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Home My WebLink About2765 LOKER AVE W; ; CB003058; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09/28/2000 Commercial/Industrial Permit Permit No: CB003058 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: ZUBIK JEFF 2765 LOKER AV WEST CBAD Tl Sub Type: COMM 2090811800 Lot#: 0 Status: $175,000.00 Construction Type: NEW Applied: Reference #: Entered By: ASHWORTH Plan Approved: FOUNDATION & FRAMING FOR INTERIOR MEZZ Issued: Inspect Area: Owner: ISSUED 08/17/2000 JM 09/28/2000 09/28/2000 633 KETTNER BLVD SAN DIEGO CA 92101 619-235-6166 C O B C PARCEL 18 L L C C/O KEN SATTERLEE 4510 EXECUTIVE DR #5 SAN DIEGO CA 92121 9908 09/28/00 0001 01 C-PRMT Total Fees: $1,794.66 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Inspector: (j)i--: Total Payments To Date: $574.33 Balance Due: $1,220.33 $883.58 $0.00 $574.33 $0.00 $0.00 $36.75 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) LFMZ Transportation Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee: Sewer Fee: Redev Parking Fee: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $300.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,794.66 FINAL APPROVAL Date: ? .,( 5' ,L) I 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 Cartsbad 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 FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy 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 vou have previously been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 02 1220-33 tu~r FOR OFFICE USE ONLY 7 P~RMIT APPLICATION PLAN CHECK NO. c/33058 CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. /7)cJ(X) . Plan Ck. Dep~ .,/ 573/. 33 Validated By0_'/V'. i ~ Date Y/ 7f:tJ Address (include Bldg/Suite #) Tf?'f\CT ll/0-'1L(-'2 usiness Name (at this address) No .. 1 o:372- Legal Description Lot No. Subdivision Name/Number Unit No. Phase No, Jotal # 9.f units 6286 08/17/00 0001 Ul V2 Assessor's Parcel # Existing Use Proposed Use C-=FR!·li' ~ .. l ..::, :l 33 # of Bathrooms Name Address City Fax# ;~; ,. _ Al;'!J1,~!9Ar_.lT . _ U CQntta:Ot<.>r ---D~Agent:fO[ Go"ril:r~qf{lr-: .. []' ¢iwnii'i~;: '0'.}\g_en't {or '(),~_tier. ;': .· Name Address __ : . __ • . -:. , City --Cf.1--.. 'L... State/~ip _ _ . Telephone_# o~:e:;oPM-t-f\ll; __ t,-/6-'r ·l\1 ctCri f'tt·''~·"·\ R:v i'l\11;.'·d'tf'·· ·· y, r1tj -ilea.:_ 13q o Name Address City S,tate/Zip Telephone # ,5._ ,CQNJ;!U,\CTOR·,PPJIJIPANYNAME • .. Name State License# --"~1,~2.~0-'-111--,~-License Class ----------City Business License # _______ _ Designer Name Address City State/Zip Telephone State License# _________ _ .§/ ._ WO!lKEJlS' POMPEt\lS:ATJON ... --. . ·•-v " • -..... --...... _, ~ _·:" ·:.-· ... ~,. --· . --·-'""'" Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 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. IQ'" 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 i~ed. My worker's compensa ion insurance carrier and policy number are: __ l~surance Company A . ..,,r,I) ,.. • ((':,. Policy No. C. P 2. 34 '& (. 2.<0 Expiration Date 'J --z.. > .-ot_ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 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 addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. )<:-s~GNA~~RE j1-~ -'/II~ . , __ ,_.,. . . )<l!ATE __ q .-2,..~ --0'0 :z, .... ,OW~E!J-JlPJI, _.!;IU>ECl:MAT.lOJ\I. . , . · . . . ., ___ .:,: . ._. ___ _ ' .. _:., ·.. . '_ .. I hereby affirm that I am exempt from the Contractor's License l:.aw for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's 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. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 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 ______ 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. 0 YES ONO 2. I (have / have not) signed an application for 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 number): _____________________________________________ _ 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 ________ _ \g9tvtei;_1:J~'TH1s _$1;cno!'f'i=i;>l\.JJo#;pEstQEN-tiAi:au11.:oiNG:P~RNJiisJifn:v,>/:::~\"'.:~;::, ~ :::: t ·. . : ____ : . , .. ' _ .. ·_ 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? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO ls the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O 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. Lt,~~:_-cc;,.~n~oQrio~J,ijfQiiJ'G.:A(f~Ncv . ,, _____ · ·::::-,·:: =:. :..:. .·. __ : r.-~-;::.~_:.-: :_:·:·,· . .--:: -~ _ · ·· .. ·:. :-,:·: ,_ - I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3og7(i) Civil Code). LENDER'S NAME______________ LENDER'S ADDRESS ________________________ _ ;l'./,1 .