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HomeMy WebLinkAbout2280 FARADAY AVE; ; 84-488-6025; Permit11[ 0 u U) z 0 j:: < ~ cc W· 0 ·-' :5 1.:1 iii: w z 31: 9 0 I hereby affirm that I am licensed un61,, provisions of Chapter 9 (commencing with Section 7000) of Dlvlsf'on 3 of the Business and Professions Code, and my license is in full force and effect. L1c No ______ Class I hereby aflirm that I am exempt lrom the Conlrac-lor's License Law for !he following reason (Sec. 7031.5 Business and PrOlesslons Code· Any city or county which re-quires a permII to construct, alter, improve, demolish, or repair any structure, pnor to its 1Ssuance also requires the ap-plicant for such permil to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9 commencing with Sec11on 7000 of Division 3 of the Business and Prblessmns Code) or !hat is ex- empt therefrom alld the basis for the allege(t exemption Any violation of Sechon 7031.5 by an applicant for a permit sub-jects the applicant to a civil penalty of not more lhan live hun-dred i!ollars ($500). · 0 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the struc-lure is not lnte'nded ohlfered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an .owner of pr9perty ,who bmlds or improves thereon and who does such work himself or through his own employees, provided !hat such improvements are not intend-ed or offered for sale. 11, however, the building or improve-ment is sold within one year of completioQ, the owner-butlder will have the burden of proving Iha! he did not build or im-prove !qr the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contraclors to construct !he project (Sec. 7044, Business and Professions Code: The Contractor's License .Law does not appfy to an owner of property who builds or im-proves thereon, and who conlracts for each projects with a contractor(s) license pursuant to the Contractor's License Law). D As a homeowner I am improving my home, and the follow-ing conditions exist: 1. The·work is being perforl]led pnoi to sale. 2. I have .lived In -my home for twelve months prior lo co_mpletion of this work. · 3. I have not claimed !his exemption during the last three years. l D I am exempt under Sec.-----,.,....--..,., B & P.C. for this reason_-'---+----------'-'- ·} ,' I z 0 ,j:: < . U) z w a. ~ 8 en a: w ~ a: 0 ~ a:r -~ z w ..J D I hereby affirm that rhave a certificate of consent to self-insure, or a certificate of Workers' Compensation Insurance, or a certified copy thereof (Sec. 3800. Labor Code). POLICY NO COMPANY .:1 0 Copy is hied with the city . 0 Cert1t1ed copy 1s hereby furnished CERTIFICA'f~ OF EXEMPTION FROM WORKERS" COMPENSATION INSURANCE (This section need not be completed ,I the permit 1s for one hundred dollars ($100) or less) d I q!rt1Jy that ,n the performance ol the work for • which this permit 1s issued, I shall not employ any person m any manner so as to become sub1ec1 to the Workers' Compensa11on Laws of Callforn1a .NOTICE TO APPUCll_tfI; 0I!, after makinJ this Cert, f1cate of Exemption, you'should become sub1ect t,:> the·Workers' Compensation. prov1s,ons of.the Labor Code. you must forthwith comply with such prov1s1on_s ·or this per~1.1 shall be deemed revoked D I herebY i!,fflrm lhat there IS a construction lending agency lor the performance of !he work for wh,ch this permit 1s issued (Sec 3097, C1v1l Code! · Lender's Name ____________ _ Lender's Address ___________ _ APPLICANT TO FILL IN INFORMATION WITHIN SHADEID AREA AND DECLARATIONS. USCBALL POINT PErl ONLY & PRESS HARD ,F"'---'-------""-'---'---'~~~'----------------------------------------------------------',._.--, /; CARLSBAD BUILDING D&>ARTMEflff \ . 1200 Elm, Carlsbad, California 92008-198 (619) 438-5525 AP PUCA TBON & PER IT ·Jo~A0eifcfE$s· · ...,__ ..,. ·-·A·v.s'r:,wi.· ·NEAR~s'.fcl'l"q$T. · ,i,ivsiNess,C,1<':!''N_ ·· PERMIT NUMBER -Z.~ttP:._-'_ :~l:), 6zcJr._· __ ·_ dq," Lifr' -, '.':BfA'.>f::~--·; ·sysi'Ji 1/ISl'QN --. 1 . . . . . 1 ~ .,. ~1 ~ . O.WNl;R'S NAl\iiE . . C. .J .4C},?, .... 5F.f:C:, ---\) l,O tlw/J,6ilef ~~d (j?,Mk ·:·--WO~NSE;Nb. . . OWNE,R'S MAILING A'DDR,ESS 4 -------: :.?,,-21} __ ,r :&/ 7-'??!J ·.,,,,-:::' ->. . -n. I J',' /J ---/,.;;v_. -~.n,~ ./~ _ _., __ L. 1 _ ;DE'SCR\PT-ION !=)F . ,f<· . . --. ------~~-~-"---~-. -~-..................... -YO I GP LAND USE I PARKING SPACE~, CENSUS TRACT GRADNG PERMIT ISSUED YO N 0 l REDEVELOPMENT AREA J vD N~ 'L·I CENS E # •e:es-fGNE'R'§ i>HQNE --· ; 2,')t,.,?J/6 NO ST°/IES lGv t::r, \1iT) OCC LOAD FIRE SPR ~NO PLAN I.D.-# BLDG USE CODE STANDARD PLAN-# BUILDING SQ. FOOTAGE ~-(J_b4-_ l_;/.il;;·i,t,1· i;) I ':i!-::~ ·1 ,, t Not Valid Unless Machine Certified QTY. PLUMBING PERMIT-ISSl,JE QTY MECHANICAL PERMIT -ISSUE 3 (} SUMMARY/ACCOUNT NUMBER : EACf\.FIXTURE TRAP INSTALL FURN. -DUCTS UP TD 100,000 BTU """ n,.,~ nrn.m OUILUIPl\l t'CnlVII I 01-00-00-8220 EACH BU,)L0°ING SE\IJE~ QVE~ 100,000 BTU noMo nrM"T :,I\JI~ Yt:NMII 01-00-00-8221 EACH WATER Rl:ATER AND/OR vENT I II I BDILER/COMPREssoR uno 3 HP PLAN CHECK 01-00·00-8806 EACH GAS SYSTEM 1 TO 4 OUTLETS I II I BOILER/COMPR"ESSOR 3-l!t\_HP ./""' TOTAL PLUMBING 01-00-00·8222 EACHGASSYSTEM50RMORE I II IMETALF[R_E~ACE L.:/ ELECTRICAL ---01-00-00-8223 l EACH INSTAl .. ALTER, REPAIR WATER PIPE CT : EACH VAC-~~M BREAKER . . I :.::::~:::: ___ _ ! WATER SOFTNER MECHANICAL 01-00-00-8224 MflRII FHOMF 01-00-00-8225 MOBILEHQME PARK. INSP Q) u::: >, ~ 0 0. E Q) f--'- "O 0 CJ c <ll (.) 0. 0. <( I ~I a: 0 en en Q) en en <( I ~ .2 Q) >- ui en Q) (.) 11 f./ I EACH ROOF DRAIN (INSIDE) I "Z-0. -T------il SOLAR 01-QQ·QQ-8226 . STRONG MOTION 80·92-33-0519 FIRF SPRIIIIKI FAS 01-00-00-8227 PUtlLIG 1-AGILI I lt:!:i I-ct. 32-00-00·893'.l RA!Or,E· FEE I -I l --I --TOTAL MECHANICAL , r . :. · • _ T_o_TALPLUMBIN~ -_ I 34-e -I .,,, ____________ ,,_ ,.,, I "'! \"f . I II I I I I --------·-····-- :, QTY. ···-~Lects1c;;AL PERM·rr· .,ssuE i1'7oo QTY. I soLAR -,ssuE 1 _,, __ _ : NEWCONSTEAAMP/SWTiBKR /001),_ /1:)/),!) -: C~LLECTORS : -11 VV .. VVLOL• ~p b -·o ' ~ --~ Q) c:,('J<llnl FFF -DISTRICT (.) C r.;:irlc:::h::trl 80-92-21·0519 Enr.mitas 80-92-22-0519 San niP.n11itn 80-92-23-0519 Si;:in M;:irr.n<: 80-92-24-0519 I 1 PH ,.-1 fl't-fj l.f-,J fj . ' SfORAGE TANKS l __ ,, ___ _ I ~XIST BLOG EA AMP/SWT/BKR ROCK STORAGE 1 11 ________ _ : 1 PH 3 PH . _ PUMP , 1 ii --·· -··o-··- 1•, REMODEL/AL TE"R PE'R CIRCUIT : , . . ~l\AN CHECK FEE 1 :1 --·· • ., ____ _ 1 HMP 1Po'tE 2oiiAiviPs-·-·-; ,·. · . \ I.. . II -1-. . I { Cl_VE'l;r'200 AMPS •, · • .• '.. , · -,. , , . . ! I . JI LICENSE TAX 01-00·0~162 <ll C u::: ;:: I (I 1 ];EMPffCC_UPANCY(30,.DAYS) 1 11 l I IQFF80-92-57~051~ ,s,r~Jro 1 7 l/:.H'l -'-t:IV .. ';'~ .............. ·--~-.--,- 1 , I ----CREDIT DEPOSIT -----.... TOTAL ELECTRICAL -. TOTAL SOLAR TOTAL FEES PAYABLE I ·I :HA:VE CAREFULLY EXA:MIN.ED THE GOMf'LETED '\APRLIGATION'-AND• PERMIJ'' .AND· DQ. HEREBY : '!=xP,iratian, Every·permit-issued by_the·!3uilding·Ofticial,L1ilder,the·pr6vifio,n~'i;>f.this , * ·AN OSHA RERMIT IS REOOIRl:D FOR EXCAVA'TIONS·OVER l 8ERtl°FY tlNDER •P6NAL..TY OF PERJUR'Y THAT ALL •INFORMAtioN HEB EON INCLU'tllNG THE . Code ~hall expire '9Y lim!t'!tion, ana _b<1oom$ 10~11 aild'vi:"d ·If the 'baildmg or·work• 5•,o•<tli:EP AND lJE/MOCrFIQN,OR C<:>NSlRUGTION 0F ,"".,, · , · -., -.--· . ,. ,---. -, ,---. ·,: · -·. ·authon,zeqbysuct\perm1tis,notcommenced,w1thin180daysftrQm·th_e-d;,teolsuch. -----;---.-------· · -. -,-{ DE(;)Ll'iR/\TIOl)jS Jl.:F.IE ifRUE AN0 11:0RREGT ANO I Fl9Rl'H6R-GERiflFY ,AN0·AGF.lfE ,fF A_P.ERMIT I_S · ,permit, or 'ii the t,uijding or .work author.i,zed 't>Y su\'t\ permit, ,is sysperided• 9r ST,RlJCT\IRE$,OVEB 3 STORIES ,IN ,HEIGHiT I ISSll~p:, TG·COMPLY .WITH AL~ CITY, CQUN'fY 1AND SlATl:_LAWS ,GQV_ERNING BUILDING ·QON-.. -~b]l_nd_oo.ed_a_t_~IJ _time. after th_e work i_s coinmenc d :for,a eriod .of 180,da s. -·· -----------· -------- S'fRUC:FIQN, VyHETHER S_PECIFIED HEREIN OR NOT. r ALSO AGREE T.O•SAMI? IN0EMNIFY A:!'jD• '· · -·. · --,-· ·· ~ . ~---· ... -.--· -. :::·· : .. '/ . APPRO))BY 6 I KEEP HARfv,1.L!;'SS THE QITY OF QARl,;S~AD AG'AINST ·A\,!,. ,ulABl!-.ITIES_, ~WQ_GM!,NT:$, •COSl';, 'A:ND ARPLICANT S ;"fiWRE lf-. OWNER Q CONl'RACifQ , tr I ,EXPEN_SES WHICH MAN IN A:N.Y WA'Y ACCRUE -AGAINST S:l\lD -G['f·Y. IN· CGNS(:.€ll:16Nf'r F THE /" . . u ·BY PHG>NE ,['] ~ , . -, , . · • . --l J ."&· f 'GRAN'PING·(;)FT>HIS'PERMFI'. . · , U'r7.;.....'-A , · . -· 1 ~ _-.1,· :-:~ I~--.. ,. ---------. . . C Q) Q) c'.5 0 0 Q) 0. en E: I ii ~ r. 3: '-, , TYPE DATE INSPf.,CtOR BUILDING I J FOUNDATION FIELD INSPECTION RECORD REINFORCED STEEL T .l MASONRY I REQUIRED SPECIAL INSPECTIONS GUNITEORGROUT 1 FLOOR & CEILING _$UB FRAME I SHEATHING !!/ROOF . D SH~AR FRAME I INSP"ECTIGN ~ SOILS COMPLIANCE P~lOATO F~ATION INSP E_XTERIOR LATH ( RAL CONCRETE 2000 PSI INSULATION ! ·PRESTRESSED INT"ERIOR LATH & DRYWALL CONCRETE _POST TENSIONED I 1 • ,,fGNCRETE -----------'-------+------+---...;...;. ............ ,..' ~. ·1. • ...,._ >• I, '. -~. flELO WEtOING':· SEWER AND BL/CO i ~L Jut'~ UNDERGROUND UWASTE -D Vo/ATER lf::Jf1l6"' \ J"OP OUT o WASTE o wATER JUB AND SHOWER £>AN [ , :GAS TEST r-- D WATER HEATER D SOLAR WA!ER .,. rrt:7 A If HIGH STRENGTH. BOLTS SPECIAL MA;6~RY PILES CAISSONS REO. IF I INSPECTOR'S CHECKED APPROVAL ,,, • I :,•-. INSPECTOR'S NOTES DATE .,-~--zq·.,.cp-f.G1-,--·6·a;;l,s:,· ·/\ a . ~ , . \. .,:, ti. ~-,~ .,._•: _ _S____:__. '· ', ... :~ di l :·, ............. ~ ..... " "~ \ .<.: .. /\~ •••••• ,,t .. \ ~-l \ t, 'HICI "[' ......... _".!._~_ • .,,.. v2' ... ;:; ELECTRICAL I ' ! , _ -, '-\_ i:-----, I .. ....... -.).'\ ...... ~\I> J ELECTRIC UNDERGROUND D l)IFFER . _ ,:·,:--,: ·• ,·,, RO GH ELECTRIC i : . --: ·::·. ~~ . J • _, -f---,-.E-C_T_R_IC~S-E_R_V_IC_E __ D_T_E_M_P_O-+F\A-RY-+1--A-IA7.~cV---lf--Hf..<.'b,,L._f 1 • \ ~-\,-,.7 • --;,-1.;;i -------------1~---------~---; t-----------;-c--+--t-~+--~------+-------+ . .. .... __ ¼ -} .. --.. BONDING D POOL - M'ECHANICAL .............. D DUCT & PLEM., D REF. PIPIN~ '-. HEAT -AIR COND. SYSTEMS I• VENTILATING SYSTEMS ~ ! -/.,,,r:, I -.I. I> (f. .. 7~l~ X: ~· ) ":~ ,, J· I •'Irr, .., -'J.,. .L ' ~ ,-., v· .:..:\ .,:...< ~: CALL FOR FINAL INSPECT/dN WHEN ALL APPROPRIATE ITEMS ABOVE HAVE..JJE.EN APPROVED. . \ \ l >" > ~-.... _ \ \.,, _r_,_ t. '· • FINAL ----:J PLUMBING '-'-\1 l I I /' '. ELECTRICAL I h . LIV1 :ANICAL L .. 7 • ... -~-~ .. I,~ .. ·,;· .\ I l I I I BUILDING ' ' ) ·;,* ~""=': j ,.-~r-! . ;:· .,_ ) f ;.J \ . .., __ : ) )\~ :\ '• , < SPECIAL CONDITIONS. )( ~ cl y of Carlsbad 1200 1 LM, CARLSBAD, CA 92008 • TEL. (6'19) 438-5525 ., MISCELL RECEIPT MISCELLANEOU I - .. 1---~:i::=i.:~~',4.-..U::_c,..i.,=..:::.....,;;:,,.-.<L_:__-x.k;:..L.:<....:..::::::..L=:;__-I D • PLAN CHECK E, __ ....... ______ ......,. __ ....... ...a....._-11 l---f---'-L..,t.::....:::"--.......,~~L.1-J<'-"""l~;:,,,....-r-......::;;_;_ ____ -1 0 VALUATION_-1------+ii----,'--'--,f----------- 0 DEMOLITION---1--+---+----+--+-----+-------11 1---=~c....::......J,L.J.-=...:""'--'....C...-.....L..L.S,--....... --,----'-"o:::.L---"""'-------1 0 HOUSE MOVIN-, ________________ _ 0 PARKS AND RE Rl:ATION F E------+-----+------... I--C-ity_.i1--~~.u..,."----1-,:>...-,,L-i--.i....~,<...(.,""---,--Te-l.-------l O PUBLIC FACILI ES. FEE_-+---+--i-----+------ 1-----1,----,----------------;--C-ity-:-. ------11 0 SCHOOL FEE -ISTRICT_l-'----4-4-----1--------11 Lie.No. D .,_--,i._ __________________ ,. Carlsbad_-+---~i-..----+---+----+--------11 CO PLETE FOR PLAtJ<CHECK·ONL Y O•· Encinitas ____ __........_ ___________ --11 San Diego_1--------+--+-----+------ San Marcos--1----------,---,------i--------11 CERTIFICATE I-I-.L..!.l.f£.--4-l~P-'-,f-l-------'o---=,IL----------1 0------------------------,.--t o--~----~-___,------------- 0 _________ ~,--------l----~- a..;:..::..+.:;.:._;----~:..L.11E....j~~---+-,.-4,,,,Jt.:ac:.j~:_.c____;_,,,,.,..·_'-, O, ___________ ..... _____________ .... 5 o _______ __._ __ ...... _____ ----------l··-·· TOTAL FEE "WARNING: PLAN C~ECK FE ; WHEIIE O ACTION IS TAKEN BY THE APPLICANT IN 18 DAYS AND fO BUILDI G PERMIT IS ISSUED. ARE FORFEITED TO TH CITY. . ; COMMENT~----1-------+--+--------t'"--- S<g, i.,o~of AJ>oll<an' Duue~ -·'-+'-~l=-+1--------+-------+--+----,.,.,.__...,...., __ '--,-+-- White -Applicant Yellow -File Pink -(1) Finance (2) Data A sessor ,, POOR QUALITY ORIGINAL S '. , .. ·;.,,; '.'.]i(:,~tir?~:t . ·-~·,,.-·,·-· .. , .. -~~·-~~i .~ .. ~7 .. ' .. ,, ,,, ~!:.a,i·ll:lf-~-:._,;.....,_...._,....__......,_-.,;i' ;.,.· ..;_,_.;,... '. (V -----TOTAt,; __ ,+--_ ... \3\ ,-' " ::i;.; 1.1, ,.: --...~-..--.,-~~~~~~""!°"'J'---..,...... ......... --....... -..... ---~..,.,_-1P1~~eg~1ir---------..i,..!------. '>'.~ -...................... ,,,:~-, .......... )!.,,....('\ .........,............,1 · '~ '..l :., .. ·l,.• <!Citp of q[:arlsbab REQUEST FOR INSPECTION RECORD '"MA -t1,L 60 TIME: ____ _ INSPECTOR -J'VVV~'---""""'------PERMIT NO. ___,/Jc.......,7,_-____,½,-.=4_D ____ DATE: ____ _ OWNER---.......,,.....-~1-----,,.->'t-.......-:,--.,...,,....,o-::,~---,.....,..----.---,---::----c----r------- ADDRESS g i ,~ , 22. KO ) ,;:;9 z I JJ,20 F/JR.,, A/)/f i REQUESTED BY 13 o b PHONE NO. --------,C..,,.._=2',>--- PERSON TAKING REPORT ____ _ BUILDING D FOUNDATION. D FOOTING D SLAB D REINFORCING STEEL D MASONRY D GROUT -GUNITE D FLOOR AND CEILING SUB FRAME D SHEATHING D ROOF D SHEAR D FRAME D EXTERIOR LATH D INSULATION D INTERIOR LATH OR DRYWALL __._"'-----"".,INAL PLUMBING D UNDERGROUND PLUMBING D SEWER AND PL/CO D TOP OUT PLUMBING D TUB OR SHOWER PAN D GAS TEST D WATER HEATER D SOLAR WATER D FINAL 1 ' 9.e,ady For lnspection:f o MondJy o---A.M. D P.M. \ t / ELECTRICAL D TEMPORARY SERVICE D UFFER GROUND D ELECTRIC UNDERGROUND D ROUGH ELECTRIC D POOL BONDING D CONDITIONED AIR SYSTEMS D Wednesday D Friday -<:i)--- --- ,@ -_ g) @ . - -. -' . : ' < .. ~-.... -. \;. -A. ( .~ . - ~e/6 ~4~~/4,.t'a ,#e;A· ArU-~~- 7#1~1,1/c.,-. ~P/c,o,r~---~ /d'-7 _ P.~tPA'Y /9?Uj~--·rr ~/N~---~~, ' , ' . '. . ~ . ~ ' ~~: -~ -~--~ ·#IJ-ClfX, /~ -~7M-(AL. -~ .. W,~ ~ ~ ro~ :~~<;("~ .. ··~~~ ,&oA ,·-_ ~. A7':-,~~:·_ -~7~-, '., , . 1~/17 V . ' ' . V :"--_,..~ - /,'I, ' "" To: ENGINEERING, FIRE, PLANNING; UTILITIES FINAL INSPECTION NOTICE l"l 1-8,.. Date t..-0-0 I_, Address 2220.2282 .. 2292.2320 FAW-\OAY Plan# 84-488-6025 """"""-bUl/ llll_111111_6018 i . II Type of Construction Ti 1 t-up she 11 Person to Contact Robert Hade 292-5550 .,.....---.... Ph. No. _____ _ ( Engineering -.........._ I , Depjirtment . _ __.> Date ~ _,:z A r.i'.\ - 84-488-6022 .· ':-""Fire·:,_..;.;;-~ , . -,..,. _. ~ u Approved ( _ Prevehtlo~ _ _ ___ ) !,·-~:;;~:) f"":utillties ·--:) \_ D~partment / --~ Date Date Approved Approved Approved Comments=------------~---------- IF A RESPONSE IS NOT RECEIVED WITHIN 24 HOURS/ IT WILL BE ASSUMED IT IS OKAY TO FINAL. ·----... -----___ ) _____ -----~----- i'c:;: ENGINEERING, FIRE, Pl-ANNING, UTILITIES FINAL INSPECTION NOTICE Oate 12-10-oS > .A::.!::.!:a'::.=W!.!::~=-===.:;:=~f..:..A;;..;RA;,_;;D:.;..;A Y Pl an # t4-48&-o0 25 "l uu j-,l "'"-iJ-VL/ "Ill_ till ll-61) lt, 84-46~-6J22 Type of Construction ..:.T..:..i ..:..1 =-t--=u::.:.p~s.;._11e_1_1 _1 _________ _ Person to Contact _______ _ Kobert Hade .,. ... Enginee~g"'"·--. \, Department • /;, G7"F1r~ yrevention _.). .. -. :c::,::::::..- 1 r Planning , Department ....... , -'.:'"~ . /Utilities ~ ) \. Department ----- Date Date f;}-J!J-Br Date Date Ph. ~o. :i:'.:Jt::-:;53') Approved Approved .m;z & Approved Approved Comments: ..... -------------------- IF A RESPONSE IS NOT RECEIVED WITHIN 24 HOURS, IT WILL BE ASSUMED IT IS OKAY TO FINAL I N s p E C T I 0 N R E Q u E s -I / I N $ p ti c· r1· ·0 '' -N: ·R , E Q u E s 11 REGISTERED INSPECTOR'S WEEKLY REPOF.ff 4891 MERCURY STREET SAN DE iGO CA 92111 Construction Laboratories ( 714) 292 ·9565 COVERING WORK .PERFORMED WHICH REQUIRED APPROVAL BY T~ SPECIAL INSPECTOR OF l'8-.REINF0RCED CONCRETE 0 PRE-STRESSED CONCRETE 0 REINFORCED MASONRY JOB NO. 4 tr 0 STRUCT. STEEL ASSEMBLY 0 REINFORCED GYPSUM OGWE-LAM.F'ABRICATI0N D PILE DRIVING D OTHER INSP'N. DATE LOCATIONS OF ~RK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. lf\Cludes information about-amounts of material ~laced or work performed i number, type, and identity numbers of test samples token; structural connections (welds mode, h.t. bolts torqued) checked-; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH "FHE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. I· ,( DATE OF REPORT -UNRON P.ACBflC . Clllllt REALTY-COMPANY, , · · A Subsidiary of Union Pacific Corporation April 21, 1988 Mr. Met Camaro CITY OF CARLSBAD 2075 Las Palmas Drive Carlsbad, CA 92009-4859 RE: Carlsbad Research Center 2280 Faraday Avenue Dear Mr. Camaro: With reference to the unoccupied space within the building at the above referenced address, it has been brought to my attention by the project's superintendent, Mel Jordan, that the demising wall needs to be insulated and finished to meet City code. As this space is currently unoccupied (contains a 1,522 square foot office built out as a spec suite and permitted November 5 of 1987) we are requesting that this work be completed when a Tenant is procured. Should there be any problem with this request, please notify me. Thank you for your consideration in this matter. sincerely, UNION PACIFIC REALTY COMPANY S~~~E;E~~ Manager Development Services SIE/jbr ;:>3~10 r rnmlay Avonu" C;:irlsbnd. CA 92008 619 --138 -1121 / / " --CONSTRUCTION LABORATORIES MATERIAL8 TE8TIHG CONSTRUCTION INSPECTION ALL R::?J:ITS ;..=~ S'...3·::! IT:D A.~ Tr£ CIJ.;7I.OC;-,'TIAL PRDP::R'.JY OF CLIENTS.. AJJIIDRiz.A.TJ.m FDR P'JSUC.-\TIO!; OF OOR ~PJRTS, Q.)i,~!l.'Sims, CB D:-3.:..::TS FRO-~ OR R::G..:..rmL~ 'IBE.'1 IS R::SERVED ~om; a.JR 1-.'iUIT=::~ Af'PID/Af. AS A Y .. JIUAL PR:J:::CTlc:N 10 C!..E'.;:'S, T:E P'Jo;..lC A:\"D CL'RSELVES. · REFDiIT OF CONCRETE 'IESTS Pl:UiECT: CRC BUILDINGS 6025 ADDR::SS: ro:ITRACI'J~: Priestly Avenue, Carlsbad, CA PROJECT NJ: 4 772 Ilc\IE: 7 /8/85 A.~"":HITECT: Koll Company Krommenhoek-McKeown BUILDING PERMIT: PLAN FILE: E.~U,ER: Nowak & Muelmaster &_ Assoc. O)~lCRET:: StJPPUER: MIX NJ: Sill? -rn . : MLXING Tl'£ -ML'\S: SPECI'£':S ~AOC BY: FI.EL'.) ID'S.':IIFiCAIIOO: l.AB ID::.';'71FIC..\'.nCN: ;a. -DAYS: Jl!.lE "IEST='..D: SIZE -rn.: A.P.ZA -SQ. IN . CRlJSHL~; LDAD -LBS. : d::MPRESSIVC: SIR2~l'H -psi: H/D: O)RRECTIOO FAC'I'JR: CDRHECIW Sm:M11rt -psi: Pre Mixed 50-0008 5 60 z. Tsimberg 13374 7 7/5/85 6xl2 28.27 80700 2855 17 SP:-..CIFIED srr..s-;crn -psi: 3000 PANEL #5 PIA\'f NJ: TfPE OF CE:Em': OJNCR::'!:: ID1?: CB II DATE ?-W:E: 6/28/85 13375 13376 28 · H 7/26/85 6xl2 28.27 108800 3849 1:'f/ TICKET NJ: AI:MIXIURE: AIR ID1P: WAIER AD~...D: 156976 Pozz 322 60 DAIE RECEIVED Kr LAB: 7/1/85 6455 NA~CY RI~GE DRIVE -SUITE 200 -SAN DIEGO, CALIFOR.~IA 92121 -(619) 587-0250 .. , ( (. CONSTRUCTION LABORATORIES MATERIALtl TE?STIHG CONSTRUCTION INSPECTION ALL R.::PO:ITS A~ S~3:·::I IT::D A.r:.. Tr£ CD.,'FI.IE.\iIAL PRD?::KIY OF CI.Et-.'TS. AI.Jrn'.)RIZATICT~ FOR P'J5LlC.!JICT~ OF CUR PEPY.:rrS, m,C!.l'SICX\S, OR EXB.-'-.CTS FRO-! OR IEGARDL~ "IHE.'1 IS R::SERVED P200C CUR 1-."'r\ITI::N ~PF.fNAL PS A Y..!fJAL PR:J::::CTia, 1D CLI.£~'".i:'S, T.-S PJoLlC Ai\"'J Cl'R.SELVES. IEPORT OF CONCRETE 'JESTS PROJECT: CRC BUILDINGS 6025 ADDR::SS: rorrRAcm:t: Priestly Avenue, Carlsbad, CA PROJECT NJ: 4 77 2 D.UE: 6/13/85 A.\l:1UTECT: Koll Company Krommenhoek-McKeown BUILDING PERMIT: PLAN FILE: ~~I~U:R: Nowak & Muelmaster &.Assoc. O)~lCRE'I:: SUPPL.TER: MIX NJ: SU.~l? -W. : MIXING ·m·E -ML'\S: Pre Mixed .50-0016 5 40 ----·--. .l PLA\'T ID: Carlsbad T'fPE OF a:z.\T: II CDNCR::T:: ID1?: SPSCI~S !-iiADE BY: Celti§truction Labs DAJ.E M:\IE: 6;6;85 FI£!;) Ire.\'TifiCAIIOO: - I.AB UE\TIFIC.\IICN: 12676 12677 12678 ... . -'• /,G;. -DAYS: ·7 28 H ~ TI:SIED: 6/13/85 7/4/85 SIZE -. IN.: 6xl2 6xl2 A.~ -SQ. IN • .. 28.27 28.27 CR!JSHI.N:; LOAD -LBS.: 58800 85400 CD1PRESSIVC: STRE?~IH -psi: 2079 3021 . H/D: OJRRECTICT1 FAl."TJR: 1r 1~ roRRECTED STREN-.""IB -psi: SF...CIFIED ~ -psi: jJ 2000 TICKET NJ: 146023 A!J.-ID.."IURE:pozz 322 AIR T21P: 76 WATER ADDED: U..\IE RECEI~...O Kf IAB: 6/7 /85 ~ Respectfully Sulxnitted: CONSTRUCTION LABORATORIES 6455 N'.!1..~CY RIDGE DRIVE -SUITE 200 -SAN DIEGO, CALIFORNIA 92121. -(619) 587-o~·so ·- C ( • I CONSTRUCTION LABORATOR1ES MATERIALa TEaTING ; CONSTRUCTION INSPECTION ALL R=:?J:ITS ;._-::::_ S'..:3·::! CT::D AS Tr£ a:,NFI.D8'-"I'IAL PRDPERIT OF CLIENT'S. AlJIE)RI.ZA..TIOO FOR P'JBLlCATIO:; OF CUR R£PCBIS, O)i~CU.'SICX\5, OR. E>:B.-\CTS FRO-! OR REGARDL~ 'IBE.'1 15 RESERVED F.::.::n::·{; CXJR W"'iJ.IE:-; Af'PF.fNAf. AS A ?-"...!rJAL PR:Jr::CTia~ 1D CLI.Ei\TI, TrE PJoLlC AND Cl'RSELVES. REPORT OF CONCRETE 'IESfS PROJECT: ADDiESS: CRC BUILDINGS 6025 Priestly Avenue, Carlsbad, CA PROJECT NJ: 4 772 Jl\TE: 7 /1/85 CD:-ITRAC'l'JR: Koll Company Krommenhoek-McKeown BUILDING PERMIT: A~CHI'IECT: PLAN FILE: ~~l~"EER: Nowak & Muelmaster &.Assoc. LOCATICN L~ STR:JCTJRE: S. 0. G. LINE 3 @ LINE C (.. ... ·-.. . micP.....-7:':: SUPPLIER: Pre Mixed PLA\"I' ID: CB TICKET NJ: 145370 MIX NJ: 50-0016 TIPE OF CE!-E:--IT: II Ail-iIXIURE: Pozz 322 Silll? -rn. : 4 CDNCF£!:: ID1?: AIR IDfP: 70 Ml.':{lNG TL"E -MJ..'\S: 41 WATER AD!r'...D: 10 SPECI~S !-'.AOC BY: Construction Labs DATE ~: 6/ 4/85 · DAlE RECEIVED lu I.AB: 6/6/85 FI.EU) IlE.\"I'lFICAII~: •O ---'"'1""'·-''".,·'"·""· I.AB OC\TIFIC..;:rIC'N: 12631 12632 12633 /G:. -DAYS: 7 28 " H llfil: 'IES'!W: 6/11/85 7/2/85 SIZE -IN.: 6xl2 6xl2 Af1£A -SQ. IN.: 28.27 28.27 CRlJSH,IN:; LOAD -LBS. : 78400 101800 a::M?RESSIVE STREN,'.;'f.'i -psi: 2773 3601 -H/D: O)R.q£CTIOO FAGIDR: /\~· 1~ .. a)RREC'IED STREN-..""TII -psi: 1SPECIFIED ~ -psi: 2000 · · ~pectfully Sulxn.i.tted: L .A B O R A T O R I E S RCE 28110 6455 NA~CY RIDGE DRIVE·---·surTE'200"-SAN DIEGO, CALIFOR.~IA 92121 -(619) 587-0250 / C ·...: ., --CONSTRUCTION LABORATORIES MATERIALtS TEtSTING CONSTRUCTION INSPECTION ALL R.::?J:rr:i ;._-::::_ S~3·:i IT::D AC:. Tr£ cn.'FIDEXI'IAL PROPERTY OF CI.Et.TI. AIJIIDRIZA..TICN FOR P'JBLlCATICT; OF CXJR R=:P'JRTS, m,CU.'SICt~.S, OR. EXTI.-!.CTS FRO-: OR R::G.;.tIDL~ 1}1E.'1 1S R::SERVED P'2~0C ClJR \..'R!TIEN Af'PP.[}JAL t-s A Y....TJAL PR::rr;:CTia; ID C:...IE~.::-;;, T:E P'JoLlC Ai\"D O..'RSELVES. · REPORT OF CONCRETE 'IESI'S PRPJECT: ADDR::SS: ro:-rrRACl'JR.: Aq.'JiITECT: CRC BUILDINGS 6025 Priestly Avenue, Carlsbad, CA Koll Company Krommenhoek-McKeown E,~H,ER: Nowak & Muelmaster &_. Assoc. FOOTINGS ON LOT #3 CRC PROJECT ID: 4 77 2 DATE: 5/31/85 BUILDING PERMIT: PLAN FILE: Pre Mix 51-2101 PI.A.\'T ID: II II TICKET ID: 143346 MIX ID: TYPE OF CEJE.\'T: Al:MLX"WRE: SU.MP -L"l.: 4.5 OJNCR:T:: 'ID1?: AIR IDlP: 68 MIXING TL"E -MI.'\S: 30 WA1ER ADDED: SP'E:Cl'.£\S :-'.AOC BY: Jeff Ell DAl'E M.D::: 5/24/85 U.4JE RECEIVED !u LAB: 5/29/85 FI::I..'.) m:::-:rrrICATio:-1: -·· --~ IA3 T.JE;\TIFIC.;J"I~: 12447 12448 12449 ~ .. , -'·--/.CE. . DAYS-: 7 28 H n;n: n:sr::.n: 5/31/85 6/21/85 SIZE -IN.: 6xl2 6xl2 A.P£A -SQ. IN • .. 28.27 28.27 CR!JSH.L~ LOAD -LBS. : 43800 78300 CCMPRESSI\~ STREtCT.-{ -psi: 1549 ..J:.?7..0 H/D: -.... ___ Q)RRECTIOO FAL.."'TJR: 4~ OORHECTI:D ~~K;rri -psi: SPECIFIED SGS'~ -psi: 2000 Respect fu 11 y Sulxni. tted: LABORATORIES ·- RC£ 28110 ·6455 NA!xCY RIDGE DRIVE -SUITE 200 -SAN DIEGO, Cl~LIFORNIA 92121 -(619) 587-0250. ' r !1 ,, • \ REGISTERED INSPECTOR'S WEEKLY REPORT Construction laboratories 4891 MERCURY STREET SAN DEIGO CA 92111 ( 714) 292 ·9565 ~ REINFORCED CONCRETE O STRUCT. STEEL ASSEMBLY. JOB NQ COVE RI NG WORK PERFORMED · WHICH RECIUIRED .APPROVAL BY THE SPECIAL INSPECTOR OF 0 PRE-STRESSED CONCRETE O REINFORCED GYPSUM QGWE-LAM.FABRICATION 0 RBNFORCED MASONRY-0 PILE DRIVING O OTHER 19g:r' INSP'N. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PRQBLEMS, PROGRESS, REMARKS, ETC. Includes information about-_amounts of material placed or work performed; number, type, ond identity numbers of test samples tak~n; structural connections (welds made, h.t. bolts torqued) checked; etc. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICA· TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. DATE OF REPORT Construction Laboratories REG.STEREO INSPECTOR' 5 WEEKLY REPORT '891 MEICUO SIRHf SAN oe1GO CA 91111 I 1Ul 292 .051;5 JOB NQ 4772 COVERING WORK PERFORMED 0 REINFORCED C0NCRE:TE 0 STRUCT. STEEL ASSC:WBLY WHICH RECl.JIRED APPROVAL BY D PRE-STRESSED cet-lCRETE 0 REINFORCED GYPSUM OGUJE·LAM.FABRICATI0N Tl-£ SPECIAL INSPECTOR OF 0 REINFORCED MASONRY D PILE DRIVING ~ OTHER Field Weld )Ot AOOlfSS 2280 Faraday Avenue N9 lfOII WHIC ENDING 7 /13/85 ~ 19 OWNU 01 rlOJECT NAME Carlsbad Research Center !l0G r(AMI! NU 84-488-6025 rlAN fllE NO CONSII MAT l 1nn_CIA0E. !Cl.I AlCHITEC 1 . DESIGN SUENGTH . 15ou1c£ 01 MfG• ENGl~Hi.: Ot5Ctllf ,.. .. ,.l I MIX DESIGN. If .... CUDE .. Mr Ga CfNfRAL CQNIIIA(.1O11 ~oll Construction CONIR DOING IIEPu•IEO WOIIIC Hawkins Welding Electrodes E7018 , ... llfCEIYING & res !INC CONS! a MAI l SAMPLES Innershield Wire NR211 CONTRACT NO. INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES i:.KEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. DATE Includes 1nfo,mat1on about-amounts of material ~o~ or work performed; number, type, ond identity numbers of test samr:iies token; structural conMC:tions (welds made, ht. bolts torqued) checked,; etc. Cert Welders Ed Hawkins #277 Advanced Testing Inc. 7/13/85 Provide field welding inspection on tilt-up panel construction. Top. Chord bar ties as ner r1,._-1--:a-:1ce 1? i:-. 