· : -®-C._11){1.-bi)l .. o.Lkj_; .5,44· --· · · J: _' · DL "= b'2..- ~--~-. ~ : -~ ----~ ·: __ : c, -0 .s-t ~ !, DC,)) ~, 84-1<'-wr. "•\: · l+) ~ 4'" e:; 61/,._1 ; f ,·y, ~~-~ ~ : --~ .: ... :~.-·= : @{,t>W>1'U 91)::: {:i301<._ ~,w..i..,i,DI-C.'5 ~-"'3 t,. "'. . ' . .. . --. -· CT) . ~ p..,,t,, ~ ,, 1.wts . ·~; Ww:nl . • "Ci "a > ~ .I!! @ ! 'iii -g i @ a: :f i .!a ! 'iii -J 0 a .8 ti ~ "O g .8 .e 1/1 8 .:, 0 "5 V ~ I ~ § DOHUBE. INC. StnmxalErgneer Project 'P"'-Y ,' 2 !"JD S C?WJ\.I fu 'i:O, Item N c~-;, A -Wt,.\) ewe l:s Des. ,~s (hk. ____ App-, __ _ .. CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• BLDG. A ••• 2nd STORY 4' LINTEL PIER INF'UT : Page 4?J Sheet ______ _ .k>b 'n6-'Y) UNSUF"PORTED PANEL HEIGHT-' Lu' <FT. ) =. . . . . . . . . . . . . . . . . . . . . . 16. 00 PANEL THICKNESS-'T' (IN.)= ••••••••••••• ,.................. 6.00 LENGTH OF WALL CONSIDERED-'B' <FT.>=....................... 4. 00 SUPER I MF·OSED VER TI CAL SERVI CE DL <KI PS) =. • • • • • • • • • • • • • • • • • 27. 800 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 5.440 PARAPET HEIGHT <FT. ) =... • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. O<) SEISMIC FACTOR-'ZICp'=................................... 0.300 UNIT SERVICE WIND LOAD <PSF>=••••••••••••••••••••••••••••• 20.30 CONCENTRATED SERVICE SEIS. LOAD (KIPS)=••••••••••••••••••• 0.840 CONCENTRATED SERVICE WIND LOAD <KIPS>=•••••••••••••••••••• 1.300 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS)=...... 9.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI)= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.l= 4.50 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.l=............ 3.00 ADD'L. PANEL: WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)=..... c).000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)=••••••• 12.00 DEPTH OF REVEAL OR DEPRESSION <IN.>=•••••••••••••••••••••• 0.00 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS)=••••••••••••••••••••••••••• . Ase REQ'D. @ TOP (SQ. IN.)=********************* MUe@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPS)~ ••••••••••••••••••••• Ase REQ'D.@ MID-HT. (SQ. IN.l=***************** PANEL DELTA@ SERVICE LOADS (IN.)=, ••••••••••••••••••• CASE II: DL+LATERAL 12.04 12 •. 10 0.630 16.35 16.49 0.255 0.701 MUmax <FT-KIPS>=•••••••••••••••••••••••••• 20.49 <WIND GOVS> Mrmax (FT-KIPS)= ••••••••••••••••••••• ." •••••••••••••• ,. 20. 60 Asmax REQ'D. <SQ. IN.>************************** 0.765 PANEL DELTA@ SERVICE LOADS <IN.>••••••••••••••••••••• 1.324 MUx (FT-KIPS>=•••••••••••••••••••••••••; •• 18.07 <WIND GOVS> Mrx <FT-KIPS)= •••••••••••••••••••••••••• ,............. 18. 17 Asx REQ'D. (SQ. IN.>=*************************** 0.594 PANEL DELTA@ SERVICE LOADS <IN.l= •••••••••••••••••••• 1.241 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.l=••••••••••••••••• 1,920 As for .75Pb=********************************************* 2,309 'I . -.,,..· DOHUBE-; .I NC, Structural Engineer Project Pe:.vi' :;rin $ Fnft:)t:,§.ID Page 4-'2-.J I~em ful:4() r A:-\o!C> \) e~l? Is Sheet A k,J-s . Des. ~s Chk. Appr • ___ Date: o -1:,-e~ Job 8 6-Y") CONCRETE.~ALL PANEL DESIGN-Using the ~EAOC method INF'UT : I· UNSUPF·ORTED PAN.EL HE I GHT-, LI.\, (FT. ) = • • • •••••• I •••••• I ••••• : .,___,..._ __ Z PANEL THICKNESS-'T' (IN.>=••••••••••••••••••••••••••••••••i ___ _ LENGT.fl OF WALL. CONSIDERED-' B' C FT. > = •••••••••••••. \• •••••••• ' SUF'ER'IMF'OSED VERTICAL SERVICE DL Cl<IF'S) =~¼1h"-'t.l.\-!;l7J.~ •••••• ......,___.....,__ SUPERIMPOSED VERT I CAL .SERVI CE LL <KI PS) :::()o.XP.·'tl\\-t-ll.),?t 1 ·°Y~,'\-:1' ••• 111 PARAPET HEIGHT (FT. > =. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -e-, SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• ~--~--- 8 UNIT SERVICE WIND LOAD CPSF)~••••••••••••••••••••••••••••• ._.8~ .......... -~ S''/, tc -~ CONCENTRATED S£RVICE SEIS. LOAD <KIPS)= ••••••••••••••••••• ~~-- 10 CONCENTRATED SERVI~E WIND LOAD (KIPS>=.:7 ••••••••••••••••• -~/\_3_~_ II DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• .,__....,9 __ ,'='...,,~-- 12 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI)= •••••••••• '2..01,0 1$ GRADE OF REINF. STEEL-'Fy' (KSI)= •••••••••••••••••••••••• ~£~. ~o __ 141\-DIST. FROM REINF. TO FACE OF COMPRESSION CONC. -'dJ (IN.,- 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN. >=.7,$;.1:.' ••••• ~ ADD'L. "PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••••• 0 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• I 3, I .. .. .. ___ . __ . . . . iB, DEPTH OF REVEAL OR DEPRESS I ON < IN. ) = ...................... . 0 :~-~ ~--~ --~: _: ~--@J.X~'?.)G?:-~X.tJ:).::_:54~ ®-,oiixs-1-,.sJ(11}:J,.t'<- . · ----Q~:·rt1~:c11r-/~3t~ - ~ ... . I, •• . ---.- i,.,Jl,l,c.\ ~ '-. -~ . -" , . 'cl'<14) L1.1;. {I) ( _3)R . (,,~_\-. ~:. C .. - -ti g ~ .II! ! "iii I e? a: ~ j .!;; I -J 0 j ~ :g g .8 .9 Ill -~ "5 V ~ I ~ § Project Pov,' bo:o 4 f:R'O()\;)Strn Item \;,)&~I A: -w~ \' P<m ~ b Page 42.\L Sheet. _____ _ Des. ,~.S Chk. ___ App-. ___ Dcte:8-~-i~ Job 86·'37 CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• BLDG. A ••• TYP. 1st STORY PIER@ MEZZ. INPUT: UNSUPF·ORTED PANEL HEIGHT-'Lu' <FT.>=...................... 13.00 PANEL THICKNESS-'T' ( IN. l =................................ 8. OQ LENGTH OF WALL CONSIDERED-'B' <FT.>=•••••••••••••••••• •• ·•• 15.00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>=•••••••••••••••••• 47.170 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=.................. O. 000 PARAPET HEIGHT <FT.>= •••••••••••••••••••••••••••• , •••••• ,, 0.00 SEISMIC FACTOR-'ZICp'=................. •• • • • • • • • • • • • • • • • • 0.300 UNIT SERVICE WIND LOAD (PSF>=••••••••••••••••••••••••••••• 18.7() CONCENTRATED SERVICE SEIS, LOAD (KIPS)=., ••••••••••••••••• 0.540 CONCENTRATED SERVICE WIND LOAD <KIPS)=, ••••••••• , ••••••••• 1.340 DIST. FROM BOT, SUPPORT TO CONCENTRATED LOAD <KIPS>=•••••• 9.50 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSll= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• b0.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC,-'d' (IN.>= ~.oo ECCENTRICITY OF VERT. SERVICE LOAD-'e' ( IN. l =,........... 3. 75 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>=••••• 13.100 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)=....... 9.00 DEPTH OF REVEAL OR DEPRESSION <IN;>=•••••••••••••••••••••• 0.00 RESULTS: CASE. I: DL+LL MUe@ TOP OF WALL (FT-KIPS)• •••••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D. @ TOP (SQ. IN.>=********************* MUe@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPS>=••••••••••••••••••••• Ase REQ'D.@ MID-HT. (SQ, IN.)=***************** PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• CASE 11: DL+LATERAL MUmax (FT-KIPS>=•••••••••••••••••••••••••• ~2.37 <SEIS Mrmax (FT-KIPS>=• •••••••••••• , ••••••••••• •.••,.•.•••••• Asmax REQ'D. <SO. IN.>************************** PANEL DELTA Ill SERVICE LOADS (IN.) ................... .. 20.64 20.80 1. 190 22.70 26.25 o. 011) 0.026 GOVS) 32.62 0.796 0.042 MUx (FT-KIPS>=•••••••••••••••••••••••••••• 33.53 <SEIS GOVS) Mrx <FT-KIPS);,,_ ••••••••••••••• , •••• ~.................. 33. Sb Asx REQ'D. (SQ. IN.>=*************************** 0.877 PANEL DELTA@ SERVICE LOADS <IN.>=•••••••••••••••••••• 0.041 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.