~AefltlC!).Jll'E91;RTl.F!QAT~Q,N -: --·. · :, : . -: . • .:. · .;~ :,:,/ :;: ; .:'_. -~ -·-:'.,_, -.. : ,j '.: .',· ·. 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 construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the uilding Official under the pro isions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not comme within 180 days from he da of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is co f 18 ays Se~r n 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE YELLOW: Applicant PINK: Finance 10/02/2000 Job Address: Permit Type: Parcel No: Reference #: Project Title: Applicant: ASHWORTH INC City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Water Meter Permit Permit No:WM000181 Building Inspection Request Line (760) 602-2725 2765 LOKER AV WEST CBAD WMETER Status: 2090811800 Lot#: 0 Applied: Construction Type: NEW Entered By: PIP 97-05 ASHWORTH INC 2" DOMESTIC WATER METER Plan Approved: Issued: Inspect Area: Owner: C O B C PARCEL 18 L L C C/O KEN SATTERLEE 4510 EXECUTIVE DR #5 ISSUED 10/02/2000 KMF 10/02/2000 10/02/2000 j 2791 LOKER AVE WEST CARLSBAD CA 92008 SAN DIEGO CA 92121 0109 10i0?/00 0001 01 02 Total Fees: $25,439.00 Total Payments To Date: $0.00 Balance Due: $25,439.00 Units Meter Size Meter/SDCWA Fee $10,079.00 $0.00 $0.00 Connection Fee Potable 1 D2 0 0 Add'I Connection Fee Reclaim 0 0 0 Add'I Connection Fee Jumper Fee Construction Meter Rental Construction Meter Deposit TOTAL PERMIT FEES Inspector: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 FINAL APPROVAL Date: Clearance: $15,360.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $25,439.00 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 prote&t 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 FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy 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 oiven a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise exoired. 25439 .. 00 City of Carlsbad Bldg Inspection Request Permit# CB003058 Title: ASHWORTH For: 10/19/2000 · Inspector Assignment: PD --- Description: FOUNDATION & FRAMING FOR INTERIOR MEZZ Type:TI Job Address: Suite: Location: Sub Type: COMM 2765 LOKER AV WEST Lot O APPLICANT ZUBIK JEFF Owner: COB C PARCEL 18 LL C Remarks: IN SLAB DOWELL & MAT INSPECTION Total Time: CD Description Act Comments Phone: 7608025506 lnspecior:ti.L Requested By: GERALD YODER Entered By: CHRISTING 11 _F_t_g-/F_o_u_n_d_at-io_n_/_P_ie-rs ____ f=---------------------- Associated PCRs lnsgection HistoQ! Date Description Act lnsp Comments 10/16/2000 11 Ftg/Foundation/Piers AP PD 10/12/2000 11 Ftg/Foundation/Piers PA PD NO PLANS 9/29/2000 21 Underground/Under Floor AP PD i: ,' ', ' ;• CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO•TRACY•CORONA•OXNARD•LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE ( OF I ARCHITECT: /?, .. .,.. ,-#'( r:_,~ ENGINEER: !L.v /4/,,:----ee4 CONTRACTOR: ~ (~ C:., -,,~~ INSPECTION DATE: /0 , "1/ · 0 c) PLANFILE: ____________ _ BLDGPERMIT: </200 56 5;5 OTHER: _____________ _ INSPECTION . ( ) CONCRSTE. ( )MASONRY ( )P.T-.CONC. ( ) FIELD WELD CTEJOB# /t:,. ef'36f - REPORT# _______ _ MATERIAL IDENTIFIC~TION GROUTMIX#/PSl . ..,....,..,.,_,__ __ _............__,,;,_ MORTARTYPEJPSJ: _____ .,....._._ ( ) SHOP WELDING -sm. STEEL _______ ----'-_ ( ) PILE DlUVlNG H.S. BOLT_~--,-----,----,--- ( )BATCl:I:PLANT MAS.BLOCK, __ -,---,...,..___,_ ___ _ ( ) EXP. ANCHOR ELECTRODE..,. __________ _ (~) OTffER t;~/j · ,(, . .JI' Material Sampling / ( ) CONCRETE (.) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS . ·_ INSP. PEB'FORMED~ JOf;l PROBLEM, MATERIAi.. iDENTiFiCATiON, PROGRESS, WORK REJECTED, REMARKS / I · ·Certification-of Compliance: All work, unless. otherwise noted, complies with the approved plans and specifications and the : unifonrl'l;>uilding code. ,NAME: (PRINT) ,S:c, t/ J,.,/ ,l;;l )t;,,,, CERTIFICATION NO: ;r;7; Ao II / O }#~ k -"'77 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONPIDO•TRACY •CORONA •OXNARD •LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE_l_op L CTEJOB# lo· 4.·r6,9 PROJECT NAME: 4YLt,tft' fi --~'-=--------- ADDRESS: 21{,,c;-/,.J~ 4-tJ h/4t. I c .. t~ a, 4•• r ARCHITECT: Ji,.,,:, ( .. , ENGINEER, 1/y, t C?"" :,,-; , CONTRACTOR: &6 .,.,, _ ?J/t,,,...,. .l.,,.,, J INSPECTION DATE: /0 V/t· 0 f) PLAN FILE: ____________ _ BLDG PERMIT: cf> 6 o 3o <;" ½ OTHER: _____________ _ INSP~m'ION ,~<)CQN~m ( )-MASl)NRY .( ) P.t, CONC, l ) FIELD WELD REPORT# _______ _ MAl'ERl<A:L IDENTIFICATION CONC~IPSI. ;Q3S/2 hi'o~1 4'/. . • .· _I . / G:ROUTMIX#/PSI. ______ ,,_..... MORTAR TYPE/PSI . 