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Home My WebLink About2285 RUTHERFORD RD; ; CB961499; Permit10/03/$6 10:53 Page J:.of 1· B U I L D I N G Job Address: 2285 RUTHERFORD RD Permit Type: MISCELLANEOUS Parcel ~or 212-062-08-00 Valuation: 12,000.. P E R M I T Suite: Lot#: Per,mit No: CB96149$ Project No: A9602165. . ·. Development No:. 0137 10/03/96 0001 · 0.1. C-PRMT 02 135,00 Construction.Type: Occupancy Group: Reference#: Status: NEW ISSUED 08/115/96 10/03/96 RMA Description: 12· SF GLAZING-EXT WALL-CALLAWY Applied: Apr/Issue: Entered By: 619-931-1771 ~APPROVAL !NSP.)g:_ DATE /¢t/f ~. ~LEP~RANCE ___________ , / ________________ _ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA-92009 (619) 438-1-161 I} PERMIT APPUCATION PLAN CHECK NO. City of Cartsbad Building Department 2075 Las Palmas Dr., carlsbad, CA 92009 (619) 438-1161 FSf. VAL'-1-'<-'~,.Aoa<.,-::=----~~ i. PERMIT 'iYPR PLANCKD VAIID.BY _ __.;...,;._....t:.. __ ...lf(.,.at:=:~ From List 1 (see back) give code of Permit-Type: __ _.C ... J""-'l'--------- For Residential Projects Only: From List 2 (see back) give DATE ~ode of Structure-Type: ____________________ _ 9149 08/16/9& 0001 01 C-FRMT 02 Net Loss/Gain of Dwelling Units __________________ _ FOR OFFICE USE ONLY Bu1ldmg or Suite No. I NAME (last.name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE ADDRESS v--;AY ZIP COJ;>E °J'?JD%3 DAY TELEPHONE (o ( C( S 9 & --n,J4 -B --t cITY BtJsINEss uc. # \ \ crsss 3 ADDRESS Jj3t;5 Ml[A SO(l{lf;IJ~ (),:.. =l:76() ,1,-DAY TELEPHONE ,,,., l TATE UC. # Cll ~ 0 Workers' Compensation beclarauon: I hereby afhrm that I have a ceruhcate of consent to self-msure issued by the Director of Industnal Relations, m: a certificate of Workers' Compensation Insurance by an admitted· insurer, or an exact copy or duplicate thereof,certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, lab. C). g,4""A,j£. C£>1Y1f'\!)\)~-(1 ~ UIJI 'i' l.)Wb¢>)8 INSURANCE COM;PANY · u POIJCY No.'33?>-9~ 1 EXPIRATION DATE IV O/ ") 1 SIGNATURE DATE, s. oWNER-BOlIDER DECI..ARAOON Owner-Bmlder beclarauon: I hereby afhrm that I am exempt from the ContractoPs License Law for the followmg reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Llcense law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employe~, provided that such improvements are not intended or offered.for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's Llcense law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License law). Cl I am exempt under Section _______ Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and frofessions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). SIGNATURE DATE COMPLETE '!'His SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: I~ the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 2!5 5, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES NO Is the applicant or future building occ~nt required to obtain a permit from the air pollution control district or air quality management district? 