>=••••••••••••••••• 1.560 As for .75Pb=********************************************* 7.697 (;~ . ~ ,_. . -- -(~ \ . ," ( .. .. ~ ,,. DOHUBE., INC, } Structural ·Engineer Project Q, ,12 'az;a t :f:eYf:)k' 2JZX>s Page 1-h ~ Item . \Jc, I\ f/4,rnR \ s -6\ d'fj. -A · Sheet. ___ _ Des. JS Chk. Appr. ___ Date:e:i, ... fl6 Job 9'ci<f1 CONCRETE . .WALL PANEL DESIGN-Using the SEAOC method INPUT 1 1 I· UNSUPPORTED PANEL HEIGHT-'Lu' <FT.>= •••••••••••••••••••••• : 1-,,.1,..--- . PANEL THICKNESS-'T' <IN.>• ••••••••••••••••••• ,.,,_ •••••••• · •••• I 1-,1i.,;.--- LENG"ftl OF WALL. CONS I DE RED-• B' (FT. ) • •• l•?·ft t~ f 1.') f ••••••••••••. SUPERIMF·OSED VERTICAL SERVICE DL <l<IF'S) ='f.5JX P.·.5.);'t •• J':j~ .. ; 1,..,.,;,__.;.,;,,..._ SUF·ERIMF·OSED VERTICAL SERVICE LL <KIPS> =(;~~'(\?~S:)."L..x.1·~1 ••••• ~ PARAPET HEIGHT (FT.>=•••••••••••••••••••••••••••~••••••••• SEISMIC FACTOR-'ZICp'=•••••••••••••••••••••••••·•••••••••• ._.....,;; __ 8 UNIT SERVICE WIND LOAD <PSF>~••••••••••••••••••••••••••••• ..,_...,.. ........ _ ~ CONCENTRATED SERVICE SEIS. LOAD (KIPS>=••••••••••••••••••• 1-~""=- 0 CONCENTRATED SERVI~E WIND LOAD <KIPS>=.:7 ••••••••••••••••• II DIST. FROM BOT. SUPPOl:<T TO CONCENTRATED LOAD <KIPS>= •••••• ---- 12 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>= •••••••••• ..,_ __ "'""""' __ 13 GRADE OF REINF. STEEL-'Fy' (KSI>=•••••••••••••••••••••••• --~~-I~ DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-•e• (IN.)a(~t~)/.~ ••••• 11--.-.,---- b ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 11-........ ---- 11 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• 11-...,;,.;;--- -~ _ _::_~ __ : .. ..:. .. : .. :. : . . DEPTH OF REVEAL OR DEPRESSION <IN.>• •••••••• · •••••••••••••• a--......,,l----- --:· ~--:-·· -~--, (ffi)-Ut,:sXJ1..s_1,014)+0i.;sY11..s_(,01:}'.:1·711+)-f't{, 1X.17X4) c /'1-· ~ -··---~-----f --· . -. '* -·-· .. ·-·-· •• • ~--·-I • -·-· -•••• -• .L • 1l(111)· t.:t.\. (I) C,) - ~-f6'\-.r ~ Ci, ~ts. ~)ZJW:n.\ (\\)j; • Project De. t;) :', 1:--0, '11 :f-f :th¼ :; '1::?> " ..J Page 42.m Item \)It$)<=>, A.,. WA\\ 6rnR_I.$ Des . .J5 Chk. ___ Appr. __ _ Sheet ______ _ Job 'o~-Yl CONCRETE WALL PANEL DESIGN-U»ing the SEAOC method DAVISON & FERGUSON ••• #86-37.:.BLOG.A ••• FLUSH PILASTER@ MEZZ BM. INPUT: UNSUPF·ORTEO PANEL HEIGHT-' Lu' <FT.)=, •••••••••••• ,.,...... 13. 00 PANEL THICKNESS-'T' <IN,l• •••••• ,......................... 8.00 LENGTH OF WALL CONSIDERED-'B'<FT.>=•••••••••••••••••••••• 4.00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS)=•••••••••••••••••• 23.150 SUPERIMPOSED VERTICAL SERVICE LL <KIPS>=•••••••••••••••••• 0.000 PARAPET HEIGHT <FT. l ""•., •••• , •••• ,........................ 0. 00 SEISMIC FACTOR-'ZlCp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF)=,,,,,, ••••••••••• , •• ,., •• , ••• 18,70 CONCENTRATED SERVICE SEIS, LOAD (KIPS)=,, ••••••••••• ,,.,,, 0.000 CONCENTRATED SERVICE WINO LOAD (KIPS>=•••••••••••••••••••• 0.000 DIST. FROM BOT, SUPPORT TO CONCENTRATED LOAD <KIPS>=•••••• 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSil=, ••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KS!)•., •••••••••••• , ••••••••• 60,00 DIST, FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN,l= 6,00 ECCENTRICITY OF VERT. SERVICE LOAD-~ e~ {IN.>=............ 3. 50 AOO'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>=,,, •• 14.700 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT,l= •• , •••• 10,00 DEPTH OF REVEAL OR DEPRESSION (lN,>=•••••••••••••••••••••• 0,75 RESULTS: CASE I: OL+LL MUe@ TOP OF WALL <FT-KIPS)= •• , •• ,,, •• , ••••••••••••••• Mr@ TOP OF WALL (FT-KIPS)=.,,., ••• ~ ••• ,, •••• :., •••••• Ase REO'O,@ TOP (SO, lN,l=********************* MUe@ MIO-HT, OF PANEL <FT-KIPS>=••••••••••••••••••••• Mre ©MID-HT.OF PANEL <FT-KIPS)=,•••••••••••••••••••• Ase REQ'O. © MIO-HT. (SQ. IN.l=***************** PANEL DEL TA © SERVICE LOADS <IN. l = •••••••••.•• , •• , ••••• 9."45 9;50 0,'.360 9.79 19.86 0.010 0.050 CASE II: OL+LATERAL MUmax <FT-KIPS>=•••••••••••••••••••••••••• 10.72 <SEIS GOVS> Mrmax <FT-KIPS)=, •••••• , •••••• ,.,.,, ••• ,., ••••••••••• ; 16,02 Asmax REQ'O. (SQ. IN.>************************** 0.010 PANEL DELTA © SERVICE LOADS (IN, l •••• .' ••••••••• .,..... 0.198 MUx (FT-KIPS)• ••• , •••••••••••••• , ••••••••• 11,60 (SEIS GOVS) Mrx (FT-KIPS>= ••• , ••••• , •••••• , •••••••••••••• ,........ 16, 02 Asx REQ'D, (SQ. IN.>=*************************** 0.010 PANEL DELTA© SERVICE LOADS (IN.)=,., ••••••••• , ••••••• 0.182 MAX, ALLOW. PANEL DELTA -'Lu/100' <IN.>=••••••••••••••••• 1,560 As for .75Pb•********************************************* 3.079 - - j -_ .s ~ 8' "iii e 8. . 8 V 0 ] ~ ~ ]2 ....... --·-· ···-··-g • i .8 Ill ~ ~ ..... V I ~ ~ Item' .E:>L.DGt. A-L;j--e,'ffl,.~ Des. 'Js -Chk. .. .© 1 .., ,.,. ,. A . ,, I' I\ I\ r,, I~ ,, ,, $1 I\ e ' I\ ... 1, ~ / , 1, -I, . . -; "' 0 1, , . @ " . --,~ l) ,, : l i -!S ~ ~- "V .. . - E. " ' ,, .. m--... Jr;;: ... f ! !~ ' }% . ii;~ f,, ~ ... 'J.r/ J .. DOHJBE, tJC. --·. ... .... . ·---.. Stnxtu-al Engneer Page 4) l ! I Sheet AL-I .. 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Structural Engineer Date-~ W-& ~ !S-w Fo,Le -'(l.ooi ~ Li 't"I e ®-\J :: -~ t , (. ~ 6l J ::: 35' /'J 7 -i ~ -~ w~' --.,s~111,./°5e = 3bSflf V ~ ::,s-. e:,"-+ ~ 1 o'c. 3"'>11SO : "'J_&.'<.c.. -'1-S I \°lS"/<c,4: J <st> ~ rf ~· p ~ . 3 (~ ')+4~~ ~ I°),, I~ ~ ,=;,-t Page 41 Sheet A L-S Job ~6-~J 32 0 > g .!!l ~ 2 0 C -~ "O c.) u :::, ] Q_ ~ a: .:i. .£ "O ~ .£ c.) .a 0 C .Ql -l/1 E" 0 Q_ E 8 0 .... 0 c.) ..D .w l/1 :::, E ~ g c.) ..D .B l/1 C 0 ~ :5 u 0 V I ~ i== 0 z Project Da..1 ,' ~~ *c F-er~I(\ s etc:,, Item ~ l d!:) . A -(A,t ~ 'tt'~ \ DOHUBE, INC. Structural Engineer Des. ~.S Chk. __ _ Appr. __ _ N::.s nrue.~_ ~ ~e';0l'Jll'\~<a.. L:""/!,. ~ -· Vw"'"-= 4-t:P) {~'S/i. .. \= \ 1 t,'<>,~ VJ..AA:::: 11c:i ~)= 30) 1,i;* ();i'A= 3~ 17$' / 40 -::: 7 SS" f ~ · :-: -V~~ 7tr>C'],,--i-,s)h...°'i ~-55\ l-! ~ e. " ·. e; -v ~ \1 . +~ Wo.l\ V ,:Mt),.~ 3 o 1 , 1 s~ (\i~::, '30i \7 'S' /'4e,-:, "'L-,") fl-t Page 4o Sheet f-s L-0 JobSb-J7 :. ffi • - - Project [\,. \/ \ :S rec, 2',. ~ IA 'C'J¼ :'> 12:D Item B I 4 tz,• A -14:f vo.,\ DOHU8E, INC. Structural Engineer Des. .j S Chk.___ Appr.___ DatP-&:'1.Q:8 b P--\rJ PorL,es -Me.3~11'r.e. · L:r"'C!. @-.\/;'(u_~-:: ,e9 (4-1./2_')~ Ji.a-s.1" v~-: · l '1..~, ( 1\/1..J= 'l.~ see-*· ~; 0,soo;~~ i\3 F .D<~ f e(~ .. 1-) = .?>13t~>":i'"):::-/1.,v1 '- '(.)~ Fe? (E-5) == , "}13: (~b ")~ l I. 3 ~ °"o·al r~~·~)4~,~-:= .), 3(4j)'l./<ci(es-')~ 4-,b1 '-- L~Ae_@_:-\J.= · )<c. ~·1c..+ .~(4-'\:::.'Z ,.~ )<- 'v-Jo... "\ \ "\(~ = 'U>i S~o/-O'h-~ 3j(p yK .. ~ F -:; /:>1&('54°')+ \;~l4~-~ 'Z,'1...,1 1'- @(fi.b-4·\J · Page 4°'J Sheet AL..-J Job ef>-')J - 32 0 . > 0 C .!!! ~ ~ C CJ) ·v, "1) ~ u :::, "1) e a. ~ cc .:i .£ "1) ~ .£ ~ .3 0 C • .Ql 1/1 :::,. C 0 a. E 0 u 0 ... 0 ~ ..D tl :::, E 32 0 > E .9 1/1 C 0 :;:; .Q :::, 8 I \l) V b z - DOHUBE, INC. Structural Engineer Project Oa. VI ~ l9:'.D d" V:f.V:I\ IJ. S '-':::c, '-, V ' Page 50 Sheet AL-J1., Job B 6-'31 Item 1:,\ c), -"o' A-Lo,t~'&\ Des. -.J .$ Chk.___ Appr. __ _ Dote: __ _ Su..\:.-&.~~ ~J\'(O....P,_'fY"\S -R.oo"t : 1 , ,. v\"" .. V'-' o.. '<" ~ n o -i e,, ' ---} -1- •I- .\ I • I I I I ,-,63 x: 4---I. +cs"-~ 4 r "1, ... V"' [~&~+ l6l3 .\b~ ~.:t~ So{,'5~ N~~ 'tJ~6S-/\'o .. 5o+ 11e -f"-=. 8 • 07 X 1... -:,: \ b• '2,,_\<- :: d .... '}o I<. e 'cl DI t.,. 'Po.--n~-\ ("°"ii',\>; 132~~-x_ °) 1 X .:, "' 3S1~1f l ~ ?~J) \J~ (ll.~-¼-"c(),lb~1'2,S:: 4,~~~ . rvJM.. = 4es-'i-/e-= e:,01 rl+ Cro')"> T;~ F 7 4~~$'><1-::. '1',7 1'- - - - 32 0 > g .!