1-:i 9 connections completed and approved. • "--'.·.--- - -- CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND- THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECl FICA· TIONS. & APPLICABLE St:CTIONS OF THE AGENCY REQUIREMENTS. ·C! · ') JJ.Q;J;tb. & ~,:;;t. wa 1 l s ::Co:t"', -- ·-~· - i DATE Of IEl'OIT ltCISHI NV>"'tl REGISTERED INSPECTOR'S WEEKLY REPORT • 4891 MERCURY STREET SAN 0EIGO CA 92111 C t ( 714) 292 ·9565 ons rue 10 r r1 s r n Labo ato ·e COVERING WORK .PERFORMED ;gREINFORCED CONCRETE {Q STRUCT. STEEL ASSEMBLY WHICH REQUIRED APPROVAL BY. PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM Tl-£ SPECIAL INSPECTOR OF 0 REINFORCED MASONRY 0 PILE DRIVING JOB NQ ·'1--1 z OGLUE-LAM.FABRICATION 0 OTHER Joa ADDRESS .-------~ -~...,...., H.rzA,-,a.'1' S-r. IFOR .WEEK ti. 19;2, "', 7.:2.~. N~. ENDING A-u/..llt!:,7" O;o/ER OR PROJECT~AME /'7. BLDG. P,ERMIT N'l ~e>'Z? rLAN FILE NO ~ ,1,_12~:sB,..,..,.. ~.P_<i:L112e1.1 !EJJT~ -" "'""" ~~Z;-2 CONSTR. MAT'L I TYPE.GRADE, ECT,) ARCHITECT . - DESIGN STRENGTH rOURCE OR MFGR. ENGINEER ?000 .O,'!S. /. . ri-; M )XED D~RUE MAT"L. \MIMESIGN, RE· BAR GRADE & MF'GR GENERAL CONTRACTOR -,,,.,.,..,,.'E: J,e 'DF-:p•-..J '7-;::,,,., -rY-,l!!JP. Knl.,l CONTR DOING R~TED WORK 1--:?u ... r-/ '72eS5tin... L~ RECEIVING & TESTING CONSTR MAT'L SAMPLES ·,...,NST, I-AP.-<, CONTRACT NO. INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. lpcludes information about-amounts of material ~laced or work performed; number, type, and identity numbers of fest samples DATE tok~n; structur:ol connections (welds mode, h.t. bolts torqued) checked-; etc. 6-Z /V1 t:/',, /lore A ,,, I ::2C!eP1,., ;( j £; &rn.so/,,d/a--Jo-n ,;-i-iL hb .Ii /1.L/ • u,..J <: A-c_rnfe i ~ o,,.-,,.:,~r'~ -<'!.o"'/¥ r~J,,,, o;:;~ P / .::-, nu m 6~r,,.,d ..::?.:;. .Cllow.s Y I Fa-,.!!d,:::1, .. 1 LJ.a;1e/5,. ii I~ 14 !LS lb, I+ ff?, {, ,./,.,£:SJ, enc.h<ure n,,al/ ... A.f--~-_. ._J F f A+ ?&1.,:;.,7_ F,:;.,...,,,Ja,u na.>1e / JO ...J, V ,/;......, AJ. '?~~z.. ~r;,....1-:::..~ .:J-r.~-::=,h el,fft u.-,,,~Ifs . /1,::,_<./-.,,...-.,e _J n/1 ,;'1rn,,r1fe/P ;?n/1~d;,~ des1;; ~ _j::-1 ef?-:J.e IA Ra c:; jt,( m,c;> 4¼11. .__J , ......., f 11..t...,, J ~;-k-r.,.-n< -1... ,.,,,,J=u,: 1 ~n//'.' I ~ -~ I I . If .I I~ '. ... nV// 'nJJ~ V ·1 / v v,., , ' ~ CERTIFICATION OF COMPLIANCE »~[~/L 1a,). I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COM PL YWITH T-HE APPROVED PLANS SPECIFICA-- i'ZT~E OF REGISTERED INSPECTOR TIONS, & APPLICABLE SECTIONS OF THE AGENCY REQUIREMENTS. ~ J. Z:.l4- DATE 1 oF 1t'ePORT REGISTER NUMBER 7 ;1 7 •• • • CONSTRUCTION LA BORA TORIES ENGINEERING • INSPECTION • TESTING PROJECT: . . .FIELD REPORT NO.: ol -Kc>L L. Cr0. (c;1r1<L,s"BA-XJ ~sEA-RCH c~Nxe·ri) .... ~/I-L/71.:g DATE Cf-/o-g5 TIME 8':. t::T0 WEATHER 7,..t9-;~ TEMP. RANGE 7 C) 0 EST.%0F COMPLETION CONFORMANCE WITH SCHEDULE (+or-) PRESENT AT SITE OCT 2 H85 CITY OF CARLSBAD au·ildin1 Department ATTACHMENTS . 'CERTIFICATION OF COMPLIANCE I HEREBY CERTFV THAT I HAVE ~SPECTED ALL· OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPL V WITH THE APPROVED PLANS, SPEClflCATIONS, & APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS. ,., --CONSTRUCTION LABORATORIES MATERIALtS TEtHIHG V CONSTRUCTION INSPECTION ALL R=:?J:ITS ;.~~ S::S:·~ IT::D A.C:. TtE m-.'FI.OC:-.'TIAL PRDPER'.IY OF CLIEt-.'TS. AJ.JffiJRIZA..11:CN FDR P'JSLIC'..\IIO:; OF CXJR R=:FD:ITS, Q.)i-.C!..l.'Sia-;s, OR. EXT:t~CTS ma.: OR R::GA.lillL~ 'rnE.'11S R!::SERVED 1?'2~DC CUR l?'cuTIEN Af!PRfNAL PS A !{JrJAL PR:'TI:::CTICN TO C:..l.E:-.TI, TrE P.JoUC AND Cl'RSELVES. REPJRT OF CONCRETE n:srs PROJECT: ADDR::SS: ro:-ITRACIU:t: A.l{C':!U1ECT: CRC BUILDINGS 6025 ~ Far~da?;" ~Carlsbad, CA Koll Company Krommenhoek-McKeown '1., 0 f-· EN,:m,"EER: Nowak Meulrnester & Assoc. PRE CAST PANEL 11-13-14 ; PROJECT ID: 4 77 2 , ... , OO'E: 8/9/85 BUILDING PERMIT: 84-488 · ·· PLAN FILE: CX)~ICR..C'"f:: SUPPLT"ER: Pre i'.!ixed PLA."i'T ID: CB TICKET NJ: 172870 MIX ID: 7-50-0008 1YPE OF CEMENT: II All-fIXIURE: Pozz 322 SUN? -rn.: 4 ID'lCR::1:: 'IE1P: AIR 'IE1P: MI.XI.NG TL'-E -ML'\S: WATER AD!r..D: SPE:CI'-8\S !-'.ADE BY: M. Weiler DAIE Mc\iE: 8/2/85 DA1E REC:::IVED /J lAB: 8/3/85 FL::L') msxrrrr wroo: LAB UE:\TIFI C..\II~: 14315 14316 14317 J,G:. -DAYS: 7 28 60 nm:: n:sr=-..n: 8/9/85 8/30/85 10/1/85 SIZE -IN.: 6xl2 6xl2 6xl2 A.Pu -SQ. IN. : 28.27 28.27 28.27 CRJJSHL~:; WAD -LES.: 95800 miPRESSIVc STRE:t,t;r.'1 -psi: 3389 H/D: O)R.q£CTICT-l FAL"'1'JR: illR.IIBCIW SI:ir:N..."'Tt! -psi: 3000 6455 N.?\!O:CY RIDGE DRIVE -SUITE 200 -SAN DIEGO, CALIFORNIA 92121 -(619) 587-0~50 • L D [I IRVINE SOILS ENGINEERING, INC. (714) 951-8686 SAN DIEGO SOILS ENGINEERING, INC. D HIGHLANDGEOTECHNICALCONSULTANTS, INC. (714) 884-8828 J b // I ' ( "') I 7 0 __ ,·_)::_r_f __ ._tl_C:;c___l._ ... _T_S __ "·_.-i __ '· ______ # /,..?(:.lJ-·// Date {/ / ) j ·-· .··. " • / I Summary .... ") ! . / /} ~ ) ( ,'-/, l ") I ' I •I / ( .. (5U 1 (.,1rl)•. '{Pl_., _. ~ .-J, ('>rJ Cf (:;Cl).), ! I f • • ) !, ·) ) '1 (.., . (.i,•11"'~ ,;1/7·1c.·· ,. ' r_,I ,r~~, .... ,.~ / Equipment Wor~ing _________________ _ 77-IE /JGFOJe/;' Name e>F C/-Jc G cn>-o Reg OT ;). {) JOB SUPERINTENDENT o DNsr11uc.-T1 o-µ Reg_ OT () lJ N 1G' 0 ;w L/ -7-. -?S" ON Pl-JASS LT " --CONSTRUCTION LABORATO.RIES MATERIALa TEaTING CONSTRUCTION INSPECTION ALL R::?J:rr'.3 ;_::-,:: S:..~~ [1;:D A~ TrE m.'F'I.DD.'TlAL PROPERTY OF Cl.JENI'S. AJ..Trn)R.IZA.TICN FOR P'JBLICATie:t.: OF a.JR R::PJKIS, Q.)i~C!.l.'Sia;s, ffi EXT:~ • .\-...""TS FRO-: OR R=:GAR.DL'{; THE.'1. 15 R:;SERVED P:::w~ OJR h"'"1TI::N APPPJ:J.lAL PS A !-"..IrJAL PR:.T.::::cna; 10 CI..E~,7.:i, T:£ PJoLlC AKD Cl'RSELVES. REPORT OF CONCRETE 1ESI'S Pl;lpJECT: ADDR::SS: ro:-ITRACI'JR: ARCHITECT: CRC BUILDINGS ~ilioS, e02£, 60~~• 'ti;ll;_ !il?tr CuzJ:S11ad, C~ Koll Company f -/If~ Krommenhoek-McKeown EN~l~ER: Nowak & Muelmaster & .. Assoc. w.:ATia: L~ STIGCTJRE: F.OOTINGS ON LOT #2, CRC PROJECT NJ: 4 772 Dr\TE: 5/31/85 BUILDING PERMIT: PLAN FILE: O)~lCRETE SUPPLIER: . . Pre Mix PIA".'T ID: II TICKET NJ: 143346 MIX NJ: 51-2101 T'iPE OF CEME:-.'T: II All-ID.."IUHE: SU.MP -W.: 4.5 CDNCR::'!:: ID1P: AIR 'IE1P: 68 MIXING TL'E -Ml.~S: 30 WATER A.Dl:F...D: SPc:CI'.'0iS :-'.AOC BY: Jeff Ell DAlE ~: 5/24/85 n-m: REC::IVED lu IAB: 5/29/85 •l,l.--=:'.Y flEL:) I!E.':TIFICAIIQ-1: 1A5 ID::.';"I"IFIC.\TIC'N: JG::. -DAYS: ~ n:sr.:.n: SIZE -·pl.: Af'U -SQ. IN • .. CR!JSH.IN:; lDAD -~.: o::M?RESSffi STRE?Q'H -· psi: WD; mRRECTIOO FAl.~JR: O)RHECIED STRE~'Trl -psi: ., " 12447 7 5/31/85 6x·l2 28.27 43800 1549 4~ .. 12448 12449 28 H 6/21/85 6xl2 ·28.27 J 2000 RECEIVED Respectfully Submitted: JUN 131985 LABORATORIES CITY OF CARLSB Building ·Department RCE 28110 6455 N;..~cY RIDGE DRIVE -SUITE 200 -SAN DIEGO, CALIFORNIA 92121 -(619) 587-0250 'I . .,, WILLIAM C. KROMMENHbEK, A.I.A. JOHN M. McKEOWN, A.I.A. ARCHITECTURE & PLANNING KROMMENHOEK/MCKEOWN & ASSOCIATES 1515 MORENA BOULEVARD, SAN DIEGO, CALIFORNIA 92110-3784 (619) 276-7710 3355 MISSION AVENUE, SUITE 211, OCEANSIDE, CALIFORNIA 92054-1312 12 JUNE 1985 CARTER DARNELL CARLSBAD BUILDING DEPARTMENT 1200 ELM AVENUE CARLSBAD, CA 92008 (619) 721-1600 SUBJECT: SERIES 6000, BUILD1NG 6018 PLAN CHECK I.~. NO. 84-488 JOB NO.: 85-91A DEAR CARTER: ATTACHED ARE 3 PRINTS EACH OF REVISED SHEETS AS, A9, S6.l·AND S~.2 FDR THE ABOVE REFERENCED PROJECT. CLOYDED REVISIONS DENOTED BY DELTA 5 INDICATES A SECOND CHANGE TO THE BUILDING'S CONCRETE TILT-UP PANELS FOR ;:,•· YOUR$REVIEW AND RECORD. THE BUILDING IS PRESENTLY UNDER CONSTRUCTION. CHANGES AFFECT GRID LINE 1, BETWEEN COLUMNS BAND C, WHERE A NEW PANEL HAS BEEN ADDED WITH A KNOCK OUT PANEL PER " PANEL ELEVATION @ LINE 1 11 ON SHEET S6. 2. SHOULD YOU HAVE ANY QUESTIONS PLEASE CONTACT ME. VERY,TRULY YOURS, /_,,~ -.. ( .//7 , All ,/ If::_/~~- BRUCE THOMAS CC: BOB WADE BIFF PORTER SENIOR ASSOCIATES: JON LEE EBERT/GLENN F. GROTH, A.I.A/JAMES L. MEYERHOFF, A.I.A. ASSOCIATES: THOMAS 8. AW8REY,,A.I.A./ROMAN E. BECK: A.I.A./DALE E. DREXLER/ TIMOTHY J. RU8ESH/ROBERT 8. SMITH, A.I.A/RICHARD J. STICKLER, A.I.A/JAYNE E. VORWERCK, A.S.I.D. / ,, -CONSTRUCTION LABORATORIES MATERIAUS TE~TINQ CONSTRUCTION INSPECTION ALL R=.'.?J:u'.3 ;..=:::. S'...3·'.:I !:'1:::D A.~ TrE CD.,'Fl.DE~"IIAL PRDP::m' OF CI..IENTS. AIJrnJRIZA...TICN FOR P'J5[.JCAT!CT; OF ex.JR R'::POR:TS, m;:::U.'SI<J.\S, OR E.):-8.~:TS FRO-! O?. !EGARDL~ 11iE.'1 1S R::SERVED PS:wl}{; CUR 1-."iUTI::N Af'PRfN~ ftS A Y..:TJAL PR:JT::CTia; 10 C:...I.E~'TS , T:E P Jo Ll C Ai\'D a. ?SELVES • REPORT OF CONCRETE 1ESTS PROJECT: CRC BUILDINGS #6025 -.Priest!:l:-y Averme, Carlsbad, CA :2::J., 80 ~ PROJECT N:>: 4 772 nuE: 7/31/85 ADDR::SS: ro:IT:t.\C11JR: Koll Company Krommenhoek-McKeown BUILDING PERMIT: A.~~ffI::CT; S~l~"E::R: Nowak & Muelmaster & Assoc. TILT-UP PANEL #P-21 BUILDING #6025 O)~lCRET:: SUPPLIER:pre Mixed MIX N.J:7-50-0004 SU.!.'!? -L"-l. :4. 5 SP::CI~S !"iA!:E BY: J. Cervantes Fl.:].~ JD~\'T[FICATT<Y.--:~ I ··-----.r•-.,_-,__. .. I -::.. : ""~--.. - IA5 If£'8FIC.4.TIOO: L 14064 ---- /fl'. • flc:.YS: 7 Il-\1E 11::51'='..D: 7/31/85 SIZE -Dl.: 6xl2 AIU -SQ. IN • 28.27 CR!JS:UN; WAD -LBS.: 101700 Ol1PRESSIVE STRE!-W:"1 -psi: 3597 H/D: OJRRECTlOO FAGTJR: CORHECIED STREt"L'Tn --psi: 1§~,> , SP"'...ClFIED STR::'CT:-l -psi: :3000 PIA\"I tn: CB T'lPE OF . a:E:IT: OJNCRET=:" ID1P: DAl'E Mc\IE: 7/24/85 _~ .... "TC~..._-...,.. 14065 14066 28 H 8/21/85 6xl2 28.27 ' .RECEIVED AUG121'.lSS CITY OF CARLSBAD _ Building Department PLAN FILE: TICKET N:>: AD.-ilX:nJRE: A'IR 'IE.'1P~ WATER ADlf...D: 174304 Pozz 322 60 D..\JE REC:::IVED /u LAB: 7/25/85 '" - Respectfully Submitted: C ON ST RU CT ION L .A B O RAT O RIES 6455 N~~CY RIDGE DRIVE -SUITE 200 -SAN DIEGO, CALIFORNIA 92121 -(619) 587-0250 --. - ~-. • HE UNDERSIGNED MANUFACTURER REREEY CERTIFiES that the. products identified below and on attached sheets Nos. · are marked with the collective mark of the American· Institute of Timber Construction (AITC) and are · manufactured in accordance with the manufacturing and fabricating provisions of CHAPTER 25 ~ Of THE UNI FORM BUH DING coaa FOR GI UED LAMINATED TH1BER AS MODIFIED 8¥ I CBO RESEARCH REPORT NO. 3346 ;ir and that such manufacture has been at our plant in . COTTAGE GROVE·, :BORGON , which plant has a quality c~ontrol system approved by the. Inspection Bureau of tiie American Institute of Timber Construction and inspected periodically by ~i.Jch Bureau. JOE! NAME=--~-...... C:~R_,C..._.,6..,.0 .. 2,-,,#5-----------"I<--,-,----------.,---- JOB LOCATION: ___ .,...CA=8 .... I_.S...,R""A .... D .... , _,C..,.A-1..,..,1 ..... F..,.OR-N-1...,A'I--. ----~--~----------- "' CUSTOMER'S ORDER NO. 5597 / Jobifl 5200 DATE 5/16/85 MFG R'S ORDER NO. ___,]...,,,5._,9..._1-_]'""Q._),-..0~----- "" TITLE o. C .. SUPERVISOR ADDRESS corrAGE Gaave, OREGON DATE _.....,-,_-9-<. ,_--gs~---~---.... A/TC HEREBY CERT/FIES that the said company at its said plant is licensed by the AMERrCAN INSTITUTE OF TIMBER CONSTRUCTION to use the AITC Collective Mark in respect of proe:flicts · which comply with applicable provisions of said code and report(s), that the adequacy of the quality control system i.ri effect at said plant is periodically inspected and verified by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AITC, said company is capable of complying with applicable manufacturing and testing provisions of said code and report(s) in respect of.products manufactured at said plant. Con- formance with the said code and report(s) in respect of any specific or particular product is the sole responsibility of the manufacturer; AITC's certificate hereunder being that the said company is qualified to produce a product meeting the said code and report(s) and that its plant is periodically inspected and verified by the AITC Inspection Bureau. AITC FORM IBCE AITC Cert,fk:ate No. -02579 E AMERICAN INSTITUTE OF TIMBER CONSTRUCTION © 1983 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION -. r " ~ .½'' LAMS FOR BENDING MEMBE.·UP A. WEYERHAEUSER PROOF LOADED FINGER JOINTS ~~ Weyerhaeuser Company ATTACHMENT TO QUALITY CONTROL CERTIFICATE AITC 117-79 Combination: 24F-V4 DOUGLAS FIR Number of Laminations In Member 4-5 6 7 8-10 11 -15 16-20 21 -25 26-30 31 -35 36-40 41 -45 '46-50 51 -55 56-60 NUMBER AND GRADE OF LAMINATIONS BY ZONE Number of Outer1 Laminations Inner Core Inner Proof Loaded Tension Tension Compression No. Grade No. Grade Grade No. Grade 1 1 302-20 1 L2 L3 1 1 302-20 1 L2 L3 1 L2 2 1 302-20 1 L1 1 L2 L3 1 L2 2 1 302-22 1 L1 1 L2 L3 1 L2 2 1 302-24 1 L1 1 L2 L3 1 L2 2 1 302-24 1 L1 2 L2 L3 2 L2 3 2 302-24 1 L1 2 L2 L3' 2 L2 3 2 302-24 1 L1 3 L2 L3 3 L2 4 2 302-24 2 L1 3 L2 L3 3 L2 4 2 302-24 .. 2 L1 4 L2 L3 4 L2 5 3 302-24 2 L1 4 L2 L3 4 L2 5 3 302-24 2 L1 5 L2 L3 5 L2 6 3 302-24 3 L1 5 L2 L3 5 L2 6 3 302-24 3 L1 6 L2 L3 6 L2 1 For those non-bending members that do not require Tension Lams (such as most arches, tension members and compression members) the 302 grade in outer tension zone is replaced with L 1 grade. FORM A8t4 6/80 !5621 PRINT SHOP/TACOMA No. 1 1 1 1 2 2 3 3 4 4 I 5 5 6 6 Outer Compression Grade L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D L2D " 1.AMS FOR BENDING MEMBER LAY. 'A. · WEYERHAEUSER PROOF LOADED FINGER JOINTS ~~ Weyerhaeuser Company ATTACHMENT TO QUALITY CONTROL CERTIFICATE AITC 117-79 Combination: 24F-V8 (Balanced) DOUGLAS FIR Number of NUMBER AND GRADE OF LAMINATIONS BY ZONE Number of Laminations . Outer Inner Core Inner Outer Laminations Proof Loaded Tension Tension Tension Tension In Member Top & Bottom No. Grade No. Grade Grade No. Grade No. Grade 4-5 1 1 302-20 L3 1 302-20 6-7 1 1 302-20 1 L2 L3 1 L2 1 302-20 8-10 1 1 302-22 1 L2 L3 1 L2 1 302-22 11 -13 2 1 302-24 1 302-24 1 L1 L3 1 L1 14-20 2 1 302-24 · 1 302-24 1 L1 1 L2 L3 1 L2 1 L1 21-26 3 2 302-24 2 302-24 1 L1 1 L2 L3 1 L2 1 L1 27-30 3 2 302-24 2 302-24 1 L1 2 L2 L3 2 L2 1 L1 31 -33 4 2 302-24 2 302-24 2 L1 1 L2 L3 1 L2 2 L1 34-40 4 2 302-24 2 302-24 2 L1 2 L2 L3 2 L2 2 L1 41 -46 5 3 302-24 3 302-24 2 L1 2 L2 L3 2 L2 2 L1 47-50 5 3 302-24 3 302-24 2 L1 3 L2 L3 3· L2 2 L1 51 -53 6 3 302-24 3 302-24 3 L1 2 L2 L3 2 L2 3 L1 54-60 6 3 302-24 3 302-24 3 L1 3 L2 L3 3 ' L2 3 L1 • • .. • A :J"oiS -,5.;;> OD ~.,, -· 'l':DERII . 0014~0 ,.1 -"-:_ '"':~--"'--~,~ ~·.:t •. , : · SHIP-85··27 DATE: 05-15-85 , 0, NAME DUKE l'/:!CIJ:'rc-tm:r.;;.;.::::. .• -:, ·"'..'. -PAGE: 1 OF ;L__ ---------------<' i ,. ,.,_._ _ -; . .;:-.:: _;.." . -.;';;-~-, ~ *** Hl::HBl::F( -SCHEDULE -lfH ;] --11· NAME CRC ·--------' j LOC'N CARLSBAD ". -· '. Q · PG G F 5 HARKft QTY VIDTII OEPTII l.£1lGTII AOO CAMBER TABLE CAIIT CL BILLET TTL BLT LAMS BO FT TTL BF APPR WP.AP SEAL :~o B15 1 5 1/8 13 1/2 29-6 3 870 1.5D0 · 24F-V4 29-9 267-9 9 276 276 um LOAD EtlD B5 3 5 1/8 16 1/2 24-3 3 882 1.000 24F-V4 24-6 269-6 11 278 834 HID LOAD END ::10 B6 2 5 ll!LJ.LJL2 2~-3 3 7JJLJ,250 __ 21tf-~~ 24-6 __ 269:..6 ••• IL_. 278 _ _ 556_ _mo_ _ LCAD .•• EIID _ --- 812 1 5 1/8 18 25-9 3 796 1,250 24F-V4 26 ________ .!l_L_ 1 5 110 21 41-7 4 s _______ 24E1f8 __ __1_ _____ 4H1 • 810 1 5 1/8 21 48 4 5 24F-V8 ~ 48-4 Bl 3 5 1/8 22 1/2 33-9 3 976 !. 750 24F-V4 34 ··--------_s13. __ :.:_1 s 11s 22112 35: •• 6 ___ 3...J.oao_1.15o __ m-.l/i._ ___ 35-.9 e.2 B!4 B°i e.3 2 51/8 24 1 5 1/8 24 !Si7a24 3 51/8 24 33-9 35-6 41-7 48 3 1139 1.500 24F-V4 34 3 !...6.0_!_,_500. -~F:V4 _____ 35~.9 4 5 24F-V8 I 41-11 4 5 24F-V8 2 48-4 -----· 87 I 5 1/8 24 48 4 5 24F-V8 2 48-4 84 2 5 1/8 25 1/2 48 4 5 24F-V8 2 48-4 l}.11 1 SJLIL_ZB_UL_.J~::..L ___ 5-5 ___ ___2_4f:'iB..-L._M-_8 312 586-10 676-8 510 536-3 544 12 14 14 15 \5 16 572 ____ J6_ 670-8 16 322 60~ 697 526 553 561 590 691 3~2 6D5 6°7 157B 5S3 1122 _ 590_ 691 nm !IID nw !11D mo 1110 nm 1110 LOAD END !':: )! LOAD EIID _______ I"~( ,,J -----~111 I LOAD mo LOAD EIID LCP.0 EIID ii1'); ------~. ,;; j LOAD EIID Lono_ EIID ____ LOAD EIID ~'.10 --------," 773-4 16 797 2391 !HD LOOO END --~---···-~ __ Bo 773-4 16 797 797 !HD LOAD EIID t~, 821-8 17 847 1694 !ND LOAD END 1»•1) • 1038: e__ 1~-me .. -1010 __ nm._ LOAD • £Im __ ---------.....,B i~,) --~~~-----------\~776 C::i~ ------···---------~---·-.. -· -------------- ) ----~---·------------------~ -----------------·-Hv ---------------· . . ---· !J· 0 1:0 -----------------------·------------------------,i, . ....., ( ~}===-==========-::::-===-=--=----~------ Ttl.CV (J' fi: D J. ooc ... PCA l L Sr;,cf. ~--·-......,.~---====--· -___ -.,-=.-_ -__ -__ -_ -·-·-·:1-a~,~1-0~1~~1~================~-- /7,.-( l £. S@ct. _L ~~-----~,·2_ ----~ -·-· -·-· ------------to~s-; 60c}_(; Roou15 ':\ l . Z.o'-o'' ~ If~;::----::-.....::..:::.._::::_ __ _ I '1 . .. LOTS 2 AND 3 SERIES 6000 FARADAY AVE. PROPOSED ELECTRICAL ROOM EQUIPMENT LAYOUT / ~) --·-·-.----·---.. ··~---·--.··-· ... ··. ~·· .. _________ ,........ .. 4----- k") }) __ ,. / .. . 0 t. .... <.o • b &' c) 7 I,...._) 'I /°F' /"J l • _': f'CI, ' ---·-------·--------.. ·----~-------·-·· ·-__ ···· ··:.t B~-to~s-; 60rJ 6 '·E/ec'f1c1c... Roonr.5 /.' ) 'h ~ I '1 . "' _y_ -..: 'f fl r 0 G'/~ D ~ CJOC7 I Telt,o B ri;<{ . "" -, __ -U--r -----;····-----_-_-----_-·-_-_-I-..,..-r=o-=-:--o-=;-o;;;;;;;.:::::::::::::::::::::::::::::::::::::::::::::::::-:::-::::=\~ ------1 Fu1uR-r J1-1e"1eRi111 ~ ~-800 A•~· p /~ L( S@ci. o 0 oo r (- Zo'-o'' ., i·Ft</u.ee J-i-101<?,<_ti,j j p,,._t sec.. CARLSBAD RESEARCH CENTER . . ' f' • LOTS 2 AND 3 SERIES 6000 FARADAY AVE. PROPOSED ELECTRICAL ROOM EQUIPMENT LAYOUT ,,. . ESGIL CORPORATION 9320 CHESAPEAKE DR .• SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE : __ :.)_...'6_2_~..._,._/ ..... J?_S ______ _ O_.9,J;.PYLLC~.NT ~o"'"~~it:$.)5.t,g~t~ 0 PLAN CHECKER 0 FILE COPY JURISDICTION: C /97;2,l.Sef}O PLAN CHECK NO: 8,4"-!/88 /?Gl.,1/S/d'(7S PROJECT ADDRESS : 2-c:,z Z /7912,~ {?Cl::?- / 0 UPS 0 DESIGNER fl! The plans transmitted herewith have been corrected where D . o D D D D 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 on the enclosed check list are ·resolved and checked by building department staff • The plans transmitted herewith have major 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 applicants copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applican~s copy of the check list has been ~en~1to: 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 completecf:-Person contacted: ------------- Date contacted: Telephone# ----------------- REMARKS: BY:~t~ ES;L CORPORATION ENC·L: ------- Form 31584 f I j " •:. " i l ' Dates =[/z~s Jurisdiction Cq-,ZL_.5041.? Pref}Jtt VALUATION AND PLAN CHECK FEE a Bldg. Dept. 0 Esgil PLAN CHECK NO. 8.Lf-489 -~1s1a-,7:s. BUILDING ADDRESS · 2Z9Z ~flt:?ri'Orr1/-J.1(3'* APPLICANT/CONTACT B1tucl:f --dzom&s PHONE No. ;::J. 70 77'/0 BUILDING OCCUPANCY &-/ DESIGNER PHONE /1 TYPE OF CONSTRUCTION ' 'CONTRACTOR PHO-NE ____ _ BUILDING PORTION ~IL ' Air Conditionin~ Commercial Residential· Res. or Comm. Fire Snrinklers Total Value fee Adjusted To Reflect BUILDING AREA VALUATION VALUE MULTIPLIER .. / ~-~ )./ LJ..r, I~ I ~HY ijo/,1,~/ -~/. (,I,/ - / /,)I ro I t '. @ ' (cl ,. @ 0 Energy Regulations (Fee x 1.1) OHandicapped Re~ula~ions (Fee x 1.065) B uildiri g P er m it Fee. $ -,-------------'~------------ Plan Check Fee $ $ ---'"------------------------------- COMMENTS.·--------------------------- 8/4/82 WILLIAM C. KROMMENHOEK, A.I.A. JOHN M. McKEOWN, Al.A. ARCHITECTURE & PLANNING KROMMENHOEK/MCKEOWN &-ASSOCIATES POST OFFICE BOX 82208, SAN DIEGO, CALIFORNIA 92138-2088 1515 MORENA BOULEVARD, SAN DIEGO, CALIFORNIA 92110-3784 (619) 276-7710 3355 MISSION AVENUE, SUITE 211, OCEANSIDE, CALIFORNIA 92054-1312 (619) 721-1600 7/22 Bruce: Everyt~ing appears to be in order including the latest elec revisions which have been approved and ready for you to pick up. Excuse fast answer method. Carter 12 JULY 1985 CARTER DARNELL CARLSBAD BUILDING DEPARTMENT 1200 ELM AVENUE CARLSBAD, CA 92008 SUBJECT: SERIES 6000, BUILDING 6018 PLAN CHECK I.D. NO. 84-488 JOB NO.: 85-91A DEAR CARTER: PER THE ATTACHED LETTER DATED JUNE 12, 1985, WE RE- SUBMITTED SHEETS FOR THE REFERENCED PROJECT INDICAT- ING MINOR PANEL REVISIONS TO THE PLANS. MAJOR RE~ VISIONS HAD PREVIOUSLY BEEN SUBMITTED AND APPROVED BY THE BUILDING DEPARTMENT. SINCE THE CONTRACTOR IS PROGRESSING WITH CONSTRUCTION WE WANT TO ENSURE ALL IS IN ORDER WITH THE APPROVAL PROCESS. I DID RECEIVE ONE CALL FROM ESGIL' WHICH INDICATED SOME CONFUSION AS TO WHICH CHANGES WERE TO BE REVIEWED THIS TIME AROUND. I THOUGHT I CLEARED IT UP BUT WE HAVE NOT HEARD ANYMORE. PLEASE ADVISE ME AS TO THE STATUS SO KOLL CONSTRUCTION CA~ AVOID FIELD INSPECTION CONFLICTS. VERY TRULY YOURS, tJAttBL~ BRUCE THOMAS CC: BOB WADE, KCC ESGIL CORPORATION SENIOR ASSOCIATES: JON LEE EBERT/GLENN F. GROTH, A.I.A. RECEIVED JUL 171985 CITY OF CARLSBAD Building Department ASSOCIATES: THOMAS B. AWBREY, A.IA/ROMANE. BECK, A.IA/DALEE. DREXLER/ TIMOTHY J. RUBESH/ROBERT B. SMITH, A.I.A/RICHARD J. STICKLER, A.I.A./JAYNE E. VORWERCK, A.S.I.D. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: 27, /985 OAPPLICANT ., JURISDICTION: D JURISDICTION D PLAN CHECKER OFILE COPY QUPS PLAN CHECK NO: D DESIGNER PROJECT ADDRESS: /BLOG ~018 PROJECT NAME: D D 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 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 sent to: 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: REMARKS: Telephone# ---~------ /N!==O Jee PL4AJ F /LES / ENCL: ________ _ ... --· ...•..... ,,.. .................................... .,... ........... -..,.,. ...... ...---............... -.. --.... --... ------. --------' ' ~ .Y I, I' ----1'---------------------------·------------------·---- -~·-~~(...!.a./..£:C,,_T~.' __ Pz_A_J'.)_flL_E_/Jj_o _,._E/4-::_4_18 __ __:rz_~/J..:J!.-1_1Trec=c.O ____ _ IJ 1 YE.et=. WL_r.,H__ .4.:5_E~_L./..._Q ·""-'W"'--".:S""'-"-/ ---- ------------- _ (2)._oe1~ IA.J,4L -~ s -Crr:x_E_e.e.._oe.o_s:Se.r __________ _ 1· _____ :1 -?OEA)T....lELED_g:, <3LrY ZZ:;)----A.P_e~ I: /4v. /(,,) ,13'4. ---·--ic --------------- --_(ID_e_e //J~/2._~_i..i_r__s -CLr..>t. __ lZ...e£.Q..£_ 1.2__S_e-T -----I.,_.: _/._.....DcAJpFLED A .:5 C/ r_y__z_,,r-__ _AP.£.EO v~-------------- ::,' ,±'(_a_y____£~__LfB.S...L.......-_ -----------------··-- ------1-.-1,.: .,:5...#T:S /A)~UD£~e_1:___L_L. __ ~__a.-;) l ~_,4_·'7 ____ _ ______________ ..,_,_ .. 37_.cl~*_..50 .. /) .:5...£:?_,__2;-M/e--4, M/P :_$-;J-E-_5.L ______ . . : ___ -if_a.J_A_.5----LA}7'tEAJDED TN//~~ ..5;!-1€~~----··-__ _ 1: _________ _ r~--£..X-1~ A)G __ -;5~€.E_T::-.:S.-.LA.l. Tr-le . ____ _ __ . _ -1 013LG..IA2AL-PL .?2A}__;::,_~~-r-~e~{!) . .A_B_av_e) ___________ _ ,! ----~ . ,E:E//1.:JEP E'LA'Al .5 H l:;_g-,l".~-= .AJ.07 XcrA!?P.eo. IL £/-2_ - _ _____ _____ ~-____ .8 /_C_Lr:L -~h'-..T..;5-~,,5 ~~_;5-_fu..r~-A-_ll7 d~-L.-!J.HL.c.Jd __ ___ ---+~~12Pe~.t2e __ C.....o.A:dP...Jt5l~dt-£_.S.t::1..~_cA.l_~E..r,;.;:s_ .. ,DE.5e,eJ.&:_,Q_~.e;_o_v..c.. ___ LN .. _CZJ_AA)..1/o..e.._@ ____________ --------· . --·-----·----------------------------· --~ --~__/A..cee ...w.1.LL.._~E_A..e~_,4AJ .c:.t:f.<:_c,_;c __ .E~e.__E_t=..tr;..o. _____ _ ___ ___ ___ I:, ZJ) _ ___:-SE.RJLLc E. c HAAJ. e:, e.:5 1Dc..t0pELE.t:2 __ /~_ @) ______________ .. --------- 1 >-A..13.oJLE_,_ ___ ~~-t.J.Ap .Q/1$..) ___ $t:t7-__ A~ C.1-1.E.O -.----___ . ___ _ ____ --· ····--------f:-----·----------------·---··-·--------· -···--. --·-···· --......... ···--· 1' ~ ,---···---·······-···-·-,-· ·-··-----------· ··-------..... ···--· -·-··--· -----------·-·-·----·· ·-····--·-·---·-·-------------------· ~\ .. ! , , .. I ., I' . 'I !' 1ii i II i' ------!;-' i• ·: -------------·----------------------------------------- -H+-------------------------------------------,, --------------------------1 -1---------------------------~----:-----~--------------_--__ - --------------------~--------------------------- i,i 1/i ---------+-------------- Iii -----4---------~---'!' -------------~---------------------------------------- 11 :: I Ii -------------!, ,, ,, ii I' ----------------- -----~------------------------------------------------------- ---------------------- ---i' --~------------------------ 1: ,, -----------------------------~-------~----------·------------------------------------------------ ----,! ---------------------------------------------- ii I, I ------------------------------------------------------------------------ Dates Ct/z7/~6 ' Prepared bys e, MEIER.. Jurisdiction f?,4,eL:5../!3,40 VALUATION AND PLAN CHECK FEE CJ Bldg. Dept. O Esgil PLAN CHECK NO. 8'4--488' eet/. BUILDING ADDRESS 2"2'f2 FAl:!A:CA"'i APPLI°CANT/CONTACT _________ PHONE NO. _______ _ BUILDING OCCUPANCY --------DESIGNER PHONE ------TYPE OF CONSTRUCTION CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA -VALUATION VALUE MULTIPLIER £:EJ//S/0/V.:S BL..DG t:i:>018' J./ot.JRLY 2, 1/J;?.:5 0 .55, 5 ~ ~ ///. /0 : , Air Conditionin~ Commercial @ ,. Residential @ --,. Res. or Comm. Fire Snrinklers @ .- Total Value Fee Adjusted To Reflect D Energy Regulations (Fee x 1.1) O Handicapped Regulations (Fee x 1.065) . . B uildirig Permit Fee. $--------------=--~-------"'--------- plan Che ck F ee_$'-------------~---------'-$ __ /_.3_, 8_,_B_'B' __ _ c~G // c,=z= = · 7'//I. ,o· COM MEN TS._: ...--------------"'--·-__ ,,,,._,t;....._r-_=_•c;.----.---------..