0 YES lgl.NO Is the facility to be constructed within,1))00 feet of the outer boundary of a school site? DYES ijlNO · IF ANY OF TIIE ANSWERS ARE YFS, A FINAL CERTIFICATE OF oa:uFANCY MAY NOT BE ISSUED AFI'ER.JULY 1, 1989 UNLESS TIIE APPLICANT HAS MET OR IS MEETING TIIE REQUIREMENTS OF TIIE OFFICE OF EMERGENCY SERVICES AND TIIE AIR POllUTION OONTROL DISTRICT. 9. OONS'IROCnoN 1£.NDING AGENCY I hereby afhrm that there 1s a construction lendmg agency for the performance of the work for which this permit 1s issued (sec 3097(1) CIVIi Code). LENDER'S NAME LENDER'S ADDRESS lo. APPIJCAN I CERl1FICA:110N I certify that I have read the apphcauon and state that the above mformauon 1s correct. I agr~e to comply w1tn au city ordmances ana ::;rate laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLE&5 TIIE CITY OF CARISBAD AGAINST ALI. LIABIUTIF.S, JUDGMENTS, COSl'S AND EXPENSF.S WIIlCH MAY IN ANY WAY ACXllUE AGAINST SAID CITY IN OONSEQUENCE OF TIIE GRANTING OF TIIlS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep-and demolition or construction of s1;ructures over 3 stories in height. by the Building Official under the provisions of this Code shall expire by li!llitation and become null and void if the menced within 365 days from the-date of such permit or if the building or work authorized by 1me fter the wor is commenced for !\,period of 180 days (Section 303(d) Uniform Buildin Code). DATE: -¥+f-H!o1-f,..,_.,.. PINK: Finance CITY OF CARLSBAD INSPECTION REQUES.T PERMIT# CB961499 FOR 10/25/96 DESCRIPTION: 12 SF GLAZING-EXT WALL-CALLAWY TYPE: MISC· STE: INSPECTOR AREA TP PLANCK# CB961499 OCC GRP CONSTR. TYPE NEW LOT: JOB ADDRESS: 2285 APPLICANT: CALLAWAY CONT;RACTOR: RUTHERFORD RD GOLF PHONE: 619-931-1771 PHONE: OWNER: REMARK$: MW/DICK/PG' 989-7681 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- ... PERMIT# SE890127 WDP02041 SE910099 CO920013 CB911653 SE910100 SE920001 SE920014 CO920088 AS920050 SE920053 FA920006 AS930043 CB930715 SE930060 AS930056 .AS930061 AS930070 US930027 FS950007 OLP94200 OL_P94201 AS940050 FAO94024 SE940087 AS940080 US950010 FS950012 US950022 AS950071 US950045 AS960041 CB961208 US960022 TYPE swow WOP swow COFO MECH swow swow swow COFO ASTI swow FALARM ASTI ITI swow ASTI ASC ASTI HMP FIXSYS OLP OLP ASTI FADD SWCI ASTI TU FIXSYS TU ASTI ·TU ASTI ITI TU PHONE: STATUS ISSUED :J;SSUED ISSUED ISSUED EXPIRED ISSUED ISSUED ISSUED l;SSUED ISSUED ISSUED ISSUED ISSUED EXPIRED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CD LVL DESCRIPTION ACT COMMENTS ~ _s_T _F...,.r_am_e;_s"--t-e_e_1_1_a_o_1_t_1._· n_g_;_w_e_l_d __ i_n_g ___ ~'J, .$£/fPK,/?01kJ .P'44#.I'. e ,{)vi -:&t# -----,---------,------------------------------ ..... ,.--.. PERMIT# CB961499 DESCRIPTION: 12 SF TYPE: MISC JOB ADDRESS: 22.85 CITY OF CARLSBAD INSPECTION REQUEST FOR 10/25/96 G;r.AZING-EXT WALL-CALLAWY ROTHERFORD RD STE: INSPECTOR AREA TP PLANCK# CB961499 OCC GRP CONSTR. TYPE NEW LOT: ***** INSPECTION UISTORY ***** DATE 100996 100896 DESCRIPTION Interior Lath/Drywall Frame/Steel/ijolting/Welding ACT INSP AP TP PA TP COMMENTS ANGLE BRACE ABOVE CEIL@OPENIN EsGil Corpora·tlon Profession.a[ Pfan ~view 'Engineers DATE: September 3, 1996 