£! ~ ~ (JI "vi ] :::, l) e Q. ~ a: .:i. _!:; ] _!:; ~ C (JI "vi :::,-c a Q. ~ a a <:s) ..0 t, ~ l) g <:s) ..0 .8 Ill C 0 '8 a 8 I ~ b z DOHUSE, INC. Structural Engineer ' Project D 6\L; !, '» ;f; F.QY-t\ 'o :5 tJ:0: ' ~ Page $) Sheet [\L-°) Job ~6~ 37 Item {¾\ ,\~, A -'Lo,,::S ~vo-,\ Des. ,-,,\ '.:::. Chk.___ Appr. __ _ ._ s \J..Jb -4_ ~ l>....jh -.rv,.o,:;r-0.5 ._ \4 0 l,Y ~ · ~4,\\ C&-1\t,,1~ ~-l'=>'2.f"~~x:.lb1 '<,':J= 3jb~lf 'f\'(', co-t\,<~'b~ ·sirs~)(\ )e)b~ ~.'5 f~ ; f' Orr\~.\ Ti€., "f -:. , 4-X 4--:. I • b If-@? 4'' b1 ~ v:.:. ('3")h+ ~.:SC.'=>·-z0n,s-~ Sb93* . P\JJ,~ -=-S'-°J;!i,Ls-~ 9'!Dr)r lf-J&; \j-:. [-.Y"~,+~s(9.0),-2-,.s;--:: bb")O~ Co 5\'°"· ~ ,~v· ... r,. cJ ~-=-6~~ol").b"" ~4 )f \~ -:::: "'· V / · . ·--·-- C 'fo~<:i \i e. f -:: to , l )( "'2.. ~ ·12., "L 't- .. --&os"5 T;e_ f-~ ~~+?..S{'-'),-s'l}t.J,87 3.o+'"-- @ 4-, ~It,,.., :.ffi Project O "'-I/ , "> W> ~ Y! Yn,lo "-D::o Item FLOOR /)//tfHMMS DOHUBE, INC. Structural Engineer Des.--i..--Chk. __ _ Appr. __ _ Dote: __ _ Page ;:,')_ Sheet Al--% Job B~-37 12 TY,.E MA reR11tL NAI/../Nf:,,, g ~-M e, N, r, N, 1--------t--------+--;;.._---+-----------t---......... --i-----~ [dJ V-= 32.O pie, STRUGi, I PLYWOOD /0d~6 1b/c. 10J@,''o/c, 10J~1z!'D/4 i ~) UN 61.,0t.i<.E../J ] II] ,r: 3&,0 pl~, S TR..VGT, L fl. YWCDJ> /CJ0t.1~/~ J~J€6 11ojc. /0d($ Ji!..'10/c l 1---------1--8_1.._o_,_K_t:_J) ___ --+----1----t-----+---- ~ ~ V= f80 fl.f, S 'itvc.:r, I Pl YWODD /4JBtr11o/~ 10J~,"qlc l~J@IZ.11°/e ~ BL ocl<.e() ,!;; 1--------t--------+-----l----'----f--===--] I1] "IT: 7e.o ,off, 5~vcr; I. PLYWOOI> J~Js#z_'¾ JoJ@+'~I~ IDd(JJz.,''oje:, ! f;LO tl<E.b (t) g 1-------+--------1---...... -----1----..--"""""""'-· ~ [±] 'V= 82.0 ,,~. ~'TRVcT. I PLYll/1)()0 /DJ02.'~/e !Dd~311e/G 11J@1z..'''/e. I BLOC.~!>, (1) (•) 0 I Sf· 11= /300/lf. STRUCT. I PL'(WOOC> JDJ@1Y~'o/t. 1oel01Yi_"ojt; 10J01i.'rc. ] SL Od<Eb w/ +x FAAl"\ltli, !,T/t6HREI) STA6-lr.EIW> I rs E~e¼TSAL NA/LIN&-(z) Ci~ ] D .e ji------------a..--'--______,j~--1---- :) MOTES: (r) MVST 8E. NIUL.£/) rtJ 3 ,c J.1/Me;E,~ ~ (a) MVST BE. NRILEJ:J T() + J< I-IJM6£R ! (3)'\f::2.41)~-WIID.E /..01/~ ,tRe fEHl:rlfJJCVLA-1( T4 FM/1//{(:r ~ 0 > g .!D ~ ~ C -~ "O c,) u ::> ] a. ~ cc ..::c _s; "O ~ _s; ~ .2 0 C -01 "vi . ::>-C 0 a. E 8 0 0 c,) ..D tl ::> E "O g c,) ..D .9 l/l C 0 cg :5 -a V I \J.J V b z - DOHUBE, INC. Structural Engineer Project Da V ; ; a,r., ~ t'fl..'C~\>i.S rl:i', Item Is\ .3, ~· Pt, -I .at~ 'fl.\.\ . Des . .JS Chk.___ Appr. ___ Date: S-1.C ... f)L L;"~ ® ----- ~eb CD,...,.,1--...... , ' (OJo) CD [\J\tixlObJ L"'--1°.>lo-, A-="½\,) ® (W -z.4 x9lll "') J::=-'2-7 Ci7> ) p, ~ "). 7. 1 (2) ( W\<2>xS'o) I:-=-'tJlrO ~!:. l 4-,J ) r-·a~.'("()e,, Or~~! _.Sc: e. c.o.k. '"5\'\--t, AL-13 ---1- Page 1$:, Sheet A,L--IQ . Joh fifu-?$1 ~'"'& 5t-or~-~~~b°>s"l-,04'5"1)l"l..-::. ,~\'' <._ \'2.)c_\1.x,b0S:: ,7i," lo¥-) l~--r 'S-r1;v-~-~-: • o4S'\-x't2;. ,S'4" ~ \-;x \-ix ,liVS: ,1-b" ( DlL) Chec.\L i:,h"\S ,1 --Se-t_.. ~ht, AL-\3 { AL.-\ 4- ·'rne\'l'\bey -G,fw)§xrsc') ft\-= }B~11<-~ l-iA,-=~.°t' fnca.~:+1 = /63,</.3?,: ,-Jbn, LOJc,) Pf)G~'oef"-3 ( '-'1 ?..4-~'j'\) J'Y\ ~ 464'"-< l-L\."" ~.'1' j'f\CA~ti.ul'~ .7 401 X ~ ,3~:: '54/1L ( D 'p) -Project D ,s." ,' s ro ~, F :\: ·r ea\,\_~ OY'. Item \;) \ 0, ~ , f, -k3' ~ -r f>\ Des. Js (hk. ___ Appr .. __ _ .. ---------------------PLANE FRAME ANALYSIS - DAVISON & FERGUSON ••• ~86-37 ••• BLDG. A ••• FRAME LINE -------------JOINT COORDINATES -------------- JOINT 1 2 3 4 5 6 JOINT RESTRAINTS X 0.000 19.750 0.000 19.750 0.000 19.750 1 FIXED 2 FIXED # OF EQUATIONS = ------------MEMBER IDENTIFICATION # JT. JT. 1 1 3 2 2 4· 3 3 4 4 3 5 5 4 6 6 5 6 12 TYPE A A B C C 0 MEMBER PROPERTIES ANO LOADS y 0.000 0.000 14.000 14.000 26.000 26.000 Lx 0.000 0.000 19.750 0.000 0.000 19.750 MEMBER PROPERTIES IN INCH UNITS AND FRAME DIMENSIONS IN FEET E = 29000 SECTION NO. 1 2 3 I 1910 2700 800 A 31.1 27.7 14,7 Ly 14.000 14.000 0.000 12.000 12.000 0.000 'E' MEMBER TYPE A LENGTH= 14.000 SECTION NO, 1 Lx= 0.000 Ly= 14,000 I= 1910 A= 31.1 MC'MDC'O TVOC" 'O Page 54: Sheet I\ L-l \ Job eh-~7 :g g E .!ll ~ t .ill ~ i ... a: ~ ~ .!a ! .iii (-! 0 a .3 } "O g ] .9 "' i "5 V 8 I ~ §, · -·--nc.ncn::n-TTr-c:-0 DOHU8E. INC. Stn.co.xol Engneer Dote: ___ _ LFNGTH= 19.750 Lx= 19,750 Ly= 0.000 UNIFORM LOADS: DL LL X1 .64 1 0 SECTION NO, 2 I= 2700 A= 27,7 FIXED-END FORCES: MOMENTS: DL LL REACTIONS: DL LL MEMBER TYPE C LENGTH= 12,000 SECTION NO, 1 LEFT -20,8C:> -32,51 LEFT 6,32 9,88 I= 1910 A= 31,1 MEMBER TYPED Lx= X2 19,75 RIGHT 20,80 32.51 RIGHT 6,32 9;88 0,000 Ly= 12,000 LENGTH= 19,750 Lx= 19,750 Ly= 0.000 CJNIFORM LOADS1 DL LL Xl ,23 ,33 0 SECTION NO, 3 I= 800 A= 14,7 FIXED-END FORCES: MOMENTS: DL LL REACTIOl)IS: DL LL LOADINGS LOAD COMB, 1 2 JOINT DEAD LD, FACTOR 1 1 P<X> LOAD COMBINATION 1 3 21.80 4 o.oo 5 64.00 6 o.oo JOINT P(Xl L.OAD COMB_INATION 2 3 21,80 4 o.oo s 64,00 6 o.oo LEFT -7.48 -10,73 LEFT 2,27 3,26 LIVE LD, FACTOR 0 1 PCY) 6,40 4.50 2.30 12.20 P(Yl 16,40 ·11,50 S.60 23.80 X2 19,75 RIGHT 7,48 10,73 RIGHT 2.27 3,26 MOMENT o.oo o.oo o.oo o.oo MOMENT o.oo o.oo o.oo ·o.oo Page I5? Sheet Al ,-1 '.2½- Job${,-u - 0 - Project D?'-Y'. \ :'z Ob ~ f.er D \,\~% Item BI a~· A -La::\:1"YO, \ Des. .,_l ;;;, Chk.____ Appr. ___ _ DI SPL/~I :1-:MENTS LOAD COMBINATION 1 ,1T lC(--)) 1 0.0000 :! 0.0000 3 0.0450 4 0.0448 5 0,0956 6 0.0940 LOAD COMBINATION 2 JT, X<-->) 1 0,0000 2 0.0000 3 0.0451 4 0.0448 5 0.0957 6 0,0941 M<:-Mi:c1::R FORCES JOINT AXIAL TYPE A MEMBER NO. 1 LOAD COMB, 1 1 44,291 3 44,291 LOAD COMB. 2 1 17.846 3 17,846 MEMBER NO. 2 LOAD COMB. 1 2 -86,873 4 -86,873 LOAD COMB, 2 2 -118.596 4 -118,596 TYPE B MEMBER NO, 3 LOAD COMB. 1 .,. -10.684 ~· 4 -10,684 LOAD COMB, 2 3 -9.868 4 -9,868 TYPE C MEMBER NO, 4 LOAD COMB, 1 3 12,356 5 12,356 LOAD COMB, 2 3 5,786 5 5.786 MEMBER NO. 5 YCDOWN) 0,0000 0,0000 -0.0007 0,0013 -0.0009 ,0,0018 Y <DOWN) 0.0000 0.0000 _;0.0003 -0.0018 -0,0004 0.002:s SHEAR 42.022 42.022 40,754 40,754 43.778 43,778 45,046 45,046 -~8.335 -50,975 -28,460 -60,850 30,907 30,907 28,821 28.821 Dcte:8-7.l -8b ROT, <CW) 0.0000 O.OOQI) 0,0029 0.0027 0.0036 0,0035 ROT, (CW) 0.0000 0.0000 0.0030 0,0026 c,.0037 0,0034 MOMENT -372.897 -215.417 -367.049 -203.500 -380.057 -232,830 -386.131 -244.520 4~5.303 456,636 398,648 483,282 -209.886 -160,996 -195,148 -150,707 Page Sb Sheet A: L-\-::, Job 5b<2q 12 0 > 2 .l!l ! 'ii'I ~ 1 a: ~ i ,!:; i :> C ·-t 0 j I -0 'g .8 .9 "' -~ 0 "5 u s I ~ § - Project o~v '"'Th t f::e '%'1)$ '7n Item t!i l 4 q, , A -Lt,(\ -e. '11> \ DOHU8E, INC. Struct\Xal ~ Des. \~ $, Chk. ____ Appr. ___ _ ~ ----i::.uHu-wrJru::s;--1.·-- 4 -31.398 6 -31.398 t.OAD COMB, 2 4 -46.246 6 -46,246 TYPED MEMBER NO. 6 LOAD COMB. 1 5 -33.093 6 -33.093 LOAD COMB, 2 5 -35,179 6 -35.179 ---------REACTIONS --------- JT. X «--> LOAD COMB. 1 1 42.022 2 43.778 JT. X «--) LOAD COMB, 2 1 40.754 2 45.046 33.093 33.093 35.179 35.179 -14.656 -19.198 -11.386 -22,446 Y<UP) -44.291 86.873 Y(UP) -17,846 118,596 -223.806 -173.312 -238.762 -183.383 160.996 173.312 150,707 183.383 MOM, (+CCWl 372.897 380.057 MOM. <+CCWl 367.049 386.131 Page 51 Sheet AL-J§- Job ~ 6-::~n • - i 2 .!O ! 'i11 -g t e? a: ~ ] .!i ! 'in I 0 j J !! g .8 .9 Ill 8 '8 "5 V ;g I ~ § Project DA v: svn ~ f--ev-()v,s o-<'- ltem ki"Q.o., \ -'Gla~ I A ~s. Des._...;::.. ____ Chk ____ App-. ___ _ +--------------+ I STEEL COLUMN DESIGN I +-------------- DAVISON & FERGUSON ••• #86-37 ••• FRAME LINE 'E' COL. AXIS X y LENGTH= 14.00(Ft> EFFECTIVE LENGTH FACTORSr Kx = 1.50 Ky= 1,00 SIDESWAY --NOT PREVENTED IN X NOT PREVENTED IN Y LOAD COMBINATION 1 AXIAL LOAD= MOMENTS1 TOP MK MAX 245 0 0 0 119,000 KIPS My MAX 0 0 STEEL YIELD m 36 KSI CHECK W18X106 LOAD COMB 1 E GI U A T I O N 1,6-lA 1.6-lB 1. 