- CJ'T'y r-c:4= =:d I/I.ID : r-c;.;;c;:;;: o. a-1.:3 8, 88 8/4/82 J WILLIAM C. KROMMENHbEK, A.I.A. JOHN M. McKEOWN, A.I.A. ARCHITECTURE & PLANNING KROMMENHOEK/MCKEOVVN & ASSOCIATES 1515 MORENA BOULEVARD, SAN DIEGO, CALIFORNIA 92110-3784 (619) 276-7710 3355 MISSION AVENUE, SUITE 211, OCEANSIDE, CALIFORNIA 92054-1312 (619) 721-1600 12 JUNE 1985 . 0) '! 'l ,il'' .f CARTER DARNELL ~ 1 \ CARLSBAD BUILDING DEPARTMENT 1200 ELM AVENUE .-l'\' _f~ ~,!.-·~ ~.:\I' ( ,. , i , CARLSBAD, CA 92008 l'! t {i \ j )_i,_;\ SUBJECT: SERIES 6000, BUILDING f!Pt~k p\\ ;\/J' c}' /\j' \ PLAN CHECK I; D /NO. ~.4,.ry,fP.88 (/l"J ,j ,-'.' i, JOB NO.: 85-91A J.\f i . I 1/\ \ 1\ /,t u \_ DEAR CARTER: / \ j d l , ATTACHED ARE 3 PRINTS EACH\iF REVISED SHEETS AB, A9, S6. 1 · AND S6 .• 2 ;GlR THE AB.OVE REFERENCED PROJECT. CLOUDED REVIS,IONS D'E1WsbT to BY DEL TA 5 INDICATES A SECOND CHANGE TO THi BUILDI~h•s CONCRETE TILT-UP PANELS FOR I ' YOUR REVIEW i~ND R~CO~ . THE BUILDING IS PRESENTLY UNDER CONST,~UCTIO~./ 'I'....,; CHANGES AF~EfT)fID LINE 1, BETWEEN COLUMNS BAND C, WHERE A NEW PA-NE)-HAS BEEN ADDED WITH A KNOCK OUT PANEL PER II P~L ELEVATION @ LINE 1 11 ON SHEET S6.2. 'SHOULD YOU HAYE ANY QUESTIONS PLEASE CONTACT ME. VERY-TRULY YOURS, !~~ -.. ( //7 , All./ 'e__/~~- BRUCE THOMAS CC: BOB WADE BIFF PORTER SENIOR ASSOCIATES: JON LEE EBERT/GLENN F. GROTH. A.I.A./JAMES,L. MEYERHOFF, A.I.A. ASSOCIATES: THOMAS B. AWBREY,,A.I.A./ROMAN E. BECK: A.IA/DALEE. DREXLER/ TIMOTHY J. RUBESH/ROBERT B. SMITH, A.IA/RICHARD J. STICKLER, A.IA/JAYNE E. VORWERCK, A.S.I.D. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: /1/ov. 15 1984 0 APPLICANT JURISDICTION: (:.4J2t,.Sl3,.4.0 PLAN CHECK NO: J'4·4fl8 0 JURISDICTION 0 PLAN CHECKER 0 FILE COPY 0 UPS --------------0 DESIGNER PROJECT ADDRESS:_~5r....=~~C:.-'.4=~L>.=~=~Y-~A~v.~;:::::.....o..,-- D D D D D D ~he 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 on the enclosed check list are resolved and checked by building department staff. The plans transmitted herewith have major 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 applicants copy of the check list is enclosed for the jurisdiction to return to ,the applicant contact person. The applican~s copy of the check list has been sent to: 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: p£!,.).fJ,Qe£otJ Date contacted: 1?#9'4-Telephone # __ ..,,.,;....;_.....,;;;.~------------ REMARKS: P~.4'.A.1.5 Pe~roe,4reo -. 7o Be L)cFL///c.l2eD /0 c~et.5o-40 J//A COAJTZ/lcro.e. • C/lt..c:f £7C. TO BY: //·~ ESGLCORPORION ENCL: ------- Form 31584 / / ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: /1/ov. 15 1984----'...;..;;....;._ ____ .:....._ _________ _ 0 APPLICANT JURISDICTION: {:.4J2.L.S8/JO PLAN CHECK NO: J"4 ~ 4 gg 0 JURISDICTION 0 PLAN CHECKER 0 FILE COPY 0 UPS --------------0 DESIGNER PROJECT ADDRESS:_~5'---=~~E-el=..:1?~'4""--L,Y_~A~Vt=..,._,. ____ _ D D D D D D ~he plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The pla·ns transmitted herewith will substantially comply with the jurisdiction's building codes, when minor deficien- cies identified on the enclosed check list are resolved and checked by building department staff. The plans transmitted herewith have major 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 applicants copy of the check list is enclosed for the jurisdiction to return to ,the applicant contact person. The applicanVs copy of the check list has been sent to: 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: p5A.)i3,4,eeotJ Date contacted: 1f4/,4-Telephone # ---,.,--~------------- REMARKS: P~.4.Al.5 Pe~,:o,e,4 c:P -7o Be .L>e:1.1ve.eeo '/c) C.<9et:,5E:?-40 J/IA CoA.JTZ~c.roe. "C.4t..c.::f ErC. ro BY:ESG~P~ ENCL: _____ _ Form 31584 ESGIL CORPORATION 9:J20 C"HBSAP:EAKE DR .• Sl .ITJ<~ 122 SAN DIEGO. C" A 9212:J (619) G60-1•t.Ot-4 DATE: D A~I'"Cill liJ..-;J1JRI SDI CTI ON 0 PLAN CHECKER 0 FILE COPY JURISDICTION: PLAN CHECK NO: 0 UPS -----------------'Z:'2.. 't:S 0 0 DESIGNER PROJECT ADDRESS: l~\~ FARADAY Aue '2."3Z o 0 The plans transmitted herewith have be·en corrected where necessary and substantially comply wit~ the jurisdiction's building codes. D D D The plans transmitted herewith will substantially comply with the jurisdiction's building codes, when minor deficien- cies identified on the enclosed check list are resolved. and checked by building department staff. The_ plans transmitted her~with have major deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete re-c-h-eck. The check list transmitted herewith Js the jurisdiction's copy for your information. 'fh·e· plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicants copy of the check list is enclosed for the' jurisdiction to return to the applicant contact person. The applican~s copy of the check list has been sent to: K.E.ouuc,VH:Qe<. ~ Me k! E"DwAJ. A I. A. A-zr,u Bevc.1= ~o/.--fA:S 1516 ~o...e.E-UA BLVD, ,:5,qA.JO/EGO 92.//0 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: f3et.:)c:.& Z:1-10,11.,1,4:5 Date contacted: ___ 1_0 .... J_;, ____ '6 .... /_~_4-_____ Telephone # ft:>lf 27<.o 77/D REMARKS: BY: &te.~ E§'GIL CORPORTlON ENCL: -------- Form 31584 ~/ QCitp of QCarlsbab JURISDICTION: ________ _ PLAN CORRECTION SHEET Plan Check No. __ 8_4 ___ -_4,._8 __ 8 _______ _ l'-1t" plans recci•,ed by jurisdiction _____ _ ~~te plan• received by plan checker _____ _ Date initial plan check completed ___ ._by __ FOREWORD: PLEASE READ Plan check is limited to technical requirements c~ntained 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 • . The items circled below need clarification, : modification or change. All circled items have tc be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (cl, 1979 Uniform Bui-lding Code, the approval of the plans does not permit the violation of any state, county or city law. ~ I. 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, tc.: EXIL Coe?. 9520 Cll64.S/JPE.4~E. .o,e . ..::91~ Z>1EG0 i. To facilitate rechecking, please identify,· nex: to each circled item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans • .3, .t:Jl.U..5 4SsouE.£> ;o Be rY PE.. r-AJ .6Pe, • GEovP ,8-'2 occvP,c;Nc_y, -·- 0 APPLICANT COPY D CITY COPY D PLAN CHECKER COPY --· -.. ---------... -.. -------------------· ·-. u ...... --..... _ _ __ ,_ ____________________ _ -------··-·---·····--------------1 --------------------------- ----·-·-------------------------·---------------··--------· -· --------------------· -. i-----+-----------·-·-·--· ·--.... --. ----+-------------------------·--. I I ' I i j , f i J City of Carlsbad Plan Check #84-488 2280, 2282, 2292, 2320 Faraday Avenue October 16, 1984 4. Show real lot lines on Sheets A-4, A-8, A-10 and A-12. 5. Provide two complete sets of plans. 6. On Sheet A-1, show an areaanalysis for buildings. Show occupancy, area type of construction and how allowable area was computed from basic area allowed by Table 5-C. If yards are required for area increase, delineate location on plot plans. 7. Provide fire-retardant roof covering and specify materials. 8. Final partition layouts and,details should be submitted prior to installation to justify compliance with occupancy, fire-resistive, structural and exit requirements. 9. Draft stop, floor-ceiling area, attics~ mansards, overhangs, false fronts and similar to limit area to 3,000S.F. or 60L.F. (9,000 S.F. and 100 L.F., if sprinklers}. 10. Justification is required that sufficient slope or camber is available to assure adequate roof drainage after long time deflections. In lieu of this, roofs must be designed for possible ponding of water. 11. The maximum permitted live load reduction for second floor framing members is 40%, not 44.4% as used in the calculations. 12. Roof beams have not been designed for mechanical equipment on roof. See MP sheets for weight and location. 13. Review all panel elevations to show location of GLB on panels, e.g. Panels 24 and 25, Building 6025 have girders on lines E and F which are not shown. City of Carlsbad Plan Check #84-488 October 16, 1984 14. Provide calculations for panel connections as required by UBC Section 2312(j) 3 C. 15. Wall panels with 2 ft. long wall element at end requires 3 -#5 vertical reinforc~ment per calculation sheets, plans show 3 -#4. e.g. Building 6018, Panel 4. (Calculation Sheet W-2) 16. Concentrated loads on the tilt-up panels may not be distributed over a wall length greater than "4 times the wall thickness plus bearing width. Provide calculations for typical panels for this condition. 17. Computer output for some ~ilt-up panels warns that if grade 60 reinforcement is used, strain limit may be exceeded. Is Note 1 under "Reinforcing,Steel" on Sheet S-1 compatible with this requirement? 18. In computing Wpx at roof level, Wp for roof equals 249 in E-W-direction and 344.4 in N-S direction (Calculation Sheet L-26). The difference appears to be .• 01 x 184 x 52 (partition contribution to roof?, if so, why not tributary in both directions?) Diaph~agrn r_oof shear in E-W direction should be 231.9. Diaphragm roof loading should be applied in accordance with UBC Section 2312(e)·l (Last sentence) 19. Detail 15/S-10 -Clarify 2 -bolt connection at bottom of steel beam. Does 3/8" x 8" x 11" plate project 3" on one side of TS 8 x 8? 20. Provide details of drag strut connections to shear walls, e.g. Building 6027, line Cat line 1 + 18' at second floor. 21. Detail 4/S-9.2 is not applicable to either first story shear wall under second floor. If you have any questions, please contact Gene Meier at Esgil Corporation (619) 560-1468. Thank you. Jurisdiction CARL<:, aAl> Date, 10/11J/~4- Prepared bys E:-._,.Ele.R.. VALUATION AND PLAN CHECK FEE C Bldg. Dept. C Esgil PLAN CHECK NO. i 4-· 4-'a ~ BUILDING ADDRESS ,R :)_Cj,< F~RAD.r:..'-1 Ave.. °BL'D~ 1-..lo G.Ol'd'° APPLICANT/CONTACT E>RuC.E. THo,-,tAS PHONE NO. (...L'i '2..7~ 7 71 0 BUILDING OCCUPANCY 6-'2. DESIGNER PHONE ·------TYPE OF CONSTRUCTION Jr-~ SP~, S~E.LL. CONTRACTOR PHONE ____ _ BUILDING PORTION 1:::.r FLooe. : . Air Conditionin,e: Commercial Residential Res. or Comm. Fire Snrinklers Total Value fee Adjusted To Reflect BUILDING AREA VALUATION VALUE MULTIPLIER l~Ol'l liH ~/~ -. 1~.oo 32'.:,q-"34-2- . .. @ 2.80 ta 2.40 l<'?Ot'f @ 1.50 -Z1iDZ'? ~3S ~s-'( 0 Energy Regulations {fee x 1.1) OHandi~apped Regulations {fee x 1.065) ·. Building Permit fee.$ 101~.o:D /10(;.3,_o_cJ $ _______ __,.,-_--------------«-------- Plan Check fee $ ~ fr>C/(), 9-S $ __,;::;.._ _________ ~-------...:------- COMM EN TS,1.,• ---------------:---------------- 8/4/SZ , .Dates 10/i~/~4- I Prepared bys • E, t---lE:.•e'<- PLAN CHECK NO. BUILDING ADDRESS Jurisdiction CARL~6AD VALUATION AND PLAN CHECK FEE ~4_4gg FARA.DA'/ Ave C Bldg. Dept. C Esgil BLDG.. t,.Jo t.:.022. APPLICANT/CONTACT BR0c.g THoHAS BUILDING OCCUPANCY B--Z.. -------'---- PHONE NO. l,/q '2.71.L, 77/D DESIGNER PHONE ------TYPE OF CONSTRUCTION Y-JJ 'SPR. ( '511Et.L) CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA 'VALUATION VALUE MULTIPLIER i~r Ft-o-ot2.. '22032-yjl.;lp; ~,/4/el~~ I /8,00 E7fR 57fp . •, : .. ' Air Condi tio.nini2: Commercial @ 2.80 Residential ta 2.40 Res. or Comm. Fire Snrinklers ~'20'?-Z. @ 1.50 S~o4t Total Value ~WMhl f'ee Adjusted To Reflect 0 Energy Reg,ulations (f'ee X 1.1) tf.-Z CJ ,2q I Handica ed Re ulations 0 PP g (f'ee x 1.065) a uildirig Perm it r ee $ __ ,;,-,M=-;.~;-,...__.' t;.....a...'.f" ____ l ,,_'2_5_8> ____ , __ o __ .0 _____ $ ______ _ Plan Check f' ee---.::$;__ __ ~7/4~&'-1/)1-'-'-___ 8 ___ !_7_1_1_0 ____ _,_$ _____ _ COMMENTS.·-------------:---------------- 8/4/82 • Prepared bys E, t-.-1-EIE..R. Jurisdiction CAR.L-SBA.t> VALUATION AND PLAN CHECK FEE PLAN CHECK NO. <?4--4igi c Bldg. Dept. C Esgil BUILDING ADDRESS 2.2..80 FARADAY A\JE BLD~. I-Jo (po2.S' APPLICANT/CONTACT i=i~uc:..~ Ti-lo ~A.~ PHONE NO. G:,\q ~7&, -, 71 D BUILDING OCCUPANCY 8-"2. DESIGNER PHONE ------TYPE OF CONSTRUCTION ::SZ:::· 1-.J "=>PR. · CONTRACTOR PHONE :>HEL..L ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER '~, FLR. 24-~lo4 y'j;/4?f #zl/4./f~ \~,oD 4-4-155'2- ' ·. : .. ' Air Conditionine Commercial @ 2.80 Residential (a 2.40 Res. or Comm. Fire Snrinklers '24'6~4 @ 1.50 -57ZGfl:, Total Value i%/f/ql~4 - f'ee Adjusted To Reflect 0 Energy Regulations (f'ee X 1.1) I+~ 'I, ~ lf8 R u at·o s f' e . OHandicapped e~ 1 _in ( e x 1.065 Building Permit fee $-,---~r.t½_..;.:,.~~~·A:..._:..~----J')-~-q--';;---'-_,_~_o_· ___ .JL.$ ______ _ Plan Check f' ee__;::$~---U'-'-rJ'-.:.-/..:..~--/j ____ ._~_o_ri_, 0_1_· __ _:.,$ ____ _ COMMENTS.•-----------~--------------- bq3/1 '4 •. 8/4/82 ... '/ I .J. PLANNING: ZONE: ' SCHOOL FEES: SAN DI EGUITO ENCINITAS ~ CARLSBAD SAN MARCOS . . , .. -·- % COVERAGE REQU-IRED S BUILDING HEIGHT FRONT FENCES/WALLS SIDE -TWO CAR GARAGE REAR c:: u.J .3 u.J -u.J COMMENTS: :::> I-u.J <C c:: C ',, ~ D REDEVELOPnENT APPROVAL REQUIREo:_/l...._J.._/}:..._ ___________ ~-- 6 ~ 0 1.u-0:: ::::> -· ·-------------,.--- 8 ~ o L~NDSCAPE PLAN COMMENTs::k-:.....-& ........ e.......;.01/\...,~--=-1:+/a-___;;;l, ___________ _ ENVIRONMENTAL REQUIRE; ___ : ;ft__,_i ..... ;J~---1-JJ-t-+Y-· -·---.-----------· --~·--------=-<.------------------· ADOITION.t\L COMMENTS~ eb ~;/!JP ~ , obit~ /) ~ flfp-U.iJhYI~ OK TO ISS~!E~_ 'iJI>. DATE: J/J(p/f'1 OK TO FINA,L: ___ DATE: ____ _ ***'******************************************************************************* ENGINEERING_ Cf 0/:-CJ LEfe~L_ ~~RIPTION VERIFIED?~ A.P.N. CHECKED~ P. F. F. f<l3f)IJJ /6f3£) PARK IN LI EU -~;i;...,;¼-:.-------.-.---___,....-.....;,,,__ ~ R. 0. W:_,_€7) ...... _1..s_, ___ · IMPROVEMENTS: ~£)-£::0 __ {)~~--~~~--~.;_w_-_S..,..:;.)_ / .... u.J :> I-~ ~ ORA INA GE: ~IC-' ------------------· ~~ D -co I-u.J uo:: 1.u-~s o EASEMENTS: ;./o,/5" ~~ ADDITIONAL COMMENTS: Fl#A-C-~ u 0::: j * ENGINEERING INSP· DATE:___:_.}/1-,1...b--1-s 7;.....;;.d.,t-----· I IT r§ PUBLIC r!ORKS INSPECTOR: _______________________ , FINAL OK: DATE: ____________ _ * IF THIS ITEM rs NOT CHECKED, BUILDING DEPARTMENT WILL MAKE ALL INSPECTIONS (DRIVEWAYS, CURB CUT, DRAINAGE, ETC.) I " ,. • • .! ' ., . \ \ ' ·, .. ':·,, .,,_ ... , ' PLAN CHECK NUMBER8'<-/-Y..ff ADDRmZZ.'fl. /2-R..A z;::i,+-{ TYPE OF STRUCTURE ~ ,:::i:::-• PLANNING: ZONE: ----- SCHOOL FEES: SAN DIEGUITO -------ENCINITAS -------- CARLSBAD i) \ (}r-~.,~,------SAN MARCOS ---.------ % COVERAGE t BUILDING HE-IG-HT-=--=----;--7-=._~-_a::::, ..... ·-t-):1,;-~~·---_-_-_-_- RE Q U -IRED SETBACKS ----j- FRONT ---:~-!--FT------·---·- SIDE FENCES/WALLS ___ ( __ -+-/-~----- • TvJO CAR GARAGE / ·-~..__,...~;,,-. ------- -,-;r---i-.~=----.. ~-~----,., REAR ______________ ,_ c:: uJ 3 uJ ;;: ~ COMMENTS: __________________________ _ uJ ~ -- IX Q ·--------------------------~ ~ . D REDEVELOPMENT A?PROVAL REQUIRED: E ~ D -------------- LIJ-c:: ::) s~· o LANDSCAPE PLAN COMMENTS: ____________________ _ ENVrnOr:rfiENTAL REQUIRE:p: ---------------------- ADDITIONAL COMMENTS: µe,vl ~L,e2,y~~\v) O[e,_. --·--------------------------·-·-- OK TO ISSUE:~_r---__ DATE;.z__p~l ~Jr OK TO FINAL: __ _ DATE: ___ _ ENGINEERING LEGAL DESCRIPTION VERIFIED? _____ A.P.N. CMECKED? __ _ P.F.F. ______ PARK IN LIEU ------~-------- R.O.l~: IMPROVEMENTS: _____________ _ ~---·-------------E.O.U: __________ -_ ·-- DRIVEWAY: ________ ,. _____ _ 0:: a GRADING PERMIT: ·---------·-----------·--------LU :> ,_ ~ ~ DRAINAGE: _____________________________ .. ~-D so D I-uJ uo:: LU- EASEMENTS: __________ ADDITIONAL COMMENTS: SMA't--1-, IJ-1/kli/C.flu ,1 v.l · S {)o --r &~irn NS O::::, ' 0:: O" D __________________________ --:::,"' __ _ g~ OK TO ISSU~: ~~-DATE:_5.;;;;;;.·;;:;...._,~=---~ f3 ___ .... c _____ _ * ENGINEERING INSPEqION REQUIRED: _______________ _ PUBLIC WORKS INSPECTOR: __________________ _ FINAL OK: __________ _ DATE: ___________ _ * IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WILL MAKE ALL INSPECTIONS (DRIVEWAYS, CURB CUT, DRAINAGE, ETC.) ,•! '' ~ . , ' ,, Cit, of Jadllt&b FIRE DEPARTMENT P~E10FL ~ X' . . D~D · PLAN CH~CK REPORT 'PLAH:'CHICK# r-i~ 1"!o"l'~""'"""""Ci_O __ ·· ...... ? ..... £ ..... · _____ ADORESS _.....Jor::..il~l-+--~~::..&,.!~~;s.ci...,..;. ___ 4- --------------ADDRESS ___ ,__ __________ ADDRESS ·· I._-l,,i COMST. ~ ·~ _-_, ' ,/ -~..-, d TSNl\"'T lMP. ----~---=i:;...::i...a.----c.L.=-:1~---4---l-i~-+--....-------- PLANS~ SPECIFICATIONS, AND Flrovide one eopy¢ ftoer plan(~); site plan; sheets ------------------- Pnwide.two•. ~.-81\0wlng the location of. all existing fire hyd of the project. P~ JPNificatlona _for the following: -------,":";;;.~l:"""---t,-------- PerJmts .-. requlretl fot1he l~etallatlon of all fire protection system. CGa, ala®', .hydfante), Plan mus, be approved by the fire departm1iM"ffl'fl~II -lb,e bu8kle98;owner J1ielt complete a building Information letter a P.l8E PROTECTION SY$TEMS AND QUI .. lpes, ctry chemloal, ~ a on. . ~Al-, ,_. . ,fottowing. . . ftre p. '°"°tion sy~tems •are required: c.... uto,.,.UC fhe -..n11era f08$tgn Criteria: ---=· ~...,.,~~~~=------'211-~~.,+Z.Jio!..H:J,L,~.e::____.;_.;.....) · ·0ry~toa1.ttillon~OO.(Locatlon: ------""--'"'--+-f-------+--1---"---"'---........... > . CJS_,,.P,lpee(Type: ·------------------+--------1-+--------' · o. Fire Atinn (l'ypel&.ocation: · ) 7. Ftr&Exfl'~ Mequlrements: EJ (1# 2A:,...o • extinguisher for each __ _ -~ not to~ 75"leet of travel. Q· Anexflnaut.her wttha·rnkltfftum rating of --- e~distance tottle n~ 0 Other: ___ ...,..... _____________ -+-.....---..,...--+--1-,-------........... ,.-8; Mdttlcmal fire hydrant(&) shall-be provided--------+--------+-+'-------------- 'I·, 1 EXITS owledge or; effort. above U. miln exft ~ 8. Exit dQors .enalf:,be· o.-abte from the Inside without the use of a '' ., t • - • ,o. A etgr:i etatlng, " Thia door to 11..-a-,n unlocked during business h_ c:toora ' ' ,- 11", . EXIT •1'1.8 (8'! x ¾'.'· 19ltere): Shall be placed over all required exists c•rtymdlcate·t11e tocatl°"' of exit doors. located a necenaiy to : · .. : GENERAL 12. stor..., ~ .. or .use of any flammable-or combustible llqu h..,.... .,,...._ ... ehalf comply with U,,lform Fire Code. Sut~ot<~for;'hig,t),plled e~tlble stock. Storage I qosety In · · .. 1t ,-t Ofi'eeJwta o,,,n .racks &')~ 6 feetfor ~''.!s: ptastlc al!ld s Int 1a1o be ~iao,npt1:wlth1:Jn1torm Fn Code, AmCte a1. · ' . ' .. ' , .. ' .~:wM11i'l9\lf~onatt~sheet(8). I -~,....·, flamm,aote gases. antt ,attu1·•-•xceect 'J&·f• .•itqu.tda: lf :~ stbCk pil- ' ... ~.,,..,-.,.., --=-!,.lll!!t;.:...~&::;,...~~=--.,;_,...---~-..,:_4-l'; __ Metwtth _____ .......,_--ti..,___.... .... '. _, .. ~~..,+ .. ·, ~-,· . ··,· ... i ·. I j J -~ .... ~ . ·; ··-·· --···------·-····------------ NOWAK·MEULMESTER·ALLEN-TANIKA' .. 'A ,· ·~ .. -·····. ---····.-=--==--==:::::;::======::.::========:..:-:.:·-;;;.;;· .. ·- : .. ,· · '.~!Alf: · .l1~1"-··. 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'· " ,."¥-l7Z.67 .:: 6.03r./ Z.61 ,. ., . · lrl"li-10• 1-:S..~ f'.$1 i 1z @ I ·-I u,, ,. I l I . j ~ '3-., '-t t:A rA. ~ - ( .sei::: C.Ot1P. o!JTRrr ,-,L,-J!:-' -ru .. -re,) '.• Cf' ·0t~OOOOOOO-OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO ·<· .$ $ '$$$$ $$·$ * $ $$$* t, ·ii·:U-:H t: *· t-$-t-*· t-·$ t-*· i· t• t $ $ $ $ $ $ * $ $ $ $ '$-$-$ •. t,$-~:-~:-*· ts t-$ *· *· t-t.-t-$-t,1~ ,$ $ $ ·$ $ $ $ t ~; :t, $ $ $ $ $,t:, ~:-!t:-$$-t, t, $ t• t-$. *·*· $ . *· $ l ·' ·$ ·$ ·$$ '·$$$$ $$t ·$ ·$ $$$$ $$ $$$ $$$$$ DEST~W.BOWDLE USER~W.~OMDLE QUEUE~LPT DEVICE=@CON4 SEQ=126 QPRI=127 LPP=64 CPL=80 COPIES=l ~IMIT=10 CREATED: 7-JUN-84 7:41:04 ENQUEUED: 19-0CT-84 11:25:16 PRINTING: 19-0CT-84 11:25:17 PATH=:UDD:W.BOWDLE:84.0790:TILTE t:H,!U: $ $ $ t, $ $ *·*·* $ ~: $ ~: *· $ :Ii t-!1:-:t: * $.'. *· $ *~ $' $ $ ,$-$t-$$ **·*·*·*· $ $ $ ~: $ $ * $-$-$ * '*- $ ·$$$$ a~ ·t $$t$$ ,: ,I " ....... ~ • ' :,~. 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PROGRAM NO. 120, TILT UP.CONCRETE WALL, REV-403D.AO HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH**MHHHHHHHHHHHHHHHHHHHHHHHHHHHH CARLSBAD RESEARCH 86000 HHHHHHHMMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED 18 FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHH**********HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH =====INPUT===== SOLID WALL PANEL WITH.UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 19.00 f,l10F IIEAD LOAD, :f:/FT 2380. HEIGHT PANEL MINIMUM PARAPET THICKNESS REBAR FEET lNCHES SIZE 3.00 6.25 :f:lt -ROOF LIVE ROOF LOAD LOAD, •/FT ECCENTRICITY, INCHES 2250. tS. 00 MAXIMUM REBAR SIZE :£: 7 EFFECTIVE DEPTH lNCHES t~. 50 WIND LOAD PSF SEISMIC Ft-1CTOR WALL SEISMIC FACTOR PAf<APET CONCRETE WEIGHT, F'CF 1~XIAL DEAD LOF"-III FROM ABOVE, LB/FT o. CONCRETE STRENGTH, KSl 2.00 .30 AXIAL LIVE LOtUl FROM ABOIJE, LB/FT o. STEEL YIEL[!_ STRESS, KS:r- 40. .80 STANDARD HEIGHT STEEL MODUL.U:3 OF ELAS., KS! 29000. *** CAUTION. THE DESlGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS 1.00C1.4D+1.7L+ .Ox1.1E) ----------------------------------------------------------------------- rh'-ILL THICKNESS 6. '.3 INCHE:3, === OUTPUT FOR WALL=== REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. 7RlAL SECTION RAT:os STEEL AREA SQ IN/FT ,16 P=As/aH ,0021 HEIGHT/THICKNESS 36,48 . LOADING (PER FOOT OF WALL) ROOF DE~u, ·K/Fl 2.3BO Ft-1CTClRED Pu1. ROOF l</FT 7,157 PHI = • 7870 ROOF LIVE l{/FT 2.250 Pu2 WALL .TO MID-·HT, 1\/FT 1.322 1---h'iLL DE{-iD TO MI D-·HT , K/FT • 1l44 Pu=Pu1+Pu2 1\/FT B. 4711 • DESIGN MOMENT STRE;JH3TH 0-lALL CAP{-iClT'() Lt'iTERAL KSF ,023 SEISMIC OR ·'-lIND, K/FT .000 .~';;;, S{1 IN .43 Nf1 1 .090 -1-<1 111 INCHES 1.55 MN., :£N KIPS 68.4:1. CHECK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES 2549. .00078 1,632 KD GREATER THAN K1 n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA , 0004675 Rt'iDIANS DEFLECTION 2.53 INCHES APPLIED FACTORED MOMENT AT MID~HEIGHT OF WALL CIN KIPS) LATERAL Mu ROOF Mu .00 21.47 Mu IS LESS THAN PHI MN. P DEL.TA M1J 1 'i'. 711 THEREFORE Cl. t,. SECOND PASS OMITTING ROOF LIVE LOAD TOTAL. Mu 41, 2(:, === OUTPUT FOR WALL=== WALL THICi<NESS ,~ .. 3 I NC HES, REINFORCEMENT 14@ 15, INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT, .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS PHI MN, :tN iOPS !53. 8l} t '-,.',, STEEL AREA ~rn :iN/FT .1b p=•As/sH .0021. HEIGHT/THICKNESS '36. 48 LOADING <PER FOOT OF WALL) HORKlNG RtlOF DEAD K/FT _2.380 FACTORED Pu1 ROOF "K/FT .. 3. 332 PHI= .8380 ROOF LIVE K/FT .ooo WALL ItEAD TO NID-lff, l</FT ,944 Pu2 MALL 10 Pu~Pu1+Pu2 MID-HT, K/FT K/FT 1,322 4.654 ~ESIGN MOMENT STRENGTH <WALL CAPACITY) LATEf"U~L .023 SEISMIC OR i.n ND, K/FT .000 •· A's, Sti IN • 30 NP 1 .063 K 1 ll> INCHES 1. 34 . MN, ·-1N KIPS CHECK STRAIN LIMIT Ee, KS:t STRAIN Kll, INCHES 2549. .00078 1.632 KD GREATER THAN K'n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0004363 RADIANS DEFLECTION 2,36 INCHES 48. Lil> APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL CIN KIPS) LATERAL Mu ROOF Mu P DELTA Mu .oo 10.00 9.43 Mu IS LESS THAN PHI MN. THEREFORE O.K. TOTAL Mu 19.43 PHI MN, IN KIPS ~ 40.6:1. ttHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffHHHHHHHHHHHHHHH ULT I Mt~ TE MOMENT • 000 K--FT ====PARAPET==== REQ' D i'.-'\'::', • 00 SC~ IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS==== L.CH.JER, LB/FT UPPER, LB/FT 396. UNFACTORED " . . .,, ... --.:. a .. . ... ,~ . •.· ·,, : · + 111111111111 l.111 l.111 l.111111111111111111111111111111111111 i 1111111 l.111.l.11111"111 · .. . -. '$ ·$ $$$$ '$$$ . '$ '$ $:Ii-$·$ $ -~;$$$:t t, ,$. t, $-*· $ 1:-*-$, $ *· $ . $ $ ·$ ·$ ·$ $ '$ ·$ $ ·$ -$ '*· t-*· *· $-$-$-$-$ $ ~:-t, *· *· *· $. $-$-$-~:- ·$ $ $ '$ ·$ ·$ ·$ ·$ $ $ ·$ ·$ $ $ t-$-1:$ $$ $ *· $ $ $1:-$-t~ *· *· *· 1' :• .·$ $ $$ ·$·$$·$ ·$·$$ $ $ ·$·$·$·$ ·:t,i a;$·$ $'$:f;-$:f:. IJEST-==W. BOWDLE USER==W •. BOWDLE .QUEUE=LPT DEVICE=@CON4 8E:Q:::127 QF'RI~:127 lf'f':::f.>4 CPL.:::8,:) Cf~EATEit: ENQUEUED: PRlNTING: . 7-J!JN-B4 19-0CT-84 .1 11-0CT-84 COF'IES:::1 7:41.:48 11:25::1.l> 11:25:55 LIMIT:::10 PATH~:uon:W.BOWDLE:84.0790:TILTEl $·$-:H$-*· *· *· i:-*· *· $~:-$-$-~~ U:-~:$-$-$ $ $ $ ·$ ·$ ·:~·$ $. 1:, $ *· $ *· *· $ $ $ $ ~;-~;$$ $ *· l *· $, * $- $ $ $ $ $ $ * :$, *· ~:-l ~:-*·*·* *·*· $ .$~:-$-$.$--$-$-~:$ *· ,,-. ~111111111111111111111111111111111111111111111111111111111111111111111111111111· NOHAK-HEULMESTER & ASSOCIATES A08 REV 04.60 AOS XLPT REV 04~61 PROGRAM NO. 120, TILT UP CONCRETE WALL, fiEV-403D.AO HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH*********************HHHHH CARLSBAD RESEARCH S6000 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMM***MHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE ~ALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMMHHHHHHMHHHHHHHHHHHHHHHHHHHH =~===INPUT===== SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 19.00 ROOF DEAD LOAD, :1:/FT · 2380. WIND LOAD PSF 14. AXHiL DEAD LO~":iD FROM ABOVE, LB/FT o. CONCRETE STRENGTH, KSI 2.00 .HEIGHT P1~RAF'ET FEET 3.00 F'ANEL THICKNESS INCHES . 6.25 · ROOF LIVE ROOF LOAD MINIMUM REBAR SIZE ::1:4 H~'\Xl MUM REBAR SI:ZE :fi: 7 EFFECTIVE DEPTH J:NCHES 4.50 LOAD, I/FT ECCENTRICITY, INCHES 22;,;o. --6. oo SEISMIC FACTOR WALL .30 AXIAL LIVE LOAD FROM ABOVE, LB/FT o. STEEL YIELD STRESS, KSl 1i(). SEISMIC FACTOR F'ARAPEi CONCRETE WEIGHT, PCF .80 j , ,::•' .1.f ... .t • STAND~'\RD 1--JE I GHT STEEL MODULUS OF ELAS., KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS ,75(1,4D+ .OL+1.7x1.1E) ----------------------------------------------------------------------- === OUTPUT FOR HALL=== ----------------------------------------------------------------------- !,h":ill THICKNESS 6,3 INCHES, REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. ,19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS . -::?