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Home My WebLink About2793 LOKER AVE W; ; CB890272; PermitIll z 0 ;:: C a:: j i.l 0 g i[ u Cit l&I 0 .J 5 I l&I z ~ z 0 ~ z l&I Q. 2 0 u Ill ii: l&I "' a:: 0 3t ![ O I hereby affirm Iha! I am llcensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Proleeslons Code, and my license is in lull force and effect. I ~ereby affirm that I am exempt from the Contrac-tor's license Law for the following reason (Sec. 7031 5 Business and Professions Code· Any city or county whicli re· quires a permit to construct, alter, improve, demohsh, or repair any structure. pnor to its issuance also requires the ap- plicant for such permit to file a signed statement that he 1s licensed pursuant to the provisions of the Contractor's L,.cense Law (Chapter 9 commenc,!lQ w,111 Section 7000 of D1v1s1on 3 ol the Business and Professmns Code) or that 1s ex-empt therefrom and the basis for the allegea exemption Any violation of Sectmn 7031,5 by an applicant for a permit sub-Jects the applicant to a CIVIi penalty of not more than f1ve hun- dred dollars ($500) I I I, as owner al the property, or my employees with wages as their sole compensatmn, will do the work, and the struc-ture Is not intended or offered !or sale (Sec. 7044. Busmess and Professions Code. The Contractor's License Law does not apply to an owner of property who builds or improves thereon and whO does such work himself or through his own employees, provide51 t.hat such improvements are not intend- ed or ottered tor sale. JL however,.the t;>utlding or improve-ment is sold withm one year of complelion, the owner-builder will have the burden of proving that he did not build or im-prove tor the purpose of saleJ I ·l l. as owner of the property, am exclusively contracting With licensed contractors to construct the pro1ect (Sec. 7044, Business and Professions Code:· The Contractor's License Law does not apply to an o"!ner ol property who ~uilds o~ im-proves thereon, and who contracts for each proIects with a contr~ctor(s) ll~ense pursuant to the Contractor's License Law). r·1 As a homeowner I.am improving my home, and the follow ing conditions exist: 1 The work Is being performe~ prior to .st,tle 2 l have lived in my home Im_ 1wel\le months prior to completmn of this work l have not claimed this exemption dunng the last three years D I am exempt under Sec _______ , B & P.C. for this reason ____________ _ D · 1 hereby affirm that I have a certificate of consent to self-insure .. or a certificate of Workers· Compensation In- surance. or a certified copy thereof (Sec. 3800, Labor Code) POLICY NO COMPANY ~ Copy is filed with the city D Certified copy is hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS· COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($~00) or less) D I certify that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the Workers· Compen- sation Laws of California. NOTICE TO APPLICANT: If. after making this Certificate of Exemption. you should become subject to the Workers· Compensation provisions of the Labor Code. you must forthwith comply with such provisions or this permit shall be deemed revoked. D I hereby affirm that there 1s a construction lending agency tor the performance of the work for which this per- mit is issued (Sec. 3097, Civil Code) Lender's Lender's Address __ USE BALL POINT PEN ONLY & PRESS HARD QTY. CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad, CA 92009-1915 (619) 438-1161 PLUMBING PERMIT -ISSUE EACH BUILDING SEWER EACH WATER HEATER AND1DR VENT EACH GAS SYSTEM 1 TO 4 OUTLETS EACH GAS SYSTEM 5 OR MORE EACH INSTAL. ALTER, REPAIR WATER PIPE EACH VACUUM BREAKER WATER SDFTNER EACH ROOF DRAIN (INSIDE! TOTAL PLUMBING ELECTRICAL PERMIT -ISSUE 5. 1)0 QTY. NEW CONST EA AMP'SWT BK I PH ~ N D vO NO REDEVELOPMENT AREA YO NO MECHANICAL PERMIT -ISSUE DUCTS uP TD 100,000 BTU OVER 100,000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 3 15 HP MECH EXHAUST HOOD!OUCTS RELOCATION OF EA FURNACE/HEATER DRYER VENT TOTt;l MECHANICAL MOBILE HOME SETUP CAR PORT AWNING EXISTBLOGEAAMPiSWT·~ I II !GARAGE 1 PH 3 PH REMODEL ALHR PER CIRCUIT TEMPPOLE 200AMPS DVE R 200 AMPS TEMP OCCUPANCY 130 DAYSI TOTAL ELECTRICAL APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. y NO PERMIT NUMBER ~ ~ D "v 1-v BUILDING SQ. FOOTAGE _!-/-_ I CJ 1 " ~ u::: >- 6055 04/.1.1/89 ()(,,}1 01. I::ldPmt ~ 02 ! g_ -c,tA f'•• 8~wt\ V = \p .. ~ ~ Not Valid Unless Machine Certified I- 'O 0 (!) C <1l SUMMARY/ACCOUNT NUMBER -~ PLAN CHECK TOTAL PLUMBING SOLAR TIF 312-810-00-00-8835 LA COSTA TIF 311-810-00-00-8835 880-519-92-57 CREDIT DEPOSIT Cl. Cl. <! I ->< C ii 0 Cf) Cf) (1) Cf) Cf) <! I :1: .2 ai >- (1) (.) C <1l C u.. C (1) ~ (!) 0 u (1) Cl. Cf) C 2 .c ~ ., 'it ~- 'ft t ~ ~) I, < & ~ t; t l r I ~ ' t f, ~ ~.- 'J TYPE i DATE INSPECTOR BUILDING I FOUNDATION I i REINFORCED STEEL I . MASONRY I GUNITE OR GROUT r ' SUB FRAME D FLOOR D CEILING /) SHEATHING D ROOF D SHEAR L.h .. t,./H i-'_.. FRAME ' ·.1; lzJ I /111 7--I EXTERIOR LATH I I . INSULATION I , /) INTERIOR LATH & DRYWALL I 7 h..v/J/S" rT , I I I I PLUMBING I D SEWER AND BUCO D PI-JCO UNDERGROUND 0 WASTE O!WATER /1)//!IX rr,::; TOP OUT D WASTE D WATER '1 !1.LJ I Pl .,i/ TUB AND SHOWER PAN , I . I GAS TEST I D WATER HEATER D SOLAR WATER ' I ELECTRICAL l D ELECTRIC UNDERGROUND DUFFER /) ROUGH ELECTRIC I -,/VJIY"I -r I D ELECTRIC SERVICE D TEMP()RARY I D BONDING D POOL I I i MECHANICAL I /) D DUCT & PLEM., D REF. PIPING 1/-vi/f'r ~--· HEAT -AIR COND. SYSTEMS ! ( { I .. ··- VENTILATING SYSTEMS ! •,-,. I , .. CALL FOR FINAL INSPEC1~pN .WHEN ALL APPROPRIATE ITEMS ABOVE HA E BEEN APPROVED. . FINAL '-I PLUMBING " I I " ELECTRICAL '\. ~ /) MECHANICAL ~ I \II , GAS i\.. ' q 1'1 BUILDING I '\_ I SPECIAL CONDITIONS t ' i (;,,t::5'8;*70~7.,J.__ FIELD INSPECTION RECORD , " REQUIRED SPECIAL INSPECTIONS INSPECTOR'S NOTES ... REO IF INSPECTOR'S •,.o_-~A //h -/ INSPECTION CHECKED APPROVAL DATE • .,_.,. ~4/ ,4AA7\ AG.,,.,;e 4/7-1 ~ SOILS COMPLIANCE PRIOR TO , I ~/.Z.7p FOUNDATION INSP • LAA~ A'·--/,A1t-r) ..II/(-I;. ... / ..AA. I.OAA"'T I - • ~"""1KU /V44I C6,;_, _..~ . /r;:;.z_;f' , ., I I . ' STRUCTURAL CONCRETE OVER 2000 PSI PRES TRESSED , ~v~~b,iv? >-t-'~. 6//J.-··f/ ,H/ •. CONCRETE • POST TENSIONED I ~:.a_~.i~/~ • ~,e ;P,::,"" ~ (.... -. CONCRETE ' .. ~v.< ~~/~ L/;c, "° I / \ FIELD WELDING I HIGH STRENGTH • P,Jdt)J.-.AI l'J«,k.1;~~ &/4-z.,. ~ -; : .. " · : l . ' BOLTS .. · .. ; •, . -I ,,ir -P'· •. .. .,~'\;.~·:k -...,1 . SPECIAL MASONRY / -:r .i-zJL ~/tlP / / -. PILES CAISSONS ' ~ ·,-:_ : ~ 't ,. :· ~ >!' ... i ) .~. ' ' ,f f·· .-. - ·~<!- -•-·-. .... .. ·, --~ .... ti f~)1 . , 7 ';)! .___ ' . ',. . ' .. .. ~-' -.. .. '. .. '' ' .. ., • \ ' . . · . -.. .• ' , DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMA$ DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only White -File Yellow -Applicant PLAN ID NO. 5158 03/03/89 0001 01 05 Misc 2329-00 VALIDATION AREA ESTMATED VALUATION __ ·Z ......... 't .... · --~ .... , .... c"t:ri) ....... -=-_ PLAN CHECK FEE 001-810-00-00-8821 IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES WILL BE FORFEITED. 2 1987 ENERGY CALCS FOR NON RESIDENTIAL BLDGS 2 SOILS REPORTS 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ SENT TO APPLICANT DATE LA COST A LETTER P & E CORRECTIONS LIST CERTIFICATE OF OCCUPANCY Pink -Finance Gold -Assessor ~111Efl'S VAUMTION SEWER·.PERMIT JPl/!:LICATION 6055 04/11/89 OOOl. Q1 Sanitt't ~PPLtcANt ~o FILL 1N SHADED AREA SEWER PERMIT NUMBER: SE ~1'18 BUtLDING PLAN CHECK NUMBER:,_, ...:.P_C=· :.......J~~d..:lwi:l!:2..--..;.J..il· NUMBER OF EDU'S: _ ___.J...,.l=).2,=· __._4 ____ --'-'--~._ ,"·2,;. ••. ,,,j CONNECTION FEE- f;,,2 SQ ,,,, J X NO. UNITS --'--=---"--_.........._,1!!1.ct"!: '2 (,~ TERAL CHARGE:_.,,, .. ~.---...,.,------....,;...~~ TOTAL CHARGES: /2 /)0() ~ PREPARED BY: C"" .. /44 '/ ,.. ;l,,..:J.: , (PRINiED NAME) -~ PINK:~ "'~ ... l'U,IIV. ~·~.~~..:,l:h i f.'.C'..) Ei"f: XER.CIX TELE(:.IJP I ER 7010 ; 3-23-89 g: 3'7AM ; MAR 23 '89 09:40 AACHITEClURE LAND PLANNING BANZUELO/AIERSON/DUFF & ASSOCIATES, INC. 4501 ERST Ln PAl_MA AVENUE ANAHEIM. CFl 92807 -1907 SUITE !202 7l4/77HJ666 673 POl F A X T R A N S M I T T A L C O V E R S H E E T Faxsimile No. ( 714) 970-9241 ATTENTION! lc:iN~ lMTo FROM: W®~ ctAMW . Associates Hwan C. Kim DATE: ----""3'--·-='2._,:_S_,___;:,:~:._.:_0~_~ __ PROJECT tlAME: a em ~!NESS ft1t~'L B/R/0 JOB No. __.::,8._,_l_·D=--S;c__ ______ TOTAL PAGES: _4...r..i ________ _ If ) 3/24 Marty: Tony brought this to me. Bob Hoglen, the planchecker, says this ventilation scheme will absolutely work, particularly in Carlsbad. Do you approve? Carter " ' ,, . Yes{S)t'--, No ----- RC\) BY: ><EF:D/ TELECCIP I EF: 7010 ; 3-23-t:i:! 9: 3t::HM ; F'.C'-) BY : ><ERff< TELECCIF' I EF: 7010 ; 3-23-89 '3: 38AM ; TO: \C~~ t'f\~"\t) 1 \b\\\\tl~ ~~\C\~\ e~ -~ ~T-~. FROffl: l(\pl£~ O\cflMO\D SUBJECT: \1'.J\\~\JS\1 ~a.l1llf¼T10N.~ \Jt>C St~~ 1D1o . ~" \.A~m, 673 P02 V - DATE: ~lf\&t\ '2~ 1 \i.oi PROJECT: cl· t>S tL f{)E,f'JE ~\)SJf\\tSS ftt~ ¥-fl 1 ~L06 *-l f. C :4\: &, .. '21 '2. ~ CJ\li ~ CJ:t.]\)~£~1i~ 1'\-15 ~~\~ , fUliS-€ ~t\1\F)J.) ~ 'f\WQ\ro \~~~~1c:N ~Gf\w\~ \l~1'\.A\lc:N Ct'f~QT\ES Of UE\.lltP S'f"\U'reS. \f ~ lt--l\bi~,i~ \S. S~t\S ~tt1 , f\ffi$6 ~cf f!ci \"°6l.GJ ef ~~~IL j j\\-\S \~ f) ~ (\\€(!~ C.OUt~ (~22,G). mt~~~ ~1WN fiµ'.) ~Sl>l~ · ~ U l \.. D \N " PAT A A . CCC.off\~ LOf)-0 ~ a,, \Si s~ 17 , \ 'i)'i> / Soo :: 14. 4 o <:.c,~f',)15 To,A\.. C\f.C.0Ltt11CN ~''O ~ ~q. 10£ ~ 14.Ar 1.. \~ cft(\ ~ \\ \ (o ------1 f,:\~E; of {l.t:of :. t)D' 2 ~ I ~ \J.ln~o S~ (~~~ ~sE) ::. :,.S Mf~ l ~f-Plff. (wo~sr ~si;) = to·f 2 ~ Vet.m ~1b~ s~ i lir~ :. S:\+PL" °l ( \ ~ tbi1-\L) 6 ~ Cf' fW; (,)-\~ S~ s "\ Sf BANZUELO/RIEASON/DUFF & ASSOCIATES, INC. · ·~1-V1i\\ en 92807-!9C7 ,. fflEfflO ' ~ APPLIED GEDTECHNICAL ENGINEERING, INC. April 20, 1988 Project No. 87-168 Banzuelo/Rierson/Duff & Associates 4501 East La Palma Avenue, Suite #202 Anaheim, CA 92807-1907 Attention: Mr. Wesley Okamoto Subject: Review of Foundation Plan, Grading Plan and Specification Gentlemen: El Fuerte Business Park Carlsbad, California Job Numbe~ 87-35 ~------ -· ____ , As requested, we have reviewed the submitted plans by Banzuelo/ Rierson/Duff & Associates, dated 4/11/88 for the subject site. Our review of the plans submitted to us on April 20, 1988 indicated that the footings will be deepened from 18 inches to 24 inches. The deepened footings will waive the drainage require- ments, as recommended by our Foundation Report, dated August 13, 1987. The grading plan and specification have been designed to correspond essentially with the recommendations presented in our Foundation Report, dated August 13, 1987. Respectfully submitted, APPLIED GEOTECHNICAL ENGINEERING, INC. ~c~ C?'4 Peter c. Yong, G.E., M.S. (Stanford) RGE 919 PCY/eg 2660 Walnut Avenue, Suite H • Tustin. CA 92680 • (714) 669-8081 32368 ~Trail, Lake Elsinore, CA 92330 • (714) 674-7851 FINAL BUILDING INSPECTIONR ECEIVED AUG 3 1 1989 PLAN CHECK NUMBER: __ 8..,.,1-_2_7_2 ____ ~--------DATE: , ... z,-,. PROJECT NAME: _____ £_t _Fu_._r_te_8_u_sl_1-.es __ ._Pu_· _r_k_. --------------- ADDRESS: ___ 2_7_t_J_Lo_ke~r-A_v_._nue_· . __ w_e_s_t __________________ _ PROJECT NO.: ______ .,....,_UNIT NUMBER: _______ PHASE NO.; ______ _ TYPE OF UNIT: ___ K_X_k_N_e_w_C_o.m __ n __ NUMBER OF UNITS: CONTACT PERSON_· ___ S_t_e_v_._Sbll __ ton ______________________ _ CONTACT TELEPHONE:_. __ 11_3_1_-_0_1_17 _____________________ _ AU ditpartments INSPECTE DATE q-~!1 VDISAPF!ROV£0 1 BY: INSPECTED: APPROVED ~ l INSPECTED DATE BY: INSPECTED: APPROVED QISAPfflllOVEO INSPECTED DATE BY: INSPECTED: APPROVED DISAPIIROVED COMMENTS:------------------~----,__ __ .....__,_ __ ..,......... Rev. 1/86 WHITE: Suspense BLUE: Water OlstriQt GREEN: Engineering CANARY: Utilities. ptf,IK; Planning GOLD: Fire -~ ... , ,, PUN CMECK NUMIIIR:· _ ·;,...·-•-·_1_72_· ----------·w..,I -· ----DATE: l ~ N~ME: ___ ...;.:_E_l__,,..F ...... ue_. rt_e_8_u_ai...:.:_11U_. _,_. _Pa __ ._rk_.\ _____ ,_...,... ___________ _....._ _ _,__--"'-' ADDRESS: 1-' ___ 2_7_9_3_Lo_k_e~r~A_v_e_m,e __ w_e ..... s_t ___ -:-------'---------------- { PROJECT NQ.: __ _..,.~~-~-UNIT NUMSeR: ________ PHASE NO.: _______ _ I : . TYPE OF U~IT: ___ &_X_JC_N_e_w __ C_om_m ___ NUMBER OF UNITS: -,.----,---------- ·/, l 'CONT~TAERSON: . ...,..... __ ..;;_S..:;..ta::...v:...:e:_.::S ..... he:..c...:...:tto:...::..:...;n _____________ ,__ ___ ~---'------ CONTAQ'T'T~LEPHONE:. __ 4.:.:J:...:1:....:-..:;..0 ..... tl::...7'--____________ -,--____ ...:.:_---'-'"---- AII departments ·. INS1'EOJf;D! d ,SY:_ '"' ,J'. I·. INSPECTED• BY: .. / .~,4-~~/;.~·~1~.~· I '; PATE INSPECTED: ·DATE . INSPECTED: ''! APPRQ~D __ _ QISAPPAOVED __ __ APPROVED __ _ DJSAPPRoveo __ _ \ Rev. 118&. . W~ITE: Suspense · BLUE: w,tJr District GREEN: &ngineeriNJ CAN~: Utilltlo PINK: Planoing. GOLD: Fire I r ·'i,'--r<, _ , -•~'"l-"""'f~""r}V''1"'~ 'll''"'"i'.'.flP'",!"'<"'7'7j;f>'.!l'<,O' '"''"' 1'"W-";""'Jii:jlY'\'l';•-~-·--.,,...~·-· "~ ,,;_ ""'~ >' "!"-'~~ f -~ ? r ,,...,~ ,fY.\>(·' ~..-·"'~"7~\'11-:i-~?;"'-'.));,.t'l·:~ .. ,. f p;h: _' • -,. ,~,·",'1i':P"1!'f"'¥""' ,·, It• ~ FINAL BUILDING INSPECTION PLAN~CHEOK NUMBER: 89-272 DATE: 8-28-89 El Fuerte Bu .. ines• Park . PROJECT NAME: -~-=-:..----,----..,----""---"'--------------------~ d17'?/ ~;z_ ADDRESS: ____ 2_7_9_3_Lo_k_e_r __ A_v-e_n_u_e_W_e_s_t _________________ --:---- PROJECT NO.: _______ UNIT NUMBER: _______ PHASE NO.: ______ _ TYPE OF UNIT: ICXJ< New Cocnm NUMBER OF UNITS: CONTACT PERSON:, ____ S_t_e_v_e_. _S_h_e_l_to_n _____________________ _ CONTACT.TELEPHONE:_~_lf3_1_-_0_1_8_7 ______________________ _ AU departments I · INSPECTED t DATE ~ 1/-' a APPROVED / BY: INSPECTED: DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED QISAPPROVEO INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS:--------------------------------- i .· Rev. 1186 WHilTE: Suspense BLl,JE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire \ '~ '"p ,,, ''1"'"~' ,, ',S", '' ..,-,·..,n;'1'1ffl',"c''¢',l'l'' =~·~·"::'. '<"',,'; ''''"""""''r""'"'1"'.~"')<l['''"'Tlf;""!{,'li"'Jllllf'·~''" ....J. -- PLAN•CHECK NUMBER: ' FINAL BUILDING INSPECTION 89-272 / / DATE: 8-28-89 PROJECT NAME: _____ E_I _F_u_e_r_t_e_B_u_s_in_e_ss~P_a_r_k _______________ _ ADDRESS: ____ 2_79'--3_L_o_k_e_r_A_v_e_n_u_e_W_e_s_t __________________ _ PROJECT NO.: _______ UNIT NUMBER: _______ PHASE NO,: ______ _ TYPE OF UNl1: EX){ New Comm NUMBER OF UNITS: CONTACT PERSON: ___ -'S"--t'--e'-'v-'e'--"S"-"h""'ec..cl.c.to~n'-'--____________________ _ CONTACT TELEPHONE_· -..,--'q=3~1_-~0~18_7'--_________ -,-,.-, ___________ _ i, Al I depart men ts .. 'I; INSPECTED ~ DATE SEP. 0 7 1989 / BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVE!:;> DISAPPROVED INSPECTED DATE BY: INSPECTED: , APPROVED DISAPPROVED -· Carlsbad Munlolpal Water Dlltrlot coMMENTs: ---~E1;1AfffGHlnmeHe1Ari1Anoa-1:DMepalftalrtm"""e .. n"'t---------~------ Rev. 1/86 (619) 438-3367 AUG 31 1989 CARLSBAD MUNICIPAL WATER DISTRICT 4 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: re .. ./:[: : ' 1· r .· Pt.Alt ~JNUMB£R: ___ 8_9-_2_72 ______ . 1.,..... _ .• -;-1"_' ·,__· __ _ . I . '.: AAOJEC1 N:~E: _ _.,..._~.:c:E.:...I _F.,..;;.u..:,,;e.;...,r.....;te;;..__;.B:..::u:;,.;:s:;.;:.ln..c...e..c...s:..;;s;......:..Pa.,;;.·.:;..,.k;;,,;;._ __ _,..._~--,..._,.,..._....,;_ __ _,.;_ ___ FINAL BUILD.ING INSPECTION OATE: __ 8-_2.....;8_-_89..,_... _..,__ ....------------UNIT NUMBER: _______ PHASE NO.:' __ ......,..,....,...,__ __ EXk 'New Comm NUMBER OF UNITS: OONT:AoT Tf4l.EPHONE . ._· __ 11=3=-=1--0"'"')"""8'""-7 ___ ~----:-~--~--'--------'------ .f\H departments :~~~.1;'iecrec, . ~1~ APPROVED v;;_t> __ <1•ecreo I DA TE , :BV: . . . ' INSPECTED: _____ . APPROVED .....;...,...-QISAPPAOVEP ----.. .... DATE ·INSPECTED: _____ APPROVED _....._ DISAPPROVED __ "A QUALITY ASSURANCE FIRM" Registered Inspector's Report of: REINFORCED CONCRETE Page 1 of 1 Shop XX Field Other TESTING SERVICES & INSPECTION, INC. 1995 BAY FRONT BLVD. BUILDING I-A SAN DIEGO. CA 92113 (619) 234-9904 Job Address: Building Permit: Plan File No.: 2793 LOKER AVENUE CARLSBAD, CA Project: EL FUERTE BUSINESS BUILDING 1 PARK NOT AVAILABLE NOT AVAILABLE Architect: BANZUELO/RIESON/DUFF & ASSOC Engineer: Gen'l Contractor: SCHIEBEL/DYER & ASSOC PRIME CONTRACTORS Material: Certified Welder: REINFORCING STEEL: ASTM A615 GR. 60 N/A Contractor Doing Reported Work: OZARK CONSTRUCTION 02/23/89 Inspector: PAUL E. BEYL, JR. C-204 CONDUCTED QUALITY ASSURANCE CHECKS AS REQUESTED BY PROJECT SUPERINTENDENT FOR 17 EACH COLUMN PAD FOOTINGS AT THE FOLLOWING BUILDING 1 LOCATIONS: B/4, B/5, B/6, B/7, C/4, C/5, C/6, C/7, C.5/3.3, C.5/4, D/3.3, D/4, D/5, D/6, D/7, E.5/3.3 AND C/3.3. VERIFIED PROPER REINFORCING STEEL BAR SIZE, GRADE, LENGTH, QUANTITIES, SPACING, CLEARANCES, TIE WIRE FASTENING AND CONDITION ALL OF WHICH WAS FOUND ACCEPTABLE. CONFIRMED PROPER FOOTING DEPTH, LENGTH AND WIDTH DIMENSIONS AND INFORMED FOREMAN TO REMOVE LOOSE SOIL AT VARIOUS LOCATIONS OF WHICH HAS BEEN PERFORMED. ALL ANCHOR BOLTS FOUND TO BE OF CORRECT SIZE, LENGTH AND POSSESS PROPER EMBEDMENT AND LAY OUT. INFORMED PROJECT SUPERINTENDENT THAT THIS INSPECTION IS SUBJECT TO CARLSBAD BUILDING DEPT APPROVAL AND PROVIDED ONLY FOR QUALITY ASSURANCE OBSERVATION CHECKS AS REQUESTED BY SUPERINTENDENT. DUE TO HIS CONCERN FOR PROJECT SAFETY, SUPERINTENDENT HAS ELECTED TO CONCRETE EXISTING DUG FOOTINGS. INSPECTION·. ~ ~lnf~rced Coneret, __ · Presiressed ·concr~t, ; ... ·rie1~r;ccd J.iisoruy· .. < .. • •• \"I" . ·-• • StrucL·steel Assembly . 1. Shop Fabrication 2. Field Welding :J. H.~. Ooltlno Pila OrlvllllJ llondeslructlve Testing 1. Shop 2. Field Fireproofing · Roollng Waterproonng . Asphalt Paving Other~---- . MAT'L SAMPLING Concrete Cylinders . Mortar Samples Grout Samples Fireproofing Units (block or brick) A.C. Concrete noollntJ ncinl. Steel Steel Tendon (PT Strands) Other ___ _ Other ___ _ Other ___ _ Other ___ _ Building Permit No. N oT .,A...v......_,,.___ Plan File No. ________ _ Govt. Contract No. ___ 1~--- Ccn~us Troe! No. ----t""~---Othcr __________ _ MATERIAL DESCRIPTION X ncinl.: ncbar ,tA6j 5;6ir, 60 ncinl.: W.W.F. ________ _ Sleet: ________ _ Metal Decking: flcinl.: Tcrulons Shear Connccro1s: ____ _ Cone.: Mix #/psi, _______ _ H.S. Oolls: ______ _ Cone.: Mix II /1>si ... _. _______ _ ElecuocJes: ______ _ Cone.: Mix #/psi _______ _ Electrodes: ______ _ C:cmr..: t.lix II /1d .......... -----r.erl. Welder~: .......... ··-· ••• __ ..... . Cmnl: Mi• ,, /i>:1 ...... 4 _________ _ fireproolin<J: Mo11Jr: Type/psi _______ _ A.C. Concrete:----·-- Uni1s: Olock Olher: ________ _ Unils: Orick _________ _ Other: ________ _ CERT. ft ..... ~ _ _...;qa"---~-'~'----------- REVIEWED BY -----__,____ ____ _ ProJoct Namo (por plan:::l~ 1!!~ ~--,c, _ _e~ ,,,a~ .....z Cate(~. "-'Q. J.J lnspec\ion Dato ,N~T:L.~-/4/0~:_ CERT ,, c---2-0 1? -------+-----------------··-··-···-·········----------------- n1:v11:wi:1, IIY • ---•••• ·-· .. ·c_ ______________________ _ .. .. , "/ \ AACHllECTUfl.E lAND PLANNING BANZUElO /RIERSON/ DUFF & ASSOCIATES, INC. 4501 fftST l.A PFll.MA AVENUE ANAHEIM. CA 92807. J9Q7 SUITE 202 714/777-0666 Associates l~won C. Hirn F A X T R A N S M I T T A l C O V E R S H E E T Faxsimile No. ( 714) 970-9241 COMPANY: C~I! Pf: C9Rlst00 7 W\\.Q\~ 00:· ATTENTION: 1ti~j NJiTA FROM: WE9..c~ Cf&ruaro DATE: _ __,3"'-·--='L"--'S,::___1 =-&0 -'--, ----PROJECT NAME: a ~ P..\S!~ retl:::-1]_ 8/R/D JOB No. oi. oS TOTAL PAGES! 4 ---""-=-------"c...=..--------___ _.__ ______ _ lf you do not receive all pages please call us innediately at (714) 777-0666. Thank you TDd 6l9 6[1:ST 68, E~ d~W ~ Wd~0:E 6P-~?-r ~ 010~ d3IdO~373i XOd3X:A8 NJd r-1:-'('<>'f)) ei1>i-~t)~~- I ! TO: \Or\~ \1'\t~ 1 ?J~\\tl,()) t4~\C\ a.\ e~ -~ ~~oo. u FROm: llJt:Sl~~ C)\q\MufO SUBJECT: Wtt~QS~ ~@\ 1lLAl10,-.l flr-. \)f>C St~~ 10; . t"'~ \Jr~m' ·- DATE: W)'f\~ ,Z~ 1 \1oi PROJECT: al· ~S cl f\)e,~ i\)S)l\ltSS ~~¥-12 , ~l..06 *-l f.C. '* &, .. '21'2 cowss d . Jill zL ... ~ C:)\jf\ ~ Ct_tJ\)~£~TI~ 1\ttS ~\l\b I flEttS€ 'Rt'l\S\JJ ~ \\~ \~ft>~~1ct-l ~tM-P1~ ~~1\\.~\lc:N cfif~anes Of U~-m:> S'?1UlES. \f ~ l~Tb~~\lON \S. S~T~S f"AC$f1 , ~e; ~er ~~ \\06lGJ esf ~~E>tl-; ~s \s ~ ~ c~c,~ CtiUe"~ ( t 2&G), ~~(\'{~~ref ~oo~ ~1l0N A,.:o ~ISffir-U . \)Jf_0,1<1~~ ~~l\..PlN~ PATA (jj~')S€ M,Gi ~ !1 i \ g; 4>q OCC.off\"31 LO~ -=-17, \ ~::i / S«:> ~ 14. 4 oc.c,~t-l,s t01AL C\'-W~\la\J ~'o ~ ~q. 1oS -=-14-.4 'A \S Cftt\ -= \,\ \ t;, Cfty\ ~'D ~ .-z ~\~£ e,f ~f :. ~a.2s 1 i \\)\t,j() Sfl:W (1.JJt:,~Sf' ~st) : :, ,; Mf \-) t ~f. Plrf. (wo~sr <A~~) : to·f 2 ~ Vet.rr\ lt\1b~ s~'-\ l.\it !. ~\+PL· '7 ( \ '° "tbtAL) {§ ~ "f" ~(.}-\ts~ £ °I Sf BANZUELO/AIEASON/DUFF & ASSOCIATES, INC • .::1~f:1 E u·~ Pl:;rL!V\l~ °',;E., STE. '.202 71.:'.:./77/·0b6C:, ~;~~i;HEli\.-'\ Ci~ l.)Q?iCJ7 ~S'()7 Ff~~·{· 714/t)7Q_r.)2.::.·; c'.Od 6l'3 \Q,\0 C ~ fflEfflO ~ ~·ldl.0: z 6:::::-zz-z : 01-oL. d::::I 1 dCr.J:37::::1.L >Ud::::i><: ,\::::;: r"ud ..... .. l I \ I ;. BRISTOL FIBERLITE INDUSTRIES 3118 SO. HALLADAY ST. SANTA ANA, CA_llF. 92705 (714)540-8950 SKYLIGHTS -SMOKE 1-!A TCli es • \IE;;NTI l.A l"OAi • TH~ ~NERGY SAVERS The following chart was designed as a referen~e guide to the approximate ventilating cap_aci ties of our ventilated smoke hatch models (SHDL) a~d our ventilated skylight models (SL). The figures on the next page are based on formulas outlined in the A.S.H.R.A.E. Guide for natural ventilation, and calculations made by a registered mechanical engineer. It should be kept in mind, that these figures are very conser- yative and that they represent minimum a.mounts of capacity. ' A.S.H.R.A.E. .. American Society of Heating, Refrl~ratlon and Air Conditioning Ert9lnMR '···----------------·---~--------------·------~ -.... ----.. -----: -- TT : ST E:.E:, [c dl::H~ '20d 52.,g : Wd80:Z: 6Ei-Z:Z-Z: : OTOL, d::3 I dtJ'.)373.L ::<tJd3X: /B (Od ·• . j +-stac Wind . Temp • Square Feet 0£ Frr:~~r Space .. . ' HeiR:ht Slleed Dift. 6'• 8 . 9 12: .. . 10 620 826 ~ 1240 3.5 20 881 1173 1762 30 1073 1429 1610 2146 10 6,32 · 843 , 949 1265 . 5 20 899 1196 1348 1797 10 30 1094. 1458 · 1642 2189 10 649 864 972 1297 7 20 921 1226 . 1382 1842 ·f. 30 1122 1495 1683 2244 .. 10 665 886 998 1331 i,,.-. 10 20 945 1259 1418 1890 ~ ... 30 1151 1533 1726. 2302 ~ 10 745 993 1117 1490 I 3.5 20 1074 1430 1610 2147 30 1309 1744 1964 2618 10 760 1013 1139 1520 5 20 1095 1459 1642 2190 I 15 30 1335 1779 2003 2670 10 779 1037 1167 1557 7 20 1122 1495 1684 2244 30 · 1369 1823 2053 27}7 10 800 1064 1198 1597 10 20 1152 1534 1728 2303 30 1404 1870 1513 2808 10 880 1173 1321 1726 Accepte 3.5 20· 1240 1652 ]861· 2482• Average d 30 1520 2024 2280 3040 ' -10 898 1196 1347 1761 I~ '5 20 1265 1685 1898 2532 20 30 1550 2064 2326 3101 io 921 1226 1381 1842 7 20 1297 1727 1946 2594 30 1590 2116 2446 3179 10 945 1258 1198 1890 10 20 1331 1772 '1996 2662 30 1631 2171 2445 3262 10 980 1306 1470 l9b0 3.5 20 1390' 1850 2085 27ao1- 30 1701 2264 2550 3402 10 1000 1332 1499 1999- 5 20 1418 1887 2127 2836 I 25 30 1735 2309 2601 3470 10 1025 1365 1538 2050 7 20 2452 -1935 2180 2906 30 1776 2366 2665 3557 10 1051 1400 1578 2103 10 20 1490 1985 2236 2982 30 1823 2428 'J'7\:1:C 3646 10 1072 1430 I 1610 1 214b ; fJ.~ 20 1520 2024 zzov 3040 i. -30 1861 2480 2792 '3722 Q __ --10 1093 1459 1642 2189 5 20 1550 2064 2326 3101 30 1898 2530 2848 3796 10 ,1122 1495 1684 2244 7 20 1590 2116 2383 3179 30 1946 2590 2918 3892 -·---r -·---.. 10 1152 1534 '1728 2146 10 20 1630 2171 2445 3179 71'\ "II"\,...., ..,,,., ~ r -~ ---T T : Sf 6E:, [c dtll-·J -: -I,- : l~d60: £ 6E:'-£2-£ : OTOL. d3 I dC0373J. ><1Jd3X: /.:3: r"",:,d DATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 JURISDICTION: PLAN CHECK NO: '3 'f-::2 72 SET: ZJ: __________ ..;;;a..;;;;a...;a;..; _______ _ PROJECT ADDRESS: :2-7 9 3 Lok:. G 12. A I/£ W € sr -------------------B e1 Ir...]) ',.JC, I O "'".I , 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 w, with the jurisdiction's building codes when minor deficien- cies identified Bet....:u-J are resolved and D D D 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 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. fJJ The applicant's copy of the check list has been sent to: . ~/II "Z(,,Et-D / Ja I!' ~o rJ / Ov r r C /k.\w r.;. ~SZ?I € 4 ~vc-, .4 ~ £ ,-re ~'Z.. A rr,J l,J trSLc y OA::A--, ~ A /1/A#f: /"-1 C'-4-9 Z 'Kc7-I C,o,7 O 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: Wr-s~'J 0A::.A-_,.rf7> Date contacted: '3-~Cf, K'°/ Telephone t{71t...1) 777-0~66 ~ REMARKS: ;:286 P/foc.110£. VF-MTlt.A-77oAJ nr W~.d£µ,,",s.., ~,e,., S~a7o,J 7w;o- ()F (}.8,C, -Bv1t.D,u:; ()l'ht-lAC... /0 jZEvtcc.J '2 '? 7 ( a_ Ow NF-"'-Is /?E Qc.11 It. c 12 p tS? Al Fo.L-, CF -I B o,Jrt,_q_ .. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: IS-APPLICANT :l-.If.JR'rsTITt'~ION JURISDICTION: HECKER FILE COPY OOPS QDESIGNER PLAN CHECK NO: SET: I PROJECT ADDRESS: :2 7 9'3 Lo KrFn. A vE ---------------------- PROJECT NAME: /3'c., ~fl-~ Bv,s,,,-v4"ss ffla1' N.z_ Bv1c..,0,,.,.9 if I oN'~. -----------------------.!.. ____ ,!:!. 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. l1Mi The check list transmitted herewith is for your information. rrKA The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. 0. 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 '/3AtJ2ve~/'1211:4-SoA1 I Du.I'!'~ f,4s$": Arr:' WesL.~Y 0~,,.,,::,70 list has been sent to: ~ ,S-0 I F. LA 1/4'-,,,,.~ A:11:. 5'.;.(. rr:< 2 ~ 2:.. Ad,'JN~l"'1 (:,1 92?07-/907 O Esgil staff did not advise the applicant contact person that plan check has been completed. ~ Esgil staff did been completed. Date contacted: REMARKS: advise applicant that th, P}an check has Person contacted: __ [a. ___ ~~-l-O~(l...~·------- 3\\7)~ Telephone 1&1c1_) 777 -0666 --------------------------- By:~£2:2_~~~-C_...!.:;u:::...!...,,,L.:.z:::=:=c=--Enclosures: ________ _ ESGIL CORPORNfioN :3-7---o 'i, 1?9-272. l'LA1I am:z 11). ------------- JUJUSDicrI<lf: _c_.,, __ •_F" __ C_4_-"_'-_S_$_'4_D_ '1'0: 1'3,1AJZGA.Et..o/R,ee.$JAJ/ Ou IF Z::-AsjdC 4501 E 4 Rt u,;1'4 4v£ Su.t-rr 2.c>z.... ocaJPAIICt': __ 13'-_-_·-z-_________ _ BDm>DG USE: 0 FF I UZ.. -lJ A-,,z.G #rJ f..l.. .sr- DP.I or aJNSJid.JCtl\11: V -/J ------------ ACmAL ARIA: 4/ I o/ I~ ~,IDWR,B ARE&: VJ='."12-' P';:i ----------------:z. SDlRIIS: ________________ _ :;3::>' j: BEIGBJ:: _________________ _ SPIIIIILIRS: Yes ----------------- ocaJPAn LOAD: ______________ _ RIMARIS: ________________ _ PLA11'*8:[lqlpp;[ G1111RAL CXIIIIRfeJt!: Data plans received by jurisdiction: 3-3,r.f' i' $-..,._ ?:'.':,_ Data plans received by Esgil Corp.: ___ ,___,·"+-.....,.-- Data initial plan check completed: 3-IS", ?'j By: z fS ea i //o $ t-1g,J Applicant contact person: lv£:x..ey OKAM ~,o Tel. {7;'-1) 77 7 -Ot: & ~ Plan check. is limited to technical requirements contained in the Uniform Building Code1 tlnifon Plumbing Code1 Uniform Mechanical Code 1 National Electrical code and state laws regulating energy conservation1 noise attenuation and access for the disabled. Ihe 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 Department1 Engineering Department or other departments. Present California law mandates that construction comply with Title 2.4 and the applicable model code editions adopted1 with or without changes1 by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1985 UBC. The circled items listed need clarification. modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c)1 1985 Uniform Building Code1 the approval of the plans does not permit the violation of any state1 county or city law. l'o speed up the recheclt process, note on this list (or a copy) whert each correction item has been addressed. i.e., plan sheet;, specification, etc. Be sure to enclose the marked up list when you su)pit the revised plans, List No. 80, GENERAL CXHmRCIAL, Wll'HOOt ENERGY OR LOCAL ORDIJWfCE OR POLICY SUPPL!MENIS A. B. 8. ftAIIS' Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation., 9320 Olesapeake Drive, Suite 208, San Diego, C&lifomia 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the C&lifornia licensed architect or engineer responsible for the plan preparation. Please include the C&lifornia license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Indicate on the Title Sheet whether or not a grading permit is required for this project. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area ... z~~, .... A .... lf._.r ___ W._~....,.J..,,rv,,,<-V YJ£s- Justification to exceed allowable area in Table S-C. (if applicable) Justification to exceed allowable height or stories in Table 5-D. (if applicable) 7/29/87 Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. ~ Provide a note on the plans indicating if any hazardous materials will be stored and7or used within the building which exceed the quantities listed in UBC Table 9-A. c. ® sm PLA1I Provide a fully dimensioned site plan drawn to scale. Show north arrov, property lines, easements, streets, existing and proposed buildings and structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this pemit and any proposed future buildings. Clearly designate any side yards used to justify increases in allowable area based on Section 506. ~ Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. ~learly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. y. Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. ~ Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. ~ Show dimensioned parking layout including any required disabled access spaces. /4 Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. ~ Provide a reference on the site plan to any details or specifications for required site improvements to comply with the Title 24 disabled access requirements. 2 R. FIB At@P!P!F .J,IYf: Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above the adjoining ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). )II!': Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Section 3802 (b). ~ Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floor shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). ~ Fire sprinklers are required in retail sales rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies more than three stories in height. Section 3802. ~ Fire sprinklers are required in H occupancies when exceeding the areas in Section 3802 (f). ~ Provide fire sprinklers in drinking and dining establishments when the total area of unseparated rooms exceeds 5000 square feet. Section 3802 (c). ~ Provide fire sprinklers _________ _ -----,--.------------· Section 506, 507, 508 or 3802. See also jurisdiction ordinance. ~When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Section 3803. ~ Provide class standpipes per Section 3807. A firs't""itory as allowed by Section 702 shall be included in determining the number of stories when detemining if standpipes are required. Section 3806. 8/15/88 --------------- s. mngrlql @Provide a copy of the project soil report prepared by a C&lifomia licensed architect or civil engineer. 