1 / ./ REBARGRADE /4 ·6/f' 0"1.;";e;{ztUl ( ) Sl{OP ~tDING ~-STEEL _ __.,,..--~~~-- ( ) PILE. DRIVING H.S. BOI,,T--,-_ -----+-,-+-,--'--,- (..) BATCH PLANT MAS.BLOC,. _______ --'-------- ( ) E)CP. ANC~OR, J;:LECTRODE {/.) OTHER. ,lv?, Material Sampling (.?9CONCRETE ( )MORTAR ( )GROUT ( )FIREPROOFING ( )MASONRYBLOCK ( )REBAR ( ) STRUCJ;'URAL STEEL ( ) BOLTS . ,IN~ PERFORM,E;O, JOBf>'R()BU;M, MATERIAi,:. IOENTIFlCATION, PROGRESS, WORK REJEC1ED, REMARKS -11.J?-qL s I z_ 5-;./ : 'Certification of Compliance: All work, unless otherwise noted, complies with the approved plans and specifications and the : . uniform bµilding cod~. NAME: (PRINT) S.o // // /?.:1 /t,. CERTIFICATION NO: ::C ~ /!)p # IO 31¢$6 ~9' "r GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY • CORONA • OXNARD • LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE_.2:,_0F-2.._ CTE JOB# /o ,---/31-, '7 PLAN FILE: ____________ _ BLDG PERMIT: < A 00 3o) a OTHER: _____________ _ 'INSPECfION ( P:J CONCRE'I'.B ( ·)MASONRY ( ) P.T,, CQNC. ( ) FlELD WE!,D REPORT# _______ _ MATERIAL ID~NTIFJCA.110N . OONC.-l. 5c3 <./?./ '.J < ~?r. QROUTMIX#IPSl.,,_: _ _,.._ _____ _ MORT~ TYPE/PSI . . . REB~,GRADE I).' Pi"'' 4,,,,,..,/4 ( ) SHOJ>WELDING ·STR..STEEL~~~--~--- .( 'JP1LEDRIVING Fl.S . .{30LT~~---~--- ( ) BATClf Pl,,ANT MAS.BLOCK_....... ______ _ ( )EXP. ANCHOR ELECTRO~E -------'--- (nOTf!ER ~ Material Sampling ( k} CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS : Jti1$P; PEaFOFIMED, JOBPROB~M,MATERIAL lbENTIFiCATION, PROGRESS, WORK REJECTED,. REMARKS . . . . p I 7 tJ · Certification of Compliance: All work, unless otherwise noted, complies with the approved plans anq spe9ifications and the : uniform building code. · . . , ,\i/\i': . NAME: (PRINT) ,S::,.., // J/ /-/4er b?r CERTIFICATION NO: re/:)(') :ft 16 3~--/9 b. ti GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 \ ·' '· · CoNSTRUCTION TEs11NG & ENGINEERING, INC. 0 ESCONDIDO•TRACY •CORONA •OXNARD •LANCASTER ENGINEERING, INC. INSPECTION REPORT PA,PE _L OF -d-- CTE JOB# /()~ C..(Jb '1 PROJECT NAME: /,St-/. l;..JO~ J{V C... ADDRESS: 2?6::;-Lvh-ert-A,v:!:.. I,~ i- c_ BfLb CONTRACTOR: __________ _ INSPECTION DATE: /(.)-/ Y-0 0 PLANFILE: /vo,r.A!__ BLDG PERMIT: ~/!;>o 03 o ~G OTHER: _____________ _ ;JNSt~crION . . ( ) CON~TE . :{ .)MASONRY'·. ' . . ( )PrT, CONC. REPORT# ______ _ · NiAnruAJ, mlOO'IFiciTiois. · ·coN9,~t1PSI~~~~----.--,, . GROUTMIX#/PSI.,.,,,,. _ __..__ ___ _ MORTAR TXPEIPSI _. -----------,-;..--- (blf!ELD WELD REBARGRAPE . . . . < { ) s~OP WELDlNG · srn .. s~EL. A 't'il,/ ·A )S A}JZ'-tiMS-O ( )P'.ILEDR1VINO. H.S.BOLT-. ,4. '3--L~. . . _' . : ;( J BA'l'CH:PLAN!. MAS.BLOCK,.,,.._ ..,_. ____ ,,,_____,,_,... ( iEXP,ANCHQR . ELECTRODE . .·. .·. . .· .... MoTFIERftP~rf41~1'!Jtd;-f'SO,u ~ ,fl Materi_al Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR 0STRUCTURALSTEEL ~OLTS Certtfl'cafion·ot Compliance:' All,'work1 un1essotherwisf.'> noted,.·complies with the approved plans and ~pecific tions and the .. ' unlforrnbuilding_code. : . . : ·. . . . . . . . < • • • • • • • NAME:(PRINT) ~' f/{of'5/lr'~-l . . • SIGNAJURE~·~:..:·:::;..·-r-7'·~---~L-------I CERTIFICATION NO: /(1o <1:c:)d Jl{~s--9£.} Sl'-oi · D lk-c;'O 72-0 GEOTECHNICAL & CONSnu/CTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 ·coNSTRUCTION TESTING & ·ENGINEERING, INC. ESCONDIDO•TRACY•CORONA•OXNARD•LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE __L OF _I_ CTEJOB# I()-43 (: 1 PROJECT NAME: -'--A_S_/-1._W__;o::c.,..f?..._Lh'--'-"-_.l...:..IJi__,t:..=---- ADDREss: 22 ~ s-/ 6 /..c e_ 8, , LfsA~ ARCHITECT: ,1-/owA P2--'b I SA.2--ee 'il ENGINEER: CfJA fl..L£~ ,:1 No P12 Ufcc CONTRACTOR: __________ _ INSPECTION DATE: / b-{ 8 -CD PLANFILE: ---ft't'IJ~t>-&-£'----______ _ BLDG PERMIT:~C.=-~B~0~0~">=-"0""-~-"-1,,B-----~ OTHER: ____________ _ REPORT# ______ _ ~SfECfIO~ _·. . .. ·. . MA.TEJnALJD~CATJON ~ ··) CON~'I:B ', CONC.MlXltlPSI _____ ..._.,....--,.,.,.. l • ' / , < i( ) MASONRY _ '. ottourM~#/BSt . 1( ) P~T. CONC. _ MQRTARTYPEIPSJ _______ ...,..,__......__ . ' , ' ~ FIELD weui _ REBARG:RADE....,_ .... __ ,...,..,. ___ _____,.. ~ ) SHOP-WELDING ··m.snmt.·--.A_?..... -=C:--,---.--.....,,..,..____,. !( .)PILE~R):VJNG . JU.BOLT_-_--.....,_,_.,._.,,.._ ........... --.,,...... 1 k :)BATQH.J>LANT MAS,BLO~--.,_...,.....,... ____ _ I . . . k )EXP.ANCHOR' 'El-,ECTRODE C:t2a_1f?1f': G:?L7:::8 ; ' T> ~ ) 0'lll1;!r.. ', Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR (t>LSTRUCTURAL STEEL ( ) BOLTS 1 o--tct--cti / 'Certifibatiori of Compliance:. All w9rk, !4nless-otherwi$e noted, complies with the-a:pproveQ plans .and sp ·. uniform building code. . · · · · NAME: (PRINT) ~ < 1/4. O t-s [ CERTIFICATION NO:+ . .,_r'L-..,u.."