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HomeMy WebLinkAbout2261 RUTHERFORD RD; ; CB011702; PermitI D74oucf ' ill ;._-; , -'/!'. ' ,..,,_____ ·"ti 06/0~/2001 City of Carlsbad 1635 Farad~y Av Carlsbad, CA 92008 Miscellaneous Permit Permit No:CB011702 Building Inspection Request-Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: 2261. RUTHERFORD RD CBAD MISC Subtype: 2120612100 Lot#: $0.00 CALLAWAY-STRUCT UPGRADE TO SHELL BLDG-TO MEET 1997 CODES OTHER 0 Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 05/10/2001 RMA 05/30/2001 06/06/2001 SMITH CONSUL TING ARCHITECTS CALLAWAY GOLF CO 1254 06/06/01 0002 01 CGP Total Fees: $1,040.00 Miscelaneous Fee #1 Miscelaneous Fee #2 Additional Fees TOTAL PERMIT FEES Inspector:~ 2285 RUTHERFORD RD CARLSBAD· CA 92008 Total Payments to_Oate: .$0:00 PLAN CHECK. PERMIT 'I !f . 1'. ' '\' , , ' \ FINAL APPF{{>VAL Balance Due: $1,040.00 $654.00 $386.00 $0.00 $1,040.00 Date: /q/(/2 Z-----Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHERNOTIFIED that your rght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacliy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have oreviouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise exoired. {' FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO. (Jh I I '7 o A- CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. _________ _ Plan Ck. Deposit . 7) Validate~2 ~ t/4::: Date .. 1+-f-1)/a I ~(atthisatJiJ:. Subdivision Name/Numoer 'J1-W. Unit No. Phase No. Total # of units # of Bathrooms e- (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, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name ,-,ir.,n.,~·r State/Zip '?136 Telephon # State _ _,__._,._,_______ __________ City Business License # _______ _ V~ Cm.m,.,ia(!T c./J,sm') '12..Dl!t ?<ea ~ ... 7~y -~~er ~laAJe Address ·c!it7 State/Zip Telephorfe 'sfilfe'~ 372,S,q fs~KERS"·"¢6MPENflio1f::---;: :-:-~--:-;··:~·; 'o: . · -:: . < ;. · ·,, · · · ". • .,;._; ··'· · · :7:--:r-:c7:7 '·. ::,{"f ~·-::::, ·,, Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. £il' I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company .,,S),q, C 6,J,J() Policy No, ~ J JS(:$'" -~CJ Expiration Date (l:, -/-.0 / (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000) in ad • io the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE. ___ --l...#fl!_ic.£,...,..,;l"l:_i=::;_-:_-:_-:_==----~---------DATE ~~ OC,.,"'~'..QW.NEfi!ijy1~.oj:Jf PE.Q.l;AR'4:t:·. ' ,. ' ;·~-' ".'.'.T::·,,·.~ :.:::;j_: .. ~~',,·: : .. -:-_::·': __ . -~' .. : L.:::'.:~:z,;:r::.s:::,·'~-' .. ,:>: 7, -~ ,,:2;,.,::~ : :<~·/_",:·-:: 1' I here.by affirm that I am exempt from the Contractor's License Law for the following reason: D I, as qwner of the ,property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. lf,.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 License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section __ _,c ___ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (havfil / have not) signed an applicatiofffor a building permit for the proposed work. 3. I have contracted .with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license numberl=-----------~---------------------------------- 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): ___________________________ _,. ___________________________ _ PROPERTY OWNER SIGNATURE ________ -'--------------DATE ________ _ fboM)imef:tft1sJe.¢irJoN.'i=oa-7io,v4ismiNnAl:it:iiib'iNcf r>eiWiS:oNliY.; ·., "":'"'" 't:'C:::J:J·.·~: · -:·;o,,, ~~q~,,,::50;:1•:::t:;:".> ·, :~,\:l;. Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO Is the.applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. [81u,:CONST,R®TION'.LENDJNG.AGENCY. :,:--'· ·: :;;··, ,_ · ··, '·_;,.., ·>~< z!?::Z};';":~171:"~7':,:;'7"~7,~··~~rr,T:~';:'.':,i ,· I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME I certify that I have read the application and state that the· above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit~ of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition.or c uction of structures over 3 stories in height. EXPIRATION: Every permit is u by the building Offici under the provisions 1s Code shall expire by limitation and become null and void if the building or work authorized by such permit is n t d within O s from the date of h permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is o (Section 6.4.4 Uniform Building Code). _ j 1 ,/ APPLICANT'S SIGNATURE ~[AllLll.,l,L~~~~:'.'.:..k~'._.X,.__________ DATE f/P/RI PINK: Finance lnspe·ction List Permit#: CB011702 Type: MISC Date Inspection Item 10/0112002 89 Final Combo 07/11/2001 15 Roof/Reroof 07/10/2001 15 Roof/Reroof 07/06/2001 12 Steel/Bond Beam 07/05/2001 12 Steel/Bond Beam 06/21/2001 12 Steel/Born;l Beam 06/18/2001 11 Ftg/Foundation/Piers 06/18/2001 12 Steel/Bond Beam Tuesday, October 01, 2002 OTHER Inspector Act TP AP TP co TP NR TP AP TP co TP AP TP AP TP AP CALLAWAY-STRUCT UPGRADE TO SHELL BLDG-TO MEET 1997 CODES Comments SEE JOB CARD, NOTICE G.B.#3 S.O.G. @ S. END EXTN. G.B.1 & 2 G.8.1 & 2 Page 1 of 1 \ ,--;, .. , ·.; DAILY REPORT · Profect Name CC\ llQ.wQy Golf Project Address °2 '"2,. {J l 1<\)½hf.'4'~C)t'd 'Rd, w CHRISTIAN WHEELER ENGINEER.ING Project #, :;l O J • '2. C, (, Permit# C~ Q fli0'2.. #7 I Plan File# Contractor G,o O a· cl; '}l.ob&,rl,-s Architect 51't)H-\;\ Consu A-i~~ A-rc.,\,\itt~is Subcontractor 'M\~S~ '&,-~~. Engineer ~ -~•)v'\). S\-t"b\v-r~\ Ene>i-neel"S 0 Reinforced Concrete 0 Pre-Stres_sed Concrete D Reinforced Masonry D Epoxy Anchors D Shop Welding D Field Welding D Fireproofing D Material/Equipment, S-\-Nc.J\-W''l) "Tv'3A. Swt,\ t A s-n-.-.. Asoo Girt~ • Weathim ~uony Date Time Arrivedr I Time Departed: I Hours Charged: Mj n j hi I) &v\ 1·21· ~, :Z:.ns-P~ ~, e,.\ci ~e.,ai">°" 0~ 01'-'~0V\Q\ -,\-u \:>~ \:>l"•C:.C. S +o· ~ uisi+ -p\ ~~ o+ \o~*' co nY\~4,~tl'S -n~-r ··\oa'5ll.S. w~\<Yi w~<"'-~0 und v\S~ft\\'1 o.c~~\,\,.. o.~d ;,I\ a ·eCJOrJOIY\C..,.., +o o~+o.,\ . °'-p-pro~Y"'Thi.s ,~sr b'(QCA.. ~AYY\,t.. ··\ocQW V\ l,..)Cll.5 cd· Q)r\.4: \ \ l\J. \ ) (;,.r-A/£h&.AW\'3 • . -. -liPP,11\ con ntaek \ o~s st\\\ tmd ~\(\sl.cl I ,he~ C. C) 't'l "MCT\CH\ S we~ w·t.\~ ..\-0 f~C\ Vii-'tt(_ Co·v.~r~ S\Q\o .f\ \\ ,)'\ "": I \ / ' \/ ,/ . . Unless·noted otherwise, the work observed is, to the best of my knowledg~, t~ compliance with the approved plans and specifications. . . ~~A· :!Cl60 I~ _u1111 _: ~ S Inspector/Technician's Signature ~ . , · Reg.# ~uperint~ndent's Signature Date .. ~JCK.3. -~e.w~ Inspector/Tech ician.(Print or Type} . , 4925 Mercury Street'+ Sa,n Dieg-o, CA 9·2111 + 8 5 8-4 9 6 -9 7 6 0 + FAX 8 5 8 -4 9 6 -9 7 5 8 . ~ C!F wdshatd ,, .,. '-1 .. ,i ,\ '" ;1 . :;ll .. l ' . . '--~ .. , >.'i . ·i 1 -~ •\ ·i ,; DAILY REPORT Project Name Project Address Contractor Subcontractor D Reinforced Concrete D ShopWelding· Material/Equipment, Weath~r:- Date w tHR.ISTIAN WHEELER. (] Pre-Stressed Concrete Di Field Weiding ENGINEER.ING Project·# ' 201 a 4925 Mercury Street'+ Sa.µ Diego, C.A 92111 + 858-496-9760 + FAX 858-496-9758 ·,~ ·f \ -: :, 'I ':. 0 Reinforced Concrete hop-Wel~lng aterialJEquipment: Weather:· Date .w CHRISTIAN ·WHEELER ENGINEER.ING 0 Pr~-Stressed ·Concrete 0 Field Welding .. Project# Engi11eer · 0 Reinforced Masonry D Fjreproofing 4925 Mercury Street'+ Sa,n Diego, CA 92111 ·:.:·\_~~- D Epoxy Anchors D Hours Charged: Date 858-496-9758 ,I ,, ·i ··J •' l j ' ·_; ~ ,..:,' .\~ w., CHRISTIAN W ';"· , .. DAI~):'. REPORT !:J Reinforcea Concrete ~hop Welding Material/Equipment: Weather, Date D Pre-Stressed <;oncrete D Field Welding ENGINE E· . · Project.·# ~DI. :z.. ~ ~ Engineer tJ Reinforced Masonry [J Fireproofing Unless rioted otherwise, the work observed ls, to the best of iny·knowledge,, in ~ompliance with the.approved plans and.specifications ~d~/4Ltfot{~r'. . b. ~ D Epoxy Anchors o ________ _ :_:lj:.'9:25 Mercury St.reet'+ San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 ·_:·\:{t\1 :·};I, :~:::).{ ' ·.' ,, DAILY REPORT 0 Reinforced Concrete . Jll.Shop Welding Material/Equipment, Weather, Date. --27-01 w CHRISTIAN WHEaER ENGl·NEER.ING D Pre-Stressed Concrete D Field Welding Project# , D Reinforced Masonry D Fireproofing 0 Epoxy Anchors o _______ _ 7-2..8-t>I. l,ln!ess noted-otherwise, the work observed is, to the best of my·know.le,dge; in compliance with the . tJ . #r?fYZbB ,_· ~· ~-M,+,~-==-f-~~~-~~ lnspe . Technician's Signatufi ., / Reg.# F~1,i4r'-iJ~m-1b-t.l Ins ·,ect Technician Print or T. )' I 4~.25 Mercury Street'+ San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 ·,·., ,• ... DAILY REPORT Pro(ec:t.Na_me Project Address Contractor • C Subcontractor D Reinforced· Concrete 181 ShopWelding Material/Equipment: Weatlier: Date · .. :,: '~ . ' w CHR.ISTIAN WHEELER ENGINEERING D Pre-Stressed Concrete 0-Field Welding Time Departed: Project# D Reinforced Masonry D Fireproofing Unless-noted otherwise, the ·work observed is, to the best of my knowledge, 111 ~ompliance fnspector/Tech~n's Sign~ture -' SO$"o Reg.# Plan File# D Epoxy Anchors o _______ _ Hours Charged: .. ·\ .. 4925 Mercury Street'+: San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 I J :J j J . ~ i l w CHR.ISTIAN WHEELER. ENGINEER.ING Project Name Project# 2 O ,·. 2 l, {. · Project Adpress Permit# e_ B O I I , O Plan File # Contractor Architect s l'Yll.\-h Con~ u l+i I') Subcontractor D Epoxy Anchors 0-Reinforced Co~c-rete D Shop Welding D Pre-Stress~d Concrete D F.ield Welding D Reinforced Masonry D Fireproofing o _______ _ Material/Equipment: ·Weather: Date £-l<A. Unless noted otherwise, the work observed is, to the best of my knowledge, in compliance with the approved plans and specifications • . · 12&<11e,A-1:C8o tos111L---"'hS ___ ·_· ________ _ Inspector/Technician's Sign1;1ture ,.-,? I' Reg.# Superintendent's Signature . -~1cKS,. ntewe.r Date Inspector Technician (Print or T ) . D ~einfol'Ced Concntte !ii Shop Welding 1 IUL-....JJUI, w CHRISTIAN WHEELER ENGINEERING D Pre-Streued Concrete D Field Welding 2.0 / ,Zl,0 0 Relnforcad Masonry D Fl,.pt00flng :ao ... 2 ai:, Plan FIie# IJ Epoxy Andiort D 4925 Mercury Street + San DiegQ, CA 92111 + 858·496-9760 + FAX 858-496-97 58 _ CJ Reinforced Concrete . 0 Sl_lop Welding Material/Equipment: Weather: ' . w CHR.ISTIANWHEELER. ENGINEERING J 4925 Mercury Street+ San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 - Date w CHRJSTIAN WHEaER. DAI~Y REPORT Project Name Project Address Contractor Subcontractor ·O· Reinforced Concrete 0 S~op Welding Material/Equipment, · Weather, Dcite 0 Pre-Stressed Concrete 0 Field Welding ENGINEERING Time Departed: , UnlesJ noted-otherwise, the work observed is, fC) the best of my knowledge, in compliance with the approved plans and specifications . . (Ra-~ :L_CSO tcC.4~r'lt-B·~ ;t/,:t: 1/)~ lnspector/T?B:'~ Signature -::R . ," ·: ·:: Reg.# Superintendent's Signature . . 1c1< 3 .. xe~er-. Ins ector Technician (Print or T e) · 4925 Mercury Street+ San D,iego, CA 92111 + 858-496--9760 + FAX 858-496-9758 Date (!jjq~Cw'ls~ ,. DAILY REPORT D Reinforced Concrete fia:_Shop Welding Material/Equipment: Weather: w CHRISTIAN WHEELER. D !"re-Stressed Concrete D Field Welding ENGINEERING Project# ;20/. "-b f.c, Hours Charged: 4925 Me-rcury Street-+ San Diego, CA 92111 +. 858-496-9760 + FAX 858-496-97 58 ·-·-OM-·---a _,_, . .:. -~ w CHR.iSTIAN WHEELER. ENGINEERING D Reinforced Concrete i,i-Shop Welding. 'Material/Equipment: Weather: Date Time Arrivedr .~ 7~ O Time Departed: Hours Charged: Unless hoted otherwise, the work observed is, to the best of my kriowled{!e, in compliance with the M Reg.,# Date 4925 Mercury St.reetr-+-San Diego, CA 92111 + 858-496.-9760 + FAX 858-496-9758 ... w CHRISTIAN WHEELER ENGINEER.ING 4925 Mercury Streetr+ San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 w CHRISTIAN WHEELER. DAILY ~~k~UX>Y ENGINEER.ING Project Name 1 . ./• • I .. .., -"' &otf Proiect # "'J J} f • ·'t,,(A (o Project Addrel ?Z I a. I.I ~ "'-A ,t'{)-( ~ r~ -- Pfait ('\ \ \jO"?. I Plan File# t':HIS~d ContractG iD~ ~-J.-rZ l'I It .,r J.,~ Architect I _ >JW"°f ~"'-r.,,1..t >o i,J.,~...., \ Subcontractor . . . _),,I\,', "'\ j,"' e, -....,.J )S:to :> Engineer _ f'f'iirc,, .>~{c..r~}t;e. \ . D Reinforced Concrete D Pre,Stressed Concrete D Reinforced Masonry D Epoxy Anchors ~Shop Welding ~ Field Welding D Fireproofing D Material/Equipment: '/y 3/3? \ 1/Z, . ~~ , I J' .,4 ') 4\ i p,.,}(., Weather: ·-J s-o )c;.>w-v-v Date. Tim~ Arrived, t!'-'u I Time Departed, 2 ~3.o I Hours Charged, '-I (,., ~ i r/ 't '-1) U<,,~c-t L Jl.C.£. -e P J,-""'J c,µt-\ Jr i... <; of ~ -~~ ho l J ou.J k-<,. IP9r l<-.l-,c-. : i 'S. I l 'C, "--7_ C,. Ls Pl- t ~-c:.. . 'ill i S03 ? t.."-. .pc,(' 5 -oi.l_ / JO . z t..-""\ ' '&-(' ~ /$r:,3 e e-r J, 1:f·, t-t u1~v-~e.1""" •• 0 , /'J'-0 .µ... ~: ~\t.f ·. ;~7,1.t:; ~-. z.,::, } IC<.., $ n,,,d '(,.. -{,,, "'"'" l ~ roov-c-t ,J~ \-l v>ec-~ A-,Y 'I) lc.J,t _ h, (..,,<.; S.le,Js. 'h\l'(..J..,,w~tJ . . C4ll-e..r~u1.,~ H.) .S '!> e--J.~ ' -- I .. . ./J ~ U,l= ooo,d """"''"• .,_ _~ ,...,,., 1,,. k> d,o ,,. of my "'"wl•dgo, 1,-,,,_ ~W'lfko!iom. ftf4, $/AC NrJ.-d~ 1,_01&}'Y6:-<is-" · I ,,4.oo,jTodmk""''' ,..,._ ' • . .... # -,,,,.1't'T'""'"~' ate jv\ t, ~, e I b-}c.> '>~'-'"- -Inspector/Technician (Print or Type) -- 4925 Mercury Street'+ Sa,n Diego, CA 92111 -+ 8 5 8 -4 9 6 -9 7 6 0 -+ FAX 8 5 8 -4 9 6 -9 7 5 8 --.~:-1~tJ:':.., ~ b3 &!f6ad;,r .• : . . -·-~··· w DAILY REP0(;9Jlo..woJ( CHRISTIAN WHEELER ENGINEER.ING Project Name Project Address -Contractor Subcontractor 0 Reinforced Concrete 0 Shop Welding Material/Equipment: Weather, Date -uoJ 0 Pre-Stressed Concrete D Field Welding Project# Permit# Architect Engineer 0 Reinforced Masonry D Fireproofing 3 4925 Mercury Streei + San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 &Jt;q~Js/ad ,,, .. ~ 07/05/2001 17:33 tJ Relnforc:ed ¢oncl'9fe · Shop Welding 1"\ai.rkll fqulprn•rr. 5192858321 HOLSTON w CHR.ISTIAN WHEaER. 0 Pre-Srrened Concrete D Field Welding ENGINEER.ING Time Deported, Cl Relnl'orced Ma,onry D Flreprootlnr, Unless noted olherwlte, the wOtic ab•rwd is, to the b•st of my l(nowl.;dge, In ~mpllance with the app Plan File# 0 Epo>Cy Anchors D PAGE 05 Ill£__ JLL~· 10,vJ1i~r.:' ln1pedLt1fedwiidan's$i~ Rao,# -:----:-Hr:t-:~__.,.~,:::;;,.---------- . t,: ' '-'• c I H6 \)~ll '--" Date Int 91.fOr ec:hnldall Prltif or T 4925 Mercury Street+ San Diego, CA 92111 + 85·8-496-.9760 + FAX 858-496-9758 ,,,----------·-· ···» _ -----~1/_06/2001 17: 33 619286832i HOLSTON PAGE 03 .[ w CHR.ISTIAN WHEELER. ENCINEEIUNG 0 I Y R.Eli'OR. T A L ProJIKI Hai• /...~ J u.. ,, ,.:k,,, I'_ Pro)~# zo,. '" l. Jo£. '"""" ,J L '-U< Proi-c, Addr.n • J. l , P•r111lr# I Plan flle# ~ 7r_ i. ~uU..'",.. 6f (l) '9.'-r/s "'' A 1."..,A, ~l1' I--.Jl'"JL'\ 2- CC111tro1r Architect U i...,J ...J l..,,. ~ \,. r . ,~..-,.:, A "-" l,.C)~ .. : ,r~ ~ "'""·-"'"" Sllbconttactor E119lnHf ' AA.: ... , &....c..&-1 . IS re'> ..,, r ''i'J-. £ ";i. J-f'-1 v j,...,~ \ s R•lri";,l'ffd (;-te D ~re-Str.111ed C011Cr•te tl Reinforced Masonry D 1!:poxy .A/'lchon ShopWeldlt,g 0 fl•ld Welding O. Fireproofing Cl Moterial/Equlpm•"" . '/ . "l. ,,, 1/v A<~ 'l. ,, ,~ J.L- Wealher. . . Dare Tim• .t.rrlvltd, f-: '10 I Time D•palfed, t; c10 I Hours Chorg,d, ·-,1 ~ .. l ',_ <. "~ .J.~ J. J ,4.n l'~~eJ. J,,J.:. ..J,, , ... "°'A j.£. (, 4., ,...,~ 'J : ""' ( o./ ZCJ e, ... • - 1.16 \A, c..,.)"" c;. .1-~r )._,.Jr:\ YIS'1-.l . ~-o .1 """''J.-"" ::, g_ ~t..c.i, J(W,r;,,~. • r ~i'-'dr.. ~,4.J ~ \ ... ,f..:, \\ ., e,I,... ,~, \,l, v,c.. )._ ",,, r re.-ulJ.~&.... ~~ fb~f'- "' ,(,~ '""' ~ J,, i,c.1 .;JC 1,,,,(\. 01,..1.., ... ~ ~ .f L..o U1~""""""~ LJ.