1268 1.2119 BOTTOM 387' 0 1,6-2 Poge 5'.Q Sheet AL:1s Job 8<;,-37 - :ti g ~ .I!! ~ i "ill -g i ~ cc ~ j .s; ! "iii 2" (-t 0 a _g I :g g _g .9 1/1 8 '8 :i V ~ I ~ § - DOHJBE. INC. Structtxal Engneer DAVISON & FERGUSON ••• #86-37 ••• BLDG. A ••• LINE 'E' FRAME BASE PLATE ANALYSIS •••• using Blodgett INPUT: Base Plate Length·Cin.)= Base Plate Width Cin.)a Column Axial Lead (kips)= Column Base Moment (ft.-kipsl= Number cf Tension Anchor Belts= Anchor Belt Diameter (in.>= Distance Between Tension Anchor Belts and the Center Line cf Column (in.>= Depth cf Column <in.>= Strength cf Concrete, f'c(psi)= Allowable Bending Stress in Base Plate Cks1>= INTERMEDIATE RESULTS, Area cf Tension Belts <in.-sq.l= Mcdulcus Ratio Cnl= Length cf Plate in Compression, Y (in.>= RESULTS; Tension Force in Each Belt CKips)s Bearing Stress in Concrete Cksi>= Plate Thickness Cin.l= Base Plate Length (in.>= Base Plate Width (in.l• Tension Anchor Belts= 40 32 -45· 373 3 2 14.5 18 2000 36 9.425 11.376 10.79335 56.243 .7164653 2.198 40 32 3 -2 in. diam. Poge S''.') Sheet ti,, L-\ 5 A Job eb-'¢ J • '.Q g ~ .!!! i "ill ] i ~ er f j .!a ! "iii (-J 0 0 .8 ~ "O g .8 B "' 8 :t:> 0 "5 u s I ~ § ·- &\ t=:s f"~ \ hf? ~ \;pj~yc,,.\ Page . [?O ProJect Da ,!{ <,&h Item Bid&),!¾-- Des. d) Chk. ___ _ Appr. ___ _ Dcte: 8-1..1...-%-6 Sheet /?\L-1 s B Job ~6-)1 DAVISON & FERGUSON BASE PLATE ANALYSIS.,,.using Blodgett INPUT: Base Plate Length <in,>= Base Plate Width (in,>= Column Axial Load (kips)= Column Base Moment Cft,-kips)= Number of Tension Anchor Belts= Anchor Belt Diameter <in,)a Distance ~etween Tension Anchor Belts and the Center Line of Column Cin,>= Depth of Column <in,)= Strength cf Concrete, f'cCpsi)• Allowable Bending Stress in Base Plate <ksi>= INTERMEDIATE RESULTS: Area cf Tension Bolts <in.-sq.)= M0dul0us Ratio Cn>= Length cf Plate in C0mpressi0n, Y (in,)= RESULTS: Tension Farce in Each Belt <Kips>= Bearing Stress in Concrete Cksi>= ·Plate Thickness (in,>= Base Plate Length Cin,)= Base Plate Width (in.>= Tension Anchor Belts= 40 32 119 387 2 2 14.5 18 2000 36 6.283 11. 376 14,26468 47.56803 ,9382267 2.691 40 32 2 -2 in. diam, , ___ 1 _ ---.. . .. .. . .. . . ·----. . . . . . -. . .. . . . . .... ·-. --..... --------·-··· .. -·· . --. -- DOHUB_E., INC. : : · ·: : : : : ... ·-·· ---·· · --·· Structural · Engineer · · --· --· · · · · ~ .: .. ~~:~ ·::_-~_--:·: ~~~~~ct -6~~-~ -?~ .a £~~~~ ~ ~: . ·: : : ·: ·. ~ . : : :. -~-~:~~-;-~:ge. :~ :eo 1:· : . =~:--~---=-~~--~--~-..: ... 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O ,~ . \I I ''-\J'IY"lt\x_ "'" <.. ,':>e· ~ Page 13 Sheet 5' R;. -'Z.. Joh8b-JJ 5~1-'J2f1-0l c~ I'' - - DOHUBE, INC. Structural Engineer Date: B-ll-8b . s l:i()") ::: I s 1,'"" ~b Page J:f}:: Sheet (oR,_-'3 Job 8f,-3~ \ iPr'~ Se-:. 4~5 x_·~o1 "j's1 ~"'8,1'?>1'· Q"""" ~14,1 (( \( 'fn/K = \ 1...c:0>'(.. ~:: i& _, ~ ,,: S', 11:. ;xl"-"°'") :: 13 • 41 +~., 5q1v .. ·-( '.. '{ I. \ \___ .: DOHUBE., INC, Structural Engineer Project p0,y1 ~1'r-:s\ Ff-r<zj ½::dn> Page _J_S __ _ Item B) 4 5 & -'wt).\\ 'P/,VY"\~ l ~ Sheet B w-I Des. __j s Chk. Appr. ___ . Date: ~-11..-?)-b Job e D -37 CONCRETE ~ALL PANEL DESIGN-Using the SEAOC method TIT LE:. : ... R ..... ·o.. __ h __ e_ __ \_3 ___ (! __ ,~ __ D..._tL-.._.t) ______ _ / I It I --I INF·UT : I· UNSUPPORTED PANEL HEIGHT-'Lu' CFT.>=••••••••••••••••••••••·1--~--z PANEL THICKNESS-'T' CIN.>=••••••••••••••••••••••••••••••••!1--~-- LENGTt\ OF WALL. CONS I DE RED-' B' (FT. ) = •••••••••••.•••••••••. SUPERIMPOSED VERTICAL SERVICE DL (KIPS>= •.••••.•••••••••• ~ SUPERIMPOSED VERTICAL SERVICE LL CKIPS)= •• ~•••••••••••••••11--~-- ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• ._..;,.,,:. __ 8 UNIT SERVICE WIND LOAD CPSF>~••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=•••••••••••••••••••~~-- 10 CONCENTRATED SERVICE WIND LOA~ CKIPS)=.:7 ••••••• : ••••••••• II DIST. FROM BOT. SUF·PORT TO CONCENTRATED LOAD <KIPS)= •••••• 1--....... -- 1'2. ULT. COMPRESSIVE CONCRETE STRENGTH-'F' c:' <PSI>=. • • • • • • • • • 'UPm l~GRADE OF REINF. STEEL-'Fy' CKSI>= •••••••••••••••••••••••• ~~~--.-- 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=•••••••••••• 11-..r--- ~ ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••••• 11-...:...--17 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)= ••••••• ~ DEPTH OF R~VEAL OR DEPRESSION (IN.>=••••••••••4••••••••••• @:)-~014-:_Ql, i,x_to)+(?-s):}2.-'"'21 +fo1s-Yril1 o) ~ t ~-, @ -[,Of<,[ ~'o]~ 1,8"-:---·-: wr. "~) ®-~~5XI ')(10') == -"B .. 1 · Pi:>1,.l+) (l.,,,.._+i-4-:1 C.'5 -Pr c,1 · . ' ~ ~~--J LI.\. (1) C,) . ~ f""\'.r ~ ~. W\tti . , ., . ~tJw:n,.\ - :2 0 > ~ .I!! ! "ill -g i ... a: ~ j _i; ! "iii -i 0 j l :g g .8 .9 -i d ~ I \II § Project D,._y, '>PD ~ VWf'£?·>Jr!\ Item Bl&tl « B -lo2,d\ Pian:d$ DOHJ8E. INC. 51:rucll.ral Engineer Des. J $ Chk.___ Appr. __ _ i~ CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• #86-37 ••• BLDG. B ••• PANEL 3 ~ NOTCH INPUT: Page 1~ Sheet BW:1-:A Job 8 t, -3:7 UNSUF'PORTED PANEL HEIGHT-'Lu'(FT.)=•••••••••••••••••••••• 11.00 PANEL THICKNESS-'T' <IN.I••••••••••••••••••••••••••••••••• 6.00 LENGTH OF WALL CONSIDERED-'B'<FT.J=.••••••••••••••••••••• 1.50 SUPERIMPOSED VERrICAL SERVICE DL (KIPS)=•••••••••••••••••• 15.900 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 7.800 PARAPET HEIGHT <FT.)=..................................... O. 00 SEISMIC FACTOR-'ZICp•= .................................... 0.300 UNIT SERVICE WIND LOAD <PSF>=•••••••,••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD <KIPS>=••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD <KIPS)=•••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS)=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSI>= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSil= ••••• : •••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC,-'d' (IN.)= 3,00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.)=............ 1,00 ADD' L. PANEL WT. NOT CONS I DER ED IN LENGTH ' B' < K !"PS I =. ,. • • • O. BOO DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)=.,..... 3.00 DEPTH OF REVEAL OR DEPRESSION <IN.Jc...................... 0.75 RESULTS: CASE I: DL+LL MUe@ TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'D.@ TOP (SQ. IN,)=********************* MUe (i! MID-HT. OF PANEL <FT-KIPS)• ••••••••• , ••• , ••••••• Mre@ MID-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• Ase REQ'D.@ MIO-HT. (SQ. IN.I=***************** PANEL DELTA@ SERVICE LOADS <IN.)= •.••••••• : •.•••..••• CASE II: DL+LATERAL 2.96 2.98 0.239 6.21 0.177 0.423 MUmax <FT-KIPSI=,••••••••••••••••••••••••• 4,24 (SEIS GOVS) Mrmax (FT-KIPS)= •••••••••••• ,......................... 4.25 Asmax REQ'D. (SQ. IN.>************************** 0.170 PANEL DELTA@ SERVICE LOADS <IN.I ••••••••••••••••••••• 0.538 MUx <FT-KIPS>=•••••••••••••••••••••••••••• 3.73 (SEIS GOVS) Mrx ( FT-KIPS I=... • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 3. 73 Asx REQ'O. (SQ. IN.>=*************************** 0.103 PANEL DELTA@ SERVICE LOADS (IN.>••••••••••••••••••••• 0.515 MAX. ALLOW. PANEL DELTA -'LuitOO' <IN.I= ••••••••••••••••• 1.320 As for .75Pb=********************************************* 0.577 '2..-~ Ho\&-.&.ovJn R.e,',--,f. ( or...) - • :g g ..., ~ .!!! ~ ~ C O'l "iii -g ~ ] a. ~ a: .;c .s; ] .£ ~ ~ C O'l vi ::>-C 0 a. ~ 0 0 ] ti ~ 32 . -··· -· ·-g ] .9· 1/1 5 a . :5 -a ····--··-·-··-·· ---V I ~ -~ - DOHJBE,NC. .. --.. -. ----Structu-al Engr,eer Project t?o..v l ~ on A W~ll.5P n Item· .f,\d~, f> -Lp..t-e-co..