·.· ·.,_ ,, .. ------.... --·--·------. ·-- , __ ,.-.~~:TE.EL ARE~~ SQ IN/FT • 1 ,S P :::As/.EtH .0021 HEIGHT/THICKNESS 31S I 48 LOADING CPER FOOT OF WALL) WORKING HOOF DEAI1 K/FT 2,380 FACTORED Pu1 ROOF K/FT 2.499 PHI = • 8535 'ROOF LIVE K/FT F'u2 WALL TO MID·-HT, K/FT I 99:1. WALL. DEAit TO MID-HT, K/FT I 1144 Pu=Pu1+Pu2 K/FT · 3.490 nESIGN MOMENT STRiNGTH (WALL CAPACITY) LATERAL KSF ,023 SEISMIC OR 1-lIND, K/FT ,032 A's, SQ 1N ,, • 26 NP 1 .055 K'n, INCHES 1.27 MN, IN KIPS 112. 77 tHECK STRAIN LIMIT -, -----------------.STRAIN .00078 KD, INCHES t . 63~~ Et:, KS:t 2549. r<D GREATER THAN K1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA ,0004267 RADIANS DEFLECTION 2.3-1 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL. Mu ROOF Mu P DELTA Mu 17.21 7.50 6.92 Mu IS LESS THAN PHI MN. THEREFORE O,K. TOTAL Mi., 31.62 PHI MN, IN KIPS 36.50 UHHHHHHffffffHffHHffffHDHHHHHHHHHHffHHHHHHMHHHHHMHHHHHHHHHHHHHffHHHHHHHffHHHHHHH SECOND PASS OMITTING ROOF LIVE LOAD ----------------------------------------------------------------------- W1~L.l. THICKNESS 6.3 INCHES, === OUTPUT FOR WALL=== REINFORCEMENT #4@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT ;11 SQ lN/FT VERT. .19 SQ IN/FT HORIZ, TRIAL SECTION RATIOS --_ . .;._ . ' . :.. . .£:" •..... . ,• '' ~ ,_ ~ ..... ,: ·_' STEEL AREA _ :SQ :rN/FT __ .16 P=As/al-l • 0021 - HEIGHT /TI-IICl<NESS 36.48 LOADING (PER FOOT OF WALL) -------------------------.WORKING ROOF IIEAD -' J<IFT '2':.380 FACTORED PlJ1 ROOF K/FT . 2.4917 PHI ::: .8535 ROOF LJVE K/FT _. 000 Pu2 WALL ·TO MID-HT, K/FT • 91,1. W~':iLL I1EAD TO NID-HT, .K/FT • 1?44 :Pu=Pu1+Pu2 K/FT _ 3,it<JO DESIGN MOMENT STRENGTH (MALL CAPACITY) -LATERAL KSF .• 023 SEISMIC OR WIND, K/FT .032 A1 ·:i1 811 IN NP 1 .055 K 1 D1 :INCHES 1.27 'MN, IN KIPS · 42. 77 - CHECK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES 2549. .00078 1.632 KD GREATER THAN K1 D, THEREFORE O.K . . ,. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 000421S7 RADIANS DEFLECTION 2.31 INCHES APPLIED FACTORED MO~ENT AT MID-HEIGHT OF WALL (IN KIPS) LATER1~L Mu ROOF Mu P DEL.TA Mu 17.21 7,50 6.92 Mu IS LESS THAN PHI MN. THEREFORE O.K. UL. TIM1;TE MOMENT .3!31. K-FT ====PARAPET==== RE(FD 1;-:-, • 03 Sl1 IN/FT TOTAL. Mu 31. tS2 PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. LOWER, LB/FT 215. ==== HORIZONTAL REACTIONS==== UPPER, LB/FT 396, UNFACTORED PHI MN, 1N KIPil 3-6. 50 -~--£ I Mii~~,:~:,,,·--,"~1., \ -- -- 1 --· --• . . .. r:: -~-. • • J .... NOWAK-MEULMESTER & ASSOCIATES CONSUL TING STRUCTURAL' ENGINEERS ..... --'•• . 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PROJECT _ ___,,C"-"4'-"e'-"'L;s.B-==-'-"/.""'D'--"e:'-"'~=-'"-'=l?C-"-'-'"H __ ., ___ SHEET NO. 15 OF -- ----------_____ ..x0:.:.c·!Z"A=-'-{-'-'-ITI'------------JOB NO. 04•0]'{D ,j . :.·,,.. .. -"··--· .,. ~--· ,:.,.:. --· !2'-10 ~ .f. :=. "34-l ., 11,.1 .: z, (Zp ::,3.51.(17)-.: s.c:re:t i:: c..vp.: ,351 {.Clf °"2 WL-. .: ,"53'1. ~I+ ..s C..V-ro,-:: ,G85 Kif i:r1..::. -?"3'-ldli).,.. 5. b8 t: M:: .6.e~ c~1-tf1-/ 8 ~ qq,o r.-r+ -6 .::. qq:. oc 1-z). ,:. ·yr G~~··1 I'\ '3' · ..-.;a 1-'ZS(Z,\.I) . -- S(.G8S.){~11-1[J1Z8) :: 5 13'31 11-11.f '38<.f{ 1.-,,., 10 !.) 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BtlWitLE lJ3E;\~::::W I BOWiti_E G!tJElJE:L: .. -:··r Ir Et) I C:E::::13)[:(IN-4 SEQ~111 QPRI~127 LPP=64 CPL=80 COPIES=l LIMIT~10 ENQUEUED: 5-JUN-84 13:06:54 4-SEP-84 10:38:04 4-SEP-84-10:38:05 PATH=:unn:W.BOWDLE:84.0790:TILTCl $, ~:-*· ~:-~:- $ t, $ $- $ $- *· *· ~:-$-t, $ $- $ $ $ l$-$ $J:· $- $ $- $ $ $ i-a= * :t: !f:. $-$-$$-$ $ $- * * $ *· $-ll $ $ ~:- $ * $ $ ~:$-:!:- 1:- $$ -:I:-$ $ * $ $-$ $ $ $- . . +333333333333333333333333333333333333333333333333333333333333333333333333333333• -NOWAK-MEULMESTER & ASSOCIATES P10S REV 0 1-t. 60 AOS XLPT REV 04,61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AJ HHHH*HffHHHHHHHHHHffffHHHHHHHHHHHHHHHHHHH*HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH . . , CARLSBAD RESEARCH 86000 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH*HHHHHHHHHHHHHHHHHHHHHHHHHHffHH ANALYSIS OF·TI~T U2 CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. All I~FORMATION PRESENTED !S FOR REVIEW, APPR00AL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH . =====INPUT===== -. -----._ ----.. -·-----.. --------· ........ ----·· -.. --· .. ----------.. -----........ ----·-... -.. -----.-----· .. -.. -· .. --.. - sm_ID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR_ TO ROOF! FEET 19.-50 ROOF DEA:O. LOAD; :(:/FT 104. WIND.LO~D PSF 14. ,IAL DEAD LOAD FROM ABOVE, LB/FT 4010. HEIGHT PANEL MINIMUM F'i:-)RAF'ET THICKNESS REB1~R FEET INCHES ~-.. -,r .. .:) .f. .!.I:. 2-.50 -6.25 :D:4 ROOF LIVE ROOF LOAD LOAD, I/FT ECCEN1RICITY, INCHES 11SO. 7. 00 SEISMIC FACTOR WALL .30 AXIAL LI'v1E LOAD FROM AB0 1JE, LB/FT 2130. Sl;ISMIC FACTOR F·ARAF'ET .80 M1~XIMUM EFFECTIVE DEF'TH INCHES REB~,R SIZE §· .. 7 CONCRETE WEIGHT, PCF 145. 4.50 ST1~-1NitAfU) WEIGHT CONCRETE STRENGTH, KSI 2.00 STEEL YIELD STRESS, 40. ·-·~ .,. 1\-::>.i. STEEL MODULUS OF EU\S., KSI 29000. HHH CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1.7x1.1E) ------------· ---------------------------------------------------------- rh"-lLL THICKNESS 6.3 I-NCHES, === OUTPUT FOR WALL=== REINFORCEMENT : 14-@ 15. INCH~S O.C. CODE MINIMU~ AREA OF REINFORCEMENT .11 SQ IN/FT VERT. ,19 SQ IN/FT HORIZ. 1RIAL SECTION RATIOS ~:TEEL 1t\REA S1] IN/F½ HEIGHT/THICKNESS . 1 !~ .0021 37.44 LOADING (PER FOOT OF WALL) 1-'IORI\ING F<OOF DEi-'Ht K/FT .l.04 -~~~~~~ Pu1. ROOF K/FT • 1.011 PHI :::: ·• 8295. ROOF LI1JE l<lFT • 1.60 Pu2 WALL TO MID.-Hi, K/FT 5.1132 WALL DEi-HI TO MID-HT, K/FT -. !J25 f'u:.::F'u 1 +F'tJ2 K/FT 5,291 DESIGN MOMENT STRENGTH (WALL CAPACITY) A'·a, Sl~ IN .32 NP 1 .06'.i' CHECK STRAIN LIMIT ------·----------- K 1 ,!, , INCHES 1.38 Ee, KSI STRAIN KD, INCHES · 2549. .00078 1,632 f-GREA "f Et< THAN r-<' n , THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH ' , ------------------------------------INTERNAL ANGLE THETA , 0004415 RAIIL"-lNS DEFLECTION 2,52 INCHES LATERAL J<SF. .023 SEISMIC OR WIND, K/FT ,032 MN, IN KIPS 5:1..65 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu· P DELTA Mu 18.12 .38 6.80 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOT~,L Mu 2~j. 31 === OUTPUT FOR WALL==~ . . WALL THICKNESS REINFORCEMENT t.3 INCHES, . 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT: 111 SQ IN/FT VERT. .19 SQ IN/FT HORIZ, ,... -~;-:,, -.: TRIAL SECTION RATIOS -PHI MN, IN KIPS 4t2 I 84 ~444444444444444444444444444444444444444444444444444444444444444444444444444444+ - ·$ ·$ ·$$·$$ ·$·li·$ $ ·$ $$$$ $ ·,U$·:H· r,. $-. ~!-$-t:-1:-:t,. l $. $ ~:-t,. $ $ . $ $. $ $ ·$. $ ·:j; ·:I; $ $ f:. ~!-*· *·*·*·*· *· $-~!-. $. t l $-$-1:-~:-*·*· $ $ $ $ $ $ $· $ $ $ $ $ $ $ - 1:-~!-$$-$.$-$, *· t:-*· ~!-$. 41,$-t:-*· :I:-$--. ·$ ·$ $·$ ·$·$·,U ·$~;.$ ·$ -$ ·$·$$·$ $$~di$ ~i$:f;-$$ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=112 QPRI=127 LPP=64 CPL=80 COPIES=l LIMIT=10 eREATED: ENQUEUED: F'RINTIN{3: 6-JUN-84 14:17:20 4-SEP-84 10:38!06 4-SEP-84 10:38:46 PATH=:UDD:W.BOWDLE:84.0790:TILTDl t, ~~ *· $-$- $ *· $ t- $ $. $,$,$-$-$ $ *· $ $, $ $-$-$. *· ~!- '*· $ *· ·t $, $' $-$-$-:1!-t~ -*· *· *· *· ~!- $ *·. '$ l $ $- $-~!-$-$, $ ·$ *· $- $ ·$ $-*· ·$ $ *·*·*·*· $- ·$ ·$- *· $ '$ *· ·$ *·*·*·*·*· +444444444444444444444444444444444444444444444444444444444444444444444444444444+ - -. . -~· NOJ~AK··MEULMESTER .~ ASSOCIATES AOS RElJ 04.60 AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.A) _#HHHHHHHHHHHHHH~HHHHHHHHHHHH~HHHHHHHHHHHHHHH¥HHHHHHHHHHHHHHHHHHHHHHHHHH CARLSBAD RESEARCH S6000 HHHHHHHHHHHHHHHHHHHHHHHH*MHHHHHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ANALYSIS OP TILT UP CONCRETE WALLS BY-THE ULTIMATE ~TRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. NHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH**** == ::: == ::: ::: I N PUT ::: ::: ::: :::: ::: -. -------------. ------.. -------. --.... -----------.. -· -----.. -·-----·_ .. ---------.. --------------...... -.. --·--·-·· - WALL PANEL WITH OPENING AND UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 1s.·oo . F'~':iNEL WIDTH FEET 24.00 ROOF DEAD LOAD, :f:/FT .4. 1-lIND LOAD PSF 14. AXIAL DEAD LOAD FROM ABOVE, LB/FT o. HEIGHT PANEL MINIMUM PARAPET THICKNESS REBAR FEET INCHES ·SIZE 4.00 • , ,., c:-0. ,:..._. :§:1,t OPENING OPENING WIDTH HEIGHT FEET FEET :t6. 00 15.50 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 160. 7.00 SEISMIC FACTOR WALL .30 AXIAL LIVE LOAD FROM ABOVE, LB/Fi o. SEISMIC F1~CTOR PAf<,~PET .80 l'h'-IXIMIJM REB1~R SIZE EFFECTPJE DEPTH INCHES :§: 7 CONCRETE WEIGHT, PCF 145. 4.50 STAND/~r'Ut WEIGHT CONCRETE STRENGTH, KS:C 2.00 STEEL-YIELD STRESS, KSI 40. STEEL MODULUS OF ELAS., KS:r 29000. HttH CAUTION. THE DESIGN USEt GRADE 40 ~ND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** -LIMIT MAY BE EXCEEDED, ULTIMATE LOAD FACTORS .75(1,4D+ .OL+1,7W> === OUTPUT FOR WALL==~ -................... --· --------------------------------------------------...... -....... ----.... -...... -... ---... ------------- ~lr~,LL THICKNESS 6,3 INCHES, REINFORCEMENT 14@ 15, INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. ,19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS .HEIGHT/THICKNESS . 0{)21 34. 5,6 LOADING <PER FOOT OF WALL) ~WRKING .F :OEit-iD K/FT .312 FACTOFffD Pu1 ROOF K/FT . 32i3 Pl-II= .8781 RCWF LIVE !'(/FT .4BO r'(J2 WALL TO MID-HT, 'K/FT 1.317 WALL DEAD TO MID-HT, K/FT 1. 254 Pu=Pu1+Pu2 K/FT 1. 64~3 D~SIGN MOMENT STRENGTH. (WALL CAPACITY} . . --------------------------------------A'·:.., SQ IN 91 CHECK STRAIN NP 1 .044 LIMIT K' n·, INCHES 1.15 Ee, KSI STRAIN Kn, INCHES 2549. .00078 1.632 KD GREATER THAN K'n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA . 00041.13 Rl-iDIANS DEFLECTION 2.00 INCHES LATERAL KSF ,029 SEISMIC OR WIND, K/FT .052 MN, IN KIPS ~4.07 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) L~1TERAL Mu ROOF Mu 25.10 1.15 Mu IS LESS THAN PHI MN. F' DEL TA M1J 1 • <,7 THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOTAL Mu · 28. 21. ==~ OUTPUT FOR WALL==~ WALL THICKNESS 6.3 INCHES, REINFORCEHENi 14@ 15. INCHES O.C.-- CODE MINIMUM AREA OF REINFORCEMENT PHI MN,· IN KIPS 29.91 . 11 SQ !N/FT VERT. .19 SQ lN/FT HORI2 . TRIAL SECTION RATIOS fnEEL ,::iF:EA SQ IN/FT p:::As./BH .0021 HEIGHT/THICKNESS 34.56 LOADING <PER FOOT OF WALL) HCJRKING ··-.,.E •. ,.I i ;· LI -~·l.L K • T a312 ROOF LIVE' K/FT Wi:'~LL· DE~".\D TO MID·--1-IT ., K/FT Lf".\TERAL Pu1 ROOF !{/FT I 3213 PHI::: .8781 .000 Pu2 WALL TO MID-HT, K/FT 1.317 Pu=Pu1+Pu2 K/FT 1, iS45 DESIGN MOMENT STRENGTH (WALL CAPACITY) .21 Ee, KSI 2549. STRAIN .00078 K1 D, INCHES :I.. 1.!5 KD·, I NC HES 1.632 HD GREATER THAN K 1 D, · THEREFORE Cl. K. DEFLECTION AT DESIGN MOMENT STRENGTH -----------------------v ·----------- INTERNAL ANGLE THETA • 0004113 f'<ADIANS DEFLECTION 2,00 INCHES SEISMIC iJR WIND, !{/FT . 0!32 MN, IN KIPS 34.07 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu 25.10 1.15 Mu IS LESS THAN PHI MN. ' F' l)El T1~ Mu 1 • 1t7 THEREFORE O.K. TOTAL M1J 2B.21 PHI MN, IN KIPS 29.91 HHHHMMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ULTIMATE MOMENT • ,S7t3 K-FT ====PARAPET==== REQ'D As . 0~3 Sl~ IN/FT PARAPET.REINFORCING. IS LESS TH~N WALL R~INFORCING, O~K. ---------------------------------------------v------------------------ HORIZONJAL REACTIONS===~ +555555555555555555555555555555555555555555555555555555555555555555555555555555+ - '$ ·$ :(;$·$ $ $·$ $ $ $ *i~j $ * $ -~;:fHdH, t-*· -~:-$-$ •. ~=· $-$ •, 1:, ~=· ~: .. $, ·$ $ ·$ $ $ $ $· $ ·$ $ $ ;t. 1:-1:-t:-$,$,t:f:. -~=· $ . 1:-1· :-t ~=-~:-~=-~:-$,$-$- ·$ $ ·$ $ ~ $ $ $ $ $ $ $ $ $ $ f:.$. -$-$. $.$. $, -*· ~:-t :-$-$· $.:!:-$-~:-$-~: ... ·$ ·$ ·$$ ·$·$·$$ -~; $ $ ·$ ·$ ·$·!(·$:j:, -~;$·:!,-$$ ·:Ii$$·$$ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=~PT DEVICE=@CON4 SEQ=113 QPRI=127 LPP=64 CPL=80 COPIES=l LIMIT=10 CREATED': ENQUEUED: PFGNTING: 7-JUN-84 8:31:18 4-SEP-84 10:38:06 4-SEP-84 10:39:29 PATH=:UDD:W,BOWDLE:84.0790:TILTFl t-~:-*· *· $- $ $· $ $- $ $, M~$-$$. $· 1:• $ $- $ $, *· ~:-*· *· *· $ $- ·$ * ·$ $, *· *· $. ~:- *·*·*·*·*· $ *· $ *- $ $, $. ~=-$-~=-*· ·$ *· $$·$·$ $, ·$ ~=- 1: +· ·$·$ t:-*· . $ *· $ $-$-$-$-$- +555555555555555555555555555555555555555555555555555555555555555555555555555555+ -NOMAK-MEULHESTER & ASSOCIATES AOS RE!J Ot>. 60 AOS XLPT REV 04.61 ... _ -:.-' . .--·-· . . PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO Hff~HHHHHffHHHHHHHHH¥HHHHHHffHHHHHHHHHHHHHHHHHHH*HHHHHHffHHHHHHHHHHHHHHffHHH CARLSBAD RESEARCH 36000 • -it -lf -!t -!HHt -!Hf ff H ,jf '!Hf H -!Ht -lf -lf -lt 'It -!Ht -If -lf H 1t -It -lf -lf -lf -It -lf H -lt -lf ,jf -!f 1Ht -lt -it -lf -If -It -If -It -!Hf ,jf -lf ·If -If -lf -It -If -lH+..-!rn -if -if -if H -if -lf -If -If -lf -It -If -If -ANALYSIS OF .TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HffHHMMHHHHHHHHffHHHHH-lfffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHH =====INPUT===== ---------_· ----. ---------------.. -----· · _____ .. ----.... -.. -.. --.... ----.. -----------.... -----.... ------··· ...... --...... "" .. . SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET HEIGHT PANEL MINIMUM MAXIMUM EFFECTI 1JE "19.00 ROOF DEAD LOAD, :§:/FT . 11110. WIND LOAD F·SF L}1. AfrAL DEAD LO~"-lD Fr'WM ABOVE, LB/FT 2030. CONCRETE STRENGTH, KSI 2.00 P1~R~1F'ET THICKNESS REB1~R REBAR DEPTH FEET :CNCHES SIZE SIZE INCHES 3 .-oo · , ... ,c 0. ,:;_.:, :11:4 . :§: 7 4·. 50 ROOF LJIJE ROOF LOAD \q,..,-z:-LOAD, :§:/FT ECCENTRICITY, INCHES ~<; <r60. 6.00 SEISMIC FACT.OR W~":iLL • :30 ,~XIAL LIVE LOAD FROM ABOVE, LB/FT o. STEEL YIELD STRESS, KSI 40. SEISMIC FACTOR P1~RAPET CONCRETE WEIGHT, PCF 145 • . 80 ::nANDARD WEIGHT STEEL MODULUS OF ELAS., KSI 29000. '?,/., -*** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *UM LIMIT MAY BE EXCEEDED. -uLrIMATE LOAD FACTORS .75(1.4D+ .OL+1.7W) === OUTPUT FOR WAL(==~ . . --------------------------------------------------------------------------t,.JAL.L THICKNESS -6.3 INCHES, RE I NFOF<CEMENT 14@ 15. INCHES D.C. CODE MINIMUW AREA OF REINFORCEMENT .11 SQ IN/FT VERT. ,19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS ~rf"EEL i~RE1~ ::1U IN/FT HEIGHT/THICKNESS • :J.,6 .0021 . 36. 1!}8 LOADING <PER FOOT OF MALL> :<'.OOF DE,~:O K/FT • 990 11--.l-)R•i::-,1 I 1ou .I. • .... -.... -.... Put. ROOF l'i:/FT 1.. 031j· PH I ::: • 8445 ROOF LI1JE . K/FT • 9iSO Pu2 W1~LL TO MID-HT, K/FT 3.123 i--h''!iLL DEA:O TO MID-HT, K/FT .944 Pu=Pu1.+Pu2 l~./FT 4.162 DESIGN MOMENT STRENGTH (WALL CAPACITY> A's, SQ IN. .28 NP 1 .060 CHECK STRAIN LIMIT 1-<1 111 INCHES · 1. 31 Ee, KSI STRAIN KD, INCHES 2549. .00078 1.632 -Gr<EATER THAN r-< 1 .u, THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0004323 RADIANS DEFLECTION 2.34 INCHES Li!'~TERAL KSF . 02~5 SE I ::i~1 It: iJf< WIND, K/FT MN, IN KIPS 46.04 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) ------·-------------------------------------------------ROOF Mu 27.96 3.12-6.09 Mu IS LESS THAN PHI MN. THEREFORE O.K. TOT~)L Mu 37.17 PHI MN, IN KIPS 38.88 HHHHffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH,HHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHH SECOND PASS OMITTING ROOF LIVE LOAD W~1Ll TH I CK NESS 6.3 INCHES, === OUTPUT FOR WALL==~ REINF'ORCEMENT 14@ 15. INCHES O,C. CODE MINIMUM AREA OF REINFORCEMENT ~11 8Q IN/FT VERT, ,19 SQ IN/FT HORIZ. TRU,L SECTION RATIOS STEEL t,REA ~,G IN/FT HEIGHT /THICl~NES:3 LOADING (PER FOOT OF WALL) -------------------------- ROOF DEAD K/FT FACTORED -~-;~~; K/FT ROOF LIVE K/FT .000 Pu2 l•IALL TO MI D···HT, l{/FT 3. 12~3 l•h"iiLL DE1~D TO MID···HT ., K/FT Pu-=Pui+Pu2 K/FT DESIGN.MOMENT STRENGTH <WALL CAPACITY) ")C) ·. . ,:..-..., NP 1 .060 CHECK STRAIN LIMIT K' n , -I NCH ES 1.31 Ee, KSI STRAIN KD, -INCHES 2549. • 00078 1. 6'.32 .GREATER THAN K'n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH ------.-----------------------------INTERNAL ANGLE THETA . ,0004323 RADIANS DEFLECTION 2.34 INCHES LATERAL J•·r.,,,-1"\ .:), . 02~~ SEISMIC OR 1-lIND ,-K/FT .052 MN, IN KIPS 46.04 APPLIED FACTORED MOMENT AT MID-HEIGHT OF-WALL (IN KIPS) LATERAt Mu ROOF Mu P DELTA Mu 27.96 3.12 6.09 Mu IS LESS THAN PHI MN, THEREFORE O.K. TOTAL Mi_, 37.17 PHI MN, IN KIPS 38.88 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH******** UL TIMt~TE MOMENT· . 3131 K-FT =~==PARAPET==== REQ, D A·:-. . 03 St~ IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ====·HORIZONTAL REACTIONS===~ ----------------------------------------------------------------------- LOWER, LB/FT UPPER, LB/FT 3:..iO. 531. UNFACTORED · · 1·? ·? t) ,'),'.),') O ,),) 0-0•)•):'.)•'.) ,'.) O O 00•) ,'.) O ,') 0 0;) 0 -'.) 0 !) ,') ,),'.) ,'.) 0 0 O ·) ,) 0 ,') 0 t)() 0 ·) ,),') ,')O Ot'J O O O ·) 0 ,) l) O ,') ·) 0 1? ,) 0 0 0 0 ,) 0 0 {) 00•'.)--!· $ $ $$$$ *** * * **** * ~,$,Ht li t· $ $ ! $ 1: t * t * l: $ $ "$ $ $ $ t $ $ $ $ $ li t-t. ttt $. t-$ l: 1: * ~-:• t-t-l: t-:f:.:1:- $ $ $ $· $ $ $ t t $ $ $ $ t, it-$$, t<t-t. .t, $. :I:· ~ tt $$, $. t t l: $ $ $$ "$$:Ii$ $$$ -$ $ :I: * * * $:U~i$ $ $ * **· ::'.IE~:T .:.:W. BmrnLE USER=:W. :BOvrnLE il\Jf.:UE:.:LPT DE!JICE::ij1CON4 SEQ.::104 QPRI:::127 LF'F'.:.:64 CPL:::80 COP IE:3.:::1 l.IMIT-i:10 f. $ $ $ $- .$ :i:, $ $, $ *· CREATED: 21-AUG-84 13:35:58 ENQUEUED: 21-AUG-84 13:36:14 PRINTING: 21-AUB-84 13:36:13 PATH.:::UDD:W.BOWDLE:84.0790:TILT18A1 t,$,$-$-~:--$· t.,$.t-$$-$,· t:-t., *· !:, $ $ $ $$ $ $ $ $ t, t,, *· ·t,. t.-t,_ $-t ·' t- $ $ ·$ * *** * $ t, t, !:, 1:, *· *· ~:-*· t., *· *· * $ $ $ * $ $ * :f:. t., t., ~=-*· $-$-U:-t, t-t,$.t,,t,$-$-~:-t-$-*· l $$ t.-* . $ *· $ t-~. :f:. *· *· ·+000000000000000000000000000000000000000000000000000000000000000000000000000000+ NOMAK-MEULMESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04.61 ~ .. ----..... ----. PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.A0 UHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH CARLSBAD ::3 6000 HHHttHHHHHHHHHHHHHHHHHHHHHHHHHHHttHHHHHHHHHHHHHHHHHHHHHHHHH*HHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD~ ALL INFORMATION PRESENTED IS FOR REYIEW, ·APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH =====INPUT===== •----------.. -.· .......... --........... -.. --.. -.. ----.. -.. -.. -------.... -----.. --...... ----...... ---.. ------------ -ID WALL PANEL WITH UNIFORM LOAD - HEIGHT" .FLOOR TO ROOF, FEET 1.8. 00 - ROOF IrEAD LOA ti, =l=/FT 572. WIND LOAD P·SF 15. e,~L DE,~D LOAD FROM ABOVE, LB/FT 4250. HEIGHT PANEL MINIMUM PAR1~PET THICKNESS REBAR FEET INCHES Sl2E 4.00 6.25 ,g:4 ROOF LIVE ROOF LOAD LOAD, t/FT ECCENTRICITY, INCHES 733. 7".25 SEISMIC FACTOR WALL . 30 AXIAL LIVE LOAD FROM 1-~BOVE, LB/FT o. SEISMIC FACTOR PARAPET .80 MAXIMUM· EFFECTIVE DEPTH INCHES REBAR s:rz~ t: 7 CONCRETE WEIGHT, PCF 145 • .'.}. 50 ~-iTt-iNDARit WEIGHT CONCRETE STRENGTH, KS:t 2.00 STEEL YIELD STRESS, KSI 40. STEEL MODULU:3 OF ELAS., KS:t 2900•J. unu CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS-SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIH17 MAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1.4D+ .-OL+1.7x1.1E) WALL THICKNESS 6.3 INCHES, =~~ OUTPUT FOR WALL~~~ REINFORCEMENT . 14 8 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT.· ~11 SQ IN/FT VERT. .19 SQ 1N/FT HORIZ. TRIAL SECTION RATIOS ~iTEEL AREA SQ IN/FT • 11, .0021 LOADING (PER FOOT OF WALL) WORiGNG HEIGHT/THICKNESS 34.56 ROOF DEAD ROOF LIVE WALL DEAD TO LATERAL · K/FT K/FT MID-HT, K/FT KSF .733 .982 .023 FACTORED ··-~;~;-Pu2 WALL TO Pu~Pu1+Pu2 SEISMIC.OR K/FT MID-HT, K/FT K/FT WIND, K/FT • 1S01 S.493 6,094 .032 · PHI ::: • 8187 DESIGN MOMENT STRENGTH <WALL CAPACITY) 1) I$ J SQ :( N .35 NP 1 .073 CHECK STRAIN LIMIT K1 JJ, INCHES 1.·42 E~, KSl STRAIN KD, INCHES 2549. .00078 1.632 • GREATER THAN K' .i, , THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH ' . INTERNAL ANGLE THETA ,0004480 RADIANS DEFLECTION 2.18 ·INCHES MN,· IN KIPS 55.74 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu 15.44 2.18 Mu. IS LESS THAN PHI MN. P DELTA Mu 7.29 THEREFORE O. i<. SECOND PASS OMITTING ROOF LIVE LOAD TOT,~L M•J 24.91 === OUTPUT FOR WALL==~ WALL THICKNESS ,S .• 3 INCHES, REINFORCEMENT #4@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT ,-11 SQ IN/FT 'JERT.: .19 SQ lN/FT HOrGZ. TRIAL SECTION RATIOS ----------------------. ... ;;---:. -·: .. · PHl .MN, IN KIPS 45.63 STEEL ARE,~ SU IN/FT p:::As/eH .0021 HEIGHT /THICl~NESS • 1,5 LOf~DING (PER FOOT OF W'ALU . ROOF DEAD K/FT .572 FACTORED a. F<OOF ~T d}01 PHI ::: .8187 ROOF LIIJE K/FT .000 Pu2 WALL 'TO MID-HT, l</FT 5. 41i'3 WALL DEAD TO MID-HT, l</FT .9B2 Pu:.:Pu1+Pu2 K/FT ,s. 01i'4 DESIGN-MOMENT STRENGTH (WALL CAPAGlTY)· ---------------------------------------. L1~TERAL KSF .023 SEISMIC OR WIND, K/FT .032 A, s, St~ :rn .35 NP 1 .073 K 1 .0 I INCHES_ 1.42 MN, lN KIPS 55.74 CHECK STRAIN LIMIT Et:, KSI STRA1N Kll, INCHES · 2549. • 00078 1. 632 Kll GREATER THAN K'n, THEREFORE O.K. -LECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0004480 RADIANS DEFLECTION 2.18 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAl Mu ROOF Mu 15.44 2.18 Mu.IS LESS THAN PHI MN. P DELTA Mu 7,29 THEREFORE O.K. TOTAL M1_1 24.91 PHI MN, lN KIPS 45.63 HffHHHHHHHHHHHHHHHHHttHHHHHHHH#ffHHHHHHttHHHHHttHHttHHHttHHHHHHHHHHHHHHHHHHHHH ULTIMATE MOMENT .678 K-FT ::::::::::::PARAPET:::::::::::: REQ 1 D A·=- ~ 05 SI~ :r N/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. =:::== HORIZONTAL REACTIONS==== ----------------------------------------------------------------------. LOl-JER, LB/FT 204. UPPER, -LB/FT . 44,S, UNFt,CTOREil _.:,-_ .. ,.' L.•'";; ___ • +666666666666666666666666666666666666666666666666666666666666666666666666666666+ - $ $ '$$$$ $·$$ $ ·$ • ·$$$$ $ ·$$$$·$ *· $ . *· 1 *· t, *· *· $ . t, $-t,· *· $ $ $ $ $ $ $ $ $ $ $ $ *· *· t~ $-$-~:,$-*-t, *· $, $ *· *· t, $!f:.$,$. $ $ $ $ $ $ $ $ $ $ $ $ $ $ $-$-*·*· $-$, $ *' $-*· t-!1:-*·*· *· *· $ *· $ $ $·$ $$$$ $$$ $ $ ·$$$$ ·$$$$$ ·$$$$$ r1ESi:.:W. BOWDLE USER:.:W. BOl4DLE QUEUE==LPT DEVIGE==@CCIN.'+ SEQ-.::100 QF'RI==127 LF'F'=,64 CF'L.=80 COF'IES:::1 $'$-$ $.$ $ $, $ $. $ *· CREATED: EMQUEUED: PRINTING: 21-AUG-&4 11:17:58 21-AUG-84 11:45:22 21-AUG-84 11:45:59 PATH=:UDD:W.BOWDLE:84.0790:TILT18C1 $-t-$ *·*· *· *· ~:-*· $. *· $. $-:IH: *·**· $ $ $ $$ $ $ $ t, $, t, $, *· t, *· $- $ $ $ $ ·$$$ $ *· $ t-t, *· *· *·. $· $ $ $ $ $ ·$ t,!f:.t-i;$. $-$-~:-t-$ t, $,$,$-$$ $,$-$ *·*·*· L.IMIT:::10 * ·$ ·$$ $, $ .. $ t, $ $ *· $-~:-*· $- +66.6666661f.>66666666666666666666e>666666~66-:>666e>666666666666t>6666b666666666t>66t>t>66+ NOWAK-MEULMESTER & ASSOCIATES AOS REV 04.60 ADS XLPT REV 04.61 I --__ __J PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-4030.AO HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH CARLSB,~,D S 6000 HHHHHHHHHffHHHHHHHHHHHH*****MHHHHttttHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS B~ THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH -•----._ -----· ---------------------. -----.... --·· ··----· -.... ··-·· -··-·--·---------...... -· .... -·------.. ----.. ·--·--- ~L PANEL WITH OPENING AND UNIFORM LOAD . HEIGHT FLOOR TO ROOF, FEET 18.00 PANEL WIDTH FEE'T 29.67 ROOF Dr;AD LOAD, :1:/FT 1.5tS, PSF o. AXIAL DEAD LOl:1D FROM ABOVE, LB/FT o. CONCRETE SiRENGTH, KS! 2.00 HEIGHT PANEL MINIMUM PARAPET THICKNESS REBAR MAXIMUM REBAR SIZE EFFECTI 1JE DEPTH INCHES FEET · INCHES SIZE -4.00 6.25 :1=4 OPENING OPENING 'WIDTH HEIGHT FEET FEET 13.67 14.50 ROOF LIVE ROOF LOAD LOAD, :1:/FT ECCENTRICITY, INCHES 21+0. 7.25 SEISMIC FACTOR WALL SEISMIC FACTOR PARAPET • 30 . • 80 :K: 7 . CONCRETE WEIGHT, PCF 143 • 4.50 STANDAf<It WEIGHT AXIAL LIVE LOAD FROM ABOVE, LB/FT o. STEEL YIELD STRESS, KSI 40. STEEL MODULUS OF ELAS,, KSI 29000. UHH CAUTION, THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT~ THE STRAIN ttHH LIMIT MAY BE EXCEEDED. ULTIMArE LOAD FACTORS .75(1,4D+ ,OL+1,7x1.1E) ~=~ QIJTPUT FOR WALL~== . . . . ----------------------------------------------------------------------~ vh'-tLL THICKNESS 6,3 INCHES, : --.::/-' ---i~-- REINFORCEMENT 14 D. 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ. TR~Al SECTION RATIOS ~lTEEL AREA SQ IN/FT ,16 HE:rGHT/THICKNESS .0021 34. ~)() LOADING <PER FOOT OF WALL) WORKING ;AF DE-AD l~T · • 289 · Fi~CTORED PtJ1 ROOF i<IFT . , 304 PHI= .8799 ROOr-LIVE K/FT .445 WALL DE~"D TO MID-HT, K/FT 1. 145 ~u2 WALL TO Pu=Pu1+Pu2 MID-HT, K/FT K/FT 1,202 1,506 DESIGN MOMENT STRENGTH (WALL CAPACITY) LATERAL KSF • 021, SEISMIC OR WIND, K/FT . .-037 A'·:;, SO IN .20 NP 1 .043 K1 .IJ, INCHES 1.14 MN, IN KIPS 33.43 ··CK STRAIN LIMIT Ee, KSI STRAIN Kn, INCHES 2549. .00078 1.632 KD GREATER THAN K1 .IJ, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH ------------------------------------INTERNAL ANGLE THETA .0004102 RADIANS DEFLECTION 1.99 :INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL iIN KIPS) LATERAL Mu U3, 01 ROOF Mu 1.10 Mu IS LESS THAN PHI MN. P DELTA Mu 1.80 THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOTAL M1J 20.91 ~== OUTPUT FOR WALL==~ WALL THICKNESS . REINFORCEMENT - 6,3-INCHES, #4@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT PHI MN, IN KIPS 29.41 . _::-__ --:.-.... .,:;--. -. . 11 SQ IN/FT VERT. ,19 SU IN/FT HORIZ . TRIAL SECTION RATIOS STEEL AREA ~:t~ IN/FT .16 HEIGHT/THICKNESS .• 0021 LOADING <PER FOOT OF WALL> HOf{KlNG FACTORED ·Pul ROOF K/FT .• 304 -PHI ::: .