} , ( ~ .-\-.><;...J.'i~ ...... '' ' -,,, f --k I r-1. tut.,\~l~ \ !~i-tC:.-!; ~ ... ~ /) .. '"' \..., '""" 4, <J J, IP"' ,J.-.·f') ),c;) ~ v),;, ( i,,. . .. .. Unless notN Olherwite, 1M wott obremtd It, ro th• b,;11 af mt knowled1,1•, in c,ompllance wllh the cipproved plans ond Jpedflcatlon1. -~~-· '"-,.t,1 1-a>"" Jnspecrvr /Titeh11ldall't S(Gnarvre Rea,#-Svparintand•r.t's Signature Date _ . M ,c. '-'~ e, \ £de l ~fll"~ ln111~/r.mnldan /Print or T,,.,., · 4925 Mercury Stccct + S~o Diego, CA 92111 + 858-496-9760 + F.i\X 858-496-9758 \ \ DAILY REPORT Proiect Name Contractor Subcontractor w CHRISTIAN WHEELER ENGINEER.ING D Epoxy Anchors · 0 Reinforced Concrete 0 Shop Welding D Pre-Stressed Concrete 0 Field Welding o _______ _ Material/Equipment: ' I 2.. Weather, Date· 7- Unless noted otherwise, the work observed is, to the best of my knowledge, itj compliance with the approved plans and specifications • . ~~~ :Cc.B0~1oe,111L~f? -.-:-------'------------1 n s p e ct or/Te~' s Signature /0 " Reg.# .Superintendent's Signature . · ~l e,K s .. ~1ewe..r Date Ins ector Tecihnician Print or l e · · : 4925 Mercury Street'+ Sa,n Diego, CA 9.2111 + 858~496-9760 + FAX 858-496-9758 ,, ., ~ -~--=-: .·, ·.- DAILY RE.PORT O· Reinforced· Concrete Shop Welding Weather: 0 Date .... 1,-01 w CHR.ISTIAN WHEELER. 0 Pre-Stressed Concrete 0 Field Weld!ng ENGINEERING Project# 20 .z., Permit# CB . t>t Engineer 0 Reinforced Masonry D Fireproofing otherwise, the work observed Is, to the best of my knowledge, in co_mpliance with th r . D Epoxy Anchors o _______ _ Mercury Street+ San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 .. , '.·; ·' -~ 'j I l j .,l j :j DATE: "1'.ay 29, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1702 EsGil Corporation 'l.n Partners/Up wit/i, (jovemment for '13uiUing Safety SET: II PROJECT ADDRESS: 2261 Rutherford Rd ~.A.P~NT ~ JURIS. D PLAN REVIEWER D FILE PROJECT NAME: Building 8 -Structural Upgrade (Callaway Golf ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 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~ D Es,gil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Andrew Tarango Telephone#: Date contacted: 5/29/01 (by: Abe) Fax #: Mail Telephone Fax In Person [2sl REMARKS: Applicant to carry approved set of plans to the city. . he Building Official shall review the special inspection program submitted by the p ,cant. :sy: Abe Doliente Esgil Corporation D GA D MB D EJ D PC Enclosures: 5/29/01 trnsmtl.dot 9320 Cbesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: May 24, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1702 EsGH Corporation 1.n. Partnersli.ip witli. (jo_vernmen.t for 'Bui/ain.g Safetg SET:I PROJECT ADDRESS: 2261 Rutherford Rd PROJECT NAME: Building 8 -Structural Upgrade (Callaway Golf) D APPLICANT D ~ D~EVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. r:g:j 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. - [8:1 The applicant's copy of the check list has been sent to: Andrew Tarango 12220 El Camino Real,# 200, San Diego, CA 92130 D Esgil Corporation staff did not-advise the applicant that the plan check has been completed. r:g:j Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Andrew Tarango Telephone#: 858/793-4777 Date contacted: sf '2 ~ /o, (by: k,K) Fax #:(?58') 19 3· '-/ 18 ?- Mail '-"Telephone D REMARK$: Fax ....,.....--In Person By: Abe Doliente Esgil Corporation 0 GA D MB D EJ D PC _ Enclosures: 5/1A/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ,t . ,; Carlsbad 01-1702 May 24, 2001 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2261 Rutherford, :Rd DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/14/01 · REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): PLAN CHECK NO.: 01-1702 DATE REVIEW COMPLETED: May 24, 2001 . This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is _based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections on the original tracings and submit two new complete sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon whi.ch each correction on this sheet has been made and return this sheet with the revi$ed plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulfing from this list? D Yes D No JO; Carlsbad 01-1702 May 24, 2001 • GENERAL Please make all corrections on the original tracings, as requested in the ·correction list. Submit three sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The-City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are Sl:lbmitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until .review. by EsGil Corporation is complete. • Pl-ANS · 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California-license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 2. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. . • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following.checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUClURALCONCRETE FIELD WELDING EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED· OTHER ·REQUIRED?. X X X X REMARKS 3. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. ,( )· Carlsbad 01-1702 May 24, 2001 4. Show the size of the bracing at line 3..6 as called out on sheet 34 of the structural c~lculations. Refer to detail 2 on sheet S-5 of the plans. 5.. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 6. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plahs. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 7. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California .92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. ,( ~ Carlsbad.0l-1702 May 24, 2001 SPECIAL INSPECTION f>ROGRAM ADDRESS OR LEGAL DESCRIPTION: 2261 Rutherford Rd. ----------- PLAN CHECK NUMBER: (>1-1702 __ OWNER'S NAME: Callaway Golf ____ _ I, as'the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. USC Section 106.3.5. Signed---------,.--------- I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed _____________________ _ 1. List of work requiring special inspection: D Soils Comp.Hance Prior to Foundation Inspection D Structural Concrete Over 2500 PSI· D Prestressed Concrete D Sti:uctural Masonry D Oesigner Specified D Field Welding Engineer's/Architect's Seal & Signature Here D High Strength Bolting D Expansion/Epoxy An·chors D Sprayed-On Fireproofing D Other ----~ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. ,,: Carlsbad O 1-1702 May 24, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-1702 PREPARED BY: Abe Dolient~ DATE: May 24, 2001 BUILDING ADDRESS: 2261-Rutherford-Rd BUILDING OCCUPANCY: B/F-1/S-1 TYPE OF CONSTRUCTION: V-N BUILDING AREA PORTION ( Sq. Ft.) Structural Upgrade Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb !~lclg. Pernit ~ee by Ordinance !~ I Plan Check Fee by Ordinance ~ Valuation Reg. VALUE Multiplier-Mod. By Ordinance Type of Review: D Complete Review 0 Structural Only 0 Repetitive Fee .,. c=iJ Repeats D Other ~ Hourly .__ ___ ..... sJ Hours* Esgil Plan Review-Fee * Based on hourly rate Comments: ($) 1 $653.63) $522.90] Sheet 1 of 1 macvalue.doc I. I I I I I I I I I I I I I I I I I I PRIME STRUCTURAL ENGINEERS 11858 Bernardo Plaza Court, Suite 105C San Diego, California 92128 . Tel (858) 487-0311 STRUCTURAL CALCULATIONS Callaway Golf -Building 8 Seismic upgrade 2K1-130A Sheet 1 thru 147 I ·~t I I 1-. ·I I I I 1· I I I 1· I Ii~ ri . ~.ce-1, ~of -l&<:o~ ~r\f::1.1 Y11~ frlt1 ~ P . -Z.,jl~e-1 ~t~~ c/, -~ w.D...tJy.,. P( 'l,,co/ \?~i::; Its:' 0:1 IX'(.. ~AJ\~7 ~ e½t''D/v. ~f·ttb'f 0-r6 M-\7v' '("ll,..-t--\v-.c;; \'?f' u_~ 1}}t~ f>f -\l>~~ ' . ' ' ···. · .. /• !_.,; . ~' ........ • J ,' ' i I,' . --,--. -. -., ,---..---, ... ,.__. ~-----------~~--,_____· -~---P--R-1.MEJob: ~~--t~ . . , ,,. ~ .. -8.TRUtIURAL Date: t O 1 : ENGltlEERS Sht 7j;- ~1: I / I: 1 1 i I ' •· ,. ' 1: 0 -· :1; I .. ' : I: I. ' ' . t I ; . ! ., . : .! i · ! ! I • -(· I I -. I ~r=~.--·. _ _:....·· _·_· --------:--,-..-,..---,---·-!_' _· ---:------~~----: -'"---'-!-----,--; ' I --I---'-,------,.------'---~------~· I 1 I I •0 I I I I I ·1 I I I I ·1 I .I ~: I I '· 'Jl'il·· o. > f.PRIMEJob:'lrH9.ilA STRUCTURAL Date: t;/or 'Q ENGINEERS Silt: . ~ LATERAL FORCE ON ELEMENTS OF STRUCTURES, (SEC. 163i OF 1997 U.B.C.) Seismic Zone 4 N +: <---Roof Fp= ap Ca IP (1'+3*hx/hr)Wp Rp <-1st Fir h1= h2= ap=_ Ip= Rp= Soil Profile Type = Near Source Factor Na= Ca= Fp= Fp= Fp= Fp= Total Seismic Load= Roof Reaction = Base Reaction = Maximum Moment= Maximum Moment occurs = 16;50 ft ' 5.50 . ft 1.00 1.00 3.00 Seismic source type = (A=1, 8=2, C=3) Closest distance = 4 (SA=1, SB=2,SC=3,SD=4,SE=5) 2 10.5 km (When soil properties not known, use Type SD per section 1629.3. Exception) 1.0 (if Na >1.1, check w/ section 1629,4.2 for special condition) -0.44 0. 1.5. . *(1+3*hx/hr)Wp \ ©J~1 0.587 0:308 0.733 *Wp at hx= hr * Wp for hx=0 to hx= * Wp at top of wall 0.7*Ca*lp= 4*Ca*lp= 5.94 ft Q.308 1.76 Where Wp=weight of wall psf 0.00& >{ 1,1) + ( 0,1 7;? -·O.?108)( 1,?},.15,tjr.f)>-:1/2--""Jo. ltl/ 10.28 8.14 2.14 7.63 1.1.0 *Wp ~t-- <rWp· *Wp *Wp-ft ft from base Equivalent Uniform Seismic loaf:i = for Wall Design . weq= 8*Max. hrA2 Anchorage Force .at roof= 12,100 *.J/::JJJ. ap= 1.5 1· 1~.,-1./~:~::.- I I I· I I: I I I I I I I I I I ,. PRECAST CONCRETE WALL DESIGN Considering P-Delta Effects SEAOC "Green Book" To iterate P-Delta eff~cts to convergence using 19!;)7 UBC Load f~ctors. . STRUCTURAL Date: 6/ 01 r;.-PRlMEJob: w~1wA 'Q ENGINEERS Sht: ..... A-. DESCRIPTION: DESIGN DATA: re= Fy= Phi== Seismic Factor= Wind Load::; 3,000 60,000 0.88 0.308 21.62 C) CHECK EXIST PC PANEL psi Min. Vert. Steel % = psi Min. Horiz. Ste~I % = Max Vet. Spacing= Max Horit. Spacing = psf Beta1 = in 0.6 x Rhow Balance = 0.0012 Clear Wall Ht = 0.0020 Total wall Ht= 18.00 in Ht/Thk Ratio= 18.00 · in Eccentric Dead Load = 0.85 Eccentric Live Load = 0.0128 ·. Load Eccentricity = Reveal Depth= Reveal to Bot= 8 ft Shall LL be used with laterialload combination? Y=1,N=0-> ~d.dltioo.al lmfj,QS.fi.d. LQad.s.: WallThk.= Rebar Size# = Rebar Spacing= Depth to steel= Rebar @ Reveal= d@Reveal= Steel @ ea. face= DESIGN SUMMARY: 5.5 in Axial Unform bl= 413 4 Axial Uniform LL= 0 18 in o.c.Unform Lateral Load=· 5.8 2.75 in X-dist. to Bottom = 0 18 in O.C, ,. )_(-dist. to top = 22 2.75 in Seismic=1, Wind=2-> 1 1 (1 for single layer, 2 for dou~le layers) plf plf plf ft ft LATERAL LOADINGS (U=1.32D + 0.55L + 1.1 E)) for seismic load combination. U=0.75(1.4D+1.7L+1.7W) for Wind Load Combination. -Wall wt= 68.8 psf Wind Load x t.275= 27.6 Seismic Service= 15.1. psf Factored Seismic= 23.3 Point Lateral Load = X-dist to Bottom = Seismic=1; Wind=2-> 16.5 ft 22 ft 36.0 143 plf 260 plf 6 in 0 0 # 0 ft 1 I I,..::·,,. .:,~ l,{ ' ~ I I I I I I I I I I ., PRECAST CONCRETE WALL DESIGN Considering P-Delfa Effects SEAOC "Green Book" To iterate P-Delta effects to convergence using 1997 UBC Load-factors. DESCRIPTION: CHECK EXIST PC PANEL SElSMlQ QQ_MBINAILON VERTICAL WIND QOMBINATION VERTICAL \ PRIMEJob: ~l-l?;,Oft- 1 ~~ STRUCTURAL Date: t6[o 1 ~ENGINEERS Sht: Cz: •. -Loading @Reveal Loading @Reveal P axial= 143 N'.A 143 N.A plf P wall= 1,404 413 1381 413 plf P/A= 23.40 . N.A 23.10 N.A psi 0.04'*fc= 120.00 psi Pu-Axial= 189 N.A 150 N.A plf ·c Pu-Wall= 1,853 N.A 1450 N.A plf . Pu-Total= 2,042 N.A 1600 N.A plf ANALYSLS· SEISMIQ QOMf3lNATION WIND QOMBINATION At Reveal At Reveal As(eff)=[Pu:tot + (As*Fy)]/Fy = 0.167 N.A 0.160 N.A in"2/ft ' a'=(As*Fy+Pu)/(0.85*fc*12) = 0.328 N.A · 0.314 N.A in 'c'='a'/Beta_ = 0.386 N;A 0,369 N.A in Phi =0.9 -2*Pu/(fc*Ag)= 0.88 N:A 0.88 N.A Mn=As( eff)*fy*( d-a/2)= 25,967 0 24,895 0 .. in-# Mu= Phi*Mn= 22,835 0 22,003 0 in-# E:=57000*(fc)"0.5= 3.1E+06 N.A 3.1E+06 N.A psi n=29000/Ec= 9.29 N.A 9.29 N.A Fr=5*(fc)"0.5= 273.9 N.A 273.9 N.A psi Gross section modulus= 60.5 N.A 60.5 N.A in"3 . Mer (cracked Moment Cap.)= 16,569 N.A 16,569 N.A in-# I gross= 166.4 N:A 166.4 N.A -.in"4 I cracked= 8.9 N.A 8.6 N.A in"4 I ~<7; .1 I I I I I ,, I I I I ·I ·1: ,\~ I I ,, • ~ •• i: w -.n~ f-:H?; ~ I }.rm ~:i~:~, 01 --,li'ctL .-?!n'~ 1t1J·tA1 -,. ,. , ·-: ;~:l.~ '.pRtM~::.~Ti---------~------~--'-------~ -SIRUCJllRAL _____________ _ U~kW.A-¥:. ~1,,,f -tf_ttf\JJT31?.., · ___ · ___ ~ . ENGINEERS Sht: 1 -.~'.-1'. kkWKA--L. ANIVLfilS : ~....:.___,_-------~-- --'~· · ___ ,-'~~\/ "-~ LlLI-\AJ ~ Q,Jf~~lt:£.) .-\Al-.::-_ 0 ~~vJL..o.,.-.,,...-------+---'--., --'---~-- . ~-,--_-~-,---~'--'-'----f....!.C-::_.1ai"-b"(o.t<A),__,, ______ ; __ :-,--·:,, ----,---'--.......... : ...c..-· c---i-_i,_·_, -~- I i· ! I ; ) ' . i. : -1------...,--,.---,-----~.:_._ -1 _,_. --------------,------'-~--- I I ·-i I l -I j I I . I l I ~1 I I -r I 1 j I 1 ~ ............ --.~ ...... _lf.~~ . ...,1--0-1·~--!ITT-· -;,+-: t-J-----l--'--1--~·--~--+-----t-----'·;---1---1-,......-f~__,-+--+--l-------l----l---1-+--1-~1----------'-----+-----!-- ! I 1 •. I I I i i. -~ I -1 i j --- 191 ! ~· I I I •• •• l ·-l I i I l i I ' l -. ! j I l I i I i ! ; 1 ! .1 ·1 I I I .I. I I ' .,, I I I. I I I .I I ''s3B -. ,. s(!B04i~7i01 [ APRI MEJob:2/l{-{ioA a!!:li2v1soh4i,-te1.,-... m:,t:,,_,,·_., .,.,. ,-~-21:1-1.2.{; '-"-~S ETNRGUICNTEUERRASL sohatt.e:f:im • -_ tli~-,,~1 ~_::--_, 1 s or.r,,--r 0,. . -Oi ~ --• r:.uu,,Mlslp9v1sf.ih4148T --L..-\o. £O)s0p1(:, %!:12vi);Oh3T · 'SPAN ~ENHTH ::: 50:0(i,. ft (Bi-mpie Spiin) UNIFORt-; LOADS ln~r! " '.:} l (k/ft & ft) Xl 1:340 0:60(1 0,00 1.035 C,100 24:(1(1 50.(l(l REACTIONS (k) L[Jf1D U.ve Total Vd ffitiX = " . 11 max = M~ max= Live Dea'd -31-: 438 2°7 = 632 0, 000 (}, f!OO 3i:,433 21,-632 3fz44 k @ 36?e7'3 kfi; f 368.79 kft@ 0/EI 1&552C1b4/EI . 0:00-ft {1;(}(} 'ft 23:4& ,f.t 2::\ 4b Tt X (ft) 24:l7.3 {J,00 midspan TOTA~ Defl . Ei L / 180 L i 240 L / 35!) 4f35'?!3088 55257452 %386176 I -~.,,._- ',\•' ,, ' ''--..? I I I I I. I I 1· I I I · 'f.3D n {kfft i~ ft) 0:00 2fi, (:i) 26:00 78.00 · XEAC:TIONS O~! Live Total V ma:( :: Vd max== ff {t~~ = Md max. := Tot:al Liva Deact L / 180 L / 240 Li 360 LEfT C.000 50, 76 l: 5(fe 76 I{ 1050206688/EI 0/EI 1050147852/EI r:r !..i 10195-,93-1 2&9283776 403925664 50,755 0:000 50:765 J:fr97 ft 39r97 ft X (ft) 39,27 Or-DO . ' IE1rrspan I +~r -. PRTME-.Joo~· ffi ........ · ----f~A- _· _____ ., -~--------~-----. ------S-TRUClURAL-oate:--§7°-t--- ------------,----~--,.--·--, . ~~ -rE-NGlNE-ERS-sht: t\ ~1~~--~C.U.~-~Jl\APt1·U-&-r.0., ... -"'--~-----· --~----------- ' \t_:.:···· ! . ~I ' . @.-L--1wr(Q _... . ·. . .,t l~-fu-rd,t.apl,,7~4° ~1£.I. 'liY PvY,t))f}' -· ~-----,...~--<)~:~-'--', _, /~--:"': ~'~L.:.J(__L x 4~ c; .. . z4o f·'-'--'lf"--. ---,-...-~· r§/-19 d.: (!,. (/.;. ~(# ... , tL 1-; · _____ , _·,-'-1-71_, '__,_:_1._4____,...._-_4 ______ ..c.-,-_' _____ '._1)~~ JJi~J_ ~:1:;ifJp.~l+-_· --- ~Lb·'r ,--OJ.d,... . -l-: ---'---'----'----,..---------------------~---,----,------'------''- -.. ' J • ; ,------. ~1::. ' . I. ·{){L -..,.-, ------,.... ----,-----------"--------::;=-------~~ ;_· ' ' •, I l : IU-( ~'( -1/2, fl p't..,,t-f{I.)£) .· : : ; ·w:fIOd@ Z'/2. -Lf-lk:·, . 0/L -'-------,...~-------------------------·1.· ! I ~i.---.:----_,,-=_-=_-=_,.,-=_-=_-=_-=-_-=--=_-=.-=_:-=.:-=_-=.-=_-=--=_-=--=_-=--=--=--=--=--=--=--=-~~--~--_-......v-~,\ ~~=R~~~ft- ------,.--.. -----'-------'---,----.----,----.,.------~-~liiiilfl,jr.)~£NGINEERS.sht· /i,. ~;~'. • L~ A1JA1J{E1~ -~---------. -I . r/J} o,fR'.nON • • ~ .·. : Af;, ~. l72.J~ t2f',,,_: ~20 !lo~~"<=--:---- , 1 I .At I-,-_.,.· . . . I ' -:vi__..' ---::--. 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', I :· l fl \''..: I I l I I 1 1 I ! I ; I I I I i ; ! I ' I l I ! ----! . 