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-1499 PROJECT ADDRESS: 2285 Rutherford Rd PROJECT NAME: Callaway Golf S~T:I 0 AP JURIS. Cl FIRE 0 PLAN REVIEWER D FILE . I • The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building 1ei·ef!:)artment staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted.for a complete recheck. · D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for -recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: • Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: D REMARKS: By: Abe Doliente Esgil Corporation (by: D GA D CM D EJ O GP D PC ) Telephone#: Enclosures: 6/20/96 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 j ! Carlsbad 96-1499 September 3, 1996 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 96-1499 PREPARED· BY: Abe Doliente DATE: September 3, 1996 BUILDING ADDRESS: 2285 Rutherford Rd BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA VALUATION VALUE (ft.2) MULTIPLIER ($) Remodel .(Addition of 12 SF of Exterior Glazing at 2nd floor per city 12,000 Air Conditioning Fire Sprinklers . TOTAL VALUE per city 12,000 • 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 135.00 • 1991' UBC Plan Check Fee D Plan Check Fee by-ordinance: $ 87.75 Type of Review: • Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 70.20 Comments: Fire Services Review: D Complete Review D Other: D Suppression System D FireAlarm Esg·i1 Fire Services Review Fee: $ Comments: Sheet 1 of 1 macvalue.doc 5196 ,~ I PLANNING/ENQINEERING APPROVALS PERMIT NUMBER CB CE C/6-llf Pf DATE--=B---_?_f._z7t....i,h..._-____ _ ._; RESIDENTIAL RESIDENTIAL ADDITION MINOR' < < $1 o,000.00, -- PLANNER V ¥-- ENGINEERvzz~ ?77~-- ... , . --C:\WP51 \FILES\BLOG.FRM PLAZA CAMINO REAL VILLAGE FAIRE _---_ ~D~M.PLETE OFFICE B~ Rev 11 /15/90 -·.--.... : ~ ' - i ,. . :-!_ .···. ,., •,,, .. ~· ;. '11-••. : (' i11-~ ,'."··: f • ''1 -· ;-•• :~ ·, ' ,! -~v--.;;,;.,c f::::. "/tttt~-: ·: .. stFiilctURAL:: ::cAtdui.At10Ns· ~ ~. . . ' ' -. ~ - ·.:r,· -: ·-:~ :~ ,'·,.; •,,·1 · ·:·, ;[. •• 0./j~· i/i;;._:j~t: : >4~/_.. d, d. I' ~l ~ • . : ~~-·. ··. ·:.b: /~~~--- .,~·--l . =: >' . ' ··, . .. ~ .. ~ .:. "}< -,,;;c~~Q'FE~SJa . '•, . ! • ,, '¥ -, .. ---~ •• ·&SJ ····'"'" . W4t :1:-· ~G:r: ·; ·_ :: ,' ·,·-'-, {:·:-·!-,· ' '·. ;_. __ / ... · i.J:.-· I,: ';!. ~ ,, -r-; , i r,·~ -·~ ........ -~ .... _ .. PRIME STRUCTURAL ENGINl:ER~·,.,,:J,:-, ,:··-:•L i;,,;,~_;:.i::-:":·,,)<·.:.;·,:·:·.-.,:.:;:,,-_-._, .'-"' . _:}( , ,261'4.Gianelll}f~~ , ·, ·.:.,-~>:/~t~\f~{~{~~~]f:~.:{f~lf{;\:\·.?'.t~/'';~?:;·.?;··:?\} ·. ---:t-, ,Escond1do, Califomta 92025-, . , .. :,_.::., < .. 1~:-:,_c1::· :" 1:·::;-··.r ~r .) f;;tfj; ;_fLt.-:· ?~ .. 1::7-;::,_,. •· .'i: -,: ··:-. : ,:.. Tel (619) 7464611 -... · .. -·,···i,, ,.-..... -;_-;,-,,,-·(£:.:-,\ fr .. ·, ', .. :: ... , .... c:, .-• ·· i -~ .... ;:- ., .,_ '; -. ,,,.: .:/f. a-·o//o I Y----~;>f::: • --• -;, ,, ~-l_ ' ' ' .• '.) ,· ' ' ) ~ i 4'-0", I : Pi j -- B'-12>" 2B'-12>" -N I in -N I Cf;) 1 '='~ ·trW-f J\-11 rz V vJ / ~Se Bl' v,v(u) f +lq-e 'i/'v,c tH) . EZZ. F. FLOOR --_-_x._ 1ST. l=. FLOOR '----------'---_:__--'-----=~ -fr.'.?. /?