• 8799 ROOF: LIVE K/FT .000 Pu2 WALL TO M:.CD-I-IT, K/FT 1.202 34. 5-:') w~~LL DEAD TO MID·-I-IT, K/FT 1. 145 Pu=-=Pu1+Pu2 K/FT · 1.501S DESIGN MOMENT STRENGTH <WALL CAPACITY> ·------------------------------------- LATERAL KSF .026 SEISMIC OR WIND, ·K/FT .037 t'\'-=i, SQ IN .20 NP 1 .043 K 1 .111 INCHES 1.14 MN, IN KIPS 33.43 f.CK_ STRAIN_ LIMIT Ee~ KSI STRAIN Kn, INCHES 2549. .00078 1.632 Kn GREATER THAN K1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .00041.02 RADIANS DEFLECTION 1.99 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu 1.B.01 1.10 Mu IS LESS THAN PHI MN. P DELTA Mu 1.BO THEREFORE O.K. ::::::::::::PARAPET:::::::::::: TOTAL Mu 20.111 PHI MN, IN KIPS 29.41 -----------------------------------------------------------------------. . ULTIMATE MOMENT .67!3 K-FT REQ' D ."A-::. .05 SQ IN/FT PARAPET REINFORCING IS LES~ THAN WALL REINFORCING, O.K. . . -----------------------------------------------------------------------. . ==== HORIZONTAL REACTIONS _:y --~ -- +777777777777777777777777777777777777777777777777777777777777777777777777777777+ - $ $ $$$$ $$$ $ _$ $$$$ $ $$$$! t• *' $, *· $, $. $, *· $, *· $ *· $ $ ·$. $ $ $ $ $ $ ·$ $ $ t~ *· *· $-$-$,$-$' . $ l!· $, ~:-$-*· $-$-$,$,$, $ $ $ $ $ $ $ $ $ $ $ ·$ $ $ t-$-*·*· $-$· $-$ $ $-_· -$,$-$-$ *· $-*· $- ·$. $ $·$ ·$$$$ ·$$$ ·$ ·$ ·$·$$$ ·$$$$$ ·$·$ $ $$ DEST~W.BOWDLE USER=W,BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=101 QPRI=127 LPP=64 CPL~80 COPIES=l LIMIT=10 . t-$-$-$$- $ - *· $ t, $ '.I:-' CREATED: 21-AUG-84 11:16:48 ENQUEUED: ·21-AUG-84 11:45:22 PRINTING: 21-AUG-84 11:46:41 PATH=:UDD:W.BOWDLE:84.0790:TILT18D1 $.f.,!IH:-$· $ $- ·$. $- $ !II$-$,$.$, *· $ *· $ $-. $ $-!I'~ !I:, t, $- $$-!I:,$$ ·$ $- , $ t, $ $- *·. $$ $.-t:- ·$ $ $ $,$,$$-$- t~!f:-f:. $ $ $-*· $·$·$ $. . *· $ $ $-!I,,$. $!1:-$,!I:, $ ·$ $-$- $ ·$ . *· *· ·$ ·$ $-M:-~:, f. $·$. t., *· . $ $- ·$ $-!1:-t-$-!I:, +777777777_777777777777777777777777777777777777777777777777777777777777777777777+ -HONAK-MEULMESTER & ASSOCIATES AOS RE'J ·04 .· 60 AOS XLPT REV 04,61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO HffHHMHHHHHH~HHHHHHHHHttHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHttHHHHH CARLSBAD S 6000 HHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHHHHHMHHHHHHHttHHHHHHHHHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS JY THE ULTIMAtE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHttHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHttHHHHHHHHtt =====INPUT===== I.L PANEL -WITH .. OPENIN~ •• AND •• UNIFORM-LOAD--------------------·--·-··---· ---------···---- HEIGHT · FLOOR TO ROOF, FEET 18.00 HEIGHT PARAPET FEET PANEL MINIMUM THICl(NESS REBAR lNCHES -SIZE MAXIMUM REBAR SIZE EFFECTIVE DEPTH INCHES PANEL WIDTH FEET 23·. 67 f<OOF DEAD LOAD, :S:/FT 1.56. An LOAD PSF o. 4.00 6. 25 :U:4 OPENING WIDTH FEET 13.-;>7 OPENING HEIGHT FEET 14.50 ROOF LIVE _ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 240. 7. 25 SEISMIC FACTOR WALL • 30 SEISMIC FACTOR PARAPET .80 :JI: _7 CONCRETE WEIGHT, PCF 1.!•5 • 4.50 STANDARD WEIGHT AXIAL. DEAD LOAD FROM ABOVE, LB/FT o. CONCRETE STRENGTH, KSI 2.00 AXIAL LIVE LOAI1 FROM ABOVE, LB/FT o. STEEL YIELD STRESS, KS:t 40. STEEL MODULUS OF ELAS., KSI 29000. ttttH CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN ttHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS ,75(1..4D+ .OL+1.7x1.1E> ----------------------------------------------------------------------- === OUTPUT FOR WALL-=== -----------------------------------------~-----------------------------!-MLL THICKNESS 6.3 INCHES, REINFORCEMENT t4@ 15. INCHES O.C. ..::-· ·--·---~?--; --- CODE MINIMUM AREA OF REINFORCEMENT .11 SQ IN/FT VERT. .19 SQ IN/FT H0RIZ. TRIAL SECTION RATIOS ---------· ----------STEEL AREA SQ IN/FT HEIGHT/THICKNESS • (6 .0021 LOADING (PER FOOT OF WALL)· WORKING .F DE_AD 1m-r ,3()9 Ft~CTORED Pu1. ROOF K/FT · .388 PHI·= ·• 8774 ROOF LIVE K/FT .5tSB Pu2 WALL TO MID-I-IT, K/FT 1.305 ~h~LL DE~"iD TO MID-HT, K/FT 1..243 Pu.:.:Pu1+Pu2 K/FT 1.,S93 .DESIGN MOMENT STRENGTH (WALL CAPACITY) -------------------------------------- -U~TEfh"iL KSF .029 SEISMIC OR WIND, K/FT .040 t\ I·:.; I SQ IN .21 NP 1 .044 r-<1 111 INCHES 1.15 MN, lN KIPS 34.29 AcK STRA:r N L:nt:n Ee, KSI STRAIN Kn, INCHES 2549. .00078 1.632 . Kn GREATER THAN K1 n, THEREFORE 0.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • OOO•H17 RADIANS DEFLECTION 2.00 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 19.55 1.41 2.08 Mu IS LESS THAN PHI MN. THEREFORE 0.K. SECOND PASS OMITTING ROOF LIVE LOAD TOTAL Mu 23.03 === OUTPUT FOR WALL==~ PHI MN, IN KIPS 30.09 -------------------------------------------~--------------------------WALL THICKNESS 6.~ INCHES, REINFORCEMENT 34@ 15. INCHES 0.C, COD~ MINIMUM AREA OF REINFORCEMENT .11 sa lN/FT VERT. ,19 SQ IN/FT HORIZ. TRI~l. SECTION RATIOS STEEL ,~REA sa IN/FT p:::As/BH .0021 HEIGHT/THICl,NESS • 1,6 LOADING (PER FOOT OF WALL) WCHi:1GNG F,~ IrEA:O • 31S1i' FACTORED Pu1 ROOF i,/FT . .313B PHI = ·• 8774 t'WOF .LIVE. K/FT .000 Pu2 WALL TO MID-HT,· K/FT · 1.305 ·34.56 WALL DE1-U1 TO MID~·HT, K/FT 1.243 Pu=PtJ 1 +Pu2 K/FT 1.693 DESIGN MOMENT STRENGTH <WALL CAPACITY> LATERAL 'KSF .029 SEISMIC OR WIND, i<IFT - .040 .21 ;044 K 1 1>1 INCHES 1.15 HN, IN KIPS 34.29 11cK_STRAIN_LIMIT Ee, KSI STRAIN Kn, INCHES 2549. .00078 1.632 KD GREATER THAN K 1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .00041.17 RADIANS. DEFLECTION 2.00 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL. Mu ROOF Mu 1.9.55 1.41 Mu IS LESS THAN PHI MN. P DELTA MrJ 2.013 THEREFORE O. I<. ====PARAPET==== TOTAL. Mu 23. o:5 PHI MN, IN KIPS 30.09 . ------------· ---------------------------------------------------------- ULTIMATE MOMENT • iS7B K-FT REQ' D A·:,; ,05 SQ IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, 0. IC HORIZONTAL REACTIONS===~ · ~~~~~~~~~~~~22~22222222222222222~22222222212222222222222222222222222222222222~+ .:. -- $ $ $$$$ *** * $ :U$$ :I: t:l:H:$ 1= t-l, :~ ~ t t ;-1: l t . . :J:. f:. $ $ $ $ $· $ $ $ :Ii $ $ $ 1:-t t, $$tt-t t :t: t * :I:-t t .. t~:-t $- -*· $ $ * :I: $ :I:· $-* $ :I:~ . ' :I: :Ii $ :t-:-t, tt:• l:, $-· $ * t $-. $,$, $ :f;. :j:.-.t-t, t $ $ $$ $$'$$ $$$ $ $ $:!iii:$ :litiU$ $$$$l -jEST~W.BOWDLE USER=W.BOWDLE · QUEUE=LPT DEVICE=@CON4 SEQ=B QPRI~127 LPP~64 CPL~ao COPIES~l LIMIT~10 $$-$$ $. $ $- $ f; $ t:- CREATED: 23-AUG-84 11:43:32 ENQUEUED: 23-AUG-84 11:55:46 PRINTING: 23-AUG-84 11:55:46 PATH=:UDD:W.BOWDLE:84.0790:TILT25A1 . ~! $-$:$.$-* H:-$$$ * * t: $l:J:t!I: ~= $ $.-$ $ $ t $ $ t-*· t, t-t-$-$-t-$. $ •. $ $ $ $$ $ $ $ t, * •. *· t, t, t·, $-$-$-i, $ :I: $ $ $ $ $ $ :t,. f:. :IH:-:(:, :t-*· t-$, ~:-t-t:-$-U:-f:. *· *· i~ *-*· * $$ *· t .- $ $- $ t-~:-l$-$, +222222222222222222222222222222222222222222222222222222222222222222222222222222¾· -NOMAK-MEULMESTER & ASSOCIATES AOS REV O·~. 60 AOS XLPT REV 04.61 . _ ..... -: ..... ·.--. PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AJ HHHHHHHHHHHHHHHHHHHHHH*HHHHHHHHHHHHHHH~HHHHHHHHHHM*********HHHMHHHHHHH~ CARLSB1~D S 6000 HHHHHHMHHHHHHHHHHH~HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ANALYSIS OF-TILT U~ CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS fOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH*HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH******* -: :::::::::::::: INPUT :::::::::::::::: -----------------------------------------------------------------------WALL PANEL WITH OPENING AND UNitORM LOAD HEIGHT FLOOR-TO ROOF, FEET :1.8.00 PANEL WIDTH FEET 25.67 ROOF DE,Ht LOAD, :t-/FT .6. WIND LOAD F'SF 15. AXIAL DEAD LOAD FROM ABOVE, LB/FT o. HEIGHT PANEL MINIMUM PARAPET THICKNESS REBAR -FEET INCHES SIZE 4.00 6.25 :§:4 OPENING OPENING i,.JIDTH HEIGHT FEET FEET 13.67 14.50 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 240. 7.25 SEISMIC FACTOR WALL • 3() AXIAL LIVE LOAD FROM ABOVE, LB/FT ,'.), SEISMIC FACTOR PARt;iPET .80 M~~x:r MUM REB1~R SIZE :§: 7 EFFECT:tlJE DEPTH INCHES 4.50 CONCRETE WEIGHT, PCF STANDARD WEIGHT CONCRETE ~:TRENGTH, KSI 2.00 STEEL YIELD STRESS, KSI 40. STEEL MODULUS OF ELAS., KSI -29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF ~EINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED, ULTIMATE LOAD FACTORS .75<1.4D+ .bL+1.7W) ==~ OUTPUT FOR WALL=== -----------------------------------------------------------------------WALL THICKNESS iS,3 INCHES, REINFORCEMENT 14@ 15, INCHES O.C. CODE MINIMUM-AREA OF REINFORCEMENT · ~11 8Q IN/FT VERT. .19 SQ IN/FT HORIZ. TRIAL SECTION RATIOS STEEL AREA Sil IN/FT HEIGHT/THICKNESS .0021 LOADING (PER FOOT OF WALL> -------------------------HORKING ·;-~~AD K/FT .334 FACTORED Pu1 ROOF K/FT .350 PHI ::: .8785 ROOF LIVE K/FT .513 Pu2 WALL TO MID-HT, K/FT 1. 25!j' w~,LL DE,~D TO MID-·HT, K/FT 1. 1119 Pu::=f'ul+Pu2 1. 1;..10 DESIGN-MOMENT STRE~GTH <WALL CAPACITY> .. -------------------------------------- LATEfa-1L 1-<SF .02B SEISMIC OR WIND, K/FT • 0-41 NP 1 .043 1-<' 11 , :r NCH ES 1.1lt MN, IN KIPS 33.90 CHECK STRAIN LIMIT Ee, KSI STRAIN Kn, INCHES 2549. .00078 1.632 KD GREATER THAN K 1 ~, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THEtA • 00041.10 Rt"-\II I ~,Ns DEFLECTION 2.00 :r"NCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu 19.88 1.27 Mu IS LESS THAN PHI MN. P DELTA Mu 1.96 THEREFORE O.K. TOTAL Mu 23.11 PHI MN, IN KIPS 29.79 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH SECOND PASS OMITTING ROOF LIVE LOAD === OUTPUT FOR WALL==~ _____________ ½ ___________________ ---------------------~----------------- WALL THICKNESS 6.3 lNCHES, REINFORCEMENT 14@ 15. -:rNCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .· -·~·-__ . .;_ ;: -: - .11 3Q IN/FT VERT. ,19 SQ IN/FT HORIZ, TRIAL SECTION RATIOS STEEL ,~REA SI:~ :rN/FT ~lb _P =A·::-/aH HEIGHT /THICi<NESS 34.56 LOADING (PER FOOT OF WALL) ir.lORKING I)•· .,.,,-_.,.,.I i' .I. l:.M.I: I. FT FACTORED Pui ROOF K/FT .350 .. PH I ::: ·• 8785 ROOF LIVE i'(/FT .000 Wt~LL DEAD TO MID-HT, K/FT L 1. 119 Pu2 WALL TO . Pu::.:PiJ1+Pu2 MID-HT, K/FT K/FT 1.259 1.610 DESIGN MOMENT STRENGTH (WALL CAPACITY) A' ·.5, SQ IN • 21. NP 1 .043 &cK STRt~IN LIMIT Ei:, KSI STRAlN K 1 .o, INCHES 1.14 KD, INCHES 2549. .00078 1,632 KD GREATER THAN K1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .00041.10 RADIANS DEFLECTION 2,00 INCHES Lt:iTERAL KSF .02!3 SEISMIC OR WIND, !</FT , 041. MN, IN KIPS 33.90 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu ROOF Mu 19.88 1.27 Mu IS LESS THAN PHI MN. P DELTA M1_1 1 • 1i 1S THEREFORE O.K. TOTAL MtJ 23 I 1.1 PHI MN, IN KIPS 29.79 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffHHHHHHHH~HffffHHHHHHHHHHHHHHHHHHHHHH ULTIMATE MOMENT • !)7B K-FT ::::::::::::PARAPET:::::::::::: REQ, D A·,; .-05 Sil IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFOR~ING, O,K. ------------------------------------------------------------------------ ==== ~ORIZONTAL REACTlONS ==== --"=-.-~·--~---- $ $ $$$$ $$$ 1 $ $ ~; $ $ $ * $,H$l f:. $ ·t: $-t t: ~: t· t t t-$- $ $ $ *' * * * ii:· * $ $ :Ii t 1:-$-t ~: $$ $ t-t. t 1: . -· t-:t,. t· t t:-t: $- * $ $ ~ $ * $ $ * $ $ * t ... :J; 'I' 1:-$-t,-.$. -$$-$-f: .. :I' .,.. $. t,.:t,. ~:-$-$. $ f:. t- $ $ 1i $ :U$$ $ ~i $ $ $ $$.$$ $$$$$ $$$$$ t1EST =W, Eif.lWI)i_E {JSEri~:::W, :ac)Wf.li_E t~lJZ::tJt~ .:.:Lf'T ItE'J I t:E :.:J~(:()~~~t SEQ~as QPRI~127 LPP~64 CPL=SO COPIES~l LIMIT=10 t.$$$$ $ t- $ 1:- $ t:- CREATED: 29-AUG-84 15:20:12 ENQUEUED: 29-AUG-84 15:34:16 ?RINTING: 29-AUG-84 15:34:16 PATH=:UDD:W.BOWDLE:84.0790:TILT27A1 $:IH:-f:.$. $ t- $ $- $ t~ ~:-~~ ~:-$- $ $ $- *· $- $ $-$-t. t:-l:- *·*·*·*·*· $ $- $ :1;. . $ $, $-!H- $ $ $- $$ t-. $ $-$ *·*·*· $-~: $ t-t• . $ $ $- $ $- $- $ $ $ $-$- $ $ $ ~:-$-t-$- $ $ *· *- t- $$ *· $-·$ :j: . $ t•t-t-$-$- +888888888888888888888888888888888888888888888888888888888888888888888888888888+ NONAK-MEULMESTER & AS~OCIATES AOS. REV Ol}. 60 AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D,AJ HHHHHHfHHHHHHHHHHHHHHHHHHHHHHHHHHHHMHHffffHHffHHHHHH~HffHHHHHHHHHHHHHHffffHHM ·c1~RLSBAD S 6000 *HffffffHHH*HHHHHHHHHHHHHHHHHHHHHHHH~HHHHHHHHHHt~HHHHHHHHHHHHHHHHHHffHHHffHH ANALYSIS OF TI~T UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PR~SENTED. IS FOR REVIEW,-APPROVAL, l~TERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH =====INPUT====~ 4' --------------· --.. -----_----··-------------·--· ----· ....... -···· .... --.... ----.. ---··-----.. -...... -.. --- SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 25.00 ROOF DEAD LOAD, :11=/FT 640, WIND l.OAD PSF 15. • AXI,~L DEAD LOAD FROM ABOVE, LB/FT HEIGHT PANEL MINIMUM PARt-,PET THICKNESS REBAR ........ t-""...,. INCHES SIZE r-i::.r.:. ·1 3.0() .a. 75 :£:!5 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 810. 7.2~ SEISMIC FACTOR l.:tALI.. .30 ,~XI~,L LIVE LOAD FROM ABOVE, LB/FT o. SEISMIC FACTOR PARt-tPET .80 MAXIMUM EFFECT:ti.n.:: REBAR DEPTH INCHES SIZE :2: 7 CDNCRET::O J.!EIGHT, PCF 143. STAN1h1RD WEIGHT CONCRETE ~lTRENGiH I KSI 3.00 STEEL YIELD STRESS, KSI -\ ,~o. STEEL MODULUS OF ELAS., KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1,7x1.1E) . . ~== OUTPUT FOR WALL=== :\.h''-ll.L THICKNESS 8.8 INCHES, REINFORCEMENT 15@ 15. INCHES O.C. ~ODE MINIMUM AREA OF REINFORCEMENT .16 SQ IN/FT VERT.. ,26 SQ IN/FT HORIZ. 1RlAL SECTION RATIOS STEEL AREA SQ IN/FT HEIGHT/THICKNESS • 2::.; . • 002-4 LOADING (PER FOOT OF WALL) ROOF DEAD K/FT -T~}RED Pu1 ROOF Kl-FT Pl-II ::: ·.83.19 ROOF LIVE K/FT .!HO Pu2 i-h'!\LL TO MI D-·HT, K/FT 1.0.058 34.29 \.MLL DEi!Ut TO MID-HT, !\/FT 1. ,S3 1i' F'u==P1J 1 +P u2 K/FT 10.:.730 DESIGN MOMENT STRENGTH <MALL CAPACITY) UHERAL KSF .032 SEISMIC OR tHND, K/FT .044 A 1 ·;;, SQ IN .57 MP 1 .071 K 1 ll1 INCHES :I.. 95 MN, IN KIPS :1.27. 79 CHECK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES A 3122. .00096 2.566 ~GREATER THAN K1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGlE THETA .. 0003207 RADIANS DEFLECTION 3.01 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS> LATERAL Mu. ROOF Mu P DELTA Mu 4 ·1:. 71 2. 4•'t 1. 7. 14 Mu IS LESS THAN PHI MN. THEREFORE O.K. TOTAL Mu 61. 2!3 PHI MN, IN KIPS 106.31 HMHHHHHH~HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH -SECOND PASS OMITTING ROOF LIVE LOAD === OUTPUT FOR WALL==~ WALL THICKNESS REINFORCEMENT B.B INCHES, i~5 @ 15. INCHE~l o.c. :CODE MINIMUM AREA OF REINFORCEMENT • 11S Sli IN/FT IJERT. • 2iS S{i IN/FT HORIZ. JRIAL SECTION RATIOS ... _:· .. _ ..... ;;·;----- STEEL ~~RE~, ~H1 IN/FT p:::("!·:i-/BH HEIGHT /THICl'(NESS 34. ~29 LOADING (PER FOOT OF WALL) RODF DEAD K/FT .640 FACTORED &-;----- ~-ROOF K/FT Pl-II= .8319 ROOF LIVE K/FT .000 Pu2 WALL TO MID-+IT, K/FT 10. o~rn WALL DEAD TO MID-HT, K/FT 1.. i:-39 Pu=P,J 1 +P(J2 K/FT 10.730 DE::rrGN MpMENT STRENGTH" <WALL CAP~iCITY) A1 ·:i, St~ IN .. 57 NP 1 .071 CHECK STRAIN LIMIT Ee, !(SI 3122. ~;TRAIN .00096 K 1 .c,, · lNCHES 1.95 KD, INCHES -GREATER DEFLECTION TH,"'iN K' .lJ, THEREFORE O. K, - AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 0003207 R,~DI,'!tNS DEFLECTION :3. 01 INCHES Uf'fERAL KSF :3EHlM:CG OR WIND, K/FT • O·t4 MN, IN KIPS 127.79 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL CIN KIPS) UHERAL Mu 41 • 71 ROOF Mu 2,44 Mu IS LESS THAN PHI MN. P DELT,~ Mu 1.7.14 THEREFORE O. ~;. TOTAL Mu 61.28 PHI MN, lN KIPS. 106 .. 31 HHHHHHHMMHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH UL TIM1~TE MOMENT .534 K-FT ====PARAPET==== REC~' D A-;. .03 sn IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING; O.K. ==== ·HORIZONTAL REACTIONS==== ----------------------------------------------------------------------- LOWER, LB/FT :39iS. -. UPPER, LB/FT 650, UNF~~CTORED •999999999999999999999999999999999999999999999999999999999999999999999999999999+ ;- $ $ $,U$ $·$ $ $ $ $$$$ $ ·$ $ $-$ $ 1~ t:-. ~:-*-* . $. 1:-~:-*· *· t :• $- $ ·$ $ $ $ $ $ $ $. $ $ $ t-~: .. $-$-~:-$-$ $. 1:-$-:t: 1:-*·. *· t-t,. ~:-~=· *· $ $ $ $ ;f; $ $ $ $ ;f; $-$ $ $ t-~:-$-~:-$-11-l t:-* . *· $-$-t~$-$-*· $-$- ·$ $ ·$·$· ·$·,U$ ·$·,U $ $ $·$$$ ·$·$:li:U ·$$,U$ DEST=M.BQWDLE USER=W.BOWDLE QUEUE=LPT-DEVICE=@CON4 SEQ=86 QPRI=127 ·LPP=64 CPL=80 COPIES=l LIMIT=19 l-$-*· $-~:- $ t- $ t, $ 1:- -1:RE.-~TEr1: 2ii'--i:'~UG-B4 15:1.9:32 ENQUEUED: 29-·~iUG-·84 15:3LH1.6 F·f~INTIN\3: 217-AUG.-!34 1.5:34;5tS PATH=:UDD:W.BOWDLE:84.0790:TILT27A *· ~:-*· $. $, $ $ ·$ $, $ $, ~:-~: ~:-$- ~:- $ $- t $- $ $-$, ~:-$-$- *· ~:-$-$-$- $ * ·$ $- $ $- $-~:-$- $ $ *· $ $- ~; $ $-$-$-$-$- $-$-$-~:-$ ·$ *· $ $- * $ *· $ ·$ $-' * ·$ -·$ $-$-$-$-$- $ $ $-*· +999999999999999999999999999999999999999999999999999999999999999999999999999999+ ·~' _":/--_.._; ... ·.;;-----. NOHAK-HEULHESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04.61 PROGRAM NO •. 120, TILT UP CONCRETE: wALL, REV-403D. A,) *HHHHHHHHHHHHHHHHHH~HHHHHHHHHHH~HHHHHHHHHHHHHHH**HHHHHHH******HHHHHHHHH CARLSBP1D S 6000 HHHHHHHHHHHH~HH¾HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH~HHHHHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION-PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND . APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHltHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHH =====INPUT===== -----------------------------------. ----------------------------------------------------------------__ · -----------------.. SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT FLOOR TO RlJOF, FEET 25.00 HEIGHT P~~NEL PARAPET THICl,NESS FEET INCHES 3.00 8.75 ROOF LIVE ROOF LOAD MINIMUM REB,~R - SIZE :jl:5 ROOF. DEAD LOAD, :1:/FT 640. LOAD, I/FT ECCENTRICITY, INCHES .8l.0. 7.25 MAXIMUM REBAR SIZE :§: -:, ~ SEISMIC FACTOR ·CONCRETE EFFECTI 1JE DEPTH INCHES 6.25 WIND LO,~D P~fF SEISMIC FACTOR 1-h~LL -PARAPET WEIGHT, PCF 15. -AXIAL DEAD Lo~,D FROM ABO'JE, LB/FT 79•\0, CONCFi'.ETE fffRENGTi-1, KSI 3. 00 . .30 AXIAL LIVE LOAD FROM - ABOVE, LB/FT -0. STEEL YIELD ·STRESS, 40; ••"f"1."" i\::,;.1. .so 145. 3TM4DAFUI ~H::IGHT STEEL MODIJL.tl'.3 OF ELAS., KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS-SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF RErNFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEtDED. ULTIMATE LOAD FACTORS ·1.00C1.4D+1.7L+ .Ox1.1E) }h.:tl .• L. THICKNESS B.8 INCHES, === OUTPUT FOR WALL=== REINFOf<CEMENT 15@ 15 •. INCHES O.C. CODE. MINIMUM AREA OF REINFQRCEMENT . • 1.:)' SQ IN/FT !)E.RT. • 26 SQ IN/FT HORIZ. TRIAL SECTION RATIOS . -~-- ::1TEEL AF<E1~ -SQ IN/FT . HEIGHT/THICKNESS . 25 . . {)024 LOADING (PER FOOT OF WALL) .... --.. _ ....... -----.................................................. -.... J .. - t.JORi,ING rWOF DEl-11:t K/FT . ,S40· Pu1. RODF K/FT 2.273 PH I ::: -~ 8004 ROOF L:£1JE K/FT .lHO Pu2 WALL TO NID-HT, K/FT 13.41.0 WALL DE1.YD TO MID-HT, K/FT 1 • 6:Vi' Pu~=Pu1+F'u2 K/FT 15.6133 DESIGN-MOMENT STRENGTH (WALL CAPACITY) r~ , ·:i , s·11 IN • 74 NP 1 .091 CHECK STR~IN LIMIT K' D, INCHES Ee, KSI STRAIN Kn, INCHES A. 3122. • OOO'?h 2. 56.b . ~GREATER THAN K1D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0003373 RADIANS DEFLECTION 3. 11:-I NCHE'S Lr'~TErML KSF .032 SEHlMIC OR WIND, i,/FT .000 MN, IN KIPS 163.20 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) L,~, TERt-,L M1J ROOF M1.J P DELTA Mu Mu IS LESS THAN PHI MN. THEREFORE O.K. TOTAL Mu 36. ,S3 PHI MN, IN KIPS 130.63 *"****"**************************************************************** SECOND PASS OMITTING ROOF·LIVE LOAD W1~1LL THICl,NESS B. B -INCHES, === OUTPUT FOR WALL=== REINFORCEMENi 15@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT . 14 SQ IN/FT VERT. .26 SQ IN/FT HORIZ . TRIAL SECTION RATIOS . ---: .. _:;--:.- STEEL ,~REA Sil IN/FT .25 HEIGHT /THICl'(NES~3 LOADING (PER FOOT OF MALL) ----------------~--~------ RClDF DEAD K/FT .640 Fi;CTORED ·---;~;; K/FT • B9,S PH I ::: • 8092 RO:JF LIVE K/FT .000 Pu2 WALL TO MID-HT, K/FT 13.41.0 34.29 w~1LL DE1!\:0 TO MI D·-I-IT, K/FT 1. • iS3 1? P,J-=Pu 1 +Pu2 K/FT 1ft. 306 DESIGN MOMENT STRENGTH <WALL CAPACITY) ------------------------------------- LATERAL ,032 SEISMIC Of< WI ND, 1'(/FT .000 A'·,;;, S{J IN '0 • ,!:) i' NP 1 .085 K 1 .ti, :rNtHES 2.10 MN, IN . 153. 1,~~ , •• "I'" 1""1~ r, .t r· -:> CHECK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES -3122. .00096 2,566 --GREATER TH~~N ~<' .u, THEREFORE lJ. !{. DEFLECTION AT DESIGN MOMENT STRENGTH ------------------------------------INTERNAL ANGLE THETA DEFLECTION .0003327 RADIANS 3.12 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS> LATERAL Mu ROOF Mu P DELTA Mu .oo · 3.25 23.71 Mu IS LESS THAN PHI MN, THEREFORE O.K. TOTAL. Mu 2,S. 96 PHI MN-, IN KIPS 1.23.92 *********************************************************************** ULTIMATE MOMENT .000 K-FT ====PARAPET==== REC~' D A-=- . 00 sn IN/r;T PARAPET REINFORCING ·rs LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS===~ -------------------------------------~----------------------.--------. LOWER, LB/FT 31,tS. ~ _-_.,.._._ . __ . ,..._/;·----- UPPER, LB/FT , 650. lJNFACTORED ··•44444444444444444444444444444444444444444444444444444444444444444444444444444+ - $ $ $$$$ l$$ $ $ $$$$ $ $$$Ji t , t ·t $ t $ t . f . $ t t t $ -$ $ $ $ $ $ $ $ $ $ t $ $ -$ $$$t $ $ $ t $ t $ $ Sitt $ $ $ $ $ $ $ $ $ $ $ • $ ~ $ . ti $$ $f $ $ $ $ IS $$ ·$. $ $ . $ $ $ $$ ••••• $$$ $ $ $$$$ $$$$$ $$$$$ JEST=W.BOWBLE USER=W.BOWDLE ·QUEUE~LPT DEVICE=@CON4 SEQ=91 QPRI=127 LPP=64 CPL=80 COPIES=1 LIMIT=10 CREATED: 30-AUG-84 9:05:~4 ENQUEUED: ·30-AUG-84 10:06:54 PRINTING: 30-AUG-84 1.0:06:53 PATH=:UDD:W.BOWDLE:84.0790:TILT27B . tl!$1 $$$IS $ ISi$$ $$$ $111$ $I$$ J $ $ $ $ $ $ $ $ t ' $ $ $ $ $ I $ $ $ $ $$ $ $$$$ t * $ $ $ $ * t $ $ $ $ $ $ $ $ t Sf$$$ $$I$$ $ SSltS $ $$$$ . . +44444444444444444444444444444444444444444444444444444444444444444444444444444~+ ---NGMAK?MEULHESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04,61 .PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO ffHHHHHHHHHHHHHHHHffHffHHHHHHHHHHH,HHHHHHHHHHHHHHHfHHHHHHHffffHHHHffMHHHHHHHff CARLSBAD s·oOOO HHHHHHHHHHHHHHHHHHHHHHHHHHH~HHHHHHHHHHHHHHHHHHHHHHHHHHHH****HHHHHHHHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED ·1s FOR REVIEW, APPROVAL, INTtRPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH =====INPUT===== -···-······-··············-···· .. ··-. ····-·········· ··---········--··-··-············-·····-············ --------···· SOLID WALL PANEL WITH UNIFORM LOAD -HEIGHT FLOOR TO fHlOF, FEET 25.00 ROOF ItEAD LOAD, :1:/FT 1500. HIND L.O·AD F'SF 15. --AXIAL DEAD LOf':iD Fr-WM ABOVE, LB/FT 1.0200. HEIGHT PANEL MINIMUM .PARAPET THICI\NESS REBAR FEET INCHES SIZE 3.00 8.75 :£:5 ROOF LIVE ROOF LOAD LOAD, t/FT ECCENTRICITY, INCHES 1.420. 9,00 SEISMIC FACTOR WALL . 30 AXIAL LIVE LOAD FROM ABOtJE, LB/FT 'J. SEISMIC FP,CTOR PAFh".\PET .80 MtiXIMUM EFFECTI'JE DEPTH INCHES REBAR SIZE B· .. 7 CONCRETE WEIGHT, F'CF 145 . 6.25 STt-iNDt-iF(D HE:r GHT CONCRETE ~lTRENGTH, 3.00 , .. ,....., 1\,:) .L STEEL YIELD STRESS, 40. t,•r,.•r t"\,.:) .L STEEL MODULUS OF ELr"-18 •. 1 KS I 2900•:). *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS 1 .00(1,4D+l.7L+ .Ox1.1E> i-h!\LL THICKNESS 8.8 INCHES, ~== OUTPUT FOR WALL=== REINFORCEMENT 15@ 15. INCHES O.C. CODE MINIMUM AREA OF,REINFORCEMENT .16 SQ IN/FT ~ERT. . .26 SQ IN/FT HORIZ. -TRIAL SECTION RATIOS ~!TEEL Af"~Et-1 SC~ IN/FT. HEIGHT/THICKNESS .25 LOADING (PER FOOT OF WALL) wm~1-o:No rWOF D~1~D i{/FT t.~JOO - "T'l")r',E''I I • f\ -l. ____ .... ?ul ROOF !{/FT 4.51.4 'PHI::: .7661 ;:woF Lr 1JE K/FT l.420 Pu2 WALL TO MID-HT, l{/FT 16. :::,74 34.29 WALL DEAD TO MI D-·HT, K/FT 1. • iS ;3 :7 Pu:::Pu1+Pu2 K/FT 21.0BB DESIGN-MOMENT STRENGTH· (WALL CAPACITY) KSF SEISMIC OR ~!IND, K/FT .ooo Nf1 1 ._94 .116 K 1 ll, I NGHE::; 2.37 MN, :tN KIPS 204.45 CHECK STRAIN LIMIT frir(AIN KD, INCHES 3122~ ,00096 2.566 -GREATER THAN H' n , THEREF0r(E O. K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 0003556 RADit-iNS DEFLECTION 3.33 INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) L1~TERAL Mu .00 ROOF M1_1 20.31. 'F' DELTA Mu 42 .. S7 Mu IS LESS THAN PHI MN. THEREFORE O.K. SECOND PASS OMITTING ROOF LIVE LOAD TOTAL Mu <S2, 99 === OUTPUT FOR ,WALL==~ ~J,~LL THICKNE~>S 13.B INCHES, REINFORCEMENT 15@ 1.5. INCHES O.C. CODE MINIMUM AREA OF RE1NFORCEMENT .16 SQ IN/FT VERT. ,26 SQ IN/FT .HORIZ, TRIAL SECTION RATIOS F'HI MN, IN i-::IPS l.56. 63 STEEL 1~RE1~ SG IN/FT p:::A·s/sl-1 I-IE I GI-IT /TH I Cl-:;NESS .0024 LOADING <PER FOOT OF WALL) HORKING ROOF DE,!:iD K/FT 1..500 Ff:iCTORED ---~Zi~; K/FT 2.1.00 F'HI ::: .7814 ROOF LIVE !-:;/FT .000 Pu2 WALL TO MID-HT, K/FT 1.6.574 34.29 WALL DE~"'iII TO MID-HT, K/FT 1.639 1,/FT 1.B. <,74 DESIGN MOMENT STRENGTH (WALL CAPACITY> U-iTERAL KSF • 0:52 SEISMIC OR WIND, 1-:;/FT .ooo or:-• O·-• Nf', .. 105 K 1 ll, lNGHES 2.28 MN, IN KIPS 185.66 CHECK STRAIN LIMIT Ee:, KSI 3122. STRAIN .00096 K.o, INCHES ..... ~, , "·. -.}0•::) • GREATER TH~'\N ~< 1 .o ,. THEREFORE O. K. DEFLECTION AT DESIGN MOMENT STRENGTH HfTERNAL 1~NGLE THETA .0003474 RADIANS DEFLECTION 3. 2<S :r NCH ES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS> -------------------------------------------------------131TER1~L Mu . 00 ROOF Mu 9.45 Mu IS LESS THAN PHI MN. P DELTA Mu 33,B3 THEREFORE O.K. TOTAL. Mu 1+:5.2!3 F'HI MN, IN KIPS 145.08 HffHHHHHHffHHHHHHffHHffffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ULTIMATE MOMENT , ~•00 K··fT ::::::::::::PARAPET==== REQ'D A·::- , 00 SQ IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. ==== HORIZONTAL REACTIONS===~ -----------------------------------------------------------------------. - LOWER, LB/FT 3i11L UPPER, LB/FT 650. UNFACTORED . ........,,_. -2$ -t· ;)5~3 5 5 55 ~355 5-5 ~3 5 5 5 5~3 5 5 ~3 5~3 ~5 5 5 5 5 5 5 5 5 555 5 5 ~5 ~) 5~3 ~3 5 5 5 5 5 ~) 5 5 5 5 5 5 5 5-5 5 ~) 55 5 5 5 5 5 5 5 ~) ~3 55 ~) 5·5 5 5 5 {• - ·$ $ ·$$·$$ ·$·:U ·$ ·$ -:1q;·$·$ $ ·$$:!;-$$ t-$-. f:. l:, $-$. $ •. *· $-*· t~ *· ·$ $ ·$ $ $ ·$ $ $ $ $ $ ·$ t• *· *· ~:-$-~:-$-l $-$-$-$, *· $, $-$-$.