11 1,:. ; 1 ( i j i ! i I i ii i 1 ) 11 1 : ; i 1 1 1 i , 1 1 I I i i I l l i I l j I ! . I ·1 I I l I l i l I I i ·-·-! I i 1 I I I ' l I ·1 l I I I I l I ! ' l 1w~{~. ! ,. ,, I I I I i l j' I --i I I ; .1 ' : ! i .-, ! ' ; ~ I I I l ' l ! I I I - i -I I I } I l I I J l 1 I I , I I I -• I l l I l I !· I I I I L-I --" ! I l I ·--r-i l I ! ! ---I j I I ; I I I ! l ·---I I I l i .. I I l .. i I LI i l I I ! l I I l I I ·:r I ,I . I r· I I I . ! ~ i '' l ! ' i l ! I I i ! ; ---- I I i 1 I ! I I I I r I I I I I I I 1· -~~~. ,\_.'.1'"'. ., , .... , , _____ , I I I I I I I I I I, __ ·-1- 1- I I I _,. ? C CONCRETE SHEAR WALL DESIGN (PERSEC.19211997 UBC) U=1.32D + 1.1E + 0.5 Lf U=0.99D t 1.1E DESCRIPTION: LINE 2 w = o.os kips/ft P1 = 56.80 kips P2 = 12.00 kips h1- L 1 = 0.25 ft Vu-> L2 = 24.00 ft L = 24.50 ft h1 = H= 0.00 ft _16.00 ft H 0.00 I\ a1 I a2 uniform loads (w) P1 I I L1 I L2 V L a1 = a2= . , ...... --· PRIM e Job:2 iq-f~ A STRUCTURAL Date· 6/cor ~ ENGINEERS Sht: 11 0.90 =PE (kips) I V P2 I I I V 0.00 ft 0.00 ft Vu= WallTHK= Eff. THK= 90.10 kips 12.00 in fc= 12.00 in fy= 3.00 ksi Seismicfactor= 1.10 Av= Vn= Ve= Vu= Vs= shear reinf. As req'.d= SHEAR REINF. 3528.00 in"2 1108.91 ~ips 386.47 · kips 99.11 kips 0.00 kips #4@ #5@ #6@ #7·@ 60.00 ksi Acv*SQRT(fc) = 8*Acv*SQRT(fc) = Phi*Vn = 0.60*Vn = Phi*Vc = 0;60*Vc = Vu< 0.60*Vn O.K. 0.17 14.00 18.00 18;00 18.00 in"2/FT in 6:C. in o.c. in o.c. in o.c. H/L= 0.65 193.24 kips 1545.89 kips 665.35 kips 231.88 kips e}(\_<gf ~" 4C#-') eA0 '10_ v GA· f Al~ -b 01.Z. CHECK HOLDOWN REQUIREMENTS. U = 1.1E t.0.99* DL Uniform load = Wall wt= Point loads = Sum.P = Holdown at left end = Holdown at right end= Holdown Bars #5 re-bars= #6 re-bars= #7 re-bars= #8 re-bars= 2.16 kips 58.80 kips 68.80 kips 129.76 ·kips O;OO kips 22.68 kips left end 0.00 0.00 0.00 0.00 As= As= 0.00 inch"2 0.42 in_ch"2 right end 2.00 1.00 1.00 1.00 z :.-{lrS ~-v -o-~ i-~~ ~~ eA--'f Ace, (t?-{,t- I .If? ~''. ,I I I :( I I .I I 1- ·I - I· I: I ·1 I -CONCRETE SHEAR WALL DESIGN (PERSEC.19211997 UBC) DESCRIPTION: LINE 2 Check Boundary Member Requirement. Pv= Pu= Po= 0.1*Ag*fc= Mu/(Vu*lw)-= 3*1w*h*sqrt(fc) = Flexural Design 64.88 Kips 85.64 Kips <0.35*Po, O;K. 8974.06 Kips= 0.8Q*f'c(Ag-Ast)+fy*Ast 1058.40 Kips 0.65 579.71 Kips Boundary Member not required 1585.76 ft-kips 1.33 sq.in Vu= 99.11 Mu= As req'd = As min= As max= Beta= Rhowbal= 10.66 sq.in (200/fy * b * d) and 3~sqrt(f'c)/fy*bw*d 51.30 sq.in (Rhow bal * 0.75 * b * d) Q,85 0;02 As req'd * 4/3 provided = \ :1_ i\ K' #4 re-bar req'd= #5 re-bar req'd= #6 re-bar req'd= #7 re-bar req'd= #8 re-bar req'd= #9 re-bar req'd= #4 dowels ~t slab on grade . Avf req'd= Vu/(0.6*Phi*fy) = #4 dowels.at 17 "o.c. Check niin. Vertical reinforcements 9.00 6.00 5.00 . 3.00 3.00 2.00 As .1.80 sq.in 1.86 sq.in 2.20 sq.in 1.80 sq.in 2.37 sq.in 2.00 sq.in 3.24 in"2 * * r APRi°MEJob:2-r--1,·lio_A- STRUCTURAL Date: 5/ 0 1 ~ ENGINEERS Sht: ;l% Kips As r~q'd.= As req'd= 0.29 in"2/ft for #5 and smaller '-----. o.36 in"2ttt tor #6 and 1arger ~ ~C 1/) e Us "o.v #4 @ 8.00 in o.c. · #5@ 12.00· in o.c... !??\---f--/Jd.,A~-.- : @@ 14.00 in o.c. t 4---l\6lv) eA-taklD __ 18.00 in o.c. ~f fJ. Aipnr11dfof~ 0,?J11Vl -1~ ~ :I ,, ·-------~--~~--.,._...........----------.~~ PR1·rvrE·Joo:~111---- --~-----------.,.------------'-----.:___ --51-RUfrTURAtDate~,___- -=------~----__,_~---------,.------~ ENGINEE-RS-sht:-_fq . ~--.CAJ-.~-~-l~,,,-·--.~-~-e,_u.-· -__ u.J--~--£~:-------~------- I ·tPit : tP~. i ' -'-~--?!: , :· fr J~.·~ -----,-----~1......,.f ____ :. _~ __ .) __ ..• _f_· _l,_: __,. :-----,---'-------'--- ~ L .. --· ~--==--· j · ! ~i.rr FTbl . I : ;fb~< (!JtO!? K -, -: ~-----~'--'--'--------------,----:>--.: --~----.,---;-i -, ,~, ,-M---;--r::1-~-e---'--~- • ' • ' . I ' P'/f/ ' J. I • .· , • • I • . , ; I ~112 1)1., ONG'/ ; ' ' : i. I : L,{ ~ 'IAD : ' : ' ! I • • I ! ' I -~~>-. --~:·~: .. I I I I I I I ,, I I I I I ,, Cone lvei ght Surcharge = Foi)ting f Sun.fl, :: 0. 1'5 kcf 0.00 ksf 1t5.0 iBf UNIFORM LOADS (k/ft ti m . i 2 3 ?GINT LGADS if, \j\ 2 55.i:JO i:;r n· ~n,oO 12,00 i2:(10 (~1:00 48,30 0::00 -48i30 REsu1 T tsr~rn (. ,. -"' -Y.,; CASE V • 189,54 Hi,18 U• t:''1 ~JI Y. " ft) ·3 ~{:. t!" .,~,oll 12:00 -48,30 i\Q :i:·1 1u-,,jt_, tt & ksf} 2 i0:12 2,43 0:00 tt min 150:05 27L:25 0,00 -42,49 V ~a: = &7.46 k M fiit-t:~ = 271:25 kf·~ M ;in --~2:,49 kft · Xi. 1,(10 X 7.50 30:50 7 t::tt ;;i.tV 30,50 3 .-, ... , l ;! l..f.., ! 7 1,49 0,5() 3 39.73 15tL22 0.,GO ... X2 05/01/CH 2Ki-i 30t\ f.!:11'; f' -' APR IM E Job: .Q..{Cf-(bltA ·· . STRUCTURAL Date: 16/~r ~ ENGINEERS Sht: . u I I I I I ·1 I I I I I 1· ,~ I. I ., Li.NE 2 LRfD f ooti-ng LEt{G~H = Footing HIDTH Foottng DEPTH = ~-00 ft :: PO.INT LDADS (k & ft) i 2 3 RE.BULTANIB (t-· . :-,.i ft & ksO GASE Mi.!I o, !l MAXIMUM FORCES ·(k, kft) CASE 2 V. ma>; 4i.79 ':lL29 M fllil½ 166.77 370,0/i " n min -Q,00 -4'.Ui3 X 7 /50 30,5(1 7,5() 30,5(1 3 5Qe23 241153 -10 .. 1-'3 04/30/0i 2K1-t30A rAPRIMEJob: ;2f~l-l2'0A STRUCTURAl Date· L:?1,o r ~ ENGINEERS Sht: .2,,/ I ·l·:t:'i'. ,.._.'}/' ,~ " . I I ,_ I I I I I I I I I I ·:;J., LIN~ 2 LRFD DESIGN DATA SHE,\R DESIGN Vrr = 1(17,4 k Av min= 0,50 si/ft Av ~tr = 0.00 si/H Av = 0,60 si/ft b = fO.(iO in h = 24.00 in ti ... 201: (H) in Ve .= 107;3 k Vs = 0: 1 k S raax = 10.00 in i I} I"\ ~1 • l 1f J bti.rrup @ 4. 4.n '1 ;i. I'.\ :¾·,. ~ n J bt1rruµs@ 8.811 i D 4 Stirrup @ 8,0" 2 ~ 4 Stirrups@ 10to~ FLEXURAL DESIGN . Bet ii 1 = 0, 85 A? min= 4~0U si As mcrn = 12i: 83 sj K+ 1ax = 370,1 kft Hn+ = 411,2 kft As 5tr = 4140 si As = 4,40 si * 0 U .,1 fti.j. Bottom Steel i·!o~ Bµuce ·22,0· 14,2 iO, O 5.2" _ 7r3 S-:511 5,6 8;,7!; 3.5 13.0" l'i-min = .• 42,_1; k ft Mn-; -4724 kft A; -ctr= 0.48 si ~s = 0:64 si Top Bteel Nn~ Spt?ce 3r2 13,on -2.1 17,3" L4 26,(ln 1,1 2Ei~U\l (l,8 OJt; 0,5 .(l,4 'APRfMEJob: 2-f.L{-1'bOA STRUCTURAL DatP' 6/ O ·1 ~ ENGINEERS Sht: t-i- J I I I I l ! l i/11 ~ll~E-~oo:r41-t<w-r-r,\·r·-r-t ----i , , , ii~-TRUCTURAL-r.>ater-6f:bl · ; ! : -·-,,j i • lj j II • ' I AA. I ' I ___ , • ; i -£NGINEE-RS-sht~ i ! 1-- i i · l ; j ! ; I ! I ·1 · i l : ! I I ! :1\~; 121?Mt!l WJ,E{ ~,Ii _µl\lJE@} l l 1 ! : . l lll ! Ii ! 1 ! ! ., • • II I I 1' i I II i ; I ' • j ' 1' ! ! 1' j 1' --+i::._:-l--+--+--+---1-!------'-----+~l-t--'-;-! __,_i --+---+-.--+i---:il,-.-i I t j : t ( i ; i I .~ L · 9 /A}_:z~)i '.2.J~ !~ ,,~~,17..t:1 >oJi~4'°''1&t.q~ &~~I/SI I i ' ! I ··1-----+---+-!L_\· lF--'-I I ! ' ·1 I -r-I -. I ' u ' ! ', I . ' J--i 1 ,A I r 1 1 1 1 ·1 ! i I i . ! 1 __ , 1 · : i i i I I I 1 I I ' I l I i i --1!· 1 l ! i l I 1· l . l I ..! I i ! l 1 1 \-~l ~A~ b1J 1) 1A1f HtAJ~m Vi:\PAc,,-L)n-1; ! ! l i I i ,., i., ,.J. 1 Y'L _ 1 r 1 1 ·1 1 ·1 1 7_:;; .1L...-l 111 . , , , J,,__:! --t--+----t--t---:::-+-~1> r-rx -11:f-iJ:_M,&. f-Jl,ft J;_&I ·f" ~ tt.:lf2_-"'+~-T((#_. -i-! _,!,----+ _ _,__-l----l-----l-,-+---f-- l--'--t---+--+----t-~.-.......,=---,-JQ2,~ ~, C,. 1 ° / l . ] 1-: l I ~-\,: . I I I I I I I ·1 I I I I I . I I .2./4-~riio A , J.PR\MEJob: <-lf)/ . : · S1RUCTURAL Date:~ ~ ENG\NEERS sht: 1" - ~00 l1oL-,OOvv0tJ 6-vH\Je 'Z tB; 1.fl> / Z-~ D DOUBLE SHEAR DRAG CONNECTION WI A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 1 LOAD FACTOR = 1.7 Fyb (ksi) = 45 theta max = 0 tm (in)= 5.5 depth= 15.5 inch Fes= 58000 psi ts (in)= 0.375 depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN = .. -5600 psi . SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Em= Am= Es= 1700 ksi 85.25 sq.inch 29000 ksi As = 2.25 sq.inch Nominal Bolt design Value Z = D*tm*Fem/( 4Ko) = Z = k3*D*:ts*Fem/(1.6(2+Re)*Ko) = Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= TOTAL# BOLTS = ROW OF BOL, TS.= BOLT SPACING = Z min= 3 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 4 INCH CONNECTION GOOD FOR = 28.65 KIPS 7700.00 5714.59 7736.06 5714.59 Pound 3 0.983 1-~ 111::· ~:_:,_;,,-, I ~ l~T (]) eAt41 ttJf\l~J e.. u1'.] G@.) 1@ DOUBLE SHEAR DRAG CONNECTION WI A36 SIDE PLATES ------------------- Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 0.875 LOAD FACTOR = A PR! h.1 E Job:tlk·/--r~o A STRUCTURAL Date: 6/ 0 I ENGINEERS Sht: 1h 1.7 I I -Fyb (ksi) = 45 theta max = 0 I I I I I I I -1_ I I I I tm (in)= 5.5 depth= 15.5 inch ts (in)= 0.375 depth= 7 inch MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN=, 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH - Fes A36 Bearing Cap. = saooo psi Nominal Bolt design Value Z = D*tm*Fern/(4Ko) . Z = k3*D*ts*F.em/(1.6(2+Re)*Ko) Fes= 58000 psi (Bearing Capacity) Em= Am= 1700 ksi 85.25 sq.inch Es = -29000 ksi -- As = -2.625 sq.inch = 6737.50 = 4468.59 Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0~5= 5922.92 TOTAL#-SOLTS = ROW OF BOLTS·= BOLT SPACING·= Z min= 2 BOLTS . (BOLTS/ROWS) n = 2 ROWS Group Action Cg = ·3 INCH CONNECTION GOOD FOR = 15.19 KIPS 4468.59 Pound 1 1.000 I L ":\· -.,' I I I I I. 1· I I I ,- 1 I I. ~:; I I etl~ DJfA-&l tcNi'J ~ U/Jf? &:J if@ DOUBLE SHEAR DRAG CONNECTION Wt A36 SIDE PLATES ------------·--·----. --------- Per chapter ~3 of 19~7 USC and 1991 NDS SOLT DIAMETER = 0.875 LOAD FACTOR = Fyb (ksi) = 45 thetamax = tm (in)= 5.5 depth=· 15.5 inch Fes= p F< I i\/1 E Job(l.~l?dQA STRUCTURAL oate;1?/0t . ENGINEERS Sht: He 1.7 0 58000 psi ts (in):::: 0.375 depth= 7 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN= 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH . · Fes A36 Bearing Cap. = 58000 psi Nominal Bait design Value Z = D*tm*Fem/(4Ko) = . Z = k3*D*ts*Fern/(1.6(2+Re)*Ko) = Z = Dl\2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))l\0.5= E'm= Am= E;s = As= Z min= TOTAL# BOLTS= · ROW OF.BOLTS= BOLT SPACING = 6 BOLTS (BOLTS/ROWS) n = 2 . ROWS Group Action Cg = 3 INCH 1700 ksi 85.25 sq.inch 29000 ksi · 2.625 ~q.inch 6737.50 4468.59 5922.92 4468.59 Pound 3 0.992 CONNECTION GOOD FOR= 45.20 KIPS .L.. <'31 ,124~ N-&f pvrv1 oU tldd, ~-r /1P I 1~, ~,,· ~-.· ··~' I, 1· I I I I I ·1 . 1 I I 1· I 1· I ,. DOUBLE SHEAR DRAG CONNECTION WI A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1991 NDS BOLT DIAMETER= 1 LOAD FACTOR = Fyb (ksi) = ,45 theta max = tm (in)= 5.5 depth= 15.5 inch i=es= r-A: · PRIME,lob: 2-Jg-(oVA STRUCTURAL Date: 16/. 0 I 'JiJ ENGINEERS Sht: 1/1 1.7 0 58000 psi ts (ir:i) =. 0.25 depth= 11 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH . Fem PARALLEL TO GRAIN = 5600 psi, SIDE MEMBER OOWEL BEARING STRENGTH Fes A36 Bearin·g Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts*Fem/(1.6(2+Re)*Ko) = Em=· Am= Es= 1700 ksi 85.25 sq.inch 29000 ksi · As= 2.75 sq.inch Z = DA2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))A0.5= 7700.00 5520.48 7736.06 5520.48 Pound TOTAL# BOLTS = ROW OF BOLTS= BOLT SPACING·:;: Z min= 6 BOLTS ·(BOLTS/ROWS) n = 2 ROWS Group Action Cg = 5 INCH 3 0.985 CONNECTION GOOD FOR= 55.45 KIPS <-18 11 ~ N. 0· . fJ117 v,'d.e tl dd --! AltvJ HP · · ,_2J{z(.-1 CJ O ), I. ~ : ,;. ~-~p ~-er1~1R-~l:J:a~:,,."°b ~ f ----·..,-..,. --· SlRv · v n:v t~.!::':f~ .... -; . . . . . ' . ' . . ~ -EttGlNE-f.RS.ShL ---. . f::,,~ !?;Ctc;;-r ~ e, cJNC@ f'ot'-C{)[08rN?P !lr&L~ -I ; ~ rli)_~--'------'------------ 1-~·-.: . /' -1 I ~1 l i '. r 1 ' I ' ' ' : fJ~tdiJJ:crQ1W ! i ·• ., : : biLii t:1~1-0 wt; 1~kt . .i.,...;..~r-........ trt.:::,__u_..:;.1....,,_..::.;l/i=t_..---=:e...""-:-=-01,J..,...,, 1 f:;,::....-; ·--.:-~=-o...c-e--~----.-. _ ; 0 -l. . : i ... .- ' ' ...... ' ~ ·; . . /4 ,.,:..,ti 17! u o-t-/1r:: 1~ 7 s-·,, I'? .A ___...._~d-~ -~I-~ t:~;b~?.,,,~x· ~-: ~ /P,b: -.. -· ~-~: _...,......__~.:1\--~r---.------,-jlo--------,----.-.. ----f-'-~-,----,-------..,........, -_--,--- '. ; j l •• \ . ,. . '. ,:.~. _· ___________ i '-'-l--'-----'------~---'----~------ I 1~-,/:·.·.'' I I I I ·I I I I I I I I I ~};_: .,tt,. I I ., Description: Member Size: Span Length= Max. Moment= Max Drag Pe= ,:,, le/d= Fee= F'c= fc= fb= Fee= Fb'= A PRlrJIEJob:-2-K:f-raoA STRUCTURAl Date: 'ff O l . ENGINEERS sht: J--8 CHECK COMBINED STRESS FOR WOOD BEAMS 1997UBC and 1991 NOS (section 3.9.2) BM AT LINE i-B TO C (A-to ~ tk?t--1tLAf-) Actual Size 5.500. X 15.50 (WIDTH x DEPTH) 26.00 ft. E= 1700 ksi 89.30 inch-kips Fe= 1.45 ksi 44:20 kips Fb= 1.00 ksi . Buckling k= 1.00 20.13 Cd= 1.33 1.26 Kee= 0.300 (0.3 for lumber) 1.02 ksi (0.418 for gl~) 0.52 ksi c'= 0.80 0.41 ksi (0.9 for GLB, 0.8 for sawn lumber) 1.26 ksi Cf=; 0.972 1;29 ksi (fc/F'c)"2 + (1/(1-fc/Fce))fb/F'b= 0.79 <1.0 MEMBERO.K. ext vr 4'-iol ~ -ro /L... I t, '· .. I I. I I I I I ·1. I I ·1 1 ... · ·1. I I I ;.PRIMEJob:t-~-1~v,A ' STRUCTURAL Date· 1?1 ° 1 . ~ ENGINEERS Sht: ?2° CHECK COMBINED STRESS FOR WOOD BEAMS 1997 UBC and 1991 NOS (section 3.9.2) Description: Member Size: Span Length= Max. Moment= Max Drag Pe= le/d= Fee= ]~··c= fc= ·fb= Fee= Fb'= BM AT LINE 2 -C TOD 5.500 X 26.00 ft. 89.30 inch-kips 59;00 kips 16.73 1.82 1.26 ksi 0.58 ksi 0.28 ksi. 1.82 ksi 1.27 ksi {fc/F'c)"2 + (1/(1-fc/Fce))fb/F'b= MEMBERO.K. Actual Size .. 18.65 (WIDTH x DEPTH) E= 1700 ksi Fe= 1.45 ksi Fb= 1.00 ksi Buckling k= 1.00 Cd= 1.33 Kee= 0.300 (0.3 .for lumber) (0.418 for glb) c'= 0.80 (0.9 for GLB, 0.8 for sawn lumber) Cf= 0.952 0.53 <1.0 I Irr:. ~.,.,_ -:: 1· I I. I ·1 I I J;ll:i~ l;i(fl I I I I I I ·~ I I Description: Member Size: ·Spa~ Length= · Max. Moment= Max Drag Pe=· le/d= .Fee= F'c= fc= fb= Fee= Fb'= A PRIMEJob: ,2/t.J.,.l?DA STRUCTURAL Date: 15/01 ENGINEERS Sht: __ i..:-1 - CHECK COMBINED STRESS FOR WOOD .BEAMS 1997 UBC and 1991 NOS (section 3.9.2) BM AT LINE 2-D TOE 5.500 X 26.00 ft. 89.30 inch-kips 78.70 kips 20.13 1.26 1.02 ksi 0.92· ksi 0.41 ksi 1.26 ksi 1.29 ksi 15.50 Buckling k= Actual Size (WIDT~ x DEPTH) E::; 1700 ksi Fe= 1.45 ksi Fb= 1.00 ksi 1.00 Cd= . 1.33 Kee= 0;300 (0.3 for lumber) (OA 18 for glb) c'= 0.80 (0.9 for GLB, 0.8 for sawn lumber) Cf= 0.972 (fc/F'c)"2 + (1/(1-fc/Fce))fb/F'b= 2.00 >1.0 NO GOOD NO GOOD I ···1~~-:1;~ .. ·~Jf ·I I I. I I I I I I PR~ rvt E Job: 2~!..::U0A STRUCTURAL Date:~ ENGINEERS sht: . ?J?-r CHECK COMBINED STRESS FOR WOOD BEAMS 1997 UBC and 1~91 NOS (section 3.9.2) Description: Memb~r Size: Span Length= Max., Moment= Max Drag Pe= °' le/d= Fee= F'c= ·fc= fb= Fee= Fb'= BMAT LINE 2 -D TOE 5.500 X 26.00· ft. 89.30 inch-kips 78.70 kips 16.73 1.82 1.26 ksi 0.17 ksi 0.28 ksi 1.82 ksi 1.27 ksi (fc/F'c)"2 + (1/(1-fc/Fce))fb/F'b= MEMBERO.K. Actual Size · 1'8.65 (WIDTH x DEPTH) .E= Buckling k= Fe= Fb= Cd= Kee= . (0;3 for lumber) (0.418 for glb) c'= 1700 ksi 1.45 ksi 1.00 ksi 1.00 1.33 0.300 0.80 (0.9 for GLB, 0.8 for sawn lumber) Cf= 0.952 0.75 <1.0 -l)J/ ru,uJ i-VL,--{7.?/cf Y lS ,,r or- I ·1:_'.7\. · ... I I I I .I I. .I I I toYLVle C1~ @ ~-Pi{§) DOUBLE SHEAR DRAG CONNECTION W/.A36 SIDE PLATES --....... · ----------------------- Per' chapter 23 of 1~97 UBC and 1991 NOS . BOLT DIAMETER= 1 LOAD FACTOR = · Fyb {ksi) = 45 theta max = tm {in)= 7.25 depth= 15.5 inch Fes= A.. PRIME Job: 12,(~(---[%A STRUCTURAL Date: ~'(o ! . ENGINEERSsht: ?;'JJ 1.7 0 58000 psi t.s {in)= 0.375 depth= 6 i!lCh {Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN= 5600 psi · SIDE MEMBER DOWEL BEARING STRENGTH Fe$ · A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = Q*tm*Fem/{4Ko) - Z = k3*D*ts*Fem/{1.6{2+Re)*Ko) = Z = D"2/{1.6*Ko) *{2*Fem*Fyb/{3*(1+Re))"0:5= Em= Am= · Z min=· TOTAL# BOLTS = ROW OF BOLTS = BOLT SPACING = 12 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 4 INCH CONNECTION GOOD FOR=: 79.20 KIPS t700 ksi 112.375 sq.inch 29000 ksi 2.25 sq.inch 10150.00 5714.59 7736.06 5714.59 Pound 12 0.679 I I I ,_,.: i .. I~ 1:- . ,· -,. I ' I I\ ! ·, ' l, . I 1 r ., • \ ,. ' I ·I'"""~ -'/:}}) "".J.,,•:;; I ,I I I I I I I 1· I I I I . I I ,, LOCATION: Braced Frame Member Design Per sec. 2213.8 of 1997 U.B.C. BRACE AT LINE D ,...