-? ><. t{b ~ttt PT =-7-1--" t,/ ff ,4-½un 11;; tr " ~wu... iii f'-. PFf"'t'fi Je. "' 4,,, 1c1 !> /i ~ * -i. r;t, 1 e Pl l '-t'' ' ' rNf/V ~ 1b-~ P7F1 1v:i:;1 i-i,G1 )( Yi,i:;Cb ~ ~ !?l-~ I 7._b f'7f)( ~I~ ,--t,p 'f Vi~(~t, e-- ~ '5)?'11 ,~ 1--v f3b44j: . '? I p~r;i.::. fiJ ( r,42-.ot.--~ u.,-- ~ To P~c,,1.)A--L.. cA/v· ./J a Vt p Fe-CV ~ 7JO r \ ~ 70LGD -7~~l;c, e L,;~f,: {£) - e. itr~,t. fAYrW ./ J" 7' if. If"'~ o d & C "" iq o, 1, \": e_~~--r»Fl.l -J c. 1 o,-vc;I'-"' e, 1p½f. fttlJf;V A 1/ 1:i 1~ e L(;v PRIME .:CJ STRUCTURAL DATE~ . ENGINEERS SHT---2::.._ Cfb,q p7p )( B1~ '1-1;·, cS 'f 1/(' .. 411, ~ p,l'f 41'-0 P'7r 'I-i:;' -:;,.-'2~C~ i oJl f <;" t tfoo, 0 ::::: . 6-.,::::-~1 ½.' 'I:-~t +~ k/J. (l.~ ~,£)'1 / (\to? 1Gt7'7c? { L l},i;. \---. ~~ "' l),q&t.f { L-s-z.f'P 4--"7, I O I~ l 'I {'-~ 6 v.7~ (1.>1 t';0/4' ( -");p "l:> ~-i1,-e,,11-~Jo/Jf? ( o.-·jp PRE-CAST C:ONCRETE WALL PANEL DESI6N Considering P-Del ta Effects SEAOC "Green Book" To iterate P-Delta effects to convergence DESCRIPTION :AT PIER D1 ALLOWABLE SlRESaEs ) f'c : Concrete ) Fy ,: Rein f. > Phi: = 31000 psi = 601000 psi 0 •. 90 ) Seismic Fador = 0.3 ) Wind load = 20 psf } Re.veal Depth = 0. 75 in ) Reveal to Bottom = · 10 ft ) Hin Vert Steel x : 0 .. 0015 } Nin Horiz Ste.el 7. : Hax. Vert. Spacing = l'!ax. Horiz.Spacing = Beta 1 = 0.0025 18.(H) in 16.00 in 0.85 0.6 x Rhow~Balanced= 0.0128 Shall Uni forlli LL Be Used With IHnd/Seis1ic loadings? Y=l N=O --> 0 DESIGN DATA ( ·Enter All Loads UN-FACTORED } ) Cl ear Wall Ht. = ) Tota I Wal I Ht. = Ht / Thk Ratio = > Wall Thicknest = > .Rebar Size 1#1 } Rebar Spacing ) Depth To Steel = (de.faurt = t/2i 14 ft 18.5 ft 21.7 7.75 in r:; ., 9 in 3,5 in ) Eccentric Dead Load= 54.4 plf ) Eccentric Live Load= 80 plf ) Load Eccentricity = 7 in (default= t/2 + 31 } ) Uniform Lateral Load= 95.74 plf > X-Dist. to Bottom 8 ft ) I-Dist. to Top 18.5 ft } Seis11ic=1, Wind=2 --> 1 {-- ) Point Lateral· Load ·= ·j I· ) Axial Uni form· DL = 4364 pl f ) X-Dist. from Bottom = I)· ft ) Axial Uniform LL= 893 plf > Seis1ic=1, Wind=2 --) 1 <-- Steel at each face= 1 (I for single layer, 2 for double layers} :-----------·---------------------------------------------------------.: I DESlt~N SUMMARY SEISMIC WIND : ------------------------------- I M-n t Phi : l'IOMENT CAPACITY = . 82,405 in-I 82 1405_ inll ·I Hn I Phi } Her O.K. 1'1-u : APPLIED MOMENTS = 16,582 in-I 6,280 inll. OVERSTRESS = 1).1) 7. 0.0 7. I I ·HEIGHT/ SERVICE DEFLECTION = 61995 16,7p6 I SERVICE LOAD DErL.@CONVERGENCE = 0.02 in 0.01 in l PIA< 0.04 f f'c, P,K. l DESIGN SUHHARY at REVEAL : -----------.--------·-- M-n t Phi ·: HOHENT CAPACITY = 81,953 in-t 81 19~3 inil Hn f Phi } Her O.K. Mn f Phl > Her O·. K. N,-u : APPLIED HOHENTS 12 1511 in-I 11282 intl OVERSTRESS = (},.(} i. 0.0 7.' HEI6HT / SERVICE DEFLECTION = 6,785 58,074. ·: SERVI CE LOAD DEPL. @CONVERGENCE = o •. 025 in 0.003 I ., P/A ( 0104 1 f'c, O.K. :----------------------· ----------·-----------, --------------------,---: LATERAL LOADINGS Wall Wt·@ 150 pcf = Later al .Wall Wt = 96.9 psf 29.1 psf Wind Load* 1.275 = lateral it* 1,403 = 25 •. 