$-~:- $ $ $· $ ~ $ $ $ $ $ $ $ $ $ $ t!I:-$,!I:, $-~:-$--*· *· *· $-$, *· ~:-t:. 1:• * ' *· ·$ ·$ ·$$ ·$·$·$·$ "$·$ $ $ ·$ $·$$$ $·$ $$·$ $ $ :li":lil fJEST:::W. BOWDLE USER:::W, F.!OirHILE QUEUE:::LPT DE 1JICE=1})C(lN·~ SEQ=92 QPRI=127 LPP=64 CPL=80 COPIES=l LIMIT=10 1:-*· *· *· ~:- $ * •. $. t- $ *· CREATED·: ENQUEUED: PRINTING: 30-AUG-84 9:06:52 30-AUG-84 10:06:54 30-AUG-84 10:07:33 PATH=:UDD:W.BOWDLE:84.0790:TILT27B1 *· *· *· *· *· *· *·*·*·*·$-*·*·*· '$-~:-~:-$-$ $.$-$-$- $ $ $ ·$ $ ·$ $ $-$-$-$, t :-$ ·t $ $ $$ $ ·$·$·$$ $-$-. *· *· $-*· ·$ $ $ $ $ $ $ *· $-~:-*· *· *· *· *· *· *· *· *· $-$-$-*· $-$-:!:-$- t• $ ·$$ *· *· $ . '$ *· *· $ '•$ *· ~:-*· *· $- +555555555555555555555555555555555555555555555555555555555555555555555555555355+ -NOWAK-MEULMESTER & ASSOCIATES AOS REV 04 . .60 AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO _HHHHHHHHHHHHffHH1ffffHHHHHffffffffffffffHHHHHHHHHHHHHHHHHHH***~H***********HHHH~H · CARL.SB~1D S 6000 H-lf -jf -Ir"' H-lf-lf-lf H-lf -lf -lf-lr -lr H * ff-lf-lf-lf -lt -lf-lt -lr -lt-lt -lt-lf-lf H-lf-lf-lf -lf-lf-lf-lf -lt H -lf-lf-lf-lf -lf-lf-lt * -!f-lf-lf-lf-if-lfjHf-lf-lf-lf H-lf -!t-lt-lf ff-lf-lf-lf-lf-lf-lt ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. -ltHHHHHHHHHHffffff-ltffHHHHHHH-lfHHHHHHHHHHHHHHHHHHHHHHffffffffffHH-!tffffHffHffffffffHHHHHHHH =====INPUT===== -. ----· __ .. ------............ -.. -.... -... -----.. --.. -...... ---------·_ ----.. ------.. -.. -------.. ------.. ---.... --- -SOLID WALL PANEL WITH UNIFORM LOAD HEIGHT -FLOOR TO Rf.lOF, FEET 25.00 ROOF DE1'.\D LOAD, :1:/FT 1500. HEIGHT PARAPET FEET 3.00 PANEL MINIMUM THICKNESS REB1~R 'INCHES SIZE 8. 75 :i:!:.i ROOF LIVE ROOF LOAD LOAD, •tFT ECCENTRICITY, INCHES 1420. 11. 00 Mi-,XH1UM REBAR SIZE ,u: 7 EFFECTI!JE DEPTH INCHES 6.25 WIND LOAD PSF SEISMIC Ff-iCTOR Wi-"-ILL SEISMIC FACTOR PARAPET CONCRETE WEIGHT, PCF 1. 5. A'IAL DE1~D LOAD FROM "ABOVE", LB/FT 1.0200, CONCRETE STRENGTH, KSI 3.00 .30 AXIAL LIVE LO,!\D FROM ABOVE, CB/FT o. STEEL YIELD STRESS, KSI 40. .80 STEEL MODULUS OF ELAS., KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT HAY BE EXCEEDED, ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1.7x1.1E) !rh"H.l THICKNESS 8.8 INCHES, ==~ OUTPUT FOR WALL=~= REINFORCEMENT 15@ ·1,5. INCHES O.C. CODE MINIMUM AREA OF REiNFORCEMENT .1.6 SQ IN/FT VERT. .26 SQ IN/FT HORIZ. TRIAL SECTION RATIOS ::!TEEL Ar~EA SQ IN/FT .25 HEIGHT/THICKNESS .0024 LOADING <PER FOOT OF WALL.)· _ ........ -....... -.......... -...... --......... · ........ _ ..... . WORKING f<ClQF DE,~n K/FT 1 • 500 -~-~~~~~~- ?ul ROOF 1,/FT . 'J • 57~5 PHI.::: .81.11 ROOF L:tl.JE K/FT 1. 420. F'u2 WALL TO MID-HT.• K/FT 1.2.431. WALL I1EAD TO MI D·-I-IT, K/FT 1.639 F'iJ==Pu 1 +Pu2 K/FT 14. 001:. DESIGN MOMENT STRENGTH <WALL CAPACilY) A'·=>, St1 IN .68 NP 1 · .084 CHECK STRA~N LIMIT Et:, KSI STRAIN K 1 .u, INCHES 2.09 Kll, INCHES 3122. .00096 2.566 }-GRE1:":\TER THAN ~<' .u, THEREFORE O. i,. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 000331. 7 RADU~NS PEFLECTION 3. 11 :rNCHES LATERAL KSF .032 :3EISMIC cm WIND, K/FT .044 MN, IN KIPS 150.97 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) ----------------------------------~--------------------ROOF Mu P DELTA M•J 41 .71 7.09 24.23 73. c,2 Mu IS LESS THAN PHI MN. THEREFORE O.K. PHI MN, IN KIPS 122.45 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH~HHHHHHHHHHHHHHHHHHHHH SECOND PASS OMITTING ROOF LIVE LOAD === OUTPUT FOR WALL==~ ··---------------------------------------------------------·-------------WALL. THICKNESS B.B INCHES, REINFORCEMENT #5 i}L 15. INCHES O.C. CODE MINIMUM:AREA OF REINFORCEMENT .16 SQ IN/FT VERT. .26 SQ IN/FT HORIZ, TRIAL SECTION RATIOS STEEL "ARE1~ ~m :tN/FT p:::A-;;;./sH HEIGHT/THICKNESS . 25 _ .0024 LOADING <PER FOOT OF WALL> WORKING ROOF :OEAil K/FT .. 1.. 500 Fi~CTORED -··;;.;~~ "K/FT 1..575 PHI ::: .8111 ROOF LI 1JE K/FT .000 Pu2 WALL TO MID-HT, K/FT 12.431 w~'liLL Dfa'fCI TO MID-HT, !~/FT Pu.::F'u1+Pu2 K/FT 14.006 D~SlGN MOMENT STRENGTH <WALL CAPACITY) . . -------------------------------------- LATERAL .032 SEISMIC Of< WIND, K/FT A~·;;, SQ IN NP 1 .68 . :oa4 -t-<1 n, INCHES 2.09 · MN, IN KIPS 150.97 CHECK STRAIN LIMIT Ee, Ksi STRAIN KD, INEHES 3122. .00096 2.566 }. GREATER THAN K 1 n, THEREFORE O. K. DcFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA .0003317 RADIANS DEFI..ECT"ION 3.1:1. INCHES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL CIN KIPS) LATERAL Mu ROOF Mu P DELTA Mu 41 .7:1. 7.09 24.23 Mu IS LESS THAN PHI MN. THEREFORE O.K. TOTAL Mu 73.02 PHI MN, IN KIPS ffHHHHHHHHHHHffHHHHHHHHHHHHHffffffffHHHffHHffHHHHHHHHMHMHHHHHHHHHHHHHHHHHffHHHHH. ULTIMATE MOMENT . 534 K-FT ====PARAPET==== REQ ., D A·:.=: . • 03 8{2 IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. -==== HORIZONTAL REACTIONS===~ ----------------------------------------------------------------------- LO!,,lER, LB/FT 396. . . UPPER, LB/FT iS50. lJNF ~,cTOREII ~666666666666666666666666666666666666666666666666666666666666666666666666666666+ -- '$ ·$ :!;-$$$ ·$,U $ ·$ $ ~i $$ ·$ ·$l·,U$ t, $-·1:-$-1:-. $-$-. $-$-$-~=-$- $. $ $ $· $ $ $ $ $ $ $ $ $-$-~=-1:-$-$-$-¾:-$-~:-~=· ~:-t:-*· $ . M:-$-$- $ $ $ ·$ $· $ $ $ $ $ $ $ $ $ t-$-H~ 1:-$-$-$-$-$-:f:,$. $-$-*· $-$-$- ·$ $ $$ -~;" $ $ $ $"$ $ $ ·$ $$$$ $$$·~;$ ·$$$$$ DEST=W.BOWDLE USER=W,BOWDLE QUEUE:LPT DEVlCE=@CON4 SEQ=93 QPRI~127 LPP=64 CPL=SO COPIES=1 LIMIT=10 $-~:-*· *· ~:- $ $-. $ *· $ 1:- CREATED:-30-AUG-84 9:04:26 ENQUEUED: 30-AUG-84 10:06:56 PRINTING: 30-AUG-84 10:oa:17 PATH=:UDD:W.BOWDLE:84.0790:TILT27C $-~:-*· ~:-*· $-*· ~:-*· *· *· $-$-~:-$-~=·*·*·*· ·$ ·$ ·$ '$ ·$ $ *· $-'*· *· * $ $ $ '$ $ $ *· ·$-*· $-i:. .. $ $ ·$ $ $ ~:-~~ ~=-~:-$, *· *· 1:-*· ~:-~:-*· ~=-~:-~:-$-*· $-$-$- $ $ 1: $ *· ·$ $ $-$-$ +666666666666666666666666666666666666666666666666666666666666666666666666666666+ -NOWAK-MEULME3TER & ASSOCIATES AOS REV 01-t. 60 AOS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO if -lf -lr ·H -lf -It -lf -lr -it -If -If -If -It -It -If -It -lt -lf -lt -lt -lf -lt -lf H -!Hf -It -If -It -lf * -It -lt H -It -If -It -lt -It -It -It -lt_-lt -It -If -It H -lt -If -If -If -If -If -It -If -If -It -It -It -lt -It -lt -lt -lt -It -lt -lt -if -It -it -1~ CARL.SBP1D S 6000 HHHHHHHHHifHMHHHHH-lt-ltHHHHH-ltH~HH-ltHHH-ltHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMHHHH ANALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD~ .ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION AND AP~LICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHMHHHHHHHHMHHHHMHHHHHHH-ltH-ltff-ltHMMHHHHHHMHH-lt-ltHHHHHHMHMHHHHHMHHHHHHHHHHH =====INPUT===== ·-------.· . -----------____ · __ -------. ----------------------------------.. · .. -------------------.... --.... --.. --........ -...... -. WALL PANEL WITH OPENING AND UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 25.00 PANEL J...HDTH FEET 17.67 t:•Pt: ( ... ,, 15. AXI1~L DEAD LOAD FROM ABOVE, LB/FT o. HEIGHT PANEL MINIMUM PARAPET THICl<~ESS REBAR FEET INCHES Sii:t:: 3. 00 8.75 :11:5 OPENING· OPENING WIDTH HEIGHT FEET FEET 13.67 16.67 ROOF LIVE ROOF LOAD LOAD, *IFT ECCENTRICITY, INCHES 240. 1;,.00 SEISMIC FACTOR w~~LL .30 AXIAL LIVE LOAD FROM ABOVE, LB/FT o. SEISMIC FACTOR PAF<Af-'ET . 80 H~,x I MUM REB1~R SIZE EFFECTIIJE DEPTH INCHES :!l: 7 CONCRETE WEIGHT, PCF 1 l.i5 • ::l"f ANDAF<D v-lEIGHT CONCRETE ::liRENIHH, KSI 3.00 STEEL. YIELD STRESS, KSI ,~o. .STEEL MODULUS OF EL{~S. I KSI 29000. HHH CAUTION. THE DESIGN USES GRADE 40 ANn IF BRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN *** LIMIT HAY BE EXCEEDED. ULTIMATE .LOAD ¢ACTORS 1..00(1.4It+1.7l.+ ,Oxl.,1E) ----------------------------------------------------------------------- ~== OUTPUT FOR WALL=== --------------~----------------------·----------------------· ----------\.!ALL THICKNESS 8.8 INCHES, REINFORCEMENT .5@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT .16 SQ IN/FT VERT. .26 SQ IN/FT H0RIZ. TRIAL SECTION RATIOS ~lTEEL Af.!E I~ SQ IN/FT · · p:::As/aH HElGHT/THICKNESS '")C" . .-:.,) .0024 LOADING <PER FOOT OF WALL) tolORKIN8 a;-~~1~D K/FT · ~WDF' LIVE K/FT 1..060 v~AU. DEf~f.t TO MID-HT, K/FT LATERAL !{SF , iSB 11 fACTORED Put -ROOF . K/FT Pu2 WALL TO Pu=Pu1+Pu2 MID-HT, K/FT K/FT 4,907 7.674 PHI-= .85:1.3 DESIGN MOMENT STRENGTH <MALL CAPACITY) A's, SQ IN NP' 47 .059 cl~cK STR~':\IN LIMIT K 1 .u , I NCH ES 1.80 Ee., KSI STRAIN Kn, INCHES 3122. .00096 2-566 Kn GREATER THAN K1 D, THEREFORE O,K, DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 0003103 Ri-"~D:tANS DEFLECTION 2. ~~ 1 INCHES ,O!SB SEISMIC Of< WIND, K/FT .000 MN., IN i~IPS 106. '75 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL -M1J • 00 ROOF MiJ 12.45 Mu IS LESS THAN PHI MN. P DEL Ti~ M1J 15.19 THEREFORE O.K. TOTAL Mu 27. ,;4 PHI MN, IN KIPS 91..04 ffHHHHMHHHHHffffHHffffffffHHHffHffffHffffff~ffffffffffffffffffHffHHHHffHffffffffffffHffffHHffHHffHffffffffffffff SECOND PASS OMITTING ROOF LIVE LOAD === OUTPUT FOR WALL==~ ------... ------.... -........ ------------.... __ .. ___ -... --. ----------...... -------............ ~--... -----.... --__ ,._ .... -~-· ... ---.. .. Wt-,l.L. THICl'(NESS B,B INCHES, REINFORCEMENT 15@ 15. INCHES O.C. CODE MI~IMUM AREA OF REINFORCEMENT '1 , s ,!.(:-:3U HUFT HORI:Z. 1 ' TRIAL SECTION RATIOS -----------------~--p:::As/1:~H HEIGHT /THICl'(NESS .,,::- • ,:. ..... I_ .0024 LOADING <PER.FOOT OF.WALL) • ")F DEAD T • iSB9 Pul. ROOF -i<IFT · PHI ::: • 8627 ROOF LIVE· K/FT .000 F'u2 WALL.TO MID·-HT, K/FT 4. !i'07 w~"-lL.L DE1~'0 ·To MID-HT, !'(/FT 3. ~0~5 PtJ=Pu 1. +Pu2- K/FT 5.1372 DESIGN MOMENT STRENGTH (WALL CAPACITY> LATER~~L KSF .0613 SEISMIC OF~ Y-lIND, K/FT .-000 A, ·:1;, sn IN • 1!}2 .032 x'n, INCHES 1. 71 MN, IN KIPS 94.98 4t-cK STRAIN LIMIT Ee, KSI STRAIN KD, INCHES 312:t. . 00096 2. 566 KD GREATER THAN K'n, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA ,0003041. RADIANS DEFLECTION 2.85 INCHES I APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL <IN KIPS) LATERAL Mu ROOF Mu P DELTA Mu .oo 4.34 9.74 Mu IS-LESS THAN PHI MN. THEREFORE O.K. . . TOT1~L Mu 1A. 0 1? PHI MN, IN KIPS 81. 9,:~ ************************~********************************************** ULTIMATE MOMENT .000. K-FT =====PARAPET===== REQ'D A·:::- • 00 St~ IN/FT PARAPET REINFORCING IS LESS THA~-WALL REINFORCING, O.K. --------------------------------------------------~-------------------- ====HORIZONTAL-REACTIONS +777777777777777777777777777777777777777777777777777777777777777777777777777777+ - $ $ $$·$$ $$$ ·$ $ $$·$$ $ ,H,U'l'- t:-*· · t:, r :-:I:-$-$, $ •. $-t:-$ $- $ $ $ $ $ $ $ $ $ ;J; $ $ $-$ •. t ~ $-$-$-$-$. ·i ~: ,. $-$-f:. $-$. t-t-t t- $ $ $ $ $ -$ $ $ $· $ $ $ $ $ 'j:,$. $,$ .. $-$-$-$-*· $ . $,$, *·*· *· *· ~: •' $ ' '$ ·$ -~; $ ·$·$·$$ ·$$$ ·$ ·$ $·$ ~i ;J; ·$·$$$·$ $·$,j;-$$ 'DEE!T .:.:W. BtlvHIU: USER::W I BOl,-IDLE tWEUE=LPT DE'J I CE=B1COM•i 8EQ:::9L~ t· *· ~: ~:-~:- $ $, $ *· $ *· QF'f'n:::127 LF'f':::64· CPL.:::_80 COF'IES:::l CREATED: 30-AUG-84 9:03:48 ENQUEUED: 30-AUG-84 10:06:56 PRINTING: 30-AUG-84 10:09:00 L.IMIT:::1,J PATH::::uno:W.BOWDLE:84.0790:TILT27C1 *·*·*-~:-$-*· $,$-$-$-$-*·*·*· $-~: $ ~:-*· $-$ $ $, $ $ $ ·$ $ $ $ ·$ ·$:J; $-$, $-1:-$-*· $-*· $ $" ·$ ·$.$ $ ·$ ·$ $-t:· .. $-*· $-$-*· $ ·$ '$ $ ·$ $ $ ·$ $-$-U,-$. "$-$-$-$-~:-$-$, *· *· ~:-*· 1:-~:-~:-$-*· ~:-$-~:-$- +777777777777777777777777777777777777777777777777777777777777777777777777777777+ ·e ~-.-;_ . -: . NOWAK-MEULMESTER & ASSOCIATES AOS RE~J OL>. 60 AOS XLPT REV 04,61 ; PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO HffHHffHHHHHHHHHijHffffffHHHHHHHHHHffffHffffffffHffHHHHff~HHHHHHHHHHHHHHH¥HHffffffHHHffHH _ HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHDHHHHffHHHHHHHffffffffffff#ffffffffffffffffffffffffffffffffffffffffff ANALYSIS OF TILT UP CONCRETE WALLS BY T~E ULTIMATE STRENGTH METHOD. ALL. INFORMATION PRESENTED IS FOR REIJIElr~ .• APPRO'h':\L, INTERPRETATION t':\-ND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. HHHHMHH~HHHHHHffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffHHMffffffHHH =====INPUT===== -·---------------------------. -------. --------------------------------. -. --------------------------------------------- WALL PANEL WITH OPENING AND UNIFORM LOAD HEIGHT FLOOR TO ROOF, FEET 25.00 PANEL 1,,HDTH FEET· 17.67 F-'SF 1,,,. ;;:J. -AXU1L DEAD LOi-°'ID FFWM AB0 1JE, LB/FT o. HEIGHT PANEL MINIMUM P1~RAPET THICl,NESS REB1;R FEET-INCHES SIZE 3.00 0 -.i::-..,.,./ •• J. :V:5 OPENING OPENING - WIDTH ~IEIGI-IT FEET FEET 13.67 1b.l:i7 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 240. 11.00 SEISMIC F1~CTOR WALL .30 AXIAL LIVE LOAD FROM ABOVE, LB/FT o. SEISMIC FACTOR PARAPET ·• 80 MAXIMUM F~EBAR SIZE EFFEC"fIVE DEPTH INCHES CONCRETE WEIGHT, PCF 145. 6.25 :3H:iNDt-irU1 WEIGHT CONCRETE STF~ENGTH, KSI 3.00 STEEL YIELD STRESS, KSI 40. STE.EL MODULUS OF ELM). , KSI 29000. HHH CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, THE STRAIN HHH LIMIT HAY BE EXCEEDED. ULTIMATE LOAD FACTORS .75(1.4D+ .OL+1.7x1.1E) -----------------------------------------------------.------------------ ~== OUTPUT FOR WALL=== ------------------------------------------------------------------------~lALL THICKNESS O r1 _u,O INCHES, REINFORCEMENT t5@ 9. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT - _ .16 SQ IN/FT VERT. .26 SQ IN/FT HORIZ~ 1RIAL SECTION RATIOS· :::TEEL AREt':i SQ IN/FT p==t1-:,/aH HEIGHT/THICKNESS • 41. . • 0031i' LOADING <PER FOOT OF WALL) WOF~KIN.G •;;-~~AD K/FT F1~CTORE[L Put ROOF· K/FT -.... "1,.. • l ~"+ PHI::: .-8720 RClOF L:UJE K/FT 1. OiSO Pu2 HALL TO MID-HT, K/FT 3. irno lrh~U. DEAD TO MI D·-HT, 1,/FT · 3.50~3 Pu==Pu 1 +F'tJ2 1\/F'r 4.404 · DESIGN MOMENT STRENGTH (WALL CAPACIJY) -----------------------------------·--A's, SQ IN NP' 54 • 067 · ''E"("K. ,...TR "'ri.1 ' ·n.1··T I~ 1 ~ ., .:, r1 • I "I i.. •• r .L . ::nRAIN K1 D, INCHES 1.9:l. KD, INCHES 3122. .00096 2.566 KD GREATER THAN K1 D, THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA • 000317:.i F<ADIANS DEFLECTION 2. 118 INCHES Lt~TERAL KSF· .06B SEISMIC DR WIND, K/FT . 01;·5 Mr-i., IN KIPS 121. 19 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) LATERAL Mu B1i'. 20 ROOF M1J 3. 2<} Mu IS LESS tHAN PHI MN. P DEL TA ML• 7. ,)3 THEREFORE Cl.I\. TOTAL. Mu -1+*-IHHt PHI MN, IN KIP3 :1.05. 68 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffffHHHHMHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH SECOND PASS OMITTING RQOF LIVE LOAD: . . ----------------------------------------------------------------------- ?== OUTPUT FOR WALL==~ ....... -....... ---.................. -....... --...... _ .. _ ------· .... -........... ---... -. --------....... --........................ -----....... -------------------. WALL THICKNESS IL B INCHES, REINFORCEMENT i5@ 9. INCHES O,C. CODE MINIMUM AREA OF REINFORCEMENT . 1~ SQ IN/FT VERT. ,26 SQ IN/FT HORIZ . TRIAL SECTION RATIOS STEEL P1RE1~ ::Hl IN/FT p:::A·s./BH .0039 HEIGHT/THICKNESS • ,:. 1 34.29 LOADING (PER FOOT OF WALL) Fi~CTORED Pu1 ROOF K/FT ,724 F'HI::: .8720 rHlOF LIIJE· K/FT .000 WALL DE~~n TO MID·-HT, K/FT 3.505 Pu2 WALL TO Pu=Pu1+Pu2 MID-HT, K/FT K/FT 3.680 . 4,404 DESIGN MOMENT STRENGTH <WALL CAPACITY) LATERAL 1-<SF .06B SEISMIC Or< WIND, K/FT· '01i'5 NP 1 .067 K1 D, INCHES 1.91 MN, IN KIPS 121. 19 Ee, KS:r STRAIN KD, INCHES :3122. .Ob096 2.566 ~rn GREATER THt-tN H' 11 , THEREFORE O. K. · ·DEFLECTION AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA . 0003175 RADI~~NS DEFLECTION 2. 1rB I NC HES APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL. (IN KIPS) ROOF Mu F' DEL T1~ Mu 89.20 3.26 7.63 Mu IS LESS THAN PHI MN. THEREFORE O.K • . ::::::::::::PARAPET:::::::::::: TOT,~L Mi_1 U·lHHHr PHI MN, IN KIPS 105.68 ··---·------------------------------------------------------------------- UL TIM1~TE MOMENT .53t• K-FT REQ, D A'::- , 03 St~ IN/FT PARAPET REINFORCING IS LESS THAN WALL REINFORCING, O.K. . -. ----------------------~------------------------------------------------ ·----HClfUZONT_A_L REACTIONS -.. ··-·-· -_~...;;-.. - - $ $ $$$$ $$$ * * :Ii.$** ~; $$,1:$$ :t,. $-. ~,. t:-t-$ ~: j; :t: ~: $-t, $ $ $ $ $ $. $ $ $ $ $ :Ii t-*·· * $-$-$-$ $ * t :• * t: ~:-t: . t: . ~:-$-$-t.- $ $ $ $ $ $ $ $ $~ $ i\ :r, $ $ t,$. t~t:-$-~:-$--$. $ ~: t:-:1:-t:-:t:-*· l *· $. $ $ $$ $$$$ $$$ * $ $$$$ $$:U$ :U$$$ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=95 QPRI~127 LPP~64 CPL=80 COPIES~l LIMIT~9 :t:-*· *· *· *· $ *· _$ t- $ t- CREATED: 30-AUG-84 11:03:56 ENQUEUED: 30-AUG-84 11:05:26 PRINTING: 30-AUG-84 11:05:27 PATH=:UDD:W.BOWDLE:84.0790:TILT27D1 $-MI$-$-·$. *· ~:-*· $-*· $-!'*· $-~:-*· *· *· *·*·~:-l $ $· $. $ $ $ $ *· *· t, *· ~:-$- $ $ $ -iii$ $ $ *· *· *· *· * *· $ $ $ $ $ $ *·*·*·*·~~ *· ~:-*· *· ~:-*· $-$-t,$-$-~=-:t:-~1.a1.a1. t.- $ $$ *· *· i:- $ $ * •. *· $ $ *·*·:!:·*·*· +888888888888888888888888888888888888888888888888888888888888888888888888888888+ ·-NOWAK-MEULMESTER & ASSOCIATES AOS REV 04. ,:.:-0 ADS XLPT REV 04.61 PROGRAM NO. 120, TILT UP CONCRETE WALL, REV-403D.AO -Jr -Ir -i~ * -lf ·if -lf -ir -lr -lf -it -i+ -i+ -i+ -lf -it -!Hr -1, -it -it -i+ -it -lf -lf -it -If -It -1, -1+ -1+ -1+ 1f11f -1+ -it -1, u -it -1+ -lf -1r **-it -i+ -lf -it -1+ -lt * -lf -lf -lf -lf -lf -lf -lf -lf -If -it -it -it -it -it -1+ -lf H -it -it -i+ -lf -If -lf-if -If -lf-lf-lt-lf H -lf -lf-!Uf -lf-lf -lt-lf-lf -lf-lrn-lf-lf -lf -lf -lf -!Hf H -lf-!Hf-lf -If -If -If -lf-lf -If -lf-lf * -lf * -lf-lt-lf -lf-lf -lt-lf -lf-lf-lt -lf-lf-lf-lf -lf -11-1~ -lf-1~ -lf ¥ -l• -!~ -l~ -l• -l• _ ~NALYSIS OF TILT UP CONCRETE WALLS BY THE ULTIMATE STRENGTH METHOD. All INFORMATION PRESENTED IS FOR REVIEW, .APPROVAL, INTERPRETATION AND APPLICATION BY A REGISTERED PROFESSIONAL ENGINEER ONLY. ff*H-ltHH*HHHHH-lf-lf-!tHHHHHHffH-ltHHffHHHHHMH-lfHHH-lt~HHHHH-lfHHHHHH-lfH-lf-lfMHHH-lfHHHHMHHH-lfH . :::::::::::::::: INPUT :::::::::::::::: • . ....... ······· -·· ...... _· ..................................... -···· ··-······ -................. -····-----··-............... . SOLID WALL PANEL WITH UNIFORM LOAD· HEIGHT .FLOOR TO ROOF, FEET 12. 5{) ROOF DE~HI L01~D, :ff:/FT 550. WIND LOAD PSF 15. -AXIAL DEAD L0,1D FROM ABOVE, LB/FT 3370. HEIGHT PANEL MINIMUM Pr~RAF'ET THICKNESS REBAR FEET :INCHES SIZE .0() , .,,,:-0, ,:..,;J :§:4 ROOF LIVE ROOF LOAD LOAD, I/FT ECCENTRICITY, INCHES 1SOO. 7.50 SEI$MIC Ff~1CTOR WALL • 30 AXIi~L L.ItiE LOAD FROM AB01JE, LB/FT B40. SEISMIC .FACTOR MAXIMUM EFFECTPJE DEPTH INCHES REEll~R SIZE :§: 7 CONCRETE WEIGHT, PCF 145. 2.75 CONCRETE ~lTRENGiH, KSI 3.00 STEEL YIELD STRESS, K:3:t 40. STEEL MODULUS OF El.AS., KSI 29000. *** CAUTION. THE DESIGN USES GRADE 40 AND IF GRADE 60 IS SUBSTITUTED *** WITHOUT REDUCING THE PERCENTAGE OF REINFORCEMENT, "THE STRAIN HHH LIMIT MAY BE EXCEEDED. ULTIMATE LOAD FACTORS ,75(1.4D+ .OL+1.1x1.1E) ~:: OUTPUT FOR WALL~== --------------------------.-· ------------------------------------------i-MLL THICKNESS · ,!, • 3 I NCI-IES, F<E :r NFiJf"<CE:MENT 14@ 15 •. INCHES O.C. CODE MINIMUM AREA OF REINFORCEMENT -.11 SQ IN/FT VERT. .19 SQ IN/FT HORIZ:. TRIAL SECTION RATIOS STEEL ARE1~ '.::,O, IN/FT HEIGHT/THICKNESS ' j_ 6 .002l. :24.00 LOADING <PER FOOT OF WALL) WC)Rl·,ING K/FT , I 550 -:.~~~~~ Pul ROOF K/FT . ~577 PHI:::: .8590 ROOF LIVE l</FT. .600 Pu2 WALL TO MID-HT, K/FT 4.034 .. WALL DEAD TO MID-HT., K/FT . 472 Pu=Pul+P1.12 K/FT 4.612 DESIGN MOMENT STRENGTH GWALL CAPACITY) -------------------------------------- A'·:), SQ-IN .29 .083 CHECK STRAIN LIMIT E"c, KS:C i-<1 111. INCHES· .91 K.U' INCHES 1. 1.29 THEREFORE O.K. DEFLECTION AT DESIGN MOMENT STRENGTH ' . ------------------------------------INTERNAL ANGLE THETA ,0007514 RADl~"\NS DEFLECTION 1. 7b lNCHE~l UHERAL KSF .023 . SEISMIC OF< WIND, 1\/FT ,032 MN, :IN KIPS 28.78 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL_ (IN KIPS> ------------------------------------------------------L1~1TERAL Mu ROOF M1_1 7.45 2.17 Mu IS LESS THAN PHI MN. P DEL.TA M1_1 4.5-7 THEREFORE 0.1<. TOTAL M,., 14.1B PHI Mt-u IN. K'.rPS 24.72 HHHHHHHHHHHHMHHHHHHMHHMHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHHHHHHHHHH~HHHH SECOND PASS OMITTING ROOF LIVE LOAD ::::::::: OUTPUT FOR WALL==~ . . ··---------·------------------------------------------------------------WALL THICKNESS iS.:3 INCHES, REINFORCEMENT 14@ 15. INCHES O.C. CODE MINIMUM AREA OF REINFORC~MENT • 1.1 3Q IN/Fi 1JERi. , 1.1i' SU IN/FT HOrUZ. TRIAL SECTION RATIOS .. ..:-:: -_. ,.:_:~ ---~ STEEL 1~RE1~ p:::A·::-/BH . 0021 . "HEIGHT/THICKNESS 24.0·) LOADING CPER FOOT OF WALL) --------------------------i-lOl-;:!GNG · ROOF DEAD l</FT I 5~30 F1~CTORED --.ROOF K/FT .~77 PHI _::: . 8590 ROOF LIVE 'MALL DEAD TO K/FT MID-HT, K/FT ,.000 · • 472 Pu2 WALL TO Pu=Pu1+Pu2 MID-HT, K/FT K/FT 4,034 4.612 DESIGN MOMENT STRENGTH ·{WALL CAPACITY) t~' s, S{l· :r N .• 29 · NP 1 .083 CHECK STRAIN LIMIT 1-<1 11, INCHES .91 ~c, KSI STRAIN KD, INCHES 3:1.22. .00096 1.129 ~ G~~~A:ER THAN H 1 D, THEREFORE O, !<, ~Lt~TiON AT DESIGN MOMENT STRENGTH INTERNAL ANGLE THETA ,0007514 RADIAN$ DEFLECTION 1.. 76 INCHES -LATERAL KSF SEISMIC OR WIND, K/FT .032 MN, IN KIPS 28.78 APPLIED FACTORED MOMENT AT MID-HEIGHT OF WALL (IN KIPS) . Lt~TERAL Mu ROOF MtJ P DELTA Mu 7.45 · 2.17 4,57 Mu 18 LESS THAN PHI MN. THEREFORE O.K. TOTAL M1_1 14,1B PHI MN, IN KIPS 24.72 ffHHHHHHHHHHHHHHHHHHHHffHHHHHHHffHHHHHHHHHHHHHffHffHHHHHHHHHHHHHHHHHHHHHHHHH llfl NO PARAPET illt ==== HORIZONTAL REACTIONS===~ -----------------------------------------------------------------------. . LO!,.lER, LB/FT 1 ·12. UPPER, LE:/FT 142. UNFi~CTOREit *** CODE MINIMUM FOR CONNECTIONS IS 200 LB/FT*** -~99999999999999999999999999999999999999999999999999999999999999999999999999999+ $ * **** *** $ * l:1:1$ * $l:l'=t:t 1! t• t-t: ~: t, t, . t, 1: 1: t t $ l $ l $ $ t $ $ $ t t: f, t: t· t,Ht: t t: 1: t t t.· :t:-t: H:H: $ $ $ $ t $ t $ $ $ ·$ $ $ l r. $ $$, .f:.f: f:. '$ t . t-tt $$ ~: t: t-t $ $ $$ $$$$ $$$-$ $ $ $$$· $·$$$$ ~i$$U:. r1E~lT =:W. ItClfJlJi_E tJ~jEf\:.:W. :au1~r1LE lWEiJE:.:LPT I1E!J I t:E.:.:iJ1\:0~J4 SEQ.::103 QF'R:i>:127 LF'F'-=b4 CF'L-=80 COPIES.::1 L.H1IT,::9 CREATr.:r,: 21-AUG~:.a4 1. 3: 1 6: 30 -ENQUEUED: 21-AUG·-·8,:} 13:13:0,:. f'R:t~tT:CNi3: 21·-~"\UG-{31+ 13:1.a:03 PATH-=:UDD:W.BOWDLE:84.0790:CONCOL18 ~'*·*· t.-~,-~;. -*· $, $$-l:, $-$-t-*· t, 1,.t, $. $ $ $ $ $$ $ $ * $ $ $ $$ $ $ :f. $ $,. t• *· $-t-t.-$ •. t, t-"$-t *· $ $ $ $ $t $ * :Ii $ $ $$$ t, t-$ t, *· f.. t, *" t-f; t-* •. $ $ $ $ $ $ $ $ $ $ $ $ $ $ *·*·*· *·*·~=-$-*· f:.:(:, $. $.f.,:(:. *· ~:-tf:-t, *·*·t-t,$-t:-U., +999999999999999999999999999999999999999999999999999999999999999999999999999999+ -MOWAK-HEULMESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04.61 - 8/21/84 -13:16:3~ *** SYSTEMS PROFESSIONAL PROGRAM NO. 11,0 REV-404H.AO HHH CONCRETE COLUMN -STRENGTH DESIGN METHOD, 1977 ACI HHHHHD~HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHH*HHHHHHH CARLSBAD RESEA~CH CENTER BLDG-, 601. B i'!'i HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHMHHHHHHHHHHHHHHHHH A INFORMATION PRESENTED IS FOR REVIEW,-AF'PROVAL, INTERPRETATION ffl APPLICATION BY A REGISTERED ENGINEER ************************************************************************ IWJESTIGt'HION OF TIED COLUMN INPUT VALUES B ]N . .24. 0 T IN 5.5 F1 C FY KSI 2.0 KS:£ 40 • PHIC PHIB ASMIN ASMAX t<t'°-lTIO RATIO . 00 .oo .000 .000 MIN ROW 1+2 MAX ROW 1+2 CLRMN F"C IN KSI .oo .oo MIN EC KSI o. R NO. BAR cov NO. BAR cov NO. Bt~R cov NO. ROW 3+4 MAX BAR COV NO. SIZE IN Bl%R MCIItE BAR 31:ZE IN BAR SIZE IN BAR SIZE IN BAR • 6 5 1.13 ·o 0 .oo 0 0 .oo 0 0 .oo 0 NO. OF ItAR AREA OF STEEL COVER BARS S!ZE STEEL (SQ-· IN) F'ERCl;N T t,GE (IN) 6 5 1,B6 1 ~ 41. 1.13 SYMMETRICAL REINFORCEMENT PATTERN BARS COVER ROW 1. 3 NO. 5 1,130 NO. 3 NO. 5 1. 130 ROW 3 0 NO. 5 1.130 INTERACTION INFORMATION ROi4 4 0 NO. 5 1. 1.30 OF LOADING LMODE LINES O=NOT REQUESTED, OTHERWISE REQUESTED X AXIS(IOX) Y AXIS(IOY) 3 · 1 . 1. 0 VALUES ASSUMED BY PROGRAM ---------------------------B T F'C FY F'HIC PHIB ASMIN ASMAX CLMRN F"C EC IN IN KSI KSI SO-IN Stl·· IN IN Kt•·· •.I .L KSI ES o. EU IN/IN .ooo ROW 3+4 BAR COV SIZE IN 0 .oo ES EU KSI INJ:rn 24.0 ~ '=" ,J ... , 2.0 40. .70 .90 .oo .oo .oo 1.70 2577. 29000 . . 003 MIN ROW R NO; BAR cov NO. B1~R MCJIIE BAR SlZE IN BAR SIZE 1 6 5 1.13 ·3 5 LOAD DATA 1+2 MAX ROW CO!J NO. BAR IN BAR-·SIZE 1.13 3· 5 1.+2 MIN CO'J NO. IN BAR 1. 13 0 Frnw 3+4 ~h,x BAR _cov NO. SIZE·IN BAR 5 : 1. 13 0 ROW 3+4 BAR CO'J SI:ZE IN 5 1.13 NOiE: ~,LL LOADS ARE ASSUMED TO BE FACTORED LOADS. INPUT NO. OF LOAD AXU1L LOAD MOMENT X MOMENT '( LOADS Ct'-!SE CKIPS) (KIP-FT) (KIP··FT) 1 :I. 46.-50 7. 20 -.oo LOAD APPLIED FORCES IrESIGN C1!iPt'%C I TY CASE AP AMX AMY DP DMX DMY DF'/,~P -KIPS KIP-FT K"'" ..... ...."'""" KIPS KIP··FT KIP-FT .LT -r.1 1 i}7. 7. o. a~ 13. o. 1.831 . I.I. - 8/21/84 -13:16:47 *** SYSTEMS PROFESSIONAL PROGRAM NO. 11-,0 REV-404H.AO *** CONCRETE COLUMN._ STRENGTH DESIGN METHOD, 1977 ACI HHHHHHHHHHHHffffffHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHffHHHffHHHHHHHHffHHH CARLSBAD RESEARCH CENTER BLDG. 60113 B· HHHHHffHHHHHHHHffffHHHHHHHHHHHHHHHHHHHHHHHHHHH#M####*#####ffM##HHHHHHHHHffHffff ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION ~1 APPLICATION BY t'\ REGISTERED ENGINEER : .