-APRIMEJob:2;L::J-IZ;OA STRUCTURAL D~te: '5J01 ~ ENGINEERS Sht: 96 UPPER BRACES TS6X6X0.5 L= Pe= KL= r= A= KUr= Pallow= '·' LOCATION: 17.89 FT. -k= 1.00 125.4 KIPS LDF= 1.33 Fy= 17.89 ft. r req= KU(720/@SQRT(FY))= 2.21 O.K. 110/SQRT(FY)= 10.4 in112 190/SQRT(FY)= 28.01 97.14 Cc= 111.55 .B= 144.04 KIPS TS6X6X0.5 MEMBERO.K.. BRAC.E AT LINE 3.6 46 ksi 2.02 16.22 b/t O.K 0.70 UPPE~ BRACES TS6X6X0.5 L= 18.5 FT. k= 1.00 Pe= 116.85 KIPS LDF= 1.33 Fy= 46 ksi KL= 18.5 ft. r req= . KU(720/@SQRT(FY))= 2.09 r= 2.21 O.K. 110/SQRT(FY)= 16.22 A= 10.4 ih112 190/SQRT(FY)= · 28.01 bit O.K KUr= 100.45 Cc= 11.1.55 B= 0.69 P allow= 136.35 KIPS TS6X6X0.5 MEMBERO.K. I . • _J· 1 · ' ,....1k··· · P-R-1-M-fiJob·.l)L{----ti,oA · · ~~----------. ~ --8JRUCJ11RALo.~te· lf/OI -···-·-_,~i<Mi. u~ €-UNGc~ ~ ENGINEERSsht !!>I? . ~~:.._ ____ _ -r-- :~I: . Jk,,:;.____,~~-...___._._,._---,-----c---.--~--· -=---------,-----~-'------' 1J ~ J6 /tr, 1-i.-v ~ I w'l~ x Vt2:gf.~_. l ~v l!FP f PY 1/lf_::: _,--'q_?Jv_p_t ,P-'----~--~~.......,... _______ ,..._ >u/ (' ~ . ~ : 'l..k!.r er· ' : 11a" ~ ~4'-: Cf? I ·?M ' : --1-· -----'---f/;,~-.\~c-------,-.0~,~----.-'-~-----,---'---------'------------~ ---;--~-"'-,-----:-------:::::-..--------i------1---------------'----~ . I I 11-,---.i:::;:;._-----1----6----+-~--~--i-------i----_...;..----~,.f----.-~'-- : {1-~'ZG . M1s' . : _;,--.--I i ;·. _I: . ' . ~~---,....----------,-:...:-l~k,£-------'------,-------'----'--~ _,___,·· ,----'--,-: ~-~-~"'---:. ---'--~-; ~---'-----=----- . -' ,; I. '· . -. ·_ . : : ' -. . ' . ' ' : ·' ,........._--------~vbtlhL ~-l1~-=--'t,Vl1--=---_ --=-S__,.•-------. . • I I ,. ~. I 1· I I I I I ' I I .I l~\ ~ti\' '. I 1· I I I Description: · Member Size: Span Length= Max. Moment= Max Drag Pe= le/d= Fee= CHECK COMBINED STRESS FOR WOOD BEAMS 1997 UBC and 1991 NOS (section 3.9.2) BRACE BM AT LINE'.'3.6 Actual Size 5.250 X 17.47 (WIDTH x DEPTH) 26.00 ft. E= 109.50 inch-kips Fe= 59.00 kips Fb= Buckling k= 17.86 Cd= 1..60 Kee= (0.3 for lumber) 1.18 ksi (0.418 for glb) 0.64 ksi c'= -PR I rVI E Job:.7-JL/..-(J;b,k STRUCTURAL Date: 6/0 I ENGltJEERS Sht: ?J1 1700 ksi 1.45 ksi 1.00 ksi 1.00 1.33 0.300 0.80 F'c= fc= fb= Fee= 0.41 ksi (0.9 for GLB, 0.8 for sawn lumber) 1.60 ksi Fb'= 1.28 ksi (fc/F'c)"2 + (1/(1-fc/Fce))fb/F'b= MEMBERO.K. Cf= 0.959 0.83 <1.0 I l j I 1 j I j j i I ' i I I j ! I i i l ~ I ·-- ---I i j t I r I l i i i I i -----,-- I l ! ! i 1 I f I I i ' I i I \ I i I l i I i i t i l ~ I I I I I I I I I ! I I J I I I j l I --l---- l i ·t ! ! --~---~-i I l l i l I l I I l --T~--·----,-~ I ! • ,, l ! i l ---\ l I f I I __J_, j -I l I I l --·-l l l I I I I J ·i ' ! i j ~--l j I I l ' i ! l I i l I i ~--~-I l I i i I t I I I ! I _J_ .! I i l I i l I I l I , l:;t: "~.':· I, I I 1· .I ·1 I I I I. I I I I I Description: Member Size: Span .Length= Max. Moment= Max Drag Pe= . . ;; feld= Fee= F'c= fc= fb= Fee= Fb'= ·· .IAPRIMEJob:2~0~oA STRUCTURAL Date;· '?}t-f ~ ENGINEERS Sht: . 91 CHECK COMBINED STRESS· FOR WOOD BEAMS 1997 UBC and 19~1 NOS (section 3.9.2) BM AT LINE 3.6 BET. A & B Actual Size 3.500 X 15.50 (WIDTH x DEPTH) 26.00 ft. E= 1700 ksi 89.20 inch-kips Fe= 1.45 ksi i2.10 kips Fb= 1.QO ksi Buckling k= 1.00 20.13 Cd= 1.33 1.26 Kee= 0.300 (0.3 for lumber) 1.02 ksi .· (0.418forglb) 0.41 ksi c'= 0.80 0.64 ksi (0.9 for GLl3, 0.8 for sawn lumber) 1.26 ksi Cf= 0.972 1.29 ksi (fc/F'c)"2 + (1/(1-fc/Fce))fb/F'b= MEMBERO.K. ~. 0.89 <1.0 I ~? :1 I I 1· ·1 ·1 ·1 I I I I .I I I I Description: Member Size: Span Length= Mc;!X. Moment= Max Drag Pe= le/d~ Fee= .F'c= fc= fb= Fee= Fb'= A PR IM E Job:2-llH 9o ft STRUCTURAL Date:?./<> I ENGINEERS sht: 4-o CHECK COMBINED STRESS FOR WOOD BEAMS 1997 UBC and 1991 NDS (section 3.9.2) BM AT LINE 3.6 BET. E & F Actual· Size 3.500 X 15.50 (WIDTH x DEPTH) 24.00 ft. E= 1700 ksi 7ij.04 inch-kips Fe= 1.45 ksi 20.40 kips Fb= 1.00 ksi . Buckling k= 1.00 · 1'8.58 Cd= 1.33 1.48 Kee= 0.300 (0:3 for lumber} 1.13 ksi (0.418 for glb) 0.38 Ksi c'= 0.80 0.54 ksi (0.9 for GLB, 0.8 for sawn lumber) 1.48 ksi Cf= 0.972 1.29 ksi (fc/F'c)"2 + (1/(1-'fc/Fce))fb/F'b=. 0.67 <1.0 MEMBERO.K. I t· ,,' . . _.., I -, 1· 1· I ., I ·I I I· I .I I ~ I I 'l OvMj tOYlVl ~ liVl,l.. J2(1;~ 0 1 ~,&11 ~ DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 1 LOAD FACTOR = Fyb (ksi) = 45 theta max = tm (in)= 3.5 depth= 15.5 inch Fes= A PRIMEJob: 2/GH?D) STRUCTURAL Date: !6Jor_ ENGINEERS Sht: _jj_ 1.7 0 58000 psi ts (in)= 0.375 depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN= 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 .psi- Nominal ~oltdesign Value Z = D*tm*Fem/(4Ko) Z = k3:"D*ts*Fem/(1.6(2+Re)*Ko) Z = E>"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1 +Re))"0.5= = = Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW OF BOLTS= BOL t SPACING = 3 BOLTS (BOLTS/ROWS) n = 1 ROWS . Group Action Cg = 4 INCH CONNECTION GOOD FOR= 24.70 KIPS 1700 ksi 54.25 sq.inch 29000 ksi · 2.25 sq.inch 4900.00 5714.59 7736.06 4900.00 Pound 3 0.988 I J tr:- 1 I l 1· I ·,1 I I I r I ,~ I I I D VPit ?~V1V1 @,, lt 'till ?.? ,(/ 1 0 DOUBLE SHEAR DRAG CONNECTION W/ A36 SIPE PLATES Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 1 LOAD FACTOR = Fyb (ksi) = 45 theta max ~ tm (in)= 3.5 depth= 15.5 inch Fes= ,..-- ' APRIMEJob: J../lf-l?>D,A STRUCTURAL Date: y;Jot ~ ENGINEERS sht ~- 1,7 0 58000 psi ts (in)= 0.375 depth= 8 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH . Fem 'PARALLEL TO GRAIN = 5600 psi SIDE MEME3ER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = · 58000 psi Nominal Bolt design Value . Em= Am= Es=. As= Z = D*tm*Fem/(4Ko) = Z = k3*D*ts*Fem/(1.6(2+Re)*Ko) = Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= TOTAL# BOLTS= ROW OF BOLTS = BOLT SPACING = Z min= 5 BOLTS (BOLTS/ROWS) n = 1 ROWS · Group Action Cg = 4 INCH CONNECTION GOOD FOR= 39.65 KIPS 1700 ksi 54.25 sq.inch 29000 ksi 2.25 sq.inch 4900.00 5714.59 7736.06 4900.00 Pound 5 0.952 I \,,., ,,, I""~"" ' \lt' "·~· I I I 1· I ·1 I I I I I. I '.I I I .,. Di~~ C6YJt'1fCft.6)(] t [Mi 0 fl i 6 DOUBLE SHEAR DRAG CONNECTIONW/ A36 SIDE PLATES ------------------- Per chapter 23 of 1997 UBC and 1991 NDS BOLT DIAMETER = 1 LOAD FACTOR = Fyb (ksi) = 45 theta max = tm (in);:: 5.25 depth= 14.08 inch· Fes= A PRIMEJob: 'J..-/L-f,,,r?,Jof STRUCTURAL Date: 1flo1 ENGINEERS Sht: ...dL 1.7 0 58000 psi ts (in)= 0.375 depth= 6-inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN= 5600 psi "' SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = saooo psi Em= Am= Es= 1700 ksi 73.92 sq.inch 29000 ksi As= 2.25 sq.inch Nominal Bolt design Value Z = D*tm*Fem/(4Ko) = Z = k3*D*ts*Fem/(1.6(2+Re)*KQ) = Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= TOTAL# BOLTS_= ROW OF BOLTS= BOLT SPACING = Z min= 6 BOLTS (BOLTS/ROWS) n = 1 ROWS Grol!p Action Cg= 4 INCH CONNECTION GOOD FOR = 53.19 KIPS 7350.00 5714.59 7736.06 5714.59 Pound 6 0.913 -,---! .· ·) ---·-, ' ! ' ---------------~-,--.,.--------,-,, . ·---. --------- ,.,----,~---1-----:_--==...~-=-----_-__ -_-_---:_'--_-_-_-,-_ -_ -_-,--_:;---t---:-~: -·,--· --r-! :lb . ' ·, · e-. '16 l~L ~1-1-'tu'---.:::---'-=I ~-=-?..:.....::, l_,__t-__ ----'_ ,-,--''---'-----,.,~---1......Q-0--e--s -,-f, ;9-----r.,J.--+---B,r-"'t ' ' ·-{; , . ~ ' I ...,..-,-----'-1,-....----t-0--·~--e·~-~,=O~.--~r.-'--e---,--........_,--'--.._.__~-~--- -1___.__· -'---I-~--........,.........,.._,,__,-:;;::...~~~----;------'--...,-----'---,---,.-:--!. ~~- .. I< ·J,_-;; · 1-Zt.#---· · ~"-'--.1..__1'-'-1 -----'-----,---: ~----'--·_: <;_.-=-t2--F ~ll--=--1-''4,___" M_B_· --"~---- ------"--------"· ~'-=-l-1i"UL1)L4t-?~) , ! . : : tprr. r,,v) . . ; 1,~: -----,--..-..-~---,----...,...-'' 1/4'+---,,-, ~1..,____,,~-----'---------': ~· --,--"------ ' l -1.·-_~. ~----•--&1!',;l'617,J/? ~ #Jt~7;?.Jc>,n: ._ ~, ! . 1 -,1 ---'--~--· _: ........,....:.: 2---,-.i__:_::_i..' "---,--~---,---'----~-----1'-l~.'~;5/1 1'0_1_./1\..,,~: ~' -·~---- \ ' l -, ~~~~---.If?_:?.,--_ 97_,_l/i+-'-tl'\,..,_~ _'. -,-------· --:---~---- .----~-~-------~-~;f(}-ei<d·: :4 52 1 : l : · I), Z!)(;/ ,7 I I . ! I I I -\-.. .. '•\ ', ·. -~:-~·:-1 I I 1- ·I' I ·1 I I I ·1 ·1 1, .1 ·1 I. 'APRtMEJob:tJ&'(r(J;b} STRUCTURAL Date:~ . ~ . ENGINEERS sht: ~ DOUBLE $HEAR DRAG-CONNECTION W/A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1~91 NOS .BOLT DIAMETER = 1 LOAD FACTOR = ·1.7 Fyb (ksi) = . 45 theta max = 0 tm (in)= 5.25 depth= 14.08 inch Fes= 58000 psi .ts (in)= 0.25 depth= 10 inch (Bearing Capa'city) MAIN MEMBER .DOWEL ·BEARING STRENGTH Fern PARALU;:L TO GRAIN= 5600 psi Em= 1700 ksi Am = 73.92 sq.inch SIPE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Es = :29000 ksi . · As= 2.5 sq.inch Nominal Bolt design Value Z = D*.tm*Fem/(4Ko) = 7350.00 Z = k3*D*ts*Fem/(1.6(2+Re)*Ko) = 5520.48 Z = OA2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"'0.5= . 7736.06 TOTAL# BOLTS= ROW OF BOLTS = BQL T SPACING = Z min= 22 ·BOLTS (BOLTS/ROWS) n = 2 ROWS . Group Action Cg = 4 INCH CONNECTION GOOD FOR = . 158.26 KIPS 5520.48 Pound 11 0.767 ' I ! 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PD'INT ,tOAilS (k & f't,) \I t• •. RESUL TAN TB 0: 1 ft i.: ks f) !:AB~· 1 Pt -"'i • t{ m1 n MAXIMUM FORCES (h, kft} GASE V wa:;: 61 I! J37 ~1 max 31(1t ;2 n rain -~:(J,(fl 05{02/01 2Ki-i30A PRIME Job: .2-~H?JfJA STRUCTURAL Date· §/()t ENGINEERS Sht: 4-q I L: .. ·•)>.· I I I I I I I I I- I I I I I I DESI Bi~_ !l.i\ TA fr = 5~t (H) ksi Lc1:1tl f iic t~;r ;: : = 54. Vmi:rx ~~ 62:: 0 k Vn ; 112,3 }~ ~ ·• E,0,(H) n h -,4~=00 R d = 41.:(Hj in Vr: = 27&:! k Vs = (t: t h t1f; min ~ ·8:40 sl As ~ax= 40;4! si iif fflirJ; :-.: 310 k ft Mu+ = 531 tft ,\s ~tr ~ 2~ 55 ;i As = 3-41 si ffol:tom S~eel N1:r: S~a.;:e 7,7 5,7 B$t'i11 (j_ 1i,!I J t ~~· M--min = ... 30 kft Mn-= -154 k.ft fop Steel Noi Srate 4: 3 i.llr sn 3:: 2 13 .. -~? 2r2 l8:(llt LO A PR l ME Job: 2¥-/-P:=iM- STRUCTURAL Date: 15/0 I . ENGINEERS Sht: 611 --· ------· ------~----------. -------·--- _.______ < ------------------N• --------·- -I 7:, --· ---···---- ... -------·tr ---- =l ) .. ------... ------- ~ --~llt~-·--· .. Vi ii . V -·1------- --------.. ·-:t----· ---. I -·-f 2--~---- -· ----------- -r--_ __,_ __ ~ f(pl_.(.?1\ Pl_:_] z;y I~ Y.\ i:' :ei :-1 .c~~J?z._?~_:_;,~. ~-.. ---~----lld 1/ \ l J'Lfv ~ ~-~-I, I -I 1. L,,,,_ •. : ... ,~:,~•/:' ~-<:·.-: .. ·· I I I I I I I I I I I I I I I DESCRIPTION: LINE 5 W= P1 = P2= L1 = L2= L= h1 = H= Vu= · CONCRETE SHEAR WALL DESIGN (PER SEC.1921 1997 UBC) U=1.32D + 1.1E + 0.5 Lf U= 0.99D t 1.1E 0.00 ,. 0.04 kips/ft a1 I a2 28.50 kips uniform loads (w) 5.35' kips h1 0.50 ft. Vu-> P1 11.50 ft I 36;00 ft I H L1 I 1:.2 5.50 ft V 16.50 ft a1 = a2= 48.30 kips L 0.00 l V P2 I I I V 0.00 · 0.00 PR i Ni E Job:2~f-·f~A STRUCTURAL Date: rqo f ENGINEERS Sht: r,'J/ =PE (kips) ft ft WallTHK= 7.00 in fc= .3.00 ksi Seismicfactor= 1.10 Eff. THK= 5.50 in fy= 60.00 ksi H/L= 0.46 Acv*SQRT(fc) = 130.14 kips Av= 2376.00 in"2 8*Acv*SQRT(fc) = 1041.11 kips Vn= 746.82 kips Phi*Vn = 0.60*Vn = 448.09 kips Ve= 425.52 kips Phi*Vc= 0.60*Vc= 255.31 kips Vu= . 53.13 kips Vs= 0.00 kips Vu < 0.60 * Vn O.K. shear reinf. As req'd= 0.10 in"2/FT #4@ 18.00 in o.c. .,-o:t~-f4£l~)@/ I ~'o~~, SHEARREINF. #5@ 18.00 in o.c. #6@ 18.00 in o.c. t)1~ #7@ 18.00 in o.c. CHECK HOLDOWN REQUIREMENTS. U = 1.1E t 0.99* DL Uniform load = 1.44 kips Waliwt= -69;30 kips Point loads = 33.85 kips Sum P= 104.59 kips Holdown at left end = 0.00 kips As= 0.00 inch"2 Hold own at right end= 0.00 .kips As= 0.00 inch"2 Holdown Bars left end right end {)~ #5 re-bars= 0.00 0.00 #6 re-bars= 0.00 0.00 ~ #7 re-bars= 0.00 0.00 #8 re-bars = · 0;00 0.00 I 1..,.,., ., ...... •,,. •i• ;• -,,' ,, \: .. _._ I I I I I I, I I 1· I I I 1· 1 I ''·· ~f:\\ \\\- CONCRETE SHEAR WALL DESIGN (PER SEC.192119!:!7 UBC) DESCRIPTION: LINE 5 Check Boundary Member Requirement. Pv= Pu= Po= 0.1*Ag*fc= Mu/(Vu*lw) = 3*1w*h*sqrt(fc) = 52.30 Kips 69.03 Kips <0.35*Po, O.K. 6043.80 Kips ;;: 0.85*fc(Ag-Ast)+fy*Ast 712.80 Kips 0.46 390.42 .. Kips Vu= Boundary Member not required Flexural Design Mu= As req'd =. 876.95 ft-kips 0.46 sq.in 53.13 Kips A PR IM EJob:1,,~---r~,A STRUCTURAL oate:tl0 f ENGINEERS Sht: 6~ As min= As max= Beta= Rhowbaf = 9.99 sq.in (200/fy * b * d) and 3*sqrt(fc)/fy*bw*d 48.04 sq.in (Rhow bal * 0.75 * b * .d) 0.85 0.02 As req'd * 4/3 provided #4 re-bar req'd= 4.00 #5 re-bar req'd= 2.00 #6 re-bar req'd= 2.00 #7 re-bar req'd= .2.Q0 #8 re-bar req'd= 1.00 #9 re-bar req'd= 1.00 #4 dowels at slab on grade Avfreq'd= Vu/(0.6*Phi*fy) = #4 doW~ls at 48 "o.c. Check min. Vertical reinforcements As 0.8Q sq.in 0.62 sq.in 0.88 sq.in 1.20 sq.in 0.79 sq.in 1.00 sq.in 1.74 in"2 * t3\l(f?i' 4--t~-t/? l iJ) <J l e ft <S1 uLl ,z,,-th:; e v4 g1cle- ~ ! i ' I ! i i ; ! I ! ! I ' ! I I I I I I ! : i I --l I ' I ! I i ! i I I ! I i I I I I I I l ! I I ! i I ! 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' l l i ' I I I I ., ~~­.~-;"-\''.;' ~ -~.' ; ' I I I I I I ·I I I I I I. -1 I I ~~~~-~-f A~1>) , . for soil beAI~~chllc~/ 3~tl!t ~~ti~-: A!(t1L Y~JJ fi~Ge~:t~i-! { 4: i)2) -r;,..,_ .. J,:. r"h prtt"':"'j i, i_1\.1\l .t.,t~ ii :.Ll i l F°{)rJtiG~ D,PTH O::O(J 0,00 '; . ,. t&i:30 -16, 3{} 3 X1 -XL -15,30 3:50 15i00 3:50 38, 5{l · R!:SltTANTS (kj i:t t k5f) . CASE ! 2 :~ Pt il5~5lr !i13:54 1:{9:54 A PR IM E Job: 1~~·~f 2>o/\r STRUCTURAL Date: &jor ENGINEERS Sht: -bW X 16,: 13 11:3f. Q max l:S3 2:8! 20,'31 ea,2-C l Ai10l)J ~ 2JafD ps,(l CaJcZfb 1r11~~vJ~ 2Qiox4/-3~ ... ,,,~J3ps.P ~ min ·O, 35 (i;:(>0· _ M:~XIMUM ,FORCES ~kf k·ft) GABE , : 2 V ~H.1~ 1£: 132 25, 24 M ma:( 2&:35 42:43 ?1 r,;j n -4fi: RS ... 57 /1~ V ma? = 26=24 k M ,~x -<2:43 kft M ~!~ ~ -57~99 kft .3 15: 13 ~·£}7 J 49 n3 ~o, 'J -~e.AJ.1~:i or-:-v --- .I. I I· I I I I I I I I :I I Ii,"\\ ~,,, I. I foot:ng LE~STH = Foctin~ WiDTH ... ?: 50 [{,, Ut~1r-n.r,.t-·,· 1_, .. _",a,~1:;.· ti :ii :':; • """ t1 ... _ 1.1U i"C ; tt) 2 3 4-3' '~-(i 4,(i ~ ~I2 4\l l 32 9:17 8~65 8,£5 ~); no (UCi Pt _i_ r ·1' , {.·,,,.:_, i -, ,. ~ 0 .. ~:Lc8(i 1 " V max 23.:69 35iE7 t{ rit$.x st:= eg aa. 22 t·~ ri;i n --s~ ~ 64 -G·~ = ~11 V ma:,~. !1 mti;. t: • !'t fill:. V ,\ :t~() i5 z (HJ 3,5(i 38: 5~) 3 3 -X2 A PRIMEJob: 1!:i.-:12U.,A STRUCTURAL Date: i/4 or ENGINEERS Sht: ·S1 I I . . , -1-... -. -- , I ' I I' ---------• --.. _,_ -0 ----H --------0 ·---·--------~ ... ------< ------------~------· -·-·---·-· ···•-•• • ------·----------.-••••• 0 --• 0. -----·-0 -----·· -----· 0 •• --·· -I ; : . : 1/, ~---'---. ~JJLtVLf :;; :. _?JO Y._/'2--:;~ -~/ ,·1 . ·~ fl .&8-tf I ~8: _,,---... -__,__,,~...--_,_, 31. f:I ~,~t-¥//J.'f ~~ '][iJ--If Lf~ K fo_ ~,_· 7/---"-q~,5:;__-#-'--'--/,_··, 0--'---,--~---'-----~,!'= ·==--~---_-·'=---·-_···_-;-__ -_i ·~;-~ __ f'1_r-,--·-· _: ......,,..._·. _,i_:_'_· --'-: --·-----,..·:_· _-' _-_,. _:_· ___________ . -_1. -==~:~~~--1J_(_J~O-· _-tA~11,f_-·-·_·~ _· r.11._, ._:,--=-?.;t-r-1. Y 1 ,=.,··_rec.,;.:bi..:-..{P _ _.c,,f_: =~·. -ry-q -_~l_~,__·J~Cf'--?_1q_.2_.----"--_-,,--=-__,_4-_--~_2_n_:;.e..__• _8-:_1f'-:_-=--=--------=----=----=--=-, _ ! · . ' ~ t2Jow1,f _ · 18~'! : ---~ ·' ,;_.' . : . . -----,._-;--_ -:-:.,...........,..., ---'-'-~---------,---- I -1. I -I ~-Vl0f;. L. ~ ~{f ~_~/g YJ/¼11_ wf ~-:-·6/t{1p U-lT 13tJvf& 0_g_tr~_.Q_._· -~- . . 'b Ot)T& A~G b,.(((Jp fJr/L1 &12-61fy O.G k4/;, = UU?;;-:/f ·1<_2-~41111 l- 7?1<,o ·VI O l? :-.6 : A-,;JG! 14_ 1Wf/'t_-10 77tf ,fA-tJ ~r_., 1]}_[~,-:::..4'__.___· -,------ :,-------......;____,-----· ---,--. -'----'6q~f:mO-fJ!f: L/-l/11 I )( 8 ~ 4?7J ,?J?J~ > 4-. ~ {, . . ; . . ·OK-' ---"-----------· ·-· I ~,~'. ', ~--~ -~ '. , ·~v--~-----1.· ! _J_x/~-~u~--'-----'-~~~___.:_--,-__.;.._-.,.-_L_J. il._. -L ---~-,~-,-,..:~---:---7~~~q--i-,--'~~+~~--:---~~-~· l(p=··c;~,__;..