5 psf 40.8 psf VERTICAL LOADINGS P-Axial : P'-Wall : PIA = Pu-Axial: Pu-Wall : 4,418 plf 1,014 • 58.4 psi 4,639 plf 1,065 • At revel {418 pl f 823 • 62.4 psi 4,639 plf 865 • Pu-Total: 5,704 plf 5,504 plf ANALYSIS VALUES --------· ------ As(eff) = [ Pu:tot + (As1Fy) J / Fy 'a' = (As1Fy + Pu) /(,851f'c112) 'c'= 'a' I .85 Phj : Capacity Reduction Factor Mn= As(eff).1 Fy * ( d -a/2) Mu= Hn * Phi E : 57,000 I (f'c".5) n : 29,000 / Ee Fr : Mod. of Rupture : Sf.{ f'c".5) Section .Modulus : (Gross) M~ment Capacity@ Cracking= SI Fr Ho.ment of' Inertia : (Gross) = = = = = = = = = = = -Moment of Inertia : ·(Cracked) = .Unf actored sei s111i c Reaction at support level = 1306,6 plf Reaction at Base = 236. 27 pl f Hmax at 8.03 ft Gross check based on 1991 U.B.C. DETAn ·~ 51Mn1hc"2/(481Ec1Ict) = DETAcr =51Hcrlhc"2/(48*Ecf.Jg) = Hu=Wuihc"2/8 + Pule/2 + (Pul+Pu2)f0ETAn= Hs=Wfhc"2/8 + P1ei2 + (Pl+P2)1DETs = DETAs = 0.04ff',: 120 psi --------- AT REVEAL --------' 0.508 in"2/ft i). 505 i ir'2 0 .• 997 in 0.990 in 1. 173 in 1. 165 in 0.9 0.9 91,561 in-# 91,058 in-I 821.405 in-lt 81 I 953 in-J 3.1E+06 psi 3.1E+06 psi 9.29 9.29 273,9 psi 273.9 psi 120.1 in"3 98.0 in"3 .321898 in-lt 26,838 J,n-i · 465.5 in"4 343~ 0 in"4 32.0 in"4 18.J in"4 wind 244.46 plf 125.54 plf 6.28 ft. from base 2.692 in ff. 0.67 in 31746 in-I O.K. 201868 in-I (DETAs=hc/150) 0.04 in DEFL.O.K. PRE-CAST CONCRETE WALL PANEL DESIGN Considering P-Delta Effects SEAOC "Green Book" To iterate P-Delta effects to conyergence DESCRIPTION :AT PIER D2 : ALLOWABLE STRESSES ) f1c : Concrete = 3,000 psi > Hin Vert Steel l : 0.0015 ) Fy : Reinf. = 60 1000 psi } Phi: 0.90 ) Seismic Factor = 0,3 } Wi-nd load = 20 psf ) Reveal Depth· = 0. 75 in ) Reveal to Bottoa = 10 ft } Hin Horiz Steel 7.: Max. Vert. Spacing= Hax. Horiz.Spacjng = Beta 1 = 0.0025 18.00 in 16.00 in 0.85 0.6 x Rhow-Balanced= 0.0128 Shall Uni form Lt Be Used With llind/SeisJ1ic loadings? Y=l N=O --> DESIGN DATA ( Enter All loads UN-FACTORED) > Cl ear II all Ht. = 13.5 ft ) Eccentric Dead load= 235 pl f. ) Total Wall Ht. = 16.5 ft > Eccentric Live Load = 4(H) pl f Ht / Thk. Ratio = 20.9 > load Eccentricity = 7 in (default= t/2 + 3") > Wan Thi.ckness = 7.75 in > Rebar Size I I' 5 ) Uniform Lateral Load= 14.53 plf > Reliar Spacing = 9 in > x~Dist. to Bottom = 8 ft > X-Dist. to Top = 16.5 ft > Depth To Steel = 3.5 in ) Seismic=!, llind=2 --> 1 <-- (default = tm ' ) Point iateral load = 0 I ) Axial Uni form DL = 411.8 pl f } X-Dist. froi Bottom ;: I) ft > Ax-i al Uni for111 LL ·= Oplf > Seismic=!, llind=2 --) 1 {-:.. Steel at each face= 1 (1 for single layer, 2 for double layers) :, -----------------,---------------------------------------------------: : DESIGN SUMMARY : -------------- M-n * Phi : HOHENJ CAPACITY Mn* Phi > Her O.K •. N-u : APPLIED HOHENTS OVERSTRESS HEIGHT / SERVICE DEFLECTION l SERVICE LOAD DEFL.@CONVER6ENCE : DESIGN SUHHARY at REVEAL : ----------------------- H-n * Phi : HOHEtH CAPACITY Hn I Phi > Her O.K. M-u : APPLIED MOMENTS OVERSTRESS HfIGHT / SERVICE DEFLECTION. l SERVICE LOAD DEFL,@CONVER6ENCE = = = = = = = = = = SEISMIC WIND ---------___ .;. ____ 741175 in-.1 74,175 inf: 14,189 in-I 8,853 int: ·O.O 7. 