---"5=,_=)_;;:.0~~:>-1-..1...<-=.___,,_,,........,_,,-="--~'--'---' GEOTECHNICAL & CONSTR CTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 .. ,, City of Carlsbad Bldg Inspection Request Permit# CB003058 Title: ASHWORTH For: 10/16/2000 Inspector Assignment: PD --- Description: FOUNDATION & FRAMING FOR INTERIOR MEZZ Type: Tl Sub Type: COMM Job Address: 2765 LOKER AV WEST Suite: Lot O Location: APPLICANT ZUBIK JEFF Owner: COB C PARCEL 18 LL C Remarks: Total Time: CD Description Act Comments Requested By: GERALD Entered By: ROBIN 11 Ftg/Foundation/Pi'ers ,¥----- ----------- Associated PCRs Inspection History Date Description 10/12/2000 11 Ftg/Foundation/Piers 9/29/2000 21 Underground/Under Floor Act lnsp Comments PA PD NO PLANS AP PD CoNsTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO•TRACY•CORONA•OXNARD•LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE_l_oFi CTE JOB# /o~ t'/3/4, 9 INSPECTION DATE:-~-~~'-"------ PLAN FILE: _____________ _ BLDG PERMIT: ("J(!;o O ':l O <; J1 OTHER: ______________ _ INSPECTION - ~~ONCRETE REPORT# _______ _ 'M'.A.TERiA.t JDEN11F'ICATION. - CONC~IPSl -JIJ ?1/Z /2,r#; ~A· --r -/ -, ( ):MASONRY _ OROUTMIX/t/PSI ..... -______ _ -( ) P.T~ CONC. -MORTAilTYI:'EJPSI _ __,_ ____ _ ( ) FIELP WELD REBAR GRADE -6-+e/ J ?' _ ( _) SEOf WELDING _STR.STEEL----'-~-------'--'---- ( ) PILE DRfVING H.S. BOLT_--"-~------,-,-- ( ) BATCH PLANT MAS.l}LOCK __ .......,...,. _ _,_ ___ _ ( ) EXP: _ANCHOR ELECTRODE-- ~) (;)THER /dd, +-_/~ ~If;;::$: Material Sampling ~) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSP; PERFORMED, JOB-PROBLiM, MATERIAL IQENJ'IFICATION, PROGRESS, WORK REJECT~Q, REMARKS / lo. n <:f.. £)_ ... CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO•TRACY •CORONA •OXNARD •LANCASTER ENGINEERING, INC. INSPECTION REPORT PLAN FILE: -------------- BLDG PERMIT: < /j Po 3 0 5: ft> OTHER: ______________ _ INS:J)EC,'TION '5?'}CONCRE'm. ( )MASONRY ( ) P.T, CONC. ( ) FIELD WELD CTEJOB# REPORT# ______ _ MAmmAi.miNTJFicA.:noN . ;CONCtvlIXlii~l 5C:3,'f/:? J'J':'S<f/1'9 J(},,u: l . / -GRQUTMIX#/P$t..........,_,,,_· ............ _,_ ........ __,_ MORTAR TYPE/PSI ______ _ 'REB,i\RGRADE __________ _ (' )Sl':[OPWELDING ·S'Fl?..STEEL-'-·----.,------ ( ):J>ILE.}?RIVIl'iG .11.S. BOLT_-+--'----'----- ( )BATCtIPLAN'l' MAS.~LOCK ___ --'-'----- ( )EXP.ANCHOR ELECTRODE..,...-------- {>fOTHER ~ . ~ Jf;t!t:_ .. #~ _ Material Sampling (?()_CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS ) / I I 7-;; ft r;L,_/} u 0.-,:1 ·c</(y£ ---------------------------------------,: 'Certification of-Compliance: All work, unless otherwise noted, complies with the approved plans and specificaticms and the : uniform building code. . , , ,/ i A '/:#/1.C::f // NAME: (PRINT) J/', (1 · tJ, _ _ SIGNATURE< y'-<':..,«~ · ~~r.·....-:~ CERTIFICATION NO: :;;£/'-~o# /t? J#-ftJ' ~9 A;p;: ff 4/. GEOTECHNICAL & CONSTRuorioN ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 I l ' ... ENGINEERING, INC. ~;I CoNsTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY • CORONA • OXNARD •LANCASTER INSPECTION REPORT PAGE Z OF.5 CTEJOB# /b~-/36Y - REPORT# ______ _ '(\~ '•· ;, PROJECT NAME: ---'~=-'-"------- ADDRESS: --'---;-'--',.,,"'---"-:-------"'=--4='----:r--'----'-::....:........-..::...:....c,=- C,,, ENGINEER: ~/4'+-"'r-"~~4=--=,;...:· .... A~~·a -~~~---- CONTRACTOR '~ 6'~.z: INSPECTION DATE: ___../_(1~,f/..,,,..~?-·~O~c-.:>~----- PLAN FILE: ____________ _ BLDG PERMIT: ( /Jo O 3o5j OTHER: _____________ _ 'INSP)j':CTION . (-0 CONCRETE' { }MASONRY MATERIAL·ffiENTIFJCATION . C6NC.t,,llX1fJP$t J'.t> ".J?r-/2, /J'"fp'(;J,au . ,' ,~ , I QROUTMIXit/PSl"""', __ ......,,.._.........,..,...,,__,.. .( ) J>.T, CONC. M0RTAR TYPE/PSI..,....._...._...,..____,_ __ _ ( ) FIELD WELD REBAR GRADE _______ _ ( ) SHOP WELDING · ~.STEEL~------,-__,_~- ( )PILEDRMNG E.S,BOI.,T_~---~-~~ ( )~ATCHPLANT MAS.BLOCK_.,..___,,,_..,....._--- ( ) EXP; ANC:EiOR Er;ECTRODE .,.., _,._ ______ _ ,{r<) OIBER JU,, ,c/ If~-7/ ¼~2: Material Sampling 0<) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS : ': :~N$P. PERFORMED: JOB PROBLEM, MATERIALIOENTiFICATiQN, PftOGRESS, WORKREJECTEO,,REMARKS ' - NAME: (PRINT) . SIGNATUJE 4,, ~"""'-'--=,,,::,.,c____,,,_ ___ _ CERTIFICATION NO: J:0 &Je ~ ·""J'~. GEOTECHNICAL & CONSTRU TION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 City of Carlsbad Bldg Inspection Request Permit# CB003058 Title: ASHWORTH For: 10/12/2000 Inspector Assignment: PD --- Description: FOUNDATION & FRAMING FOR INTERIOR MEZZ Type:TI Sub Type: COMM Job Address: 2765 LOKER AV WEST Suite: Lot 0 Location: APPLICANT ZUBIK JEFF Owner: COB C PARCEL 18 LL C