___:___:__L_1_~ ; l I l I ' ' ' " I ' I. : I I 1- I I .:1 ',~ I I I I I I I .I I I I 1. l:."l\: itt~,· 1: I ., Braced Frame Member Design Per sec. 2213.8 of 1~97 U.B.C. A PR IM E Job: 1-!ff--1:?zP). STRUCTURAL Date: Jf/ 0 f · EHGINEERS sht: (p'f LOCATION: · BRACE AT LINE 1 UPPER BRACES TS6X6X0.375 L= 17.56 FT. k= 1.00 Pe= 76.7 KIPS LDF= 1.33 FY= 46 ksi 'KL= 17.56 ft. r req= KU(720/@SQRT(FY))= 1.98 r= 2.27 O.K. 110/SQ~T(FY)= 16.22 A= 8.08 in"2 190/SQRT(FY)= 28.01 bit O.K KUr= 92.828 Cc= 111.55 -8= 0.71 P allow= 119.7 KIPS .. ::,. TS6X6X0.375 MEMBERO.K. LOC,TION: BRACE LINE 3.6 ~ "· , UPPE~~RACES TS6 6X0.5 "-"'. ~ L= 18.5 FT. \.= _ 1.oo'\,. . z Pe = 116.85 KIPS LD = 1.33 ·,,,, Fy= 46 ksi r= 2.21 O.K. '-.. 110/SQRT(F " 16.22 A= -10.4 in"2 0/SQRT{-~~ 28.01'7· ....... bl O.K KUr= 100. ~ Cc= :it_11.5 B= ,,, 0.69 P allow= 136.35"'-K S · ~ ' TS6X6X0.5 MEMBERO.K. ; ; I l ... ~ ',f' I I ! i I l l l ! I i l I I i ! I I I ! i I I I ! I i ( r I i I l I i I ! l I i I I ! I I 1 I I I i j I I i l i l ·-I ! ...L I I i ! ---+-! --+---+---1----1-® , ! ! · n 0 I . (V) I I I c&) I I ! II I i i !I ·1 ' ,,1,J {{)1 ! i l ,I ' l i ~~-~·--~--!----'-= -=!'.J--+-+---1----1-...J--+-+--4-~--l--+-~ -J. 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I j I l / I I I l . r ' ' I l ! 1 l---J..-I l ' i I I I ' I ' i ' J l ' I I 1 L \ i l ' ' i i i I ; l : ' I I ' i I I ; I i I l I I i J i i ! ! i I ; ! I ' ! I l i i i I l ! j I I I ' ! i I ! i l i ! ' . l i j ' I I I ! l ! I 1 l ---I l j ' __ L_ I i ' i i ' I 1 I l I i I i I ! ! i\ ! \ -, I I l i i I" l I ' l I I I i !j __ l~-~le--..J-,.....J---1--+---'·--i~-----!.-J...--l-,.,-.-l-l ----1---4--' ~! _ _,_____,___..._:1 -----'!_ ..... l1 _! __ .. ~--<..-.l--....J ' -! I I i ' ' I 1 I ! i I ' 1 ! ' ' I I i ! i ! I I I l f I i ----·--~ - I Ir;, ~-··,,: I I I :I .1 I I I •• ,, I I, ,,- I I OV?<-0 CffY)/ll .~HVLL (L) 1@; (j) if·@ p RI f"1E Job: W ---t J,7<?,A STRUCTURAL D.3te: 161° 1 ENGINEERS sttt: y'b SINGLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATE Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 1 LOAD FACTOR = 1.7 Fyb (ksi) = 45 theta max = 0 tm (in)= 3.5 depth= 15~5 inch Fes= 58000 psi ts (in)= 0.375 depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem (per Table SA) = 5600 psi ;_). SIDE MEMBER DOWEL BEARING STRENGTH Fes .A36 Bearihg Cap. ;: 58000 psi Nominal Bolt design Value Z ;:: D*tm*Fem/(4Ko) Z = k3*D*ts*Fem/(3.2(2+Re)*Ko) Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Z = k2*D*tm*Fem/(3.2(1+2Re)*Ko) Z = k1*D*ts*Fes/(3.6*Kq) Em= Am= 1700 ksi 54.25 sq.inch Es = 29000 ksi As= 2.25 sq.inch = 4900.00 = 2857.29 3868.03 = 3325.01 = 2278.79 Z min= TOTAL# BOLTS= ROW OF BOLTS= .BOLT SPACING = 3 BOLTS (BOLTS/ROWS) n = 2278. 79 Pound 3 1 ROWS Group· Action Cg = 0.988 4 INCH .. CONNECTION GOOD FOR = 11.49 KIPS I ·~y:, .~ ..... , I :1 'I I I I- I p l ., I I I I 'I r PRIMEJob?¥l--1-oDA ~A STRUCTURAL Date:~ Jt/11!. ENGINEERS sht: (.(Jtf . D~ ooYl VJ t-li'VIP,,: CI) 4 (§) DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATES Per chapter 23 of 1997 UBC ~ncl 1991 NOS BOLT DIAMETER = 1 LOAD FACTOR = 1.7 Fyb (ksi) ... 45 . theta max = 0 tm (in)= 3.5 depth= 15.5 inch. Fes= 58000 psi ts (in)= 0.375 depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN = 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes. A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tr,:i*Fem/(4Ko) = Z = k3*D*ts*Fern/(1.6(2+Re)*Ko) = Z = 0"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Em= Am= Es= As= Z min= TOTAL# BOLTS = ROW OF BOLTS= BOLT SPACING = 3 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action. Cg = 4 INCH CONNECTION GOOD FOR = 24.70 KIPS 1700 ksi 54.25 sq.inch 29000 ksi 2.25 sq.inch 4900.00 5714.59 7736.06 4900.00 Pound 3 0.988 ' i ' ,. I i ! I ' I I ' ' i j l ! f I l ! I ' I j t l l l i i ! ' ; i f j l I i l I l ·.J.. I i !l1 e-z I ii I~ I 1 ' I 1~ ~ ! i ! l I I , . I . I r· .i l l I l I I I I i I i ] i I I I i l j ' 1 I i ----l i l ' l ; ! j i I --· l i ' I ' I i I l i I I ! i ! ··-- l - I ·-I l I l i - I ! j I -1 I i ! I t I 1 ' l l I i ·j i l ! l I -I I -----~ I ,. t ,, :I I I I I I ,, I I ,~ I I I I I r,r.-PRIMEJob: ~/c-tbPA · STRUCTURAL Date: 151°1 ~ . ENGINEERS Sht: · t~w : CHECK COMBINED STRESS FOR WOOD BE:AMS 1997 USC and 1991 ND$ (section 3.9.2~ Description: Member Size: Span Length= 'Max. Moment= Max Drag Pe= "' le/d= Fee= F'c= fc= fb= Fee= . Fb'= BRACE BM AT LINE 1 3.500 X 19.00 ft. 32.50 inch-kips 24.70 kips 14.71 2.3(;> 1.43 ksi 0.46 ksi 0.23 ksi 2.36 ksi 1.29 ksi (fc/F'c)"2 + (1/(1'-fc/Fce))fb/F'b= MEMBERO.K Actual Size 15.50 (WIDTH x DEPTH) E= 1700 ksi Fe= 1.45 ksi Fb= 1.00 ksi Buckling k= 1.00 Cd= . 1.33 Kee= 0.300 (0.3 for lumber) (0.418 for glb) c'= 0.80 (0.9 for Gl,.B, 0.8 for sawn lumber) Cf= 0.97-2 0.32 <1.0 I It. \. ,,. , ... ·: I I I ,I I I I· I 1- 1 I :1 I I I 1 DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1991 NDS BOLT DIAMETER = 1 LOAD FACTOR = Fyb (ksi) = 45 theta max = tm (in)= 3.5 depth= 15.5.inch Fes= 1APR IM E Job: J.¥--f--loD.A STRUCTURAL Date:~ . ~ . ENGINEERS Sht: f.P1 1.7 0 58000 psi ts (in)= 0.25, depth= 10 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH' Fem PARALLEL to GRAIN = 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi, Em= Am= Es= 1700 ksi 54.25 sq.inch 29000 ksi As = 2.5 sq.inch Nominal Bolt design Value Z = D*tm*Fem/(4Ko) = z = k3*D*ts*Fem/(1.6(2+Re)*Ko) = Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= TOTAL# BOLTS= ROW OF BOLTS= .SOLT SPACING= Z min= 10 BOLTS (BOLTS/ROWS) n = 2 ROWS Group Action Cg = 4 INCH CONNECTION GOOD FOR= 80.01 KIPS 4900.00 5520.48 7736.06 4900.00 Pound 5 0.961 1~-·------------'------J .-_. ---;---'----f---;--,-H-+-1/~~_____,_____:._-~~__:___~i ! ~...:__ . -..J-' i ·, ! i : I ' l ! • l i . ! 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I I I I I I I- I I roeil:i ng LENG'fH -20: 00 ft Fno;it:g ~HTTT8 ~ f;::)O :t fo~ting DEPTH -4~CO ft Gt:nc WF:i~ht Si1rcharge = 01~j(l J".sf UNIFDRH LOADS (k/ft t: ft) 1 }!j X'.{~ 0=273 O:!)f: 20,00 PDHH LOADS (k ti ft) X 4ft 00 4~ (E) -t}ell oo 16. {HJ RESULTANTS (k; ft ~i ksfi U\SE. MAyn1.ptt. r-nnr·.,.C\ 11 , • ., :,11 \J.ilWl1 !'tlf~i..--C.t,l H~i Kit,J CASE ! V QC\Y. 44, 12 M r1ah !05:44 M ~;.n -:!(},1 98 2Ki'-130l't I 'I I I I I :1~ I I I LINE 1 <.> ' D = ,. ,, 4S10t) in 6 -,45:00 f:.n Ti)p StEel N(), Sp5.Cii 1i6 J3r(i!i (i5/02/i)j 2K1-130t~ PRIME Job:.2J0t-1?z_Q,A SiRUCiURAL oate:E.!.L ENGINEERS sht: 1 i--, _ i \ I l I i ! ! i i ' i ! l 'l i l I I ! ! I l I ~ l .; I I ! I I I I I _.1_ __ .. I l I I I '>, ~ ... l .<~.·-··:, ., .. •, I I I I- I I I I I I I I I I I . PRIME Job: t1&]:t?z.DA .A 1STRUClURALDale: t?}oL ~ENG\NEERSsht: 1t DESCRIPTION: LINE F CONCRETE $HEAR WALL DESIGN (PERSEC.:19211997'.UBC) ·U=1.32D+ 1.1E+ 0.5 Lf U= 0.99D t 1'..1E 0.00 0.00 =PE (kips) W= 0.13 .kips/ft P1 = 22.90 kips P2= 0.00 kips h1 L1 = 40.00 ft Vu--> L2= 0.00 ft l= 40.50 ft H h1 = 5.50 ft H= 16.50 ft Vu= 86,90 kips WallTHK= 7.00 in fc= Eff. THK= 5.50 in fy= " I a1 I a2 V uriifoJm loads (w) P1 P2 I I I I L1 ·I L2 I V V a1 = 0.00 a2= 0.00 L 3.00 ksi Seismicfactor= 60.00 ksi H/L = ft ft . Acv*SQRT(fc) = 146.4:1 kips kips kips kips Av= 2673.00 in'·2 Vn= 840.17 kips Ve= 450.93 kips Vu= 95.59 kips Vs= 0.00 kips shear reinf. As req'd= SHEAR REINF. #4@ #5@ #6@ #7@ B*Acv*SQRT(fc) = 1171.25 Phi*Vn = 0.60*Vn = 504.10 Phi*Vc-= 0;60*Vc = 270.56 Vu< 0_.60 *Vn O.K. 0.10 in"2/FT 18.00 18.00 18.00 18:00 in o.c. in o.c. in o.c. in o.c. CHECK HOLDOWN REQUIREMENTS. U = 1.1 E t 0.99* DL . Uniform load = 5.35 . kips Wall.wt= 71.96 ~ips Point loads = 22.90 ·~ips SumP= 106.21 kips Holdown at left·end = 0.00 kips Holdown at right end= 0.00 kips Holdown Bars left end #5 re-bars= 0.00 #6 re-bars= 0.00 #7 re-bars= o.qd #8 re-bars= 0.00 As= As= O:QO inch"2 0.00 inch"2 right end 0.00 0.00 O{C-- 0.00 ~ 0.00 1.10 0.41 I •~·. <~:·./' I I I I. I I I I I ·1 1, I ·I -~~((~, ~~,::\ I I '·-> · CONCRETE SHEAR WALL DESIGN (PER SEC.19211997 UBC) DESCRIPTION: LINE F Check Boundary Member Requirement. 53.10 Kips Pv= Pu= Po= 70.10 Kips <0:35*Po, O.K. 0 . .1*Ag*fc= Mu/(Vu*lw) = 3*Iw*h*sqrt(f'c) = ,.J Flexural Design 6799.26 Kips= Q.85*f'c(Ag-Ast)+fy*Ast 801.90 Kips 0.41 439.22 Kips Vu= Boundary Member not.required . Mu= 1577.24 ft-kips As req'd = 0.78 sq,in . 95.59 • PR'IMEJob: i(vk!'?(?,A STRUCTURAL Date: r;;;;/ 0 1 . ENGINEERS sht: :ft5' Kips As min= 10.158 sq.in (200/fy *I:>*~) and 3*sqrt(fc)/fy*bw*d As max= 50.91 sq.in (Rhow bal * 0.75 * b * d) Beta= 0.85 Rhowbal= 0.02 . 'i, =-o.wy4f? ~ t.04'w1 As req'd * 4/3 provided #4 re-bar req'd= #5 re-bar req'd= #6 re-bar req'd= #7 re-bar reci'd= #8 re-bar req'd;:: #9 re-bar req'd= #4 dowels at slab on grade Avf req'd= Vu/(0.6*Phi*fy) = #4dowels at 30 II 0,C, Check min. Vertical reinforcements As req'd= As req'd= 6.00 4.00 3.00 2.00 i.oo 2.00 As 1.20 sq.in 1.24 sq.in 1.32 sq.in 1.20 sq.in 1.58 sq.in . 2.00 sq.in I ,. I I 1· I I· I I I I .. I I- I I I I Fo~ting LCNeTH : Footing !~iXDT? F r;1wi~ i nz D~~-~E = ~ur char{r2 F::~,t}.aJ -~-Bar:~·:t .:: i)l~)O k.sf · i);..3B k1; 3 1 = :~30 1 ; 930 ?OII'. LOADS -" n t; fO -3 0:0(½ -25,30 RESJJLTANTS ,-r U~; VHldX-1ifr*35 f! !:fa::: 10: ;39 rt G;i:; -i4::37 ,,, ' ,_ 30: ::-; :: . 123~82 kft -87 r38 !;·:~• X1 V t, !°' i\:-, Y;. V\ r~=s/~)7/0! 2K1 -i;J•}~ AA PRIMEJob: U:HoDA ~ STRUCTURAL Date: 'iifo; ~ ENGINEERS Sht: 7 w <;--, ) ' / I .. ,V· .:' -~ ... ·I .1 I ·I I I I I I I I· I I I I ·v -----------_ ... __ .. , footing LEN8TH = f~Jj::tiflJ i·~IDT~; Fe.::t ~ ;1g ffEF~H 2Ki ~-130A r APR IM EJob: 2r+-·(QO;\ STRUCTURAL Date: 'ii, o I ~ ENGINEERS sht: :l 1 -Cc:nc WEi ;ht Su~· ::h~rg_e = ~1.:)0 i;sf fJoting f Jurchr = 32r0f1. 3(1,}J 011,(H) Jl: 90 0:tftO -t3:~tJ 39,9{) 421 0!) Zl50 4Z;;\rci 0:, f't: t: ksfJ CASE Pl: " h " :1 iii~h t1 BciX M ii1i ~ i· ' 2 it:;(, j Ci _.,,,.., ••• :--J ~5~ ;:5 (i,Hi . 3 t"· re: -...::-:.w ~tl-V' k VVWVIMVlk· l-#vf)?l.Olivj 1D V' Z.G(/ it) tl, t,o-tr 11.f-C: Ffl-1 u...y 2. --#"L{ r·1 B \}~p t,U}?~ll- Mv1.::-10.t r ~ \ '. ' I ~W-Wltll'l capttd-hj ::;( N,{4 .. 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STRUCTURAL Date: 181<> I 'M ENGINEERS Sht: 8'16 sip12vis0b4148TBEAM ANALYSIS PR06RAMs i-p 9v 1-s~)b4 i 4BT ( Ee G.C~) ;Op 10: (H)hi 2v0s0b3T -SPAN LENGTH. =· 25,.(H) f.t (Simple -Bpai1) UNIFO~N L%DS O;Jft & ft) -wd wl Xl X2 o.02i 0.000 ~.oo 25:00 POINT LOADS {k ~ ft) Pd . Pl' X 2,100 2~496 6~00 2. me 2,J,% 14.oo 2,1(10 2,4'3f, 22.-0(! (l,4i() 0,(l!)Q 1.25 1:250 0,000 !7:42 REACTHJNB (k) Dead Live Totai riAXIMUVi FORCES LEfT ~ 3r 7g7' 3,295 7,092 RIGHT . 4.,576 4,i93 8.870 V max = 8,87 k @ 25,00 ft M m~x = ~5:28 kft @ 14i:OO ft PEFLECTIUNS (EI = ki n.:~2) LDtiD Defl Hn) Total 5940487/EI Live 2803978/E! Head 3135285/EI Post ricJ:3eii t Lu = i : (H) ft Brace SpaCing = 1:00 ft -----------------·----- Design p2r j_ SS l f~HB Douglas F!r~Larch sr~ESSES (r:;~i} . V = fL 84 k @ 23:fi3 ft X (ft) !2.67 4•j ½7 .Ll.1.1.;, '' m1 a:.pan Fv = 206 fv = 157 75 % Fb 1 = 2856 100 % ~EfLECTHJ~S tin) fE = 1800 ksiJ Total= 1:72 = L / ~74 Live = 0~81 = L / 3t19 Dead = 0/3i \/i7r..-:::-4-lt~ t<-w-r.: jvl D. L-::: i,q, I 2-{t.: f4::" f.,AA1f- I "'\)'.. ~~\-~ I I I I I I :I , I I I I I I I I s3B s3B LINED BET 2 & 3 SPAN LENGTH = 25, 00 H (S'implE Span) UNIFQRK LDADB lk/ft & ftl POINT U\iDS (k ii ft.) Pd Pl 2,100 o. 000 Zr 10C n, 000_ 21. 100 0:000 0,410 0,00:} 1,250 0~ (i(;{~ 0,00 V I, 6:00 14:00 v-, /\,. REACTIONS (k) LO/,D I c:r, L,L,1 I Rl.GHT Dead Live MtrX IMUM FORCES 'J 7117 ~r 1 JI 0,000 3r797 0,000 if ffi.;X = 4.68 k @ 25,(H) ft ya ·ma½= 4.@ t: @ 25,00 rt M mai = 2i.12 kit@ 14.00 ft Md mai = 2~"12 kft. @ 14,00 ft DEFLtCTIONS (EI :: kin.:\2) LOAD . Defl (in) . Total 3136'313/Ei Live 0/EI Dead 3135285/El P~s= Mo~ent Lu= 1s00 ft Br ace Spa,:i ng = L :)O ft -----------------------. Hesign per 1991 NDS D.c,ugla_s Fir-Larch STRESSES · (psi} midspan !:'I' t:, JO· /, *ff/ = 2570 ·ft = 15(:3 58 /: Live LDF = 1~251 CV= 0~95, Ci = f:00 1: ·6ccvarned h}' Dead LDF = 0: 90 DEFLECTI-ONS' (in) (E = :1800 ksi) total ·=-0~91 = L / 330 Live = 0:00 = Li --- Dead = 0,91 ;CB04-!26/01 2Ki-13i), A PR IM E Job: .2~H,?;Dfa STRUCTURAL Date: ~ 01 ENGINEERS Sht: tlP . (6: bO) s(ip i 0, OOhi 2v0s0b3T l I I ' ! i i I j I ! I ! ! i I I l i i •. I i I I i \ ! i I T I l . ·! 1 Fi ! i , -t---t'--+--+--,.Jl--+--+-!----+--+---!----l----1---J---.'. -1-----l---t---t'-+----t-----l-+--+-~-+---+____:!- --4---1---!-! -----ll--+--l--1 _j___L __ ,__...._._..,____,_~_J............J--........... ~-'---1----I--...JL~---1----.J-i1--111----i.: ··~--·----_ _,__,__ ____ '-I _,____,l_J_ t l l -' ! I -__;,-l I ! j .. i ! I -~f I I I I . ', I I I I I I I I I I I r--APRIMEJob:2kHWA · STRUCTURAL Date: 6 )0 ' ~ ENGINEERS Sht: ag f?JZA-U Co1.JN cv L,nJ.~@ DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1.991 NDS Bbl T DIAMETER = 1 LOAD FACTOR = 1.7 Fyb (ksi) = 45 theta max = 0 tm (in)= 5.125 depth= 16.5 inch Fes= 58000 psi ts (ih) = 0.25 depth= 14 inch (Bearing Capacity) MAIN MEMBl::R DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN = 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) = Z:;: k3*D*ts*Fem/(1.6(2+Re)*Ko) = Z = bA2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))A0.5= Em= Am= Es= As= z·min= TOTAL# BOLTS= ROW OF BOL ts = SOLT SPACING = 21 BOLTS (BOLTS/ROWS) n = 3 ROWS Group Action Cg = 4 INCH CONNECTION GOOD FOR= 182.85 KIPS 1800 ksi 84.5625 sq.inch 29000 ksi 3.5 sq.inch 7175.00 5520.48 7736.06 5520.48 Pound 7 0.928 ' I i I I ___ ,_ i I ' j ·I j l ; I t f l I I ' i i ! ! !,, ' I I l l i l ' i ' i i I ~ i ! I l I ! ! l ! 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P :~ 151. f P . . . : , . . . c·--m--r-i,r;.,\ . . _,,,,._,: ___ ; __.-~-.. -----:-----_· ___ :_-_· _· ~~IJJ:L--'--:L -Ll:1:).--+-·-=-· -=-'. =·==· =.,--·_ ~_ -_ -_ -----'--'--' ==========~~~-= i I, ' ;' . ' £_· ---:----'---;--~~-· ---:-: _·_---,-----____:...... ' -• ,. t ' t I ·e,,utJli ~ Jf ·® · · ~t&-r 6lft¥1'2H~ -UJMf.:;iN~ -sn1~s.-af-~ . D~ fbt2c£-::::.v?.7Jr-: f · . Ne;r 'Pt>f?(:E -<V'?-1~-11.0 f::-"-v~-,J~ : , ., . I I L{,:.,, ~}\· I I I I I I I s3B :iipJ.i.v150b4148TBEAN ANALYSIS PROGR'AMs1p9"~:1sOb4!48T 3PltN LENGTH = 40,(H) ft LEFT CAl~T = lL 00 ft RIGHT CANT =· i0.1)(1 ft POINT LOADS {k ~ ft) ?d Pl \' I\ X2 2129(1 0~000 2, i·30 0, 000 2,2'3(i 0.000 16.00 2,290 2i290 2~290 0,000 0:000 24~0(1 32;00 40,00 REACTIONS (k) LOAD . Live Total . riA.XJMUM FORC:ES Vd rnox == ii max = Ii;~~ ... ._t l RIGHT 4:846 iCr,B24 0.000 (l,(l(lO 4.846 10.824 N min = -20·:25 kft @ 40.=00 ft Md min = -~0,25 kft @ 40,00 ft M = 0 kft@ ·36150 ft DEFLECTIONS (El== kin/\2) .LOAD·. De.fl (i:n) .X ·(ft) Total 1469?%1/EI -8753895/EI Live 0/EI OiEI '·Det.i~ l 4679273/EI -8763895/EI TT~in Bpan TOTAL Defi ·EI L ; mo s511736 L / 240 7348'38i LI 360 11023471 1,9.3& ft;;: 0:00 mi dspaa Cant. 0.ccal) . EI 758985 1011980 olC''\"7/r:"11'1 lJ.i I JJ\.1 sOBU4i27/(:i :· ... •·· PRIMEJob:Jf-H~A STRUCTURAL Date: ?l D 1 rm ENGINEERS sht: t;\:J..-' (6,60)s0p10.00hl2vO~Ob3T 1· ·~,:} ~\,,. I I I: I I I I I ,, I I 1· ,~ I s3B tINE D -1 ~ 2 s1p 12v ts(~h414STBEAM DESIGN PROGRAMs1p'3v1-s0h4·t 48T Right C:ant Lu= i0:00 ft Beaa ·eraced@ Supports Pos:; Mc11Ti&nt Lu = 1 = 00 ft Brace Sµadng = LOf1 ft STRESSES (psi} Sh8ar@ 1d·1 ; *V = 5:77' k@ 37t75 ft- M'ax= Sh~-tr -=rFv = 14:3 fv = 63 42 ;, Main Span *Fh1 = 2356 fl:i = 1046 44 % Right Cant *Fb1 = 2341 fb = 390 17 % Live LDF = 1.25; Le ~ 2,()6 x Lu Cv = o,i11 Cl = 0,87 * Governed by Dead LDF = (1, 30 DEFLECTIONS (in) (E = 1800 ksi) Total: Main Span= 0.97 -L / 494 Right (:ant = -Oc58 = L-i358'3* Live : Nai n Span = 0, 00 = L / __ .: r,·_ ,-·~ .~-~·" -" ,,,-, = Kly,1,. '-'<\!ii, -\l,VV Dead : Midspan = 0397 Right Cant= -0,58 * lotai L / ---* s0804/27l9l 2Ki-130 ·:,.