0.0 7. I I 8,224 12,164 0.02 in 0.01 in I I P/A { 0.04 * f'c, 0,K. 73,504 in-I 73,504 inll Hn ·+ Phi > Mer o;K. 121332 in-t 7,851 int: o.o 7. ,0.0 7. 6,826 9,960 0.024 in 0.016 P/A ( 0.04 * f'c 1 0,.K. :------.--------------------------------------------------·--.---------: LATERAL LOADINGS Wall Wt@ 150 pcf = Later-al Wall Wt = %.9 psf :2'3.1 psf Wind Load* 1.275 = 25.5 psf Lateral Wt* 1.463 -40.8 psf · VERTICAL LOADINGS P-Axial : P-Hali : P/A = Pu-Axi.al: Pu-Wall : 11047 plf 900 " 20. 9 psi 1 I 189 p 1 f 945 " At revel 1,047 plf 630 I 20 psi 1,189 plf 661 • Pu-Total: 2,134 plf 1,850 pl f ANALYSIS VALUES --------------- As(ef"fl = ( Pu:tot +· (As¼Fy) J / Fy = 'a' = (Asf.Fy + Pu) /(.85ff'cf12) = ·,c'= 'a' / .85 = Phi : Capa~ity RE!ducti on Factor = Mn= As(eff) * Fy f ( d -a/2) = Hu= .Hn * Phi = E : 571000 1 (f'cA.SJ = n : 29,000 I Ee = Fr : Mod. of Rupture : 5f( f'c'.5) = SE!ction Modulus . . (Gross) = Homent Capacity @ Cracking __ = S * Fr = Homertt.of Jnertia: (Grossi · = Homent of Inertia : (Cracked) = Un factored seismic Reaction at suppor.t level = 405.11 plf Reaction at Base = 197.92 plf N111ax at 7.21 ft Cr~ss check ba?ed on 1991 U.B.C. DETAn = 5¼Mn¼hc"2/(48¼Ec¼.I,:r) = DET:Ac'r =5fHcrfhc"2/(48¼fcflg) = ·Nu=Wufhc"2/8 + Pule/2 + (Pul+Pu2)1DETAn= Ms=Wfhc"2/8 + Ple/2 + (Pl+P2)¼DETs = DETAs = 0.04¼f'c 120 psi --------- AT REVEAL --------- 0.449 in"2/ft 0.444 in"2 0.880 in 0.871 in 1.036 in 1.025 in 0.9 0.9 82,417 in-I 81 167.1 in-I 74,175 in-# 731504 in-t. 3.1E+06 psi 3. ffr06 psi 9.29 9.29 273. 9 psi 273.9 psi 120.1 in"3 98.0iil"3 321898 in-# 26,838 in-ll 465.5 in"4 343.0 in"4 · 29.8 in"4 16.6 in"4 wind 201.67 pl f 128.33 plf 6.42 ft. from 'base 2.424 in 0.062 in 1'3306 in-'I O.K. 13,587 in-# CDETAs=ht/150) 0.03 in DEFLO.K. · . A. FRIME JOB:~ , _a.. SJRUCTURAL DATE:~ ; a-Ara ENGINEERS SHr : CONCRETE SHEAR ijALL DESI6N (PER SEC. !'321 1994 UBCl DESCRIPTION: AT LINE 8 24'-0" PANELS w :: ·o. 33 kips/ ft uni form loads (w) Pl = 0.00 kips 1-------------------------· 1--------------------, ----1 P2 = 0.00 kips L1 = {1.00 ft L2 = (1.00 ft L = 24 .. 0(J ft hi = 5.00 ft H. = 27.0!) ft hi V'e-----:--> l P! H I ,: l L1 l V P2 -: L2 V ____________ L ___________ _ V = 50.20 kips W;ill THK = 7.75 in fie= 3. 00 ksi load factor= L 4,0 E°ff. THK = 7.00 in fy= 60.00 ksi H/L = 1.13 Av= 2016,00 inA2 Vn = 633.66 kips Ve= 220.84 kips· 81Acv1SQRT( ff c) = 883. 37 kips PhifVn = 0,60+Vn = 380.20 kips Phif.Vc = 0.60fVc = 132.51 kips Vu = 70. 28 kips Vs= 0.00 kips Vu< 0,60 * Vn O.K. shear reinf. As req'd= 0.11 inA2/FT #4@ 18,f}(l in o.c. 0- SHE~R RE INF. #5@ 18.00 fo o.c. 16@ i8.00 ···in o.c. 17 @ 18.00 in o.c. CHECK HOLDOWN REQUIREMENTS. U = 1. 4E t 0. 9* DL Unifor-m load= 7,83 kips Wall wt= 74.40 kips Point loads= 0,00 kips Sum P = 82.23 kips Holdown at left end= 42.'35 kips As= 0. 80 i nch·'2 Holdoi,m at right end= 42.95 kips As= 0.80 inchA2 Holdown B~ts 1 eft end right end #5 re-bars= 3.00 3.00 #6 re"'bars = 2.00 2.00 #7 re-bars ; 2.00 2.00 #8 re-bars= 2.00 2.00 1v ~udJCTI.IRAL DATE· A ffi{ME JOB:~ . ENGINEERS _SHT :· · CONCRETE SHEAR WALL DESIGN (PER SEC.1921 1194 UBCl ,DESC~IPTION: AT LINE 8 24'-0" PANELS Check Poundary Member Requi:rement. Pv = 41. 