'lbe report shall include foundation design rec011111endations based on the engineer's findings and shall comply with UBC Section 2905. @ Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. ~ Provide a letter from the soils engineer ~ confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recOlllllendations in the soil report are properly incorporated into the plans. (When required by the soil report). 204. !he foundation plan does not comply with the following soil report recOIIIDeJldation(s) for this project _____________ _ 205. Provide notes on the foundation plan listing the soils report recoanendations for foundation slab and building pad preparation. ~ Note on the foundation plan that: "Prior to \:::7the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: a. the building pad was prepared in accordance with the soils report; b. the utility trenches have been properly backfilled and compacted, and; c. the foundation excavations, forming and reinforcement comply with the soils report and approved plan". 207. Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. 208. Show height of all foundation walls. Chapter 23. 209. Show height of retained earth on all foundation walls. Chapter 23. 210. Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. 211. Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. 212. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). 213. Dimension foundations per table 29-A. M01•11111ns1 • .._. ---===-_ ... ..,. --==:. --------..... ....... -----..... I ' • 12 ' 12 2 • I IS 7 ll , 10 10 II • 2A "Mial-..i_.._ ... --.. ............... ._._ ..... • ....,...s.a..._,,.,. . ,.,. ................ __. ....... ., ... ., .. ......... ....... ..,. ....... ..., .................... ., .... ....... .............. ., ..................... -... (:;;[\ Note on the plans: "On graded sites, the top \J of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a miniJllum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907 (d) 5. 215. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. 216. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (e). 217. Specify size, ICBO number and manufacturer of power driven pins. Show ed3e and end distance and spacing. Section 306 (f). 218. Show size, embedment and location of hold down anchors on foundation plan. Section 2303 (b) 4. 219. Note on the plans that hold down anchors must be tied in place prior to foundation inspection. 220. Show adequate footings under all bearing walls and shear walls. Section 2907 (d). 221. Show stepped footings for slopes steeper than 1:10. Section 2907 (c). ~ Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bott.CIJI of girders. Section 2516 (c) 2. ~ Show pier size, spacing and depth into undisturbed soil. table 29-A. ]2.f{: Show minimum under floor access of 18 inches by 24 inches. Section 2516 (c) 2. 8/15/88 ~ Show minimum under floor ventilation equal to a 1 sq. ft. for each lSO sq. ft. of under floor area. Openings shall be as close to comers as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. £specify that posts embedded in concrete shall be pressure treated per UBC Standard NO. 25• 12. Section 2516 (c) 1. r. MAsquq ,:vt:r:' Show veneer support and connections in Seismic Zones 3 and 41 comply with Section 3002, 4, s, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints • ~ Show height and construction details of all masonry walls. Chapter 24. )}:'l(:Show floor and roof coMections to masonry walls. CoMection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2312 (j) 3. A. ~ Provide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). ~Show a minimum 211 air space and flashing between planter and building walls. Section 2516 (c) 7. u. 1RAMil!i ~Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. ~ Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. ~ Provide a special inspection section on the plans listing all structural elements requiring special inspection by U.B.C. Section 306. ~ Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with 1 x ft diagonal let-in braces or equivalent. Section 2517 (g) 3. ~ Note cross bridging or blocldng. Floor joists and rafters 1211 or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506 (b). 13 JJS"I. Show blocking at end and at supports of floor joists; and for rafters at exterior walls. Section 2517 (d) 3. ia(': Show solid blocking at ridge line and at exterior walls on trussed roofs. Section 2506 (h), Section 2517 (h). ~ Show double joists. Floor joists shall be doubled under bearing partitions running parallel with the joists. Section 2517 (d) 5. ~ Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Section 2517 (d) 5. fa. Show rafter ties. Rafter ties shall be spaced not more than I+ feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) I+. J.I{(. Show rafter purlin braces to be not less than 1+5 degrees to the horizontal. Section 2517 (h) 5. J'6· Show 1/211 minimum clearance between top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). 2~ Show double top plate with minimum 1+811 lap T" splice. Section 2517 (g) 2. 2'-~Show nailing will be in compliance with !able ?'"'. ?5-Q. - ~ Show or note fire stops at the following locations per Section 2516 (f): a. in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. b. at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c. in concealed spaces between stair stringers at the top and bottom of the run and between studs along and in line with the :nm of stairs if the walls under the stairs are unfinished; and d. in openings around vents, pipes, ducts, chimneys., fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. /. 8/15/88 ~ Show stud size and spacing. Maximum allowable stud heights; 'bearing wall: 2 x I+ and 2 x 6 ax. 101 ; non-bearing: 2 x l+ max. 11+1., 2 x 6 ax. 201 • Table 25-R-3. ~ Studs supporting two floors, a roof and ceiling must be 3 x I+ or 2 x 6 at 1611 o.c. !able 25-R-3. ),WY. Note an A.I.?.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 306 (f). ~-Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2516 (m). ~ Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. ~ Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (?ables 25 I, J, K) and Section 1+713 (d). yo Show 311 x 1+11 or 211 x 611 studs in first story of three story building. ?able 25-R-3. @ Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. ~Provide roof framing plan and floor framing plan. Section 302 (a) 7. ~ Provide framing sections through Section 302 (a) 7. ~Specify all header sizes for opening over 1+1 wide. Section 2517 (g) 5. ~Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (a) 7. ~ Provide calculations for lateral loads, shear panelsl shear transfer and related. Section 302 (aJ 7. A'ow on the plans all structural requirements developed in the structural calculations. 11+ )If{: Please see additional corrections, or remarks, on the following page. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, C&lifomia 92123; telephone number of 619/560-1468, to perform the plan check. for your project. If you have any questions regarding these plan check items, please contact /2:,,gtF ,,z.,r 1-fo (jc,,,r.:.d at Esgil Corporation. Thank you. Enclosures: 1. 3. 08/15/88 P.') awNsi. ,s @?@ 1 <> :Il> <;\bN fp~ tvt ,~., 13 f>l ~-r1AN2 ~ ~ A--1 Sttow )2-1 I 16 TITLE' 24 MANDATORY REQUIREMENTS (To be noted on plans or specifications) HVAC Controls Sec. 2-5315. (a) Each HVAC system shall: 1. Be equipped with at least one automatic device for reducing HVAC energy use during periods of nonuse or alternate uses of the building spaces or zones served by the system; 2. Be able to maintain space temperature set points from SS°F to 85°F. Two or more replaceable fixed set-point devices shall be permitted if installed so as to maintain space temperature set points in the zone that they control; 3. Se able to provide sequential temperature control of heating and cooling capacity in each zone, if both heating and cooling are provided; 4. Provide a range of temperatures up to 10°F in which no heating or cooling is provided to the space, if the HVAC system has both heating and cooling capability; · 5. Be able to terminate all heating at 70°F or less; and 6. Be able to terminate all cooling. at 78°F or more. EXCEPTION: Multiple zone HVAC sytems requiring concurrent operation of independent heating and cooling systems need not comply with Section 2-5315(a) 4, 2-5315 (a)S, and 2-5315(a)6. (b) Zoning. Each zone shall be provided with at least one of the devices specified in subsection (a) to control the HVAC system which serves the zone. Each floor of a building with conditioned space shall contain at least one zone. Ventilation Systems Sec. 2-5316. On mechanical ventilation supply and exhaust systems capable of moving more than 5,000 cfm of air, auto- matic dampers interlocked and closed on fan shut- down shall be provided. On gravity ventilating systems, either automatic or readily accessible manually operated dampers in all openings to the outside, other than combustion air openings, shall be provided. Doors and Windows Section 2-5317. (a) Doors and windows between conditioned and uncon- ditioned spaces, such as garages and closets for central forced air gas furnaces using outside air for combustion, shall be designed to limit air leakage into or from the building envelope. Control Devices for Indoor Lighting Sec. 2-5319. Controls for lighting loads within the building envelope shall meet each of the following re- quirements. (a) Each area enclosed by ceiling-height partitions shall have independent control of the lighting within that area. (b) Each area enclosed by ceiling-height partitions shall have at least one readily accessible manually operated switching device to control lighting within the area. For lighting controls, "readily accessible" means located so that a person using the device can see the controlled lights or the area being lit. Switching devices in addition to, but not instead of, the required readily accessible manually operated switching devices shall also be permitted. (c) The general lighting of any area 100 square feet or larger in which the connected lighting load equals or exceeds 1.0 watt per -square foot throughout the entire area shall be controlled so that the load may be reduced by at least one-half while maintain- ing a reasonably uniform level of illumination throughout the area. Readily accessible switches, that control each luminaire in a space with more than one luminaire, orthat control each lamp in a space independently meet the requirements of this section. (d) In all areas where effective use may be made of natural light, lighting circuiting shall be arranged so that units, in all portions of the area where natural light is available at the same time, are switched independently of the remainder of the area. Occupant Operating and Maintenance Information to be Provided by Builder The build~r shall provide the building owner, manager, and the original occupants a list of the heating, cooling, water heating, and lighting systems and features, materials, components, and mechanical devices conservation or solar devices installed in the building, and instructions on how to use them efficiently. The instructions shall be con- sistent with specifications set forth by the Executive Director. Water Heaters and Plumbing Fixtures Water heaters, showerheads, lavatory faucets and sink faucets must be certified by the California Energy Commission (Excluding: waterheaters of the non-storage electric type and lavatories in public facilities having devices that limit the flow of hot water or have self-closing faucets or having devices that limit the outlet temperature to a maximum of 110°F) Section 2-5314, Table 2-S3G. # Jurisdiction CtfZ1 OF° ~S84~ Prepared by, K. C. /-to(j'-/:,J VALUATION AND PLAN CHECK FEE C Bldg. Dept. C Esgil PLAN CHECK NO. 39-:Z 7-Z- BU ILDING ADDRESS -:2.79'3 Loke,2. /le/IE. Wesr APPLICANT/CONTACT-_W--_-~=s=c..,6,=-=t===O.=~=~==-=-·--ro __ -_--P-H-ON_E_N_0_.(~7'-1/._4:) __ 7_7_7 ___ 0_6_6_6 BUILDING OCCUPANCY 8--z----------TYPE OF CONSTRUCTION tiµ ------ DESIGNER PHONE ------CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER l:fv I '-.0 I rJ (j I , 0,=-1=,ce. l~r~"J£. '!3?/ Or-Ftc.F.:-;?A!)~ -32f?o - 5Z6f 4go_.!2 ~s--:i.. 04'8 ~ ., {,,u ,412.& #o(..(...S/E :36 ,,s-I 1 °" 6 Cf{, , 6 3~ '!.-I- Air Condi tionin2: Commercial 5251 @ ~,fD -14 ?OZ--;so Residential @ .. Res. or Comm. 41,,, C/ //;,. /50 62 8 7</ o-' Fire S"Drinklers @ . . Total Value ·,o 1,oz, /-:2. . -~-. ~ 5" e::-3 e· B~ildiricj Permit Fee. $ ________________ --,,111.-.. ___ ,. __ _ :2"335 ?Z .Plan Check Fee S _.. _____________________________ _ CO H HEN rs __________________________ _ SHEET / OF / . ,., .. 12/87 ARCHITECTURE LAND PLANNING BANZUELO /RIERSON/ DUFF & ASSOCIATES, INC. 4501 EAST LA PALMA AVENUE ANAHEIM. CA 92807-1907 · March 3, 1989 SUITE 202 714/777-0666 City of Carlsbad, Building Department 2075 Las Palmas Carlsbad, CA 92009-4859 ATTENTION; CARTER DARNELL RE; DAVISON /JONES DEVELOPMENT EL FUERTE BUSINESS PARK 2, BUILDING #1 2793 Loker Avenue West Mr. Darnell, Chee 87-6 Associates Kwon C. Kim Please process the attached set of drawings and calculations for the above referenced project as required for Plan Check and Building Permit. The project was delayed past the 12 month period by circumstances beyond the control of the Owners. Therefore, this submittal is for the recheck of a previously approved two building project; only Building #1 is being submitted for Plan Check ( A Building Permit has already been issued for Building #2 ). In an attempt to assist the Plan Checker in the review, a general· list of revisions that have been made to the drawings since its previous approval is attached. Should any questions arise, please do not hesitate to call me at (714) 777-0666. Thank You for your assistance ,. LIST OF CHANGES TO BUILDING# 1 ( 2793 Loker Ave. West) 1. Two exterior 4' high truck loading docks and truck well ramps have been provided at the south elev·ation. Architectural and Structural Drawings clearly identify the revised area and desi~n. 2. Two first floor offices, previously Offices 102 & 103, have been-omitted. 3. The locations of the fire detector check and condenser units have been changed. 4. Gypsum board sheathing at the bottom of the 2nd floor framing has been changed to single layer foil •. The sheathing was non- structural and R-19 insulation is still prdvided between·all conditioned and unconditioned .spaces. 5. _The concrete floor shall be 5" thick w/6 x 6 w1.4 x w1.4 W.W.M. as opposed to reinforced. r i· I ~ ~f , CV ' .... CtJ 0 Cl "'O CV ;: -~ > CV a:: ri cc "tJ CV ;: CV > CV a:: CV .... co 0 cc "'O CV ;: CV > CV a:: ef o D D D ENGINEERING CHECKLIST Date: 2-/ -gg F ,, Plan Check No. ~B 880Q(g0 \,:51~!4" Project Address: Ii, lfieiert ST f ¼<I& ~YE W.es1 ( ta,-1o) Project Name: a..lfo8qc &tvw ~ 2 Field Check Date: ----------- 8 y: LEGAL REQUIREMENTS Site Plan LEGEND ~ @ 1,2,3 I tern Complete I tern Incomplete -Needs Your Action Number in circle indicates plancheck number that deficiency was identified 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. 2. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns.~~~ 3. Provide legal description of property. 4. Provide assessor's parcel number. PERMITS REQUIRED Grading s. Grading permit required. (Separate submittal to Engineering Department required for Grading Permit). 6. Grading plans in plan check PE 2.81 54 . Du.)€:1,. '203-~ 7. Need the following completed prior to building permit issuance: A. Grading plans signed. B. Grading permit issued. C. Grading completed. D. Certification letter and compaction reports submitted. E. Grading inspected and permit signed off by City Inspector. 8. Right-of-Way Permit required for work in public right-of-way (e.g., arlveway approa~ sidewalk, connection to water main, etc). 9. Industrial Waste Permit application required. To be filled out completely and returned to Development Processing. FEES REQUIRED 10. Park-in-Lieu fees required. Quadrant=-====-::::::_, Fee Per Unit: ____ , Total Fee:_-__ _ 11 ~Traffic impact fee required. ,It.. Fee Per Unit: -, Total Fee: 'tt'GQ.:30,<50. 12~Bridge and Thoroughfare fee required. Fee Per Unit: ------, Total Fee:~/ \,OY2.,0o . > 13. Public facilities fee required. 14.@i:acilities management fee required. Fee:fao,s-r12.uo. , 15 .@Additional EDU's required: /8.ct5 Eiov Sewer connection fee: _____ Sewer permit no. ~ 16. Sewer lateral required: ~ REMARKS,@~ ·fA ¥ c,,_Q,_., O.K. to iss~ ~-:-- ~ 7c> £eteA.St'-BLOG I Date: 7 If you have any questions about any of the above items identified on this plan check, please call the Development Processing Department at 438-1161 . 00 cu cu .... .... t'O t'O C C aJ aJ aJ "'C "'C "'C cu cu cu ;: ;: ;: cu -~ cu > > > cu cu cu c::: c::: c::: -N M * =1:1:: * u u u a. a. a. PLANNING CHECKLIST Plan Check No. CB86006~ Address CL /vE.e-TJE Sr r ~ AVE Wtsr Type of Project and Use 2 I>Jw57J?JAl l3LJ I LOI Nt'j,,S Zone P--M Use Allowed? YES ~ NO Setback: Front Ok. Side Qi;_ Rear 0/( Facilities Management Zone 5 School District: San Dieguito __ Carlsbad )<. Discretionary Action Required Environmental Required Landscape Plan Required Comments YESi YES_Ki. YEs __h_ Encinitas San Marcos NO -- NO ', ~ NO -- -- ---------------------------- Coastal Permit Required YES NO L Additional Comments N@ l.l/11 Y.311:/1 M'ILM Qf 61TE. fL-t<iN ~+ 5/n)e;o.d5~ 1:?tw ~V2tC.7tqd 7P et Plftlp,;f,;:; RN ~1.06 DIIZl?f7Ctl A/\10 rZ(CCl)fWGo frl!cYe-7b 8tJILO(¼ Ptttmrr 155~.(Peit lbNO, 3 ) OKTOI~ z;, ~-;z,~s,,:;-~. I DATE Prepared bys ?, C, /-/o<;LGN VALUATION AND PLAN CHECK FEE o .. Bldg. Dept. D Esgil PLAN CHECK NO. 8'?-006 6 BUILDING ADDRESS 271 I -27f__< Lo1<.1:--'2.. Ave v..J ---:---___;;;:=-----------...,.--------APPLICANT/CONTACT )Ay 4u ... Fr-l PHONE No.(714) '75:Z-/0/6 BUILDING OCCUPANCY B-'2.... .DESIGNER PHONE(.714) 777·o£i:6 TYPE OF CONSTRUCTION -~V_N____ CONTRACTOR PHONE ----- BUILDING PORTION BUILDING AREA Bu,'-o,,,.u; .:t.. Air Conditionin£ ommercial ~ 2-5/ Residential· Res. or Comm. Fire Snr;.,....,.., .,.,...,. Total Va. Building Per~ Plan Check f COMMENTS;_ 2,-ga /. S-0 VALUE J I 9 t-7.33 = /0, z,y £o /4 70 Z. !- 6 2-8'7'-f "~ .,I !fr SHEET I OF 2- 12/87 r j :• _;. l t l ! 2560 ORION WAY CARLSBAD, CA 92008 <titp of Carlsbab FIRE DEPARTMENT PAGE1 OFL TELEPHONE (619) 931-2121 APPROVED DISAPPROVED PLAN CHECK REPORT PROJECTtL fuE;?ri.;. Bus/.,,IES5 Mf!K ZADDRESS --=2 ..... 7_.__9...,_,.3....__ __ L .... o...u..::K.,,.6"'-/~""-4,Av~-.... E"------'h.'4,.:../.s...t;;S,.._·ur __ _ ARCHITECT J3:Ati/2.lf 1;:L-D/ RJ,z;:£s 6-<l /.Ll/i?AbDRESS 4,&IA MEI tk1 PHONEC71y) 77 7-06bb owNER Dt1u1<:a01 I ~es ,~. 'd= t'u,-:::,.,i1'==uAooREss _:r..i<:?v ;;Ji;;-PHONE (71 '--I) Psl/---4'=.oo OCCUPANCY kSd:\ 1 CONST. :s:z:j~ TOTAL SQ. FT. '---z / n I {e STORIES -7-z,o Q ~PRINKLERED D T~NANT IMP. -~ ,?t 7 __ 1. __ 2. __ 3. f-4. _5_ ~6. ~7. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKJNG THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of: floor plan(s); site plan; sheets Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. Provide specifications for the following: Permits are required for the installation of all fire protection syste~~stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire depart~~r to installation. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT The following fire protection systems are required: 'oilA-utomatic fire sprinklers (Design Criteria: --·~'-1~1-:3 .... o~, .... i~c.J~----------------b Dry Chemical, Halon, CO2 (Location: ________________________ _ D Stand Pipes (Type: -------------------------------0 Fire Alarm (Type/Location: ____________________________ _ ,':Ye Extinguisher Requirements: / y, One 2Arated ABC extinguisher for each ic::..'(i/21 'l sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. D An extinguisher with a minimum rating of ___ to be located: D Other: ___________________________________ _ __ 8. Additional fire hydrant(s) shall be provided------------------------ __ 9. 'Y'.---10. __ 11. ~12. ¼13. __ 14. --15. EXITS Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. A sign stating, " This door to remain unlocked during business hours" shall be placed above the main exit and doors t -,I ·/ i' . ..,. t.c\. ., I::::, . ' 1(Ai},c//..-;, 7, -1::: ,u.::':--10 13...JLT. ' . EXIT signs (6" x ¾" letters) shall be placed over all required exiits and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. Additional Requirements. ------------------------------ Comply with r~ulations on attached sheet(s). Plan Examiner\... ,,}C 7;# z,_.,_~ Date__,,.2)='-¥/ .... 1 -,,..:1,...,;. ~--'h/,__.,__t'_,S'.____ __ _ / -4 17 Report mailed to architect ___ Met with ___________ ,____ _ __ Attach to Plans Scheibel/Dyer Associates, Inc. Structural Engineers STRUCTURAL CALCULATIONS For: El Fuerte Business Park II Truck Well Additions Prepared for: Banzuelo/Rierson/Duff & Associates, Inc. by: Scheibel/Dyer Associates, Inc. Structural Engineers February 22, 1989 3300 Irvine Avenue. Suite 250 D Newport Bead,, California 92660 D (714) 756-1586 gf • } 7 1-,, SCHEIBEL/DYER ASSOCIATES 3300 Irvine Ave. suite 250 Newport Beach, CA 92660 ANALYSIS: SITE WALLS RETAINING WALL SHEET: DATE: JOB NO: PROJECT: DESIGN FEB 89 8777 EL FUERTE PARK II >DESCRIPTION: TRUCK WELL WITH 2 ft. RETAINAGE > DESIGN DATA Soil Bearing Press= Active Fluid Press= Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = (horiz:vert,O=Level) 2,000 psf 45 pcf 250 pcf 100 pcf 0 : 1 FOOTING: Ftg/Soil Friction f'c Concrete Fy -Reinforcement = 0.30 = 2,000 psi = 60,000 psi Design Fluid Pressure= (Corrected for Slope) 45.0 pcf Surcharge over Toe= O psf Surcharge over Heel = Shall Surcharge be used in Resisting Moment? Y=l, N=O --> 250 0 psf <-- Soil Ht over Toe = Wall Ht above Soil= ADJACENT FOOTING LOAD: Footing Load = Spread Footing? Y=l, N=O : --> UNIFORM LOAD (Added)= WALL & FOOTING GEOMETRY > RETAINED HEIGHT ( above T • o • F. ) > Toe Width Stem Width > Heel Width FOOTING WIDTH = = = = = 14 in 3.5 ft 0 plf 0 0 plf 3.17 ft 2 ft 0.50 ft 0.5 ------ 3.00 ft Axial Load on Stem = 0 plf Load@ Wall Above Soil= 20.3 psf Width of Footing = 0 ft Ftg. Dist. from Wall = 0 ft Depth of Bearing Below Soil @ Rear F.O.W. = 0 ft Bottom Above T.O.F. = o.oo ft Top Above T.O.F. = 0.00 ft > Footing Thickness = 12 in > Key Depth = 0 in > Key Width = 0 in > Toe/ Key Dist. = 0 ft -STABILITY SUMMARY-------------------------------------------------- SOIL PRESSURE @ TOE = 1,336 psf . 2,000 = Allow . SOIL PRESSURE @ HEEL = 0 psf FACTOR OF SAFETY . . overturning = 1.72 >= 1.5, --> OK FACTOR OF SAFETY . . Sliding = 1.07 < 1.5, --> Recheck ONE-WAY SHEAR AT TOE SIDE OF STEM = < 1 > OK ONE-WAY SHEAR AT HEEL SIDE OF STEM = < 1 > OK ---------------------------------------------------------------------- SCHEIBEL/DYER ASSOCIATES 3300 Irvine Ave. suite 250 Newport Beach, CA 92660 ANALYSIS: SITE WALLS STABILITY CHECK SHEET: DATE: JOB NO: PROJECT: 1- FEB 89 8777 EL FUERTE PARK II > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l, N = 0 --->> 1 OVERTURNING MOMENT= RESISTING MOMENT = 1,943 ft-# 3,346 ft-# MAX. LATERAL FORCE= 931 # FACTOR OF SAFETY: Overturning--> 1.72 SLIDING CHECK Verify Ratio! Max. Lateral Force= Max. Resis. Force= F.S. : Sliding = 931 # 999 # 1.07 >Ht.of Soil to Neglect= Passive Pressure = Friction Pressure = o.oo in 587 # 412 # SOIL PRESSURE Eccentricity from CL = > > SOIL PRESSURE@ TOE > SOIL PRESSURE@ HEEL TOE DESIGN ----------Mu' '= Upward = 3331.17 Mu' = Downward = 732.666 % steel Minimum = 0.0012 As . Required = 0.069 . As . . Provided = 0.122 one Way Shear: Fv 2*(f'c A • 5) 89.44 = = Actual Shear/ Phi= 26.19 HEEL DESIGN ----------- 0.65 ft Kern Distance = 0.50 ft = = ft-# ft-# UN-FACTORED 1,336 psf o psf FACTORED 2,271 psf 0 psf Mu . DESIGN MOMENT = 2598.5 . Rebar Cover = 3.5 d = Thk-Cover = 8.50 in"2/ft 'm I = = 35.29 in"2/ft R-u = 39.96 Try: #4 @ 19.5 It #7 @ 58.5 psi #5 @ 30.5 II #8 @ 77.5 psi #6 @ 43.5 II #9 @ 98.5 ft-# in in psi It II II > Neglect Upward Soil Pressure? Y=l,N=0 --> 0 Mu' '= Downward = 81.725 ft-# Mu . DESIGN MOMENT = 81.725 ft-# . Mu' = Upward = 0 ft-# Rebar Cover = 2 > % Steel Minimum = 0.0012 d = Thk-Cover = 10.00 in As . Required = 0.002 in"2/ft Im I = = 35.29 . As . . Provided = 0.144 in"2/ft R-u = 0.91 psi One Way Shear: Try: #4 @ 16.50 II #7 @ 48.00 II Fv = 2*(f'c A .5) 89.44 psi #5 @ 25.50 II #8 @ 48.00 It = Actual Shear/ Phi= 3.51 psi #6 @ 36.50 II #9 @ 48.00 II --------- SCHEIBEL/DYER ASSOCIATES 3300 Irvine Ave. Suite 250 Newport Beach, CA 92660 ANALYSIS: SITE WALLS TOP STEM SECTION DESIGN SHEET: DATE: JOB NO: PROJECT: '?> FEB 89 8777 EL FUERTE PARK II > WALL MATERIAL: CONCRETE= 1, MASONRY= 2 : -->> 1 <<-- > f'm Masonry = > Fs: For Masonry = > f'c Concrete = > Fy: For Concrete = > Load Factor = > Grouting? Y=l N=0 > >Inspected? Y=l N=0> > Center=l, Edge=2 -> Masonry: f'm = fs = Bond Length Actual NA NA Req'd = 1,500 psi 24,000 psi 3,000 psi 60,000 psi 1.00 1 0 1 Allow. NA psi NA psi NA in > Bottom Ht. above TOF = Loaded Section Height= 0 ft 6.67 ft Total Lateral Press. = 653.77 # Maximum Ms:Service = 1153.7 ft-# > WALL THICKNESS > REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd' for design Allowable Unit Shear Actual Unit Shear = # = = = = = 6 in 5 24.25 0.15 3.00 109.5 30.9 in in"'2 in psi psi SCHEIBEL/DYER ASSOCIATES 3300 Irvine Ave. Suite 250 Newport Beach, CA 92660 ANALYSIS: SITE WALLS RETAINING WALL SHEET: DATE: JOB NO: PROJECT: DESIGN -4 FEB 89 8777 EL FUERTE PARK II >DESCRIPTION: TRUCK WELL WITH 4 ft. RETAINAGE > DESIGN DATA Soil Bearing Press= Active Fluid Press= Passive Pressure = Soil Density = > WALL LOADING CONDITIONS Slope of Backfill = (horiz:vert,O=Level) 2,000 psf 45 pcf 250 pcf 100 pcf 0 : 1 FOOTING: Ftg/Soil Friction f'c -Concrete Fy -Reinforcement = 0.30 = 2,000 psi = 60,000 psi Design Fluid Pressure= (Corrected for Slope) 45.0 pcf Surcharge over Toe= o psf Surcharge over Heel = Shall surcharge be used in Resisting Moment? Y=l, N=O --> 250 0 psf <-- Soil Ht over Toe = Wall Ht above Soil = ADJACENT FOOTING LOAD . . Footing Load = Spread Footing? Y=l N=0 . --> I . UNIFORM LOAD (Added)= WALL & FOOTING GEOMETRY -----------------------> RETAINED HEIGHT (above T.O.F.) > Toe Width Stem Width > Heel Width FOOTING WIDTH = = = = = 14 in 3.5 ft 0 plf 0 0 plf 5.17 ft > > 3 ft > 0.50 ft > 0.5 ------ 4.00 ft Axial Load on Stem = 0 plf Load@ Wall Above Soil= 20.3 psf Width of Footing = 0 ft Ftg. Dist. from Wall = 0 ft Depth of Bearing Below Soil @ Rear F.O.W. = 0 ft Bottom Above T.O.F. = o.oo ft Top Above T.O.F. = o.oo ft Footing Thickness = 12 in Key Depth = 0 in Key Width = 0 in Toe/ Key Dist. = 0 ft -STABILITY SUMMARY-------------------------------------------------- SOIL PRESSURE @ TOE = 1,646 psf . 2,000 = Allow . SOIL PRESSURE @ HEEL = 0 psf FACTOR OF SAFETY . . Overturning = 1.53 >= 1.5, --> OK FACTOR OF SAFETY . . Sliding = 0.71 < 1.5, --> Recheck ONE-WAY SHEAR AT TOE SIDE OF STEM = < 1 > OK ONE-WAY SHEAR AT HEEL SIDE OF STEM = < 1 > OK SCHEIBEL/DYER ASSOCIATES 3300 Irvine Ave. suite 250 Newport Beach, CA 92660 ANALYSIS: SITE WALLS STABILITY CHECK SHEET: DATE: JOB NO: PROJECT: s FEB 89 8777 EL FUERTE PARK II > NOTE: Should 1/3 of Active Pressure be used as Vertical Pressure at rear face of stem? Y=l, N = o --->> 1 OVERTURNING MOMENT= RESISTING MOMENT = 4,466 ft-# 6,823 ft-# MAX. LATERAL FORCE= 1,622 # FACTOR OF SAFETY: Overturning--> 1.53 SLIDING CHECK Max. Lateral Force= Max. Resis. Force= F.S. : Sliding = Verify Ratio! 1,622 # 1,154 # 0.71 >Ht.of Soil to Neglect= Passive Pressure = Friction Pressure = o.oo in 587 # 567 # SOIL PRESSURE Eccentricity from CL = 1.01 ft Kern Distance = 0.67 ft > > SOIL PRESSURE@ TOE > SOIL PRESSURE@ HEEL TOE DESIGN ----------Mu' '= Upward = 8367.03 Mu' = Downward = 1648.5 % Steel Minimum = 0.0012 As . Required . = 0.181 As . Provided . = 0.181 One Way Shear: Fv 2*(f'c .. • 5) = 89.44 = Actual Shear/ Phi= 48.41 HEEL DESIGN ----------- = = UN-FACTORED 1,646 psf o psf FACTORED 2,798 psf o psf ft-# Mu: DESIGN MOMENT = 6718.5 ft-# ft-# Rebar Cover = 3.5 in d = Thk-Cover = a.so in in"2/ft 'm' = = 35.29 in"2/ft R-u = 103.32 psi Try: #4 @ 13.5 ti #7 @ 39.5 It psi #5 @ 20.5 ti #8 @ 52.5 It psi #6 @ 29.5 ti #9 @ 66.5 It > Neglect Upward Soil Pressure? Y=l,N=O --> 0 Mu' '= Downward = 116.725 ft-# Mu . DESIGN MOMENT = 116.72 ft-# . Mu' = Upward = 0 ft-# Rebar Cover = 2 > % steel Minimum = 0.0012 d = Thk-Cover = 10.00 in As . Required . = 0.003 in"2/ft 'm' = = 35.29 As . Provided = 0.144 in"2/ft R-u = 1.30 psi . One Way Shear: Try: #4 @ 16.50 " #7 @ 48.00 ti Fv = 2*(f'c".5) = 89.44 psi #5 @ 25.50 ti #8 @ 48.00 It Actual Shear/ Phi= 4.50 psi #6 @ 36.50 ti #9 @ 48.00 It • f ~ ,. SCHEIBEL/DYER ASSOCIATES 3300 Irvine Ave. Suite 250 Newport Beach, CA 92660 SHEET: DATE: JOB NO: ~ FEB 89 8777 PROJECT: EL FUERTE PARK II ANALYSIS: SITE WALLS TOP STEM SECTION DESIGN > WALL MATERIAL: CONCRETE= 1, MASONRY= 2: -->> 1 Bottom Ht. above TOF = Loaded Section Height= <<-- 0 ft 8.67 ft > f'm Masonry = > Fs: For Masonry = > f'c Concrete = > Fy: For Concrete = > Load Factor = > Grouting? Y=l N=0 > >Inspected? Y=l N=0> > Center=l, Edge=2 -> 1,500 24,000 3,000 60,000 psi> psi psi psi Total Lateral Press. = 1254.0 # Masonry: f'm = fs = Bond Length Actual NA NA Req'd = 1.00 1 0 1 Allow. NA psi NA psi NA in Maximum Ms:Service = 3031.5 ft-# > WALL THICKNESS > REBAR SIZE REQ'D SPACING Rebar Area Supplied 'd' for design Allowable Unit Shear Actual Unit Shear = # = = = = = 6 in 6 12.00 0.45 3.00 109.5 59.2 in inA2 in psi psi • , . • • • • • • • • • ScheibeVDyer Associates, Inc. Structural Engineers STRUCTURAL CALCULATIONS For: El Prepared for: Banzuelo/Rierson/Duff & Associates, Inc. by: Scheibel/Dyer Associates, Inc. Structural Engineers February 23, 1989 3300 Irvine Avenue. Suite 250 D Newport Beach. California 92660 D (714) 756~1586 • INDEX • • GENERAL Gl • VERTICAL ANALYSIS Vl to V96 • LATERAL ANALYSIS L1 to L21 • FOUNDATION ANALYSIS Fl to F13 • • • • • • \/\) • • • • • • • • • • Analysis: GENERAL --DESIGN CRITERIA -- ...,...,)\ ~helbel/Dyer Associates. Inc . ..,..,,,, '-Structural Engineers Project _E_l_F_ue_r_t_e_#.;...2 _____ _ B A. L. D t Y-------ae Page Gl Of .Job Feb. 1988 8777 I. Design based on Uniform Building Code 1982 Edition. II. Allowable Stresses A. Timber: Glu-lams-------------------------Douglas Fir larch (2400 F) B. Concrete: Slabs & Foundations--------------f'c = 2000 PSI Wall Panels----------------------f'c • 3000 PSI C. Reinforcing .st.ru: Slabs & Foot1ngs-----------------Fy = 60,000 PSI Wall Panels -Typical------------Fy = 60,000 PSI Chords & Jambs------------Fy = 40,000 PSI D. Structural Steel: Pipes----------------------------ASTM A53, Gr. B Tubes----------------------------ASTM AS0O (Fy = 46 ksi) Miscellaneous--------------------Fy = 36 ksi E. Soil: Based on report by: Applied Geotechnical Engineering, Inc. Project #87-168 August 13, 1987 Allowable Bearing---------------2000 PSF with increase for wind or seismic l • .. · .. , • ·:.'::) • • • • • • • • • ..,_.., c:;cheibel/Dyer Associates, Inc . --~ '-Structural Engineers Project EL FU EJ?_ T'E.. 1f 2 By A; L Date \ 2. / I 2. / 8 i Analysis: ve.i:aTI C~l-Page V--1 Of .Job 9117 ROOF LOADS FOR DESl(f N OF ?TJRL!NS AND gLUE LAM BEAMS DEAD L0.-\0: * -ROOFl~4 2.5 r.s.F. -5H:.::;iN4 f.5 -2. )( 4 1 G ~ 24" 0. C. 0.7 -PURllN5 z.o -SrR!N :<.LE~S 1.5 -M ECHA ~I CAL & MISC. 1.8 -rOTAL \JAREHOU5E ARe.A-5. 