\ : Des . ....)S .chk. ___ ·-·Rwr--Dci:e: e-, .. 5"1 .&~-,!-.,--- ... ------------. . ... -~ . ' ' '70' IG. t • ! . . i .. ! I,~ s • ) J. 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Structural Engineer \ Project J>Av,S.1>..J t.. Fe~~ttso.J f:,L.I¼, C Item Fct.<t-l~~,, o~ Des. 0 AtA Chk. ___ _ Appr. ___ _ Date: ~/8h L11--l E:"" A ())~o F-~ ( IZ.. + -i.o J (.,1 '-. .:: = :i ~ WA-<,L. ,:. ~ 1 )( Ct:>_ • ,< l'2 . S-;;: lt)-1 ~ ,z., ,z.47 -di:. b~a '>::)-:-'2,141 ~ o.CJ ~~\9-0 ... ' ' Lt1-.\G'" z.o ... Faco~ ::: 4 ( ff. ~ "2-c ') a I = s,1 G:.o -4'- fL:JN j. 'l;<.G,}'-. \'2. ~x. 14 -'t, 4 re -:#" ..z.t ')(_ G:, -;,c-. 1 ·ts')(. l 1. -z<.-,1-i r-"+ 'PWJM-\.... _,_ : .4-\, 't 8~ 4 b!U&S2 \~ --4-\l C\e, ~ tU'll-0 7'-19 f-(A,.. -::::. /876, df Page } b'L Sheet ~-/ Job 60-37 C.F'-\ I \\ '1 l-°5,<.\"2.T~K \v/ Z..dt S-roP ~, eor 4 .. use= \ 1-0\,\,,._ \~1~1 ';1/2:#-1 I ToP-=; $OT ~ l.!S'--1¼,,, o tpe,AI I tJ(p / 1 --0,88 u..s~ - :g ci > g .!!! ~ ~ C 01 "vi -0 Cl) u :::, -0 e Q. ~ a: .::i. _s;; -0 ~ _s;; ~ .a 0 C -01 "vi :::,. C 0 Q. 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Structural Engineer Item _________________ _ Des. D.A.fA ·Chk. ____ Appr. ___ Date: ~/S &? ·l.Ui..1,-..1--r = II ,S,c..t:.,c.. l"'l. S" = qq I "*h wp11=rz.;, -z,"'""" 1"Z:s-:.1,s1r-,.4r 'R -= I ,z. ( l ,z. ~) + n.( Cl 'l I) .::. 13i 4 i~ ~ r-/'2.B ;,<.4 o -G:; l"?.-0 -/rF fl-l~i-=-'f9 I,. l'2--= 11, 5c,'2.. ·fr,ere = 1,~S)' "t."2.. = 34 '"S-0 · S\ I G:. .. G, '.l, -=II- \to' :b~1b-:: 5l1"-&>Z. . -l e, )',. "Z-~ C) p CDL -z K = ( -z. s ) ,., l>'s. / s"x. \0 = 7:~.~ k f'RF-== ~ ( 12k -2.c:>) ,.._ I '2.. -'1, lot z Pt..lt-.1'"t r -zG:-x q x a .. o~ 1"2,S'"'· = 17. S-S" ~'2,oe. K 1.16 Page I 'D4-: Sheet O./= -.5 Job __ .... e .... n=-=-3.-=--7.L-- i USE"' C.F-1 . I ~ 0 > -E .!!! ~ B C -~ ] V ::> ] ~ a: .::i. .£ j .£ ~ ·.a 0 :-' ~ :> C ·-·-···------~ 8. 8· V 0 j -~ E 32 ------·---.. __ .:g ~ .9 Ill 8· :c:; .Q ~ .. -----·---·. ___ s I ~ ~ • DOHJBE, NC. ·-. 51:n,mfalEngneer Project '()w1soN ·4 fai?-aUSObl . Item BLD6. D -\s,,ot?{ '.f r:i ;, o :'.) Des.___ -Chk. ----Appr ...... --~--Dote, B-1.3-Sb 1 2. ~ 8) Ii • ~~-• ·ll 8,-z_. ~ B4 e,7 II • • 11 'B15 ®- ----·-· 1:2. -~ ---. -. .. ·--. -. .. .. ~ Page (bi; Sheet t) CZ--l . Job e fu-.3J -® B°5 ·---® --@ C r .. I ~i 4-~ s . ---· -···-··-- - --- DOHUBE, INC. Structural Engineer Project Dl'dv \ S<9 4 . Item ~l.. V) ~ 0 F~nr'5uN Page }'D~ Sheet D j2. -'l Job f3 (,_ 3 7 Des.__ Chk. __ Appr._~---·~ Date· ___ _ 12 o e ~ P.:,~ >o "-' ~ _ f '~1w~-6 g -~ I -l • ~ L z :> \ B ~ wt. 4-10 x -z..~ --qu ~ .\;J ~ t..°t.1 ~ "O IS> V ::::) ] Mt>-!/5,Jl- ~ ! L\ .. ~ X /, <:;'5 -i::. (. 7 7 _!:; ] ec.10 -~ {) 0 '-~ ~ e-1 ~ s-1/4 "fl. 7., S' l/1-~:.. 7 orf -c~/Z(1 Qr c. L l '-L t r llY?L' 7 '~'i C 01 :vi -J t'i~~'Z,~\-v(-\r~--()---,-, 1---_ cp---~----,..:__ ________ ---L~-//_t_~_ a zSl1'\ 1 c-rlcp ~~~-------__;_ ___________ _f_ __ _ i ~1\.l~ 0-> IS> .D -B Vl C L-:-\~ 4--·4, 1--' Al. f Lf ~ fu-5~ o j ~ w 7; ~ d ( /3,ei, -I /7--/. 0 1.,, . I ~ Ht. -zr.. 3-c. /tJ@.,! z Gx!Cf ·e ~ 0 > g .!1:! ~ .a 0 C Q) 'iii -0 ($) u ::J -0 e Q ~ a: .:i. .£ -0 ~ .£ ~ 0 C -Q) 'iii ::>-C 0 Q .E O·. u 0 '-0 ($) .D ~ ::J E 32 g ($) .D .8 Vl C o· ~- "5 u 0 V I \J.J V f=: 0 z ••• DOHUBE, INC. Structural Engineer Project D ~ \J \ <; C 1--.l Item {!:>Lv, ?f Page ) D~ Des. __ Chk. __ Appr. __ Date: __ Sheet D-$ Job 8'-1/ W ~ ~L'S )0 l\ Y _-t ( 1_j -z--~~ \ 9 H 0:: ~(-~l')X~)"-. . s /\ -:-65 t> ~ \ t'.9~ \ 'II.. ~"' ,O\'-Z--S(,'o\°))(ll,D")~/.;-'7-~-'y;~ \ · ~b~ ,Df"l..5" {,+4)(4bt/'Jl,6l l"' l,'2..7 0 L vJ-.. -S-Z17~ & 1/'! ~'J-1 -::r z 1-l;tJ\ \ .,,,• .. ' )~)( 30 J_::. 11,s~ l Or - >'l1t -f- -z_ ( c~r 'r C1 ').." _ __, -- • J;i 0 > g .!!! ~ ~ C en 'iii "C) (i) u :::> "C) e Q_ ~ a: .::i. .!:; "C) ~ .!:; c,) .... .a ·o • C en 'iii :> C 0 Q_ E ·O u 0 .... 0 c,) .D ~ :::> E 32 g c,) .D g Vl C 0 :s -s u 3 I ~ F 0 z • DOHUBE, INC. Structural Engineer Project t) ~\J \ ~ Oir-t '.\2-IS (\,. ~ ~ ~ ~ Item 0.:, 1...1.11 ff D . Page / 0'3 Sheet t) Q. --t Job Q~-"17 Des. __ Chk. __ Appr. __ Date: __ P~ 1'-l.~, 7, L.f w 'l" _Ci\o~; ~8b -f' 'J ~I\~::, 4 3,1 (C t'\ t " \ 'f /1 ~ ~ ~ ft6 x. a'~~ , -·Pf9,7 ) 7'-P. Sl . Mct., /</7.... rtt ~ /Ci 'l -7f,) ~ -I I? .... @ t-· /'f7l T f' ti .. · 5''17, 1 · V M6\.)( ~ '). c.j1.. =-~"~ .:: IB.~ C <o' .. /) R ... l \, t ' &; ' I r "\,. f,. .. _1Ct1·lf 1 f. r 4 b' ~) w "" 9 ' t) ' Pt 0 © . "3 ~"' 4'\-.":>'' . \ \. ~ )(--e -,4-B, )<, rY "L -I 23, s ; tr,5 I I f'~,/ · ./i 0 I 5 O, 6/ t ~ 7 5 , S t1 fr, ---Iv-t -7 f. ) :: I o1 f1-z-(C.o DOHUBE~ INC, Structural Engineer Project Qa\.l{~~ 4 r--elf0~$!t:Y Item fA\&fJ, p -W""\\ 'Po..;p~\s .Des. -.JS Chk. Appr. . Date: B-11..-e-b Page ... , .... 1 Q""'P\....._ __ ~heet. pw.:.1 Job ~~-'31 CONCRETE.~ALL PANEL DESIGN-Using the SEAOC method INF'UT : I· UNSUPPORTED PANEL HEIGHT-'Lt.l' <FT. > = •••••••••••••••••••••• .s z. PANEL TH I CKNESS-; T, ( IN-. ) = •••••••••••••••••••• I I •• I I ••• I I • , ---~-- LENGTH OF WALL. CONS I DE RED-' B' C FT. > = ••••••• 4 • • • • • ; ~ • • • • • • • . t---+--- SUPER IMPOSED VERTICAL SER.VICE DL <KIPS) =.•.0.f. ~ ':<J ••••••••••• SUPER I MF·OSED VERT I CAL SERVI CE LL <KI F'S> =: 9 !"' .r. -z..q ••••••••••• / 1------i----- ~ PARAPET HEIGHT CFT.>=••••••••••••••••••••••••••••••••••••·,~~-- SEISMIC FACTOR-'ZICp'=•••••••••••••••~••••••••••••••••••• 8 UNIT SERVICE WIND LOAD <PSF>~••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD (KIPS)=••••••••••••••••••• 10 CONCENTRATED SERVI~E WIND LOAD <KIPS>=.;7 ••••••••••••••••• II DIST. FROM BOT. SUPPORT TO CONtENTRATED LOAD <KIPS>= •••••• ~ ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= •••••••••• 13 GRADE OF REINF. STEEL-'Fy' (KSI)= •••••••••••••••••••••••• ..,_.....,.....,..._ 14 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.> ~ ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN.>=•••••••••••• ~ ADD'L. "PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• n DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)= ••••••• l& DEPTH OF REVEAL OR DEPRESS I ON < IN. > = •••••••••• 4 • • • • • • • • • • • • .,_____._.....,..._ C,) . ~ f..c.\''1" ~ ~. W~\i . ' . . ~)tJW:nl • 12 ~ ~ .!£1 ~ t ·v1 I . g. ... a: ~ i .!; I (-J 0 j I '.Q ~ .8 .9 Ill 8 '8 ~ ;-g I ~ ~ - DOHU8E. INC. Slrucll.fal Engineer CONCRETE WALL PANEL DESIGN-Uwing· the SEAOC method DAVISON & FERGUSON ••• #86-37 •• ,BLDG. D, •. TYP. SOLID PANEL INPUT : Page \ ) (j Sheet P v-,l-\A Job E,b-37 UNSUPPORTED PANEL HEIGHT-'Lu'. CFT. )... • • • • • • • • • • • • • • • • • • • • • 21.50 PANEL THICKNESS-'T' C IN. ) =· •••• , •••••• :. , •••••••••• , •••••• -~6,-'._.,o;--;o,--__ _ LENGTH OF WALL CONSIDERED-'B'CFT,)=•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL CKIPS>=•••••••••••••••••• 0.280 SUPERIMPOSED VERTICAL SERVICE LL CKIPS>=•••••••••••••••••• 0.400 PARAPET HEIGHT (FT.)=-•• , ••••••••••••••••• ,,, ••• , •• ,., •••• , 1,00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF) • ••••••• ·•••••••••••••••••••••• 18. 70 ·CONCENTRATED SERVICE SEIS. LOAD (KIPS)• ••••••••••••••••••• 0,000 CONCENTRATED SERVICE WINO LOAD <KIPS>••••••••••••••••••••• 0,000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=...... 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI)= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=-•••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>=-3.00 0 ECCENTRICITY OF VERT. SERVICE LOAD-'e' (IN,>= •••• ,....... 6.50 AOD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••• ,. 