Remarks: Total Time: CD Description Act Comments Phone: 7608025506 lnspectord.i,_ Requested By: GERALD Entered By: CHRISTINE 11 Ftg/Foundation/Piers {2-fr-_o_w_ 1 -olt-+-"-tt-'--r __ S _____ _ Associated PCRs Inspection History Date Description 9/29/2000 21 Underground/Under Floor Act lnsp Comments AP PD ENGINEERING, INC. CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY • CORONA • OXNARD • LANCASTER INSPECTION REPORT .INSPECTI:ON , , ( ) CONCRETE PAGE OF CTEJOB# lo-f""JZ;z - REPORT# ______ _ MATERIAL,Il)ENTIFJCATION, CONUJ\1IX!t/P$l __ ~----~ ( ) MASONRY UROUTMIX#ll'Sl___......,......,.. ___ ~___, ( ) P.T, CONC. MORTARTYP:j3/PSI ____. _ __.......,,_...,,_,___..., ( ) FIELD WELD REBARGRJ,:\DE _______ _ .( )SHOPWELDING ·STR.STEEL ________ _ PLAN FILE: ____________ _ ( ) PILE DRIVING H,S.BOLT _____ ~--~ BLDG PERMIT: L 60 C> ) t) ) % ( } BATCH:PLANT MA,S,BLOCK_..,......_ ___ ~-~/ ; OTHER: _____________ _ ·( ) EXP. ANCHOR ELECTRODE...,..,--------'- (-', €YFHER /t:jt fj,,./ { '" ' Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS Certification of Compliance:· All work, unless otherwise noted, complies with the approved plans and specifications and the . uniform building code. NAME: (PRINT) s., I -; ;/ i.,::? '/ CERTIFICATION NO: :Z.c /!; Cl d 119 J4 4 $ b ~ 4 'f GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO•TRACY•CORONA•OXNARD•LANCASTER ENGINEERING, INC. INSPECTION REPORT PAGE OF CTEJOB# _______ _ PROJECT NAME: ,..4 f /4 tv ~ REPORT# _______ _ , , ADDRESS: ?""JG) c:!(Y'J:.~ Av~. lJ5/ ·INSPitCllON MATERIAL lDEN:l,1FICATIOl'f ~.L£,~ , ~;t;{kn-~ ARCHITECT: i~ l"'J ii~,,,/ ENGINEER, ",,J.,,-,, ~---· c,.~ CONTRACTOR, I d,..,,,c,;_ c;,,2:z:: · INSPECTION DATE: /0 'I 2 -c, R { ) CONCRETE , CO~CMIX#IPSI_'~~~-~----,--'- ( }-MASONRY · GROUTMIX#IPS----~---- { ) J>.T. CONC, MORTAR TYPE/PSI------- ( )FIELDWELI) REBARGRADE..,._---------- ( )SI!OPWELDING -STR.STEEL _______ ---'~ PLAN FILE: ____________ _ ( )PILt DRIVING a.s.BOLT----,--,-.------ BLDG PERMIT: C,/ja a 3 CJ '> fl OTHER: _____________ _ ( ) BATCH PLANT MAS. :BLO-.,,"-"'""-------'----.,..,_ ( ) EXP. ANCHOR ELECTRODE -------.------ ( v-f OTHER_ 4~lz :~ )2i, 0I Material Sampling ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUC.TURALSTEEL ( ) BOLTS · · _ erti cation .of Cornp!iance: All work, unless otherwise noted, complies with the l!ipproved plans and specificatio. s and the niform _building_ code .. NAME: (PRINT) :5r-, I I , i k, r CERTIFICATION NO: £(I)()# JIP/3/1/Jk;J ~ if9 "-..:I ~ I GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA 92029 (760) 746-4955 FAX (760) 746-9806 ~ Rece\ved 07-Jul-00 02:29pm from 6192354675, BEARING CONST NDV-02 .~0 14:33 FROM:HOPE ~NGIN~ERING 6192354675 38-Jun-09 69t16&M TO:7609318809 rroM 7609318809~61923~461~ page 3 PAGE: 03,'05 ... "·-:·~~~'1s::i~-t.~. , .... ,... ~--1·, 1 BEARING CONSTRUCTION, INC, !REQUEST FOR INFORMATION: 4401 Manchester Ave .. Suite 296 enclnltas, ca. 92024 RFI No: (780) 634-4114 Fax: (780) 634-4118 PROJECT: 1 -z, ~ 'S"" l,bfi.~JL. JJ v. --·-' TO: FAX: TOi FAXi G, (4 -"l--"?t s--if' 7S- RFI GY: FAX: DATE: /o •, '.,.. oo hnfonnatlon requmtd I Design Detail Riqulrtd: Delaying Job; CJVria Info. NetdllCI l:ly: 01,cutstd on TtlephoneWIU\: ONo ' Q.•.J.oflll( RESf?ONII BY: -~ FAX: DATE: oc: Respon,e to RFJ ~8: 1/4.Jnch closure bent plate or angle with Nelson Studs Is required at the deck edge perimeter where attachment to metal stud walls, or exterlor elements occurs. It Is also require(! where the edge of deck exceeds the limits shown In detail 5/S1 .4 for an Interior slab edge at an Interior opening. This conditicm Is shown on details 19, 20, and 21/S1 .4. Should you be trfmmlng the edge of sfab back to within the limits of 5/S1 .4, without the need to att41ch to the deck edge, then you may use the gage metal closure plate per 5/S1.4. You wm still need to Include the reinforcing for the perimeter deck edge as shown on details 19, 20, and 21, which consists of the #3 hooked rebar at 18 Inches on center with two #5 continuous bars at the perimeter {one in the corner of the hook). In addition to these reinforcing bars, the plans call for continuous drag reinforcing at certain locations, and for some added reinforcing across steel beams/girders. Reaolvedco: ,-Rece l ved 07-Ju I -00 02: 29pm NOV-i:a2 00 14:33 FRDM:HOPE EN~INEERING from 6192354675 ~ BEARING CONST 6192354675 T0:7609318809 page 2 PAGE:02,.-05 BEARING CONSTRUCTION, INC. IRl!QUesT l'Oflt IN1 ~0RMATION: ) 4401 MlncMlttr Avl., Syite 26G Enolnltat, C1. 92024 AFI No; 1 f f 'J1.,, -(700) e34-4114 Fix: <7eo) 03+4118 PROJECT; (),,t,~~ TO: TO: PJ'i BY: .'!<,.(,..;\ PAX; OATI: /c.