10.0 r. s. f. -SUSf EN.DfD CEILlN(i 2.5 -TOT AL. OFf'IC E. AREAS 12.5 r. s.F. L[VE LOAD: ... PE~ U. B .C. TABLE 2 3 -C F O i FL Ar RO O f • * GiLUt LAM BEAM DE5lN4 PR04RAM AUTOMAflCALLY INCLUDES WEICff-11 OF 3EA M 5ELECTED lN CA I.CU LATf ON . . V-l • ••• • • • • • • • • • Analysis: VER.Tl CAL 42'-o" t \n I d) Qt 't I 11) l:l f) I d) i\l l" I \0 Ql -I tO rl 481-011 y 0 \n I I [{) w (X ~ 't (r I {ii tO Cl \Y --- '° ~ - I l d) \\} Ci Ol r--\\.I I I Ill (ll ~ Di ·-··------~-·-- i 481 -o" f V-2. .-.~'JL <icheibel/Dyer Associates. Inc . .,..., '-. Structural Engineers Project EL FUER1E :¼F7.. By 1'2.-IZ-87 ________ Date ____ _ AL Page V-2 Of Job g7T7 48'-o'' or::,'-0 11 =o _1 ~ 0 I "" \0 ~ -'-i} I 7 -1.0 4: ~ ~ a )- '° :\t ul I 'Y'. -i.0 ",t -s Y. -L 4'. 2-l) 01. ' cO LL -l{) "f --+--B 481 -o" l 1 • .411aJ'...,J\ Ckheibel/Dyer Associates. Inc . ..,..1!/111/f , Structural Engineers Project __ E_L_F_U_E::_R_,_E __ ~ __ '2. __ .. • :: '·>-:, . . · .. -By ___ A_L ____ Oate \'2.-11. -87 Analysis: 1/ER.TICAL Page V-3 Of --lob S 171 • ® '"?>G,'-o • I 46'-0 1 ' 47'-o" .,. © • -0 I ~ 0 ~I () I !il I OI d) I{) I ct • --t--0 ! s ~ I <r -t<) z • ¢ I $) I Iii <{ 19 Ii J Ct .i 0 i\. • : I )- t--1 Lil • rO "° :\t ~ ~ I I tO al -i'J '5 $ fi. Cl () 7. 1. D -[ ------_J ~ ::> • I Ii) \..1. I '° "' r -ef) ' . lo (1) d) cJ rL • =o I -(j) <::---J •o I -e • -·-.. -: I • II 81...'-o'' .. ··.J · 1'3-0 1 f ---·--·--->~ ---·-·----> • V-3 • • • • • • • • • • Analysis: VE.RTICA L BEAM LOAD INl=ORMA.TION 13UlLOINGi "it' I 6 G=' AM 01'::ITANCS' END NUH6S:R BETwE"E.N '::;f,..)f'POl<T C:.OL-\JMN:::, R6-I Go'-0 11 ~ ':), l<B-2 4"21 -o" CA.t-lT, 1<6-3 41'-o'' -!:).~. l<B-4 4'2.'-o" C.A>-11. J<B-5 4i-o'1 "='·"'-'· I, ':;) R 6-7 4'2.1 -o" C.~Nt I< 6-8 42!-d' -s. '::,, RB-9 42.'-011 C.A,-IT, R B-10 41.'-o" 'O. 'O Re-II °3b1 -01t ':). 'O, . R B-1'2. 4-z.'-o" C.Al'-li-. I< B-13 47.'-o" 6 'O, e B-1-::l 4?.'-0 11 l.ANT l<.B-15" 41'-011 S.S . LOAO \...IVE:' LOAD I '2. PSF (Z. PSI=' l'Z. .P=:,F' I '2. Ps~ rz. Psi= ,-z. PSI= 1'2. P=i~ \'2. Pbi= I '2. PSI= 1'2 ?Si= 11. Pf,~ \"2. ~I=' I '2. ~~ I '2. PSi= r-Z. P~i= v-4 _....,, Cicheibel/Dyer Associates, Inc . ..,,~ "-Structural Engineers Project ___ E:._L __ F="_U_E;;.._R_T_E.;;;...._-=ii=" __ z. __ AL By __ _.; _____ Date 12-1'2.-81 9171 Page V-4 Of .Job IN l=-012. 1'"1ATION Let-\ G,, H MIN, MA"'-. RANC, E:: LOAO(P'f) lCAD (p5,=) 0-bd-0 11 253/305 * 557/611 -,f.. 0-42'-011 3c5/ ~41 ,i: bll /150 '* 0-4i-o" -:,41/ 371 ~ 160/r?:;C -'Jk o_ 4i-011 311/ 414 ~ 830/ '911 * o-41'-o" 414/ 45D _,.. 911/ '1'10 * o-43'-o'' 5""40 IIIC;, o-4-z.'-01 ' 480 10'5~ 0-411-011 480 IOS'b 0-42.1 -o'1 450 \05"b I 11 0-41.-o L\60 106"'~ o-Zl'--011 Goo 117 C:, O-4?.1 -0'1 4So I 05""'=, I II 0-4?.-0 48 o 105"~ 0. 47.' -011 460 \Oo~ I II I I 11-0-42-01 480-3~0 l05"G. -G00 • :._.-.. ) i• '.',> • • • ) • • • • Analysis: VER.Tl CA'- E;E:~"-n \...OA.p IN l="OC2.MATION BVILOIN0 * 2. B EA't'\ OloT,o...14c, e. e;.r-4 D NUnl3e.R ee:,wE:eN '=>IJ P PO i<"T'" C..O '-Ut'"I N '::> 1<6-1 =>'3'-o'' =:). -::>. {<13-2. '5':J'-b" Co,.,-.IT", K' 6-3 '53'-f." 6 '::), ~B-4 '58-(;," C.Al'-\T. ~B-5 1.o'-<.;." ~.':), RB-6 '2.S'-o" -S.'=>• i<B-1 5:8-"=-" C. l.)..i,..j I, !<!B-6 53'-(d' ~-~- ~B-9 5.3•_ (:}' CA.l'-\T l<B-10 5~-fi1 ,s.s . LO.A..'D V-5 ....,._, ~heibel/Dyer Associates, Inc . .,....,, , Structural Engineers Project --~.....;;L'---...;.l=-_U;..;E:-....R.a..T-=E:;;;,___~_1__ __ _ By ___ A_L-____ Oate 1'2.-1'2.-81 Page \/-5 Of .Job gl1t L..OAD IN ~O l<MATION 1-IYE \....Er--1.C.,TI-I M Ir-I, MA'/. LOAP R~C.,e: LOAD (?5,~} LOA.D ( rSi=) 1'2.. ?Si=' oj,d-o"1 1.s1-d' 1.2.oj 625,525 44y 1029 I 1019 1'2. ?SF 0-'52:.'-, .. 420 '9 2.4 1'2 P~t= 0-5~-c;,'1 42.o 924 1'2. Psi= 0-55-C..11 420 '9 '2 4 rz. P~t=-0 -15-,. 4Zo 9?..4 12 1-".SF 0 -1.S'-o" 15''14 llb4 12. P:iF Q -~;!-"'II 415" 1045 r'Z. P~i;:: 0-6:!J' -{:." 415 \045 l'Z. F's~ 0 -'531-G.11 415 1045' \'2 ?SF 0-5J1-'111 415 1045 OF A L..I Ne: Al2 L--r" se:PA.RA-re:o BY A ,,. / ". • .... B§l40 / ~ BDNG#l -RB-1~ SIMPLE SUPPORT Job Number: 8777 ::';/\ • Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Beam length (ft), LO= 51.333 Data (lbs & lb/ft) Beam Weight = 39.9 •Load Minimum Maximum Dist. from left support (ft) W(l) = 258.0 , 567.0 From Xl = o.oo W(2) = 266.0 , 585.0 From Xl = 10.00 W(J) = 275.0 , 605.0 From Xl = 20.00 W(4) = 284.0 , 625.0 From Xl = 30.00 • W(S) = 292.0 , 643.0 From Xl = 40.00 W(6) = 301.0 , 662.0 From Xl = 50.00 Reactions (lbs) Left support Right support Maximum . 16180.2 17002.3 . 1 • Minimum . 7916.2 8285.0 . Shear@ "d" . 14511.2 16313.3 . Maximum Moment (ft.lbs) : MO= 212878.7 ( at X = 25.988 to X2 = to X2 = to X2 = to X2 = to X2 = to X2 = 10.00 20.00 30.00 40.00 50.00 51.33 -------------------------------------------------------------------------• ~-fGN BEAM:-5.125 X 33 in 24 F Fv = 165 • --------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2746.3 fVl= 128.7 fv2= 144.7 Allowable stresses +Fb = 2698.7 Fv = 206.3 Maximum (psi) Shear%= Stress% 101. 76 ti=-· 70.15 Minimum Load Deflection (midspan)= 1.002 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi • Left support= 5.61 Right support= 5.90 • • • v-~ • •BEAM BDNG#l -RB-2- ( --·~-"':--.. ·.J • Dimensions (ft) : CANTILEVERED Ll = 8.667 LO= 45.500 Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 01-08-1988 L2 = 10.750 Load Left •wc1) Data (lbs & Minimum cantilever = 301.0 , lb/ft) Beam Weight= 36.3 Maximum Dist. from left support (ft) Pl= 8285.0, 17002.3 662.0 From Xl = 0.00 to X2 = 8.67 Between supports W(l) = 310.0 , 681.0 From Xl = o.oo to X2 =10.50 W(2) = 319.0 , 701.0 From Xl =10.50 to X2 =21.00 • W(3) = 328.0 , 721.0 From Xl =21.00 to X2 =31.50 . W(4) = 337.0 I 740.0 From Xl =31.50 to X2 =42.00 Right cantilever P2 = 4360.9 , 9331.4 W(l) = 346.0 , 761.0 From Xl = o.oo to X2 =10.50 W(2) = 355.0 , 781.0 From Xl =10.50 to X2 =10.75 !. Reactions (lbs) Left support Right support Maximum . 42013.9 34111.4 . Minimum . 17879.4 13380.2 . q i load: 19581.4 15338.6 • ) Maximum Shear Force at "d" from support (lbs) v_,~ax) = 21308.5 V2(max) = 16113.2 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 115258.9 at X = 23.282 Negative Moments: -Ml(max) = 173578.4 -M2(max) = 146434.8 ·----------------------------------------------------------------------------DESIGN BEAM:-5.125 x 30 in 24 F Fv = 165 ----------------------------------------------------------------------------CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern •Maximum Stresses (psi) +fbO = 1799.2 -fbl = 2709.5 -fb2 = 2285.8 fvl = 207.9 fv2 = 157.2 Allowable Stresses (psi) +Fb = 2731.2 -Fbl = 2709.6 -Fb2 = 2709.6 Fv = 206.3 Maximum Shear%= Stress% 65.87 100.00 84.36 100.19 ~ o'- • Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.003 Left cant. Deflection= 0.463 Right cant. Deflection= 0.466 Minimum Bearing lengths required (in), Fp = 562.5 psi :e v-"'t support = 14.57 Right support = 11.83 V-7 ---- • •BEAM BDNG#l -RB-3~ SIMPLE SUPPORT Job Number: 8777 ( ,,c:J Job Name Designer Date : EL FUERTE#2 : AL • : 01-08-1988 Beam length (ft), LO= 23.083 Load Data (lbs & lb/ft) Beam Weight= 20.0 Minimum Maximum Dist. from left support (ft) .W(l) = 355.0 , 781.0 From Xl = o.oo to X2 = 10.25 W(2) = 364.0 , 801.0 From Xl = 10.25 to X2 = 20.75 W(3) = 373.0 I 933.0 From Xl = 20.75 to X2 = 23.08 Reactions (lbs) Left support Right support •Maximum : 9331.4 9722.2 Minimum . 4360.9 4431.1 . Shear@ "d" . 8230.1 8411.9 . Maximum Moment (ft.lbs) : MO= 54337.1 at X = 11.616 ,. ___________________________________________________________________________ _ DESIGN BEAM:-5.125 X 16.5 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern ' • Mc.. .. imum Stresses (psi) ) +fb = 2803.9 Allowable Stresses (psi) Stress% +Fb = 2931.9 95.63 • • • • • Fv = 206.3 · fvl= 146. o fv2= 149.2 Maximum Shear%= 72.35 Minimum Load Deflection (midspan)= 0.704 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 3.24 Right support= 3.37 V-8 YBEAM BDNG#l -RB-4-CANTILEVERED • Dimensions (ft) : Ll = 11.667 LO= 45.500 Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 L2 = 7.667 Load Data (lbs Minimum Left cantilever •wc1) = 373.o & lb/ft) Beam Weight= 38.1 I Maximum Pl= 4431.1, 933.0 Dist. from left support (ft) 9722.2 • From Xl = 3.50 to X2 =11.67 Between supports W{l) = 382.0 I 841.0 From Xl = o.oo to X2 =10.50 W(2) = 391.0 I 860.2 From Xl =10.50 to X2 =2.1.00 • W(3) = 400.0 , • W(4) 409.0 880.0 From Xl =21.00 to X2 =31.50 900.0 From Xl =31.50 to X2 =42.00 • = Right cantilever W(l) = 319.0 I I Reactions Maximum : Minimum : Dead load: P2 = 8508.3 702.0 (lbs) Left support 40252.9 15831.0 17661.0 I 17900.7 From Xl Right support 43344.4 17733.5 19852.4 = 0.00 to X2 == 7.67 ( Maximum Shear Force at "d" from support (lbs) • V fax) = 20158. 7 V2 (max) = 21632. 2 • Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 156548.7 Negative Moments: -Ml(max) = 173801.4 at X = 22.835 -M2(max) = 158990.2 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses (psi) Stress % +fbO = 2216.5 +Fb = 2723.8 81.37 -fbl = 2460.8 -Fbl = 2695.0 91.31 -fb2 = 2251.1 -Fb2 = 2695.0 83.53 fvl = 187.3 Fv = 206.3 fv2 = 201.0 Maximum Shear% = 97.45 Minimum Load Deflections (in) , E = •Midspan Deflection= 0.298 1800000 psi Left cant. Deflection= 0.289 Right cant. Deflection= 0.135 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 13.96 Right support= 15.04 • • V-9 • YBEAM BDNG#l -RB-5~ SIMPLE SUPPORT ( Beam length (ft), LO= 37.833 Load Data (lbs & lb/ft) Beam Weight Minimum Maximum = 36.3 Dist. Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 from left support (ft) eW(l) = 319.0 I 702.0 From Xl = o.oo to X2 = 2.83 W(2) 428.0 942.0 From Xl 2.83 to X2 13.33 = I = = I W(3) = 437.0 I 962.0 From Xl = 13.33 to X2 = 23.83 ! W(4) = 446.0 I 981.0 From Xl = 23.83 to X2 = 34.33 Reactions (lbs) !•Maximum Left support Right support : 17900.7 15754.2 Minimum . 8508.3 7534.5 . Shear@ "d" . 16055.0 15663.4 . !•Maximum Moment (ft.lbs) : MO = 175173.2 at X = 18.879 I ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 30 in 24 F Fv = 165 ----------------------------------------------------------------------------~: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern }mum stresses (psi) -+fb = 2734.4 fvl= 156.6 fv2= 152.8 Allowable Stresses (psi) Stress% +Fb = 2759.4 99.10 Fv = 206.3 Maximum Shear%= 75.94 •Minimum Load Deflection (midspan)= 1.028 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 6.21 Right support= 5.46 • • v-10 • ~B§140 ~ J{ BDNG#l -RB-6 .... .. :···~ • SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 01-08-1988 Beam length (ft), LO= 37.000 Data (lbs Minimum 240.0 540.0 •Load W(l) = W(2) = & lb/ft) Beam Weight= 36.3 Maximum Dist. from left support (ft) I 528.0 From Xl = o.oo to X2 = 12.00 I 1116.0 From Xl = 12.00 to X2 = 37.00 Reactions (lbs) •Maximum Left support Right support . 15405.8 20173.4 . Minimum . 7645.4 10077.8 . Shear@ "d" . 13995.0 16313.3 . Maximum Moment (ft.lbs) : MO= 176587.8 • at X = 19.493 DESIGN BEAM:-5.125 X 30 in 24 F Fv = 165 ~ ~: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern • M,.. ·tmum Stresses (psi) J +fb = 2756.5 fvl= 136.5 fv2= 159.2 Allowable Stresses (psi) Stress% +Fb = 2762.8 99.77 Fv = 206.3 Maximum Shear%= 77.17 Minimum Load Deflection (midspan)= 0.487 in, E = 1800000 psi • Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 5.34 Right support= 7.00 • • . \_ · .. ) • V-11 • •BEAM BDNG#l -RB-7-CANTILEVERED ( :::_S) • Dimensions (ft) : Ll = 11.000 LO= 45.500 Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 L2 = 10.667 Load Left ewc1> Data (lbs & Minimum cantilever = 540.0 lb/ft) Beam Weight= 49.0 Between supports W(l} = 480.0 Right cantilever ewc1> = 480.0 , I , Reactions Maximum : Minimum : • Dead load: Maximum Pl= 10077.8, 1116.0 1056.0 Dist. from left support (ft) 20173.4 From Xl = 0.00 to X2 =11.00 From Xl = o.oo to X2 =42.00 P2 = 5917.3, 12685.3 1056.0 From Xl = o.oo to X2 =10.67 (lbs) Left support 62362.8 27391.4 29698.2 Right support 47192.9 17602.0 20808.6 Maximum Shear Force at "d" from support (lbs) Vl(max) = 29056.6 V2(max) = 22555.5 ( Maximum Moments (ft.lbs) epr itive Moment, +MO(max) = 163348.8 N !tive Moments: -Ml(max) = 292390.0 at X = 23.681 -M2(max) = 198172.1 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 40.5 in 24 F Fv = 165 ----------------------------------------------------------------------------CODE: UBC 1982 / • +Fb Depth Factor Adjusted for L/D & Load Pattern • Maximum Stresses (psi) Allowable Stresses +Fb = 2686.1 -Fbl = 2516.0 (psi) Stress +fbO = 1399.1 -fbl = 2504.3 -fb2 = 1697.3 fvl = 210.0 fv2 = 163.0 -Fb2 = 2572.8 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= -.063 52.09 99.54 65.97 101.81 % <- Left cant. Deflection= 0.513 Right cant. Deflection= 0.287 e Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 21.63 Right support= 16.37 • • V-!Z ~ k. I. - rBEAM BDNG#l -RB-8~ SIMPLE SUPPORT ( Job Number: 8777 . :/-) Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 • 3eam length (ft), LO= 23.500 Goad Data (lbs & lb/ft) Beam Weight = 23. 6 Minimum Maximum Dist. from left support (ft) ~(l) = 480.0 , 1056.0 From Xl = o.oo to X2 = 23.50 ~aximum Minimum Reactions . . . . (lbs) Left support 12685.3 5917.3 Right support 12685.3 5917.3 • Shear @ "d" : 10930.9 10930.9 ~aximum Moment (ft.lbs) : MO= 74525.9 at X = 11.750 ----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 19.5 in 24 F Fv = 165 •---------------------------------------------------------------------------- • • • • CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) ( +fb = 2753.4 fvl= 164.1 ) fv2= 164.1 Allowable Stresses +Fb = 2902.0 Fv = 206.3 Maximum (psi) Shear%= Stress% 94.88 79.55 Minimum Load Deflection (midspan)= 0.606 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.40 Right support= 4.40 • I ,, • V-13 • •BEAM BDNG#l -RB-9~ CANTILEVERED Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Dimensions (ft) : Data (lbs & Minimum cantilever Ll = 11.333 LO= 45.500 lb/ft) Beam Weight= 45.4 Maximum Dist. from Pl = 5917.3 , 12685.3 L2 = 9.167 left support (ft) Load •Left W(l) = 480.0 , 1056.0 From Xl = 3.50 to X2 =11.33 Between supports W(l) = 480.0 , 1056.0 From Xl = o.oo to X2 =42.00 • Right cantilever W(l) = 480.0 , Reactions •M~x~mum : Minimum : Dead load: P2 = 9298.6 1056.0 (lbs) Left support 48599.4 19251.2 21871.6 , 19665.5 From Xl Right support 54092.0 22237.8 24659.1 = 0.00 to X2 Maximum Shear Force at "d" from support (lbs) Vl(max) = 23686.0 V2(max) = 26319.6 • l Maximum Moments (ft. lbs) at X = 22.432 = 9.17 P, tive Moment, +MO(max) = 179250.8 Negative Moments: -Ml(max) = 208031.2 -M2(max) = 226540.0 DESIGN BEAM:-5.125 X 37.5 in 24 F Fv = 165 •coDE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern • Maximum Stresses (psi) Allowable stresses +fbO = 1790.8 +Fb = 2697.6 -fbl = 2078.3 -Fbl = 2583.7 -fb2 = 2263.2 -Fb2 = 2643.2 fvl = 184.9 Fv = 206.3 fv2 = 205.4 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.102 (psi) Stress % 66.38 80.44 85.62 Shear% = 99.60 1800000 psi •Left cant. Deflection= 0.292 Right cant. Deflection= 0.258 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 16.86 Right support= 18.76 • .. -:_··:)·, •• V-14 i • ~BEAM BDNG#l -RB-10-SIMPLE SUPPORT ,. Beam length (ft), LO= 36.333 Load Data (lbs & lb/ft) Beam Weight= 36.3 Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Minimum Maximum Dist. from left support (ft) •w(l) = 480.0 , 1056.0 From Xl = 0.00 to X2 = 32.83 Reactions (lbs) Left support Right support Maximum . 19665.5 16325.5 . Minimum . 9298.6 7780.4 . • Shear@ "d II . 16934.7 16234.8 . Maximum Moment (ft.lbs) : MO= 177025.6 at X = 18.004 • DESIGN BEAM : -5.125 X 30 in 24 F Fv = 165 • CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2763.3 ) fvl= 165.2 fv2= 158.4 Allowable Stresses +Fb = 2765.6 Fv = 206.3 Maximum (psi) Shear%= Stress% 99.92 80.11 Minimum Load Deflection (midspan)= 0.955 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi •Left support= 6.82 Right support= 5.66 • • • • v-15 • -B§l40 ,BEAM BDNG#l -RB-11~ SIMPLE SUPPORT 3eam length (ft), LO= 27.667 Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 ' • Load Data (lbs & lb/ft) Beam Weight = 29. o , Minimum Maximum Dist. from left support (ft) W(l) = 600.0 , 1176.0 From Xl = o.oo to X2 = 27.67 Reactions (lbs) Left support Right support • M~x~mum . 16669.7 16669.7 . . 8701.7 8701.7 Minimum . Shear@ "d" . 14259.7 16313.3 . Maximum Moment (ft.lbs) : MO= 115299.1 at X = 13.833 ·----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 24 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern •~aximum Stresses (psi) ) +fb = 2812.2 fvl= 173.9 Allowable Stresses (psi) Stress% +Fb = 2842.8 98.92 • • I . • • • Fv = 206.3 fv2= 198.9 Maximum Shear%= 96.46 Minimum Load Deflection (midspan)= 0.189 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 5.78 Right support= 5.78 V-ll> • ~BEAM BDNG#l -RB-12~ CANTILEVERED Dimensions (ft) : Ll = 8.333 LO= 45.500 Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 L2 = 11.667 Load .•Left W(l) Data (lbs & Minimum cantilever = 600.0 , lb/ft) Beam Weight= 41.7 Maximum Dist. from Pl = 8701.7 , 16669.7 1176.0 From Xl left support (ft) = o.oo to X2 = 8.33 Between supports W(l) = 480.0 , 1056.0 From Xl = o.oo to X2 =42.00 P2 = 5498.7 , 11810.7 • Right cantilever W(l) = 480.0 , 1056.0 From Xl = 0.00 to X2 =11.67 Reactions Maximum : (lbs) • Minimum : Left support 53441. 3 23267.9 25747.9 Right support 48624.5 20048.1 21947.0 Dead load: Maximum Shear Force at "d" from support (lbs) Vl(max) = 23467.6 V2(max) = 23~86.7 • \ Maximum Moments (ft.lbs) at X = 22.523 P 1tive Moment, +MO(max) = 183642.4 Negative Moments: -Ml(max) = 181197.4 -M2(max) = 212499.2 DESIGN BEAM:-5.125 X 34.5 in 24 F Fv = 165 •coDE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2167.6 -fbl = 2138.7 -fb2 = 2508.2 • fvl = 199.1 fv2 = 202.6 Allowable Stresses +Fb = 2710.1 -Fbl = 2667.9 -Fb2 = 2639.9 Fv = 206.3 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.196 (psi) Shear% 1800000 Stress % 79.98 80.17 95.01 = 98.25 psi • Left cant. Deflection= 0.190 Right cant. Deflection= 0.368 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 18.54 Right support= 16.87 • ··) • V-17 • YBEAM BDNG#l -RB-13~ SIMPLE SUPPORT Job Number: 8777 1 .• :,:t.'::) .. ' Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 Beam length (ft), LO= 21.917 Load Data (lbs & lb/ft) Beam Weight= 21.8 Minimum Maximum Dist. from left support (ft) 1•W(l) = 480.0 , 1056.0 From Xl = 0.00 to X2 = 21.92 I Reactions (lbs) Left support Right support Maximum . 11810.7 11810.7 . •Minimum . 5498.7 5498.7 . Shear@ "d" . 10194.0 10194.0 . Maximum Moment (ft.lbs) : MO= 64712.7 at X = 10.958 • DESIGN BEAM : -5.125 X 18 in 24 F Fv = 165 CODE : UBC 1982 I +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) Allowable Stresses (psi) Stress +fb = 2806.0 +Fb = 2926.2 95.89 • ) fvl= 165.8 Fv = 206.3 fv2= 165.8 Maximum Shear % = 80.37 Minimum Load Deflection (midspan)= 0.581 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi • Left support = 4 .10 Right support = 4 .10 ! • • • • V-18 % • ~BEAM BDNG#l -RB-14~ CANTILEVERED I ,:<> ,. · ... ·) Job Number: 8777 ! ·· •. Dimensions (ft) : Ll = 11.917 LO= 45.500 lb/ft) Beam Weight= 41.7 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 L2 = 10.833 Load I• Left W(l) Data (lbs & Minimum cantilever Maximum Dist. from left support (ft) = 480.0 Between supports w(l) = 480.0 I I Pl = 5498.7 I 11810.7 1056.0 1056.0 From Xl = 3.50 to X2 =11.92 From Xl = 0.00 to X2 =42.00 •Right cantilever il(l) = 480.0 I P2 = 5825.4 1056.0 I 12249.5 From Xl = 0.00 to X2 =10.83 Reactions Maximum : (lbs) ,e Minimum : Left support 48632.1 19698.7 21971.1 Right support 47704.3 19127.7 21602.2 Dead load: Maximum Shear Force at "d" from support (lbs) Vl(max) = 24279.9 V2(max) = 23442.5 • , Maximum Moments (ft. lbs) F ltive Moment, +MO(max) = 184164.1 Negative Moments: -Ml(max) = 212219.9 at X = 22.739 -M2(max) = 197119.8 DESIGN BEAM:-5.125 X 34.5 in 24 F Fv = 165 .•CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern • !. • Maximum Stresses (psi) Allowable stresses +fbO = 2173.7 +Fb = 2710.1 -fbl = 2504.9 -Fbl = 2619.5 -fb2 = 2326.6 -Fb2 = 2667.9 fvl = 206.0 Fv = 206.3 fv2 = 198.9 Maximum Minimum Load Deflections (in) , E = Midspan Deflection= 0.204 (psi) Stress % 80.21 95.62 87.21 Shear% = 99.87 1800000 psi Left cant. Deflection= 0.368 Right cant. Deflection= 0.285 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 16.87 Right support= 16.55 V-11} • YBEAM BDNG#l -RB-15~ SIMPLE SUPPORT Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 01-08-1988 seam length (ft), LO= 34.667 Load Data (lbs Minimum •wc1) = 480.0 W(2) = 300.0 & lb/ft) Beam Weight= 27.2 Maximum Dist. from left support (ft) , 1056.0 From Xl = o.oo to X2 = 1.17 , 660.0 From Xl = 1.17 to X2 = 31.17 Reactions (lbs) Left support Right support Maximum . 12249.5 9726.3 . •Minimum . 5825.4 4678.5 . Shear@ "d" . 10499.0 9675.3 . Maximum Moment (ft.lbs) : MO= 101361.4 at X = 17.152 ·----------------------------------------------------------------------------DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 CODE: UBC 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Allowable Stresses (psi) stress% Maximum stresses (psi) • ') +fb = 2812.8 . fvl= 136. 6 fv2= 125.9 +Fb = 2817.5 99.84 Fv = 206.3 Maximum Shear%= 66.22 Minimum Load Deflection (midspan)= 1.189 in, E = 1800000 psi • Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.25 Right support= 3.37 • • • • V-2.0 • ,-'']··'. . :.\:; • • • • ) • • • • • --B§l40 •BEAM BDNGf2 -RB-1~ SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 12-20-1987 Beam length (ft), LO= 26.500 Load Data (lbs & lb/ft) Beam Weight = 25.4 Minimum Maximum Dist. from left support (ft) W(l) = 300.0 I 588.0 From Xl = o.oo to X2 = 5.00 W(2) = 450.0 I 990.0 From X1 = 5.00 to X2 = 10.00 W(3) = 525.0 , 1029.0 From Xl = 10.00 to X2 = 26.50 Reactions (lbs) Left support Right support Maximum . 11834.2 13707.7 . Minimum . 6005.2 7080.7 . Shear@ "d" . 10760.7 11862.5 . Maximum Moment (ft.lbs) . MO= 89102.9 at X = 13.500 . --------------------------------------------------------------------DESIGN BEAM:-5.125 X 21 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) +fb = 2838.5 fvl= 150.0 fv2= 165.3 Allowable Stresses (psi) stress% +Fb = 2870.8 98.87 Fv = 206.3 Maximum Shear%= 80.16 Minimum Load Deflection (midspan)= 0.802 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.11 Right support= 4.75 V-2/ --------- • • • • • ) TBEAM BDNG#2 -RB-2~ CANTILEVERED Dimensions (ft) : Load Data (lbs & Minimum Left cantilever W(l) = 525.0 Between supports W(l) = 420.0 Right cantilever W(l) = 420.0 I I I Ll = 11.500 LO= 53.500 Job Number: 8777 Job Name Designer Date : EL FUERTE#2 : AL : 12-20-1987 L2 = 11.250 Beam Weight= 43.6 lb/ft) Maximum Pl= 7080.7 1029.0 Dist. from left support (ft) , 13707.7 924.0 P2 = 6922.7, 14692.7 924.0 From Xl = 0.00 to X2 =11.50 From Xl = o.oo to X2 =53.50 From Xl = o.oo to X2 =11.25 Reactions Maximum : (lbs) Left support 54192.7 24010.2 26240.2 Right support 53469.4 22269.9 24317.4 Minimum : Dead load: Maximum Shear Force at "d" from support (lbs) Vl(max) = 25247.8 V2(max) = 24988.9 Maximum Moments (ft.lbs) Positive. Moment, +MO(max) = 233081.1 Negative Moments: -Ml(max) = 228562.3 at X = 26.978 -M2(max) = 226521.7 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 36 in 24 F Fv = 165 --------------------------------------------------------------------• CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern • • • • Maximum stresses (psi) Allowable Stresses (psi) +fbO = 2526.6 +Fb = 2679.5 -fbl = 2477.6 -Fbl = 2605.4 -fb2 = 2455.5 -Fb2 = 2609.5 fvl = 205.3 Fv = 206.3 fv2 = 203.2 Maximum Shear% = Minimum.Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.433 Stress % 94.30 95.10 94.10 99.52 Left cant. Deflection= 0.300 Right cant. Deflection= 0.211 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 18.80 Right support= 18.55 V-22 ~~~~-------------------- • I • • • • ) •BEAM BDNG#2 -RB-3~ SIMPLE SUPPORT Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 12-20-1987 Beam length (ft), LO= 30.833 Load Data (lbs & lb/ft) Beam Weight= 29.0 Minimum Maximum Dist. from left support (ft) W(l) = 420.0 , 924.0 From Xl = o.oo to X2 = 30.83 Reactions (lbs) Left support Right support Maximum . 14692.7 14692.7 • Minimum . 6922.7 6922.7 • Shear@ "d" . 12786.6 12786.6 . Maximum Moment (ft.lbs) . MO= 113256.4 at X = 15.417 . --------------------------------------------------------------------DESIGN BEAM:-· 5.125 X 24 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum stresses (psi) +fb = 2762.4 fvl= 155.9 fv2= 155.9 Allowable Stresses (psi) stress% +Fb = 2825.7 97.76 Fv = 206.3 Maximum Shear%= 75.60 Minimum Load Deflection (midspan)= 0.859 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi e Left support= 5.10 Right support= 5.10 • • • V-'Z.3 • • • • • ) •BEAM BDNG#2 -RB-4~ CANTILEVERED Dimensions (ft) . . Ll = 11.417 LO= 53.500 Job Number: 8777 Job Name Designer Date : EL FUERTEl2 : AL : 12-20-1987 L2 = 9.500 Load Data (lbs & lb/ft) Beam Weight= 45.4 Minimum Left cantilever Maximum Pl= 6922.7, 924.0 Dist. from left support (ft) 14692.7 W(l) = 420.0 I From Xl = 0.00 to X2 =11.42 Between supports W(l) = 420.0 I 924.0 From Xl = o.oo to X2 =53.50 Right cantilever P2 = 3041.6 I 6569.6 W(l) = 420.0 I 924.0 From Xl = 0.00 to X2 = 9.50 Reactions (lbs') Left support Right support Maximum . 55074.2 41649.6 . Minimum . 24744.6 16528.0 . Dead load: 25796.2 18800.0 Maximum Shear Force at "d" from support (lbs) Vl(max) = 26285.1 V2(max) = 22841.6 at X = 27.897 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 267833.1 Negative Moments: -Ml(max) = 230916.4 -M2(max) = 106154.8 --------------------------------------------------------------------DESIGN BEAM:-5.125 X 37.5 in 24 F Fv = 165 --------------------------------------------------------------------• CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern • • • • Maximum stresses (psi) Allowable Stresses (psi) +fbO = 2675.7 +Fb = 2673.4 -fbl = 2306.9 -Fbl = 2564.8 -fb2 = 1060.5 -Fb2 = 2643.2 fvl = 205.2 Fv = 206.3 fv2 = 178.3 Maximum Shear% = Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.902 Stress% 100.09 ~ c..::::> I..., 89.94 40.12 99.47 Left cant. Deflection= -.091 Right cant. Deflection= -.390 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 19.10 Right support= 14.45 • V-24 • • I le • • ) TBEAM BDNG#2 -RB-5-SIMPLE SUPPORT Beam length (ft), LO= 14.000 Job Number: 8777 Job Name : EL FUER'n:#2 Designer : AL Date : 12-20-1987 Load Data (lbs & lb/ft) Beam Weight= 14.5 Minimum Maximum Dist. from left support (ft) W(l) = 420.0 , 924.0 From Xl = o.oo to X2 = 14.00 Reactions (lbs) Left support Right support Maximum • 6569.6 6569.6 . Minimum . 3041.6 3041.6 . Shear@ "d" 5631.1 5631.1 . . Maximum Moment (ft.lbs) . MO= 22993.8 at X = 7.000 . --------------------------------------------------------------------DESIGN BEAM:-5.125 X 12 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2243.3 fvl= 137.3 fv2= 137.3 Allowable Stresses (psi) stress% +Fb = 3000.0 74.78 Fv = 206.3 Maximum Shear%= 66.59 Minimum Load Deflection (midspan)= 0.283 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi e Left support= 2.28 Right support= 2.28 • • V-2.E • • • • • ) • • • • • Bl40 BEAM BONG#2 -RB-6 SIMPLE SUPPORT Beam length (ft), LO= 23.000 Load Data (lbs & lb/ft) Beam Weight= 23.6 Job Number Job Name Designer Date 8777 EL FUERTE#2 AL 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 594.0 1164.0 From XI= 0.00 to X2 = 23.00 Reactions (lbs) Left support Right support 13657.4 7102.4 Maximum 13657.4 Minimum 7102.4 Shear@ "d" : 11727.5 11727 .5 Maximum Moment (ft.lbs) : MO= 78529.8 at X = 11.500 DESIGN BEAM:-5.125 X 19.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2901.4 fvl= 176.0 fv2= 176.0 Allowable Stresses (psi) Stress% +Fb = 2905.4 99.86 Fv = 206.3 Maximum Shear%= 85.34 Minimum Load Deflection (midspan)= 0.682 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 4.74 Right support= 4.74 V-26 • • • • ) • • • • • BEAM BDNG#2 -RB-7 CANTILEVERED Job Number: 8777 Job Name : EL FUERTE#2 Designer : Al Date : 12-16-1987 Dimensions (ft) : LI= 5.000 LO= 53.500 L2 = 12.750 Load Data (lbs & lb/ft) Beam Weight= 49.0 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 7102.4, 13657.4 W(l) = 594.0 1164.0 From XI= 0.00 to X2 = 5.00 Between supports W(l) = 475.0 1045.0 From XI= 0.00 to X2 =53.50 Right cantilever W(l) = 475.0 P2 = 6863.8, 14653.8 1045.0 From XI= 0.00 to X2 =12.75 Reactions (lbs) Maximum Minimum : Dead load: Left support 48115.0 19994.3 22716.7 Right support 62207.4 28434.1 29179. 9 Maximum Shear Force at "d" from support (lbs) Vl(max) = 24700.4 V2(max) = 29912.8 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 305784.7 at X = 25.271 Negative Moments : -Ml(max) = 83449.4 -M2(max) = 275757.8 DESIGN BEAM:-5.125 X 40.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fbO = 2619.1 -fbl = 714. 7 -fb2 = 2361. 9 fvl = 178.5 fv2 = 216.2 Al1owable Stresses (psi) +Fb = 2662.0 -Fbl = 2620.7 -Fb2 = 2392.4 Fv = 206.3 Maximum Shear%= Minimum Load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.840 Stress% 98.39 27.27 98.72 104.81 ee-o h._ Left cant. Deflection= -.226 Right cant. Deflection= -.055 Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 16.69 Right support= 21.58 V-27 I ·,() 1• :_:: .. • • • • • • • ) .. :·=-c\_· .: .. :;, BEAM BDNG#2 -RB-8 SIMPLE SUPPORT Beam length (ft), LO= 27.333 Load Data (lbs & lb/ft) Beam Weight= 27.2 Job Number Job Name Designer Date 8777 El FUERTE#2 Al 12-16-1987 Minimum Maximum Dist. from left support (ft) W(l) = 475.0 1045.0 From XI= 0.00 to X2 = 27.33 Reactions (lbs) left support Right support 14653.8 6863.8 Maximum 14653.8 Minimum : 6863.8 Shear@ ndn : 12643.3 12643.3 Maximum Moment (ft.lbs) : MO= 100134.0 at X = 13.667 DESIGN BEAM:-5.125 X 22.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & load Pattern Maximum Stresses (psi) +fb = 2778.8 fvl= 164.5 fv2= 164.5 Allowable Stresses (psi) Stress% +Fb = 2854.9 97.33 Fv = 206.3 Maximum Shear%= 79.74 Minimum Load Deflection (midspan)= 0.720 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi left support= 5.08 Right support= 5.08 \/-28 • • • • • ) • • • • I • BEAM BDNG#2 -RB-9 CANTILEVERED Job Number Job Name Designer Date 8777 EL FUERTE#2 Al 12-16-1987 Dimensions (ft) : LI= 13.417 LO= 53.500 L2 = 11.083 Load Data (lbs & lb/ft) Beam Weight= 52.6 Minimum Maximum Dist. from left support (ft) Left cantilever Pl= 6863.8, 14653.8 W(l) = 475.0 1045.0 From XI= 0.00 to X2 =13.42 Between supports W(l) = 475.0 1045.0 From XI= 0.00 to X2 =53.50 Right cantilever W(l) = 475.0 P2 =10997.8, 23086.6 1045.0 From XI= 0.00 to X2 =11.08 React ions ( 1 bs) Maximum : Minimum : Dead load: Left support 61379.5 24623.3 27782.0 Right support 68047.8 28322.8 31235.3 Maximum Shear Force at "d" from support (lbs) Vl(max) = 28020.2 V2(max) = 31273.2 Maximum Moments (ft.lbs) Positive Moment, +MO(max) = 245809.6 at X = 26.499 Negative Moments : -Ml(max) = 295395.9 -M2(max) = 323293.5 DESIGN BEAM:-5.125 X 43.5 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for l/D & load Pattern Maximum Stresses (psi) +fbO = 1825.0 -fbl = 2193.1 -fb2 = 2400.3 fvl = 188.5 fv2 = 210.4 Allowable Stresses (psi) +Fb = 2651.5 -Fbl = 2231.7 -Fb2 = 2417.9 Fv = 206.3 Maximum Shear%= Minimum load Deflections (in) , E = 1800000 psi Midspan Deflection= 0.101 Stress% 68.83 98.27 99.27 102.02 4=-c, h left cant. Deflection= 0.392 Right cant. Deflection= 0.354 Minimum Bearing lengths required (in), Fp = 562.5 psi left support= 21.29 Right support= 23.60 V-29 • • • • ) • • • BEAM BDNG#2 -RB-10 SIMPLE SUPPORT Beam length (ft), LO= 42.417 Job Number: 8777 Job Name : EL FUERTE#2 Designer : AL Date : 12-16-1987 Load Data (lbs & lb/ft) Beam Weight• 43.6 Minimum Maximum Dist. from left support (ft) W(l) = 475.0 1045.0 From XI= 0.00 to X2 = 42.42 Reactions (lbs) Left support Right support 23086.6 10997.8 Maximum 23086.6 Minimum 10997.8 Shear@ "d" 19820.9 19820.9 Maximum Moment (ft.lbs) : MO= 244814.2 at X = 21.208 DESIGN BEAM:-5.125 X 36 in 24 F Fv = 165 CODE: 1982 / +Fb Depth Factor Adjusted for L/D & Load Pattern Maximum Stresses (psi) +fb = 2653.8 fvl= 161.1 fv2= 161. l Allowable Stresses (psi) -Stress% +Fb = 2714.3 97.77 Fv = 206.3 Maximum Shear%= 78.13 Minimum Load Deflection (midspan)= 1.053 in, E = 1800000 psi Minimum Bearing lengths required (in), Fp = 562.5 psi Left support= 8.01 Right support= 8.01 \/-30 • //') • • • • • • • • • Analysis: A.LL \J "=>'ii: h~- MAy rp =- f?