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>=....... 3.00 DEPTH OF REVEAL OR DEPRESSION (IN.)• •••••••••• , ••• ,., ••• •.• O. 75 RESULTS: CASE I: OL+LL MUe@ TOP OF WALL CFT-KIPS>=•••••••••••••••••••••••••• Mr@ TOP OF WALL <FT-KIPS>.,••••••••••••••••••••••••••• Ase REQ'O.@ TOP CSQ, IN.>=********************* MUe@ MIO-HT, OF PANEL <FT-KIPS>=-••••••••••••••••••••• Mre@ MIO-HT. OF PANEL CFT-KIPS>=••••••••••••••••••••• Ase REQ'O. a MIO-HT. (SQ. IN.>=***************** PANEL DELTA@ SERVICE LOADS (IN.)••••••••••••••••••••• CASE II: DL+LATERAL 0.58 0.58 0.044 1.41 1.42 0.078 0.079 MUmax <FT-KIPS)= •• ,....................... 2,58 <SEIS GOVS) Mrmax (FT-KIPS>=.,.,, ....... , .... , •••••••••• ,••• •• •... 2. 59 ,10 I '7 ''Ot,. Asmax REO'D. CSQ. IN.>**************************·.c_~0~-~2:0~0,..... ______ -t--'--"C=--........ c.,,---:<.J;----- PANEL DELTA@ SERVICE LOADS <IN.> ••••••••••••••••••••• 1,357 (!: 4_. MUx CFT-KIPS> = •••• , •••••••••••••• ,, ••• ,,., 1.49 CSEIS Mrx <FT-KIPS>= ••••••••••••• , •••• , ••••••••••••••••••••• Asx REQ'O. <SQ. IN.>=*************************** PANEL DEL TA @ SERVICE LOADS C IN.>"'• ••••••••. • •••••••••• MAX. ALLOW. PANEL DELTA -'Lu/100' CIN.>• ••••••• ; ••••••••• As for .75Pb=********************************************* GOVS> 1.50 0.100 0.990 2.580 0.385 '.!:! ~ ~ .!!l i 'ill "2-:g i. a: ~ ] . ,s; ! 'iii :·-i 0 j I '.2 g _g B "' i '3 V ~ I ~ § DOHU8E. INC. Strucu.ral 6-g,eer Project Do;{ i ., rn::-, ~ re:c~ <, 'ft'() I Item B,l d ~, 0 ,,. W0 \'\ P/4-ni:\:S: Page \ \ \ Sheet bW -I e, Des . ..)'$ Chk.___ Appr, __ _ Job 86-31 CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• #86-37 ••• BLDG. D ••• TYP. PANEL a 3' REVEAL INPUT: UNSUPPORTED PANEL HEIGHT-'Lu'<FT.>=•••••••••••••••••••••• 21.50 PANEL THICKNESS-'T'(IN.)= •••••••••••••••••••••••••••••••• ~-~6~.o~o,.,__ __ _ LENGTH OF WALL CONSIDERED-'B'(FT.)a•••••••••••••••••••••• 1.00 SUPERIMPOSED VERTICAL SERVICE DL (KIPS>=•••••••••••••••••• 0.280 SUPERIMPOSED VERTICAL SERVICE LL (KIPS)=•••••••••••••••••• 0.400 PARAPET HEIGHT <FT.>"'• ••••• ,.............................. 1.00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF) • ••••••• · ••••• , ••• ,............ 18. 70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>=••••••••••••••••••• 0,000 CONCENTRATED SERVICE WIND LOAD (KIPS>••••••••••••••••••••• 0.000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=•••••• 0.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>• •••••••••• 2000.00 GRADE OF REINF •. STEEL-'Fy' <KSI>•........................ 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>= ~2&s~2~5el... __ _ ECCENTRICITY OF VERT. SERVICE LOAD-'e• ( IN. l =............ O. 10 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>•, •••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.ls ••••••• _:3~.o~o ____ _ DEPTH OF REVEAL OR DEPRESSION <IN.>••••••••••••••••••••••• 0.75 RESULTS: CASE I I DL+LL MUe 9 TOP OF WALL <FT-KIPS>••••••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS>•••••••••••••••••••••••••••• Ase REQ'D. a TOP (SQ. IN.>•********************* MUe a MID-HT. OF PANEL (FT-KIPS)• ••••••••••••••••••••• Mre a MID-HT. OF PANEL (FT-KIPS)= ••••••••••••••••••••• A~e REQ'D. a MID-HT. (SQ. IN.>=****~************ r•···-• __ , -· -___ ,,.,."' I.OADS <IN.>• •••••• , ••••• ,., ••••• CASE II: DL+LATERAL ·--·--- 0.01 0.01 0.001 1.02 1.83 0.182 0.051 I MUx (FT-KIPS)• •••••••••••••••••• .-• • • • • • • • • 1, 83 <SEIS GOVS) 1\.. 4-, lv\Y~"'T-KIPS>=................. ... • • • • .. • • ..... • • . . . 1,84 'Pi ~ \'2..,1 Cit.., ~$ Ri;Q'D l'S!il TN. l "'*************************** _:0~-~1~9~6~-------+---------F'ANEL D!;:l-'rA dll SQ'2.V\~ l.011~ (.lN )=---·................ 0.895 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.>=••••••••••••••••• ~.580 As for .75Pb=********************************************* 0,289 . l 0~) (-" ... \\..._ _,. DOHUBE, INC, Structural Engineer Project -Po.v,~~ f Pu..'f'dlASP:bz Item ~I~, 0 -½b I\ P~ Page _,\...,\ ~------ Sheet D W-'L Des. ~ S Chk. Appr. · Date: Q;.-l7,;-8b Job 8 6-31 CONCRETE ~ALL PANEL DESIGN-Using the SEAOC method INPUT: I· UNSUPPORTED PANEL HE I GHT-' Lu' <FT. > = ••••• a ••••••••••••••••. .__,._._ __ · PANEL THICKNESS-'T' <IN.>•••••••••••••••••••••••••••••••••!~~--LENG"TH OF WALL. CONSIDERED-• B, (FT. ) = •••••• I I I • •, 1'.; •••••••••. SUF'ER I MF·OSED VERT I CAL SERVI CE DL <KI F"S > = {,n 'IJGJ ,s ~ 5'). • • • • • • • ...,___,_,_ SUPERIMF·OSED VERTICAL SERVICE LL (KIPS)=~ ~i.z;i{J~·~/}'V •• • • • • • • l .__""""""""--- ~ PARAPET HEIGHT (FT.>=••••••••••••••;•••••••••••••••••••••• SEISMIC FACTOR~ 'ZICp'••••••••••~••••••••••••••••••••••••• .__ __ _ UNIT SERVICE WIND LOAD (PSF>~••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>= ••• · •••••••••••••••• .,__...;..i;, __ 0 CONCENTRATED SERVI~E WIND LOAD <KIPS)=.:7 ••••••••••••••••• 1-~-- II DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>= •••••• .__ __ _ 12 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>=•••••••••• 1--~~(.._ I! GRADE OF REINF. STEEL-'Fy' <KSI>= ••••••••••••••••••• ~ •••• ~~-- 1~ DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' CIN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>••••••••••••• 1--..-=-- ~ ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 17 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.>=••••••• 1-------- 0EPTH OF REVEAL OR DEPRESSION (IN.)a•••••••••••••••••••••• . . ----- C,) . ~ F~\'.r '-1:4 {., W\tts ~ww:ns. . • :2 cl > ~ .I!! ! 'iii ~ i .... a: ~ i .!i ! 'iii -i 0 a _g r "O ~ _g B "' -~ CJ d :g I ~ § - Project P @/)Sox:, ~ fgy~1,) S:tb, DOHU8E. INC. Structl.ral Et-gneer Item l>ld5, b-\Jo I) :€11')'.)£15 . Des. j S Chk.___ Appr. __ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method DAVISON & FERGUSON ••• #86-37 ••• BLDG. D ••• fLUSH PILASTER INPUT : Poge \\';, Sheet DW-M Job Bb-37 UNSUPPORTED PANEL HEIGHT-•Lu'(FT.>••••••••••••••••••••••• 19.00 PANEL THICKNESS-'T' (IN.>= •••••••••••••••••••••••••••••••• ~ LENGTH OF WALL CONSIDERED-'B'(FT.)= ••••••••••• ;.......... 3.25 SUPERIMPOSED VERTICAL SERVICE DL (KIPS)=•••••••••••••••••• 9.000 SUPERIMPOSED VERTICAL SERVICE LL <KIPS>= •••••••••••••••••• 7.800 PARAPET HEIGHT <FT.)• •••••••••••••••••••••• ,.............. 4.00 SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WIND LOAD (PSF>=-•••••• ; •••••••••••••••••••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.000 CONCENTRATED SERVICE WIND LOAD (KIPS).•. • • • • • • • • • • • • • • • • • • • O. 000 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>=...... o.oo ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSil=, ••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' <KSI)••••••••••••••••••••••••• 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' <IN.>= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>= •••••••••• ,. 6.50 ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ••••• 0.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.> ..... ; ••• 15.00 DEPTH OF REVEAL OR DEPRESSION !IN.)••••••••••••;•••••••••• 0.75 RESULTS: CASE I: DL+LL MUe I!! TOP OF WALL (FT-KIPS>••••••••••••••••••••••••~•• 14,01 Mr@ TOP OF WALL (FT-KIPS>=-••••••••••••••••••••••••••• 14.07 Ase REQ'D. a TOP (SQ. IN.)=********************* 0.867 MUa I!! MID-HT. OF PANEL (FT-KIPS)"'••••••••••••••••••••• 17.64 Mre a MID-HT. OF PANEL (FT-KIPS)..... • • • • • • • • • • • • • • • • • • 17. 68 . --~r l'".L\, to.re. Ase REQ'D.@ MID-HT. (SQ. IN.>=***************~*~*=-~0~·~8~9~0'----------t-~--"C>-~i;;,=--;.....:..'r-'-~l~--"' PANEL DEL TA I!! SERVICE LOADS (IN.