12 Kips Pu= 57.56 Kips 0.1iAg*f'c = 604.80 Kips MuHVu¼!w), = 1. 13 3*1w~hf.sqrt(f'c) = 331.26 Kips -Boundary Member not required Flexural Design 1897.56 ft-kips L51 sq.in 7.29 sq.in (200/fy I b Id) Vu= 70.28 Kips Hu= As req 1d = As min= As max= Beta = Rhow bal = 35.04 sq.in <Rhow bal 1 0. 75 f b I d) 0.85 0,(12 As req'd· f 4/3 provided M re.,.bar req'd= 15 re-bar req 1d= 16 re-bar req'd= U re~bar req 1d= #8 re-bar req1d= 19 re-bar req'd= 11.00 7.00 5.QO 4.01) 3.00 3.00 #4 dowels at slab on grade Avf req'd=Vu/(0,&1Phi1fy) = · , . #4 dowels at 24 • o.c. As 2.20 sq.in 2.17 sq. in 2.20 sq.in 2.40 sq.in 2.37 sq.in 3.00 sq.in f DESCRIPTION: AT UNE 8 CONCRETE SHEAR WALL DESIGN (PER SEC.1921 1994 UBC) 28'·-0" PANELS ' uniform loads (w) W· = Pl= P.2 = 0.33 kips/ft 0.00 kips 0.00 k_ips l-----------~-------------1 !------. ------------------1 h1 v-------> : Pt P2 L1 = 0.00 ft "L2 = 0.00 ft L = 28.00 ft H : L1 I L2 I V V h1 = 5.00 ft H = 27.00 ft ____________ L ___________ _ 70.25 .kips v· = Wall THK = Eff. THK = 7. 75 in , f'c= 3.00 ksi ~oad factor= 7.00 in fy= 60.00 ksi H/L = Av= 2352.00 inA2 Vn = 739.27 kips Ve= 257,65 kips Vu= 98.35 kips Vs= 0.00 kips shear reinf. As req'd= 8fAcvfSQRHf'c) = 1030.59 kips Phi*Vn = 0.60fVn = 443.56 kips PhifVc = 0.60f\Jc = 154.59 kips Vu< 0.60 f Vn D.K. 0.11 in"'2/FT 1.40 0.% I ., ! ' 14@ 18.00 in o.c. / SHE~R .REINF. #5@ 18.00 in o,c. t> .J 11:.:@ 18.00 in o.c. ' 17@ 18.00 in I),(. CHECK HOLDOWN REQUIREMENTS. U = 1.4E t 0,9f DL Uniform. loaa = . Wall wt = P9inf loads= Sum P = Holdown at left end= Holdown at right end~ Holdown Bars 15 re-bars= #6 re-bars= #7 re-bars= 18 r~-bars = 9.14 kips 86.80 kips 0.00 kips 95. 94 kips 52.60 kips 52.60 kips left end 4.00 3.00 2.00 2.00 As= 0.97 inch"2 As= 0.97 inchA2 right end 4.00 3.00 2.00 2.QO I CONCRETE SHEAR WALL DESIGN (PER SEC.1921 1994 UBC) DESCRIPTION: AT LINE 8 281-0H PANELS Check Boundary Nember Requi'rem.ent. Pv = 47.97 Kips Pu= 67.16 Kips 0.11Ag¼'f't = Mu/ (Vuf-1 w) = 31lwlhtsqrt(f'c) = 705.60 Kips 0.% 386.47 Kips Vu= 98.35 Kips Boundary Member not required Fl exu.ral Design 2655.45 ft-kips 1.80 sq. in Mu= As req'd = As min= As max= Beta= Rhow bal = 8.53 sq.in (.200/fy I b Id) 41.01 sq.in (Rhow ba1 1 0.75 1 b Id) 1),85 0.02 As reo'd 1 4/3 provided :J4 re~bar _req·i d= · 13. 00 #5 re-bar req'd= 8.00 #6 re-bar req'd= 6 .. 00 #7 .re-bar req'd= 5.00 #8 re-bar req' d= 4. 00 #9 re-bar req 1d= 3.00 #4 dowe-1 s at slab on grade Avf req 1d=Vu/(0,6tPhilfy) = #4 dowels at 20 • o.c. As 2.60 sq.in 2.48 sq.in 2.64 sq.in 3.00 sq.in 3.16 sq.in 3. 00 sq. in ~.21 in"2 CONCRETE SHEAR WALL DESIGN (PER SEG.1921 1994 UBC) DESCRIPTION: AT LINE 8 20 1-0• PANELS w = 0.33 kips/ft uniform loads (w) P_! = 0.00 kips 1-------------------------1 ,-------------------------1 P2 = 0.00 kips h1 V-------> : Pi P.2 L1 = 0.00 ft L') -,. -0.00 ft L = 20.00 ft H : L1 L2 V \} M = .5. 