-= LoLvnt-l~ TO \sE" i4 \'i l411x 1411 3A~E: '"2..~oo PS1: F'f -::. P= 68. 047 1-C. o. :,'o ( 2..,,., O' \ = \, ..,-·;,ro, 603041 341 14 >< 14 - ou 14,,_ ( ) o.e>< 8.G2~ rt ,_r-P_ 0.'25 F-r = , ... .,. 14" )( 14' V-31 _..._'Ji ',cheibel/Dyer Associates, Inc . .,._.,,,, "'-Structural Engineers Project __ E._L __ F_\J_c::.._c;2_,_-2: __ '*" __ 1.__ AL By ________ Oate Page 'I<:?\ Of .Job l?..-2.1-'d 1 <3Tl7 g' er STD n?c:: ?I...A.1'c::;. '3G IC<:-1:.. P'S't'. L..1 l!)Ot;;> l'b:I:. 0 i.C. 0, 613 8 II • -·.==. -c • -~ · ... - • • • • • • • • • .__..'Ji ~heibel/Dyer Associates, Inc . --~ '-Structural Engineers EL I=·' E'.?T= * 2. Project _-==--'-=v-=-==~::..;..==~_.;.._;_ __ _ By A\.- Analysis: ¥~~\\ C b..L. Page V-31. Of Date rz.-2.1-BJ ..Job B7T1 ~ 251-011 D'&A.D L-0.A.0 -\O. PSl=- LIIJE: LOAD = \b PSF Wj.1... -=-B>< lO = e,o q_'F WI..\.. -= 6 )(. \b -11.'2> Pu= V-rL-=-V.J l-1" I.J\..L.-: z.oe ~'-i= 511~~= r1/ (1.26x2A-oo) 6r1A;ic -:. 5 )( eo 'f.. L-4 )( 112 ,e, 38-4 X tSQn>O ,,c. I ~ ,SP.b,r--1 ':)12e.e'o ~12.e:- 16 14.:¼6' "33.f 4x lO ~ I 2.0 1•l3'6 Go.J ,4)(12 #-J 1.5 '2.··t~5 .q 5. I LI)( :4 D~I 30 219.~S' 8q,b1 '2. ½ t. 15 (6'1...e,) 35" :i-4,3,5 121..82. 1.'fi.X IS (l;Le) 3~ 35.:¼5 1::,0. 01 1.. Yz >< 19 'h (6iLi3) 42 41.~~5" 111. 1s 1 'hx 12½ (G,LB) 41 4b,¼6 '22.3. 51 2. ½. )( 7.7. 1/z. { 6i w,) 48 41.:¼5 13~. 32. '2.1/2 'iC'Z.'2 1/2 (&ili>) 8 )( 10 80 f'U:::. \bO Pl.+:- 240 f'u= t1::. 'tiTL X l S.P.0...1"-1)-Z.. ;,< 12. B :t' l::,.17A;,< CAMBEi<. 3~.3.~ o. 111 1/2. 51'-,0 0. '24 '/z. '914,7 o, 2'B '¥4 lo~.\~ I.OG:,. I ';1.. 1215,D I, 15" I 3/4 1s44:n I. o I \ 1/2.. ··nn~.os I. 2 !, I¾ ~4«5A.4G" l.~4 1.. 345"4,45" 1.4'-1.1/4 -t TH-1".S i=ol2MVL-A Po.f>PL\E-'E> 10 6,LVLAti r'll=J'1i~Er2S. ONL.y j ~EE. ~e,. :;t' 34 FO~ Tr\£. FolZM\11., ~ v ~E,D ~ V-32 • ...,_.,, 'icheibel/Dyer Associates, Inc . ..,_.,,, , Structural Engineers ::• ·' A\-By ________ oate l?.-21-37 Analysis: 'IE:.12..T\l.A.L Page V-~3 Of ____ .Job 8777 y\J e. '-\ 'M S'-1-tE.OvL..f::' (A.Q.~ '6/\lt-\ =>vSrE.'l'-le>Et:> C:.E. IL.Jl'·-1 G-, j • B ,, (F\Jl2L1NS (9 -o o.~.) DG:.~ \....Obo..D -\'2.. ~ FSF 6-re1'.! = ''/ ( l."25' x '2400) • \...\\JE: \.-0..e-J:> ''=-. 0 PSl= 6 t1Ax -'5" )(. \00 ;,<.d x 1128 'fJJL -=-B.x \"2-S = lOO, YLF-3g4 ;>-1) • 3C::. 7:£.7:h'::i 142.S'B -z.Yz ~ 1ciYz. 1544.TI )."2,~c; 2. 4"1 4C., 3'.5 '2.51. 'o;> '21/-z. )(. ?. 7 4100.,~ \,40~ 2. 48 41, °3b5 255. 7<5 7-'lz. X '2.1 4100.6~ \.s-~ --Z.. '/4:f • • I • • • v-33 ' ... £L /-. Project-----------I /2;,6 By ________ oate ___ _ ( · Panelized Roof Purlins v<'.l.4 .,.,717 . -~\ ==~A~n=a~ry:•i;:•;;:: ========================i~~P;:ag;:::e:::~·-;;,,;;~O~f ===~J:ob~=· ~=i== . '::''.'-:) Purl Ins at 81 -011 o.c. • 111 111 ~+2} SPAN 2 2 H • Wt I x sp5n x 12 • s 'd. " · req 1. 2 5 x ( I 500 @ I 1 ) (1800@ 0#1 & SS) • I • WI I x Span3 req 'd __ _,...,,..,..._.;..;...;.,---..;;.,,,__;;;;.;.;...,__.......,. .... .___5 (5333@ 11 & SS (E • 18x105)) (5629 @ 0#1 (E • 19x10 ))• • I <@at1 -~> ) L' 3 I • It S •d In req rPn 1d IO 11 0#1 & ss #1 & ss D11 • 1 It )It. 3 28.6 107.7 102.0 IS 39.7 33.1 133.7 126.7 16 1ts.1t 37.8 163.6 155.0 17 51.5 1t2.9 197.6 187.2 • 18 58.0 48.3 236.1 223.6 19 61t.8 Slt.O 279.2 264.5 20 72.1 60.1 327.3 310.1 21 79.7 66.lt 380.7 360.6 • 22 87.7 73.1 1t39.5 416.lt 23 96. 1 80.1 SOit. 1 477 .6 24 104.9 a1.1t 574.8 544.6 25 114. I 95.1 651-7 617.5 • 26 107.1 89.3 637.2 603.7 27 115.8 96.5 716.6 678.0 28 124.7 103.9 800.1 758.0 29 134.0 111.6 988.6 936.6 • loading Conditions: Span less than 25'-~' DL • 10 PSF LL• 20 PSF Wdl -a.• x 10 -so PLF WII • 81 x 20 • 160 PLF • 240 PLF Span greater than 25' · -0" DL • 10 PSF LL• 16 PSF Wdl • 81 x 10 • 80 PLF WII • 8 1 x 16 • 128 PLF • 208 PLF Size to be Used #1 0#1* ss It X 10 It X 10 It X 10 It X 10 It X 10 4 X 10 It X 10 It X 12 4 X 12 It X 12 It X 12 4 X 12 4 X 12 It X lit 4 X 14 4 X 14 It X lit It X lit It X 14 It X 14 It X 16 It X lit It X 16 It X 16 It JC 16 • ::._,,\ . ,.· .. , • • • • • \- 2- ) ~- Analysis: • 4- • • ·.· ·-.·) • e.'' ALL :;t-4@ IS11 l+Ot2..\ ~H ~ ~ 5 e2 8' 1 \/ E e:-r, l-A-\_ \ ~ ,, S'' -11=-4 Q tB'' -*5 @ \o" DOoi2. V-35 ...,..,, Cic:heibel/Dyer Associates, Inc . ..,.., "'-Structural Engineers E.L HJ~E" =t:t:"2.. Project ____________ _ By ___ M_ ______ Date 11-.-l..\ -81 Page V-:2:; 5 Of Svl L..Dl N 6, S>) 12'.'=.1 H FOe..C. E. l3o'TH '510~ .Job 8177 &:>TH ~" ~ (@ o.:: Dooe of"e:.1-Hl-\ Cri) LEG, WIDT\4-= ~1-o'1 '+I A.LL C E..t-1,e:.R I \Ill 01"t-+ ""'-"?:i • I ooot'<. ----- • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 • :?,3 By AL Date 12[30l87 Analysis: PANELS Page V-:3 c; of Job 8777 S O L I D P A N E L A N A L Y S I S • INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 145 pcf Seismic Imp. Factor Is: 1.00 • Walls Cp: 0.30 Steel Yield Strength Fy: 60,000 psi Parapets Cp: 0.80 Steel Mod. of Elas. Es: 29,000 ksi WIND DESIGN Panel Height Hp: 30.000 ft Roof Height Hr: 30.000 ft-Basic Wind Speed v: 70 mph • Pane 1 Thickness Tp: · 8.000 in Stagnation Pressure qs: 12.54 psf Reveal Depth Rd: Q~?J_Q_i.n.. Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C Roof Dead Load Rdl: 240 plf Walls Inward Cq: 1.20 Add'l Axial Dead Ld. Acjl : 0 plf Walls Outward Cq: 1.10 Parapets Cq: 1.30 • Service Defl. Limit Olm: H/150 0 to 20 ft. Elev. Ce: 1.20 ) 20 to 40 ft. Elev. Ce: 1.30 VERTICAL REINFORCING HORIZONTAL REINFORCING Bar Size: #5 Bar Size: #4 • Bar Spacing: s: 8.000 in .. Bar Spacing: s: 18.000. in. Area of Steel/ ft As: 0.4650 inA2 Area of Steel / ft As: 0.1333 inA2 As/Ag Ratio: 0.0048 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 • Chair Size: 4.000 in * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 96.67 psf Wall Weight Wtu: 101.50 psf • Roof Dead Load Pl: 240 plf Roof Dead Load Pul: 252 plf Panel Wt. at Mid-ht. P2: 1450 plf Panel Wt. at Mid-ht. Pu2: 1522 plf Ppt. Wt.+ Add'l Ld. P3: 0 plf Ppt. Wt.+ Add'l Ld. Pu3: 0 plf Total Ld. at Mid-ht. P: 1690 plf Total Ld. at Mid-ht. Pu: 1774 plf • Seismic Load F: 29.00 psf Seismic Load Fu: 40.67 psf .<:'.:) Wind In 0 -20 ft. Wl: 18.06 psf Wind In 0 -20 ft. Wul: 23.03 psf Wind In 20 -40 ft. W2: 19.57 psf Wind In 20 -40 ft. Wu2: 24.95 psf Wind Out Full Ht. Wo: 17.94 psf Wind Out Full Ht. Wuo: 22.87 psf • V-_36 1---- ! • •• • • • • • • • • • ) >") SCHEIDEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Analysis: PANELS Page Y-3 7 of __ _ Job 8777 ---'--' ......... -- S O L I D P A N E L A N A L Y S I S INWARD ANALYSIS OUTWARD ANALYSIS Seismic loads Govern Design Seismic loads Govern Design Depth to Reinf. d: 3.5625 in Depth to Reinf. d: 3.6875 in Area of Steel /ft As: 0.4650 in"'2 Area of Steel /ft As: 0.4650 in"'2 Eff. Area of Stl Aseff: 0.4946 in"'2 Eff. Area of Stl Aseff: 0.4946 in"'2 Stress Block Width a: 0.9697 in Stress Block Width a: 0.9697 in Neutral Axis c: 1.1409 in Neutral Axis c: 1.1409 in Roof Load Ecc. e: 9.6091 in Roof Load Ecc. e: 4.6409 in Phi Factor Phi: 0.8877 Phi Factor Phi: 0.8877 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 91.326 in-k Nominal Moment Str. Mn: 95.035 in-k Reduced Mom. Str. PhiMn: 81.068 in-k Reduced Mom. Str. PhiMn: 84.361 in-k Cr. Mom. of Inertia Icr: 32.880 in"'3 Cr. Mom. of Inertia Icr: 35.734 in"'3 Nominal Deflection Dn: 12.010 in Nominal Deflection Dn: 11.500 in Lateral load Mom. Mul: 54.908 in-k lateral load Mom. Mul: 54.908 in-k Roof Ecc. Moment Mu2: -1.211 in-k Roof Ecc. Moment Mu2: 0.585 in-k Rf.+ Ppt. Moment Mu3: 3.027 in-k Rf.+ Ppt. Moment Mu3: 2.898 in-k Panel Wt. Moment Mu4: 6.093 in-k Panel Wt. Moment Mu4: 5.834 in-k Ultimate Moment Mu: 62.817 in-k Ultimate Moment Mu: 64.225 in-k Mu/ PhiMn Ratio: 0. 775 Mu/ PhiMn Ratio: 0.761 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 512.000 in"'4 Gr. Mom. of Inertia lg: 512.000 in"'4 Reveal M. of Inert. lgr: 381.078 in"'4 Reveal M. of Inert. Igr: 381. 078 i n"'4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.243 in Cracking Defl. Der: 0.243 in Lateral load Mom. Msl: 39.150 in-k Lateral Load Mom. Msl: 39.150 in-k Roof Ecc. Moment Ms2: -1.153 in-k Roof Ecc. Moment Ms2: 0.557 in-k Rf.+ Ppt. Moment Ms3: 0.576 in-k Rf.+ Ppt. Moment Ms3: 0.576 in-k Panel Wt. Moment Ms4: 1.160 in-k Panel Wt. Moment Ms4: 1.160 in-k Service Moment Ms: 39.733 in-k Service Moment Ms: 41.443 in-k Service Deflection Ds: 2.302 in Service Deflection Ds: 2.393 in Allowable Defl. Da: 2.400 in Allowable Defl. Da: 2.400 in Ds / Da Ratio: 0.959 Ds / Da Ratio: 0.997 Wall Sec • is Adequate for Slenderness Wall Sec. is Adequate for Slenderness V-31 • • • • • • • • • • I • ::\) ) -::::.:, . ·) Analysis: PANELS S O L I D P A N E L PARAPET DESIGN Seismic Load Fu: 108.46 psf Ult. Seismic Mom. Mus: 0.000 in-k Wind Ld. 0 -20 ft. Wul: 24.95 psf Wind Ld. 20 -40 ft. Wu2: 27.03 psf Ult. Wind Moment Muw: 0.000 in-k Wind Load Governs HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 45.000 LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 435 plf Inward Reac. at Floor: 435 plf V-38 SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Page V-38 of Job 8777 A N A L Y S I S Parapet Height Hp: 0.000 ft Min Depth to Reinf. d: 3.562 in Area of Steel Req'd. As: 0.0000 in"2 Panel Area of Steel As: 0.4650 in"2 Panel Reinf. is Adeguate for Paraget Reveal H / t Ratio: 49.655 Outward Reac. at Roof: 435 plf Outward Reac. at Floor: 435 plf • • • • • • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE 12 By AL Date 12/30/87 Analysis: PANELS Page 1/-39 of___ Job 8777 D O O R P A N E L A N A L Y S I S TYPICAL TRUCK DOOR INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000~ft_ 8.000 in 0.000 ia 240 plf 3.500 in 0 plf 12.000 ft 14.000 ft -3.000-ft- H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight \ #5 s : \ 10. 000 i n As: 0.7440 inA2 0.0077 0.0020 1.500 in 6.500 in Wt: 96.67 psf Roof Dead Load Pl: 720 plf 4350 plf 0 plf 5070 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 29.00 psf F2: 87.00 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0 .30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18. 000 in As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 756 plf 4567 plf 0 plf 5323 plf Seismic Load Below Ful: 40.67 psf Seismic Load Above Fu2: 122.02 psf Wind In O -20 ft. Wl: 54.19 psf Wind In O -20 ft. Wul: 69.09 psf Wind In 20 -40 ft. Wl: 58.71 psf Wind In 20 -40 ft. Wu2: 74.85 psf Wind Out Full Ht. Wo: 53.81 psf Wind Out Full Ht. Wuo: 68.61 psf V-39 • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Analysis: PANELS Page V-40 of __ _ Job 8777 ------.......... -- D O O R P A N E L A N A L Y S I S e TYPICAL TRUCK DOOR • • • ) • • • -J • INWARD ANALYSIS =OUT=-=-=WA=R=D---'A=N.::.:..:A=LY.:.a:S=l-=S _______ _ Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection Dn: 6.8125 in 0.3720 inA2 0.4607 inA2 0.9034 in 1.0628 in 10.4372 in 0.8630 3122.00 ksi 9.289 175.832 in-k 151.749 in-k 146.282 inA3 5.198 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 116.893 in-k Mu2: -3.945 in-k Mu3: 3. 929 i n-k Mu4: 11.869 in-k Mu: 128.746 in-k Mu/ PhiMn Ratio: 0.848 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 inA4 35.054 in-k 0.296 in 83.346 in-k -3.757 in-k 2.592 in-k 7.830 in-k 90.011 in-k 2.210 in 3.600 in 0.614 Wall Sec. is Adeguate for Slenderness Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es / Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 6.1875 in 0.3720 inA2 0.4607 inA2 0.9034 in 1.0628 in 4.5628 in 0.8630 3122.00 ksi 9.289 158.555 in-k 136.839 in-k 117.}96 inA3 5.850 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 116.893 in-k Mu2: 1.725 in-k Mu3: 4.423 in-k Mu4: 13.359 in-k Mu: 136.399 in-k Mu/ PhiMn Ratio: 0.997 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: Ms2: Ms3: Ms4: Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 5}2.000 inA4 35.054 in-k 0.296 in 83.346 in-k 1.643 in-k 2.592 in-k 7.830 in-k 95.411 in-k 3.010 in 3.600 in 0.836 Wall Sec. is Adequate for Slenderness V-40 • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 • ·~?) By AL Date 12[30[87 Analysis: PANELS Page v-41 of Job 8777 D O O R P A N E L A N A L Y S I S • TYPICAL TRUCK DOOR PARAPET DESIGN Seismic Load Fu: 325.38 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom. Mus: 0.000 in-k Min Depth to Reinf. d: 6.187 in • Wind Ld. 0 -20 ft. wul: 74.85 psf Area of Steel Req'd. As: Q.QQQQ inA2 Wind Ld. 20 -40 ft. wu2: 81.09 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: Q.3720 lnA2 Wind Load Governs Panel Reinf. is Adeguate for Par~get • LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 372 plf Outward Reac. at Roof: 372 plf • Inward Reac. at Floor: 682 plf Outward Reac. at Floor: 682 plf ) • • • • • V-41 • • • i ,. • • • • ) Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project_--=E=L-=F--=U=E=RT:..::E=---=-"#2 ______ _ By __ _.A=L,_ __ Page 'l-42 of __ _ Date 12/30/87 Job_-=87...,7-=--7 __ D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000 ft -s:ooo--,-" 0.000 in 240 plf 3.500 in 0 plf 24.000 ft 14.000 ft __ ~ J-~ oocr ft 1 \ H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 5. 500 in As: I. 3527 i nA2 0.0141 0.0020 I. 500 in 6.500 in Wt: 96.67 psf Roof Dead Load Pl: 1200 plf 7250 pl f 0 plf 8450 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic load Above Fl: 29.00 psf F2: 145.00 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 I.IO 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel / ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l ld. Pu3: Total Ld. at Mid-ht. Pu: 1260 plf 7612 plf 0 plf 8872 plf Seismic Load Below Ful: 40.67 psf Seismic Load Above Fu2: 203.36 psf Wind In O -20 ft. WI: 90.32 psf Wind In O -20 ft. Wul: 115.15 psf Wind In 20 -40 ft. W2: 97.84 psf Wind In 20 -40 ft. Wu2: 124.75 psf Wind Out Full Ht. Wo: 89.69 psf Wind Out Full Ht. Wuo: 114.35 psf V-42 • • • • • ) • • i,. • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Analysis: PANELS Page v-43 of __ _ Job 8777 --= ........... -- D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 6.8125 in Depth to Reinf. d: 6 .1875 in Area of Steel /ft As: 0.6764 in"2 Area of Steel /ft As: 0.6764 in"2 Eff. Area of Stl Aseff: 0.8242 in"2 Eff. Area of Stl Ase ff: 0.8242 in"2 Stress Block Width a: 1. 6161 in Stress Block Width a: 1. 6161 in Neutral Axis c: 1. 9013 in Neutral Axis c: 1.9013 in Roof Load Ecc. e: , 9.5987 in Roof Load Ecc. e: 5.4013 in Phi Factor Phi: 0.8384 Phi Factor Phi: 0.8384 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es / Ee n: 9.289 Nominal Moment Str. Mn: 296.942 in-k Nominal Moment Str. Mn: 266.033 in-k Reduced Mom. Str. PhiMn: 248.953 in-k Reduced Mom. Str. PhiMn: 223.039 in-k Cr. Mom. of Inertia Icr: 212.160 in"3 Cr. Mom. of Inertia Icr: 168.149 in"3 Nominal Deflection On: 6.052 in Nominal Deflection On: 6 .841 in Lateral Load Mom. Mul: 178.878 in-k Lateral Load Mom. Mul: 178.878 in-k Roof Ecc. Moment Mu2: -6.047 in-k Roof Ecc. Moment Mu2: 3.403 in-k Rf.+ Ppt. Moment Mu3: 7.626 in-k Rf.+ Ppt. Moment Mu3: 8.620 in-k Panel Wt. Moment Mu4: 23.034 in-k Panel Wt. Moment Mu4: 26.038 in-k Ultimate Moment Mu: 203.491 in-k Ultimate Moment Mu: 216.939 in-k Mu/ PhiMn Ratio: 0.817 Mu/ PhiMn Ratio: 0.973 Wall Section is Adequate for Strength Wall Section is Adequate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 512.000 in"4 Gr. Mom. of Inertia lg: 512.000 in"4 Cracking Moment Mer: 35.054 in-k Cracking Moment Mer: 35.054 in-k Cracking Defl. Der: 0.296 in Cracking Oefl. Der: 0.296 in Lateral Load Mom. Msl: 127.542 in-k Lateral Load Mom. Msl: 127.542 in-k Roof Ecc. Moment Ms2: -5.759 in-k Roof Ecc. Moment Ms2: 3.241 in-k Rf.+ Ppt. Moment Ms3: 4.320 in-k Rf.+ Ppt. Moment Ms3: 4.320 in-k Panel Wt. Moment Ms4: 13.050 in-k Panel Wt. Moment Ms4: 13.050 in-k Service Moment Ms: 139.153 in-k Service Moment Ms: 148.153 in-k Service Deflection Os: 2.584 in Service Deflection Os: 3.501 in Allowable Defl. Oa: 3.600 in Allowable Defl. Da: 3.600 in Os/ Da Ratio: 0. 718 Os/ Da Ratio: 0.972 Wall Sec. is Adequate for Slenderness Wall Sec. is Adequate for Slenderness V-43 I • • • • • • • • • • ) Analysis: PANELS PARAPET DESIGN Seismic Load Ult. Seismic Mom. Wind Ld. 0 -20 ft. Wind Ld. 20 -40 ft. Ult. Wind Moment Wind Load Governs SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Date 12/30/87 Page v-44 of___ Job 8777 D O O R P A N E L A N A L Y S I S DOUBLE TRUCK DOOR Fu: 542.30 psf Parapet Height Hp: 0.000 ft Mus: 0.000 in-k Min Depth to Reinf. d: 6.187 in wul: 124.75 psf Area of Steel Req'd. As: 0.0000 in"2 wu2: 135.15 psf Muw: 0.000 in-k Panel Area of Steel As: 0.6764 in"2 Panel Reinf. is Adeguate for Paraget LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 359 plf Outward Reac. at Roof: 930 plf Outward Reac. at Floor: V-44 359 plf 930 plf ! I I le • • • • • • • • • ) SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE #2 By Al Date 01/04/88 Analysis: PANELS Page V-4 5 of___ Job 8777 F L U S H P I L A S T E R P A N E L A N A L Y S I S TYPICAL PILASTER INPUT Concrete Strength Concrete Weight f' C: 3, 000 psi Cwt: 145 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Beam Dead Load Bdl: Beam Bucket Length lb: Add'l Axial Dead Ld. Adl: Effective Wall length le: Service Defl. Limit Dlm: 30.000 ft 30.000 ft 8.000 in 0.750 in 23,086 plf 7.000 in 0 plf 3.000 ft H/150 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: . 13. 500 in As: 0.5511 inA2 0.0057 0.0020 1.500 in 6.500 in Wt: 96.67 psf Roof Dead Load Pl: 7695 plf 1450 plf 0 plf 9145 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: 29.00 psf Wind In O -20 ft. WI: 18.06 psf Wind In 20 -40 ft. W2: 19.57 psf Wind Out Full Ht. Wo: 17.94 psf V-45 SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0 .30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: · 18.000 in As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 101.50 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 8080 plf 1522 plf 0 plf 9602 plf Seismic Load Fu: 40.67 psf Wind In O -20 ft. Wul: 23.03 psf Wind In 20 -40 ft. Wu2: 24.95 psf Wind Out Full Ht. Wuo: 22.87 psf ~ I I. -er: I • • • • • !. itl ) Analysis: PANELS SCHEIDEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE #2 By AL Page v-4~ of __ _ Date 01/04/88 Job_---"'--87 ...... 7 ..... 7 __ F L U S H P I L A S T E R P A N E L A N A L Y S I S TYPICAL PILASTER INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: 6.0625 in Area of Steel /ft As: 0.2755 inA2 Eff. Area of Stl Aseff: 0.4356 inA2 Stress Block Width a: 0.8541 in Neutral Axis c: 1.0048 in Roof Load Ecc. e: 9.7452 in Phi Factor Phi: 0.8333 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 147.284 in-k Reduced Mom. Str. PhiMn: 122.735 in-k Cr. Mom. of Inertia Icr: 107.560 inA3 Nominal Deflection Dn: 5.921 in Lateral Load Mom. Mul: 54.908 in-k Roof Ecc. Moment Mu2: -39.371 in-k Rf.+ Ppt. Moment Mu3: 47.843 in-k Panel Wt. Moment Mu4: 3.004 in-k Ultimate Moment Mu: 66.384 in-k Mu/ PhiMn Ratio: 0.541 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Oa Ratio: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.243 in 39.150 in-k -37.495 in-k 18.468 in-k I. 160 in-k 21. 283 in-k 0.180 in 2.400 in 0.075 Wall Sec. is Adequate for Slenderness V-4b OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: 6.1875 in Area of Steel /ft As: 0,2755 inA2 Eff. Area of Stl Aseff: 0,4356 inA2 Stress Block Width a: 0.8541 in Neutral Axis c: 1.0048 in Roof Load Ecc. e: 4.5048 in Phi Factor Phi: 0.8333 Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es / Ee n: 9.289 Nominal Moment Str. Mn: 150.551 in-k Reduced Mom. Str. PhiMn: 125.457 in-k Cr. Mom. of Inertia Icr: 112.739 inA3 Nominal Deflection On: 5.774 in Lateral Load Mom. Mul: 54.908 in-k Roof Ecc. Moment Mu2: 18. 199 in-k Rf.+ Ppt. Moment Mu3: 46.657 in-k Panel Wt. Moment Mu4: 2.930 in-k Ultimate Moment Mu: 122.694 in-k Mu/ PhiMn Ratio: 0.978 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Oa: Os/ Oa Ratio: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.243 in 39.150 in-k 17 .332 in-k 18.468 in-k I. 160 in-k 76.110 in-k 2.393 in 2.400 in 0.997 Wall Sec. is Adequate for Slenderness ~---------~--------~ • • • • • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/29/88 Analysis: PANELS Page\/ 47 of __ _ Job 8777 S O L I D P A N E L A N A L Y S I S "" SOLID WALLS ~ G '2... i ~ '1. INPUT Concrete Strength Concrete Weight f'c: 3,000 psi Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Roof Height Panel Thickness Reveal Depth Ledger Width Roof Dead load Add'l Axial Dead Ld. Hp: . 30. OQQ_ft Hr :_=~?L-.I~<> _ __ft ] Tp: 8.000 in Rd: 0. 750 in Lw: 3.500 in Rdl: 300 plf Adl: 0 pl f Service Defl. Limit Olm: H/150 VERTICAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Chair Size: SERVICE LOADS Wall Weight #5 s: 1 12.500 in· As: 0.2976 in"2 0.0031 0.0020 4.000 in Wt: 100.00 psf Roof Dead load Pl: 300 plf 1387 plf 225 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l ld. P3: Total Ld. at Mid-ht. P: Seismic Load F: Wind In O -20 ft. Wl: Wind In 20 -40 ft. W2: 1912 plf 30.00 psf 18.06 psf 19.57 psf Wind Out Full Ht. Wo: 17 .94 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 in"2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: Sefsmic Load Fu: Wind In O -20 ft. Wul: Wind In 20 -40 ft. Wu2: 315 plf 1456 plf 236 plf 2007 plf 42.08 psf 23.03 psf 24.95 psf Wind Out Full Ht. Wuo: 22.87 psf • 1. • • • • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/29/88 Analysis: PANELS Page ~ L\-~ of __ _ Job 8777 S O L I D P A N E L A N A L Y S I S SOLID WALLS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mui: Mu2: • Mu3: Mu4: Mu: 3.5625 in 0.2976 inA2 0.33}0 inA2 0.6491 in 0.7637 in 9.9863 in 0.8861 3122.00 ksi 9.289 64.315 in-k 56.987 in-k 25.870 inA3 9.198 in 48.601 in-k -1.573 in-k 5.068 in-k 4.464 in-k 56.560 in-k 0.993 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 512 • 000 inA4 381.078 inA4 28.790 in-k 0.208 in 34.653 in-k -1. 498 in-k 1.165 in-k 1.026 in-k 35.347 in-k 1.867 in 2.220 in 0.841 Wall Sec. is Adeguate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mu/ PhiMn Ratio: Mui: Mu2: Mu3: Mu4: Mu: 3.6875 in 0.2976 inA2 0.33}0 inA2 0.6491 in 0.7637 in 4.2637 in 0.8861 3122.00 ksi 9.289 66.798 in-k 59.187 in-k 28.070 inA3 8.805 in 48.601 in-k 0.672 in-k 4.851 in-k 4.273 in-k 58.397 in-k 0.987 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 512,000 inA4 381,078 inA4 28.790 in-k 0.208 in . 34.653 in-k 0.640 in-k 1.165 in-k 1.026 in-k 37.484 in-k 2.175 in 2.220 in 0.980 Wall Sec. is Adeguate for Slenderness • • • • • ) • • , . • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/29/88 Analysis: PANELS Page \J 4C\ of __ Job 8777 S O L I D P A N E L A N A L Y S I S SOLID WALLS PARAPET DESIGN Seismic Load Fu: 112.20 psf Parapet Height Hp: 2.250 ft Ult. Seismic Mom. Mus: 3.408 in-k Min Depth to Reinf. d: 3.562 in Wind Ld. 0 -20 ft. Wul: 24.95 psf Area of Steel Req'd. As: 0.0178 inA2 Wind Ld. 20 -40 ft. Wu2: 27.03 psf Ult. Wind Moment Muw: 0.821 in-k Panel Area of Steel As: 0.2976 inA2 Seismic Load Governs Panel Reinf. is Adequate for Parapet HEIGHT TO THICKNESS RATIO Gross H / t Ratio: 41.625 Reveal H / t Ratio: 45.931 LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 486 plf 414 plf Outward Reac. at Roof: Outward Reac. at Floor: 486 plf 414 plf I ;. • • • • ) • • • • • --~-------- SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE :{ 11., By NN Date 02/01/88 Analysis: PANELS Page \J ~0 of___ Job 8777 • PANEL AN ALYS I S ·@ WALL AT TRUCK DOORS -i. "7 . f / -=--IN ___ P-=-UT______________ SEISMIC DESIGN , D O O R Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: ledger Width lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 30.000 ft 30.000 ft 8.000 in 0.750 in 300 plf 3.500 in 0 plf 12.000 ft 14.000 ft 2.300 ft H/100 VERTICAL REINFORCING EACH FACE Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING · Bar Size: #5 Bar Size: #4 Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* low Chair Size: High Chair Size: SERVICE LOADS Wall Weight s: : 7 .500 in Bar Spacing: I --~ ~~ s: 18.000 in ,,--.L--,-----· As: · 0.9920 inA2 0.0103 0.0020 1.500 in 6.500 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wt: 100.00 psf Wall Weight Wtu: 105.00 psf Roof Dead Load Pl: 1083 plf 5413 plf 0 plf 6496 plf Roof Dead Load Pul: 1137 pl f 5684 plf 0 plf 6821 plf Panel Wt. at Mid-ht. P2: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. P3: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. P: Total ld. at Mid-ht. Pu: Seismic load Below Seismic Load Above Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf F2: 108.26 psf Seismic Load Above Fu2: 151.84 psf Wind In O -20 ft. Wl: 65.19 psf Wind In O -20 ft. Wul: 83.11 psf Wind In 20 -40 ft. W2: 70.62 psf Wind In 20 -40 ft. Wu2: 90.04 psf Wind Out Full Ht. Wo: 64.73 psf Wind Out Full Ht. Wuo: 82.53 psf • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS ' Project EL FUERTE I -;\) By NH Date 02l0ll88 !e Analysis: PANELS Page ~'.!21 of Job 8777 ' D O O R P A N E L A N A L Y S I S • WALL AT TRUCK DOORS INWARD ANALYSIS OUTWARD ANALYSIS Seismic loads Govern Design Seismic loads Govern Design • Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in Area of Steel /ft As: Q.4960 inA2 Area of Steel /ft As: 0.4960 inA2 Eff. Area of Stl Aseff: 0.6097 inA2 Eff. Area of Stl Aseff: 0.6097 inA2 Stress Block Width a: 1.1955 in Stress Block Width a: 1.1955 in Neutral Axis c: 1.4064 in Neutral Axis c: 1.4064 in Roof Load Ecc. e: 9.3436 in Roof Load Ecc. e: 4.9064 in i. Phi Factor Phi: 0.8526 Phi Factor Phi: 0.8526 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es / Ee n: 9.289 Nominal Moment Str. Mn: 199.907 in-k Nominal Moment Str. Mn: 204.479 in-k Reduced Mom. Str. PhiMn: 170.447 in-k Reduced Mom. Str. PhiMn: 174.346 in-k Cr. Mom. of Inertia Icr: 133,904 inA3 Cr. Mom. of Inertia Icr: 140.585 inA3 • Nominal Deflection On: 6.456 in Nominal Deflection On: 6.289 in ) Lateral load Mom. Mul: 140.439 in-k lateral load Mom. Mul: 140.439 in-k Roof Ecc. Moment Mu2: -5.312 in-k Roof Ecc. Moment Mu2: 2.789 in-k Rf.+ Ppt. Moment Mu3: 7.340 in-k Rf.+ Ppt. Moment Mu3: 7.151 in-k Panel Wt. Moment Mu4: 18.347 in-k Panel Wt. Moment Mu4: 17 .875 in-k • Ultimate Moment Mu: 160.814 in-k Ultimate Moment Mu: 168.254 in-k Mu/ PhiMn Ratio: 0.943 Mu/ PhiMn Ratio: 0.965 Wall Section is Adequate for Strength Wall Section is Adequate for Strength • Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 512.000 inA4 Gr. Mom. of Inertia lg: 512,000 inA4 Reveal M. of Inert. Igr: 381,078 inA4 Reveal M. of Inert. lgr: 381,078 inA4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.243 in Cracking Defl. Der: 0.243 in • Lateral Load Mom. Msl: 100.135 in-k lateral load Mom. Msl: 100.135 in-k Roof Ecc. Moment Ms2: -5.060 in-k Roof Ecc. Moment Ms2: 2.657 in-k Rf.+ Ppt. Moment Ms3: 3.899 in-k Rf.+ Ppt. Moment Ms3: 3.899 in-k Panel Wt. Moment Ms4: 9.743 in-k Panel Wt. Moment Ms4: 9.743 in-k Service Moment Ms: 108. 717 in-k Service Moment Ms: 116.434 in-k • Service Deflection Ds: 3.145 in Service Deflection Os: 3.259 in Allowable Defl. Da: 3.600 in Allowable Defl. Da: 3.600 in ":':) Ds / Da Ratio: 0.874 Os/ Da Ratio: 0.905 Wall Sec. is Adeguate for Slenderness Wall Sec. is Adeguate for Slenderness • 1. I ·''°(':: I•.:.,_-; I • • ) i• ,. I • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NH Date 02/01/88 Analysis: PANELS Page \Jfrl, of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT TRUCK DOORS PARAPET DESIGN Seismic Load Fu: 404.90 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom . Mus: 0.000 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 90.04 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 97.54 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.4960 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 379 plf 784 plf Outward Reac. at Roof: Outward Reac. at Floor: 379 plf 784 plf • .. _:)) • • • • • • • I ~ I ) I .. -::_,)·'. .. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE Analysis: PANELS By NN Page \J~ of __ _ Date 01/28/88 Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: 30.000 ft Roof Height Hr: 30.000 ft Panel Thickness Tp: 8.000 in Reveal Depth Rd: 0.000 in Roof Dead Load Rdl: 300 plf Ledger Width Lw: 3.500 in Add' 1 Axial Dead Ld. Adl : _____ Q__J! l f Door Width Wdr: '16.000_ft] Door Height Hdr: -rz.ooo ft Panel Leg Width Plg: 2.000 ft Service Defl. Limit Olm: H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 I s : -~ 4. 000 i n As: 1.8600 inA2 0.0194 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 1500 plf 7500 plf 0 plf 9000 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 150.00 psf Wind In O -20 ft. WI: 90.32 psf Wind In 20 -40 ft. W2: 97.84 psf Wind Out Full Ht. Wo: 89.69 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0 .30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 ··-----· Bar Spacing: \ #4 . s : , 18. 