-PRIMEJob:m-,~DA · · STRUCTURAL Oate·@01 ~ ENGINEERS Sht: tf?-J (f,, f.O-)s0µ1!L OOh12'/0s0b3T I IJ:::::· I. I· Ii I I I I· I I ,. I I I· I ti, I I ;i~A.,;,-. PRIMEJob:itH~OA STRUCTURAL Date: '51·01 . ~ ENGINEERS Sht: E CHECK COM6INEP STRESS FOR WOOD BEAMS 1997 UBC and 1991 NOS (section 3.9.2) Description: Member Size: Span Length= .Max: Moment= Max Drag Pe= · le/d= Fee= F'c= fc= fb= FCe= Fb'= BM AT LINE D-3 & 4 5.125 X 40.00 ft. 651.24 inch-kips 32.00 kips 17.78 2.38 1.64 ksi 0.23 k.si 1.05 ksi 2.38 ksi 2.92 ksi (fc/F'c}"2 + (1/(1-fc/Fce))fb/F'b= MEMBERO.K. Actu~l'Size 27.00 (WIDTH x DEPTH) E= 1800 ksi Fe= 1.65 ksi · Fb= 2..40 ksi Buckling k= 1.00 Cd= 1.33 Kee= 0.418 (0.3 for lumber) (0.418 for glb) c'= 0:90 (0.9 for GLB, 0.8 for sawn lumber) Cf= 0.914 0.42 <1.0 I tr I I I- I I I I I ·I' I. I -I I· ,. ~ Ul-lt?(Q) f@ : APRIMEJob: 2Jtf--(?.ieA- STRUCTURAL Date: b7 ° 1 'M» ENGINEERSsht: Oit6 DOUBLE SHEAR DRAG CONNECTION W/.A36 SIDE PLATES Per chapter 23 of 1997 uac and 1991 NDS BOLT DIAMETER = 0.75 LOAD FACTOR = 1.7 Fyb (ksi) -. 45 theta max = 0 tm (in)= 5.125 depth= 16.5 inch Fes= 58000 psi ts (in)= 0.25 depth= 4.5 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN = 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nom1na.l Bolt design Value . Z = D*tm*Fem/(4Ko) Z = k3*0'1'ts*Fem/(1.6(2+Re)*Ko) Em= Am= 1800 ksi 84.5625 sq.inch . Es = 29000 ksi As= 1.125 sq.inch = 5381.25 = 3169.72 Z = DA2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))A0.5= 4351.54 TOTAL# BOLTS = ROW OF BOLTS = BOLT SPACING= ·z min= 5 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 3 INCH CONNECTION GOOD FOR= 24.95 KIPS 3169.72 Pound 5 0.926 I :I I I .I· I I I' I I ·I 1:· I I I I .,. s3B sip12v1s0h4148TBEAK ANALYSIS SPAt~ LENGTH = 44= (H) ft LEFT. CANT= R!GHT CANT = wd . wl Pd Pi 1 a:51(} 0,000 1.510 f),000 2, l(}O 0,000 2.10(1 0,000 2. !00 0.000 1 /3i3 t.OO(l 1 t 9-13 0.000 1. 91'3 (1::000 2.500 0,000 2:500 0,000 4,676 0, (H)(l 4~893 0,000 9: 00 f."t 7,()0 ft \I t, ~-41:00 -0.58 7.4i 1514'2 .,,, d·1 4v, :I.. 31,42 39,42' 4.7, 42 20,: 1"0, 36,04 _Q r,fi .•;V\.' 51,00 Y.2 REF1GTJ UNS t k J LOAl: RIGHT Dead 15,527 Li VB 0, 000 (l, 000 Total 15. 527 16,007 V wax = Vd ~ax::: s.ss k 8:38 k @ 44.0(1-ft @ 44, 00-ft i-l max = 5'3.01 kft @ 23,42 ft Md mt~x = 59101 kft @ 23,42 ft M min = -50,29 kft @ 0,00 ft Md iidii ~ -50:2S kft: @· OrOO ft '·N = 0 kft@ 6,76 ft M = 0 kft @ 39t3·1 ft: DEFLECT IONS (EI = ki n"2) LOAD DB fl (ir;.) X (ft) ~ . ' 16535330/Ei 11JtiU ·'"r:, C',i k.:..i J-r -4390612/EI LC. -5511)9(l5/EI 0 , •• i\c W1 Live C/EI 0,00 0/Ei LC. 0/EI R~C, Dead i-6520394/EI ifridspan -4390612/El L,(:R -5510905/EI R,C. Main Span Cant. (local) TGTAL Defl EI EL L / 180 5637045 1810318 L / 240 7516059 2413757 L / 360 11274089 362063& stB04/27 /C!l ,·Jl-'i _; ry,1 ,.:c,'h.!. J.,JV !APRIMEJob:2l~(-·fi3DA STRUCTURAL Date: 5/ot ~ . ENGtNEERS Sht: ff (f . I I I I I I I 1· I I I I I 1· I I s3B s1nl'lyi .. t' !.:. • !,(Ii"><! i' t_r.-r,E. I' .;..: ' :O,!£. fW'! 24F-V8sOB D~FLEC:TIONS (in) r -' . . . iuhl, M~;-"' .E -.t8U!J ksi) A PR IM E Job: J.-/Lf-'f3f2A- STRUCTURAL oate;.!i{Jµ_. ,. ,,. . ENGINEERSsht WT . \b= o~.sJ sup!(;: Ot)h 12v{)s{)D2T '· I .I I I I I I I I. I I I I I I De~cription: Member $ize: Span Length·= Max. Moment= Max· Drag Pe= le/d= Fee= CHECK COMBINED STRESS FOR WOOD BEAMS 1997 UBC and 1991 NDS (Section 3.9.2) BM AT LINED -3 & 4 Actual Size 5.125 X 25.50 (WIDTH x DEPTH) 44.00 ft. E= 708.12 inch-kips Fe= 62.10 kips Fb= Buckling k= 20.71 Cd= 1.75 Kee= (0.3 for lumber) 1.42 ksi (0.418 for glb) 0.48 ksi c'= r··PR IM E Job: W-toOA . . . STRUCTURAL Date: 'i/01 ~ ENGINEERS Sht: q~ 1800 ksi 1.65 ksi 2.40 ksi 1.00 1.33 0.418 0.90 F'c=- fc= fb= Fee= 1.27 ksi (0.9 forGLB, 0.8 for sawn lumber) 1.75 ksi Fb'= 2.94 ksi (fc/F'c)A2 + (1/(1-fc/Fce))fb/F'b= MEMBER -0.K. Cf= 0.920 0.71 <1.0 I L,\'s .. •Jh; ·1 I· 1· .1 I I. I ·1 I .1 I 1· I I I 1, f...-•. _ . · PRfMEJob: '2JLl-fZ:/JA STRUCTURAL:oate:~ ~ .ENGINEERS.sht: _~qr_ DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATES -------'-------------- Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 1 LOAD·FACTOR = 1.7 Fyb (ksi) = 45 theta max = 0 tm(in) = 5.125 depth= -16.5 inch Fes= 58000 psi ts (in)= -0.375 depth= e inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN= 5600 psi SIDE MEMBER POWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt de$ign Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts*Feni/(1.6(2+Re)*Ko) Z = 0"2/(1.6":Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= = Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW OF BOLTS = BOLT SPACING= 7 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = . 4 INCH CONNECTION GOOD FOR = 59.29 KIPS 1800 ksi 84.5625 sq.inch 29000 ksi 2.25 sq.inch 7175.00 '5714.59 7736.06 5714.59 Pound 7 0.872 I I I I ·I I I I I 1· I I I I I I s3B .,..•JD ':]w,!,I 5ipi2visClb4148TBE/-iM ANALYSIS SPAN LENHTH = 36: ~~2 f~ (Simple Span) UNIFORM LOADS (kift f: ft) POINT LOADS \k & ft) Pd P} 2~2BB 0:000 21288 0:000 2,28B 0.000 2:288 Oi:000 V,4£0 l},(H)(l f):;tt7 OrOOO · O:J4&0 0;000 REACTIONS (k) Vi ,\l 0.0(1 4,42. 12r42 20142 28~42 ~--r\i:' o .. .Jt:J i-5~ 68 PRGGRA~sip9v1s0h4i4BT X2 36,42 LOt:D LEH ,RIGHT Dead Live Total MAX.IHUM FORCES 6,452 0,000 G,452 5~308 0,000 5,3(!8 V itta·~ ;; 6:45 k @ O.O[t ft Vd max = · 5s45 k @ O:(IO ft t\ .r,ax = 621:03 kft t 2Cit42 ft Md ifiaX = 52~ 03 k ft {E 201 42 ft DEFLECTIONS <El= kinA2) LOAD Di!fl (in) X ut) Totat 14503252/E! iB: i3- Live 0/EI (l,C;Ct Dead 14f,i)2':J08/EI midsr2.r1 Po;, Moment Lu ::: 1~00 f·~ Brace Spacing = 1100 ft fb = i72l Live LDf = 1,251 Cf= 0:93 * Governed by Dead LDF = (:, % DEFLECTIONS fin) (E = 1800 ksi:i Tota! = i,67 = Li 262 Live = 0,00 = Li --- Dea.d = 1,67 sOBO-~·i27.lfH. 2K1-130 , APR IM E Job: 1,/L(--(bfJ A STRUCTURAL Date: 6/ 01 -. ENGINEERS Sht: . {'QQ I •~? ~·-.,~·t ' I I I I· I I 1· I 1· I I I I ") I I Description: CHECK COMBINED STRESS FOR WOOD BEAMS 1997 UBCand 1991 NOS (section 3.9.2) BM AT LINED -4 & 5 Actual Size A PRIMEJob:J-!Ll--tJ.;O)- STRUCTURAL o~te:.:i/.EL ENGINEERS Sht: f Of Member Size: 5.125 X 22.50 (WIDTH x DEPTH) Span Length= Max. Moment= Max Drag Pe= le/d= . F9e= F'c= fc= fb= Fee= Fb'= 36.42 ft. 744.36 inch-kips 23.70 kips 19.42 1.99 1.53 ksi 0.21 ksi 1.72 ksi 1.99 ksl 2.98 ksi (fc/F'c)A2 + (1/(1-fc/Fce))fb/F'b= MEMBERO.K. E= 1800 ksi Fe=· 1.65 ksi Fb= 2.40 ksi Buckling k= 1.00 Cd= 1.33 Kee= 0.418 (0.3 for lumber) (0.418 for glb) .c'.= 0.90 (0.9 for GLB, 0.8 for sawn lumber) Cf= 0.933 0.66 <1.0 I ~' I I .I I' I I I I I I 1· I I I I {!_,,L;t~@ ~@ DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATES Per chapter 23 of 1997. UBC and 1991 NDS BOLT DIAMETl;R = 0.75 ,LOAD FACTOR = Fyb (ksi) 45 theta max = tm (in)= 5.125 depth= 22.5 inch Fes= A. PRIMEJob:2JLHobA STRUCTURAL oa~e: t:f/or ENGINEERSsht: /OJ.) . 1.7 0 58000 psi ts (i.n) = 0.25 depth= 4.5 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH , Fem PARALLEL TO GRAIN = 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Gap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) . Z = k3*D*ts*Fem/(1.6(2+Re)*Ko) Z = D"2/(1.6*Ko). *(2*Fem*Fyb/(3*(1 +Re)),..0.5= = = Em= Am= Es= As= Z min= TOTAL# BOLTS= R_QW OF BOLTS = BOLT SPACING = 3 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 3 INCH CONNECTION GOOD FOR= 15;80. KIPS 1800 ksi 115.3125 sq.inch 29000 ksi 1.125 sq.inch 5381.25 3169.72 4351.54 3169.72 Pound 3 0.977 1 r·---i---r-1 -'t'; --;'--l -+-----,...-'-,-1--i----..,---, 1 1 I I l l ·I I i _ ! j 7j!lj;--l!-'l--1,---i--,-~,---r-+-----L ~~,J=Jl-~·J-\i-\i~t-1r--~l-f' -f,' -f1 -----'-~1-t-,t-t-1-f;-f--f-i--+-~j:~,-J!: .... 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I I 1·,· I I I I I 1: I I LINED f ootinz ~HUTH footin~ DEP~t: C:on·~. ~!si yht Bln -.. ~1cirge 28,00 ft = b:25 ft ... (t~'15 ?,,:·f = f\;'/1 !:s;· Fo3ting + Surch~ = Porn: UJADq ( {.• X, H°! V , n 1,. t l• •' i. ~ KBO U)Q -74:80 22~00 RESULTANTS {k- CASt 1 p.f. ' " " ,\ ~ H mcx ~ 1UiTT 11 B~ 13 3:87 ry •'ir w:l.0 !·ir\XI~U(~ FGRGEB . CASE V ill~¼ 05:26 11 mox 227;:35 M min -7~/34 ft it ksf) 05/'02/01 2r-:1 ··13(!~ ~· .. :_ r.:'fil""" ~ "'A"'Pl · PRIMEJob:UiH~A STRUCTURAL oate:.3.!1.. .. ~ ENGINEERS Sht: ]§f_ I ,~~·: ~}~~~:? I ··1 I. I. I I I I I I 1: I I fy == &Cl,00 ksi Load f ~c-tor :: 1 = :~ SHEAR DESIGN Vmf~x ~ 05=.3 i! Vn = 118,2 k FLEXURAL DESIBN J; · == ~'4:,0(¾ i~ r; = 5L09 L V1~ = 419~0 k Vs = (1:.U k Beta i = O:c85 As [in::: 12,7B si As ma)t = 61l23 si M+ max ~ _217 k ft ttnt = 38'3 k ft As str ~ 12 53 51 As = 2:04 si Bar Br·i tom Steel Nor Space J.(!,2 s, 311 ' 9:9:i 3~4 i7:3JJ 2:b 23~011 M-mi~= -76 kft !in-= -13(t kft Ass~; = -0,~i si As = Or-98 si fop Steei. Net Space 3:.4 i7 :3n 2;"4 23,(1!: L5 34,5" 05/G2/(d 2Ki-130h A PR IM E ·Job: '.21-1---r WA STRUCTURAL cate· c.:1,ol . ENGINEERS sht: LO~ --,--11 ___,,-----------.--~--~-,-,-~------,--~f-~------~, -i·~i-j_M.........,..;-~!P-~r; -,-~-E~jJ_o_b_,_/ltf--l~A-f JI -L-tl 1 ' _j__J_J._J_J_J_-=-J-=-j-=-jl~J:.J:j:J:j+~~L-=-+-il.--..:.-c_-1--_ -+--1-, :1- 1 · -JI:~!. ti!~~! ST~UCTaRAUDat~: qo-/j-r ! l .! I i - J.-I I I. ! ,,._,NEE' ~! I J.lr-if.l)H-l 11 i, ,1 Ji· -• i . ,r:::;,,, ~~-·-ENu _: lt 7 Ch+~ -!Fiv . ! I I i 1 i l ·;• i ! ! · ~'t -7 - I ,,, I t 1' :,, 11 i ,l jl I ,,I l l ,i .,1 I i I I -~J'.. ,..,_; -+--f---.---,-.j--l---'f---+---l--+----+-+--+-+----+--t-l -h--+-----'f------f-~-+---+--+---+,--+---+--!-----l----l--+-- _,_J...:! "-:....~,:_. Ji-. ~[c.....::~:::!..!Li ~lS,11f ~ IA !A<l-/ 1 l 1 .l"_,_i_ --+-i-', --+i-+--i --+!--,:ia::-j --+-+--+--+I --l-+--+------t-1' --l!--+--l----+~lc--+---+----+-1---+---+-----'--.f---+----+---l--';,. 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I I ! i I I l ' --1-j I i' 1 j 1 1 1 j l 'i,· _-1--__.._1.......-1--+--+--+-+---+--+-!1. -1-------------1------+--l; .. --f-· .. ---+--!--11-----+i ______ ij! __ +H'!_f :I __ .,...\-·,-i_ j -----. --- I I ! ! f i, l ! I I _! ' I ! ! ,, . l -'. I I l l .l 11 I l l --I I l l . I ; ! I I I i ; I l !----l---l--1-----+-' . I I ···:---I. i 1! i I : ~ i i i I \ t ! i I ! j I l I i ! ! l I i I i l l i I i i ! l I I I I l i l I ,_ ~ l 1 i l I r ! ---+--+-+--+---1---1---;__-+---1- -+----t--1----l---------!---l-------+--1--+--i-j-+ 1 1 -+---!.--_L_ ___ J ------+-' __ l'---J_ ____ J ___ j ____ ,; __ .....,___._--+l -~--1.l _-1----1---l----- I IJ?!:·:\ I I I I. I I I I I I I I I I I ,---PRIMEJob: ~vr. ~~ 1 S iRUCTURAl Date: 1€J O 1 /!Iii. ENGlNEERS sht: 1 o1 CONCRETE SHEAR WALL DESIGN (PER SEC.19211997 UBC) U=1.32D + 1.1E. -+:.0.5 Lf: U= 0.9~D t 1.1E DESCRIPTION: LINE A W= 0.14 kips/ft kips kips. P1 = 27.20 P2 = 31.00 h1 L1 = L2= 0.50 ft Vu-> L= h1 = H= Vu= WallTHK= Eff. THK= Av= Vn= Ve= Vu= Vs= shear reinf. As req'd= SHEAR REINF. 27.00 ft 28.00 ft H 5.50 ft 16.50 ft 85.40 kips · 7.00 in f'c= 5.50 in fy= 1848.00 in"2 580.86 kips 202.44 kips 9~.94 kips- 0.00 kips #4@ #5@ #e@ #7@ CH!=CK HOLDQWN REQUIREMENTS, Uniform load =. 4.00 Wallwt= 53.90 Point loads = 58.20 0.00 0.90 =PE (kips) ,. I a1 I a2 V uniform _loads (w) P1 P2 ., I I I L1 I L2 I V V a1 = 0.00 ft a2= 0.00 ft L 3.00 ksi Seismicfactor= 1.10 60.00 ksi H/L = 0.59 Acv*SQRT(fc) = 101.22 kips 8*Acv*SQRT(fc) = 809.75 kips Phi*Vn:= 0.60*Vn = 348.51 kips Phi*Vc = 0.60*Vc = 121.46 kips Vu <.0.60 * Vn O.K. 0.21 in"2/FT 11.00 18.00 18.00 18.00 in o.c. in o.c. . in o.c. in o.c. ~c~ ~~~) e,-4-1b.v -t i--~~st 1-(j h;,.::. D.24-1111-z-/f--0 -OAL- U = 1.1.E t 0.99* DL kips kips kips SumP= 116.10 kips Holdown at left end = 0.00 kips As= 0.00 inch"2 Holdown at right end= O.QO kips As= 0.00 inch"2 Holdown Bars left end right end 0~ #5 re-bars= 0.00 0.00 #6 tesbars = 0.00 0.00 ----#7 re-bars= O.OQ 0.00 #8 re~bars = 0.00 0,00 I I I I. I I I I I~ I I I. I I I I CONCRETE SHEAR WALL DESIGN (PERSEC .. 19211997 UBC) DESCRIPTION: 'LINE A .. Check Boundary Member Requirement. 58.05 Kips Pv= Pu= Po= _ 76.63 Kips <0.35*Po, O.K. 0.1*Ag*fc = Mu/(Vu*lw) = 3*Iw*h*sqrt(fc) = Flexural Design 4700.77 Kips= 0.85*fc(Ag~Ast)+fy*Ast 554.40 Kips 0.59 303.66 l<ips Vu= Boundary Member not required Mu= 1550.01 ft-kips As req'd = 1.14 sq.in 93.94 As min= 7.14 sq.in (200/fy * b * d) and 3*sqrt(fc)/fy*bw*d As max= 34.33 sq.in (Rhow bal * 0.75 * b_ * cl) Beta= 0.85 Rhow bal = 0.02 As req'd * 4/3 provided · #4 re-bar req'd= ~5 re-bar req'd= #6 re-bar req'd= #7 re-bar req'd= #8 re-bar req'd= #9 re-bar .req'd= #4 dowels at slab on grade Avf req'd= Vu/(0.6*Phi*fy) = #4dowels at 21 "o.c. As 8.00 1.60 SQ;in 5.00 1.55 sq.in 4.00 1.76 sq.in 3.00 1.80 sq.in 2.00 1.58 sq.in . 2.00 2.00 sq.in 3.07 in"2 --mist t5 .. {l-4:-dw[s, pvr,1'd£-H-4:+ tilols * . -~ PR\MEJob:~H~DA & S1RUC1UR~L Date: 6/ o 1 ~ENGINEERSsht: .JQ2 - Kips . e/lc;'f - tv1l·SCVr) @-iaJOS -NGI 1YWfoll Jle e nol I .I l l I -; 1 I I -· I --., I -,---~-- i ' •• ' .. ! i -1 i I I I I ' I I f I ,! j ' I ·I . I I -, ~ I -., I ' 1 ; i ' -. ""T i --4- --I--+-_;_---'---- -l---i-----l--1----------- _J_ ! I ! ! I l i i ' ; l I l l f I ! ! i ! l I I I l -, -l 1 I I ! ,-I I I ' I ' i i I I ! i. I I l ! -i---+--t--t-+-+--+-+-+--l--+--i-+--+----+--:iL-+--+-+-i-+---l---i--.J--+---l---1----1--1--+--I------ -I j I ! ' i ! r 1-+--+--+-i----+--+-l---!---!---+--l--+--+--l---l---l----+--l--i--l--l---..L-!-...-l..---1--1--1---l----t---l---l---l--l i ! i -i I I ·--I I Ir j ! I ' I I I i I l i i ! i , ' ' ' ' ---+--f--+-~-.--------~----~,--:--~:-1---i-----l--l----l-1 ! I I I .+, ~-r-+-:-+---+-J--+--+---~-t----+---+-~:__+-+---1--!--l---+--l--ii-..L;-l---i--1· -. ----_-I __ ·~----~ J., \\,\;\\•• i I ! -----_-J _ _;_l: • .1 -·_1,' --- ttt'.\ T l 1~J;~·:--+--+-+-t--!--l--t-+----+--l---l-+-+-'--+--,--'i--4--l--!--t-+--l---+--i--· -+-L...~--i-· --i---l----1---J-- • ! --' i l I i f l [ ! l -~--- ~ j -+---!----+--1--+----l--·1----+---'1_ I i I I I I I ' , __ • .-J_ i -l--1-+--+-!---t--t--l--+--,f---+--+--l--+---l-+-+-"-+--+---l--t--i----i--l--l--l----1-----l--l -~-1--1-1·--- l I l j l i ! I I i l ! ! t ! --11 i l i I i I I I I l I l I I ! I I I ! I l I i I I ! ' ! I 1 : l \ ! I -··•f·-·-i--l·-···1--···-·-+ •i·-+ ·-1-•. ---i--1----1----J ...... l.----1• '· ! I 1 I I ! ! ; I ! j' • I l ' . ·--,------1-· .. ,i. ,-···-! ·-1 · ·+· .. ;. ,: ..... l . ' •• !--);{4:-f-(?;DA'. -,-!-,'.--!---l 1 • 1 -_j_ I i i i ! ! , ! I i~.JPRIME.Jo~: ~-1 --- - 1 i i l~Hk1 ~~~ Js ~ 1JAJ_d'.! ilit\J~=F .. =w~:t ;,,~r-L-- I ...-,~ ! I I I . i ' ~ '¥~---, ' i • ' ...J .)/}·! . . I i i I l ; j 1' i i --i---''--·---1-~ -·.:,:·)·1 · · 1 1 , • · : i 1 'I 1 -1-~;·/'\' I.. iii j. I . ; . -i--L--; i : -+----f-1 -+-1----1---1-------- ' i I j l l I \ l i 1 1 I l ,,1' I ! -1 -j ' ____ , ____ ---+--+-·· . l --,e--l---1---! ! I I I i ' : ' ' ' ' ----·-- -. I ' +~ :I.; ! : ' i I ! : ! I ! , i --+---t-+---+---1-----i-l --u,,'"'-=-i-+--+--+-$;· : i , l , 1 I I i • 1 , 1· ----'f" , ! i I I : , • 1 : ! IP~ ; , 4"-1 I ! ~tsf~r4qt--(IJ-,w+-'. -x-+-: --1c1 1 Yl--f-1-~. _ _J___j__ __ C--, I~ j I I!' I ~r.1 ! l l I j 7 ' ' 1 I --1---'--,-------1-+--l-- 1 1 i , -~ ~~! VJ' i ~ iv; ! l 1 ; :~L(e +tl~e,-n~ 1 _ 1 :i · -' 1 i ' : i -I ! · ! I w~ *' , _ : ! \41ft_1r-=t1~tit-'.o---':~:±1~-~-;;-+----.jf---l----l- 1 I ~i, l _ 1 ! Jo-1 ·1/ I ·, i L' : , ! 1 ,,t ~ ~) 1t} {aj_ @i /2).,Jl(} !/ , ' ' q' IA . '7.-0 ;tf}i c-to-,,f-t·J_-?)1T1_--F : ' If--// I I I I'::.? l ~~ I ,y I ·r . · -• _ I l : ; +··-i·---1----t---_.__l ~1-- ·,, , ' I , ' I > ,, I ! , ; ' ' ' . r 1 1 1 1 1 1 i ~t6 lrl J (/(~ : I I I I I I I I ' ; llf'/ I ' l I :,!Qjf G\W'ld~1J ~' -rf 4"!'Pt,F~ f.'fil/1.t# i , g-w-fMP. Q{¢ffr1'" -- ' I ' I i + i ! i i i I i ·I i ,-!