********************************************************************* ·INVESTIGATION OF TIED COLUMN INPUT -VALUES B 48.0 T F1 C FY IN KSI KS! 5.5 2.0 40. PHIC PHIB ASMIN ASMAX RATIO.RATIO .00 .oo · .000 .000 °CLRMN F"C IN KSI .oo .oo EC KSI o. R NO. BAR MODE BAR SIZE 1 ,:) 4 • 0. OF ~RS BAR SIZE . 4 MIN COV NO. IN BAR 1.13 0 ROW BAR SIZE 0 1+2 MAX ROW 1+2 COV NO. BAR COV IN BAR SIZE IN • 00 0 0 • 0() MIN NO. BAR 0 AREA OF STEEL COVER (IN) 1. 13 STEEL (SQ-IN) PERCENTAGE 1.20 .46 SYMMETRICAL REINFORCEMENT PATTERN ROW :5+4 MAX BAR GOV NO. SIZE IN BAR 0 .oo 0 ROW 1 ROW 2 3 NO. 4 1. 130 ROW 3 0 NO. 'i 1 .. 130 ROW 4 BARS -3 NO. 4 COVER 1.130 NO. OF LOl,DING LMODE LINES 3 1 INiERACTION INFORMATION O=NOT REQUESTED, OTHER~ISE REQUESTED X AXIS(IOX) Y AXIS<IOY) 1 0 VALUES ASSUMED BY PROGRAM ---------------------------B T F'C FY F'HIC PHIB ASMIN ASMAX CLMRN F"C EC IN IN KSI KSI s11-:rn Stl-IN IN ···~·r i\.:> •• KSI ES o. EU lN/IN .ooo ROW 3+4 BAR COV SIZE IN . 0 .oo ES EU K~;:r IN/:CN 48.0 5.5 2.0 40. .70 .90 . oo .oo .oo 1.70 2577 • 29000. .003 MIN ROW 1+2 MAX ROW 1+2 MIN ROW 3+4 MAX ROW :5+4 R NO. BAR cov NO. BAR cov NO. BAR GOV NO. BAR GOV NO. BAR cov MODE BAR SIZE IN BAR SIZE IN BAR SIZE IN :EfAR SIZE IN BAR SlZE IN 1 6 4-1.13 3 Lt 1 ."t 3 3 14 1.13 .0 14 1.13 0 4 1.13 LOAD DATA ... .-..... -------------------.. ----------... --- --NOTE: ALL LOADS ARE ASSUMED TO BE FACTORED LOADS. :INPUT NO. OF LOAD AXIAL LOAD MOMENT X MOMENT y LOADS CASE <KIPS) .. (KIP-·Fi) (KIF'--FT) 1 1 37.20 5.75 .00 LOAD APPLIED FORCES ItES:CGN CAPACITY CASE AP AMX AMY [IF' DMX DMY DP/AP KIPS· KIP-FT KIP--FT KIPS KIP-FT KIP-FT 1' yr. f/. o. 138. 21. o. 3. 70l+ -.$'1. 41<-1-z.. .,:, k ... ' ...;-.'J - +333333333333333333333333333333333333333333333333333333333333333333333333333333+ $ f:. $ t, $ $ $ $$$$ $$$ l $ $$$$-$ $$$$$ t, *· ·*· $, $-*-*· $-*· $' . $, t :- $ $ $ $ $ $ $ $ $ $' $ $ t-*· f ~ $-$-$-~:-$-*· *· *· 1:-$ . *· $ .. l~:-$-$. $ $ $ $ $ $ -$ $ $ $ $· $ $ $ t,$. ~;. t., *·*· $-*· *' *·· $,$. *·*· *· *· *· .t,. ·$ ·$ $$ ·$·$$$ ·$$$ $ ·$ ·$$$$ $$$$$ $$$·$$ DEST~W.BOWDLE USER~W.BOWDLE QUEUE=LPT DEVICE=@CON4 · SEQ=9 QPRI=127 LPP=64 CPL=BO BOPIES:1 LIMIT=6 CREATED: 23-AUG-84 11:51:48 ENQUEUED: 23-AUG-84 11:55:46 PRINTING: 23-AUG-84 11:56:26 PATH=:UDD:W.BOWDLE:84.0790:CONCOL25A $$-$. $,$,$-$, *· *·*·* $-$-$. $, $-~:-$ *·* $ $-$- $ $ $ ·$$ $ $ $ $ ·$ $ $ $ $ $-* . *· *· $-* . *· *· l:• *· *·*·*·~} *· $ $ $ ·:U $ $ $ $ $$ i $ $ $ $ ~- $ * •. *· *· $-$, *· *·. $, *· t:-$$-$-$-$- $ $ $ $ $ $ $ $ $ $ $ $ $ ·$ i 't:-U:-$.$,!I:, *· $-*·*·~:-*-*·*· $, ~=· ~=· t;. $-i~*·*·*·*· *·*·*' $, *· +333333333333333333333333333333333333333333333333333333333333333333333333333333+ - "' -~-----..... ·,. --. -- NOMAK-HEULMESTER & ASSOCIATES AOS REV 0.4.60 AOS XLPT REV 04.61 8/23/84 -·11:51:52 *** SYSTEMS PROFESSIONAL PROGRAM NO; 11.0 REV-404H.AO HHH CONCRETE COLUMN -STRENGTH DESIGN 1"lE-'fHOD., 1977 .z,cr H·H * * -!Ht -If * -If -If -If H -If -If -It * -It -If -If H * -If -It -If H H -If H -It -If -Jf -It H -IF* -It -If -Jf n n -1, -If -1+ if -It -It -!Ht H -If -If -1+ -lf -If -It -It -If H if if -If -If -It -Jt -If -Jf -If n -1+ -I+ -If -If CARLSBAD. RESEARCH CENTER IiLDG. #602~":i- ffHU-lt-ltff-ltHHUHHHHHU-ltffff-ltHUHUHHHHUffHHUUHHHHHHHHHHHHHUHHH~HHHHH-ltHHH-ltffHH-ltHHHHUH A. INFORMATION PRESENTED IS FOR REVIEl.J, APPROVAL., "rNTERF'RETATION ffl APPLICATION BY A REGISTERED ENGINEER ************************************************************************ IN'JEST:tGl-\TION OF TIED COLUMN INPUT VALUES .............. --------------------------·--- B T F' C F'{ EC :rn - 48.0 IN KS! KSI 5.5 2.0 40. PHIC PHIB ASKIN ASMAX RATIO RATIO .oo .oo .000 .000 CL.RMN IN .oo F"C KSI .oo o. MIN ROW 1+2 MAX ROW 1+2 MIN ROW R MODE • NO. BAR .!) BAR SIZE 4 cov NO. IN BAR 1..13 0 B1~R cov NO. BAR SIZE IN BAR SlZE 0 .oo 0 0 NO. OF BAR BARS -SIZE AREA OF STEEL STEEL (SQ-IN) PERCENTAGE ;S 4 1..20 .46 SYMMETRICAL REINFORCEMENT PATTERN ROW 1 BARS . 3 NO. 4 COVER 1,130 ROW 2 3 NO. 4 1. 130 ROW 3 0 NO. 4 1. 130 cov NO. BAR IN BAR SIZE .oo 0 0 C01.JER <IN) 1. 13 ROW 4 0 NO. L} 1. 130 NO. INTERACTION _INFORMATION 3+4 CO'J IN .oo OF LOADING. LMODE LINES O=NOT REQUESTED, OTHERWISE REQUESTED X AXIS(IOX) Y AXIS(IOY) 3 1 1 0 VALUES ASSUMED BY PROGRAM ---------------------------B T F'C FY F'HIC F'HIB ASMIN ASMAX CLMRN F"C EC IN IN KSI KS! St~-IN Sl~·-IN IN KSI KSI ~h'\X NO. Il~':iR 0 ES 1..··-c• ., 1,~1 .l o. ROW BAR SIZE 0 ES 1:(-C'"" -..1.L EU IN/IN .000 3+4 CO\.J IN .oo EU IN/:CN 48.0 5.5 2.0 40. .70 .90 .00 .00 .00 1.70 2577. 29000 . . 003 MIN ROW 1.+2 MAX ROW 1+2 MIN ROW 3+4 MA:~ ROW 3+4 R NO. BAR COV .NO. BAR cov No.· BAR cov NO. B1~R cov NO. BAR cov MODE BAR SIZE IN BAR SIZE IN BAR SIZE IN BAR SIZE IN BAR SIZE IN 1 6 4 1.13 3 4 .1. 13 3 4 1.13 0 4 1.13 0 4 1.13 LOAD DATA --------------------------- ~ . .:;--. ._.; ,..;·: .... _ --.-- NOTE: ALL LOADS ARE ASSUMED TO BE FACTORED ~OADS. INPUT NO. OF -LOAD AXIi~L LOAD MOMENT X MOMENT '( LO~':iDS CA~1E <KIPS) <KIP-FT) (K:CP··FT) 1 1 ~ 85. 00 · 14.40 .oo LOAD APPLIED FORCES DESIGN CAP1::iCI TY CASE AP ,~MX· AMY DF' DMX DMY DF'fl:W' -i-:'.IPS KIF':...FT KIP-FT K ·• i::,~ KIP-FT K:i:P·=-FT .LI .:) 1 85. 14. o. 122. 21. o. 1.435 - ·J]J333JJ3333333333333333333333333333333333333333333333333333333333333333333333+ -- f-,$-:1":- $ $ t- $ t, ·$ $ t *·*· * . .$ $$$$ :li,H $ $ ;f$$$ $ ~i$$H. 1' t: .. ·t t t $ l 1: t t t t $ $ $ $ $ $ $ $ :Ii $ $ 1: 1' t: ~= :t: ~:-:!: * ~= ~= T. -I• 1: 1:-t-t $-1:$ $-:J:, $ $ $ $ $ $ $" $ ·$ -$ $ $ $ $- l$-$l $$ *· $ $ $ •. :t:-$-$-~: $ $-$-$ $ $ $$ $$$$ $$$ $ ·$ $$$$ $$$$$ $,U$$ .,)k"::'~rr .:.:W' }JCl Y~iJL E \J:~1Ert=-~w. :Et OW l)j_ E {~lJ:::tJE-.:.: l .. r:· T r1E\J I t:E::; ij}C(IN 4 $-$-$- * $ $. *· ·$ $ *· $- $ $ $-$-~:- SEQ~90 QPRI~127 LPP~64 CPL=BO COPIES~1 LIMIT~6 CREATED: 30-AUG-84 ENQUEUED: 30-AUG-84 · PRINTlNG: 30-AUG-84 1/ : ::it3 : 00 9: :j8: 42 !j' : ~j 13: '4l:3 PATH=:UDD:W.BOWDLE:84.0790:CONCOL2.0UT $-$- $$ $ *· $-1: $ ·$$ *· $- $ $ $, *· $-~:-:!":- $ $ $- $ $- $ $ $-~:-l:- $-~:-$- $ $ *· *· $ $ *· $- $ ·$ $-~:-l *- $ $- $ *· $ *· ~:-*· ~:-$- $-$-$- $ *· 1:, $$ $: $ *· ~:-~:-l ~:- ·$$ t-~:- t-$-:1:- $ $ $. $- $ $ *· *· $ $ 1:-$-$- -*· $, $ $ *· t- $ $_ t-*· $ $ $-~,-~:- l$-$$-:1:· $ $- $ $, $ t- ·+333333333333333333333333333333333333333333333333333333333333333333333333333333+ - h _ ... _ .-........... -• NOWAK-MEULMESlER & ASSOCIATES· AOS RE!J Olt. 60 AOS XLPT REV 04.61 8/30/84 -9:58~ %· *** SYS!EHS PROFESS!ONAL PROGRAM NO; 11.0 REV-404H.AO HHH CONCRETE COLUMN -STRENGTH DESIGN METHOD, ·1977 ACI HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHDHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH CARLSBAD RESEARCH CENTER HHHHHHHffHHHHHHHHHHHHHHH~HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH ALL INFORMATION PRESENTED IS FOR REVIEW, APPROVAL, INTERPRETATION • ,~PPLICATION BY A REIHSTERED ENGINEER · ********************************************************************~ II-PJESTIGATHlN OF TIED COL.LIMN INPUT VALUES B T F'C FY IN IN ···~·" l\-:> .L KSI EC Kc-·• ·=> .L 48.0 5.5 3.0 40 • PHIC PHIB ASMIN ASMAX Rt-iTIO RATIO . oo .00 .000 .ooo CLR_MN F"C IN KSI .oo .oo o. MIN ROW 1. +2 MAX ROW 1+2 MIN ROW R NO. BAf~ cov NO. BAF~ cov NO. B,~R COt.J NO. B1~R -MODE I!AR SIZE IN BAR SIZE IN BAR ~):r;!E IN BAR ,: .. •r,..., I'" .:>.i.i..C" .. ,-:, ... 0 , _,._} 1 .• 1.3 10 4 1.13 10 ,:} 1 . 13 0 0 ~-OF BAR AREA OF STEEL COVER BARS SIZE STEEL (SQ-IN) PERCENTAGE (IN) 20 .4 ROi.4 -l. }JARS 10 NO. 4 COVER 1.130 - NO. 4. 00- RO~! 2 10 NO. 4 1. 1.30 1.52 0 NO. 4 1. 130 1. 13 0 NO. 4 1, 130 INTERACTION INFORMATION 3+4 GOV IN .oo OF LOADING LMCJI!E LINES O=NOT REQUESTED, OTHERWISE REQUESTED X AXISCIOX) Y AXIS(IOY) 3 1 1 0. 1H-1LUES i:'-tSSUMED BY PROGRAM ---------------------------s,{ ..,. F'C FY PHIC F'HIII ASMIN ASMi!'%X CLMRN F"C EC l IN IN KSI KSI SQ-IN SQ-IN IN KSI KSI MAX NO. Jh".\F~ 0 ES o. EU IN/IN .000 ROW 3+•t BAf'~ COV SIZE IN · 0 .00 ES EU I •. ,.,,. \o.i. IN/IN 48.0 5.5 3.0 "lO. .70 • 110 -. 00 .00 • o"o 2.55 3151$. 29000, .003 MIN ROW R NO. BAR cov NO. Bt'-\R MODE BAR E)J:ZE IN BAR ~)IZE 2 20 4 1.. 13 1.0 4 1+2 MAX RO!<! cov NO. I!~~R IN BAR SIZE 1. 1.3 10 ft 1+2 C01J IN 1.. 13 MIN NiJ. BAR 0 ROW 3+4 MAX RO!<! 3.+A BAR COV NO. BAR COV SIZE IN BAR SIZE· tN 4 1..13 O 4: 1..1~5 ~--NOTE: ALL LOADS ARE ASSUMED TO BE FACTORED LOADS. NO. OF LO~":iDS 1 LOAD CASE 1 - INPUT 1..01'.:\D 1'.:\XI,~1L LOAD MOMENT X MOMENT y· t:A~iE OCCPS) (KIP--FT) (KIP~FT) 1 93.50 29.50 .00 APPLIED FORCES DESIGN CAF'i-":iCITY 1'.:\F' AMX 'AMY DP DMX DMY DF'/AF' K"rr,r'-,Lr ,:, KIP-FT K:rf:•-i-7 T KIPS KIP--FT KIP--FT 9,·,L 30. o. 97. 30. 0. 1. 0~~4 .-:·:. ·~: .... -": --- ,~S5555555555555555555555555555555555555555555555555555555555555555555555555555t - $ $ $:Ii :Ii$ $$$ $ $ $$$$. $ $$.:Ht 1: $. ·:j:. t: t t:-t $ :t: $, :j:. $- $ $ $ .$ $ ·$ $ * * t $ $ t-· :I' *· ~: $-~: $-$ *· t .. 1: t-:t: t $ ~:-:f:,:j:. :-+ $ $ $· $ $ $ $ $ $ $ .$ :t; $ $ t *· t-~:-. *·~!-f: .r:: $-*· !,$, .f:$-$. *· t :J:. $ $ $$ $$$$' $:Ii$ $ ·$ $$$$ ·:!;$$$$ $$$$$ -::tr::~;T::.:W. BClrWLE : USER::.:W. BOWDLE i:WEUE=-=LPT DEIJICE==@CON.tt SEQ=41 QPRI~127 LPP=64 CPL=BO COPIES=1 ~IMIT~6 $ t * $ $ . CREATED: 27-AUG-B4 1.5: 05: 12 ENQUEUED: 27-AUG-84 15:28:42 PRINTING: 27-AUG-84 15:28:43 PATH=:UDD:W.BOWDLE:84.0790:GB27.6 f.,$, $, :f:. *·*·*·t• *·*·*-*' *· *· *· *· :t:-:t~ $- $ $ $" $ $ $ * $ $ $, $ $$:Ii$ $$ $ $$ $$. $$-$ . * l ·$ $ $ $ $ $ $ $ $$ $ $ $$-$$ *·** * $$$$$-$ $$ $-$-$ .+555555555555555555555555555555555555555555555555555555555555555555555555553555+ . ~. .. -. . .· -._: :I;._,.-_/ ... :-~:--.._-. --~ - HOWAK-HEULMESTER & ASSOCIATES AOS RE'J 04.60 AOS XLPT REV 04.61 FORCE Pl~ 131.000 KIPS <DOWNWARD) APPLIED MOMENT AT Pi= ,000000 FT-KIPS BASE SHEAR AT Pl~ 63.7000 . KIPS FORCE P2 = 57.4000 KIPS (UPLIFT). APPLIED MOMENT AT P2 ~ ,000000 FT-KIPS BASE SHEAR AT P2 = 63.7000 KIPS · .'".sri~NCE BETWEEN P1 & ~-2 .:: 23. 0000 FEET LENGTH-OF GRADE BEAM -43.0000 FEET GRADE· BEAM WIDTH -78.0000 GRADE BEAM DEPTH -36.0000 INCHES INCHES FACTOR OF SAFETY AGAIN~T OVERTURNING= C.P. OUTSIDE MIDDLE 1/3 ECCENT~ICITY (E> = 12.7840 FEET X ~ 26.1481 FEET - .000000 MAXIMUM SOIL PRESSURE~ 2,34610 KSF ALLOWABLE SOIL PRESSURE~ 2,67000 KSF --DISTANCE FROM TOE Sl·IEAR <KIPS) MOMENT (FT-KIPS) . <FEET) ,9!3 1.95 2.93 3.91 4.89 5. 8l> 6.B4 7.82 -1. 1 .. 77 5.79 22.98 22.82 33.63 50.52 43.72 88.36 53.26 135.79 62.24 192.28 70.67 257.27 78.53 330.22 ~ B~I t,34 41.0. 58 '[ 9,77-·-~--~·-·H------~~~---·------=.,:;..::;.~~t !-! ~~~----~9"::'-2 __ • <:>-::-' 0-:-----...... ~._,_;,-.1.?,7. 82_ 10.75 -32.21 302.03 11.73 -26.37 273.36 12.70 -21.49 24J.92 13.68 -16.96 231.18 14.66 -12.99 1~.64 -9.58 16~61 -6.73 17.59 -4.43 18.57 -2.69 19.55 -1.31 20.52 21:. 50 22.413 23'i, ,tt:.5 ,,24. 43 25.41 26:311 -.BB -.81 -1..30 -2.35 -3.95 -6.11 -B,BO 21.iL 51i'. 205.60 11i'7.,S7 192.27 1BB.B3 186.83 1!35.70 18L>,92 1133. 1i'3 1.82. 20 179 I 17 17l>. 30 1.tS7. 05 Mo 1.4 (4U.e)(1?..) _ ~(~6:l!. z .'i('l-)(iall3o~- .e .r .. 064 ( z./to)~ .. ooz 27.36 -·11. ci6 1.57. 05 28.34 -1.t+.52 144, 2,S 29,32 -17.38 128.67 ~$0 I 30 .... 20. 2-1\ 110.28 31. 27 -23.10 89.11 32.25 -25. 11.S 65. U+ 33.23 28.59--·139. -69 3·4, 20 25.73 ·-11.3.15 35.18 22.87 -·89. 40 3,S, 11S 20.01 -tSl3. 45 37.14 17. 1.5 -50.29 38,11 14.29 -34.93 39.09 11. •f3 -22. 3.:) -40,07 8. ~j8 -12,;;!3 41. 1J5 5.72 -5.59 42.02 2. (3,$ --1. ·+O ·~3.00 .00 -.oo - +666666666666666666666~66666666666666666666666666666666666666666666666666666666+ - $' $ $$$$ $$$ $ $ $$:Ii$ $ $ $·$ $ $ 1:-1' :-. t,. $-$ .. $, *' *· $-$-$-*· $ $· $ $ $ $ $ $ $ $ $ $ $-*· *· ·l$:$ $-$-.$-*· *· $-$ •. $, ~:-$-~=·*·*· $ $ $ $ $ $-$ $ $ $ $ $_ $ $ t:-~:-$.$, *· *· *· ·$-$, $-~:-*· $-$-*· *· *· *· ·$ ·$ $·$ ·$$·$$ ·$$$ ·$ $ ,·$$$$ $$$·$·$ ·$$$·$$ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEVICE=@CON4 SEQ=42 QPRI=127 LPP=64 CPL=BO COPIE3=1 LIMIT~6 $ $- ·$ t ·$ CREATED: 27-AUG-84 15:08:30 ENQUEUED: 27-AUG-84 15:29:42 "PRINTING: 27-AUG-84 15:29:02 PATH=:unn:W.BOWDLE:84.0790:GB27.1 1:-M:-$ 1:-$-$ *· $-$-$, *·*·* *·*· *· $ $ $ $ ·$ ·$·$ $, $-*· *· *· * ·$·$$·$ '$$ $ $ $-$-$-$-$-$ *· $ ·$ $ ·$ $ ·$$ $ $-$-$-$, $-$-$$-$, ~:-$ *· *· *· *·*· $-$-$-$ $, .+666666666666666666666666666666666666666666666666666666666666666666666666666666+ -NOWAK-MEULMESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04.61 FORCE P1 ::: 122.QOO APPLIED MOMENT AT Pi= BASE SHEAR AT P1 = l'( I PS ( DOl,JNl,IARD) . .000000 FT-KIPS 71. 8000 KIPS FORCE P2 = 1B, iS000 -KIPS (UPLIFT) APPLIED MOMENT AT P2 = .000000 FT-KIPS BASE SHEAR AT P2 = 71,8000. KIPS -3TANCE BEHIEEN Pl -~ ~-2 ::: 31. 0000 FEET LENGTH OF GRADE BEAM -48.0000 FEET GRf-'iDE BEAM WIDTH ··· · 72. 0000 INCHES GRADE BEAM DEPTH -36.0000 INCHES FACTOR OF SAFETY AGAINST OVERTURNING -- C.P. OUTSIDE MIDDLE 1/3 ECCENTRIC°ITY <E) · ::: 11 .• -2021 FEET X = 38.3936 FEET MAXIMUM SOIL PRESSURE= -2.02291 KSF -.000000 ALLOWABLE SOIL PRESSURE= 2.67000 KSF ~STANCE FROM TOE (FEET) SHEAR (KIPS) MOMENT (FT-KIPS) . . -------------------------------------------.9B {,. 0.ft 4.4B 1..96 17.88 17.72 2.94 26.37 311. 42 3.9:! 34.5.5 69.28 4,90 42.43 -107.01 t'.!v IA(Z6~.+){1z.J . ~f£6e\"l '" 9'i Ci.){ ,z.)( 31}t. z · .. 07...6 -5. 88 6.86 17. 8,:} 8,82 9.80 1.0.78 11. 7l, 12.73 13.71 14. tS 11 15. l)7 16.(l5 17.63 1.8 .. S1. 19.59 20.:=:i7 21.5;i 22.~3 23.31 -24.411 _25. 47 2cS. 45 ·50. 01 57. "°:l8 6l}. 25 -51,0B ... 4,~. 72 -38. 1S6 -32.90 -27.45 -22.30 -17,•\,S -t2.91 -B.67 -1.L74 -1. 10 ") ")") .:.. . ,:..,,.:.. 5.25 7.97 1.0.39 12.51 1-4.32 15.83 17.04 132.31 264.44 76.6B 29.78 -11.04 -46. o.~ -75 a!~O -99.94 ·-119.39 -134.24 -144.79 -·131. 33 -15:t,17 ···153.60 -_149. 91 -·143.1H -134.311 -·123. 15 -1011.~?B -93.19 --79. 07 e :r • oz, {z/60) ~ ,O<)oe .,.1.~:J..: ,001, fis:%· .. oo q (12)(31')-::. t.S"Z. -11--_JJs_c_6-_"11_6 _B«!_l$._Tf.,,....B- 27. l}3 17. 9,4 ·-61.. 9:1. 28, ft 1 .18. 54 -44.02 -29. :~9 18.83 -25.70 30.37 1l3.B3 -7.23 31.35 18.51 11.09 32.33 17,90 2!3. (,5 33-. :31. 16. 93--,-tc~. o.:) 34.2if 15.76 iS2. 12 35.27 14.24 76.84 31). 24 12.41 !3 1r. 91. 37.22 10.,28 101.05 3B.20 7.BA 101,. !J5 39.18 5.20 116. 34 -40.16 21.16 -t32.92 41.14 18.51 -63.49 42.12 15.137 -46.65 43 .10 13.22 -32.40 44.0!3 10.5B -20.74 · 1-f 5. 0,6 7.94 -11..:>7 41S.04 5.29 -5 .19 ,47. 02 2.65 -·1.30 48.00 ,00 -.01 e --- +777777777777777777777777777777777777777777777777777777777777777777777717777777+ - l ; l:, t:-~:-$-$ $,$,~:-$-$, $-~:-~:-$. $-:t:-*' *· *·*· * . $ ·$ $ $ $ $ $ $ $ $ $ 1:• $. $ ·-$-~=-1:-!:-$-*· ~:-:t:-~:- $ $ $ $$$$ $· $ * $ $ $ $ $ $ $·$-$ ~:-~;. $-*· $: $-$-* . $: $. $-$. t :-$, ·,U $$ ·$-$ $ $ $ $ ·$$ ·$$ $ $ $ ·$ $- . $, $-~:-$-$-~:-$. $-$-$' $-$, ~:-~:-~:-~=-$,$,$-$-~~ *· *· ~:-~:-$ DEST=W.BOWDLE USER=W.BOWDLE QUEUE=LPT DEVIGE=@CON4 SEQ=43 QPRI=12i LPP=64 CPL=BO COPIES=l LIMIT=6 ·$$ $$ t:- $ t• ·$ ·$$ t:-$- ·$$·$·$ CRE1:'1TED: . ENllUEUED : PRINTING: 27-AUG-84 15:10:10 27-AUG-84 15:28:44 27-AUG-84 15:29:23 PATH=:UDD:W,BOWDLE:84.0790:GB27.E1 ~i:U$ $$$ $$·$$•$ ·$$·$$$ ~~ *· $-$, $, $- ·$ $ $ $ $ $-1:-$-$-$-$-$-*-*·*· $- ·$ $ $ $ $ $ $· t:-$-$-$-$- ·,Ii$·$·$ ·$·$ $ $$ $-·$·$ ·$$$·~;$ $ $$, $ $ *· $ $- ·$ $ $·$ $ +777777777777777777777777777777777777777777777777777777777777777777777777777777+ NOWAK-MEULMESTER &'ASSOCIATES AOS REV 04. ,)0 AOS XLPT REV 04.61 rORCE Pi :: 1.51i', BOO__ !\IPS <DOi'"1Nr~ARD) APPLIED MOMENT AT Pl= .000000 FT-KIPS BASE SHEAR AT Pi~ 63.1000 KIPS FORCE P2:::: 72.3000 APPLIED MOMENT AT P2 = BASE SHEAR AT P2 = KIPS <UPLIFT) .000000 FT-KIPS 63.1()00 KIPS 23.0000 __ T,tiNCE .BETWEEN Pl & ~-2 = LENGTH OF .GRADE BEAM -43.00'00 84. 0000· FEET. GRADE BEAM WIDTH - GRADE BEAM DEPTH -42.()000 . INCHES INCHES FACTOR OF SAFETY AGAINtT OVERTURNING=-1.33702 C.P. OUTSIDE MIDDLE 1/~ ECCENTRICITY (E) = · 12,6702 FEET X ~ 26.4894 FEET MAXIMUM SOIL PRESSURE= 2.64823 KSF ALLOWABLE SOIL PRESSURE= 2.67000 KSF "STANCE FROM TOE <FEET) .98 2.93 3,1n. 4.89 3 I 13{) 6.84 7 .132 8.80 ' 10.75 11.73 12.70 13. i$B 114 • .!,,!, 15. tS4 lt,.61 17. :59 18.57 1.9.:55 2{). 52 21.50 22.48 23 . .;\5 2Lt •-l>3 .. 25,41 26.39 SHE~':iR (KIPS) :lLi.19 27,71 40.57 52,75 64.27 75.12 85.30 94.!31 :L03. 65 111.B3 -33 I .~2 -27.45 -21.115 -·17.12 -1.2.95 -9.46 -6.63 -L} • .. ~}7 -2.1JB -2.15 -2.00 -::.~. 51 -3 I 6{J -·5. 5,:> --.B. O<S -·11. 2!5 MOMENT (FT-KIPS) 6.99 27.52 60. 9L} 106.~39 163·. 83 231.99 310.43 31i'B .• 41i' Li95. 52 600.!37 373. 18 3;37 I 04 307.24 2B3.16 ~~6l}. 12 2411 I -4!3 238.58 230.7B 225 .. l}l 221.!33 219~37 217.40 215.25 212,27 207.81 201.22 191: 8~> 7k'bct~.,: l. + (Goo .. ~) (n .. ) • Cf C -z..) ( 8 4) (3 B)i.: • 0 46 -Y c.v::..,047 e_ = • 041 (z ... /,&c) , .. cOOl 6 A~..: , a:, I ' { @1} ( 3 8) ;z: $, 0 I J'I 2 f USf ,-~ 8 Ti 15 27. 3c; -1·L 8.'+ 1;,r;,01, 28.34 -·18. t:\3 162.83 ~~, I 32 ---2~2 I 02 11+3.07 30.30 ·-:l5. 161 119.80 31.27 -'.29.20 113.01. 32.25 -32.79 62.72 33. 2:'5 3~j. 92 . -175. ~H 34.20 3:;~. 32 -142.17 35.1B 213.?3 ...:112.33 36.16 25. 1 li -·86. 01 37.14 21.55 -,s;3. 1.11 38.11 17. 9-::, -43.89 39. 0 11 14.37 -28, ()IJ -40.07 10.78 -15.81 41 . 0~5 .7.1.B -7;0:'5 42.02 3.59 -·1. 77 4;3. 00 .00 -.01 - +888888888888888888888888888888888888888888888888888888888888888888888888888888+ - t-'$-; $-$-~: $ $-$-$ ~=-$-*· ~=-~:-$-$-$-$-$-$-$- $ $ "$ $ $ $ $ $ $ $ $ $ 1:-l:-*· *· *· $-~:-. $. $-$-$-$- $ $ $ $$$$ $ $ $ $ $ $ $ $ $ $·$ $ t-$-:t:, t, 1:-$-*· 11. $-$-$ ·-$-l -$- ·$$ $$ ·$"$ $ $ ·$ ·$ ·$$ ·$$ $ $ $ $ t, *· $-$-$-$:$-:!: $.$$ *· $-$-~:-$-~:-$-$-$-~:-~;. $-$$-$-$- DEST=W.BOWDLE USER=W.BOWDLE. QUEUE=LPT DEVICE=@CON4 SEQ=44 QPRI=127· LPP=6~ CPL=BO COPlES=1 LIHlT=5 _ ·$$$$ $- $ t• ·$ ·$$ t-~:- ·$·$·$·$ CREATED: 27-AUG-84 15:12:52 ENQUEUED: 27-AUG-84 15:28:44 PRINTING: 27-AUG-84 15:29:47 PATH=:UDD:W,BOWDLE:84,0790:GB27.E3 $·$$$ $$$ ·$$:Ii$·$ $~i·$$$ $-$-1:-$-$ -. $- ·$ $ ·$ $ ·$ $-$-~:-$-$-$-i,. $-~:-$-~:- ·$ ·$ $ ·$ $ $-$-*· *· l:-$-$- ·$$·$$ 1i':li'$ $ $ ·$ ~i $ ·$·$·$·$·$ ·$·$·$·$ $ $- ·$ 1:-$-$- $ *· l $·$$ +888888888888888888888888888888888888888888888888888888888888888888888888888888+ -~OWAK-MEULMESJER & ASSOCIATES AOS REV 04.tSO AOS XLPT REV 04.61 FORCE Pl~ 16.5000· KIPS (DOWNWARD) APPLIED MOMENT AT Pi= .000000 FT-KIPS EASE SHEAR AT Pi== 4.90000 KIPS FORCE P2 = 3,34000 KIPS (UPLIFT> APPLIED MOMENT AT P2 == ,000000 FT-KIPS BASE SHEAR AT P2 = 4.90000 KIPS 1IJTANCE BETWEEN Pl ,1 ~'2 == 7. 00000 LENGTH OF GRADE BEAM -12.0000 FEET FEET GRADE BEAM WIDTH -42.0000 INCHES GRADE BEAM DEPTH -30.0000 INCHE·~~ -FACTOR OF SAFETY AGAINST OVERTURNING== C.P. OUTSIDE MIDDLE 1/3 ECCEN-TRICITY (E) == 3, 24940 ,... .... '" .. ..,. r-r.:.c:. 1 X = 8.25181 FEET .. MAXIMUM SOIL PRESSURE= ALLOWABLE SOIL PRESSURE= -DISTANCE FROM TOE <FEET) .92 l 1.85 2.77 3. 6<1 , , ") -4. 0,:.. 5.54 6.46 7.3!3 8.31 !] I 23 10. 1!5 11.013 12.00 SHEAR (KIPS) 4.89 9.07 -3.99 -1. 2,S .74 2.01' 2.57 2. 40 1.51 .29 ") , ") ,:.. • '-¼,:.. 1.21 -. 00- 2,001913 2.67000 MOMENT (FT-KIPS) 2.31 B,81 2.14 t -.23 -. li2 ,<11 3.08 5.43 7.29 !3 I 1.2 -·2. 2,!. -. 5,S -.oo · . 000000 KSF KSF ~1 }fl.fir~: t·)_ I IJSt; 3~11s T~.E I ··J)000000000000000000000000000)0000000000000000000000000)0000000000000000000000+ -- $ $ $$$$ $$$ i: t ·t $ f. $ * * .$ * $ * t-* $ **** . . $' $ * * * * * $" * t.$ ** 1$ $ $ $-$ $ $ $$ •••• $$$ $ s $$$$ t t: $ $ * $ $ t $ t • * * * * $$ $$ $ $ $ $$$$ $ $' $ $ $ ~ $ * ~ 'I• * $ $$$$$ $$$$$ t $ **** t -~ $$$$$ DEST~W.BOWDLE USER~W.BOWDLE QUEUE~LPT DEVICE=@CON4 SEQ~46 QPRI=127 LPP~64-CPL=80 COPIES=l LIMI~=S $ * ~ $ * CREATED: 27-~UG-84 16:41:26 ENQUEUED: 27-AUG-84 16:43:20 PRINTING: 27-AUG-84 16:43120 PATH=:UDD:W.BOWDLE:84.0790:8827.C $$$$ $$$$ $$$ ·$ft$$ $$$ $ $ $ $ $ $ $ * $ $ $ $ 11$$ $$ $ $ $$ * $ $ $ $ * $ $ * * $$ * $ t$$$ $$1$ ***** * $$ $$$ . . +000000000000000000000000000000000000000000000000000000000000000000000000000000+ -NOWAK-MEULHESTER & ASSOCIATES AOS REV 04.60 AOS XLPT REV 04,61 FORCE Pi -~' 27. OO(h') i"< I PS ( DOl.-lNl.-l1~R:::i) A2PLIED MOMENT AT Pi~ BASE SHEAR.AT P1 ~ .000000 FT-KIPS 18.8000 .KIPS. FORCE P2 = 6~60000 K:i:PS <UPLIFT) APPLIED MOMENT AT P2·= BASE SHEAR AT P2 = .000000 lB.8000 FT-·KIPS LENGTH OF GRADE BEAM - GRADE BEAM WIDTH - GRADE BEAM DEPTH - 17.00()() 24.0000 36.0000 FEET INCHES ;30. 0000 INCHES FACTOR OF SAFETY AGAINST OVERTURNING= C.P. OUTSIDE MIDDLE 1/3 ECCENTRICITY (E) = 8.00844 FEET X = 11.9747 FEET MAXIMUM SOIL PRESSURE= . 2.63890 KSF FEET .000000 ALLOWABLE SOIL PRESSURE·= 2,67000 ~SF -DISTANCE FROM TOE <FEE~T) SHEi:liR <KIPS) MOMENT (FT-KIPS) . ' . -----------------------------s·------------r·, r • 'I:.) 1.92 :2.BB 3.84 -L 80 5.76 tS. ~'2 7.68 (:) , , ~ .... t:• ~t 9.60 t,:). ::i6 11.52 12.48 13. 1t4 14.40 15. 3() 16.32 17.28 18.24 19.20 20.16 21.12 :22. 08 23.1'.H 24.00 t!t. 22 11.82 16.82 -·5. 79 -2.02 1 .• 15 3.71 5.66 7.00 7. 7,:> 7. B1S 7.37 6. 3,S -5. 28 4.20 3.12 2.04 .96 .-• :1.2 -1. 2() ·-2. 2B 3.24 2. 1,S 1.08 .oo ~-. ·--( ·· .. · .. -,.,._~; 3.78 11. 31 18.67 2~. 2(3 30.87 35 I ft2 38.93 41.. 41 ,!12. 85 ,· . ..,. .-,e-: ,.+,) I ..,:.,.J 1i2. 62 ·tO. 9~3 -4. >:)7 ·-2. 07 -:. 52 -.oo • 1 l ·t I l. 1 :i. :L 1. 1 i :I. l ;. !. .t J. .J. l 1 1 11. .l 1 :L 11 .t:l. 1 .U .l 'I. :t l l. 1. 1. 1. I. 11 :i. l 1. 11. l l 1. !. !. L l .I. :I. ! .i. 1 1 l .I. I. i. L L .I. l l :I. 1. :I. .I. 1 J: l ·l· <· ~-,. .i. ·r ·• !, i: j; t :;: :i:, H .n $ :j; . ... ,. -l' :; :H -H:l:$ :I; t $ . t: ~::!: :l; -~ $ 4: ~:-t-~: :~ l :!: ~: $ :1, t t t: .j: .i: :!: t t :~ .J::Ht . f: ~-. :f:. :~ :1: * .1: -.t. ~;: :i: r. t t t· ,. :l:-.l: -~= :~ :j; t ,: 1: .I, :I; -~: l 1: :i: .i: ~= ~; :j; i:-:I: . !: t,,;,i;$ :j;:j:,1::1;t CREA~ED: 13-AUS-84 14:36:~6 ENQUEUED: 13-AUG-84 14:42:24 (' f~ :: r~-t T :t ~-I (3 : :l 3 .... ;-~ t J t3-B ,½ t ,{-! -i 2 : -~~ ~j 1: ~;. ~:-f · * i .!: $ **** ~: * :~ $ :J:.$ .1: t- ~::H $ :Ii. ,1, :µ ~=· $$ l: . $ ~:-f. :I:*· ~= t, n, * l; t-~:-:!:-~: t- l $ $ $ ~:-~~ 1: ~: :!: ~: t 1: ,t. $ 1: ~:-t .j- +111111111111111111111111111111111111111111111111111111111111111!11111111111111+ ·-NO~AK-MEUL~E3TER 1 ASSOC~A7E3 AOS XLPT REV 04.61 . ---~' -· . CARLSBAD RESEAR~H CEN7E~ APPLIED ~OMENT AT Pl-~ :::1 j; ::~ i:~ :3. i··I E i::-1 ~:;~ t:~ ··;· _p t == . ~PPL:ED MOMENT A7 ?~. = BASE SHEAR ~T P2 ~ GRADE BEAM DEP7H - C.P. OUTSIDE MIDDLE 1/3. ECCENTR!CITY CE) ~ 18. :f.62!5 MAXfNUM SOIL PRESSURE= ALLOWABLE SOIL PRESSURE= ,.A:,-,-~ t,.,l '" r.: r.: ·:~ n i-1 -r 'J ~7 ~ .. J I , .. ! 1 \..,• 1,,, I t , ,, I r ~. r, .. Sti E,=i r~: (i{If='S) • G-·) -:) s.) 0-:) i:~ ~=-!::· -,-1 1 ... i ... o , ... , ... , .... ,.. :· ,:. ;::, l . OtJOO{)O t:-!;'::~:--r I l,,,J, .. I 2 I{; 1 l3i).1¼ l(:~F 2. ,::1i'()\)O ... ,.,.,... t\Oi ......................... -............. -........... --........................ --........ -....................... -.... ---..... --........ -.... - ( . ., 9{) ,... . . .. i 1*7 I I ... -.J ,.., .... _ .... t) II / •,) · 1 :L • .:~o ·I ... "r r:---., ,s. ,:;, II •• J / 13. :~:5 14. !5-:) 15 •. ,\"7 :t !.) • ::·1 :3 17. 41:) 18. 37· 1.!f.3:5 20.30 :11 .. 27 •""),-:a ·-:S*:? ,;..,, .. • 1 ....... 1 .... , ''?. ... , r. ..!.• • .J.1 ~\,I 2L}. :J. 7 :25.l:3 8. 14() t i:r I ~:7 -:23, ~~2 --1 i'. o;,· -·C).1·~> .... t. 5,~ ~~. 5l} t '" f'r .\} a ·~} t ·:;.11 1.:L.~iB :l3. 5:~~ 14. 1l:2 15. /'~~ 1.:~.:I.:.) 15.89 :1.5, 1.3 13. 8!5 1.::2 ... +o l<). 95 ~i' ~ :3 {) 8. {)::j 6. \)•:) 5~ :l5 3. 7\) l}, 35 -t.,;, t:~ . !? '.:1 -<I.() i'. :,?)9 ·-11:1..-;)!j' -110. '.:.'i7 -t·J,$. 3t; -·9'.:) ~ 9:;·' -·7t,. 7.:~ .... t)2. 9:3 -·l)8. ;)"j-' ---3=;~. <S l -·:l7. :LO -2.07 l-:L.9::1 _.\ ~) I t3 ~l 5,~}. 3::: 61.4;) li i'. t.)~l 7t.:3t) I . ."::;----~ .. -~---. - ... ..... . ',}') e ,e ... ·~. !3:) ... , .. , ... ~ • ,1' ... ,\ •. - I: t. .. ... -r. 4,· f: i: t :j; :i: l: t: 1: ~i:J; :H- I: , . .j: ~-I• * t :t ~-• ,,... -t-" $ :t.$ . t 1: $$:U t :t:. * . t: J: t ~::r. :H ,i; 1:. !: i: *--* . !: :11:1: t :t ., . ;: :1: .1: . 1: l :I: ·J· ., 1: :i:- 1: -1: i: ~; r :i-. 1: i: .!: Hi :id; J:. 1: ·1: :J: ~ :I: ~: :i; I·. .. I• i• + :1: t• •!• CREATED: 13-AUG-34 14:21:24 :NQU~UED: t3-AUG-84 L4:4J:t4 PRINTING: 13-AUG-84 14:43:14 ,~-,H$ :t:· :I:- * t ·1: :i~:i: $ . t * l: :l: ~;~~:I:$ ., . .,. ... .,. ,. :I: ~i$:r.:H :t .,. 1: 1: t * :t: $ :H:l:-$l :I:-:!: $ *· ,. i! 1· ·• :!: t :t;. :j; t :i: :!, 1,. -:~ . ~: t $ t ·J: .,. ' :~ :J: ~i~:t:!i:li + ... ;, ,. .,. i ·i: ~: t ·t: ~= ·+22~2~22222~22222~22222222222222222222222222222222222222222222222~222222222~222+ NOWAK-M~ULNESTER & ASSOCIATES · :=i tl ~; r\ E v n 4 . \~ o AOS XLPT REV 04.61 CARLSBAJ RESEARCH CENTE~ -i~·i F' F' L. I r::: II :1 CJ ~1 t:: ~J ·;· ,~ ·;· F' :l. .: : BASE 3HEAR A7 ?1 ~ ~??LIED· ~JNENT A7 P2: BASE SHEAR AT P2 ~ GRADE BEAM WID7H - GRADE BE~M DEPTH - •,·· ·r ?::1 ··:: .. ,"-•• i.t ... , !-:· "!' ~:,~·-.... .f.' _., ?ACTOR QF SAFETY ~GAINST OVERTURNING - C.P. OUTSIDE MIDDLE 1/3 ECCENTRICITY CE) ~ ~< ::.: !:'t::"C '! ) ,_,) .... ~AXl~UM SOIL PRESSURE= 1~1L.L.O~~f~1f.{i...E Stl IL. F1F~ES:~3:jr.:.:E ::: I~••.• '\\j'"•"" ... , .. '')'J ••r••,-I~:}, 1·1:· J..r;::. ;· rt:Lr i tJ;.: ""1 , .... ., ~J I :::;. \j t.,. ::·' :f. :I. 0. !5,:"} u .. J0 :t :2. 4.~:. t:L-+2 l:j,:}3 l. .~ .• ::::s> 1. 7. ::2~j 18. :::t i.?. 17 :2t:) •. 1 ::~ :'22. ,:).~; 23. ·JQ 1:J..i):~ 2L ::-2:3 ··r,;i r\, \.,.z ',. • .,-;.. --t .-:}7. {)2) -·1.5. :1() .... !_") I ~?3 .... 5. 3c:C -4 .. l. ,)0 :t • 31::\ ;: ,::, t.:·· } ......... J '.S. 1 1 4, O·t ::.:I.~) 1.~j.53 ... , -~ / .. / ~:a :1 I 1.:l I OC• ?!l, 3::2 :t ::~t:) ... l:2 ~i ~.) • :::: :: ~{-7. 