-1\ ~ [i~;;;;;;;] :·:~~ '~;: ~ ;:~· ~; '1!::~·=!'::~: :i: :F"'l;:! f!iaCotc <Jeh«s l I __.m ~-01 --1• o • Oetlgn cJil .RoqJ1;ea1 • • • o".i:~n; j;l>; YNC] Noc:::J 01,ou,~ on Tetepnon• With: 1t11PCNI. I\': I •11111 CJV .. c:JNo .• ..,. J LL 1 Into. NNldtcl' Dy. . DATli ~ • Response to RFI #31: UH of #4 Weldable Rebar {ASTM A106) with minimum 12" length In ~ place of the Nelson Studs called for on· details 19, 20, and 21/S1,4 ls an acceptable -alternate • .. Dttl;n Demit Attact.d CJ NocReq'd CJ Clscuued on Tel•phone vmh: co: Date: ~ Recelved 24-Jun-00 05:12pm from 6192354675 ~ BEARING CONST OCT-20 00 17:18 FROM:HOPE ENGINEERING 6192354675 page 8 PAGE:08/08 f"l'if 3,. 3 \ T0:7609318809 ,~o~ 168f3tl88ft61923!46?9 . REQUEST· FOR INFORMATION: BEARING CONSTRUCTION, INC. -~ tM01 Mlnchetter Ave., Suite ao& l 1<~ -.. . . ,·/ lnrlilnfta•, ca, sao24 · ? 1.t ~ ,0 · (1'0) 834-411• Fax: (780) 834-4118 · ... x...,,,r,~_J PROJICT: ~/'@I~: /J • .. __ ,.. .. " ---- TO: TO: RPI 8Y: FAX: llitfol'm111Cn rteiu~J •i.1 -o:c -a-0; ::J:,;z; :~:.: a:; E ;;.;;;;;-... ;& -, " ;;;.:, IHts,.i;Acec fu !MM,,f IIC'IL'ls. W CM(¢ '"' · fl/111:f•'vl rt-:lb, Ga t Jo,.. , 3 · t:i: d ..., · ,.., ftd fr/eel · b,.. cm ( nu.J "', &e ,4 0es1gn &tali Aeciuii&h C]Yes CJNo __ ,J;_-4s_,,_ Ots W.t ,~. Netid~ b),: -=-· _m_a_2_, ___ _ NoC] . """"'~ Oleci.iased on f.."1111, With: rillPGNII IY: ~~ -fl,tt1£ f"<ff -·,u: . ~ds· ¥S~--DATI: · -~-,. · C....,._ at Uta HJamlog•p-betwHn the memnfn• 1ncf •tr•lt·wn flefd "'1W ton M 1.15 -, ~ Inches •the P1.l••-.1t9rfd 10 and_grld.11 and a ~,,.,.ce_of 4 lnchn at the ... front ateel -- • beam •. -TtlneNlamlo.gap clnrances,:ar~ lees th•n· th~ 1pacrffa·d 6" gap· lfited o'n the ---- drawings, but these are acceptable at these 1ocatlon•. At the pilaster, the extra thickness of the pilaster reduc&1 the out of plane bendlno of tha tllt• up P•ftel to a number much tower than that used for the flat panel condition. Likewise, at the 1torefront steel btam1, the beams are framing Into the stiff pllaJten, at each end; hence the . ---- • out ofpl~me-~~dlng at ~•-•tortfronu,ea,na,11.a110-tnucb ._. tbilil thltot·u. typtcat dtt...,, panet defom,atton. Henc:e.at.thae locatlona·a,pp of 41!1 at tlN.111,••~ ~1.71 ~· at.~epllnten la ~ble. · · · · ~~ OeliOn Detail: ~--· ------Attached CJ F~ CJ NotAoq1CI ~ Ol$cua;.ecl on Tal~phons with: ·~ cc: R.eeotvecl 4;:0: ~ ReceJved 24-Jun-00 05:12pm OCT-20 00 17: 17 FROM: HOPE ENGit-lEERING S•n~ b~18EARIHG CONST . . ' . : . ~ .. ,. from 6192354675 ~ BEARING CONST 6192354675 TO:7609318809 tro~ ?6Gt318889+61t23!467! page 6 PAGE: 135,,08 Jtt9• 1 [REQUESt F~ INFOIIMATIOJI: BEARING CONSTRUCTION. INC . ( \ RPI No: TO; TO: RFI IV: - RESPONSI BY: I .. .____...._ ... . ·--·-· ·--·· 1~71 FAX: .... ,( ........ FAX! CJVet CJNo .J''=', .... ~-,:f)~;-rJe.«!Qala_,,,____ FAX: DATE! 11\fo. Needed by; Olltt: DATE: eue- No exctp-1ona tak,n ... Cut flange of W21xl0 adJac:tnt to pltaeter et Grfd 10 nnr llalr G to cfear pffaettr. ·Move beam 1" to w11t. to provide cJnranoe to pllutl,r, Adjacent llnma may have their ahear·taba weld..:! to thlt W21x50 Olrdtr utfng·dttaff f/81,3 wefdtNI Optfon for 1hear tab connection. Provide a full height stiffener plate on each aide of the flange cut, and provide minimum 1.5" cJearance to pll1ater. Drill corn•r of flange cut to trap NW cut and avoid etrua conc.entratJona. : Oesign Cletall: Attacnec, CJ NotReq'd EsJ Olscussecl on Telephone With: ce: " Date: : "Re~e~ved 24-Jun-00 05:12pm from 6192354675 ~ BEARING CONST OCT-20 00 17: 18 FROM:HOPE ENGINEERING 6192354675 page 7 PAGE:07,..08 t \. T0:7609318809 jtP):_ ~tBEARING COHST 23-Jun-08 03131P~ BEARING CONSTRUCTION, INC. ~~QUEST FOR INFORMATION: 4401 Manchester Ave., Suite 206 En~nitae, Ca. 92024 RFI No~ 2: l,, -(760) 834-4114 Fax: (780) 834-4118 PROJECT: A'(, ..... o..-(l., TO: TO: s~ . f'AJ(: FAX: RFI BY; J .e.~(-,t, FAX: DATE: /~ f'i-oi:i (@ormation ,.;°'* I Dealgft D&U:!ll "'•quired: veao Oeitarlne .Job: CJYet Info, NMdld by: ~ 4:$Ae jolo,;k NoD ~- Olscuaeecl Of\ lat.i,b1Ydth: t-b-L CciebeiJ Cate: ,._.,e-•..,,. . RUPON8E8Y: FAX: DATI: No·exoeptlon• tak.,, ... Relocate column baae plaJ• •• required to clear •torefront •tnl beam. Provide approx. 4'1 seJemlc 91p to storefront tteel beam, In tt.u of the 8" seismic gap to the tilt up panel. · :: AUaQhed CJ Not Req'd )CJ Dlscuesed on Telephone with: cc: F'orthoomlng O Cate: Reaowadoc; k.¥£ .. ·:, . ....,.,,, _____ ............ -.,... . . ., ... I a.J.V ,,. · cuisb~~ ()Q_ .. 30ij8 I' .,. . . ... •, ', .......... . , .... :·· :. ~, -~O -00. . . . ·. . : ... , ,. . . . . . ~· _:;··.:·,:.:/\.':·:}··.;;;._.:l,!' .... \<: · 1• ·• :-:<·,:· ..... ·: :·. · ·· ., SP.EClAL INSPECTION.PROGRAM ·\·.: :,_ .