000 ,n Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pu I : Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 1575 plf 7875 plf 0 plf 9450 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 210.37 psf Wind In O -20 ft. Wul: 115.15 psf Wind In 20 -40 ft. Wu2: 124.75 psf Wind Out Full Ht. Wuo: 114.35 psf . )}) • • • ) • • I • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/28/88 Analysis: PANELS Page" ?)L\: of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 6.8125 in 0.9300 in"2 1.0875 in"2 2.1324 in 2.5087 in 8.9914 in 0.8344 3122.00 ksi 9.289 374.948 in-k 312.847 in-k 250.268 in"3 6.478 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 211.301 in-k Mu2: -7.081 in-k Mu3: 10.203 in-k Mu4: 25.509 in-k Mu: 239.932 in-k Mu/ PhiMn Ratio: 0.767 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 in"4 35.054 in-k 0.296 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 150.660 in-k Ms2: -6.744 in-k Ms3: 5.400 in-k Ms4: 13.500 in-k Ms: 162.816 in-k Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 2.620 in 3.600 in 0.728 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 6 .1875 in 0.9300 in"2 1.0875 in"2 2.1324 in 2.5087 in 6.0087 in 0.8344 3122.00 ksi 9.289 334.166 in-k 278.820 in-k 199.868 in"3 7.230 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 211.301 in-k Mu2: 4.732 in-k Mu3: 11.387 in-k Mu4: 28.467 in-k Mu: 255.886 in-k Mu/ PhiMn Ratio: 0.918 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 in"4 35.054 in-k 0.296 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 150.660 in-k Ms2: 4.506 in-k Ms3: 5.400 in-k Ms4: 13.500 in-k Ms: 174.066 in-k Service Deflection Ds: 3.518 in 3.600 in Allowable Defl. Da: Os/ Da Ratio: 0.977 Wall Sec. is Adequate for Slenderness • • • ) • • • • Analysis: PANELS PARAPET DESIGN Seismic Load Ult. Seismic Mom. SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NH Page \:1/J of I --- D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS Date 01/28/88 Job 8777 Fu: 561.00 psf Parapet Height Hp: 0.000 ft Mus: 0.000 in-k Min Depth to Reinf. d: 6.187 in Wind Ld. 0 -20 ft. wul: 124.75 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 135.15 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.9300 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 392 plf Outward Reac. at Roof: Inward Reac. at Floor: 1098 plf Outward Reac. at Floor: 392 plf 1098 plf • • • • • • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE Analysis: PANELS By NN \ ! ,-'' Page ·~ 1>.0 of __ _ Date 01/28/88 Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000 ft 8.000 in 0.000 in 300 plf 3.500 in r:t4o~}J5 -7 .000 ft 1.000 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 7. 500 in As: 0.9920 inA2 0.0103 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 810 plf 4050 plf 0 plf 4860 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 81.00 psf Wind In O -20 ft. WI: 48.77 psf Wind In 20 -40 ft. W2: 52.84 psf Wind Out Full Ht. Wo: 48.43 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 850 plf 4252 plf 0 plf 5102 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 113.60 psf Wind In O -20 ft. Wul: 62.18 psf Wind In 20 -40 ft. Wu2: 67.37 psf Wind Out Full Ht. Wuo: 61.75 psf • • • • • ) • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/28/88 Analysis: PANELS Page \/61 of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Mul: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.8125 in 0.4960 inA2 0.5810 inA2 1.1393 in 1.3403 in 10.1597 in 0.8646 3122.00 ksi 9.289 217.639 in-k 188.164 in-k 171.249 inA3 5.496 in 142.849 in-k -4.318 in-k 4.671 in-k 11. 683 i n-k 154.886 in-k 0.823 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 512.000 inA4 35.054 in-k 0.296 in 101.853 i n-k -4.115 in-k 2.916 in-k 7.290 in-k 107.944 in-k 2.372 in 3.600 in 0.659 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es / Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Mul: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.1875 in 0.4960 inA2 0.5810 inA2 1. 1393 in 1.3403 in 4.8403 in 0.8646 3122.00 ksi 9.289 195.850 in-k 169.326 in-k 136. 439 inA3 6.207 in 142.849 in-k 2.057 in-k 5.276 in-k 13 .196 in-k 163.378 in-k 0.965 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512,000 inA4 35.054 in-k 0.296 in 101.853 in-k 1. 960 in-k 2.916 in-k 7.290 in-k 114.019 in-k 3. 199 in 3.600 in 0.889 Wall Sec. is Adequate for Slenderness . :::-'\ . ,'::} • • • • ) •• • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 01/28/88 Analysis: PANELS Page Vf;'b of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL AT DBL DOORS PARAPET DESIGN Seismic Load Fu: 302.94 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom . Hus: 0.000 in-k Min Depth to Reinf. d: 6.187 in Wind Ld. 0 -20 ft. wul: 67.37 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 72.98 psf Ult. Wind Moment Huw: 0.000 in-k Panel Area of Steel As: 0.4960 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 435 plf 900 plf Outward Reac. at Roof: Outward Reac. at Floor: 435 plf 900 plf ~~------------ • • • • • • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE If '2. By NN Date 02/01/88 Analysis: PANELS Page VQg of___ Job 8777 D O O R P A N E L A N A L Y S I S WALL PANELS -# s i. 7 4 tcJ.> ( ij.?.l'i' 0 1-) INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 28.000 ft 8.000 in , 0.750 in' 300 plf 3.500 in 0 plf 16.000 ft 6.000 ft 4.000 ft -H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight s: #5 8.000 in As: 0.9300 inA2 0.0097 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 900plf 4200 plf 600 plf 5700 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30 .00 psf F2: 90.00 psf Wind In O -20 ft. Wl: 54.19 psf Wind In 20 -40 ft. W2: 58.71 psf Wind Out Full Ht . Wo: 53.81 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph,,,, 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* \ #4 ' s: __ 1_8. 000 i f!_J As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 945 plf 4410 plf 630 plf 5985 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 126.22 psf Wind In O -20 ft. Wul: 69.09 psf Wind In 20 -40 ft. Wu2: 74.85 psf Wind Out Full Ht. Wuo: 68.61 psf I i• SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS ?}f) Project EL FUERTE • By NN Date 02/01/88 . . Analysis: PANELS Page ':J.{d) of Job 8777 DOOR P A N E L A N A L Y S I S ,. WALL PANELS INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design • Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in Area of Steel /ft As: 0.4650 inA2 Area of Steel /ft As: 0.4650 inA2 Eff. Area of Stl Aseff: 0.5647 inA2 Eff. Area of Stl Aseff: 0.5647 inA2 Stress Block Width a: 1.1074 in Stress Block Width a: 1.1074 in Neutral Axis c: 1.3028 in Neutral Axis c: 1.3028 in Roof Load Ecc. e: 9.4472 in Roof Load Ecc. e: 4.8028 in ,. Phi Factor Phi: 0.8584 Phi Factor Phi: 0.8584 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 186.666 in-k Nominal Moment Str. Mn: 190.902 in-k Reduced Mom. Str. PhiMn: 160.242 in-k Reduced Mom. Str. PhiMn: 163.878 in-k Cr. Mom. of Inertia lcr: 127.692 inA3 Cr. Mom. of Inertia Icr: 134.0}6 inA3 • Nominal Deflection On: 5.507 in Nominal Deflection On: 5.366 in ) Lateral Load Mom. Mui: 139.352 in-k Lateral Load Mom. Mui: 139.352 in-k Roof Ecc. Moment Mu2: -4.464 in-k Roof Ecc. Moment Mu2: 2.269 in-k Rf.+ Ppt. Moment Mu3: 8.673 in-k Rf.+ Ppt. Moment Mu3: 8.451 in-k Panel Wt. Moment Mu4: 12.142 in-k Panel Wt. Moment Mu4: 11.831 in-k • Ultimate Moment Mu: 155.703 in-k Ultimate Moment Mu: 161. 904 in-k Mu/ PhiMn Ratio: 0.972 Mu/ PhiMn Ratio: 0.988 Wall Section is Adeguate for Strength Wall Section is Adeguate for Strength • Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi Gr. Mom. of Inertia lg: 5}2.000 inA4 Gr. Mom. of Inertia lg: 512.000 inA4 Reveal M. of Inert. lgr: 381.078 inA4 Reveal M. of Inert. Igr: 381.078 inA4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.212 in Cracking Defl • Der: 0.212 in • Lateral Load Mom. Msl: 99.360 in-k Lateral Load Mom. Msl: 99.360 in-k Roof Ecc. Moment Ms2: -4. 251 in-k Roof Ecc. Moment Ms2: 2.161 in-k Rf.+ Ppt. Moment Ms3: 5.040 in-k Rf.+ Ppt. Moment Ms3: 5.040 in-k Panel Wt. Moment Ms4: 7.056 in-k Panel Wt. Moment Ms4: 7.056 in-k Service Moment Ms: 107.205 in-k Service Moment Ms: 113.617 in-k • Service Deflection Os: 2.842 in Service Deflection Os: 2.909 in Allowable Defl. Da: 3.360 in Allowable Defl. Da: 3.360 in .. :-:':~ :-) Os/ Da Ratio: 0.846 Os/ Da Ratio: 0.866 Wall Sec. is Adeguate for Slenderness Wall Sec. is Adeguate for Slenderness • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE ·?) i• /:{?· By NN Date 02l01l88 Analysis: PANELS Page ~~I of Job 8777 D O O R P A N E L A N A L Y S I S • WALL PANELS PARAPET DESIGN Seismic load Fu: 336.60 psf Parapet Height Hp: 2.000 ft Ult. Seismic Mom. Mus: 8.078 in-k Min Depth to Reinf. d: 6.062 in • Wind ld. 0 -20 ft. wul: 74.85 psf Area of Steel Req'd. As: 0.0248 in"2 Wind ld. 20 -40 ft. wu2: 81.09 psf Ult. Wind Moment Muw: 1. 946 in-k Panel Area of Steel As: 0.4650 in"2 Seismic load Governs Panel Reinf. is Adeguate for ParaRet • LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 469 plf Outward Reac. at Roof: 469 plf Inward Reac. at Floor: 932 plf Outward Reac. at Floor: 932 plf • ) J • • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE ;(~ , L fi,,-!,_4<-:f 1_, ?\) By NN Date 02/01/88 ::·>::: • .·· ··,' Analysis: PANELS Page \j (Q''l,-of Job 8777 DOOR P A N E L A N A L Y S I S le] WALL I 25 , • ' INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 • Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 Panel Height Hp: 30.000 ft WIND DESIGN Roof Height Hr: 29.000 ft Panel Thickness Tp: 8.000 in Basic Wind Speed v: 70 mph Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf • Roof Dead Load Rdl: 60 plf Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 23.000 ft Walls Outward Cq: 1.10 Door Height Hdr: 6.000 ft Parapets Cq: 1.30 Panel Leg Width Plg: 3.500 ft 0 to 20 ft. Elev. Ce: 1.20 • ) Service Defl. Limit Olm: H/100 20 to 40 ft. Elev. Ce: 1.30 . VERTICAL REINFORCING EACH FACE HORIZONTAL REINFORCING Bar Size: #5 Bar Size: #4 Bar Spacing: s: 4.000 in Bar Spacing: s: 18.000 in • Area of Steel/ ft As: 1.8600 in"2 Area of Steel/ ft As: 0.1333 in"2 As/Ag Ratio: 0.0194 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. • High Chair Size: 6.500 in areas of steel may be interchanged SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf • Roof Dead Load Pl: 257 plf Roof Dead Load Pul: 270 plf Panel Wt. at Mid-ht. P2: 6214 plf Panel Wt. at Mid-ht. Pu2: 6525 plf Ppt. Wt.+ Add'l Ld. P3: 429 plf Ppt. Wt.+ Add'l Ld. Pu3: 450 plf Total Ld. at Mid-ht. P: 6900 plf Total Ld. at Mid-ht. Pu: 7245 plf Seismic Load Below Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf • Seismic Load Above F2: 128.57 psf Seismic Load Above Fu2: 180.32 psf :;/) Wind In 0 -20 ft. WI: 77.41 psf Wind In 0 -20 ft. Wul: 98.70 psf Wind In 20 -40 ft. W2: 83.87 psf Wind In 20 -40 ft. Wu2: 106.93 psf Wind Out Full Ht. Wo: 76.88 psf Wind Out Full Ht. Wuo: 98.02 psf • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE ·:?) • -~~-::\:· By NN Date 02l01l88 Analysis: PANELS Page~ fa'b of Job 8777 DOOR P A N E L A N A L Y S I S • WALL I 25 INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design • Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in Area of Steel /ft As: 0.9300 in"2 Area of Steel /ft As: 0.9300 in"2 Eff. Area of Stl Aseff: 1.0508 in"2 Eff. Area of Stl Aseff: 1.0508 in"2 Stress Block Width a: 2.0603 in Stress Block Width a: 2.0603 in Neutral Axis c: 2.4239 in Neutral Axis c: 2.4239 in Roof Load Ecc. e: 8.3261 in Roof Load Ecc. e: 5.9239 in • Phi Factor Phi: 0.8497 Phi Factor Phi: 0.8497 Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 317. 265 in-k Nominal Moment Str. Mn: 325.145 in-k Reduced Mom. Str. PhiMn: 269.576 in-k Reduced Mom. Str. PhiMn: 276.272 in-k Cr. Mom. of Inertia lcr: 186.187 in"3 Cr. Mom. of Inertia lcr: 195.218 in"3 Nominal Deflection Dn: 6.885 in Nominal Deflection Dn: 6.730 in • ) lateral Load Mom. Mul: 212.545 in-k Lateral Load Mom. Mul: 212.545 in-k Roof Ecc. Moment Mu2: -1.124 in-k Roof Ecc. Moment Mu2: 0.800 in-k Rf.+ Ppt. Moment Mu3: 4.957 in-k Rf.+ Ppt. Moment Mu3: 4.846 in-k Panel Wt. Moment Mu4: 22.464 in-k Panel Wt. Moment Mu4: 21.956 in-k • Ultimate Moment Mu: 238.842 in-k Ultimate Moment Mu: 240.147 in-k Mu/ PhiMn Ratio: 0.886 Mu/ PhiMn Ratio: 0.869 Wall Section is Adeguate for Strength Wall Section is Adeguate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi • Gr. Mom. of Inertia lg: 512.000 in"4 Gr. Mom. of Inertia lg: 512.000 in"4 Reveal M. of Inert. Igr: 381.078 in"4 Reveal M. of Inert. lgr: 381.078 in"4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.227 in Cracking Defl. Der: 0.227 in Lateral Load Mom. Msl: 151. 547 i n-k Lateral Load Mom. Msl: 151.547 in-k • Roof Ecc. Moment Ms2: -1.070 in-k Roof Ecc. Moment Ms2: 0.761 in-k Rf.+ Ppt. Moment Ms3: 2.387 in-k Rf.+ Ppt. Moment Ms3: 2.387 in-k Panel Wt. Moment Ms4: 10.812 in-k Panel Wt. Moment Ms4: 10.812 in-k Service Moment Ms: 163.677 in-k Service Moment Ms: 165.508 in-k Service Deflection Ds: 3.340 in Service Deflection Ds: 3.227 in • Allowable Defl. Da: 3.480 in Allowable Defl. Da: 3.480 in :-.') . ·~-._:~;· Ds / Da Ratio: 0.960 Ds / Da Ratio: 0.927 Wall Sec. is Adeguate for Slenderness Wall Sec. is Adeguate for Slenderness • • ',;. <'1 ·.;.• • • • • ) • • • • _,·_.:,:): .. ·.-- • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \J {p 4 of __ _ Date 02/01/88 Job 8777 D O O R P A N E L A N A L Y S I S WALL I 25 PARAPET DESIGN Seismic Load Fu: 480.86 psf Parapet Height Hp: 1.000 ft Ult. Seismic Mom . Mus: 2.885 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 106.93 psf Area of Steel Req'd. As: 0.0088 inA2 Wind Ld. 20 -40 ft. wu2: 115.84 psf Ult. Wind Moment Muw: 0.695 in-k Panel Area of Steel As: 0.9300 inA2 Seismic Load Governs LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 451 plf 1332 plf Panel Reinf. is Adequate for Parapet Outward Reac. at Roof: Outward Reac. at Floor: 451 plf 1332 plf • • • • • ) • • • • • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \J (o VJ of __ _ lf "L---' I~ t.,.4 ,,l.-- Date 02/01/88 Job 8777 D O O R P A N E L A N A L Y S I S WALL I 25 INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 29.000 ft 9.000 in 0.750 in 60 plf 3.500 in 0 plf 23.000 ft 6.000 ft 3.000 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft · As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 4. 500 in As: 1.6533 inA2 0.0153 0.0020 1.500 in 7.500 in Wt: 112.50 psf Roof Dead Load Pl: 290 plf 7884 plf 544 plf 8718 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 33.75 psf F2: 163.12 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 inA2 0.0012 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 118.12 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 304 plf 8278 plf 571 plf 9153 plf Seismic load Below Ful: 47.33 psf Seismic load Above Fu2: 228.78 psf Wind In O -20 ft. WI: 87.31 psf Wind In O -20 ft. Wul: 111.32 psf Wind In 20 -40 ft. W2: 94.58 psf Wind In 20 -40 ft. Wu2: 120.59 psf Wind Out Full Ht. Wo: 86.70 psf Wind Out Full Ht. Wuo: 110.54 psf • ,. :-{:) • • • • ) • • :e • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS \) I ' Page ::, ; ,·:i ,,, of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 25 INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: 7.0625 in 0.8266 inA2 0.9792 inA2 I. 9200 in 2.2589 in 9.4911 in 0.8435 3122.00 ksi 9.289 358.539 in-k 302.428 in-k 255.99} inA3 5.659 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 269.013 in-k Mu2: -1.443 in-k Mu3: 4.952 in-k Mu4: 23.424 in-k Mu: 295.946 in-k Mu/ PhiMn Ratio: 0.979 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 729.000 inA4 561. 5}6 inA4 37.279 in-k 0.207 in 191.810 in-k -1.376 in-k 2.902 in-k 13.718 in-k 207.054 in-k 3.088 in 3.480 in 0.887 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: 7.1875 in 0.8266 inA2 0.9792 inA2 I. 9200 in 2.2589 in 5.7589 in 0.8435 3122.00 ksi 9.289 365.883 in-k 308.623 in-k 267.057 inA3 5.536 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mui: 269.013 in-k Mu2: 0.875 in-k Mu3: 4.844 in-k Mu4: 22.913 in-k Mu: 297.646 in-k Mu/ PhiMn Ratio: 0.964 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 729.000 inA4 56}.5}6 inA4 37.279 in-k 0.207 in 191.810 in-k 0.835 in-k 2.902 in-k 13.718 in-k 209.265 in-k 2.996 in 3.480 in 0.861 Wall Sec. is Adequate for Slenderness • • • • ) • • • • ..... · .. ) • Analysis: PANELS PARAPET DESIGN Seismic load Ult. Seismic Mom • SCHEIDEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \J VJ 1 of __ D O O R P A N E L A N A L Y S I S WALL I 25 Date 02/01/88 Job 8777 Fu: 610.09 psf Parapet Height Hp: 1.000 ft Mus: 3.661 in-k Min Depth to Reinf. d: 7.062 in Wind ld. 0 -20 ft. wul: 120.59 psf Area of Steel Req'd. As: 0.0096 inA2 Wind ld. 20 -40 ft. wu2: 130.64 psf Ult. Wind Moment Muw: 0.784 in-k Panel Area of Steel As: 0.8266 inA2 Seismic load Governs Panel Reinf. is Adeguate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 507 plf Outward Reac. at Roof: Inward Reac. at Floor: 1667 plf Outward Reac. at Floor: 507 plf 1667 plf • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE I .') I ::<·). By NN Date 02l01l88 ,. Analysis: PANELS Page \J Lc0 of Job 8777 D O O R P A N E L A N A L Y S I S •• WALL# 26 INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 • Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 Panel Height Hp: 30.000 ft WIND DESIGN Roof Height Hr: 30.000 ft Panel Thickness Tp: 8.000 in Basic Wind Speed v: 70 mph • Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 60 plf Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 13.000 ft Walls Outward Cq: I.IO Door Height Hdr: 6.0~ Parapets Cq: 1.30 • Panel Leg Width Plg: p.900 0 to 20 ft. Elev. Ce: 1.20 ) Service Defl. Limit Olm: H/100 20 to 40 ft. Elev. Ce: 1.30 VERTICAL REINFORCING EACH FACE HORIZONTAL REINFORCING Bar Size: #5 Bar Size: #4 !e Bar Spacing: s: 5.500 in Bar Spacing: s: 18.000 in Area of Steel/ ft As: }.3527 inA2 Area of Steel/ ft As: Q.}333 inA2 As/Ag Ratio: 0.0141 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 ,. Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. High Chair Size: 6.500 in areas of steel may be interchanged SERVICE LOADS ULTIMATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf i. Roof Dead Load Pl: 194 plf Roof Dead Load Pul: 204 plf ' Panel Wt. at Mid-ht. P2: 4862 plf Panel Wt. at Mid-ht. Pu2: 5105 plf Ppt. Wt.+ Add'l Ld. P3: 0 plf Ppt. Wt.+ Add'l Ld. Pu3: 0 plf Total Ld. at Mid-ht. P: 5056 plf Total Ld. at Mid-ht. Pu: 5309 plf Seismic Load Below Fl: 30.00 psf Seismic load Below Ful: 42.08 psf • Seismic load Above F2: 97.24 psf Seismic Load Above Fu2: 136.38 psf 0-:) Wind In 0 -20 ft. WI: 58.55 psf Wind In 0 -20 ft. Wul: 74.65 psf Wind In 20 -40 ft. W2: 63.43 psf Wind In 20 -40 ft. Wu2: 80.87 psf • Wind Out Full Ht. Wo: 58.14 psf Wind Out Full Ht. Wuo: 74.13 psf ,. :/:) . ,_.-:- • • • • ) • • • • _::-_>. ··_.·.)· • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \J (/1 of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 26 INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Mui: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.0625 in 0.6764 in"2 0.7648 in"2 1.4997 in I. 7644 in 8.9856 in 0.8631 3122.00 ksi 9.289 243.802 in-k 210.433 in-k 153.221 in"3 6.880 in 173.929 in-k -0.917 in-k 1.404 in-k 17.562 in-k 191. 979 in-k 0.912 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 124.014 in-k -0.872 in-k 0.698 in-k 8.752 in-k 132.592 in-k 3.447 in 3.600 in 0.958 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es / Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Mui: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.1875 in 0.6764 in"2 0.7648 1n"2 1.4997 in I. 7644 in 5.2644 in 0.8631 3122.00 ksi 9.289 249.538 in-k 215.384 in-k 160.967 in"3 6.704 in 173.929 in-k 0.537 in-k 1.368 in-k 17.111 in-k 192.945 in-k 0.896 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 124.014 in-k 0. 511 in-k 0.698 in-k 8.752 in-k 133.974 in-k 3 .321 in 3.600 in 0.923 Wall Sec. is Adequate for Slenderness • I : • • • • ) • • • • ... .::.·)··: • SCHEIDEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NH Date 02/01/88 Analysis: PANELS Page \J-l0 of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 26 PARAPET DESIGN Seismic Load Fu: 363.68 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom . Mus: 0.000 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 80.87 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 87.61 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.6764 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 438 plf 1096 plf Outward Reac. at Roof: Outward Reac. at Floor: 438 plf 1096 plf • • • • • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE if u , /.d .. ,/ , __ _, 1, By NN Date 02/01/88 Analysis: PANELS Page \i "1 \ of___ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 26 INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Olm: 30.000 ft 30.000 ft 8.000 in 0.750 in 60 plf 3.500 in 0 plf 12.000 ft _.6_.J)_QD-ft, ~{Lfit H/100 1 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 8.000 in As: 0.9300 inA2 0.0097 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 157 plf 3932 plf 0 plf 4089 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 78.65 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0.30 Cp: 0.80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min. areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 165 plf 4129 plf 0 plf 4294 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 110.30 psf Wind In O -20 ft. WI: 47.36 psf Wind In O -20 ft. Wul: 60.38 psf Wind In 20 -40 ft. W2: 51.30 psf Wind In 20 -40 ft. Wu2: 65.41 psf Wind Out Full Ht. Wo: 47.03 psf Wind Out Full Ht. Wuo: 59.96 psf • U}) • ,. • •• • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \J -11 of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 26(l 28) INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: 6.0625 in 0.4650 in"2 0.5366 in"2 1.0521 in 1.2378 in 9.5122 in 0.8702 3122.00 ksi 9.289 178.241 in-k 155.102 in-k 123.607 in"3 6.235 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 141.543 in-k Mu2: -0.785 in-k Mu3: 1.029 in-k Mu4: 12.873 in-k Mu: 154.660 in-k Mu/ PhiMn Ratio: 0.997 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Ds: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 100.922 in-k -0.747 in-k 0.565 in-k 7.078 in-k 107.818 in-k 3.412 in 3.600 in 0.948 Wall Sec. is Adeguate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia lcr: Nominal Deflection On: 6.1875 in 0.4650 in"2 0.5366 in"2 1.0521 in 1.2378 in 4.7378 in 0.8702 3122.00 ksi 9.289 182.265 in-k 158.603 in-k 129.697 in"3 6.077 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Ultimate Moment Mul: 141.543 in-k Mu2: 0.391 in-k Mu3: 1.003 in-k Mu4: 12.546 in-k Mu: 155.482 in-k Mu/ PhiMn Ratio: 0.980 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Ds / Da Ratio: 273.861 psi 512.000 in"4 381.078 in"4 28.790 in-k 0.243 in 100.922 in-k 0.372 in-k 0.565 in-k 7.078 in-k 108.936 in-k 3.290 in 3.600 in 0.914 Wall Sec. is Adequate for Slenderness • • • • • ) • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \JJ"f2 of __ Job 8777 D O O R P A N E L A N A L Y S I S WALL I 26(l 28) PARAPET DESIGN Seismic Load Fu: 294.15 psf Parapet Height Hp: 0.000 ft Ult. Seismic Mom • Mus: 0.000 in-k Min Depth to Reinf. d: 6.062 in Wind Ld. 0 -20 ft. wul: 65.41 psf Area of Steel Req'd. As: 0.0000 inA2 Wind Ld. 20 -40 ft. wu2: 70.86 psf Ult. Wind Moment Muw: 0.000 in-k Panel Area of Steel As: 0.4650 inA2 Wind Load Governs Panel Reinf. is Adequate for Parapet LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 439 plf 917 plf Outward Reac. at Roof: Outward Reac. at Floor: 439 plf 917 pl f ----I ---- I !. SCHEIBEL/DYER ASSOCIATES, INC. ' STRUCTURAL ENGINEERS Project EL FUERTE ,#,,,, '-'/ ,,.·.~_;I/ -::f -z. ;':/:"'\ By NN ·-:-... :. Date 02/01/88 • ··.::.1 Analysis: PANELS Page \J 14 of Job 8777 DOOR PANEL A N A L Y S I S • WALL# 27 INPUT SEISMIC DESIGN Concrete Strength f'c: 3,000 psi Seismic Zone Factor Z: 1.0000 Concrete Weight Cwt: 150 pcf Seismic Imp. Factor Is: 1.00 ,. Steel Yield Strength Fy: 60,000 psi Walls Cp: 0.30 Steel Mod. of Elas. Es: 29,000 ksi Parapets Cp: 0.80 Panel Height Hp: 30.000 ft WIND DESIGN Roof Height Hr: 29.000 ft Panel Thickness Tp: 8.000 in Basic Wind Speed v: 70 mph • Reveal Depth Rd: 0.750 in Stagnation Pressure qs: 12.54 psf Roof Dead Load Rdl: 60 plf Wind Imp. Factor Iw: 1.00 Ledger Width Lw: 3.500 in Exposure Type Exp: C Add'l Axial Dead Ld. Adl: 0 plf Walls Inward Cq: 1.20 Door Width Wdr: 20.000 ft Walls Outward Cq: 1.10 Door Height Hdr: 6.000 ft Parapets Cq: 1.30 Panel Leg Width Plg: 3.500 ft 0 to 20 ft. Elev. Ce: 1.20 • ) Service Defl. Limit Dlm: H/100 20 to 40 ft. Elev. Ce: 1.30 VERTICAL REINFORCING EACH FACE HORIZONTAL REINFORCING Bar Size: #5 Bar Size: #4 Bar Spacing: s: 5.000 in Bar Spacing: s: 18.000 in • Area of Steel/ ft As: 1.4880 inA2 Area of Steel/ ft As: 0.}333 inA2 As/Ag Ratio: 0.0155 As/Ag Ratio: 0.0014 Min. As/Ag Ratio:* 0.0020 Min. As/Ag Ratio:* 0.0012 Low Chair Size: 1.500 in * Per 1982 UBC Section 2610 (p) 7, min. • High Chair Size: 6.500 in areas of steel may be interchanged SERVICE LOADS UL TI MATE LOADS Wall Weight Wt: 100.00 psf Wall Weight Wtu: 105.00 psf • Roof Dead load Pl: 231 pl f Roof Dead load Pul: 243 plf Panel Wt. at Mid-ht. P2: 5593 plf Panel Wt. at Mid-ht. Pu2: 5873 plf Ppt. Wt.+ Add'l Ld. P3: 386 plf Ppt. Wt.+ Add'l Ld. Pu3: 405 plf Total Ld. at Mid-ht. P: 6210 plf Total Ld. at Mid-ht. Pu: 6521 plf Seismic Load Below Fl: 30.00 psf Seismic Load Below Ful: 42.08 psf • Seismic Load Above F2: 115.71 psf Seismic Load Above Fu2: 162.29 psf </:') Wind In 0 -20 ft. Wl: 69.67 psf Wind In 0 -20 ft. Wul: 88.83 psf Wind In 20 -40 ft. W2: 75.48 psf Wind In 20 -40 ft. Wu2: 96.24 psf Wind Out Full Ht. Wo: 69.19 psf Wind Out Full Ht. Wuo: 88.22 psf • / • SCHEIDEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project El FUERTE • ;.,.) By NN Date 02[01[88 Analysis: PANELS Page \/,,,Ir;) of Job 8777 DOOR P A N E L A N A L Y S I S • WALL# 27 INWARD ANALYSIS OUTWARD ANALYSIS Seismic Loads Govern Design Seismic Loads Govern Design Depth to Reinf. d: 6.0625 in Depth to Reinf. d: 6.1875 in • Area of Steel /ft As: 0.7440 inA2 Area of Steel /ft As: 0.7440 inA2 Eff. Area of Stl Aseff: 0.8527 inA2 Eff. Area of Stl Aseff: 0.8527 inA2 Stress Block Width a: 1.6719 in Stress Block Width a: 1.6719 in Neutral Axis c: 1.9670 in Neutral Axis c: 1.9670 in Roof Load Ecc. e: 8.7830 in Roof Load Ecc. e: 5.4670 in Phi Factor Phi: 0.8547 Phi Factor Phi: 0.8547 • Mod. of Elas. Cone. Ee: 3122.00 ksi Mod. of Elas. Cone. Ee: 3122.00 ksi Ratio Es/ Ee n: 9.289 Ratio Es/ Ee n: 9.289 Nominal Moment Str. Mn: 267.395 in-k Nominal Moment Str. Mn: 273.790 in-k Reduced Mom. Str. PhiMn: 228.546 in-k Reduced Mom. Str. PhiMn: 234.012 in-k Cr. Mom. of Inertia Icr: 163.295 inAJ Cr. Mom. of Inertia Icr: l7}. 529 inAJ Nominal Deflection Dn: 6.617 in Nominal Deflection Dn: 6.450 in • ) Lateral Load Mom. Mul: 191.745 in-k Lateral Load Mom. Mul: 191.745 in-k Roof Ecc. Moment Mu2: -1.067 in-k Roof Ecc. Moment Mu2: 0.664 in-k Rf.+ Ppt. Moment Mu3: 4.288 in-k Rf.+ Ppt. Moment Mu3: 4.179 in-k Panel Wt. Moment Mu4: 19.430 in-k Panel Wt. Moment Mu4: 18.939 in-k Ultimate Moment Mu: 214.395 in-k Ultimate Moment Mu: 215.528 in-k • Mu/ PhiMn Ratio: 0.938 Mu/ PhiMn Ratio: 0.921 Wall Section is Adeguate for Strength Wall Section is Adeguate for Strength Modulus of Rupture fr: 273.861 psi Modulus of Rupture fr: 273.861 psi • Gr. Mom. of Inertia lg: 512.000 inA4 Gr. Mom. of Inertia lg: 512,000 inA4 Reveal M. of Inert. Igr: 381.078 inA4 Reveal M. of Inert. Igr: 381.078 inA4 Cracking Moment Mer: 28.790 in-k Cracking Moment Mer: 28.790 in-k Cracking Defl. Der: 0.227 in Cracking Defl • Der: 0.227 in Lateral Load Mom. Msl: 136. 716 in-k Lateral Load Mom. Msl: 136. 716 in-k • Roof Ecc. Moment Ms2: -1.014 in-k Roof Ecc. Moment Ms2: 0.631 in-k Rf.+ Ppt. Moment Ms3: 2.147 in-k Rf.+ Ppt. Moment Ms3: 2.147 in-k Panel Wt. Moment Ms4: 9.732 in-k Panel Wt. Moment Ms4: 9.732 in-k Service Moment Ms: 147.581 in-k Service Moment Ms: 149.227 in-k ,. Service Deflection Ds: 3.408 in Service Deflection Ds: 3.286 in Allowable Defl. Da: 3.480 in Allowable Defl. Da: 3.480 in ·:=,·==, Ds / Da Ratio: 0.979 Ds / Da Ratio: 0.944 Wall Sec. is Adeguate for Slenderness Wall Sec. is Adeguate for Slenderness • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE :"'7 . ·.·.··> By NN Date 02l01l88 • :=::: ~ Analysis: PANELS Page \J 1 ft1 of Job 8l77 DOOR P A N E L A N A L Y S I S • WALL I 27 PARAPET DESIGN Seismic Load Fu: 432.77 psf Parapet Height Hp: 1.000 ft Ult. Seismic Mom. Mus: 2.597 in-k Min Depth to Reinf. d: 6.062 in • Wind Ld. 0 -20 ft. wul: 96.24 psf Area of Steel Req'd. As: 0.0079 in"2 Wind Ld. 20 -40 ft. wu2: 104.26 psf Ult. Wind Moment Muw: 0.626 in-k Panel Area of Steel As: 0.7440 in"2 Seismic Load Governs Panel Reinf. is Adeguate for Paraget • LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 452 plf Outward Reac. at Roof: 452 plf Inward Reac. at Floor: 1215 plf Outward Reac. at Floor: 1215 plf • ) • • • • • • • • • ) • • • • • SCHEIDEL/OYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \/ -\ ·] of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 21-"'Z-f:..;;;, INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Defl. Limit Dlm: 30.000 ft 28.500 ft 8.000 in 0.750 in 60 plf 3.500 in 0 plf 8.000 ft 6.000 ft 2.500 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 9.000 in As: 0.8267 in,..2 0.0086 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 156 plf 3705 plf 390 plf 4251 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: 78.00 psf Wind In O -20 ft. WI: 46.96 psf Wind In 20 -40 ft. W2: 50.88 psf Wind Out Full Ht. Wo: 46.64 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Parapets WIND DESIGN Basic Wind Speed Stagnation Pressure Wind Imp. Factor Exposure Type Walls Inward Walls Outward Parapets 0 to 20 ft. Elev. 20 to 40 ft. Elev. Z: 1.0000 Is: 1.00 Cp: 0 .30 Cp: 0 .80 v: qs: Iw: Exp: Cq: Cq: Cq: Ce: Ce: 70 mph 12.54 psf 1.00 C 1.20 1.10 1.30 1.20 1.30 HORIZONTAL REINFORCING Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* #4 s: 18.000 in As: 0.1333 in,..2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 164 plf 3890 plf 409 plf 4463 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 109.39 psf Wind In O -20 ft. Wul: 59.88 psf Wind In 20 -40 ft. Wu2: 64.87 psf Wind Out Full Ht. Wuo: 59.46 psf • • • • ) • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/01/88 Analysis: PANELS Page \/10 of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL f 26 INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Mui: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.0625 in 0.4133 inA2 0.4877 inA2 0.9563 in 1.1251 in 9.6249 in 0.8690 3122.00 ksi 9.289 163.415 in-k 142.009 in-k 116.}40 inA3 5.491 in 126.014 in-k -0.789 in-k 3.146 in-k 10.680 in-k 139.051 in-k 0.979 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 512.000 inA4 381,078 inA4 28.790 in-k 0.219 in 89.849 in-k -0. 751 in-k 1.867 in-k 6.336 in-k 97.301 in-k 2.902 in 3.420 in 0.849 Wall Sec. is Adequate for Slenderness OUTWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Mui: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.1875 in 0.4133 inA2 0.4877 inA2 0.9563 in 1.1251 in 4.6251 in 0.8690 3122.00 ksi 9.289 167.073 in-k 145.187 in-k }2}.802 inA3 5.353 in 126.014 in-k 0.379 in-k 3.067 in-k 10.412 in-k 139.872 in-k 0.963 Wall Section is Adequate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. lgr: Cracking Moment Mer: Cracking Defl. Der: Lateral Load Mom. Msl: Roof Ecc. Moment Ms2: Rf.+ Ppt. Moment Ms3: Panel Wt. Moment Ms4: Service Moment Ms: Service Deflection Os: Allowable Defl. Da: Os/ Da Ratio: 273.861 psi 512.000 inA4 381.078 inA4 28.790 in-k 0.219 in 89.849 in-k 0.361 in-k 1.867 in-k 6.336 in-k 98.413 in-k 2.804 in 3.420 in 0.820 Wall Sec. is Adequate for Slenderness • • • • • • ) • • • • Analysis: PANELS SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Page \I-le, of __ _ Date 02/01/88 Job _ __.....87 ..... 