7!f ··i(). ~3 "r, ''l ·: , • .r l .. ,~. iJ 3·7. ::!1 73!.f • \) () .• -, .•--= '·!.!:J. ,:) / 5:3. ;'~.3 ~5~3 I :l.!3 C,1.:22 -4 .. f. (~~3 -·31. O,:) , ... t !_;,. B4 :l ·1 1' -· . .. . -~) ···:1..2,f .... ~ -,,_ I 1.JI.J ·.::!:~i::-.. ; I 1,,,1 .. , f I I I I I I I I I I I I I I I I I I I SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY August 13, 1984 The Koll Canpany 7330 Engineer Road Job No: IDg No: SO1264-10 SD4-3042 San Diego, california 92111 Attention: Mr. Ben Barron, Project Manager SUBJOCT: sons CCMPACTION REPORT/ SLAB Ai.'ID R>UNDATION ROCOlMENDATIONS Carlsbad Research Center Buildings 6011, 6016, 6018, 6022, 6025, 6027 and 6061 Lots 2 and 3, Tract 81-10 Carlsbad, california REFERENCE'S: 1. "Foundation Investigation, carlsbad Research Center, Buildings A through F and the Schumacher Building, lots Gentlemen: 2 and 3, Tract 81-10, carlsbad, California", by Sa..'1 Diego Soils Engineering, Inc., dated March 26, 1984. 2. "As-Graded Geotechnical Report, Rough Grading Canpleted, Carlsbad Research Center, Phase I, carlsbad Tract No. 81-10 11 , By San Diego Soils Engineering, Inc., dated April 21, 1982. Submitted herewith is the report of inspection and tests performed during t.,e preparation of existing ground and the placing and ccmpaction of fill in t..~e building pad areas at the subject site. Field density test locations are shown on the Plot Plan, Plate 1, and test results are tabulated on Table I, "Results of Ccmpaction Tests". The purpose of the grading and compaction was to: 1) fine grade building pads; 2) mitigate the a--pansion potential of the on-site soils by remedial grading; and 3) to provide uniform bearing conditions. . SUBSIDIARY OF IRVINE CONSULTING GROUP, INC. ~ MM"? 4891 MERCURY STREET • SAN DIEGO, CA 92111 ° (714) 268s8266O 7 c::> Z/ 0 u I I I I I I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 SOIL TYPFS Job No. SD1264-10 IDg No. D4-3042 Page Two Fill materials used at the site consisted of native soils derived from the excavation performed on-site during grading. Descriptions of typical soils used as fill are included in Table II, "Laboratory Test Results". PREVIOUS GRADING The site was previosly rough graded as wts 2 and 3 of Tract 81-10. The mass grading was observed and tested by this office. Results of our observation and testing are presented in Reference 2. PREPARATION OF THE EKISTING GROUND In areas to receive fill: Brush, vegetation, miscellaneous debris and other deleterious materials were raroved. Prior to placing fill, the exposed sul:grade soils were scarified to a depth of 6 to a-inches, brought to near optimum :rroisture conditions and compacted. FILL PLACEMENT Fill soils were placed in about 6 to a-inch lifts, brought to approximate opti.1llU111 misture content and coropacted to a minimum of 90 percent of the maximu.'TI density as detennined by AS'IM: D 1557-78 (Five-Layer Method). Remedial grading was performed to mitigate the expansion potentials of the on-site soils: The upper 24-inches of soils were placed approximately 5 percent above optimum iroisture content. The equipment used for compaction consisted of a steel-wheel roller, and other heavy earth :rroving equipment. Grading operations were started and completed to rough grade during the periods covered by this report (July 7 through August a, 1984). Density tests were made in accordance with ASTM: D 1556-64 (Sand-Cone Method). Results of the density tests are attached in Table I, "Results of Compaction Tests" and results of the maximum density and optimum misture detenninations are tabulated in Table II, 11Laboratory Test Results". Ninety percent of the laboratory maximum density was adopted as the lowest acceptable test results. I I I I I I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 TRANSITION PADS Job No. 8D1264-10 I.Dg No. 8D4-3042 Page Three Cut/fill transitions on building pads 6016, 6018, 6025, 6027 and 6061 were eli- minated during grading by overexcavating the cut portion and replacing with com- pacted fill. Overexcavation extended to 5 feet beyond the building lime and to a minimum depth of two feet below the bottom of the intended footings. Building Pads 6011 and 6022 were overexcavated to a maximum depth of 2 feet below the finished grade to perform rem:dial grading. Approximate limits of overex- cavation are depicted on our Plot Plan, Plate 1. EXANSION TESTS The results-of our expansion testing (Reference 1) indicate that the on-site soils exhibit medium to high expansion potential. I I I I I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 CONCLUSIONS AND REXX»!vml.'IDATIONS A. Cqnpaction Job No. SD1264-10 Iog No. SD4-3042 Page Four Grading and corcpaction was performed in general accordance with San Diego Soils Engineering's recarmendations, and the requirements of the City of Carlsbad. B. Foundation and Slab Reconmendations for Expansive Soils 1. General The results of our testing and inspection during fine grading indicates that the on-site soils exhibit a In9diurn to high potential for expansion. The following reconmendations are empirically derived in consideration of this expansion potential. These recarmendations are considered generally consistent with the Standards of Practice. The implementation of these reconmendations should serve to reduce the risk of distress resulting frc:m expansive soil. The potential for favorable foundation perfonnance can be further enhanced by maintaining uniform rroisture conditions. The concrete configurations and reinforcement recarmendations herein should not be considered to preclude rrore restrictive criteria by the governing agencies or by structural considerations. A Structural Engineer should evaluate configuration and reinforcement requirements for structural loadings, shrinkage and temperature stresses. 2. Foundations The reconmended type of foundation to support dead and live loads is spread footings, either square or continuous. No footings should straddle a cut/fill interface. All footings for a given building should be founded either entirely in bedrock or entirely in compacted fill. I I I I I I I I I I I ·1 I I I I I I I The Koll Canpany August 13, 1984 a. Colurms Job No. 6D1264-10 Log No. SD4-3042 Page Five Colurms may be supported on spread footings founded a minimum of 18-inches for a single-story and 24-inches for a two-story building below lowest adjacent finish subgrade. Reinforcement should be based on structural loading. b. Walls Any exterior and interior footings should be continuous and founded at least 18 and 24-inches below lowest adjacent finish subgrade for a single-story and two-story building, respectively. Reinforcement in exterior and interior footings should consist of a minimum of t'WO No. 4 reinforcing bars, placed one at the top and one at the bottom of the footing. If the structure is to be supported on isolated spread footings, a m:,isture cut-off wall should be poured around the perineter of the building to a depth of 18-inches below lowest adja- cent finish subgrade. 3. Slabs Slabs should be as designed by the Structural Engineer based on anticipated use and loading and based on a K-value (subgrade m::xlulus) of 75 psi-inch. As a guide, we are providing the following general reccmnendations based upon the expansive nature of the on-site soils. Slabs should be of 5-inch naninal thickness reinforced with 6x6x10/10 welded wire mash located at mid-height. Slabs should be provided with 4-inches of rounded gravel or clean sand followed by a 6-mil visqueen (or equivalent) m:,isture barrier. The m:,isture barrier should be sealed at all splices and overlain by at least 1-inch of clean sand. 4. Pre-Soaking of Slab Subgrade As an alternate to pre-soaking, selective grading as covered under the purview of this report was elected. We reconmend that floor subgrades I ·1 I ·1 ·1 I I I I I I I I I I ·1 ·1 I I The Koll Ccmpa.ny August 13, 1984 Job No. $D1264-10 IO] No. 8D4-3042 Page Six not be allowed to dry back. We believe that periodic sprinkling will be necessary (prior to placing visqueen) to maintain the desired m:,isture in the slab subgrade soils. If slab subgrade soils are allowed to dry back, they should be soaked to at least 5 percent above opt~umm:,isture content prior to placing visqueen. M:>isture penetration should be verified by the Soils Engineer prior to placing visqueen. 5. Underground Plumbing Plumbing below slabs should be avoided. Where such plumbing is unavoidable, it should be pressure tested during construction to minimize the possibility of leaks that result in foundation and slab wetting. Trenches should be ccmpa.cted to at least 90 percent relative compaction. 6. Exterior Flatwork Provided scms differential m:,vement can be tolerated, exterior slabs on grade (i.e., patios, walkways) may be limited to 3.5-inches in thicknei;;s ' and should be reinforced with 6x6-6/6 wire mesh. A 4-inch granular base should be provided below the slabs. Although pre-soaking is not a requirement, m:,isture content of optimum or above should be maintained prior to placement of concrete. Slabs should be appropriately jointed for crack control. 7. Allowable Bearing Pressures for Footings The reconmended allowable bearing pressure for spread footings is 2,000 pounds :per square foot provided the footings are at least 18-inches wide The allowable bearing pressure may be increased one-third for short-tenn wind or seismic loading. Where.located adjacent to utility trenches, footings should extend below a one-to-one plane projected upward from the inside bottom of the trench. I I I I I -I I I I I I I I I I I I I I The Koll Canpany August 13, 1984 8. Lateral Load Resistance Job No. SD1264-10 Iog No. SD4-3042 Page Seven Lateral loads against buildings may be resisted by friction between the bottcm of footings and the supporting soils. An allowable friction coefficient of 0.35 is reccmnended. Alternatively, an allowable lateral bearing pressure equal to an equivalent fluid pressure of 300 pounds per square foot.per foot of depth to a maximum of 1,500 pounds per square foot may be used, provided the footings are poured tight against undisturbed soils. 9. Expected Settlement Settlement under the maximum colunn loads will be less than 0.5-inch. Differential settlement between wall and colunn loads will be, on the order of ¼-inch. C. Post-Tensioned Slabs As an option to conventional foundations, post-tensioned slabs may be used. Although typically rcnre expensive, post-tensioned slabs have an excellent performance record on expansive soils. 1. Design Criteria Post-tensioned slabs should be designed by a Structural Engineer for a relatively uniform pressure over the slab area. The differential rcnvement reccmnended for design purposes is a 2 percent gradient in 10 feet horizontal. 2. Subgrade Treatment Post-tensioned slabs should be underlain by a 10-mil rcnisture barrier with 1-inch of clean sand placed between the slab and rcnisture barrier. The barrier should be sealed at all splices and care should be taken not to puncture the barrier during construction. I .I I I I I I I I I I ·1 I I I I I I I The Koll canpany August 13, 1984 3. Thickened F.dge Job No. SD1264-10 Iog No. SD4-3042 Page Eight Post-tensioned slabs should have a thickened perimeter edge extending at least 12-inches into the slab subgrade soils. D. Type Cement for Construction The results of sulfate tests indicate that Type I or II cement may be ·used for all concrete in contact with subgrade soils. E. Trench Backfill It is our opinion that utility trench and/or wall backfill consisting of the on-site material types could be best placed by mechanical compaction to a mini.mum of 90 percent of the laboratory maxi.mum density. Exterior trenches extending below a 1:1 Chorizontal:vertical) projection fran the outer edge of foundations should be mechanically compacted to a mini.mum of 90 percent of the laboratory maxi.mum density. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, we would recomnend the utilization of light-weight nechanical equipment. F. -Footing Observations All footing excgvations should be reviewed by the Soils Engineer prior to p~acing reinforcing steel and concrete G. Drainage To enhance future site performance, it is recorrm:mded that all pad drainage should be collected and directed away from proposed structures to disposal areas. For soil areas, we recomnend that a minimum of two percent gradient I I I I I I I --1 I I I I I I I I I I I The Koll Canpany August 13, 1984 Job No. 6D1264-10 u,g No. S04-3042 Page Nine be maintained. Due to the expansive nature of the on-site soils, it is important that drainage be directed away from foundations and that recc:mnended drainage patterns be established at the time of fine-grading and maintained throughout the life of the structures. Property owners should be aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improveoonts, as well as irrigation and variations in seasonal rainfall, all affect subsurface m::>isture conditions, which in turn affect structural performance within expansive soil areas. H. Subsequent Grading Operations Prior to the ccmnenceoont of additional grading operations on-site, including backfilling of trenches and retaining walls, the Soils Engineer should be notified at least~ working days in advance in order to schedule appropriate observation and testing services as needed. I. Lifting of Tilt-up Walls Extren3 care and caution should be exercised during construction at the time tilt-up walls are lifted into place. It should be recognized that heavy crane loads, the temporary knife-edge loading of slabs by walls as·they are being lifted, etc., can crack slabs. Also, impact loads during wall placement can dislodge and displace pad footings. I I I I ·I I I I I I I I I I I I I I I The Koll Ccmpany August 13, 1984 Sm-t-1ARY Job No. 5D1264-10 Log No. 5D4-3042 Page Ten As foundation plans are completed, they should be forwarded to the Soils Engineer for review for conformance with the intentions of these reconm:ndations. Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed between July 7 through August 8, 1984. The conclusions and reconm:ndations contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed. Based upon our observations and testing, it is our opinion, as aforementioned, that the work performed has been done in accordance with the job specifications as well as the requirements of the regulating agencies. It is our further opinion that the site as graded is suitable for the construction now proposed. This report should be considered subject to reveiw by the controlling authorities. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, SAN DIEX;O SOILS ENGINEERING, INC. Taras. Sikh, R.C.E 35454 Senior Engineer TSS:an Enclosures: Plot Plan, Plate 1 Tables I and II Distribution: (6) Addressee I I I I I I I I ,, I I I I I. I. I I I I TABLE. I RESULTS OF COMPACTION TESTS JOB NO.: 1264-10 NAME:The Koll Company DATEP8/13/84 MOISTURE UNIT DRY RELATIVE SOIL TEST NO. DATE ELEVATION CONTENT DENSITY COMPACTION TYPE (~) (PCF) (~) 1 07/24/84 302 23.4 95 90 3 2 07/24/84 301 22.7 97 91 3 3 07/24/84 302 23.4 97 91 3 4 07/25/84 297 24.2 100 93 3 5 07/25/84 298 23.4 97 91 3 6 07/25/84 298 19.8 97.7 91 3 7 07/25/84 300 16.4 98.1 91 3 8 07/26/84 300 17.2 104.6 94 2 9 07/26/84 301 19.5 101.9 91 2 10 07/26/84 302 20.2 102.4 92 2 11 07/26/84 303 19.8 99.8 90 2 12 07/27/84 299 20.5 103.0 90 1 13 07/27/84 303 18.1 100.5 . 90 2 14 07/27/84 303 20.3 102.8 90 1 15 07/30/84 309 28.0 90.6 81 2 16 07/30/84 299 20.2 101.0 91 2 17 07/30i84 300 22.4 100.9 90 2 18 07/31/84 300.5 20.0 100.6 90 2 19 07/31/84 309 19.5 101.6 91 2 20 08/01/84 303.5 20.0 101.1 91 2 21 08/01/84 303 21.1 100.7 90 2 22 08/01/84 303 22.1 100.0 90 2 23 08/01/84 303.5 20.0 100.3 90 2 24 08/01/84 303.5 20.9 101.9 91 2 25 08/01/84 303 20.0 100.4 91 ?. 26 08/01/84 305 19.5 101.4 91 2 27 08/01/84 306 19.1 103.7 93 2 28 08/01/84 307 19.9 101.9 91 2 29 08/02/84 309 20.2 101.2 91 3 30 08/02/84 308 20.8 102.6 92 2 SEE PLAN FOR TEST LOCATIONS *SANO-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST I ·1 I I I I I ,,. I I· I I: ·1 I I I I I I TABLE. I RESULTS OF COMPACTION TESTS JOB NO.: 1264-10 NAME:The Koll Company DATE?8/13/84 TEST NO. MOISTURE UNIT DRY RELATIVE SOIL _DATE ELEVATION CONTENT DENSITY COMPACTION (,.) (PCF) (") TYPE 31 08/02/84 308.5 .21. 4 103.3 93 2 32 08/02/84 309.5 21.5 102.5 92 2 33 08/02/84 310 20.5 101.0 91 2 34 08/02/84 · 311 22.1 103.5 93 2 35 08/03/84 311 20.2 101.3 91 2 36 08/03/84 307 20.8 101.4 91 2 37 08/03/84 308 19.8 101.6 91 2· 38 08/03/84 309 19.9 100.6 90 2 ~9 08/03/84 308 20.5 103.3 93 2 40 08/03/84 309 20.8 102.3 92 2 41 08/06/84 310 20.0 101.5 91 2 42 08/06/84 310.5 22.1 102.6 92 2 43 08/06/84 312 20.2 101.8 91 2 44 08/07/84 310 19.5 94.1 84 2 45 08/08/84 310 21.1 104.2 94 · 2 . 46 08/08/84 310 21.7 104.7 94 2 47 08/08/84 310 21.4 104.4 94 2 ,, SEE PLAN FOR TEST LOCATIONS *SANO-CONE TEST, ALL OTHERS DRIVE-CYLINDER **TEST FAILED, SEE RETEST TABLE II . LABORATORY TEST RESULTS JOB NO.: 1264-10 NAME: The Koll Company DATE:°8/13/84 SOIL CLASSIFICATION MAXIMUM OPTIMUM TYPE DENSITY MOISTURE (PCF) (CJfi) 1 Brown sandy Clay 114.0 15.0 2 Olive, green-brown sandy Clay 115.5 15.0 3 Olive, green-gray sandy Clay 107.0 18.5 . ' SAN DIEGO SOILS ENGINEERING, INC. . . -.:~ \·· . . . ,. .. ' .. ··;:.. .. -. . ' .; - . ' -. •. ·, .•.. ;_,;_ .-; ''. :, ... ,;;;· .· . ". . . .. : ;_, .. •;, . ' -_. ,'.•,. .. · ,::, : .. · .. ,.;·_ :·.: .· ·:·. ',· . . . . ,. . ... -~ ··a· . ··-., .-... .· .. --·. ' . ; ·-_-· .. ~-. ---~ .. . . ', , .. ,. ·, .. ' . '. . .-; .· ' . ' ' . . ~ •·· .. ' :~ .. ;r • . . ' . -·-. -, . . . ~. ' -' . . ' ,, ' .. ~ . · .. • , r. " -' . . ' . .-- . ' .. · . ' ·.· . ·/ . • I' r ~' . . , . . ! . I . ',, ' .. . ·" -. ·.; .. •.' . '· -·. . ~-:_ . . ' _. ., . ~ .. · . . ' ,;'; ... . -'-.~ .'. ·.··.,~··· .. ,_ . : . ·_ . ._ _; ; r . .-. ,' ·•· .,.· " ' ' . '.•, ,' . -' ·._ : ·., . ,·,; .--:-. '. ' . ' •. . : .- . ~-· .. . . . ' ., . ' ·,,. . . . . . . . ' ., . ' '. ' , . . ,_:· ' . ' . ,;. . ,. ' . -. i ·-. .· . ' -\ MATCH-.... ·. · .. ·. ... ................ /r;pw •· 'LI NE ·sLDG\··· .. 606·/ .. ···.·····F>F:•· ..... 311.0•.····•. .. ··. Y) . =(} ..• ' . ' ' . • ... • /'~-·\ ,,,,. \ ' -----. .,, __ _ I '· _ALHAMBRA FOUNDRY A·20l2 • . . CAST IRON GRATE AND FRJ\lif FOR TRAFFIC , ' ,:7. '---,-'>q~,L-'TQPCEltVAT!Drl . :, AS SHOWN ON PLANS . " ' -,4··. --'---4-:J'·~"---PRECAST EXTENSION DEPTH VARIES ' ' ' .' .. '' . .•,., '..+-_PRECAST BOX PER . QUJCKSET DB-(SIZE . , . · SHOWN pN PLANS) ~ _/_,,--+-·: ,-t_ __ INVERT-ELEVATION . K , ... ,·.·.··"'L··, AS SHOWN ON PLANS. · .·, ._DRAIN PIPE AS _CAST IN PLACE BASE • SHOWN ON PLANS SU!PE '(O DRAIN ··.· · .. DRAIN INLET · ·. NOT 10 SCALE @' A .. lf ., :··.• .. / . . . .. ' ./ 0 • · l 0 O -~ • • . -~· ... · ·· .. · . ..... . ... &/It ' .. ~--. . •-CONCRETE SWALE NOT TO SCALE . -. f -:. ' . . ' . _-C)· , -,; . , . , .. 26 35 · 7 8 BLDG. 6027 26 . FF. 304.5 .. ,,r_,IJJQA.AD .. I · · ru . I . 24 · 9 .. , . ,-I 1 I I I I I I I ,, I ;·. ~:;?'~ o' '17 • .. '. ,· -, . . . ,. . G'. ' ' -~--------·_· 0ec-r10N .··· · ·. · .· Narro~~ .. 11 13 --....,--- • . , .. : ·-. ' ' ' 'i . ·\. .. ,:,o ., o'· ' 3 . ' . ·\ ' . .. ,• .· ;, ' ' . ' . . , -. SEE·. / ..•. ~'l)· .. ·.SHEET -----------------------------1 ' ' 22 2 · 20 17 / &1...oc f:r - BLOG. F. F 14 6018 30 4.5 / // • . I 3 ·.·.·.·:·-: ••· ·..:· :. '.':·-,~-·--"7'"""'. ........... ,., ... ,,. ........ .-.• • •• 1.·. ·' --.· . ·/ / / / --/ ....... 6 I I I I I ' . ...__ / I I I I -- I I I ..... --...__ / .. ~ ·c- -<'--~--''C,' :;,., . .. _ ·c . ...__ / .. ::;,,,. . . .... < ""? I I I I I ., ' .. .. . ·,, . ' . ~· . ~· :,. A . . ' -C"' :,G"',, let~ :> ~'~ -~ . •· ';$,? ~ ·0 : -~~ 1:1!-b :; .. · n,Q 0 •·· · o'll· o '.>!0 ,.: ..._c;,111~~ . :• ~Jri'J . . ,, / ' ' ' ' . '' , -, I I • ARCHITECTS: WILLIAM C. KROMMENHOEK A. I.A. c. 4 862 · .JO.HN M. McKEOWN A._·1.A. . C 6617 • I.., .,,,, ~ --. . _,-' '. . ;'--,jfll I# ,i;i..,.,_,,1J? .·· vV.-Uf';· ··. . . . ' ' \. ' . _.,,..~-'· .. . ----~ .; Copyright" Krommenhoek I McKeown & Associates,. A.I.A. All ideas, designs, and arrangements indi- cated on. these drawings are the property of Krommenhoek/McKeown & Associates and are intended to be used in connection with this specific project only and shall not otherwise be used for any purpose Whatso- ever without the written consent of the architects. There shall .be rio changes or deviations from these drawings or the accompanying specifications without the written consent of the architects . CONSULTANTS: burkett &wong · civil & structurol engineers 3454 fourth ova. son dlego co 9'2105-5704 • _ 16191'299·5550 REVISIONS: & ., rzti. s4 -R1:;v10e b · MO' 0eG T10N • • PROJECT: PLOT PLAN THE KOLL COMPANY CARLSBAD RESEARCH CENTER, LOTS 2 & 3 CARLSBAD, CALIFORNIA . ' SAN DIEGO SOILS ENGINEERING, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY DATE: • PLATE: 2 PROJECT NQ: b:,,, • l&-4 {,, SHEET flTLE: GRADING PLAN f'+W-,E. 1'.A i SHEET NO, 0 .... .... .... '· co ~ ,,a., .... e • -~ 0 T"" T"" C\I o,· C'O ·-c ... .e ·--C'O 0 0 C) G) c C C'O Cl) ~ "'Cl ... C'O > ' G) -::, 0 IXI C'O C G) ... 0 ~ LI) T"" LI) T"" CJ) C ·-c C cu -a. ' ~ Cl) .. :::, .... (.) Cl) .... ·-.c (.) .. ct <i. • -• ct "' "' w ~ -CJ 0 "' ~ ~ z 3:. 0 w ~ (.) :e ~ w 0 X z w :e :e 0 a: ~ . ,' . ·-·:,.. . . . . -· .. ' . . ' a ' > • I ' I • . . · ... ' ' .·if ' . ·.~ ' ,;,· ·,, ' ' ·, ' ' ! ' ' ,' . ' . -'. ~ . ' :-.._ ' .. , ' ' . . l . ' .~ '·' . ' . I :;-ft . •' .. :··, "},·;;.--'·.,,·. ,,, I ,·.t :i:. ,' :. , ' .· "~ " ,. ' ' . ' ' ,_ ·- ' -· __ :>"-' .. ,, . ' ' . . i - _, ' ': _··_: .. ' . ' '-~ . ' ,· i:-.·:. ; ..• :-' ·' ' .. I , I' -. . ', . ·--<· ' ,: ,·,-.. ' ' . " .. ' - _, .. ' ' L , :_: ' '-. • . r---. I . ------- ' '1' ' ·'- I .-.--•• -_--• --- ,, . .,_ . ' i : :-._-,-_ ' ~ .. . '·, . .,,.,_ ' -;, " .. • • • ·", •:,' ,.· • • ,. V ·; • ' \_ -=l E __ G E~ f'LD.. ---- ' ' ~ ... ' ',. _. ;; : - ' -6" CONC. cuim ·srORM DRAIN CLEANOUT DRAIN INLET -CONC. SWALE DRAINAGE FLOW_-· TOP OF CURB ELEVATION· FINISHED GRADE ELEVATION FLOW LINE. ELEVATION FINISHED FLOOR ELEVATION SLOPE AREA · TOP OF GRATE ELEVATION INVERT OF PIPE ELEVATION EXIST. CONTOUR RIDGE LINE - A,¢_ PAVEMENT , I I - ;--; ' ' •\' •,,. -,, ,•,I ••• 1 •,,•_ :: :1 - ' ·!' ,<1 •,;! .. , -'I , ' " ' \ " ' ' STD, b~Jt. G-1 -._ ·-0-9 . ,,.. . / / / ._,,,.-· / /'. . •• • [6] -~--- r-r,c_ .. -. ·--= ~~ T.c.· F .G. IE. f.F. y y y TOP INV. --Jo5-- -··----- [ I 38 37 \ , '' '' /.· ' ~ " 28 _ .. __ '. \ ' . -·---•M ATC·H>- '~ ' , ,. . ....--,,.. ..... _//,_,/ 44 -47 -/ _/ -BLOG F. F. ., / /. ,/ /'' ,_ ' . 6061 3 I I. 0 / . '' . ·,' '. .. , "' ,., ,,, ',, ' -" ' .. : •:• " ' '-' d ' -' -·.~ ", --------I I I I I I ' i .... 19 ,/ .: I 43/_/ . . I -_ /,. -I ,/ I -/ I B L D G;/{O I 6 < I f.,-·F. 31 3. 0 ,. / .. I _,. ,, I // / . -I /.,,-- 1 / ,/ I /' ,, I ,, ' /· -, .,,-1 35 -I Ji I ·_ rnrPcJ) m' , . (\i m" I \ I , I I •, \ ' ,, ,, I ~------==-=----=-~-----~~ 36 / 40 LINE / / ,/ / , .· ' . -_,-'. , ,/'. 34 ./ / / I I I I I I I ,_. ' 33 -· , I,;, ,i, I I I I I / .- / 41 I • / / BLDG. 6022 F.F: jll.5 / / ' . -. ' . ·--. .;__.. ' -~ ....... _ 42 --- 15 22 • "p I O' o0 I '?\ O' • '?1 I ,._,Lr:,: I ~-I I I I I I I I I I I I I I I . . / . J -----------~------ ,,_, -" l I: r -1: :1 ; { .';. ... ,, , RtQJ,e_ ' -' ,, '' '' ',' :1. ' ' l\J '- '-~ ' i [ . ·, ' I • .~-/·.:/;·;.--,.· . , ' . -1/l\!;'ef, Jl,//J--X//-\ . • --,- ARCHITECTS: • - W1LuAM c. ·KROMMENHOEK A.1:.A. C 4 862 JOHN M. McKEOWN A.I.A. C 6611 . . ' . ' ' . _,,i :-: . .-. ;··:-;;:,,., __ · .. lr.;.t_··-. ,, . t ) . ' /') .• . r ' '. ' ' ,' ' . ,, ... _, . /_ ., i,·t-1 • ,. ,. . .. f_ '1 ~ ,~-. ·,, ·/· i ·' .• :_ -' . \\,, '• .. _., . / ·. 'I.., ' ' . ,. ' ' '<· ,_,_._ • ' Copyright' . . KrorT\menhoektMcKeown & Associates, A.I.A. All Ideas, designs, and arrarigements indi· cated.on_these drawings are the property of Krommenhoek/McKeown & Associates and are intended to be used in connectioh with thiS specific project only and shall not otherwise be used for any purpose whatso· ever without the written consent of the architects. There shall be no changes or deviations from these drawings .Or .the accompanying specifications without the written consent of the architects. CONSULTANTS, burkett &wong civil & structural engineers 3434 fourth ave. san diego ca 92103·5704 • 1619)299·5550 REVISIONS: EXPLANATION . 47 . -APpr~ximat_e locatio·n of den~ity test . , Approximate. limit~. ~f :~v8r-8x~a~atiofl .- PROJECT, I ,p'o I I • PLOT PLAN THE KOLL COMPANY CARLSBAD fiESEARCH CENTER, LOTS 2 & 3 CARLSBAD, CALIFORNIA JOB NO,, . 1264-10 ~ -<-'c-·c · .... ,. ,, '--b ... ;:,-_,, ~ ......... -- SAN DIEGO SOILS ENGINEERING, INC;· SOIL ENGINEERING & ENGINEERING GEOLOGY DATE: AUGUST 1984 PLATE; 1 PROJECT NQI 8~-IC.,4-t., SHEET TITLE' _ -,'liln'\ "v . i,v ~ , ...,..__ t':,.s' --------_;__:,__-r-~.L.--,_7l-, ,T-Z. _ __,"'~;;;7i-~: ·:·-~::<, :'::::_-::: G.RADING ' PLAN SHEET NO. C-1 . . •. #2943 0 ..·.-.... .... I U) .... N '"it .. -e ---:al-. i,;. 0 ... ... N 0) J5! C .. 0 -·--ca 0 0 a, Cl) ·-Q C ca u, -::s 0 m ca C Cl) .. 0 :E Lt) .... Lt) ... C) C ·-c C cu -a. oa Cl) .. ::s ... (.) Cl) ... ·-.c (.) .. -. ' '', ' . • • '-.:,· . .. 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