-: .. ,;·."·::·,,.:f::-,.-::·· : /: ;;:k~i4~()~LEGALo~SC~!i+10N, -~;b; :~~~ ftV w~;-~i~j(~ ~:~J'.;'.'.; ~.' ·, _' ', '~,' I ':" ,: ,-·,:, ' ' ' .''' ' .. ,.,',' '• ,:,,' , ' ' ' : '• , ;,:•,',:,::_. •,:; ,;·;: :,~•~,':/):~:,;/i:,;:·:: '; ::: : ·. ,'; ,.PL,A~ CH)~~K'-N-UMBER; ou>oow~e .. OWNEl:d~.N~ME: HUNSf\:l<~ '•'.:;/'.·:: .-.· ··::. ~.--(:~,-Y!:t,:.->< .. •••• :·.: .... :· : • :· • :. ' • : •• • • • : '"•,, •• •• :, = ••• ·: ·: ' • • • • '. -:-,. ,•,:••: ·, .::·. ·:,., .... ~.~j ·.,:·. ·.\: : _>. :' ·:_ ·1 ·:·.: \ •• ·_:( ~~\th~·.:owH~/of ~sent of ttie :~w~·er (C?,q~~;.~~s·:l'l?ax he~ emplbf-ff)e :Sl?~Oialksk~f j;ri:.: : .. :/: \)f ~,\:~ °{ ·.,; · _., ... :\ . . ·.::.: ~rti.fy' th~~--1,. :or, ~e(archit~?tlengio.~r. of:'~ecord, :~~,-~ ~ :r.~sponsibleJorernplqyi'ng·,~~~p~~;~f :' . .-) ,-S. J\:·:.'"\ .< . · .-~ ·: i::·· :=·:: 'i,-ispe'ctor(s):asir.ecfuir.ed by U(liron:n.B.aild.iRg Code:·~U~}. Section 1701 .. 1'.-for'thtf¢f-:!~i"u~joh~.-'.\.':·_::/\~::-~::'.: : ·.\.:.:_'.-'.'· · .. ,_. :_'·.proje~locat~fat tija ·site nsted)ibove: UEiC·$ecii6n·10s;s.5. · ·f·· ... · ·:.-:"_\:·<::.-·-:>:::,:--1··:··.J\:·;::;:· : :/\ c-~9~~ . :-. -. . . . _--. :::):_:'}I)!;t:;tj;J f,-as t~e ~n.gin~er/architect of record, certrfy that I have prepa~d the foflowiag:-sP,~<;:i~.I". : , -·::. ·,. · ... ·:· }\ .. '.t:. ,· ::.-.: . · . : insp~on program as required f;>y use Section 1'06.3.5 for. the constructicm. project; 16batf;3d -~t": :."· i: :' t .. :: . · ... ,/ "t~e ite listed abov . · ~--tr . · ~rc..1,./ : ,.' .. : :·:, · ._ ... ,. ·:·:: ·. ·:f:.:.; .. ,. •,, . . . ' ' ... ', . ' ' .. · ·i ' •,, ... · • ~"""""1,· ~ ·1~ ~ . . a,;g1niior0>.-~~-,,\• .:::: :t . •,,;. ' • -· .• &.~~-.-......... \~~.:-,::::f;·:i·:~:',' Signed =~~~~._J,~~~='r:'11?'-~:---+::.::·-+-::::-:""~---', :_ .·.' : {}{];_/\ 1. wst ofw~~ req ,rinQ speci_al ihspecilon: .. • _ ·. ~ ; : ; :i :;tii'.J,\f !2(s~_i,sCo,npfi~r:1cePrio~toFounda~ionlnspecti~n. eJYieldW~~·~:-.: .. · .. ·.· ... · ... _.::· ..... ,. · . . O· -~~U.r!11 :~oncrete Over 2500 PSI · . (Zf .Jiigh .Strength' Boltlng· ·. ·· · . :. :· ·; · :·. ·. \. : · · D P.r'-e.~t,:e'sseij Concrete ~t;xpans.iori/~pc,'xy A~c~ors ·. · ·· ·, ... · . . 0 S1:fµctural:Mason:ry jLi' Spray~d-On:Firepr.o~{i~·g ·.: .. ; ·.'. :: ,_: ,-· .:: 0 D_~signef Specified D Oth~r . · .·. · ... ·,. ·· ·. 2. N~iite(S) cif,indivldual(s) or firin(s) r8Sponslble for the special lnspectioiis J~ · ;: ;_, / : : ·, \; ;: · abova• · · · · . ·: · · · · · · .. · ~ .. · · · · ' ..,... ' ' ' ' : . ',,,,:·; :, A •. Jolttl Qtt<G'Ol.-17 . l;t1){f ~NE£:€-~ CM) zg2?673, :; '.. '.C: : ~· .. ,• &RiflN . K()~ tfujy -1-tp¼dfYJ~S~ (b~) :i.?,S--:-fd b6 ' · . : ,'.· "·:: ·; ;:~.:.:/,:'., c. _:· .. ~ · .. · .:t .. · ... ~J·:_~r .. \ .. 3, Duties of the ;ipecial inspeciors for the work listed above: · · .. ·.; '.// oj,·')\;:\ A. : tkJPE :t-~~(Vv" ·'(rr-r~c;~). > .-ff~1 ¼ k§f 4iiy·-ttpri;i2®)£-N ifilC{ McH:t ii6;1 .. · '• ·. . &• . .. . .: ~- '. ' :· '•, ... .. c~ I ' , . Special !nspectors.stfalf elteck in with the City and prooent their credentials ·for ;approval prier to beginning wol'.f( on:~~;~:si:~//'. :· ;·. ~~ . .:::\ .J ;·;/.-i.~~ ~~~~-~~L~:,i~~~~~:··, ,,.:.,· _,,.:, ~:/;: ;.: : ~-, :;..... ·····~,~~",,;~-~-T','J1kli~:itit SEP. 27. 2000 1: 27PM CTE ESCOND !DO NO. 0382 P. 2/2 .... CONSTRUCTION 'JksTING & ENGINEERING, INCo SAN DIEGO, CA .2414 Vineyard Ave. SuilcG Emmdldo, CA 92029 {7'6) 746-4955 • RIVERSIDE, CA ffil E. l'rlllceland CL Sulle7 • VENTURA, CA 1645 Pacific Ave. Suite 105 • TRACY,CA 242 w. Larch SuiteF • LANCASTEll, CA 42156 IOlh St. W. UnltK Lancaster, CA 93534 (661) 726-9676 ENGINEERING, INC. f7'0) 746-9806 FAX Corona, CA 91719 (909) 371-1890 • (l'IW) 371.ms PAX Omurd, CA 93033 c,611 486-6475 (ffl) 486-9016 FAX Tracy, CA 95376 f209) 8J9-2ll90 (209) &39-289S F.U (661) 726-%76 f,\.l August 15, 2000 CTE Job Number l 0-4309 Mr. Brian Koshley Howard-Sneed Architecture 633 Kettner Boulevard San Diego, California 94_101 Telephone: 619.235.6166 Via Facsimile: 6l9.235.9431 Subject: Reference: Mr. Koshley: Review of Foundation/Framing Plans, Pennit Set Prepared -Howard Sneed Architecture and Design Dated-Pennit Set 08/16/00, Resubmittal to city 09/12/00 Proposed Tenant Improvement to Ashworth Global Headquarters Lot 18, Carlsbad Tract 74-21 Carlsbad, California Updated Geotechnical Investigation Proposed Concrete Tift-up Structures Lot 18, Carlsbad Tract 10372 Carlsbad Oaks Business Center Carlsbad, California Prepared -Construction Testing and Engineering, Inc. dated December 23, I 996 Final Report for Testing of Compacted Fill for Building Pad Area Proposed Concrete Tilt-up Structures Lot 18, Carlsbad Tract 10372 Carlsbad Oaks Business Center Carlsbad, California Prepared -Construction Testing and Engineering, Inc. dated June 17, 1998 At your request, CTE has reviewed the plans referenced above. The object of our review was to identify potential conflicts with the recommendations presented in our referenced reports. It is our conclusion that the reviewed plans and specifications are in general confonnance with recommendations presented in our referenced reports. Should you have any questions or need further information please do not hesitate to contact this office. Respectfully submitted, GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION FILErNo. 