7..:..7 __ D O O R P A N E L A N A L Y S I S WALL I 26 PARAPET DESIGN Seismic Load Ult. Seismic Mom. Fu: 291.72 psf Mus: 3.938 in-k Wind Ld. O -20 ft. wul: Wind Ld. 20 -40 ft. wu2: Ult. Wind Moment Muw: Seismic Load Governs 64.87 psf 70.28 psf 0.949 in-k LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: Inward Reac. at Floor: 462 plf 851 plf Parapet Height Hp: 1.500 ft Min Depth to Reinf. d: 6.062 in Area of Steel Req'd. As: 0.0121 in"2 Panel Area of Steel As: 0.4133 in"2 Panel Reinf. is Adeguate for ParaQet Outward Reac. at Roof: Outward Reac. at Floor: 462 plf 851 plf • • • • • ) • • • • • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/16/88 Analysis: PANELS P \j v--,'1 f age .... ·· o __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 23, BLDG 1 INPUT Concrete Strength f'c: 3,000 psi Concrete Weight Cwt: 150 pcf Steel Yield Strength Fy: 60,000 psi Steel Mod. of Elas. Es: 29,000 ksi Panel Height Hp: Roof Height Hr: Panel Thickness Tp: Reveal Depth Rd: Roof Dead Load Rdl: Ledger Width Lw: Add'l Axial Dead Ld. Adl: Door Width Wdr: Door Height Hdr: Panel Leg Width Plg: Service Oefl. Limit Olm: 30.000 ft 27.500 ft 8.000 in 0.750 in 300 plf 3.500 in 0 plf 18.000 ft 6.000 ft 3.500 ft H/100 VERTICAL REINFORCING EACH FACE Bar Size: Bar Spacing: Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* Low Chair Size: High Chair Size: SERVICE LOADS Wall Weight #5 s: 6. 500 in As: 1.1446 inA2 0.0119 0.0020 1.500 in 6.500 in Wt: 100.00 psf Roof Dead Load Pl: 1071 pl f 4911 plf 893 plf 6875 plf Panel Wt. at Mid-ht. P2: Ppt. Wt.+ Add'l Ld. P3: Total Ld. at Mid-ht. P: Seismic Load Below Seismic Load Above Fl: 30.00 psf F2: _ 107.14 psf Wind In O -20 ft. WI: 64.51 psf Wind In 20 -40 ft. W2: 69.89 psf Wind Out Full Ht. Wo: 64.06 psf SEISMIC DESIGN Seismic Zone Factor Seismic Imp. Factor Walls Z: 1.0000 Is: 1.00 Cp: 0.30 Parapets Cp: 0.80 WIND DESIGN Basic Wind Speed v: Stagnation Pressure qs: Wind Imp. Factor Iw: Exposure Type Exp: Walls Inward Cq: Walls Outward Cq: Parapets Cq: 0 to 20 ft. Elev. Ce: 20 to 40 ft. Elev. Ce: HORIZONTAL REINFORCING Bar Size: 70 mph 12.54 psf 1.00 C 1.20 I.IO 1.30 1.20 1.30 #4 Bar Spacing: s: 18.000 in Area of Steel/ ft As/Ag Ratio: Min. As/Ag Ratio:* As: 0.1333 inA2 0.0014 0.0012 * Per 1982 UBC Section 2610 (p) 7, min . areas of steel may be interchanged ULTIMATE LOADS Wall Weight Wtu: 105.00 psf Roof Dead Load Pul: Panel Wt. at Mid-ht. Pu2: Ppt. Wt.+ Add'l Ld. Pu3: Total Ld. at Mid-ht. Pu: 1125 pl f 5157 plf 938 plf 7220 plf Seismic Load Below Ful: 42.08 psf Seismic Load Above Fu2: 150.27 psf Wind In O -20 ft. Wul: 82.25 psf Wind In 20 -40 ft. Wu2: 89.11 psf Wind Out Full Ht. Wuo: 81.68 psf • • • • • ) • • • •• • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE By NN Date 02/16/88 Analysis: PANELS Page 'l rb \ of __ _ Job 8777 D O O R P A N E L A N A L Y S I S WALL# 23, BLDG 1 INWARD ANALYSIS Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection On: Lateral Load Mom. Mui: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.0625 in Q,5723 inA2 0,6926 inA2 1.3581 in I. 5978 in 9.1522 in 0.8499 3122.00 ksi 9.289 223.727 in-k 190.137 in-k 144,568 inA3 5.623 in 158.775 in-k -5.148 in-k 11.600 in-k 14.499 in-k 179.726 in-k 0.945 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512,000 inA4 381,078 inA4 28.790 in-k 0.204 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 113.209 in-k Ms2: -4.901 in-k Ms3: 6.481 in-k Ms4: 8.103 in-k Ms: 122.892 in-k Service Deflection Ds: 2.820 in 3.300 in Allowable Defl. Da: Ds / Da Ratio: 0.855 Wall Sec. is Adeguate for Slenderness OUTWARD ANALYSIS. Seismic Loads Govern Design Depth to Reinf. d: Area of Steel /ft As: Eff. Area of Stl Aseff: Stress Block Width a: Neutral Axis c: Roof Load Ecc. e: Phi Factor Phi: Mod. of Elas. Cone. Ee: Ratio Es/ Ee n: Nominal Moment Str. Mn: Reduced Mom. Str. PhiMn: Cr. Mom. of Inertia Icr: Nominal Deflection Dn: Lateral Load Mom. Mul: Roof Ecc. Moment Mu2: Rf.+ Ppt. Moment Mu3: Panel Wt. Moment Mu4: Ultimate Moment Mu: Mu/ PhiMn Ratio: 6.1875 in 0,5723 inA2 0.6926 inA2 1.3581 in 1.5978 in 5.0978 in 0.8499 3122.00 ksi 9.289 228.922 in-k 194.552 in-k 151.850 inA3 5.478 in 158.775 in-k 2.868 in-k 11.300 in-k 14.124 in-k 187.067 in-k 0.962 Wall Section is Adeguate for Strength Modulus of Rupture fr: Gr. Mom. of Inertia lg: Reveal M. of Inert. Igr: Cracking Moment Mer: Cracking Defl. Der: 273.861 psi 512.000 inA4 381,078 inA4 28.790 in-k 0.204 in Lateral Load Mom. Roof Ecc. Moment Rf.+ Ppt. Moment Panel Wt. Moment Service Moment Msl: 113.209 in-k Ms2: 2.730 in-k Ms3: 6.481 in-k Ms4: 8.103 in-k Ms: 130.523 in-k Service Deflection Ds: 2.885 in 3.300 in Allowable Defl. Da: Ds / Da Ratio: 0.874 Wall Sec. is Adeguate for Slenderness / • SCHEIBEL/DYER ASSOCIATES, INC. STRUCTURAL ENGINEERS Project EL FUERTE • <?) By NN Date 02/16/88 .·. \f"" Job 8777 Analysis: PANELS Page _ ·o:, of D O O R P A N E L A N A L Y S I S • WALL I 23, BLDG 1 PARAPET DESIGN Seismic Load Fu: 400. 71 psf Parapet Height Hp: 2.500 ft Ult. Seismic Mom. Mus: 15.027 in-k Min Depth to Reinf. d: 6.062 in • Wind Ld. 0 -20 ft. wul: 89.11 psf Area of Steel Req'd. As: 0.0462 inA2 Wind Ld. 20 -40 ft. wu2: 96.53 psf Ult. Wind Moment Muw: 3.620 in-k Panel Area of Steel As: Q.5723 inA2 Seismic Load Governs Panel Reinf. is Adeguate for Paraget • LATERAL SERVICE LOAD REACTIONS Inward Reac. at Roof: 477 plf Outward Reac. at Roof: 477 pl f • Inward Reac. at Floor: 1049 plf Outward Reac. at Floor: 1049 plf ) • • • • • • • • • • • • • • • ') • Analysis: ///V,,t >/1 /1/.,,z. 1,f, -'/. ~;-..,/." ~"4 r?J / r It, H ( S J d'1"•l ~ .:,? I' A,/ /V ,< ~C)t, I /-1/C:,~ • ~L.~. 4 l',V'-- I f ->/,; l'-J.~{, r ~ .. '2,'":, I.~;, I ,,, .. "'? 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(C.Ott,) c-1-4 8. 11 '5°" 51-b ti x 5 1 -(, •I f"I::-('l_ • C-o f:.Z. 207 01-:>'1 ,c c..'-3" Pl=-I (-4 ,1. ~7'1 b1-3" x C:,1 -3 '1 Pl=-I C.-5 GB.o41 t:}-?:,11 )( (, '-3, II ?~-l i I • I • • • • • • ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * *--------------------------------------------------------------------* , .. ·: REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * * ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) P\=-1 ********************************************************************** • *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* • * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* E=.L ~1::=.IZ-TE RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN • LENGTH OF RECTANGULAR FOOTING = .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 31.235 KIPS LIVE LOAD = 36.813 KIPS •• f****************************************************** ~ OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 6.250 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = .257 SQ IN/FT • ACTUAL PERCENTAGE REIN. STEEL = .003 MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = I. 742 K/SQ FT ULTIMATE SOIL PRESSURE = 2. 722 K/SQ FT DEVELOPE. LENGTH FURN. = 28.500 IN •• REINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) ******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LO REQUIRED * * IN SQ IN SQ IN IN * *------------------------------------------------------------------------------* e * 3 15 4.600 1.657 1.603 9.000 * k 4 9 7.667 1.767 1.603 12.000 * k 5 6 11.500 1.841 1.603 16.464 * k******************************************************************************* • 00.101.r.ts TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS k ·.· .· ···fa**************************************************************************** k BAR DIA. NO. REQD LO. REQD 1/2 PERCENT REQD AREA FURNISHED * * IN IN SQ IN SQ IN * * .3750 7 67.500 .720 .773 * 'e "" . 5000 4 90. 000 . 720 . 785 * ¾'Z.. • ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * *--------------------------------------------------------------------* • ?/t REINFORCED FOOTING DESIGN PROGRAM Latest Revision 02/01/86 * * * * ********************************************************************** Job Title: El FUERTE (JOB No. 8777) P~-7- ********************************************************************** • *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* e * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN f:.L "FvE..12.T~ YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28~DAY CONCRETE STRENGTH = 2000. LB/SQ IN • LENGTH OF RECTANGULAR FOOTING = .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 21.584 KIPS LIVE LOAD = 30.454 KIPS • ******************************************************* _It OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 5.500 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = . 204 SQ IN/FT • ACTUAL PERCENTAGE REIN. STEEL= .002 MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = 1.720 K/SQ FT ULTIMATE SOIL PRESSURE = 2. 710 K/SQ FT DEVELOPE. LENGTH FURN. = 24.000 IN • REINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) ******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LO REQUIRED * * IN SQ IN SQ IN IN * *------------------------------------------------------------------------------* .* 3 11 5.455 1.215 1.122 9.000 * * 4 6 10.000 1.178 1.122 12.000 * k******************************************************************************* e JOWELS TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS *~*~***************************************************************************** it· -l:t DIA. NO. REQD LO. REQD 1/2 PERCENT REQD AREA FURNISHED * * , IN IN SQ IN SQ IN * * .3750 7 67.500 .720 .773 * * .5000 4 90.000 .720 .785 * • It******************************************************************************** F-5 --:t:\=""l._ '-, I ...} • ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * )}:; REINFORCED FOOTING DESIGN PROGRAM : • * Latest Revision 02/01/86 * * * ********************************************************************** Job Title: EL FUERTE (JOB No. 8777) P~-=> ********************************************************************** • *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* . e * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN ii YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN EL l=VEg_TE. 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN • LENGTH OF RECTANGULAR FOOTING= .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 19.624 KIPS LIVE LOAD = 23.556 KIPS • ******************************************************* * OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 5.000 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = .204 SQ IN/FT • ACTUAL PERCENTAGE REIN. STEEL= .002 MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = 1 . 727 K/SQ FT ULTIMATE SOIL PRESSURE = 2.701 K/SQ FT DEVELOP[. LENGTH FURN. = 21.000 IN • REINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) ******************************************************************************** * BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LD REQUIRED * * IN SQ IN SQ IN IN * *------------------------------------------------------------------------------* e * 3 10 5.400 I. 104 1.020 9.000 * * 4 6 9.000 1.178 1.020 12.000 * k******************************************************************************* e JQWELS TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS k*:!c"°'***************************************************************************** ·.:;_-··. k R DIA. NO. REQD LD. REQD 1/2 PERCENT REQD AREA FURNISHED * k IN IN SQ IN SQ IN * * .3750 7 67.500 .720 .773 * * .5000 4 90.000 .720 .785 * • k******************************************************************************** ~ iz_ • ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * .•tt;-----------------REiNFoRcEo-;;ooriNG-oEsiGN-PRoGAAM--------------. ---: • ·_:<·* latest Revision 02/01/86 * * * ********************************************************************** Job Tit 1 e: El FUERTE ( JOB No. 8777) 'ft:-4 ********************************************************************** • *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* :e * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* EL Fu E...12.. ,1::: 1t7- RECTANGULAR COLUMN MIN. WIDTH= 12.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN • LENGTH OF RECTANGULAR FOOTING = .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 14.921 KIPS LIVE LOAD = 18.609 KIPS • ******************************************************* i It OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 4.500 FT EFFECTIVE DEPTH FOOTING = 8.500 IN AREA OF REIN. STEEL REQUIRED = . 204 SQ IN/FT •• ACTUAL PERCENTAGE REIN. STEEL = .002 MAX. ALLOW. PERCENTAGE STEEL = .011 ACTUAL SOIL PRESSURE = 1 . 656 K/SQ FT ULTIMATE SOIL PRESSURE = 2. 594 K/SQ FT DEVELOPE. LENGTH FURN. = 18.000 IN • REINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) k******************************************************************************* 1t BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LO REQUIRED * * IN SQ IN SQ IN IN * *------------------------------------------------------------------------------* •* 3 9 5.333 .994 .918 9.000 * * 4 5 9.600 .982 .918 12.000 * k******************************************************************************* e )OWELS TO SATISFY ACI ART 15.6.5 OF 1/2 .PERCENT OF COLUMN AND AT LEAST 4 BARS k*~****************************************************************************** 1c''\'-) DIA. NO. REQD LO. REQD 1/2 PERCENT REQD AREA FURNISHED * k IN IN SQ IN SQ IN * * .3750 7 67.500 .720 .773 * * .5000 4 90.000 .720 .785 * • k******************************************************************************** _f-_J ********************************************************************** * * * SCHEIBEL/DYER ASSOCIATES,INC. * *--------------------------------------------------------------------* e .-:'./} REINFORCED FOOTING DESIGN PROGRAM * Latest Revision 02/01/86 * * * ********************************************************************** Job Title: EL FUERTE ********************************************************************** • *****SQUARE FOOTING DESIGN BY ACI 318-71***** ******************************************************* • * GIVEN DESIGN DATA AND CONDITIONS * ******************************************************* RECTANGULAR COLUMN MIN. WIDTH= 10.000 IN COLUMN DIAMETER (IF ROUND) = .000 IN YIELD STRENGTH OF REIN. STEEL= 60000. LB/SQ IN 28-DAY CONCRETE STRENGTH = 2000. LB/SQ IN • LENGTH OF RECTANGULAR FOOTING= .000 FT ALLOWABLE SOIL PRESSURE = 1.850 K/SQ FT COLUMN LOADS DEAD LOAD = 39.000 KIPS LIVE LOAD = 43.000 KIPS • ******************************************************* OUTPUT DATA * ******************************************************* FOOTING WIDTH, B = 6.750 FT EFFECTIVE DEPTH FOOTING = 9.909 IN AREA OF REIN. STEEL REQUIRED = .287 SQ IN/FT • ACTUAL PERCENTAGE REIN. STEEL = .002 MAX. ALLOW. PERCENTAGE STEEL = .Oll ACTUAL SOIL PRESSURE = 1 . 800 K/SQ FT ULTIMATE SOIL PRESSURE = 2. 803 K/SQ FT DEVELOPE. LENGTH FURN. = 32.500 IN • {EINFORCING STEEL IN LONG DIRECTION OR BOTH IF SQUARE (SELECT ONE) '<******************************************************************************* 1c BAR SIZE NO.BARS SPACING AREA FURNISHED AREA REQUIRED LO REQUIRED * 1e IN SQ IN SQ IN IN * k------------------------------------------------------------------------------* .It 3 18 4.167 1.988 1.939 9.000 * 1c 4 10 7 .500 1.963 1.939 12.000 * 5 7 10.714 2.148 1.939 16.464 * ~******************************************************************************* • )0_\Jf,LS TO SATISFY ACI ART 15.6.5 OF 1/2 PERCENT OF COLUMN AND AT LEAST 4 BARS c'i:_·--:•· _'j:k*************************************************************************** < bAR DIA. NO. REQD LO. 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' I ) 1 G ~ /AJ/0 /<..a7) ' Lt-; V 2 , 4 1/-.<sy '.) ,,;,.; / J / -JI "5 a r·· r • ~ APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Allen Company 1300 Bristol N, Suite 100 Newport Beach, California 92660 Attention: Mr. Jay Allen Subject: Geotechnical Investigation Proposed Industrial Buildings Carlsbad Oaks Business Center _ Lots 14 and 15, Palomar Airport Road and El Fuerte Street . Carlsbad, California Deat" Mr. Allen Enclosed is our report on the Soil and Foundation Investigatio11 performed at the subject site in accordance with your authorization. Subsoils encountered in the borings consisted of stiff to very stiff Silty CLAY and very dense crushed SANDSTONE. Fills were en~ountered in the borings ranging from a depth of 2 feet to 9 feet below the existing ground surface. An adequately constructed friundation system consisting of conventional spread footings established in recompacted on~site soils is expected to provide satiafactory support for the proposed structures. 'rhe <letails of our investigation and recommendations are included in the accompanying soil and foundation investigation report. The opportunity to b13 of service .1.s sincerely appreciated. If you -have any questions, please call. Very truly yours, APFJ:.,1 ED GEO'J'f:CHNIC'AL ENGINEERING, ,' ~~.(/'~11" Peter C.Yong, P.J~.,M.S. (Stan &a RCE 19282 IX PCY/WFY/mt INC. Wayne F. Yong St:aff Engineer 2660 Walnut Avenue, Suite H • Tustin, CA 92680 • (714) 669-8081 32368 Mission Trail, Lake Elsinore, CA 92330 • (714) 674-7851 August 13, 1987 Project No. 87-168 Page One GEOTECHNICAL INVESTIGATION PROPOSED INDUSTRIAL BUILDINGS CARLSBAD OAK BUSINESS CENTER LOT 14 AND 15 PALOMAR AIRPORT ROAD/EL FUERTE ROAD CARLSBAD, CALIFORNIA 1.0 INTRODUCTION This report presents the results of our geotechnical investigation for the proposed industrial buildings in Carlsbad, California. The purpose of this investigation was to evaluate the foundation materials and subsurface conditions underlying tpe site and provide recommendations concerning the pertinent soil and foundation engineering aspects of its development. Preliminary construction details provided by Mr. Jay Allen indicate that the proposed development will consist of independent single story concrete tilt-up industrial build- ings occupying a total land area of 5.58 acres for Lot 14 and 4.89 acres for Lot 15. Structural details are not available at the time of this report preparation. Typical wall loads of 4000 pounds per lineal foot, and maximum column load of 100 kips have been assumed for engineering analyses. Major site grading is not anticipated. 2.0 SCOPE The scope of services performed in this investigation included a visual site reconnaissance, subsurface exploration, laboratory testing, engineering analyses of laboratory and field data, and the preparation of this report. The data obtained and the engineering evaluations performed as part of this investigation, were for the primary purpose of providing design criteria for the following: 1. Grading and Earthwork 2. Foundations 3. Pavement 3.0 SITE DESCRIPTION 3.1 Surface Conditions At the time of our field investigation the property was vacant and covered with grass and bushes. The ground surface was relatively level. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Two 3.2 Subsurface Conditions Seven exploratory borings were done to determine the subsurface conditions at the site. On the basis of these exploratory efforts, the soils underlying the two pro- perties are considered to consist of stiff to very stiff Silty CLAY and very dense crushed SANDSTONE. Generally, the surficial soils appear to be moderately expansive, as supported by our laboratory test results. Fills were encountered in the borings ranging from a depth of 2 feet.to 9 feet below the existing ground surface. It is reported, that the fills were placed under the observation and testing of other geotechnical consultants during the mass grading for the tract. Our test results indicated that the fills encountered in our test holes were adequately compacted. Free groundwater w.as not encountered in any of the borings drilled to the maximum depth of 15 feet. 3.3 Grading and Earthwork General Site grading will be required to provide: 1) Nearly level individual building pads; 2) Suitable foundation conditions to support the proposed structures; 3) Adequate surface gradients for control of water runoff; 4) Excavation into fill to accomodate the installation of foundations and utility systems; and 5) Subgrade preparation for proposed parking areas and driveways. Processing of On-Site Soil a) After the areas have been stripped of all vegetation and debris, the existing on-site soil in the areas of proposed building pads and pavements, should be reworked to a depth of 12 inches and densified to at least 90 percent of maximum laboratory density. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 81-168 Page Three b) The depths of excavation should be reviewed by the Soil Engineer during the actual construction. Any surface or subsurface obstructions, or questionable material, encountered during grading should be brought immediately to the attention of the Soil Engineer for proper exposure, removal, or processing as directed. No underground obstructions or facilities should remain in any structural areas. c) Wherever structural fills are to be placed, the upper 12 inches of the surficial soils should be excavated and recompacted to 90 percent relative compaction. d) Any loosening or softening of reworked or native material, consequent to the passage of construction traffic or·weathering should be made good prior to further construction. e) After the site has been stripped of any debris, vegetation or organic soils, excavated on-site organic free soils are considered satisfactory for reuse in the construction of on-site fills. f) Any imported soils shall be approved by the Soil Engineer prior to use. Caution should be exercised to prevent mixing of select existing or imported material with soils containing debris and/or organic matter. Any objectionable material, as determined by the Soil Engineer, should be stripped and removed from the property or stockpiled for landscaping purposes. Compaction Requirements Reworking or compaction shall include moisture-conditioning as needed to bring the soils to approximately the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to the laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accor- dance with A.S.T.M. Test Designation Dl557-78. Drainage Building pads should be adequately drained away from slopes, pavement areas and structures toward the street or to an approved drainage system. Inlet structures should be maintained to provide for their function. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 198_7 Project No. 87-168 Page Four 4.0 FOUNDATION DESIGN 4.1 Footings The proposed building may be supported on conventional spread footings established in compacted soil. These footings may be designed for an allowable bearing value of 2000 pounds per square foot, which is for a minimum depth of 12 inches. The bearing value may be increased by 300 pounds per square foot for each additional foot of depth to a maximum allowable bearing value of 3500 pounds per square foot. This design value may be increased by one-third, if the Structural Engineer takes into consideration short duration .structural loading conditions, such as induced by wind or seismic forces. Continuous perimeber footings for the building rather than isolated pads should be used and founded at least 18 inches below adjacent ground surface. Continuous footings should be reinforced with at least 1 #4 rebar at the top and also the bottom. All visible cracks in the foundation excavation should be brought to the attention of the Geotechnical Engineer to determine the need for pre-soaking prior to placement of the foundation concrete. Footings located near a slope should be deepened in order that a minimum distance of 5 feet measured horizontally between the outer edge of the footings and the slope face can be achieved. 4.2 Settlements Total settlements due to new structural loads are estimated to be less than 0.5 inch. Differential settlements are expected to be less than 0.5 inch. 4.3 Lateral Capacity For design, resistance to lateral loads can be assumed to be provided by friction acting at the base of found- ations and by passive earth pressure and may be combined without reduction. If passive earth pressure is used, it is important that backfill should be placed under engineering observation and testing. A coefficient of friction of 0.30 may be assumed with the dead load forces. An allowable lateral APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Five passive earth pressure of 250 lb./sq. ft./ft. may be used for the sides of footings poured against undis- turbed or recompacted soil. 4.4 Slabs-On-Grade Concrete floor slabs may be directly supported on the properly prepared subgrade; if necessary, preparation shall include proof-rolling just prior to construction to provide a firm unyielding subgrade. If a floor cover-ing that would be critically affected by moisture, such as vinyl tile, is to be used, slabs should be protected by a plastic vapor barrier of at least six-mil thickness. The sheeting should be covered with at least one inch of sand to prevent punctures and to aid in the concrete cure. In order to provide a firm working base after pre-soaking, the sheeting may be laid over a layer of 3 inch thick crushed rock of gravel. Native subgrade material, on the basis of laboratory test data, are considered to be medium in expansion potential. In order to minimize crack size because of expansive subgrade material conditions, the concrete floor slabs should be reinforced consistent with the recommendations of the Structural Engineer or Architect and at least as follows: 1) Concrete floor slabs should be at least 4 inches thick actual. 2) The floor slabs should be reinforced with at least 6" x 6" -Wl.4 x Wl.4 welded wire mesh or equivalent bar reinforcing and installed at mid-height. 4.5 Expansion Controls The native materials are considered moderately expansive. The moisture content in the upper 12 inches of the building pad should be at least 120 percent of optimum moisture prior to pouring the floor slabs. If the moisture content of the upper foundation soils is less that 120 percent, the building area under slab-on-grade floors should be pre-soaked until moisture tests indicated that the desired moisture level has been attained. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Six 4.6 Drainage The pad should be adequately drained toward the street or to an approved drainage system. Inlet structures should be maintained to insure their function. Planter areas adjacent to wall foundations are not recommended unless they are properly designed to have sealed bottoms for a width of at least 5 feet measured from the exterior of wall footings or raised planters or concrete walks. All rain water from the roof should be collected using gutters and downspouts and discharged to the street or paved area through pipe inlets and drain pipes. 4.7 Pavement Design Representative sample of the surficial soils, typical of the subgrade materials within the planned parking areas and driveways were collected for laboratory "R" (resistance) Value. The test would determine an "R" value for pavement design. Results of the test showed an R-Value of 8 and assuming the Traffic Index (T.I.) coefficient to be representative of parking areas and truck traffic driveways, the following pavement sections may be used: Location (T.I.) (A.C.) (A. B) Automobile parking Truck traffic/Driveways 4.0 5.0 3.5 inches 5.5 inches 4 inches 7.5 inches Where A.C. is Asphaltic Concrete; A.B. (Class 2) is Aggregate Base with minimum "R" Value of 78. Prior to placing pavement or aggregate base, the existing grade should be reworked to a depth of 12 inches and densified to 90 percent of the maximum dry density, as determined by A.S.T.M. D1557-78 compaction method. The aggregate base should be compacted to 95 percent relative compaction. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving. No ponding of surface water should be allowed adjacent to the paved areas. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Seven 4.8 Retaining Walls Cantilevered retaining walls supporting a horizontal, and non-surcharged backfill may be designed to resist a horizontal lateral soil pressure of 45 lb./cu.ft. equivalent fluid density. For .a surface slope of 2:1 (horizontal to vertical), the wall may be designed to resist a horizontal lateral soil pressure of 58 lb./cu.ft. equivalent fluid weight. The above design pressure assumes that sufficient drainage will be provided behind the walls to prevent the build-up of hydro-static pressures from surface water infil- tration. Adequate drainage may be provided by means of a system of subdrains or weep holes with filter materials inst~lled behind the walls. Retaining wall backfill should be designed and tested to achieve 90 percenb relative compaction. Retaining wall footings may be designed using the recommendations presented under the section "Slabs-on-Grade". 5.0 GENERAL INFORMATION In order to prevent misinterpretation of this report by other consultants it is recommended that the Soil Engineer be provided the opportunity to review the final design and spec- ifications. The Soil Engineer will also determine whether any change in concept may have had any effect on the validity of the Soil Engineer's recommendations, and whether those recommendations have, in fact, been implemented in the design and specifications. If the Soil Engineer is not accorded the privilege of making this recommended review, he can assume no responsibility for misinterpretation or misapplication of his recommendations or for their validity in the event changes have been made in the original design concept without his prior review. Review of the final design and specifications will be noted in writing by the Soil Engineer and will become a part of this report. This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed by our explor- atory borings. The possibility of differenct local soil conditions cannot be discounted. It is the responsibility of the owner or his representative to bring any deviations or unexpected conditions observed during construction to the attention of the Soil Engineer. In this way, any required supplemental recommendations can be made with a minimum of delay to the project. APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Eight Construction should be observed and tested if necessary at the following stages by the Geotechnical Consultant. o During removal of unsuitable materials. o During compaction and filling operation. o During retaining wall and trench backfilling. o When any unusual conditions are encountered. It is the responsibility of the property owner or his authorized representative to review the recommendations made by Applied Geotechnical Engineering, Inc., and to authorize the contractor to perform such work as required to comply with such recommendations. The contractor and/or the property owner sahll have the respon- sibility to inform the Soil Engineer of the starting date of grading, scheduled grading hours each day, and anticipated period during which testing and/or observations by the Soil Engineer will be needed. Any grading including backfill performed without testing and/or observation as specified by the Soil Engineer and the Local Governing Grading Code may not be approved or certified by the Soil Engineer. APPLIED GEOTECHNICAL ENGINEERING, INC. LOCATION MAP ' . ~-~ " D !I .I ,, :j f .I':, -~---' -· ,.,·;~,-;,;er---,; ,I:/ ·:)p;t:'"·. ~ -.... -,,;:-: .. ·· Cerrti ---· . :de la1Cala11era Base mop supplied from 7. 