>= ........... , ••• ,•••.. 1. 001 C O lL) . CASE II: DL+LATERAL MUmax <FT-KIPS)'"•.......................... 11.16 <SEIS Mrmax !FT-KIPS)= •••••••••••••••••••••••••••••••••••. ,. Asmax REQ'D. (SQ. IN.>************************** PANEL DELTA@ SERVICE LOADS <IN.>••••••••••••••••••••• GOVS> 11.24 0.517 1.608 MUx !FT-KIPS)"'•........................... 1'1. 08 (SEIS GOVS> Mrx (FT-KIPS>=•••••••••••••••••••••••••••••: •••••••••• 11.17. Asx REQ'D. (SQ. IN.>=*************************** 0.51~ PANEL DELTA @ SERVICE LOADS !IN.)=:................... 1.427 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.>=••••••••••••••••• 2.280 As for .75Pb=********************************************* 1.668 ,.e ( DOHUBE., INC. ) Structural Engineer Project 0'1>Y) ?~ 4 :frrell..$D70-: Page ,I \ 4-i Item . @I a)'!\, P-Wg,I) e<k!29%? Sheet P uJ-3 Dea., \s C'lik. Appr. ___ Date: f!>-/1.jjb Job Bb-07 CONCRETE .WALL PANEL DESIGN-Using the SEAOC method - INPUT: I· UNSUPF·ORTED PANEL HEIGHT-' Lu' <FT. > = ••••••••••••••••••••••. ..._:.:;;;;.,;.-- . PANEL THICKNESS-'T' (IN.>•••••••••••••••~•••••••••••••••••!~~--LENG1'}1 OF WALL. CONS I DE RED--' B' <FT. ) = ••••••••••••••••••••••. 11----i---- SUPER I MF'OSED VERT I CAL SERVI CE DL <KI F"S) = '-:SJ'.'\)' 4-.X.ll ·~! 1 · .. • • • • SUF·ERIMPOSED VERTICAL SERVICE LL <KIPS> =~·,?1-\l.4.)t'..j,. ~..,1 •••••• ~ 1--------- ~ PARAPET HEIGHT <FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'•••••••••••••••••••••••••••••••••••• ._......, __ UNIT SERVICE WIND LOAD <PSF>~••••••••••••••••••••••••••••• 1-.:...i.,;.-'=--~ CONCENTRATED SERVICE SEIS. LOAD <KIPS>=•••••••••••••••••••.__....,.....,_. 0 CONCENTRATED SERVI~E WIND LOAD <KIPS>=.;7 ••••••••••••••••• .____.,_,,__ fl DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS)= •••••• --~-- 12 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>=•••••••••• 13 GRADE OF REINF. STEEL-'Fy' CKSI)= •••••••••••••••••••••••• ---~~~o~-1~ DIST. FROM REINF. TO FACE OF-COMPRESSION CONC.-'d' <IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' CIN.>••••••••••••• --~~- b ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS>= ........... .;:;;;,...:..i..-17 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.)= ••••••• .__ ____ _ DEPTH OF REVEAL OR .DEPRESSI'ON <IN.>-=•••••••••••••••••••••• .7 5"" -~ o7 ~x. 3X <\·'1S )(~ ~i = ~ hl · ' -~1)11ei-!X1-~x~)= 1.s1 -· ---: -G.._ tS"lSX'._I\ ):, • t y,,; '7, # p.wc.\ • :Q g 2 .l!! i "ill ~ -g t cc f j .!; ! "ill ,. i 0 ] I "O ~ _g B "' 8 ~ d s I ~ ~ CONCRETE WALL PANEL DESIGN-Using the SEAOC method Page \ \ S Sheet .p w -s A Job 2,{;, -:):J DAVISON & FERGUSON ••• #86-37 ••• BLDG. 0 ••• 4' PIER@ DOOR OPEN'G INPUT: UNSUPPORTED PANEL HEIGHT-'Lu'CFT.>••••••••••••••••••••••• 21.50 PANEL THICKNESS-'T' (IN.>=, •••••••••••••••••••••••••••• ,.. 6.00 .LENGTH OF WALL CONSIDERED-'B' <FT.)••••••••••••••••••••••• _..!...QQ. SUPERIMPOSED VERTICAL SERVICE DL <KIPS>=•••••••••••••••••• 0.600 SUPERIMPOSED VERTICAL SERVICE LL (KIPS>=•••••••••••••••••• 1,000 PARAPET HEIGHT (FT.)"'•.. • • • .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. 50 SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 0.300 UNIT SERVICE WINO LOAD <PSF> "'• ••••••• ·, ••••••••••••••••• , , , 18. 70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•••••••••••••••••••• 0.830 CONCENTRATED SERVICE WINO LOAD (KIPS)"'•••••••••••••••••••• 1.570 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD (KIPS>=•••••• 12.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' (PSI>= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=........................ 60.00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=............ 6. 50 AOO'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS)= ••••• 6~440 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION (FT.>=....... 3.00 DEPTH OF REVEAL OR DEPRESSION <IN.>~•••••••••••••••••••••• 0.75 RESULTS: CASE I: OL+LL . MUe@ TOP OF WALL <FT-KIPS>••••••••••••••••••••••••••• Mr@ TOP OF WALL (FT-KIPS>=••••••••••••••••••••••••••• Ase REQ'O.@ TOP (SQ. IN.>=********************* MUe@ MIO-HT. OF PANEL (FT-KIPS>"'••••••••••••••••••••• Mre@ MID-HT. OF PANEL <FT-KIPS)=••••••••••••••••••••• Asa REQ'O.@ MIO-HT, (SQ. IN,>=***************** PANEL DELTA@ SERVICE LOADS <IN.>~•••••••••••••••••••• CASE II: OL+LATERAL 1.38 1.38 0.077 6.38 6.38 0.119 0.112 MUmax <FT-KIPS>=•••••••••••••••••••••••••• 21.21 <WINO GOVS> Mrmax <FT-KIPS>=...................................... 22,36 c; -~5 .EA, rf\Cf.. Asmax REQ'O. (SQ. IN,l*************************~*,_~1~-~3~~~-2,__ ______ ___,i-;;.--------PANEL DELTA@ SERVICE LOADS <IN.) •••• , •••••••••••••••• 2,579 MUx (FT-KIPS>= ••• ,., •• ,................... 9. 41 <WINO GOVS> Mrx <FT-KIPS>=-........................................ 9.46 Asx REQ'O. (SQ. IN.>=*************************** 0.397 PANEL DELTA 111 SERVICE LOADS <IN.)=.·................... 1.883 MAX. ALLOW. PANEL DELTA -'Lu/100' (IN.>=••••••••••••••••• ·2,580 As for .75Pb=********************************************* 2.052 DOHUBE1 INC, Structural Engineer Project Oa J{ 'z9:Y' ~ r-eve,lA$l9Tu Item f)\t.9~, b-lA.Ja.t\ Pt-\tnels Page ... ,\....,\ .... 1 __ _ Sheet D \.J ... 4 Dea. ~ $ Clik-~ Appr. · Date: ~-1'2..-f:/fi Job ~6---}J CONCRETE .~ALL PANEL DESIGN-Using the SEAOC method 0 I 1. s' INPUT: I· UNSUPPORTED PAN.EL HEIGHT- z PANEL THICKNESS-'T' (IN.>•••••••••••••••••••••••••••••••••!1-.....;..-- LENGTtl OF WALL. CONS I DE RED-' B' <FT. > =. ~ ••. p . r • • • • • • • • • • ,:_ • • • SUPERIMPOSED VERTICAL SERVICE DL (KIF'S) = ~1.-).(pv.<~0.\4;~~1(¾L·~J ••• SUPE:RIMPOSED VERTICAL SERVICE LL <KIPS> =!~(~,1>Jf,.,c.~}.'t!:bJ~ •• • 1----~-- ~ PARAPET HEIGHT (FT.>=••••••••••••••••••••••••••••••••••••• SEISMIC FACTOR-'ZICp'=••••••••••••••••••••••••••••••••••• 11----~- UNIT SERVICE WIND LOAD (PSF>~••••••••••••••••••••••••••••• ~ CONCENTRATED SERVICE SEIS. LOAD. <KIPS>=••••••••••••••••••• 1-,...........__ 0 CONCENTRATED SERVI.CE WI ND LOAD ·c KI PS) =. :-;-................ . II DIST. FROM BOT. SUPPORT TO CONCEN·TRA_TED. LOAD (KIPS)= •••••• ___ .,,,.... __ I~ ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' CPSI>=•••••••••• I! GRADE OF REINF. STEEL-'Fy' <KSI>=•••••••••••••••••••••••• ~~--1~ DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.> 15 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>•••••••••••••---- ~ ADD'L. PANEL WT. NOT CONSIDERED IN LENGTH 'B' (KIPS>= ••••• --~-- 11 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.)= ••••••• --~~- DEPTH OF RtVEAL OR DEPRESSION (IN.>=•••••••••••••••••••••• ®-,2.~~.l(-~~·:Y"';)..; \~1'----· ---= C"r) . ~ FMbr ~ ft, w.tti ~W..,:nl . (3) ____ _ - :i;i -a > ~ .l!l ~ i "ill ! a: :f j .!a ! "iii ,e i 0 ... .8 i "O g .8 .9 Ill -~ 0 d s I ~ ~ Project P0,'1 it,o---r--f fs:,1'\,\/i,17T>, Item \:)\¢<½. \~-Uc.,\) Pwnds . DOHU8E. INC. Stn.ctu-al Erqleer Des . ._JS Chk.____ Appr. ___ _ CONCRETE WALL PANEL DESIGN-Using the SEAOC method Page l \J Sheet 'D \d -4::A Job ~'2-?Q DAVISON & FERGUSON •• ,it86-37 ••• BLOG. D ••• 6' JAMB l!! CANT. LINTEL INPUT : UNSUPPORTED PANEL HEIGHT-'Lu'<FT.l••••••••••••••••••••••• 21.50 PANEL THICKNESS-'T' (IN.>=•••••••••••••••••••••••••••••••• 6.00 LENGTH OF WALL CONSIDERED-'B'(FT.)•...................... 6.oo SUPERIMPOSED VERTICAL SERVICE DL <KIPS)=,, •••••••••••••••• 10.500 SUPERIMPOSED VERTICAL SERVICE LL <KIPS)= ••••••••••••••• ; •• 12.000 PARAPET HEIGHT (FT,>= ••••••••••••••••••••••• ,, ••••• ,.,.... 