00 ft H = 27.00 ft l ---,---,----------------o\J = 32.84 kips Wall THK = 7.75 in fie= 3,00 ksi Load factor= 1.40 Ef f. THK = 7.00 in fy= 60.00 ksi H/L = 1.35 Av= i680,00 in"2 8tAcvtSQRT(f'c) = 736.14 lips Vn = 528,05 kips Ve. = 184. 03 kips Phil\Jn = 0,601\Jn = 316.83 kips PhilVc = 0.601\Jc = 110.42 kips Vu= 45.98 kips Vs= 0.00 kips Vu< 0,60 * Vn O.K. slHrar reinf. As req'd= 0.11 in·'2/FT 14@ 18.00 in o.c. die/ SHEAR. RE INF. 15@ 18.00 in o.c. ··-16 @ 1,8,00 in O,·C, t7 @ 18.00 in o,,: ,r CHECK ·HOLDOWN REQUIREHENTS. U = 1.4E.t 0,91 DL -Uniform 1 oad = 6.53 kips Wall wt = 62.00 kips Point 1 oads = o.oo kips Sum P = 68.53 kips Holdown at left·end = 32.1)3 kips As= 0. 59 i nclr'2 Ho! down at right end= 32.03 kips As= (1.59 inch·'2 Holdown Bars left end right end 15 re-bars= 2.00 2.00 16 re-bars= 2.00 2.00 J7 re-bars= 1.00 1.00 18 re-bars= 1.00 1.00 A PRIME JOB:~ STRUCTURAL OAJE: ~ ENGINEERS SHT : /"r r CONCRETE SHEAR WALL DESIGN (PER SEC.1921 19'34 .UBC) DESCRIPTION: AT LINE 8 20 1-01 PANELS Check Bound~ry He11ber Requirement. Pv = 34.26 Kips Pu= 47.97 Kips .O.l¼Agff'c = 504.01) Kips Hu/ (Vti¼l w) = 1.35 3fl 1,tfhfsqrt ( fl C) = 276.05 Kips Vu= 45.98 Kips Boundary Nember Mt requir~d -n ex1.1r al Design 1241.35 ft-kips L 19 sq.in Hu= As req'd = As min= As .max = Beta= Rhow bal = 6.05 sq.in (200/fy +bf d) 29.08 sq,in (Rhow bal * 0.75 * b + d) 0.-85 0.02 As req'd + 4/3_ provided #4 re-bar req'd= #5 re-bar req'd= :!16 n~-bar req' ~= _ #7 re-bar req 1d= #8 re-bar req'd= #9 re-bar req'd= -8.00 6.00 4,00 3.00 3.00 2.00 #4 dowels at slab on grade Avf req'd=Vu/(0.6+Phi+fyl = 14 ilowels at. 30 • o.c. As 1.60 sq. in 1.86 sq.in 1.76 sq.in l.80 sq, in 2.37 sq.in 2.00 sq.in 1.§0 in"2 I ~___;,.__;;,_,;;,:__~..,....,._,..::.-...-----.-:. *> 14 I o4~ C ~~~--,....._IY f?-;:J -.-----:---:---.----;--t---------~~--- . . ..J..U::::::,l~_ -~~~~-SHT s a,. __ ·, _,,;--~···i · · I' :· . · -::.. · · LA T&?AL (co~r;P,J • · · . .. LI NS e, . ( ?Odo :PANEL$ D~ t 1-jAi.J ·Dool<) .. ... . ----- ·. ¼ooio" (Ji(p/2lZ!b)~I;. S)+{~:z)6~.G,,+S~( I M)/1 ooo: ss. 2~ .... . VwA1.<.d " QI <.,/?.) ('3 o/ 0.. <I-:2 + ICo · 5/:i. +-2 + '30/~(! 4)1 l3:, )/( CO'.)~ 4), 2 ": VwALL-I ~ (28<3'(14)(3,~)(.lB~J/{CCO. =_ 1st', 5 K '-/HE:S8, ::. (tc,5.5/-2)( /·fr7 ~) . ·.. . ~ ·48, 21~ l . ' ·' . : . . : .. ' . ' V,or.-=-~4. I~ .! --~:_... . . .. ~-~=~=~-=;=~~F~~:::==~~1z;;:=_ .= . · v~ ... (t.;J(3o4) ~ f2~. Bka. · .. ttJ~ . L -l<t>~ . _i · . . . __ . . ,_J.b=====~======~ . A'"= 6Lo~)(1-1s ):1~ !? 1S4~~ ,,/2 . . ··• · ~VG" Ceo)6s+ei~~l(~)'11-/(000= 101sl<. > 4%.0"0 .~. cJe.ci~ 14 PANe.Ls : · H 0, T, :: ~4 lj 0/ti) g 't7, '0 ( Z5) I'. (/58 S-t-48 .i/10)] :, 8 7 '2 H, ~f<t>SS L.IPLIFT _= S7t /4,9 )(24-) -.. 4o, +~-- ?2.. fA-NE·L==-(~.3~)t'f+ (q.4(12,)/~ ~ ~ 37,S 1h. PTb. =(/ ,G,7')(./S_t:,} 19 (~4/12.) ·;· -~:-~ -~, :2. . . ,t~i .. . .. ·· .. · . -2: :2 · /JO ~PlllT _,,,o-' (),A". '~L-. :.:: ···. :.11 . ·.·.·-: i·-:.:-· . . l • . .J-rt-,"Y:: .. . r •' .• ; .. -o. i·' . . ~1-o,T, -:. (20/a_4)(ef~) ::.'.7_~~! ~~ . · 0f?oss UfllFT= 7zte,/(~)(J0)=-4D,4,,_ 1/:2.. l°AAl~:L ~ ~.o){~'H(2)/2)j~ ~ -8,1 .. ?,· 1fi_ fTC.. ~·(l,G]{,/St-,//0)@2) : ~1'ii, 'pr20v10E snrcJ PLATE FO~ .b~