5 minute series, ·.'\ ~, ,-r'.\ I USGS 2000 ' feet .~ _., ... ::-,_-··--.. --·;· I 0 ,I N ,_ .. .--,,:· ,. >Qnk, .: :: l W4ter .-, Sari· Francisco· r•rl.k • -,Peakv, , __ . I -, A ''"::--- / " .... --- :t; , '$Quires 1 .Dam I -·I ; ----., . I · linke --:C:•,,.. I , 1-·:-=-·-:~.::: ~. -7~ ~ r / l Canyori· ;. .. 1c,avpit$:-:.; .-/ ./ -: ,, ---~-; Coxey Hill ,, I ,, '· I' ~ PROPOSD INDUSTRIAL BUILDING APPLIED GEOTECHNICAL Lot 14 a 15 Palomar Airport Rood and ENGINEERJNG, INC. El Fuerte Street, Carls bud Project No= Date: Figure No: 87-168 8/ I 3 /87 ,_ i L.. \ o1 H1&H C~I~ Wfr'WG ;t G:C ( C 'Z-: I '7lv~) BORING 1 ....,___.....,.. ------ t~r. :. -;.1 1 I q '2- i-N" ~ :. -t , :::co T-:: ~·, l'1~~- {1)67 , r--- 1 I u. LOCATION PLAN '1,,,l. I ----·~ f4T--:.. ';"1 1 Qi -Z,.o '2,r-1';>. :. t\" l ooc "f. :. -'ti/ ~U ---..,. '&b (1) I ------ . \ ~ ~ i\ r::;1:;.. I ) ;. -:; ~, , , , 1 .. r _ .. ~ B7 ~ Approximate location of Boring tests 5c.A~t I'',. ~o' PA""LoMAiZ-_____ t= ~ APPLIED GEOTECBNICAL ~ ENGINEERING, INC. L PALOMAR AIRPORT ROAD & EL FUERTE ST. CARLSBAD, CALIFORNIA Project No: 87-168 Date: 7-23-87 Figure No: 2 'I . I 1, I ! 0 H1&-11 Crt?> w.~we, ;tr;;c!( -Z.:I ~~) '-' . BORING LOCATION PLAN \ _____ ......,. 1--------ti \~I-:. -:;.( I (q'l- ,Z,~t:°: :. -t, :;o:) T-: -;.;'l 1q-i-~- ~67 r---• 111 : I ¾. ~-) -iA.. l ~ I ------,. (4T--:. ';1 1 ~ '1---o ~!'I;>. :. '\" I 000 T-~ ~i I lc'Z-0 ~ 1 -----r Bb ~ I -· "77 c,. I ) ;: ~I I I I l .. r _,, .. . \ i J ID \b' t\ ~ ID PA'" [,o Mltll----;-+= B7 (l) 5CA~E" 111 "' io' ~ APPLIED GEOTECHNICAL c::::::; ENGINEERING, INC. Approximate location of Boring tests PALOMAR AIRPORT ROAD & EL FUERTE ST. CARLSBAD, CALIFORNIA p,roject No: 87-168 Date: 7-23-87 Figure No= 2 DrillAig: Mobile B-47, Hollow stern 1404/ 30" Dr Date Drilled8 / 5 / 8 7 Logged by: WY 51 07.4 12.7 LOG OF BORING Boring Elevation: Boring Number 8 Inch This log Is a representation of subsurface conditions at the time and place of drilling. With !he passage of time or at any other location !here may be consequential changes In conditions. Bl 5 15 20 25 30 35 40 Description and Remarks Silty CLAY -some fine sand grains, organics, hard to very stiff, moist, soil colors consisted of greys,black, greens and brown, pieces of silt- stone, well cemented, some sand layers, decomposed shell Sandy CLAY -some gravels, fine to medium, slightly moist, greyish brown, pieces of siltstone Bottom of Boring@ 10' No Groundwater Boring Backfilled Lo APPLIED GEOTECHNICAL ENGINEERING, INC. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 Figure No.: 1 I I I I I I I I I I I Drill Rig: Mobile B-4 7, Hollow stem 14011 30" Dr 73 8.6 116. 80 8.3 114. LOG OF BORING 8 Inch Boring Elevation: Boring Number This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any other location there may be consequential changes In conditions. B2 Description and Remarks Silty CLAY -grey, brown, black, organics, moist, hard 5 to very stiff crushed Sandstone -light brown to white, moist, dense to very dense 15 Bottom of Boring@ 10' No Groundwater 20 Boring Backfilled 25 30 35 40 APPLlED GEOTECHNICAL ENGINEERING, INC. Lot 14, Pa omar Airport Roa Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 Figure No.: 2 I DrillRig: Mobile B-47, Hollow stern 140// 30" Dr 10.3 e ro k LOG OF BORING Boring Elevation: Boring Number 8 Inch This log is a representation of subsurface conditions at the time and place of drilling. With the passage of time or at any olher location there may be consequential changes In conditions. B3 5 10 15 20 25 30 35 40 Description and Remarks Surface Cracks -t---1---Silty CLAY -soil colors consisted of grey, green, brown, Clay, greyish Silstone, hard to very stiff, slightly moist SANDSTONE -hard to very dense, whitish brown hard to drill, auger in rock Lot 14 Bottom of Boring@ 6' No groundwater Boring backfilled APPLIED GEOTECHNICAL ENGINEERING, INC. Carlsbad Oak Business Center Carlsbad, California Project No.: 8 7 _ 1 6 8 Figure No.: 3 LOG OF BORING Drill Rig: Mobile B-4 7 , Ho 11 ow I Boring Diameter: stem. 140/! 30" Dron 8 Inch I Boring Elevation: Boring Number Date Drilled: / S / 8 7 llogged by:WY I This log Is a representation of subsurface conditions at the time and place of drilling. With the 8 passage of time or at any other location there may be consequential changes In conditions. B4 Description and Remarks b::: 75 18. 4lJ.09. 7 ... . Silty CLAY -greyish, brown, crushed Sandstone layers, hard to very stiff, slightly moist .. - t::r::: 33 20.2n.04.3 .. . I-- A= 30 21.9 98.9 t-5 - I----... -.. ... ,_ 1-,,1--_.,_Crushed SANDSTONE -some clay fines, ... I" .. -.. -.. - ~ 15 - I- I--... . .. . t-20 -,_ I-. I-. I-. i,.. 25 • .. . .. . ,- ---30 --- I-.. -... - i-35 -... -... -... -... -,... 40- I--... - I--... - APPLIED GEOTECHNICAL ENGINEERING, INC. Lot 14 light brown, pieces of clay stones, moist. l V Bottom of Boring@ 10' No groundwater Boring backfilled Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 4 LOG OF BORING Drill Rig: Mobile B-47, Hollow stem 1404/. 30" Dron I Boring Diameter: 8 Inch I Boring Elevation: Boring Number Date Drilled: 8/5/87 I ---'--35 23.4 ,-42 10.2 p::: 78 24.2 ' . I Logged by: I This log Is a representation of subsurface conditions at the time and place of drilling. With the WY passage of time or at any other location there may be consequential changes In conditions. B5 Description and Remarks 98.3 -Silty CLAY -grey, orange, black clay, ... -hard to very stiff, slightly 106 .2 -. moist, coarse very dense ... . sand layers 103 .5 -5 --. ... ""· --. ·-~ ~ .. l" layer of black sandstone ,- -. ~ 10 • ... .. . .. - ~&: -,_ -... -... -... -... 20 -... . ... . ... -... . ,-25 -... -... -... -... - r-30 - I--... . ... - I-- I'-35 - I--... - ,--... . ,... 40 -.... -... -... -.... - APPLIED GEOTECHNICAL ENGINEERING, INC. Clayey SAND -gravels, piece of sandstone moist, brown, orange I ' Bottom of Boring @ 15' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 5 LOG OF BORING DrlllRig: Mobile B-4?, Hollow IBoringDiameter: stem. 1404,L-. 30" Drnn 8 Inch I Boring Elevation: Boring Number Date Drilled: f Logged by: IThls log Is a representation of subsurface conditions at the time and place of drilling. wI111 the 8 / 5 / 8 7 WY passage of time or at any other location ttlere may be consequential changes In conditions. B6 ~1-,-ll ~ tc 72 7.6122.8 ,-. .. . 80 16.9 99.4 ... ... . 63 17.7107.3 ... 5 -. ... ,_ -... .. ... --. ... -. .. . i-15 - . .. . ... . .... 20 -... . ... . ... -... . ... 25 -... -... . ... -... -... 30 - ,--... . ... -... -... 35 -... -... - ,_ -... . -. ... . ... -... . APPLIED GEOTECHNICAL ENGINEERING, INC. Description and Remarks Sandy CLAY -light orange, brown, moist, pieces of sandstone, hard Crushed SANDSTONE -clay fines, orange brown, moist, soft, medium to coarse sand grains, very weathered SANDSTONE -w/grey layers, brown layers, moderately hard to soft, weathered, moist -------------'11--------------1-y Bottom of Boring@ 10' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 6 I I I I I I I LOG OF BORING Drill Rig: Mobile B-47, Hollow IBoringDiameter: stern. 14011. 30" Drnn 8 Inch I Boring Elevation: Boring Number Date Drilled: ILogged by: IThis log Is a representation of subsurface conditions at the time and place of drilling. With the 8 / 5 / 8 7 WY passage of lime or at any other location there may be consequential changes In conditions. B7 Description and Remarks 52 17.8110.8 ::c 10017.0109.9 :clOO 16.2111.J _ _ Silty CLAY -light brownish orange, whitish to.brown streaks, moist,-~irm to stiff I-- I- ---5 --- --,--.. 4ft .. . .. I-- I-... 15 - I- -.. . .. . ... 20 -._ . --- --- I--... 25 • .. - I-. ... -.. -... 30 -,_ -------35 ----------40 -------.. - APPLIED GEOTECHNICAL ENGINEERING, INC. ..... SANDSTONE -moderately hard, well cemented, brown layers and grey layers l -y Bottom of Boring@ 10' No groundwater Boring backfilled Lot 15, Palomar Airport Rd. Carlsbad Oak Business Center Carlsbad, California Project No.: 87-168 I Figure No.: 7 August 13, 1987 Project No. 87-168 Page Nine Moisture-Density APPENDIX A LABORATORY TESTING Moisture-density-information usually provides a gross indication of soil consistency and can delineate local variations at the time of investigation and provide a correlation between soils found on this site. The dry unit weight and field moisture content were determined for selected samples, and the results are shown on the log of boring sheets. Moisture-Density (D1557-~8) A selected soil sample was tested in the laboratory to determine maximum dry density and optimum moisture content using the A.S.T.M. Dl557-78 compaction test method. This test procedure uses 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers to a 1/30 cubic foot cylinder. The results of the tests are presented below: Boring No. Bl B6 Sample Depth (Feet) 1-3 1-3 Expansion Test Soil Description Silty CLAY Sandy CLAY Maximum Dry Density (Pounds Per Cubic Foot) 116.5 116.0 Optimum Moisture Content (Percent of Dry Weight) 15.2 16.3 At the conclusion of rough grading, the surficial subgrade soils on the building pad were observed for expansive soil conditions and a representative soil sample was obtained for laboratory ·testing. This sample was remolded in a 1 inch high ring to 50 percent saturation in accordance with UBC Standard No. 29.2. Using a surcharge load of 144 psf, they were covered with water and subsequent volume changes were recorded following a 24 hour saturation period. The laboratory expansion test results are tabulated below: Boring Boring Depth Soil No. (feet) Description Expansion Index Expansion Potential Bl 1-3 Silty CLAY 88 Medium B7 1-3 Silty CLAY 83 Medium APPLIED GEOTECHNICAL ENGINEERING, INC. August 13, 1987 Project No. 87-168 Page Ten APPENDIX A (CONTINUED) Direct Shear Direct shear tests were made with a direct shear machine at a constant rate of strain of 0.05 in./min. The machine is designed to test the soils without completely removing the samples from the brass rings. Samples were tested to evaluate the internal angle of friction and cohesion. The samples were tested at the increased Coulomb shear strength parameters below: Boring No. Bl Depth (feet) 3 Soil Description Silty CLAY w/ SAND AND SILTSTONE fragments Coulomb Cohesion (lbs./sg.ft. 300 APPLIED GEOTECHNICAL ENGINEERING, INC. Angle of Internal Friction (Degrees) 33 >- al z 0 I- 0 II: 0.. 0.. < J: .. ... I "' N C 0 z :E II: 0 IL -.... en ~ - :::c J-(!) z LLJ 0::: J- C/) 0:: <( LLJ :::c CJ) DIRECT SHEAR TEST DIAGRAM -~-_,__ ----. +~-H. -ttt·1j t + '. -1 ·-t. j -·+It-.. · !.···-; 1 •. -:t.· ··~-·.-·r·.-r-+-t, j.-~.-·H·+-t.···· +t-t+ jj±.t ,---~ :·~:--=: -_ rrrr r-r -i-ti Tl Li =11 L; ~H=··i tt-t:r t--~lt-t_' ·Hrt -~q.1::11·· -f-f-H · ··· ·· ... .__ ·'-1 ;--; \· ·t-, r l 1, 1-u·!-l t!-1 h rl t-r -I ttt I·,. · ,-, l-•t--f--r,rt·· 1--4-1-~,-+--1-+-l--l---~ 1++--r-·~-'---...+-,_ . --. --. -+-t-+---r--r--1-+--·-+--~ -+-l -r--i-·-, ...µ. -+-;-;-;.-+-• --: . .._. --,::_ :::. . 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II j 0-J lfll-tl' 11-t 1 1 t i l l' I i, ! ~.,l.-! ti 111--1 : l t\. ··1~1 ··· i L--.::1:.-t t-·tt-f-= -L !ti: 1-1.l.!·r_ t.:.1'1· th; !J:1. LJL 11.·r!· ·:;11. J-.1 ··-_-:··---1.lt ... t. r a_._. ........ P-+~-i !-f-it++-1 :r~ll' ! ·1 HI ;-·1,n' '-h--1' \·¥ -W-, I+--rt-H-nm--; I ' ; 'f-'-L ... } I : I ' <·-'' '--1-! I ' ··· 1 -' I -' ' t ' ' ' t t -' '' ; i . • -t' rt· t· ' I · r ··I ; t ·r -' ·-t-·--r-+·rr- 1 r l · -t+ .. ,; .. -r,· ii.1.1 1 1'ti-'rfl t'lt ···-.,,1 1 +-,--1-111-, ..... i-+---i.-t·t-.·t. 1-7. 1·· t 1· ·1' 1 !/ ' ' '.; I Ii r It 1· ·j rl 1 j !-; r lj,l1 i:Y ·r r· -j tr -+b 4··1·+:-3 1 t ' 1 , 1 i -1 I I ; _ j , i ; l I -, 1 t -, i 1 1 _ :),fl I t ,· j· 1 , ;1 1 , · ., · t-l -111 __ \-.1-l 1i1! .ti·r1· 111' i:!1-J111iliff1t:~11·11 ·1·'1·.·,,. ·1'·1'-f '1'-fi ... ',r+i-1 -' I I l ! : 1· l 1-' f t ' ·; 1 t 1 t ' : ,,, ' 1 .. :1· .,, 'f' ' f ' I ' 1''' t' 1' T f ,-; : t ,Lu,-·[i-1i 11 ,·1 t 1 '1t 1 j·r 11.·111 ·11;1 -,:·tit--,1 if t'f ·,r-i-t--+·1-~ j_....._ -1 • I -i. • •-l I : ' ! t ' ; ; -, U}rf~ r r f : ·; t t :· ;·-·; t 1 r ·rt· ". : -i r-l 1-1 :·--• ~ I ,_._ , H+1. ~1 1+-1--. -· r -1--1 · n-. . +-, ,--tt·-H , t-r·l-r-1 -71 t· -,-r-t tTrt --; . rl t -1 r I j I 1 I ' -t f 1 / I t i ; r 1 ' l 1 · ! . t j T. !. ~·-1 -··+ 1 r·, --T I-·~ j --t ~--~ r t .. .. -1 -·1·1 f '"1 ( t 1 1r1: '.!'' i·l·;t· ·.·tr.· '1·1·-·1·-1.··rr-1 l.t,·•·-+j··1·--J -rr.-t.·. --4 0 1 .l, 111 1 t r·r !I:/(' tft• -I+-Ir,-ltrl-1. ··t·t· ~-·-,·,--t-1·1---1 · + :;if ·;,-JI j l 1tf 1 :.....r1r 1ii 1 :jj ·,:-jj 1!'. J-;;·!-'.;·l-j-f-,!, 21.J.· [!·l· }J,1 --! ,1,,v/,,j. :;j/ /; /-/l, -i1f-l .:,1:/-j~' -~-i-/ t-! 1,-it I JJ(i tt--l rl ,~7 l-\ ! i--i ! : l LL 1+1t--: : l i ; ·1! \ l ~trF1-~t1 ttt I-H--: 1--, _;_ j--+ 1 Y · -f • ·J.' H • 1 t • -1 l I · · r l 1 • 1 t t 1 1-: n I t 1-! . -t L--~ i -·-V.-f-+-~ I -t :-f-_µ ___ _. __ ,---,-+ :-i·j + -,-LLJ--+---+--t-+i±tT J·1·j-l--1 -1· .L.\l~ 1 . ..r-11 I· ·rlt 1 :11 .-1-: ., l ,.f: 1 11-f +-1 l-Wr- -I · '' ~ 1-1 -. i t I ~: ! j · , , -I · t · I l . , : 1 i t t : ;_: --l j' \ L I H + H t f ~t -il i Lltr r)h 1 ! rlr 1 -~n! -fl t·r:1 n!i 1 :~ ·1-11-: ·--n=~ 1 t· . l '. !J.A 1:.~-1· -+ _( l I l f ! ; Ii l ... 111 i 1i·i !-Lj l +H ! Lf-!t-1-~·+-+lt' ~ --~ ~..-~ 11~·-·.r#JtJ_ J ':_/ -l-l.~. lj)r ~! I l 1-li--1-l+tt1-:J1::/r!.: it}flH.J fl3.::T n:.> _, ~----1 1 L,. I I ·rr·fT-, ·t+ -,-I/Ti ·H-1+-,· -1 r·i--,·-ti+' l j --l-h-t-' i ' - L--r: -:-------, +. -~-.· Jr j i I l.· i--t ·, : f I: : r l I f 1 ; l. Tl ..; t : rr -·.: -;· +:f -l Wl '.i't-rr ii --1-·1-J·+h-fl:; ·11-r11rl! 1-,.·rl ·~,:--1 Tit Tt 1·: i(TT '.·:+l-o r l -I , · i : r 1 ; i , t , r· 1 : , : 1 r , : . 1 1 1 , ' i i T ; , ;-r ·· r--: 1 ; , ~ 0 1 2 3 4 5 6 Boring No. ___ P.,_I ____ _ NORMAL STRESS ( ksf) . .. Depth 3 F&fS.:J: Soil Type ________ _ Sample Type _______ _ APPLIED GEOTECHHICAL ENGINEERING, INC. Peak Residual L.c-r 14-A,,.( C> I":=> f='tt,.l,--ot--1.0'2!... Au=z.Poftt' fZ..r:> / 6;;. '-'F u•icr E!-~,-• ~l-1!,P.,Ar;:, Project No: e:,7-l(p~ Date: e, I 13 / e,, Figure No: • ANALYSIS • DESIGN PROFESSIONAL PAVEMENT ENGINEERING • SOILS, ASPHALT TECHNOl.OGY 2700 S. GRAND AVE.• SANTA ANA, CA 92705 R -V A L U E D A T A S H E E T ~ PROJECT NUMBER ___ 1_6_3_4_6 _____ _ BORING NUMBER 87-168; Carlsbad B-5@ l-'-3' --------- SAMPLE DESCRIPTION Grey/Green Slightly Diatomaceous Sandy Clay I ........................................................................................... Item SPECIMEN_ a I b C d I Mold Number 1 2 3 Water added, orams +85 +108 +68 I Initial Test Water, % 19.8 22.0 18.2 Compactor Gaae Pressure. nsi 105 100 115 ' I Exudation Pressure, osi 311 200 460 I Heioht Sample, Inches 2.61 2.59 2.43 I Gross Weiaht Mold. arams 3148 3140 3126 I Tare Weioht Mold, orams 2088 2107 2112 Samole Wet Weiaht. arams 1060 1033 1014 I Exoansion, -4 Inches x 10 35 20 58 Stability 2,000# (160 osi) 60/137 72/146 54/126 I Turns Displacement 4.09 4.45 3.63 R-Value Uncorrected 9 5 16 I R-Value Corrected 10 6 15 I 102.7 Dry Density, #/CF 99.1 -107.0 I D E S I G N C A L C U L A T I O N D A T A I Traffic Index Assume 4.0 I G: E. by Stability 0.93 0.97 0.88 I G. E. by Expansion 1.17 0.67 1. 93 I ,lSS!ni: ·Equilibrium R-Value 8 by Expansion Exam lf.~ d: 8/1-1/87 h . '4 ~~ ~~ I Gf = 1.25 '.\= ~¼£JJ1G . REMARKS St~ ~f::'l''W· RCE 30659 I ]nf°rd,\\\S \,.,,/ The data above is based upon processing and testing samples as received from the field. I Test procedures in accordance with latest revisions to Department of Transportation, State of California. Materials & Research Test Method No. 301. \ ' Proposed Adjusted LPD . 1 Total 8uldlng we (CF-5) •••••••• (.o<.,I Ct> w• 2 Con'°' CNCltWelll (WS-58). • • • • • -Wallll 3 A4utlld WO (UM 1 -line I) • • • • • .Vll~ I U' Wall 4 Concllloned Floor AIM • • • • • • • • • ~ 112 5 A4utlld LPO (lht 3/ line 4) • • • • • • ~ Wlltlftl ·i Tailored LPD Approach (when appUcable) I 1 W• fDrlO: A· OIi (WNC) •••••• __ W. l TIiie Wall for IC: I & F (Wl-iO) • • , , Weill 3 Non-TMlcWlllfarlO:l&F(WS-st)).. W• 4 Tllll Wall for IC: 0. H & I (WS-SE) • • • Willi I tfon.Tlllk Wtle for IC: 0. H & I (WS-81) • Walt • AIIIINJhol11• .,_ Ur,hfno (WNF). Will 7 Tolll AlolNd Wall (lrlel t.e) • , • • • • Wllb ! .Cancltloned Floor AIN ••••• , ••• __ t2 • ...._. LPD (LN 71 Une I) •• , • • • W...mi · ', -- Whole Building LPD Lumlnalre Schedule A a C D E F lurnlnalN Aele,wncelll Aefll1'811C9 ConeftlOtlon Coda Docunenlt r::: ~= (Ind......., F e.-G:, 'l. G:,e, ,.,,'° G 110 H ZIO I J K_ L. 10 Form Aevl1ed SeJ,ternbet 1988 ~.:i_i{jti1itl9 Summary and Worksheet<~ 1 o121 ~i... ~ue~e. ~Ji,.1i--Je% F'A~ i 2 ( e,t...oe, .1 ) I Pi61ici'ftli A Jq;;, ~-n2.1 c.. · 1-,z-z-e,e, i Proposed Adjusted LPD 11 Tailored LPD Approach (when apptlcable) .. t Total lulclno Watll (CF-5) • • • • , , • __ W• 2 Conni Creclt Welll (WS-SB) • • • • • • WIii 3 A4utlllcl Waltl (Une 1 • lJne 2) • • • • • WIii 4 Canclloned Floor AIM • • • • • • • • • 112 5 A4Ullld LPD tune 3 / line 4) • • • • • • WMdl 1 W• lllrlO: A• M (WIMC) •••• , • __ Wata I TIii& W11t1 .. w IC: I a F (WNO) • • • • Wdt S Non-TMk W. far to: I I F (WS-80) • • Wall j TIiie Wdl far IC: G. H & I (W8-SE) • • , w• 1111 Non-TMkW.faric:G.H&l(WI-IE). Yim .. I ....... o111•81Dr9Ughlno(WNF). Wm 7 T-, AloNd WIii (ht 1-e) • , , • , • W• 8 'Conclfonld Floor Ania • • • • • • • • • 112 t ........ LPO(LN7/Unel) •••• ,. WMWlll · Whole Building LPD Lumlnalre Schedule A a C D E F Lumlnllre AerenMOlln r=:r: '1/ Fleflw Conauctlon Numblrof TOIi! Codi DocllMnta .......... ~ 1.111111 ... (Incl......., w• M e.-{, .. -FWoFZ-f!:)(.t-r e;.1t-i,.J I 10 10 c,oue,1,...e. ~e:- t I : .• ' . I '"! 'j i i ,. J ! I I I I I I . .!,, P•T-, .ID. ;' Fann Reviled September 19N TITLE 24 REPORT FOR: BUILDING #1 El Fuerte Business Park #2 Carlsbad, California PROJECT DESIGNER: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. 4501 East La Palma Avenue, Suite 202 Anaheim, CA 92807 (714) 777-0666 OWNER: REPORT PREPARED BY: PROCALC 3020 Mountainside Drive Corona, CA 91720 1-(800) TITLE-24 Job Number: T1172 Date: 2/28/1989 The COMPLY 24 computer program has been used to perform the calculations summarized in this compliance report. This program has interim approval and is authorized by the California Energy Commission for use with the Second Generation Nonresidential Building Energy Efficiency Standards for Nonresidential occupancies. Second Generation Residential occupancies shown to comply with this program conform to the results produced by the Public Domain Point System, developed by the California Energy Commission. This program developed by Michael Gabel Associates (415) 428-0803. SPACE HEATING & COOLING LOAD SUMMARY page 34 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) --------------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: Second Floor Office COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT ------------------------------------------- Peak Hour: Jan 6am Jul 4pm Indoor Conditions: 70 F DB 74 F DB 50 % RH Outdoor Conditions: 38 F DB 82 F DB 66 F WB LOAD COMPONENT Btu/hr Btu/hr Btu/hr --------------------------------------- Wall Conduction 7482 1533 Window Conduction 21964 2811 Door Conduction 268 76 Roof Conduction 5638 4033 Skylight Conduction 0 0 Floor conduction 24337 7681 Slab Conduction 0 Interior Conduction 0 0 Infiltration 0 0 Solar Gain 22293 Lighting 19266 Equipment 13761 0 Occupants 10282 10282 ----------------- SPACE LOADS 59689 Btu/hr 81735 Btu/hr 10282 Btu/hr 6.8 tons 0.9 tons SUPPLY AIR QUANTITIES Heating: Cooling: 59689 Btu/hr/ [1.10 * (105 F Supply -70 F TStat)] = 1550 cfm 81735 Btu/hr/ [1.08 * ( 78 F TStat -55 F Supply)]= 3290 cfm Table Of Contents for Title 24 Report cover Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Table of Contents .................................................... 2 Form CF-lB Certificate of Compliance: Nonresidential . . . . . . . . . . . . . . . . 3 Form MF-1 Mandatory Measures Checklist ••••••••••••...••....•..••••.• 6 Form WS-lA Energy Budgets Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Form CF-2 Envelope Summary & Worksheet . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Form SCM Performance Run . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Form CF-3 Construction Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Form CF-4 HVAC Summary • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • 2 7 Form WS-4 HVAC System Summary Sheets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 Form CF-5 Lighting Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 HVAC Zone & Space Loads Summary • • • . . . . • • • . • • • • • • . • • • • . • . . • • • . • • . • . • . 31 I-YCO-IYt/e.-cE felep Principal 0..lgner. The proposed building will ~ in substantial compliance with the California Building Energy Effiaency Stan~ provided it is built acoording to the plans and specificabons and provided future improvements are completed aocording to the. J!)quIrements indicated·on,thia Cenificata of Compliance. The plans and SF)ec1ficabons have been prepared to include all significant energy conservation featurus requirud for compliance with the Standards. Building_ areas that are unconditioned and/or not subject to the standards aru 1ndteal8d on the plans. Performance Requirement~ CF-18 For Enforcement Agency Use On,y Building Penn11 Number Plan Checked By Field ch~kad By ~pprovad By Cate bate bate Energy Analyst.' The energy perfonnanc:e analys11 summanzad below was performed using an approved CEC calculatJOn method. with. CEC approved fixed and restricted engineering mputs tor ina acPiicable cla,mate zone and occupancy type, and using-an appropnate repr_esantabon ol building zoning and ph sical conliguratJOn. AU significant. energy con rv · n featur are ted w. or on an attached su plemanl. ,;z ;;L fi f1 Reference 1 Unconditioned or Multi-tenant shell? • 6GJ}c.e... 2 CEC Occupancy Type •.•. _____ _ 3 UBC 0cc. Group/Division. • . ·:~-c:O 4 Climate Zone •••••••• WS-/A ~ Owner. The energy conservation features and perfonnance . . A , , ~· f A sf specifications indicated on this document and on the pl~ns and 5 Conditioned Floor rea • • • ,,.i..;w .... ...._..,._. _ specifications shall-apply to -iuture--alterations;-·tmless-·compllance-1s--·""6----un·eonditioned·FloorArea; : : · Q sf ~~y~~~~e:~i':'~i~ :~e~~~ca~do~~:r:;>i1~~a:ois,u5~~;:~: 7 Budget Table (Ir. Standards) • 19 ~£ o?-;5.3:R subsequent owners or others with responsibility for making improve~ents 8 All. Energy Budget (WS-1A) • -:W5-/A.l-~kBtu/sf-yr :a~~fir~~d ~e~C:eb~il~~it 1/s ~~~1;:~i~';1!11!~':~~ n~;c;;ned~~~ 9 Cale.Method CEC Code/Date ('.PQ • 07 areas are indicated on the plans and, 11 these areas are conditioned In the 10 Multiplier , , ••• , •.•• .SC,M-a • futu~. they must be made to comply with the applicable energy standards 11 Calculated Energy Use • • • v,6-l A JI g,'. r kStu/sl-yr then In effect. 11,i C1ty1siate/Z1p Enforcement Agency. The proposod building,_ and future alterations will comply with the California Building Energy Efficiency Standards_, _Provided future alterations meet the requirements indicated on this Certificate and all applicable mandatory measures. as long as the building occupancy type remains unchanged. Signature Name/fade Xr ,ncy Address. EEM Form Revised September 1988 Date Envelope Requirements 12 Average Roof/Ceiling Rt • • • C,F •cJ f).9. ¥'5,h·F·sf/Btu 13 Average Exterior Floor Rt . "-/, ,S h-F-s1/_S!u 14 Average Opaque Wall Rt . . . --1--· · · · ..2tS2_ h-F-sl/8tu 15 Glazing Area in Wall . • • • . ~ sf 16 Average SC (Wall glazing) . . Q.67 . " 17 Glazing Arqa in Roof • • . • ·--+-,-- 18 Average SC (Roof glazing) •• __ _ sf O.O(J Ughtlng Requirements 19 Allowed Whole Building LPD . CE· 5 a .()QC)walt:S/sl 20 Allowed C.:mmon Areas LPD • ___ ___ watts/sf 21 Allowed Tenant Space LPD ••. __ _ 22 Package L·;hting Reduction • 23 Lighting Controls Required? • CF· 5 \\\ watts/sf watts/sf (YIN) 1-Aechanlcal Requirements / / ~ · 24 System Type • • • • • . . t:tfu± j ~ 25 Unit Fan Power.. • . • . . . CS -'::{ ~ warts/elm 26 Rated Cooling Efficiency . . i-t;La!:L &.ERJunits'. 27 Rated Cooling Capacity • . ~units, 28 Rated Heaong Efficiency . . d,97 c.c@un1ts, 29 Rated Heaong Capacity . . ~units: JO Economizer cooling? ___ N (YIN) J 1 CF-1 X Attached? . . • . . • N (YIN) Page_ot_ Certificate of Compliance (Part 2_ot 2) Performance Compliance CF -t E: ~-----~----~--------~---------------------------·-~~~j c;si ?rn~~~!ir~ ~ For Enforcement Agency Use 01Iy ~1ao£½u~,rm ·fe1~ --~ ~~ Plan Checked By Date Note. More than one Part 2 may be submitted, but all must reference the same Part 1. The person responsible for design compliance for each major building system acknowledges the following compliance statement by signing the appropriate space below. · Compliance Statement. The proposad building improvements substantially _comply with the requirements indicated on the Certificate of Compliance for this building, datad __ .....,,_..,........ The plans and specifica~s include ttie significant energy c:onserva11on features and the compliance documentation Is consistent with the plans and specifications. Envelope Allowed Propoaed ... 1 Average RooUCeiling Rt • ~-~~ <;;Oa, X-9 ·. h-F-sUSll.l 2 Average Exterior Floor Rt • , "-/. 15 "-/, f~-5' h-F-sUBll.l 3 Average Opaque Wall Rt • z .. "52 ~ h-F-sUBtu 4 Glazing Area in Wall • 'i/9"-I sf 5 Average SC (Wall) • o .. 52 C> .. "5') 6 Glazing Area in Roof • ' Q C) sf 7 AvJrage SC (Roof) . 'CJ.C)C) ().M Other requirements: Lighting ~ _ n 8 Basis of Allowed LPD .•• ::::t:er-\-0 rv::oa ':C\C, e,, Allowed PropoMd 9 LPD • . • . , . . , . , ,.,;J.OCX) 10 Package Lighting Reduction_M,LB_ watts/sf wans/sf 11 Adjusted LPD •••• , , c'1:..CxX) a.ODO wans/sf 12 Lighting Control Crecits? • • , , . , . (YIN) Other requirements: Mechanical Allowed Proposed 13 Unit Fan Power. .0.cJ(B Q.S/,ff watts/cfn1 14 Rated Cooling Efficiency, , 9.M 9.o<I E.U_(units) 15 Rated Cooling Capacity , .J"l/tii(X) ~-0'1::tl:ub{units) 16 Rated~eating Efficiency •• d,Q7 d~7 ~~units) 17 Rated Heating Capacity , )5/()()0 ~(units) 18 Ecof!Omizer cooling? •• , N N (YIN) 19 · Sjmulia~eous heatlcool? , . N N (YIN) Ocher requirements: EEM Fonn Revised September 1988 Extent of Improvements Plans datsd Signature Namemde Company rass -~1ty/Staia/Z1p Telephone Enforcement Agency Extent of Improvements Plans datsd Signature Name/Tide Company Address C1ty/StatelZ1p Tolephone Enforcement Agency tnlorcement Agency Specs dated bate Cal. License No. bate Specs dated bate Cal. License No. bate Date Page_ot_ CERTIFICATE OF COMPLIANCE (part 1 of 3) Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 CF-lB page 3 of 34 COMPLY 24 V 2.20 Building Permit No Checked By Date (User# 1329) --------------------------------------------------------------------------- PRINCIPAL DESIGNER. The proposed building will be in substantial compliance with the California Building Energy Efficiency Standards provided it is built according to the plans and specifications and provided future improvements are completed according to the requirements indicated on this Certificate of Compliance. The plans and specifications have been prepared to include all significant energy conservation features required for compliance with the Standards. Building areas that are unconditioned and/or not subject to the standards are indicated on the plans. Plans Dated: ~) ~ Jc I IC( f7 Specs Dated: t1A~ 'L 1 (q q Signatur~,L~· Date: C-\lo{,.,; BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. (714) 777-0666 4501 East La Palma Avenue, suite 202 Anaheim, CA 92807 Cal. License No: ________ _ OWNER. The energy conservation features and performance specifications indicated on this document and on the plans and specifications shall apply to future alterations, unless compliance is demonstrated anew and a new certificate of Compliance is submitted. A copy of this Certificate will be retained and transmitted to future tenants, subsequent owners or others with responsibility for making improvements or modifications to the building. If this certificate is lost, a new Certificate may be required before a permit is issued for alterations. Unconditioned areas are indicated on the plans and, if these areas are conditioned in the future, they must be made to comply with the applicable energy standards then in effect. Signature: _________________ _ Date: ------------- ENFORCEMENT AGENCY. The proposed building, and future alterations will comply with the California Building Energy Efficiency standards, provided future alterations meet the requirements indicated on this Certificate and all applicable mandatory measures, as long as the building occupancy type remains unchanged. Signature: _________________ _ Date: ------------ Name: ___________________________________ _ Agency: __________________________________ _ Address=--....---------------------------------City/State/Zip: ____________________________ _ CERTIFICATE OF COMPLIANCE (part 2 of 3) Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-lB page 4 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) ENERGY ANALYST. The energy performance analysis summarized below was performed using an approved CEC calculation method, with CEC approved fixed and restricted engineering inputs for the applicable climate zone and occupancy type, and using a reasonable representation of building zoning and physical configuration. All significant energy conservation features ar~e 1· ted },e~lo or on an attached supplement. Signature=-~-~-...... '-......a....-="1----------Date: ),,/J-f/ f( r I PROCALC 3020 Mountainside Drive Corona, CA 91720 1-(800) TITLE-24 GENERAL 1 Unconditioned 2 CEC Occupancy 3 UBC Occupancy 4 Climate zone REFERENCE or Multi-tenant Shell? Type Group/Division 5 Conditioned Floor Area 6 Unconditioned Floor Area 7 Budget Table (from Standards) 8 Allowed Energy Budget 9 Calculation Method CEC Code/Date 10 Multiplier 11 Calculated Energy Use ENVELOPE REQUIREMENTS 12 Average Roof/Ceiling Rt 13 Average Exterior Floor Rt 14 Average Opaque Wall Rt 15 Glazing Area in Wall 16 Average SC (Glazing in Wall) 17 Glazing Area in Roof 18 Average SC (Glazing in Roof) LIGHTING REQUIREMENTS 19 Allowed Whole Building LPD 23 Lighting Controls Required? MECHANICAL REQUIREMENTS 24 system Type 25 Unit Fan Power 26 Rated Cooling Efficiency 27 Rated Cooling Capacity 28 Rated Heating Efficiency 29 Rated Heating Capacity 30 Economizer Cooling? 