1.50 SEISMIC FACTOR-'ZICp'"'••••••••••••••••••••••••••••••••••• 0,300 UNIT SERVICE WINO LOAD (PSF)=-••••••• ; •••••••••••••• , •••••• 18.70 CONCENTRATED SERVICE SEIS. LOAD (KIPS>•., ••••••••• , ••••••• 0.830 CONCENTRATED SERVICE WIND LOAD (KIPS>••••••••••••••••••••• 1,570 DIST. FROM BOT. SUPPORT TO CONCENTRATED LOAD <KIPS>••••••• 12.00 ULT. COMPRESSIVE CONCRETE STRENGTH-'F'c' <PSI>= •••••••••• 2000.00 GRADE OF REINF. STEEL-'Fy' (KSI>=•••••••••••••••••••••••• 60,00 DIST. FROM REINF. TO FACE OF COMPRESSION CONC.-'d' (IN.>= 4.00 ECCENTRICITY OF VERT. SERVICE LOAD-'e' <IN.>=............ 6.50 AOO'L.· PANEL WT. NOT CONSIDERED IN LENGTH 'B' <KIPS)= ••••• 19.000 DIST. ABOVE BOT. SUPPORT UNDER CONSIDERATION <FT.>=••••••• 3.00 DEPTH OF REVEAL OR DEPRESSION (IN.)m•••••••••••••••••••••• 0.75 RESULTS! CASE I: OL+LL MUe a TOP OF WALL <FT-KIPS>=•••••••••••••••••••••••••• 19.01 Mr Ii TOP OF WALL <FT-KIPS>=••••••••••••••••••••••••••• 19.11 Ase REQ'O. Ii TOP (SQ. IN.>•********************* 1.141 MUe Ii MIO-HT. OF PANEL (FT-KIPS>=••••••••••••••••••••• 39.00 Mre @ MID-HT. OF PANEL <FT-KIPS>"'•.................... 39. 10 O ~$ (' Ase REQ'O.@ MID-HT. <SQ. IN.>=***************-*-*_2~·~3~0~8r--------1-o,.._-_.;__~W=~·\~(l\.=c./L:.::=: PANEL DELTA a SERVICE LOADS <IN.)••••••••••••••••••••• • 6 CASE II: DL+LATERAL MUm~x <FT-KIPS)• •••••••• : ••••••••••••••••• 38.45 (WIND GOVS> Mrmax <FT-KIPS>=...................................... 32. 96 Asmax REQ'O. <SQ. IN.l************************** 1.796 PANEL DELTA Ii SERVICE LOADS <IN.> •••••••••••••••••• : •• 1.292 MUx (FT-KIPS)=-............................. 22.63 <SEIS GOVS) Mrx (FT-KIPS>=. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 22. 68 Asx REQ'O. (SQ. IN.>=*************************** 0.950 PANEL DELTA Ii SERVICE LOADS (IN,)• ••••• .' •••••••••••••• 0.943 MAX. ALLOW. PANEL DELTA -'Lu/100' <IN.>=................. 2.580 As for .75Pb=********************************************* 3.079 ovev G,1~0" . e • ,:i g g .!!! ~ ~ (j\ .iii i ] i 0: ~ "O ~ .!; J ~ e 8. ---···· ---... -·· ~ 0 j t, ~ :g ----------·--·-·····-:g _g B VI g 0 a ·--··· ____ ;g I ~ - DCHJBE. NC. . --··-----·---·--------------------·-· -··....,. . Project 'C)..vtSON ,4 fe:$,~WSObl Page \\ ~ Item BL.Dt;i. D -iA±e ·v:e.,\ ~ Sheet I:) L -l 0es .• \ :s --(hk._________ Aw.---. ___ __. .. -Dote: 2>-13-Sb .... 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(_ '• . f;-:> 7cr 'f-,· ·{/> 0 -¥ =-c~ (_-\7--r~.4-~ 4,\o ,._, + 5}, }'f>'l-]b 8 f. :z.e.~ 1~-Y<'-" -y._l/1[l P-L--zQ, ~ ' '33, \ - ' .. { C:-3 \l ·~ ~ 4-1..c.. ") ~ }t~~ > }.~If ~·z., ... j&,-,.,., . ' . 'i,. Y<eo .. P-3 . 0-~-~ -C{J3>~ 1- Page )"){) Sheet ti .,_ C.. -1 Job g~-s7 \....._.\.... -rL. z~ .7-fl .33.5 3G.'1 4>,L, 41.::, C. ~ .._ q_;'rp >l'c{) 5'!¢ s'f' f:; I (<p ~(f ' ' I I I I SEE ENERGY CALCS SCANNED SEPARATLEY 1200 ELM AVENUE CARLSBAD, CA 92008-1989 ··· <ttitp of <ttarl.sbab DEVELOPMENT PROCESSING SERVICES DIVISION School Name: Carlsbad Unified School. District ------.l,aop,.;1C...~fi..it-1e~)i:,.,..\1;=·er,=,u=c------ Car!sbad, California 92008 ~---"('<\I \--Plan Check No. Assessor Parcel No. -·{i)/21~ ·bid(/< ·7~c'r e 6=. Building Type: k«u.thca..J Building Area: ~l-4_1,._, -~-~~.i..\-~_. __ _ Garage Area: School District Certification of Compliance Seal TELEPHONE (619) 438-5525 1200 ELM AVENUE CARLSBAD, CA 92008-1989 -· School Name: ~itp of ~adshab DEVELOPMENT PROCESSING SERVICES DIVISION Building Type: --0C(ttSc?---t J Building Area: /,ZS2CJ F-Garage Area: _______ _ School District Certification of Compliance School Official: Seal TELEPHONE (619) 438-5525 1200 ELM AVENUE CARLSBAD, CA 92008-1989 -· School Name: <ltitp of <ltarlsbab DEVELOPMENT PROCESSING SERVICES DIVISION ---+.+8C+.-l-;~.:,,i1.,...,0.....,P"""~~,...,e.'rt-1L""'"'J------- Carlsbad, California 92008 Plan Check No. ?6 --,y'f' 2,,.-C Assessor Parcel No. TELEPHONE (619) 438-5525 Project Owner's Name: ~~-e@L,J /£c_ 7 . /7 0,/4 -~ ~ L,.;k;/. /4 y-Ni..--rJh~ Project Address : 6?:f-:;t;/. Lt> 4-e ,:.--./4.tc n id.)L I b/,::;( . • Project Descript:ilin ,<>'/ /.ln e 77 /2 /: ,bu //,:;/;er -4' Y-C/ T eJ--~ (l Building Type: Tnd:u rh d Building Area: /Or ft.ff' Garage Area: _______ _ School District Certification of Compliance Seal 1200 ELM AVENUE CARLSBAD, CA 92008-1989 -· <ttitp of <ttarlgbab DEVELOPMENT PROCESSING SERVICES DIVISION School Name: <Gar:l(;b;:ir! ! !nif'rr.l $r;l->--Q:jryl ©@"t.fi ~ if-iit.~ f;.,,V.}fj~~ ~d~1. rt.aiimr~~ •~ Plan Check No. Y{'-~;82, -/:::;.. Assessor Parcel No. TELEPHONE (619) 438-5525 Project Owner's Name: '8,ul. &~/h~ . tfP l'/9/..,/4,-/U:6, Llz:t/?;v-_hze.,,sh~ F ;;)77 j 7 Project Address: ~6 Lo fee,~ ,/zve - Project Description:(d..6/y: ,:,,k GS:"'--·(8') ·.1,/1:J. 1::2r:t/:) G c..k "' Building Type: /:7 Gi 'f E :z:h,?(u M J Building Area: /J//Cj:2.-: Garage Area: _______ _ School District Certification of Compliance Seal 1200 ELM AVENUE CARLSBAD, CA 92008-1989 --· Qtitp of Qtarlsbab DEVELOPMENT PROCESSING SERVICES DIVISION School Name: _ _,.C=ar=ls=b1,=Jd'-'l'-'-'-lr=,;f=i1;..,__rl ..,,,S-r:r...:.r.=nl__,_Q.LJ..i-:,....tr'-",iro4--f ---- 801 r:inr; A;:c~ue C0d<::n;:;rl, c.-,nn~-r,.i;;i 92008 Plan Check No. 86 -'ft L -.8 Assessor Parcel No. ______ _ TELEPHONE (619) 438-5525 Project Owner's Name: 6_/4), &c} nc C2zlt~///U0,~ _ll/ /4~..J'<S/,1-v. . . ;;§:77 :;).. ~ ,,, . ,..., Project Address: o£::i::::2J;;.. C::::o/(' {¥ /4.c.e: Project Description: ({) b /~ , c?~ dvi (g) b/4lr· L? rP i ec ) , · Building Type: Building Area: ,- School District Certification of Compliance Seal 1200 ELM AVENUE CARLSBAD, CA 92008-1989 -· School Name: ~itp of ~arlsbab DEVEtOPMENT PROCESSING SERVICES DIVISION Plan Check No. ¥( -~ff' 2 -C--i\.ssessor Parcel No. TELEPHONE (619) 438-5525 Project Owner's Name: 8-k.J &-c--idL' U A;J~//)1 t_,r,' ~dfrt .. -~,/-/4.e __ "'><l_ ,--,,; ,;17~ A 7 YI. --sh4p Project Address: ~& .C..CJ/2:e:1.C CT(L-e. Project Description: {f,} b~ d'j!!-c:lh Q) b)~ ,/-'? r c;, ,~ ec-<J,--,-d Building Type: kaurdr-t-tA Building Area: _ _,/'----"--4 ___ 3=-'/-...... l.$ __ --__ _ Garage Area: --------<" School District Certification of Compliance Seal 1200 ELM AVENUE CARLSBAD, CA 92008-1989 -· School Name: <ttitp of <ttarlsbab DEVELOPMENT PROCESSING SERVICES DIVISION Plan Check No. g (-t//(2-;ff-Assessor Parcel No. Project Owner I s Name: ~.£..:..~~-~~=-4-£......J:::.....M~,.__....:.....:._--"'--=-+-/.'-c-~-L....=""-- Project Address: Building Type: ~A,.J ,;1/1 J Building Area: dL/---s$~ Garage Area: School District Certification of Compliance School Seal TELEPHONE (619) 438-5525 1200 ELM AVENUE CARLSBAD, CA 92008-1989 -· ~itp of ~arl~hab DEVELOPMENT PROCESSING SERVICES DIVISION School Name: Carlsbad Unified Schoo! District ------------------80 l Pinz Avenue Carlsbad. California 92008 Plan Check No~ gr{ -fS:2-J-} Assessor Parcel No. TELEPHONE (619) 438-5525 Project Owner's Name: v?} 1 (,,d, ~~J& ,&-,, /t;--:i/dJ//1,t{,(A_ LAf;. .;)..7p.l Project Address: cX~ Lo./ccve &~n l.A..)..._ &;/"/Je;,,-~);,~ Project Description: {j) ;b/i) o,1-drv LJ;) ,h/~ . d2rt1J.~e-~A p-(/ Building Type: ~ ~~ /y-1,,o} Building Area: /0 / C/ 2-Garage Area: 7 School District Certification of Compliance Seal ~-~--.-·-~------~~---;~iij~~~~===ii:=~;i=.::iiii:i=:=:iiii:;i-t _. , ,__,, _ :~ f,\ ,, , c:crrifdt"f OB lt:::::z;;:;;;:z;,;; 1~;_\i;s1~ -----d"! -, / o.., .~ ---. ·----. -2768 LOKER AVENUE --: 7)(0 ~ •-r1) ...---... Canyon Pacific tr,4~~ :)l)j):._ Eli· -' . ; ~A\N f.lb5! ;)'7,e-8l I..Ol<&\( M)f:.)JV.,S S-IP-i.t~-~ ·,::·· ~J'-S,10, 7;;1.)'7¥17 ,18, a-o, fJ. 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