-----r- l I ' j I I l ! i ! I ' I I ' ' ·l I i I ! l ; i i i ! II I' I --'----'--L-----I 1 l 1 ! i l I ; I i i i I I j l ! I I I I ! I l l i I I I i I .1 t .it I I I -1 I I I I I I I I I I I F (iot ~ .. ,.·a nr-::_P.,., _1.. •• ·,· ,. • .,,, I' I -----i:lh}tt' Gone ;,;2igh!. _ Sur;~~1i:ir[~ :: Foot:n~i + Sur-ch: ::: i r, ... •., ,. 1..; f.:\J i~i 1 UNifDf-~1 LCADS ::kfft .t ft) 05/03/(ij r~pR IMEJot>:.J.¥[--1-bD/l SiRUClURAL Date: c;-;J'(> t "' ENGINEERS sht: f I I_ i 2 3 Xi . -X2 (t C'"';l'!: v:....Jl~ 27~20 ?t 15!:).8() X 17, ~'1 G mt:; i1e11 f.i r:/t \\33 i: ~l4(; O:P5i 0:573 27::20 -·37, 3(J 37:30 ~.o, 90 i ~ 82 tfAXIflt}N fORCES (k1 kft} CASE . 1 2 V m~:ix 1 a. f1-·1 'in nr:. · ., r1 ,.,~ .j(JcCi.J M :i:U~: ?4 = 87 ~}7 ~ 35 11 ii.tif. -34r?~ -i35~bti n f:1GX g ni r, = 198:67 kit ::~ ... 135,fQ ~ft 22:50 3i;OO \' ·' 3:5(; ,, .,) 3 '30;85 31 ~ 0~) 3i = ::~o .Cflse. , A1t6l» :;,· V601Jpsf CtUc 2-.f-? /dfrn1J ~-VGvDJJrf>:4/o~·JJJJ?n~ or--- 1· ~?!~ :i. -~~ 1· -,,. I. I -I I I ·1 ~I: I I ·1 I ,. G.i5 kd C:OD ksf 1:£~) klf UNI.FGRf1! LOADS nf f.!l. j\ ,~. -'.sHlfl ('{ f~~.l 2,720 Oc910 o,.soo Pt \I lfii.lX . M ma¼ i1 min V m::u: J:: 2!~~~ M Jfiin 'l .t 2:56{) 0::80(; 0,760 2,56() 0, BE.~' 0: 7&i) (k ~ ft) ,, ,. 351\ 9(: 57~42 -57l(2 195:55. 1fia72 3 -57,42 51,42 34:85 75:44 -4{1:63 -133:52 ... 2(i2~8& t~ft. :: ~·J~!3t 52 :.:1t Xi 22.50 31 ~00 \' ;, 3:5(} 30i: 5(1 ... 18B: 13 }5,(15 46r99 302~Bfi 0~00 3i.0(! 31~00 39,00 ~'5/0S/:;1 2K1-13UA A PR I ME Job: w~r ~U?> S_TRUCTURAL Date: qo 1 _ ENGINEERS Sht: l IV_ I ·t .!\: '-:.::··:' I I l I I I I I l I I I I I I LINE A-LRFD f1c :: 2,(!~~ ~5~ -fy = 60,(10 ksi Lc:at! Ftl~tcir = t,fiO SHEAR iEBIGtf V:ita~'" ~:: ~2= 5· k Vn = 6L 7 k FLEXURAL DESIGN (.,L 02) b ::: f.3: ~5 i r; h ;: 2~:00 i:: (; "' 21:00 iH Ve = 12{i, 1 } Vs :: 0,(; k. Betc. 1 = O::B5 1\.~ ·,1!.i r, ~ ri°' JiK • --fl -Lt:·1ti SJ As m&x = 14:2& si M+ ,M ___ .,-•• , •• ,,· :;; "'•'" • Sv.;:; i~ ft l'fo+ -337 tft As str ~ 3:35 si A~ = ~L--t7 c,· ... i': ..:~ # T Bottom Steel No, Sµiic2 -~.·,··_; • ~,: ·1 ,.. n t,.;;) 4:~ fL:5 11 3:: j 14:1511 2/3 13~31: Jf .... min' ::: t1n-~ -t48 kft P.s str = .t,·c_·,. ; -• ... 1..:':il si 1~5 29,r}'1! 1~2 :·t:Li)H (i5/03/0i iKi-i 30A J.PRIMEJob: ~~-,~1"' STRUCTURAL Dat,-·':1/0l ENGINEERS·sht: I I 17 _ ----~-----~------- 1: : ·1] . . ~ .. l ' ' • .:.·-••• _;,i, . . . ' . ---1-·'----------; ~·---'-· ~·' ----,----· _. _. -P&7<,-:J-ff-~--------.,. }[~\~1;,'i(~ : A1.Mi0fA?AO 2 . '9lJ0.®li--'--.. ______ _ -1----. ___ : __ ~~-SJMf&vrJ P~T--J~-. ·iffbo# . 7 : ~-~A;_~IJ~f4.____----,---- -----"-· ~--'-,--· ____ · 1P1-: \~:-ltld ; . -t·.' eu~ N~~Gr~-----~--~-- f)Rtv,re M~ A1-1UforeA ½13 e 4g « o . "'-. · LJg/JA)~ et./ £T_&l_l~ ?)_ .. ___ ,_:._ -'-:--,-----__.-N~Cdl,rfAl--1~ ~:te ~:_ /Qf5~:-'~fff'K'2) ~ id~----· :u~ tJevu ~1Tl~J ~TP--Af' evt-· tg-1od~1 1/z -GTovp·r1Jg. 'ot85"'1#- I .. ~·-_· -~--'-"<.(l~,e ?lg'' tf ~-1t ·1oolJfS 1Q AfJCJ!rrfl. 110 fAN~ . : ~ -WNPv1Mtr-J&, JD.· [(,f.;;,D jt-=-'.(3,--"-<.-_4._.(,R_-=-,.2 ___ 1 _________ _ I Mt/'J 4-" ~e,w . . . . . -~-----------1~ 1AJA12~ 1J·~~4/-3 .~/JY/0'1 f 'Pf <zsf:EZ:/M-' · I · : · · : · • . · . , < . ·.. . · · Jj)~fJ~<:17eN . ~l?,J)I_M~f/(1.\·h!M : · ~1 .,c {'!P., . . ~ ',q (p -f ,4--<M.Srcc;z; ACf~S:S ( 1) 41i(r?)J -;;. {I) t/Oplf-~ =----------e---------~--'-i:P-IJ_~UNS -I . · --er-d_1br 4140~-· .. I t~· e.RIME,lob: 214~~--_____ ....-..;;.,·. STRUCTURAL Date: ":J..0 ( ~ . ENGINEERS Sht; ((0 ••• I . 1· .1.· 1 ~1]?Af6 ·1112: ~Uf:,p,Mf!Mq,J :11~ . ' . . . sl t;\-1 eMW\ I .f ~I. ; . '! .. I f ' ' . 14-. . . ' , . . . >;~ Aq,rj· . .PRo\/L~ f'1ta,U MSTl4g eP-lf 1b.u~ i ·AtJo Aoo N~ ~ 0Ui>v14-~_.e~.:Ld_b.1 __ 11? Wt5s:C .Z¥'Sklt?fll(Zy1'J"--: __ _ ; . ' i. .. . ! . ' ' ! • J . 1 .· ~ ' . ; I', ,ii?: .... ~ .. ~ I I I I I .I I I I I I I I I I ' ' DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1991' NDS BOLT DIAMETER = 0.75 tOADFACTOR = Fyb (ksi) = 45 theta max = tn, (in)= 5.125 depth= 16.5 inch Fes= r'APR IM E Job: ;1,/L(.,f ?.?Of STRUCTURAL Date: 6/01 ~ ENGINEERS sht: //1.t 1.33 0 58000 psi ts (in)= 0.25 depth·= 4.5 inch (Bearing Capacity) MAIN MEMBER DOWEL: BEARING STRENGTH Fem PARALLEL TO GRAIN = 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) Z = R3*D*ts*Fem/(1.6(2+Re)*Ko) Z = 0"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1 +R~))"0.5= = = Em= Am= Es= As= Z min= TOTAL# BOLTS = ROW OF BOL ts = BOLT SPACING :;: 3 BOLTS (BOLTS/ROWS) n = 1 ROWS <;3roup Action Cg = 3 INCH CONNECTION GOOD FOR= 12.38 KIPS 1800 ksi 84.5625 sq.inch 29000 ksi 1.125 sq.inch 5381.25 3169.72 4351.54 3169.72 Pound 3 0.979 j ! I l I I j l I I I i ! I I l j ' I ' j I I ! ! ! ! I l i I~ I . .! l ! i I I I l I I j I - I , 1 1 . 1 1 ;vrrn f'liVfl 'fl -J __ ~ . ! r ... I i I " ! ,, '· i/ A,t;r-.q; I\#~ I I II ! --i~·-j-·· I ! I I -,~~}·, .I ·1 I I -1· I I I .I I I 'I ·1:· "' I I. ~ PRIME.Job: 1,lt!-0~A ~"' 1 sTRUC1URAL Date:~ ~EMGIMEERSsht: A bULLf--up t+P (e; /fvicht1,mtf1e_. of purln h 1,,;r.tkr SINGLE $HEAR DRAG CONNECTION WI A36 SIDE PLATE p /1,,flLf-./ Per chapter 23 of 1997 UBC and 1991 NbS BOLT DIAMETER = 1 LOAD FACTOR = 1.33 Fyb (ksi) 45 theta max = 0 tm (in)= 3.5 depth= 15.25 inch Fes= 58000 psi ts (in)= 0.375 depth= 6 inch· (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem (per Ta!>le ~A) = 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH . Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fern/(4Ko) Z;:: k3*0*ts*Fem/(3.2(2+Re)*Ko.) Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Z = k2*D*tm*Fern/(3.2(1+2Re)*Ko) z = k1~D*ts*Fes/(3.6*Ko) Em= 1100 ksi Am = 53.375 sq.inch Es = 29000 ksi . · As = 2.25 sq.inch = 4900.00 = 2857.29 3868.03 = 3325.01 = 2278.79 z min= TOTAL# BOI:. TS= ROW OF BOLTS = BOLT SPACING = 2 BOLTS (BOLTS/ROWS) n = 2278. 79 Pound 2 1 ROWS Group Action Cg = 0.998 4 INCH CONNECTION GOOD FOR = 6.05 KIPS ·1 •~,;;< .. , ~~,:·~_:t I I I I I I I I ,I I I I ,, ',~\ ,~~'>· I I -.-. PRIME Job: 'l¥i---r,~o,A. STRUCTURAL Date: lz1 °1 . 'IS ENGINEERS sht: JB__ . CWclc &ic~/ ~">A,, t CJ\,/ilp · DOUBLE SHEAR DRAG CONNECTION W/ A36 S!DE PLATES Per chapter 23 of 1997 UBC and 1991 NDS BOLT DIAMETER = 0.75 LOAD FACTOR = 1.33 Fyb (ksi) = 45 theta max = 0 tm (in)= 3.5 depth= 15.25 inch Fes= 58000 psi ts (in)= 0.25 depth= 3 inc;h (Bearing Capacity) MAIN MEMBER DOWEL ~EARING STRENGTH. Fem PARALLEL TO GRAIN= '5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = · 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts*Fern/(1.6(2+Re)*Ko) Em= Am= 1700 ksi 53.375 sq.inch Es = 29000 ksi As= 0.75 sq.inch = 3675.00 = 3169.72 Z = DA2f(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))A0.5= 4351.54 TOTAL# BOLTS= ROW OF BOLTS = BOLT SPACING = Z min= 2 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 4.5 INCH CONNECTION GOOD FOR= 8.32 KIPS 3169.72 Pound 2 0.987 I ,~,, <I/' ·1 I I ·I ·I I I I I- I I -1 -1 ,~ I ' ,j_ ~-.PRIMEJob:Uf--(7:?0) . _ STRUCTURAL Date: 6/ 0 r ~ E.NG1NEERS Sht: 12-;o . DOUBLE SH.EAR DRAG CONNECTION W/ A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 1 -LOAD FACTOR = 1.33 Fyb (ksi) -· 45 theta max = 0 tm (in)= 3.5 depth= 15.5 inch Fes= · 58000 psi ts (in)= 0.375 depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALl,.EL TO GRAIN= 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) . = .z = k3*D*ts*Fem/(1.6(2+Re)*Ko) - Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW OF BOLTS = BOLT SPACING= 2 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 4 INCH CONNECTION GOOP FOR = 13.00 KIPS 1700 ksi 54.25 sq.inch 29000 ksi 2.25 sq.inch 4900.00 5714.59 7736.06 4900;00 Pound 2 0.998 I ~j( I I'. I I I I I I I I I I I· I I ·( ,, N :c r··"--PRIME Job: 1.Av/.,,(110,A STRUCTURAL Date: i6') 1P I '6J ENGINEERS Sht: · fJ..-f LATERAL EPRCE ON ELEMENTS OE STRUCTURES, --IN"ITT/e/,(Jj~ fl:Mf:1412.. [JJA1~ (SEC. 1632 OF 1997 U.8.C.) . Seismic zone 4 · <--Roof Fp= ap Ca IP (1+3*hx/hr)Wp Rp <--1st Fir h1= 16.50 ft Seismic source type = 2 h2= 0.00 ft (A=1, 8=2, C=3) ap= 1.00 Ip= 1.00 . Rp= 3.00 Soil Pr~file Type = 4 Closest distance = 10.5 km (SA=1, SB=i,sc=3,SD=4,SE=5) (When soil properties not known, use Type SD per section 1629.3. Exception) Near Source Factor Na= Ca= Fp= 1:0 0.44 0.15 (it Na >1.1, check w/ section 1629,4.2 for special condition) ~(1 +3*hx/hr)Wp 0. 7*Ca*lp= 0.308 4*Ca*lp= 1.76 Fp = 0.587 *Wp at hx = hr Fp = 0.308 * Wp for hx=O to hx= 5.94 ft Fp ·= 0.587 * Wp at top of wall Where Wp=weight of wall psf Total Seismic Load= 6.49 * Wp Roof Reaction = 3.66 * Wp Base Re~ction = · 2.83 * Wp Maximum Moment ;:: 13.15 * Wp-ft Maximum Moment occurs = 8.91 ft from base Equivalent Uniform Seisroi'c load = Mfil ~ for Wall Design weq= 8* Max. . hr"2 Anchorage Forqe at 1:9of= ~ ~ /,.-T10P OF I NTh-,Z.Wtl-WA-LL f7AfJla.-:::: rt. ?.IP >r_ lt/i"vxlGD ·-= /Ot~ Pvf f..tru1::-~ ll f~'f.-y ~1 'f0.U(4-><4)~4-·-.;> qz_iJIE" ap= 1.5 till 1. ~ >< ~t ::-1-IJJ VV·. :U~ . . f1e-0 Vl,f)G° l-A1>114i t.'71lt.A? @... '241b.v. Gi~~-0 lAf Hf-A6'1.lvf A1A/ff!JJ -=--flq -:/f- 1) ~ U771 v?A:1 ,;,-~4>.I ·PLf < 4i0 pr.P-· -~ --&~ 12- 2-Y.4:'01 . -....--------·-·-~--; ---------------· ----~---'---~-- ,, I •' t ; i ! I I I I j I ' : t I i ; ! ; I I I ., ; j ' ' ' ; i i '___,_____J____, --' / i ! i I ! " ! ' ' ! ' ' ' : ' ' ; ' ; : i ' { l 1~ I ,. ! l f :~it b"I: f . l ! I I I ' ! I ' ; j ! ----,---+----;---~---4-~-~---+- i -Ll.-i l ! ., i 0-14 p:=4= I I I ' ' ., I ' I I ! ' ' ' ' ' i i l ! I j ! I i ! i : I ' __ , __ ._ I +-I --:-- -1: ---· ~--,_.__ f • l ' I -~·--,-.. -. ------'----------'--,---------:----'--+-----'--- 1-· ' ; ·I. ' l I lr·· ,,::(i·' I I I I· I I . I I I. I I I I I I, s3B ANALYSIS SPAN LEN8Th = LEFT CANT. = RIGHi CANT= 9:33 ft 0,00 ft 5:50 ft TOAD'(!"..,._ r.· ,1-..n1 /Ji'llfDtt'r,{ i n1.nc • • L.UttU1-' ('klft -& ft) •ei! X1 X2 0~030 {J, 000 o.oo REACTI uNS ( k) LOAD Dead Live Total DEFLECTIDNS L01\D Live: Deid LEFT RIGHT (EI = kinA?l . Defl On)-· X (ft) -2478/EI 25520/EI (l/Er (!/El -i514/EI 25~20/Ei · t:: r· l\i: ':''' 0, (H) R.C. fi!idspan :) r"'l .... ,\, ;_,: A.PRIMEJob: 'ZX+-1q;,0A STRUCTURAL oate:E/.EL ENGINEERS Sht: 1.2& 1· ·,-<S'S', ,,.,,,, . . ·:.:.,:;· ~:\'\• :1 I· ·I I .1 I I I I I I 1· I Qltv_cfc.-t¥t~t Z-~fa 11 4' Mf)$ @. ~ieAc.E SINGLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATE Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER= 0.75 LOAD FACTOR = Fyb (ksi), = 45 theta max = tm (in)= 3.5 depth:= 15.25 inch Fes= ~.PRIMEJob: 'Zfl,,,l~f STRUCTURAL Date: ·'?{ 01 '6J _ _ ENGINEERS sht: I W 1.33 45 58000 psi ts (in)= 0.375 depth= 3.5 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem (per Table 8A) = SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 980QO ,psi Nomin~I Bolt design Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts*Fem/(3.2(2+Re)*Ko) Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3~1+Re))"0.5= Z = k2*D*tm*Fem/(3.2(H,Re)*Ko) Z = k1 *D*ts*Fes/(3.6*Ko) ' = = = Em= Am= Es= As= z min= TOTAL# BOLTS= ROW OF BOLTS= BOLT SPACING = 2 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action .Cg = 3 INCH CONNECTION GOOD FOR = 2.70 KIPS 1800 ksi 53.375 sq.inch 29000 ksi . 1.3125 sq.inch 2071.53 1240.13 1565.54 1382.62 1018.41 1018.41 Pound 2 0.996 I -f:r.: · I I ·I I I I I I ·I I I I I I I- ·-,, B:f.A-CE· VS{ .t'.f·~~/4 If~ tvtSfs SINGLE SHEAR DRAG CONNECTION W/ A36 SIPE PLATE . Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 0.75 LOAD FACTOR = Fy.b (ksi) -45 theta max = tm (in)= 3.5 depth= 15.25 inch Fes= -.PRIMEJob: 'Z&{l~l 97o,A STRUCTURAL Date: ...!2}.!l ~ ENGINEERS Sht: JJ-,1 1.33 45 58000 psi ts (in)= 0.375 depth= 3.5 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem (perTable SA)= 3551.2 psi SIDE MEMBER DOWEL,. BEARING STRENGTH Fes A36 Bearing Cap. = 58000 p$i Nominal .Bolt design Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts~Fern/(3.2(2+Re)*Kq} Z = OA2/(3.2*Ko) *(2*Fem*Fyb/(3*(1+Re))A0.5= z = k2*D*tm*Fem/(3.2(1~Re)*Ko) Z = k1*D*ts*Fes/(3.6"'Ko) = = Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW OF BOLTS = BOLT SPACING = 4 BOLTS (BOLTS/ROWS) n = 1 SOWS Group Action Cg = 3 INCH CONNECTION GOOD FOR= 5.24 KIPS 1800 ksi 53.3('5 sq.inch 29000 ksi 1.3125 sq.inch 2071.53 1240.13 1565.54 1382.62 1018.41 1018.41 Pound 4 0.967 I I i I __ ! I I / ! 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I ; ·-----j-'----t,--'·--j--+--Jc--+----+--+--+-t------+--+--+------1!--+--+--+---+------,+---l-_j_l --+--11--+---+--.......+-I -1--l----4---1- ----t--c---t---+---+--, ---+-+-' --!--f----+---+----+--1--+---"-l· '-_J._j_ -----1---.;....----l---a1----+-----''-"----'-. ------~-~'~ ............. -1---<-----+- ]·.: i ' ' -. , '1 ; . ! 1_ •. ,, l . ' . l I . . · 8b1::~1TA-uf~tI totvt.Pitn-JP.. {J-fJl1Pvtr · ,. -: , : /r:{A,,t[tJJ>;. ,1.--z(J f:-~'1, 1v/C-, : . ' : . . J. . l i • • • • ; . , ()l_L.. · , .. 1, _ • ; : r : : i : i : >r ; l ·: : .• ' I I j I I : , ' ! ~ r I i j { 1 1 : : ! , I : : I : '7>MVfl)t;?'Nt:?()) ~: : .:· _;_' ; I ; : ; : 1 _ -4" '~eJ): ~ 8f(;:l,{Af... tMf. NQTfJ30-_!/;2_ __ _ --·--·-· ~-,--~---v--.\1& <> ~,IVG Y~/~~411t-: I , '@-1?;1 10. u · · I I' • ' ' • I l·-~, <~ •, I I I I I I 1· I I I I I I l~;s\ "i\ii I I SINGLE SHEAR DRAG CONNECTION W/A36 SIDE PLATE SOLT DIAMETER =. Fyb (ksi) = Per chapter 23 of 1997 USC and 199-1 NOS 0.75 45 ~OAD .FACTOR = th~ta max = A PR IM E Joba-t::r--/7.)~A STRUCTURAL Date:~6/01 ENGINEERS Sht: I ?JO 1.33 45 tm (in)= ts (in)= 5.125 0.375 depth= depth= 22.5 inch 3.5 inch Fes = 58000 psi (Bearing. Capacity) MAIN M,EMBER DOWl;:L BEARING STRENGTH Fem (per Table SA) = 3551.2 psi . ,, SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = · 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts*Fem/(3.2(2+R.e)*Ko) Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= . Z = k2*D*tm~Fem/(3.2(1+Re)*Ko) Z = k1*D*ts~Fes/(3.s·~Ko) Em= Am= Es= As= = = = = Z min= TOTAL# BOLTS= 5 BOLT$ (BOLTS/ROWS) n = ROW OF BOLT$ = 1 ROWS Group Action Cg = . BOLT SPACING= 3 INCH CONNECTION GOOD FOR= 7.70 KIPS 1800 ksi 11.5.3125 sq.inch 29000 ksi 1.3125 sq.inch 3033.32 1240.13 1565.54 1773.34 1414.19 1240.13 Pound 5 0.934 ·II ·1 I ' I I i l I I I j i ·-I I ·- I I l ! I ! i . -- I I ! l I i l ' I ! I I I ·1 ! l l ! i I • I I I, I j i ! j I i ! i I l i i __ _j I I l i I ! I ! I I .I ',:,,·.~.~ - ,cs~, ~)_\:· ~~.!. ' I I I I I I I· I I I I .I I I I ·· APRlMEJob:W--fWA · STRUCTURAL Date: ~/q . ~ ENGINEERS Sht: · l 7/t-/ l?o·[;r UJf\/('J e. (?z(f.<£1-4 >0{2- sINGLE ~HEAR DRAG CONNECTION W/ A36 SIDE PLATE ------------------------,. Per chapter 23 of 1-997 UBC and 1991' NDS BOLT DIAMETER = 0.75 LOAD FACTOR · 1= 1.33 Fyb (ksi) = 45 theta max = 45 tm (in)= 3.5 depth= 11·.25 inch Fes= -58000 psi ts (in)= 0.3125 depth= 8 inch (Beating Capacity) MA.IN MEMBER DOWEL BEARING STRENGTH Fem (per Table 8A) = 3551.2 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value z = D*tm*Fem/(4Ko) = Z = k3*D*ts*Fem/(3.2(2+Re)*Ko) = Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*( 1 +Re) )"0.5= Z = k2*Dt<tm*Fetn/(3.2(1~Re)*Ko) = Z = 'k1*D*ts*Fes/(3.6*Ko) = Em= Am= Es= As= TOTAL# BOLTS= ROW OF BQL TS= BOLT SPACING = 6 Z min= BOLTS (BOLl'.S/ROWS) n = 2 ROWS Group Action Cg = 3 INCH CONNECTION GOOD FOR = 7.86 KIPS 1800 ksi 39.375 sq.inch 29000 ksi 2.5 sq.inch 2071.53 1190.90 1565.54 1382.62 987.6,4 987.64 Pound ,3 0.997 I ht I I I I I I 1· I: I I. 1· I I I I ,j_ ,, 'l.,-U)Nf\..l e 4·-XC/?tl~ DOUBLE SHEAR DRAG CONNECTION WI A36 SIDE PLATES (per se. 2335 Of 1994 U.B.C.) BOLT DIAMETER = 0.75 .LOAD FACTOR = Fyb (ksi) -45 theta max = tm (in)= 3.5 depth= 11.25 ·inch Fes = 1 -·· PRIM'EJob:2--l0--f~.A- STRUCTURAL Date: ~u/ ~ ENGINEERS Sht: 17197 1.33 90 58000 psi ts (in)= 0.3125 ·depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN = 2600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fern/(4Ko) Z = k3*D*ts*Fem/(1.6(2+Re)*Ko) Z = DA2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))A0.5= = = Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW OF ·BOLTS= BOLT SPACING = 3 BOLTS (BOLTS/ROWS) n = 3 ROWS Group Action Cg = 3 INCH CONNECTION GOOD FOR = -5.45 KIPS 1800 ksi 39.375 sq.inch 29000 ksi 1.875 sq.inch 1365.00 1864.03 2430.06 1365.00 Pound 1 1.000 I 1-~,.