31 CF-lX Attached? WS-lA WS-lA 1988 ed. WS-lA CPO-07 SCM-2 WS-lA CF-2 CF-2 CF-2 CF-2 CF-2 CF-2 CF-2 CF-5 CF-5 CF-4 CF-4 CF-4 CF-4 CF-4 CF-4 Office 7 4907 sqft o sqft Sec 2-53R 146.0 6/28/1988 1.027 118.8 kBtu/sqft-yr 22.88 h-F-sqft/Btu 4.15 h-F-sqft/Btu 7.57 h-F-sqft/Btu 894 sqft 0.57 0 sqft 0.00 2.000 watts/sqft (Y/N) 0.269 watts/cfm 9.04 (EER) 146400 Btu/hr 2.97 (SSE/COP) 151000 Btu/hr No (Y/N) CERTIFICATE OF COMPLIANCE (part 3 of 3) CF-lB page 5 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) Note: More than one Part 3 may be submitted, but all must reference the same Parts 1 & 2. The person responsible for preparing the compliance documentation for each major building system acknowledges the following compliance statement by signing the appropriate space below. Compliance Statement. The proposed building improvements substantially comply with the requirements indicated on the Certificate of Compliance for this building, dated___ The plans and specifications include the significant energy conservation features and the compliance documentation is consistent with the plans and specifications. ENVELOPE Proposed 1 Average Roof/Ceiling Rt 22.88 2 Average Exterior Floor 3 Average Opaque Wall Rt 4 Glazing Area in Wall 5 Average SC (Wall) 6 Glazing Area in Roof 7 Average SC (Roof) Other Requirements: LIGHTING 8 Basis of Allowed LPD 9 LPD Rt 4.15 7.57 894 0.57 0 0.00 Proposed Performance 2.000 10 Package Lighting Reduction 11 Adjusted LPD N/A 2.000 12 Lighting Control Credits? other Requirements: Improvements Plans Dated Specs Dated Signature Date Name Company Address City/State/Zip Telephone License Enforcement Agency Improvements Plans Dated _____ S_p_e_c_s_D_a_t~e-d~_-_-_-_-_-_-_- Signature Date -------------Name ------------------Company _______________ _ Address -----,-------------City/St ate/Zip _____ ...-_____ _ Telephone _______ License ___ _ Enforcement Agency ---------- --------------------------------------------------------------------------- MECHANICAL 13 Unit Fan Power 14 Rated Cooling Efficiency 15 Rated Cooling Capacity 16 Rated Heating Efficiency 17 Rated Heating Output 18 Economizer Cooling? 19 Simultaneous Heat/Cool? Other Requirements: Proposed 0.269 9.04 146400 2.97 151000 No No Improvements --------------Plans Dated ----Specs Dated ---- Signature Date -------------Name ------------------Company _______________ _ Address -----,-------------City/St ate/Zip _____ -,--_____ _ Telephone _______ License ___ _ Enforcement Agency ---------- MANDATORY FEATURES CHECKLIST (part 1 of 2) MF-1 page 6 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) --------------------------------------------------------------------------- ENVELOPE MEASURES o Certified Insulation Materials per Sec. 2-53ll(a) o Insulation Installed to meet Flame Spread and Smoke Density Requirements of sec. 2-53ll(b) • o Urea Formaldehyde Foam Insulation Installed per Sec. 2-53ll(c) o Retrofit Insulation specified per Sec. 2-5313 o Air Infiltration is minimized by specification of tested manufactured doors and windows and proper sealing and weatherstripping per Sec. 2-5317 LIGHTING SYSTEM MEASURES o Certified Luminaires/Ballasts per Sec. 2-5314(b) o Independent Control within enclosed Areas per Sec. 2-5319(a) o Manual Switching Readily Accessible per Sec. 2-5319(b) o Reduction of Lighting Load to at least 50% per Sec. 2-5319(c) (Occupancy Sensors or Programmable Timers meeting CEC Criteria may Substitute) o Separate Switching of Daylit Areas per Sec. 2-5319(d) o Separate Switching of Display and Valance Lighting in Retail/Wholesale Occupancies per Sec 2-5319(h) o Automatic Control of Display Lighting in Retail/Wholesale Occupancies per Sec. 2-5319(h) o Tandem Wiring of 1 and 3 Lamp Luminaires per Sec. 2-5319(h) OCCUPANCY SENSING DEVICES (when applicable) o Flicker Free Operation and no Premature Lamp Failure per Sec. 2-5319(e).2 o Time Delays to Prevent Undesirable Cycling per Sec. 2-5319(e).3 o Limits on Emisions per exceptions to Sec. 2-5319(e) Reference ~I MANDATORY FEATURES CHECKLIST (part 2 of 2) MF-1 page 7 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) --------------------------------------------------------------------------- DAYLIGHTING AND LUMEN MAINTENANCE CONTROLS (when applicable) o Uniform Illumination reduction to 50% per Sec. 2-5319(e).l o Flicker Free Operation and no Premature Lamp Failure per Sec. 2-5319(e).2 o Time Delays to Prevent Undesirable Cycling per Sec. 2-5319(e).3 o Step Switching Devices with Separation between On/Off Settings per Sec. 2-5319(e).4 o Photocell Sensors shall be Diffusing type and no Opaque Cover allowed per Sec. 2-5319(e).5 o Manufacturer's Instructions provided for Installation and Calibration per Sec. 2-5319(e).6 o Proper Installation of Controls including Sensor Location, Certification of Initial Calibration and Control of Luminaires only within Daylit Areas per Sec. 2-5319(e).8 Reference o Visible or Audible Malfunction Alarm provided per Sec. 2-5319(g) __ .._ __ HVAC AND PLUMBING SYSTEM MEASURES o Piping Insulated as per Sec. 2-5312 o Certified HVAC Equipment per Sec. 2-5314(a) o Certified Plumbing Equipment per Sec. 2-5314(a) o Heating and Cooling Equipment efficiency per Sec. 2-5314(b) o Pilotless Ignition of Gas Appliances per Sec. 2-5314(c) o Automatic Controls for Off-Hours per Sec. 2-5315(a) o Thermostat Set Point Requirements per Sec. 2-5315(b).l o Sequential Control of Heating and Cooling per Sec. 2-5315(b).2 o Automatic Exhaust Fan Dampers per Sec. 2-5316(b) o Thermostat Controls for Each Zone per Sec. 2-5315(b) o Ventilation Provided per Secs. 2-5316 & 2-5343 o Water Heaters for Domestic Hot Water and Pools per Sec. 2-5318 ENERGY BUDGETS WORKSHEET {part 1 of 2) Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 BUILDING ENERGY COMPLIANCE BUDGET BY FLOOR/OCCUPANCY Cond. Budget Perimeter (KBtu Allowd Pack A Flr Occupancy (ft) Ratio /sqft) LPD LPD ------------------------------------ 1 Office 428 11.46 146 +(1.500 -l.50)x 38= TOTALS WS-lA page 8 of 34 COMPLY 24 V 2.20 Building Permit No Checked By Date (User# 1329) Adj. Allowd Energy Floor Energy Budget Area (MBtu) ----------------- 146.0 X 4907 = 716 ---------- 4907 716 BUILDING COMPLIANCE BUDGET 716 MBtu / 4907 sqft = 146.0 KBtu/sqft ENERGY BUDGETS WORKSHEET (part 2 of 2) Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. WS-lA page 9 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) BUILDING ENERGY CONSUMPTION BY SPACE Total SCM Energy Energy Floor Floor Estimate Use Space Name Area Mult Area (KBtu/sqft) (MBtu) -------------------------------------------------- First Floor Office 875 X 1 = 875 X 130.0 = 113.7 Second Floor Office 4032 X 1 = 4032 X 116.4 = 469.3 ----------- TOTALS 4907 583.1 BUILDING ENERGY CONSUMPTION 583.1 MBtu / 4907 sqft = 118.8 KBtu/sqft AREA AND MATERIALS SUMMARY FORM (part 1 of 3) Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 FLOOR R-VALUE Type Assembly Name Area R-Value --------------------------------------- Floor-1 Floor o/ Open 198 5.50 Floor-2 Floor o/ Warehouse 2959 3.96 Average R-Value 3157 I ROOF AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w CF-2 page 10 of 34 COMPLY 24 V 2.20 Building Permit No Checked By Date (User# 1329) Area/ R-Value ------- 36.02 747.62 ------- 783.64 = 4.03 NW Int TOTALS ---------------------------------------------------------------------------Roof-1 4032 4032 ---------------------------------------------------------------------------TOTALS 4032 4032 ROOF R-VALUE Area I Type Assembly Name Area R-Value R-Value ---------------------------------------------- Roof-1 R-19 BU Roof/Acoust Clg 4032 23.18 173.97 ------- Average R-Value 4032 I 173.97 = 23.18 ROOF GLAZING AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW Int TOTALS ---------------------------------------------------------------------------NONE ---------------------------------------------------------------------------TOTALS 0 AREA AND MATERIALS SUMMARY FORM (part 2 of 3) Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-2 page 11 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By ELEVATION AREA BY ORIENTATION N 1161 NE E 720 SE s 1224 SW w 657 Date (User# 1329) NW 90 Int TOTAL 3852 OPAQUE EXTERIOR WALL/DOOR AREA BY TYPE AND ORIENTATION Type Wall-1 Wall-2 Wall-3 TOTALS OPAQUE Type ------ Wall-1 Wall-2 Wall-3 N 477 140 40 657 NE E 680 40 720 SE EXTERIOR WALL/DOOR R-VALUE Assembly Name & s 1204 20 1224 SW HEAT CAPACITY Area R-Value --------------------------------- R-11 6" Concrete Wall 834 10.69 R-11 5/811 Interior Wall 2024 7.51 Solid Wood Door 100 2.43 Totals 2958 Average R-Value 2958 I 388 = Average HC 16967 I 2958 = w 357 357 HC 16.7 1.4 2.4 7.61 5.74 NW Int TOTALS 834 2024 100 2958 Area/ Area R-Value X HC ------- 78 13927 269 2801 41 239 ------------ 388 16967 AREA AND MATERIALS SUMMARY FORM (part 3 of 3) Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-2 page 12 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) GLAZING AREA BY TYPE AND ORIENTATION Type N NE E SE s SW w NW Int TOTALS ---------------------------------------------------------------------------Wind-1 TOTALS GLAZING Type ------ Wind-1 504 504 U-VALUE AND SC Assembly Name --------------------------Single Graylite Tinted Totals Average U-Value Average SC Area 894 894 944 I 581 I u-value ------- 1.06 894 = 894 = 300 300 SC 0.65 1.06 0.65 90 90 Area X U-Value ------- 944 ------- 944 894 894 Area X SC 581 ----- 581 SCM INPUT DATA SUMMARY (part 1 of 2) Project: BUILDING #1 SCM-1 page 13 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Space Name: AREAS Exterior Wall North Glazing West Glazing Northwest Glazing Roof Door Raised Floor Slab Total Conditioned Floor R-VALUES (including air film resistances) Wall Window Roof Door Floor HVAC SYSTEM HVAC Equipment Name (CF-4) Number of Systems Heating Equipment Type Cooling Equipment Type Water Heating Equipment Type Rated Heating Efficiency Rated Cooling Efficiency Rated Water Heating Efficiency Economizer Fan Power Air Circulation Rate GENERAL Heat Capacity of Exterior Wall Lighting Power Climate Zone Date (User# 1329) First Floor Office 910.0 sqft 108.0 sqft 72.0 sqft 90.0 sqft o.o sqft 80.0 sqft o.o sqft 875.0 sqft 875.0 sqft 7.93 0.95 o.oo 2.43 o.oo RPFA030JA/VDX-HP 30 1 Heat Pump Heat Pump Electric Resistance 2.840 9.200 0.990 No 291 watts 1050 CFM 3.97 2.000 watts/sqft 7 SCM INPUT DATA SUMMARY (part 2 of 2) Project: BUILDING #1 SCM-1 page 14 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC OTHER PHYSICAL PARAMETERS Wall Absorptivity Roof Absorptivity Ceiling Height Date: 2/28/1989 Checked By Date (User# 1329) 0.12 0.00 9.0 ft Glass CEC Exterior Shade SC Wint Summ Overall SC Wint summ SHADING COEFFICIENTS North West Northwest OVERHANGS & SIDEFINS North West Northwest SPECIAL FEATURES Daylighting Strategies SC WFMF 0.65 0.65 0.65 0.88 0.88 0.88 Window Height Width 9.0 9.0 9.0 12.0 8.0 10.0 0.57 0.57 0.57 overhang Height Depth 0.57 0.57 0.57 Side-Fin Distance Depth No Daylighting Controls SCM ANALYSIS PERFORMANCE RESULTS Project: BUILDING #1 SCM-2 page 15 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Date: 2/28/1989 Checked By Location: Carlsbad Documentation: PROCALC Date (User# 1329) --------------------------------------------------------------------------- Space Name: First Floor Office BALANCE POINT TEMPERATURES AND DEGREE DAYS == ============================ Daytime Nighttime BPTl = 56.12 (Winter) BPTl = 67.50 BPT2 = 60.39 (Summer) BPT2 = BPT3 = 60.39 (Economizer) BPT3 = HOD = 900 (Heating) HOD = COD = 1041 (Cooling) COD = BUILDING HEAT TRANSFER (Btu/hr-F) ====================== Building Envelope Heat Transfer Rate: overall Heat Transfer Factor ("K"): Winter Summer Winter Summer Heating Cooling Site Heating Site Cooling Site Fan Site Lighting Site Receptacle Site Hot Water ANNUAL LOADS (MBtus) ==================== ANNUAL SITE ENERGY REQUIREMENTS (MBtus) ==========================~============ 75.41 75.41 12 1 = = = = = = = = = = = = ANNUAL SOURCE ENERGY USE ESTIMATE (KBtu/sqft) Source Heating Source Cooling Source Fan Total Space Conditioning Energy Source Lighting Source Receptacle Source Hot Water = = = = 7.5 20.6 15.5 43.6 X 1.027 = = = = 445.7 419.4 585.4 548.1 5.7 10.0 2.2 6.0 4.5 19.6 4.9 0.4 44.8 67.0 16.8 1.4 TOTAL ANNUAL SOURCE ENERGY USE ESTIMATE 130.0 KBtu/sqft =====---=--==--===---------------------====--===========================--- SCM INPUT DATA SUMMARY {part 1 of 2) Project: BUILDING #1 SCM-1 page 16 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date {User# 1329) --------------------------------------------------------------------------- Space Name: AREAS Exterior Wall North Glazing West Glazing Roof Door Raised Floor Slab Total Conditioned Floor R-VALUES {including air film resistances) Wall Window Roof Door Floor HVAC SYSTEM HVAC Equipment Name {CF-4) Number of systems Heating Equipment Type Cooling Equipment Type Water Heating Equipment Type Rated Heating Efficiency Rated Cooling Efficiency Rated Water Heating Efficiency Economizer Fan Power Air Circulation Rate GENERAL Heat Capacity of Exterior Wall Lighting Power Climate Zone Second Floor Office 1948.0 sqft 396.0 sqft 228.0 sqft 4032.0 sqft 20.0 sqft 3157.0 sqft o.o sqft 4032.0 sqft 8.37 0.95 23.18 2.43 4.03 RPFA060JA/VDX-HP 60 2 Heat Pump Heat Pump Electric Resistance 3.000 9.000 0.990 No 1066 watts 4000 CFM 6.62 2.000 watts/sqft 7 SCM INPUT DATA SUMMARY (part 2 of 2) Project: BUILDING #1 SCM-1 page 17 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC OTHER PHYSICAL PARAMETERS Wall Absorptivity Roof Absorptivity Ceiling Height SHADING COEFFICIENTS North West Glass CEC SC WFMF 0.65 0.88 0.65 0.88 Date: 2/28/1989 Checked By Exterior Shade SC Wint summ Date (User# 1329) 0.24 0.70 9.0 ft Overall SC Wint Summ 0.57 0.57 0.57 0.57 OVERHANGS & SIDEFINS North Window Height Width overhang Height Depth Side-Fin Distance Depth West SPECIAL FEATURES Daylighting Strategies 6.0 6.0 66.0 38.0 No Daylighting Controls SCM ANALYSIS PERFORMANCE RESULTS SCM-2 page 18 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Building Permit No Checked By Date (User# 1329) --------------------------------------------------------------------------- Space Name: Second Floor Office BALANCE POINT TEMPERATURES AND DEGREE DAYS ========================================== Daytime Nighttime ------------------------------BPTl = 56.12 (Winter) BPTl = BPT2 = 62.28 (Summer) BPT2 = BPT3 = 62.28 (Economizer) BPT3 = HOD = 901 (Heating) HOD = COD = 771 (Cooling) COD = BUILDING HEAT TRANSFER (Btu/hr-F) ================================= Building Envelope Heat Transfer Rate: overall Heat Transfer Factor ("K"): Winter Summer Winter Summer Heating cooling Site Heating Site Cooling Site Fan Site Lighting Site Receptacle Site Hot Water ANNUAL LOADS (MBtus) ==================== ANNUAL SITE ENERGY REQUIREMENTS (MBtus) =====-================================= 66.33 74.06 74.06 13 1 = = = = = = = = = = = = ANNUAL SOURCE ENERGY USE ESTIMATE (KBtu/sqft) Source Heating = 6.5 source Cooling = 11.6 Source Fan = 12.3 ----- Total Space Conditioning Energy = 30.4 X 1.027 = Source Lighting = Source Receptacle = Source Hot Water = 1865.3 1848.9 2508.8 2441.6 23.9 31.7 8.7 15.6 16.6 90.1 22.5 1.8 31.2 67.0 16.8 1.4 ==== ===================================================== TOTAL ANNUAL SOURCE ENERGY USE ESTIMATE 116.4 KBtu/sqft ----=-=====================------------------------------------------------ CONSTRUCTION ASSEMBLY COMPLIANCE FORM CF-3 page 19 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) --------------------------------------------------------------------------- Assembly Name: R-11 6" Concrete Wall Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Construction Components outside Air Film 1. Concrete, 140 lb, Not Dried 2. Insulation, Mineral Wool, R-11 3. Gypsum or Plaster Board 4. 5. 6. 7. 8. 9. Inside Air Film Th R-Value Fr (in) Summer Winter * 6.000 3.500 0.625 0.25 0.48 11.00 0.56 o. 68 0.17 0.48 11.00 0.56 0.68 Framing Percentage: Total 15.0 % 12.97 12.89 Framing Material: Softwood, Douglas Fir-Larch Calculation for Framing Adjustment Summer U-Value 0.0771 X 0.85 + 0.1839 X 0.15 = 0.0931 Winter U-Value 0.0776 X 0.85 + 0.1867 X 0.15 = 0.0939 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 10.74 0.0931 10.65 0.0939 Sketch of Construction Assembly ------------====== Absorptivity: Roughness: Concrete, Weight: Heat Capacity: 0.70 Asph. Shingles 74.3 lb/sqft 16.70 CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-3 page 20 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Assembly Name: R-11 5/8" Interior Wall Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Construction Components outside Air Film 1. Gypsum or Plaster Board 2. Insulation, R-11, 2x4 Metal Framing 16" 3. Gypsum or Plaster Board 4. 5. 6. 7. 8. 9. Inside Air Film Date (User# 1329) Th R-Value Fr (in) summer Winter 0.625 3.500 0.625 0.25 0.56 5.50 0.56 0.68 0.17 0.56 5.50 0.56 0.68 --------------------------------------------------------------------------- Total 7.56 7.47 Framing Percentage: 15.0 % Framing Material: Softwood, Douglas Fir-Larch ------------------------------- -------------------------------Sketch of Construction Assembly Absorptivity: 0.00 Metal Calculation for Framing Adjustment summer U-Value 0.1324 X 0.85 + 0.1324 X 0.15 = 0.1324 Winter U-Value 0.1338 X 0.85 + 0.1338 X 0.15 = 0.1338 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 7.56 0.1324 ====== 7.47 0.1338 ====== Roughness: Smooth Plaster, Weight: Heat Capacity: 5.4 lb/sqft 1.38 CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-3 page 21 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Assembly Name: R-19 BU Roof/Acoust Clg Assembly Type: Roof Assembly Tilt: O deg (Horizontal Roof) Construction Components Date (User# 1329) Th R-Value Fr (in) Summer Winter ---------------------------------------------------------------------------outside Air Film 1. Roofing, Built-Up 2. Plywood 3. Air Space 4. Insulation, Mineral Wool, R-19 5. Acoustical Tile, Mineral Fiberboard 6. 7. 8. 9. Inside Air Film 0.375 0.500 6.000 * 6.000 0.500 0.25 0.33 0.63 1.00 19.00 1.35 0.92 0.17 0.33 0.63 0.80 19.00 1.35 0.61 --------------------------------------------------------------------------- Framing Percentage: Framing Material: Total o.o % Softwood, Douglas Fir-Larch 23.48 22.89 -------------------------------Calculation for Framing Adjustment Summer U-Value 0.0426 X 1.00 + 0.0960 X 0.00 = 0.0426 Winter U-Value 0.0437 X 1.00 + 0.1018 X 0.00 = 0.0437 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 23.48 0.0426 22.89 0.0437 Sketch of Construction Assembly ====== ====== Absorptivity: Roughness: Stucco, Weight: Heat Capacity: 0.70 Wood Shingles 4.8 lb/sqft 1.39 I CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-3 page 22 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) --------------------------------------------------------------------------- Assembly Name: Floor o/ Warehouse Assembly Type: Floor Assembly Tilt: 180 deg (Horizontal Floor) Th R-Value Construction Components Fr (in) summer Winter ---------------------------------------------------------------------------outside Air Film 1. Flooring, Carpet and Rubber Pad 2. Particle Board, Underlayment 3. Plywood 4. 5. 6. 7. 8. 9. Inside Air Film 0.250 0.625 0.750 0.25 1.23 0.82 0.94 0.61 0 .• 11 1.23 0.82 0.94 0.92 --------------------------------------------------------------------------- Framing Percentage: Total 10.0 % 3.85 4.08 Framing Material: Softwood, Douglas Fir-Larch ------------------------------- -------------------------------Sketch of Construction Assembly Absorptivity: 0.00 Metal Calculation for Framing Adjustment Summer U-Value 0.2600 X 0.90 + 0.2600 X 0.10 = 0.2600 Winter U-Value 0.2453 X 0.90 + 0.2453 X 0.10 = 0.2453 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 3.85 0.2600 ====== 4.08 0.2453 ------------ Roughness: Smooth Plaster, Weight: Heat Capacity: 4.3 lb/sqft 1.25 CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-3 page 23 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Assembly Name: Floor o/ Open Assembly Type: Floor Date (User# 1329) Assembly Tilt: 180 deg (Horizontal Floor) Th R-Value Construction Components Fr (in) Summer Winter ---------------------------------------------------------------------------outside Air Film 1. Flooring, carpet and Rubber Pad 2. Particle Board, Underlayment 3. Plywood 4. Air Space 5. Plywood 6. Stucco 7. 8. 9. Inside Air Film 0.250 0.625 0.750 6.000 0.375 0.875 0.25 1.23 0.82 0.94 0.80 0.47 0.17 0.61 0.17 1.23 0.82 0.94 1.00 0.47 0.17 0.92 --------------------------------------------------------------------------- Framing Percentage: Total 10.0 % 5.29 5.72 Framing Material: Softwood, Douglas Fir-Larch ------------------------------- -------------------------------Sketch of Construction Assembly Absorptivity: 0.00 Metal Calculation for Framing Adjustment Summer U-Value 0.1890 X 0.90 + 0.1890 X 0.10 = 0.1890 Winter U-Value 0.1748 X 0.90 + 0.1748 X 0.10 = 0.1748 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 5.29 0.1890 ====== 5.72 0.1748 ====== Roughness: Smooth Plaster, Weight: Heat Capacity: 13.8 lb/sqft 3.25 CONSTRUCTION ASSEMBLY COMPLIANCE FORM CF-3 page 24 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) --------------------------------------------------------------------------- Assembly Name: Carpeted Slab Assembly Type: Floor Assembly Tilt: 180 deg (Horizontal Floor) Construction Components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------outside Air Film 1. Concrete, 140 lb, Not Dried 2. Flooring, Carpet and Fibrous Pad 3. 4. 5. 6. 7. 8. 9. Inside Air Film 3.500 0.250 0.25 0.28 2.08 0.61 0.17 0.28 2.08 0.92 ---------------------------------------------------------------------------- Total 3.22 3.45 Framing Percentage: o.o % Framing Material: NONE ------------------------------- OVERALL VALUES ADJUSTED FOR FRAMING -------------------------------Sketch of Construction Assembly Absorptivity: Roughness: Concrete, Asph. Weight: Heat Capacity: 0.70 Shingles 40.9 lb/sqft 9.01 R-Value U-Value 3.22 0.3106 ------------ 3.45 0.2899 ------------ CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: BUILDING #1 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. CF-3 page 25 of 34 COMPLY 24 V 2.20 Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Assembly Name: Solid Wood Door Assembly Type: Door Assembly Tilt: 90 deg (Vertical) Construction Components outside Air Film 1. Hardwood, Maple 2. 3. 4. 5. 6. 7. 8. 9. Inside Air Film Framing Percentage: o.o % Framing Material: NONE ------------------------------- Date (User# 1329) Th R-Value Fr (in) summer Winter 1.750 Total 0.25 1.54 0.68 2.47 0.17 1.54 0.68 2.39 OVERALL VALUES ADJUSTED FOR FRAMING -------------------------------Sketch of Construction Assembly Absorptivity: Roughness: Clear Pine Weight: Heat Capacity: 0.70 6.1 lb/sqft 2.39 R-Value U-Value 2.47 0.4049 ------------ 2.39 0.4184 ====== CONSTRUCTION ASSEMBLY COMPLIANCE FORM Project: BUILDING #1 CF-3 page 26 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) --------------------------------------------------------------------------- Assembly Name: Single Graylite Tinted Assembly Type: Glazing Construction Components Th R-Value Fr (in) summer Winter ---------------------------------------------------------------------------outside Air Film 1. CEC Single Glazing 2. 3. 4. 5. 6. 7. 8. 9. Inside Air Film 0.125 0.25 0.06 0.68 0.17 0.06 0.68 --------------------------------------------------------------------------- Framing Percentage: o.o % Framing Material: NONE -------------------------------Sketch of Construction Assembly Visible Transmittance: 0.14 Winter Shading coefficient: 0.65 summer Shading Coefficient: 0.65 Total 0.99 0.91 OVERALL VALUES ADJUSTED FOR FRAMING R-Value U-Value 0.99 1.0110 ------------ 0.91 1.1000 ====== HVAC EQUIPMENT SUMMARY FORM CF-4 page 27 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By HVAC EQUIPMENT SUMMARY BY ZONE HVAC Zone HVAC System (WS-4) ---------------------------------------------First Floor Zone RPFA030JA/VDX-HP 30 Second Floor Zone RPFA060JA/VDX-HP 60 Totals FAN ENERGY Motor HVAC System RPFA030JA/VDX-HP 30 (Fanl) RPFA060JA/VDX-HP 60 (Fanl) No. Sys BHP 1 x 0.25 / 2 X 0.50 / Eff. ----- [0.64 [0.70 No. Sys 1 2 X X FAN WATTAGE INDEX 1357 watts/ 4907 Date (User# 1329) Heating Cooling KBtu Eff KBtu Eff Econ 29 2.84 29 9.20 no 61 3.00 59 9.00 no 151 KBtu 146 KBtu Drive Conv No. Fan Eff. Fact Fans Watts ---------- 1.00] X 746 X 1 = 291 1.00] X 746 X 1 = 1066 ------ Total 1357 sqft = 0.277 watts/sqft HVAC SYSTEM SUMMARY SHEET Project: BUILDING #1 WS-4 page 28 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC HVAC Equipment Name: HEATING System Type: Output Capacity: Rated SSE or COP: Rated SE or HSPF: Supply Air Temperature: COOLING System Type: Total Output Capacity: Sensible output Capacity: Latent output Capacity: Rated EER: Rated SEER: Coil Bypass Factor: Economizer: Supply Air Temperature: FANS Supply Air CFM: Fan Type: Fan Multiplier: Brake Horsepower: Motor Efficiency: Drive Efficiency: DUCTS Supply Duct Heat Gain: Return Duct Heat Gain: Supply Duct Air Leakage: Return Duct Air Leakage: Date: 2/28/1989 Checked By Date (User# 1329) RPFA030JA/VDX-HP 30 Heat Pump 29000 Btu/hr 2.840 2.840 105 F Heat Pump 29400 Btu/hr 22200 Btu/hr 7200 Btu/hr 9.200 9.200 0.100 No 55 F 1050 cfm Blow-Through 1 0.25 64.0 % 100.0 % 5.0 % 1.0 % 2.0 % 2.0 % HVAC SYSTEM SUMMARY SHEET Project: BUILDING #1 WS-4 page 29 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC HVAC Equipment Name: HEATING System Type: Output Capacity: Rated SSE or COP: Rated SE or HSPF: Supply Air Temperature: COOLING System Type: Total output Capacity: Sensible Output Capacity: Latent output capacity: Rated EER: Rated SEER: Coil Bypass Factor: Economizer: Supply Air Temperature: FANS Supply Air CFM: Fan Type: Fan Multiplier: Brake Horsepower: Motor Efficiency: Drive Efficiency: DUCTS Supply Duct Heat Gain: Return Duct Heat Gain: Supply Duct Air Leakage: Return Duct Air Leakage: Date: 2/28/1989 Checked By Date (User# 1329) RPFA060JA/VDX-HP 60 Heat Pump 61000 Btu/hr 3.000 3.000 105 F Heat Pump 58500 Btu/hr 44000 Btu/hr 14500 Btu/hr 9.000 9.000 0.100 No 55 F 2000 cfm Blow-Through 1 0.50 70.0 % 100.0 % 5.0 % 1.0 % 2.0 % 2.0 % LIGHTING SUMMARY AND WORKSHEET Project: BUILDING #1 CF-5 page 30 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC Date: 2/28/1989 Checked By Date (User# 1329) INSTALLED LIGHTING POWER BY SPACE Total Floor Vert Horiz Floor Lighting Installed Space Name Area Mult Mult Area (watts/sqft) wattage ----------------------------------------------------------First Floor Office 875 X 1 X 1 = 875 X 2.000 = 1750 Second Floor Office 4032 X 1 X 1 = 4032 X 2.000 = 8064 --------------TOTALS 4907 9814 BUILDING LIGHTING WATTAGE 9814 watts/ 4907 sqft = 2.000 watts/sqft HVAC ZONE HEATING & COOLING LOAD SUMMARY Project: BUILDING #1 page 31 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Location: Carlsbad Documentation: PROCALC HVAC ZONE DESCRIPTION HVAC Zone Name: HVAC System Name: System Multiplier: Heating Schedule: Cooling Schedule: Fan Schedule: Sizing Method: Relative Humidity: SPACES IN THIS ZONE First Floor Office PEAK {Jan 6am) TOTAL SPACE LOAD Bypass Ventilation Air { Supply Duct Conduction supply Duct Leakage supply Fan Heat Gain 18 cfm) EFFECTIVE SPACE LOAD Ventilation { 158 cfm) Return Air Lighting Gain Return Duct Conduction Return Duct Leakage Return Fan Heat Gain TOTAL SYSTEM LOAD SYSTEM PERFORMANCE AT DESIGN CONDITIONS Date: 2/28/1989 Checked By HEATING 19654 19654 616 { 983 393 -o 21646 5544 { 216 433 -995 26845 23772 Date {User# 1329) First Floor Zone RPFA030JA/VDX-HP 30 1 Office Heating Office Cooling Office HVAC & Fans COINCIDENT 50 % COOLING PEAK SENSIBLE -------- {Jul 4pm) 19161 -------- 19161 18 cfm) 76 958 383 0 -------- 20578 158 cfm) 680 0 206 4],_2 995 -------- 22870 1.9 tons 0.2 LATENT ------ 2231 ------ 2231 -19 45 ------ 2257 -171 45 ------ 2130 tons 22223 8476 1.9 tons 0.7 tons SPACE HEATING & COOLING LOAD SUMMARY Project: BUILDING #1 page 32 of 34 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Date: 2/28/1989 Checked By Location: Carlsbad Documentation: PROCALC Date (User# 1329) --------------------------------------------------------------------------- SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: First Floor Office COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT ----------------------------------------- Peak Hour: Jan 6am Jul 4pm Indoor Conditions: 70 F DB 74 F DB 50 % RH outdoor Conditions: 38 F DB 82 F DB 66 F WB LOAD COMPONENT Btu/hr Btu/hr Btu/hr --------------------------------------- Wall Conduction 3689 684 Window Conduction 9504 1134 Door Conduction 1071 319 Roof Conduction 0 0 Skylight Conduction 0 0 Floor Conduction 0 0 Slab Conduction 5390 Interior Conduction 0 0 Infiltration 0 0 Solar Gain 7804 Lighting 4003 Equipment 2986 0 Occupants 2231 2231 ----------------- SPACE LOADS 19654 Btu/hr 19161 Btu/hr 2231 1.6 tons 0.2 SUPPLY AIR QUANTITIES Heating: Cooling: 19654 Btu/hr/ [1.10 * (105 F Supply -70 F TStat)] = 19161 Btu/hr/ [1.08 * ( 78 F TStat -55 F Supply)]= Btu/hr tons 510 cfm 771 cfm HVAC ZONE HEATING & COOLING LOAD SUMMARY page 33 of 34 ---------------------------------------------------------------------------Project: BUILDING #1 COMPLY 24 V 2.20 Designer: BANZUELO/RIERSON/DUFF & ASSOCIATES, INC. Building Permit No Checked By Location: Carlsbad Documentation: PROCALC HVAC ZONE DESCRIPTION HVAC Zone Name: HVAC System Name: system Multiplier: Heating Schedule: Cooling Schedule: Fan Schedule: Sizing Method: Relative Humidity: SPACES IN THIS ZONE Second Floor Office PEAK (Jan 6am) TOTAL SPACE LOAD Bypass Ventilation Air ( Supply Duct conduction Supply Duct Leakage supply Fan Heat Gain 81 cfm) EFFECTIVE SPACE LOAD Ventilation ( 726 cfm) Return Air Lighting Gain Return Duct Conduction Return Duct Leakage Return Fan Heat Gain TOTAL SYSTEM LOAD SYSTEM PERFORMANCE AT DESIGN CONDITIONS Date: 2/28/1989 HEATING 59689 59689 2839 ( 2984 1194 -o 66706 25547 ( 667 1334 -3637 90616 100008 Date (User# 1329) Second Floor Zone RPFA060JA/VDX-HP 60 2 Office Heating Office Cooling Office HVAC & Fans COINCIDENT 50 % COOLING PEAK SENSIBLE -------- (Jul 4pm) 81735 -------- 81735 81 cfm) 348 4087 1635 0 -------- 87805 726 cfm) 3135 0 878 1756 3637 -------- 97212 8.1 tons 0.8 LATENT ------ 10282 ------ 10282 -88 206 ------ 10400 -790 208 ------ 9818 tons 88090 34077 7.3 tons 2.8 tons CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD P1an DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS CARLSBAD, CA 92009 (619) 438-1161 ~1-:;Jfa< Check No. · ~ (}Gl,{,-f This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DIS.TRI CT: ~sbad Unified ___ San Marcos Unified 270 West San Marcos Blvd. 6350 Yarrow Drive Ste. A Carlsbad, CA 92009 ( !l38-5710) San Marcos, CA 92069 (744-4776) Encinitas Union Elementary 189 Union Street Encinitas, CA 92024 San Dieguito Union High School 71 0 Encinitas Boulevard (944-4306) Encinitas, CA 9202!l (753-6!l91) Project Applicant: ?l,,u fl CiJ µ J(_ ,A l' To&: APN: ~ 0 9 -O&J -IS • Project Address: o>-...1 Cf I RESIDENTIAL: SQ. FT. of living area ____ _ SQ. FT. of covered area CA./:?,..sr Number of dwelling units SQ. FT. of garage area COMMERCIAL/ INDUSTRIAL: SQ. FT. AREA ---#9/b Prepared By ---.~-~-~'"---~-=-------Date ___ o.l+~__.;:;~"-'/2'-=tf'-""-9 _____ _ FEE CERTIFICATION (To be completed by the School District) / Applicant has complied with fee requirement under Government Code 53080 --- Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986. (other school fees paid) Other ----------------------------------- Residential Fee Levied: $ based on sq. ft.@ ------------ Comm/Indust Fee Levied: $ lD) J..t-\ q _ based on "-\.\, C\1\Ji j s Title sq. ft.@ AB 2926 and SB 201 fees are capped at $1. 53 per square foot for residential. AB 2926 is capped at $.25 per square foot for commercial/industrial. Date