- ,(~~s .'-: I/ I I I I 1: I ,f_iil\ -~~~t I I' I I I I •( t--toNrJ (!) PUJ~~,uJ (e?L£f) SINGLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATE -------------------- Per chapter 23 of 1997 UBC and 1991 NDS SOLT DIAMETER = 0.75 LOAD FACTOR - Fyb (ksi) = 45 theta max = tm (in)=_ 3.5 depth= 15.25 inch Fes= ,--·· PRl~JIEJob:2d0 1~A STRUCTURAL oate:.51.£1.. ~ ENGINEERS Sht: l~i" 1.33 90 58000 psi ts (in)= 0.3125 depth= 4 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRJ=NGTH Fem (per Table 8A) = 2600 psi i·\ . . SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt-design Value Z = D*tm*Fem/(4Ko) ~ = k3*D*ts*Fern/(3.2(2+Re)*Ko) Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*(1-+Re))"0.5= Z = k2*D*tm*Fern/(3.2(1jRe)*Ko) Z = k1*D*ts*Fes/(3.6*Ko) = = = Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW bl= BOLTS = BOLT SPACING= 3 BOLTS {BOLTS/ROWS) n = 3 ROWS Group Action Cg = ·3 INCH CONNECTION GOOD FOR= 2.70 KIPS 1800 ksi- 53.375 sq.inch 29000 ksi 1.25 sq.inch 1365.00 932.01 1215.03 991.33 675.63 675.63 Pound 1 1.000 -1·-----_-____ , _____ -,_ --------------------------, . , _____________ ---· ---------------,.PR-IME.Job:2f.'/j,¼.DA __ , ____ -,__ -------·-----------_ -----------------------.. -,--STRUCTURAlD.ate.: .. ~.'.°~-n __ _ _________ -----, ______ _____ -~-INGJNEERlsh_~: .... !?.Z_~--- . ~~,-_:.(,:~\ ~QJAP rf~{--1tJl, -:-:-~NW8t~ ___ --~----------------------------------------------- ~if . f:fref} IA{~r,pNkf:.-:_.fA~~-------·----------------------------·-·---· -· I 4 ---~·--~, -~-------·- -----·--·---------------------------·--------g;V ---·-----------------------------~ . «(·-7-----=--~----==---· _--'=-·------~-=------------------------·-··--~·--- ~--------- --------~- -.,~-~--______,,r..,,r---1-----,--------'------~----'---.........-,--,---·__,_· ---~-,-· ' //' ' . ! . ·i . ,-;,·10-----~--~-___,........------~-,---..----_I-' : :t,w , · ------~----~~------~------ ' ::..\. 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' : . . : ' '. : : . ; ~ ; l j ; : ; ; : ; ; . : ' ~ 1 ·-'------=-g.........cw.........,,w__,.1;1_,tG.-JrNc-~tE: nr ci{(Je @ 10) ·~:/at &1 Pue ~aJ : : : : _ ~--. ...,..__-_fJ?.J>VIOi3 APV1~ BUJt.:r-f)E_ :t1b : u!f ~-t1'rp H,.l!;iL!J -&rm>Fol?-.(a.~b1:-_ I UJ6 1[t'11 _(/2 -n]t?E}frQ~ f?qt) ti:!/_ ( fe ( lff p>ct/ : : , . p Ailcj/ii.. fP ·_ b A1V~ ~ c:J:/IW ~« {J?/1 ast__~-~--1 . ~N@Jjp (CbO ~~-#21: .......,.:----~~ , I J l • : I ll;;\ ,,:"~:. : I I. I I I I I I I I I I I ,. I . p RI ME Job: tl?l ···t7?bA ~I'. 1 STRUCTURAL Date: r6j O 1 ~EN~INEERSsht: l7z({) _ $ud+ ,up tfv 1o ITt.JchJv · l/,>< @. al~~-fa;,u) SINGt.E SHEAR DRAG CONNECTION W/ A36 SIDE PLATE -------------- Per chapter 23 of 1997 UBC and 1991 NDS BOLT DIAMETER= 1 · LOADFACTOR = 1.33 Fyb (ksi) 45 theta maX' = 0 tm (in)= ~.5 depth= 7.25 inch Fes= 58000 psi ts (in)= 0.375 depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem (per Table 8A) = 5600 psi .,\ SIDE MEMBER DOWEL BEARING S'TRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) = Z = k3*D*ts*Fem/(3.2(2+:Re)*~o) = Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Z =.k2*D*tm*Fem/(3.2(1+2Re)*Ko) -- Z = k1 *D*ts*Fes/(3.6*Ko) = Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW OF BOLTS = BOLT SPACING= 3 BOLTS (BOLTS/ROWS) ri = 1 ROWS Group Action Cg = 4 INCH CONNECTION GOOD FOR = .8.92 KIPS 1700 ksi 25.375 sq.inch 29000 ksi 2.25 sq.inch 4900.00 2857.29 3868.03 3325.01 2278.79 2278.79 Pound 3 0.981 I ,0 ··1. I I I_ I I I ., I --- 1 I I 1· __ , I I .• PRIMEJob:U/..--/~A -STRUCTURAL Date:.!t/.!.f_ 'l,j ENGINEERSsht: r771 DOUBLE SHEAR, DRAG CONNECTION VI// A36 SIDE PLATES ------------__ __,._., Per chapter 23 of 1991 UBC and 1991 NOS SOLT DIAMETER = 1 LOAD FACTOR = 1.33 Fyb(ksi} = 45 theta max = 0 tm (in)= 3.5 depth= 7.25 inch Fes= 58000 psi ts (iil}:;: 0.375 depth= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN = 5600 psi .. , SIDE MEMBER DOWEL BEARING STRENGTH - Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) = Z = k31'D*ts*Feni/(1.6(2+Re}*Ko) = Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1 +Re))"0.5= Em= Am= Es= As= Z min= TOTAL# BOLTS= ROW OF BOLTS= BOLT SPACING 7 2 BOLTS (BOLTS/ROWS} n = 1 ROWS Group Action Cg = 4 INCi-! CONNECTION GOOD FOR= -12.98 KIPS 1700 ksi 25.375 sq.inch. 29000 ksi 2.25 sq.inch 4900.00 5714.59 7736.06 4900.00 Pound 2 0.996 -1----1 . i •j 1-i · 1 · I ! T-f ·7 t ·+· t . ,. . -f · i ··i i,'i;J-, .. ! -r-+vz[:r~~.A i-1 -··1-~-·--.-;·--+-t, i l i H--1-----++-·-·1-~--+ '-fsyllm~~i~~.1 f------l--1 : . i : I ' . -1·--1 I I -.. , ~ +ENGINEER-st-i1;21-L I I! ,11·: I:, I, 1111,iSht.:TI---il -· ..... 1 : ; , ! i 1 - 1 • 1· , , i --1 : : 1 1 1 1 i i -r-. \I".:,"' ' l I I I . l I . ! I I I ' • • ' -t·:·.·~· -'~j •• I l : I I i ! ! ' ! I l l : I !_ -: "/'.,-:· ~ 1 I>~ l-1-lo A·, -~1· 11 ·,· .A-t..l/ A..AiAICM <'1 LJ' i 1 1· /9 l 1 · y ; :_" \ 1 1 -,1-1 ' : ·r--.--· ~lu.&.OtiA1?nK1J1·~,ti v 1,y,,-rq r.:>1 i,or _ rift p /.fh~-_£ti 11"6(...,. CL¢tJr;;;1,) 1 i i : __ J_ ~J.. l i · 1 r I i : 1 1, 1 : 1 1 r 1-i , 4 ---: i ! i 1. . . i i l i ; I • i i ! : I i l I I i ; -__ , 1 dr ~-cih ~-wf01l/~ilewtTr~ lA~~ ~D i . : ! i I 1 I I 1,1 j ! i ! J I I . I I I 1,; j ! i ,: i I ·-j I -'-.I i I ·-e-I I i ; I ! . i i l I • I i ! ! ! ,_ _1 u 8t;.,_ ~,A,f}[::_i1-4 __ Q:p __ <¥f-_? r' ,, (P :-'6 ,J i 1 : 1 1 1 _____ ... ,_---'-1---->---<l-- 1--. 1 1 1 ! 8~ tJ6l.nrvi.r1 1 _ ! __ J___ l I i 1 '-----+-- ! l I I l j -I I l L I 1--J--+---!,lf---+--t----l--'----1--l-j_ --!-i ----1,c--+--+,-!--l---l---!-1 .. I ' ,-- -_ -1 , I J ---s--· i I 1 : 1 1 I i i I J i I I _ ! l ; I ! I I l l I I l I f I I i ; I ! i ~" ' --- I ! I I l !-~-·"-i r i I i l I j --r ·l I ! ' --I i l I 4--·---I I I I i I i --- -I I I -I ' I I I 1 I 1-- I i I I -; ! ! i 1 I i I I l i ! j ! I I. I I -· ~ I l I I I I I • I "'' I I I I I I I I I I l·-1 ' I ·1 I I A PRIMEJob: ~f..-f?6A STRUCTURAL Date· ?/0 I ENGINEERS Sht: ! 2?/· fbiuft ~up Ht.:> 1o P..vtc J:rrxr i.S)rt Jr C4lJ3. <! lim.13 SINGLE SHEAR DRAG CONNECTION WI A36 SIDE.PLATE ---------·-. __,.__,.__ ·---- . Per chapter 23 of 1997 UBC and 1991 NOS BOLT DIAMETER = 1 LOAD FACTOR = 1.33 Fyb (ksi) = 45 theta max = 0 tm (in)= 5.125 depth= 19.5 inch Fes= 58000 psi ts (in)= 0.375 depth= 6 inch (Bearing Capacity) MAIN.MEMBER DOWEL BEARING STRENGTH Fem (per Table 8A) = 5600 psi ;, SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z= D*tm*Fem/(4Ko) Z = k3*D*ts*Fem/(3.2(2+Re)*Ko) Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Z = k2*D*tm*Fem/(3.2(1+2Re)*Ko) Z = k1*D*t~*Fes/(3.6*Ko) Em= 1800 ksi Am= 99.9375 sq.inch Es= 29000 ksi As = 2.25 sq.inch = 7175.00 = 2857.29 3868.03 = 4216.47 = 3245.35 TOTAL# BOLTS = ROW OF SOL TS = :BOLT SPACING :;: 3 Z rriin= BOLTS (BOLTS/ROW$) n = 2857.29 Pound 3 1 ROWS Group Action Cg = 0.981 4 INCH CONNECTION GOOD FOR = 11.19 KIPS I .fYt I I I I I I I I I I I .I ·1 ·1 I . APRIMEJob:~---(?bA STRUCTURAL Date: eff [ ~ ENGINEERS Sht: . l r:(-o ( J>tA,V{ t (/1,, SINGLE SHEAR DRAG CONNECTION W/ A36 SIDE PLATE Per chapter 23 of 1997 USC and 1991 NOS BOLT DIAMETER= 1 LOAD FACTOR = 1.33 Fyb (ksi) = ·45 theta max =, 0 tm (in)= 3.5 depth= 15.5 inch Fes= 58000 psi ts (in)=. 0.375 depth,= 6 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem (per Table 8A) = 5600. psi ,., SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value z = D*tm*Feri1/(4Ko) z = k3*D*ts*Fern/(3.2(2+Re )*Ko) Z = D"2/(3.2*Ko). *(2*Ferh*Fyb/(3*(1 +Re))"0.5= Z = ·k2*D*tm*Fem/(3.2(1+2Re)*Ko) Z = k1*D*ts*Fes/(3.6*Ko) Em= Am= Es= As= = = = ::: TOTAL# BOLTS = ROWOF BOLTS= .. BOLT SPACING = 3 Z min= BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 4 INCH CONNECTION GOOD FOR= 8.99 KIPS 1700 ksi 54.25 sq.inch 29000 ksi 2.25 sq.inch 4900.00 2857.29 3868.03 3325.01 2278.79 2278. 79 Pound 3 0.988 , ol:::_ ' I ; ----'-----'-- ' I ,, Q{C:, i-: ~'----,-----~_:__~...;....._L_._. ' ' . . ' ; • I -I J--;----'--_--,-.,---___:..._1. -'-----~_,---.--___ ___;__....,___ ' I I"\\':.--, ~(·}~~'., ··~ h' I I ,I I I I I I :I I .I I I I I t f~ 1,- ;, REACTICNB (.k) LOAD Dead ·Live BEFLECT!UNB LOAD '' L!VC D~::td L / 180 L / 240 L / 360 LEFT 4;286 0,(ll)(l 4~28E i32791/EI ~)/EI 13i7fiC!:I EI 284~:2 3791·i(l2 55S1tJ4 Rii3HT 7~114 ;~,%{) i\ 714 7:(>0 ft 7~(:0 ft 4~50 ft 4t-5i) ft: 3i77, {].t ~)f) mi dspz~h r S;o·e.q/cl ~ Jq.2,¢7/fc f.tv.12- {lP K Lf (f K '-l/3 . :;:;, & < 1Y'lrt~}:> PR l M-E Job: ~L~P- S1RUC1URAL oate: ~lo L ENGINEERS sht: Jq1:;: 1L w,c(t; v:f ff ~y.,;{O;{ ({~&- I I I- I 1· I I I I I .I I I I I .• PRIME Job: 'Zj~-r?.?o A- . STRUCTURAL Date: 1' : ~ ENGINEERS Sht: \ · 7 U> VJ VllC>!-wiJ o/ 1-/ y: 1 ep { Al e-!A~ 17D 1r ~ JC (/I DOUBLE SHEAR DRAG CONNECTION WI A36 SIDE PLATES Per chapter 23 of 1997 UBC and 1991 NDS BOLT DIAMETER = 1 LOAD FACTOR = 1.33 Fyb{ksi) = 45 theta max = 0 tm(in) = 3.5 depth= 15.5 inch fes= 58000 psi ts (in)= 0.25 depth= 14 inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN = 5600 psi ,., SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 ·searing Cap. = 58000 _psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) = Z = k3*D*ts*Fem/(1.6(2+Re)*Ko) = Z = D"27(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Em= _Am= Es= As= Z min= TOTAL# BOLTS= ROW OF BOLTS = BOLT SPACfNG = 2 BOLTS (BOLTS/ROWS) n = 1 ROWS Group Action Cg = 4 INCH CONNECTION GOOD FOR= 13.03 KIPS 1700 ksi 54.25 sq.inch 29000 ksi 3.5 sq.inch 4900.00 5520.48 7736.06 4900.00 Pound 2 0.999 I I I I I I I ·I I. 1~ I I I I I ·1 • f. ,,.. ' PRIMEJob:1J0---f77t!}-\ '*~ 1 STRUCTURAL Date:$ . ..~ENGINEERSshtt ~ c,01,, 111Qdwii1 o-P "T~ (J v(£J d{ (f to E?Acl qq--lf>cl ll SINGLE SHEAR DRAG CONNECTION W/ A36 $IDE PLATE ----. --------· --- Per chapter 23 of 1997 UBC and 1.991 NDS BOLT DIAMETER = 1 LOAD FACTOR = 1.33 Fyb (ksi) ·= 45 thet;a max = 0 tm (in)= 3.5 depth=· 15.5 inch Fes= 58000 psi ·ts (in)= 0.25 depth= e .inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH · .Fem (per Table 8A) = 5500 psi .. , SIPE MEMBER DOWEL ·BEARING STREN(:3TH Fes A36 Bearing Cap. = 58000 psi ·Nominal Bolt design Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts*Fem/(3.2(2+Re)*Ko) Z = 0"2/(3.2*Ko) *(2*Fem*Fyb/(3*{1+Re))"0.5= Z = k2*D*tm*Fem/(3.2(14'.2Re)*Ko) Z = 'k1 *D*ts*Fes/(3.6*Ko) Em= 1700 ksi Am= 54.25 sq.inch Es = 29000 ksi As= 1.5 sq.inch = 4900.00 = 2760.24 3868.03 = 3325.01 = 2414.20 z min= · TOTAL # BOLTS = ROW OF BOLTS= BOLT SPACING = 4 BOLTS (BO!,.. TS/ROWS) n = 2214.20 Pound 4 · 1 ROWS Group Action Cg = 0.948 4 INCH CONNECTION GOOD FOR= 11.17 KIPS I Ip: ·I ·1· I- I I ·I ·I 1· 1- ,1 .I I I I I '.PRIMEJob:"/4!/,__,,r.,,w" STRUCTURAL Date:~ . ~ ENGINEERS Sht: ~ uwww.ctw--y·1 of TILPkb ic1/cf---w ivtrF .l[-ic/2- s1NGLE SHEAR DRAG CONNECTION W/ A36 $1DEPLATE Per chapter 23 of 1997 UBC and 1991 NDS BOLT DIAMETER= 1 l,.OADFACTOR = 1.33 Fyb (Ksi) = 45 theta max = 0 tm (in)= 3.5 depth= 11.25 inch Fes= 58000 psi ts (in)= 0.25· depth::;: a·inch (Bearing Capacity) MAIN MEMBER DOWEL BEARING STRENGTH Fem (per Table SA) = 5600 psi SIDE MEMl;3ER DOWEL BEARING STRENGTH Fes A36 Bearing Cap, = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) Z = k3*D*ts*Fern/(3.2(2+Re)*Ko) Z = D"2/(3.2*Ko) *(2*Fem*Fyb/(3*(1 +Re))"0.5= Z = k2*D*tm*Fem/(3.2(1+2Re)*Ko) Z = k1*D*ts*Fes/(3.6*Ko) Em= 1700 ksi Am= 39.375 sq.inch Es = 29000 ksi As= 1.5 sq.inch = 4900.00 = 2760.24 3868.03 = 3325.01 = 2214.20 Z min= TOTAL# BOLTS= ROW OF BOLTS= BOLT SPACING = 2 BOLTS (BOLTS/ROWS) n = 2214.20 Pound 2 1 ROWS Group Action Cg = 0.996 4 INCH CONNECTION GOOD FOR= 5;86 KIPS I ·-·-·-·'---- 1· .f: I. I I ·1 I I 1. I I I I I I I _I A PRIMEJob:'2.f{--1~.A- . STRUCTURAL Date: q~ I ENGINEERS Sht: l l} 1· 1uw f wUa,p a+ bvt<ct... Cffflf1. 1V t¥ltr' tf-x DOUBLE SHEAR DRAG CONNECTION W/ A36 SIDE.PLATES Per chapter 23 of 1997 \JBC and 1991 NDS -.. BOLT DIAMETER = Fyb (ksi) = 0.625 LOAD FACTOR = 1.33 · 90 45· theta max = · tm (in)= ts (in)= 3.5 0.25 depth= depth= 15.5 inch 7.5 inch MAIN MEM!3ER DOWEL BEARING STRENGTH Fem PARALLEL TO GRAIN= 5600 psi SIDE MEMBER DOWEL BEARING STRENGTH Fes A36 Bearing Cap. = 58000 psi Nominal Bolt design Value Z = D*tm*Fem/(4Ko) Z = ·k3*D*ts*Fem/(1.6(2+Re)*Ko) Z = D"2/(1.6*Ko) *(2*Fem*Fyb/(3*(1+Re))"0.5= Fes = 58000 psi (Bearing Capacity) Em= 1700 ksi Am = 54.25 sq.inch Es = 29000 ksi As= 1.875 sq.inch = 2450.00 = 1802.76 2417.52 Z min= TOTAL# BOLTS= ROW OF SOL TS = BOLT SPACING = 4 · BOLTS (BOLTS/ROWS) n = 1802. 76 Poynd 2 2 ROWS ,Group Action Cg = 0.996 8.5 INCH ' CONNl;CTION GOOD FOR = 9.55 KIPS March 18, 2002 Callaway Golf 2285 Rutherford Rd Carlsbad, CA 92008 ATTENTION: Rich Ruzylo w CHRISTIAN WHEELER ENGINEERING REFERENCE: Callaway Hunter Bldg., 2261 Rutherford Rd., Carlsbad Building Permit #CB01 l.337 SUBJECT: Final Testing and Inspection Report Dear Mr. Ruzylo, CWE #201.266.2 Christian Wheeler Engmeering has provided testing and special inspections of shop welding, field welding, epoxy anchors and ultrasonic testing on the above referenced project as described in reports 1 through 13. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans and specifications and the applicable workmanship provisions of the Uniform Building Code. If you have any questions, please do not hesitate _to call me at 858-496-9760. ·., .. ···.I',·. ""-__ t ...• )·t"' ! ':: --,,· . . -~ '. . -· . , r,, . . :.. .• -··· ·~· ~ •. -- 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 City of Carlsbad 1=1 1-0GO,i·l•J§·EIIU,t§hl BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 01-1702 Job Address or Legal Description 2261 Rutherford Rd You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by petsonrtel ofthe City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Irispector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side ofthi~ sheet. (over) SPECIAL INSPECTION PROGRAM -ADDRESS OR LEGAL DESCRIPTION: ~1,b/ /cVT}le/lFo{,/) ~ 1 tf~ 1/,et}J . ' PLAN CHECK NUMBER: t?( "/'!I),, . OWNER'S NAME: ~ pd~ . I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Suilding Code (USC) Section 1701.1 for the construction project locat d at he site listed above. USC Section 106.3.5. I, as the enginee /architect of record, certify that I ·have prepared the following special inspection program as required by USC Section 106.3.5 for the construction project located at the site listed above. Si.gned ___ · ..... (it»~~-,_, __________ _ 1. List of work requiring special inspection: ~-Soils Compliance Prior to Foundation Inspection 1J Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry D Designer Specified lSl' Field Welding ,o-High Strength Bolting ~ Expansion/Epoxy Anchors . D Sprayed-On Fireproofing D Other _____ _ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. C//J1)5fl/}t{ l'WffilM &N6. HH NFlle-tt/tl/ St: Slfll l)le~/ c>t? I/.J.111 • 8. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. SIP 4997 ......._ .. ''12 ~~r "\ -v-J () E:0· ----0 ---------~ -E0, r--......_ 0-,.. .----~ 7 tJ ~ :-D r--( ? -' f· V' 0 C ~ I~ @ r ----1-7 't ~ p ~ \A ~ ' ~ -~ ~ \ ~ ~ ............ ~~ ~ ~ c.c.'~~ ''-J C...' ( ··-.,h~ r. ~ ""'-i'~ ~ I' ....... ..... I;'.-~·~ 1040,0\) ~ ~ ~ ~~ ~~ .:apactiy 1y d . ....., ·--...... ··- IS MEETING THE ode). iree to comply with all 1 the above mentioned ~ST ALL LIABILITIES, THIS PERMIT. d if the building or work uspended or abandoned