919 09/27 '00 17:16 ID:CTE ESCONDIDO 760 746 0163 PAGE 2 C0Nsmucr10N fEsr1NG & ENGINEERING; INC. SAN lllt:GO, CA 2414 Vlnt1•nl AYr, Suil•G K<!<1ndldo, CA 92019 (760) 746-4955 (760) 746-!IMJ6 PAX • RIVERSIO~, CA 411fl F. Prlni:tl,rnl Cl. Suit<7 ComnM, CA9J719 (\IO'l)37l-1890 (909)1/l•ll6ll Fax VENTURA,CA l645Pacill<AYL Suilc IUS Oxn.ord, CA 9:l!l.13 (1!115}411U475 (l!IIS) ,ffl(i,90(6 FAX 'l'IIACY,C/\ 242W,Lvrch SullcF 'l'nl<y,CA9S.!04 (%09) 8".l!l-llM! 120III 8JY,21!Y~ FAX • LANCASTER, CA 4Jl5610th SL W. UnilK J..ana,,1,r, <:A 9;!534 111611 m.9676 (661) 72il-967hAX September 13, 2000 CTE Job Number 10-4309 Mr. Jeff Zubik Howard-Sneed Architecture 633 Kettner Boulevard San Diego, California 92101 Telephone: 619.235.6166 Via Facsimile· 619 235 9431 Subject: Reference: Mr.Zubik: Response to Third Party Review ofUpdate Geotechnical Recommendations Proposed Tenant Improvement to Concrete Tilt-up Structure Lot 18, Carlsbad Tract 74-21 Carlsbad, Calitbr.nia Update Geotechnical Recommendations Proposeq Tenant Improvement to Concrete Tilt-up Structure Lot 18, Carlsbad Tract 74-21 Carlsbad, California Prepared -Construction Testing and Engineering, Inc. dated August 15, 2000 Updated Geotechnical Investigation Proposed Concrete Tilt-up Structures Lot 18, Carlsbad Tract 10372 Carlsbad Oaks Business Center Carlsbad, California Prepared -Construction Testing and Engineering, lnc. dated December 23, 1996 Final Report for Testing of Compacted Fill for Building Pad Area Proposed Concrete Tilt-up Structures· Lot 18, Carlsbad Tract 10372 Carlsbad Oaks Business Center Carlsbad, California Prepared w Construction Testing and Engineering, Inc. dated June 17, 1998 This letter presents the requested data per the referenced review. We understand that the following intbrmation is requested: Near source factors· This information was previously presented. However, here they are again. • Seismic Source Factors are Nv=l.0 and N,.=1.0 • Seismic Coefficients are Cy=O,S6 and c.=0.40 GEOTJ!:CH~ICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION FILE No. 919 09/27 '00 17:17 ID:CTE ESCONDIDO .,; 760 746 0163 Response to Third Party Review of Update Geotechnical Recommendations Proposed Tenant Improvement to Concrete Tilt-up Structure Lot 18, Carlsbad Tract 74-21, Carlsbad, California PAGE 3 September 13, 2000 CTE Job No. 10-4309 Please note, that these factors are based on a seismic zone factor z .. o.40, a ~eismic source type of B, a distance from the seismic source (offshore segments of Rose Canyon Faul.t) to the site of approximately 12 km, and a soil profile of So. Soils expansion index: As previously presented in our referenced report, the soil expansion index for the onsite soils was 86. Per OBC 18-!-B, this value is indicative of a soil with a moderate expansion potential. Soil Classification: From our previous work onsite the onsite soils consist generally of silty fine sand (SM) or sandy silts (ML). Design Bearing Capaci.u'.: As stated in our August 15, 2000 letter an allowable bearing value of 2,500 pounds per square foot (psf) should be used for design purposes on this project. Soil Liquefaction and Instability: As indicated in our August 15, 2000 the observations noted in our referenced reports regarding geologic hazards are considered to still be appropriate (ground shaking due to earthquakes on distant fault$ is the only recognized hazard). Please call with any questions you may have about this transmittal or if you need additional. design information. We recommend that a review of the proposed foundation and grading plans be performed by this office before starting work at this site. We also recommend that personnel from this firm be called onsite to confirm the anticipated soil conditions before placing concrete or reinforcing steel in the footings. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. jg; bhs \\Cto_acrvorwroj<Clall 0-4309\Ltr .. Ro,pon,o lo Rcvi•w,doo ('lrn l A fl/\/\/\ I l. 'l"JU! ,, r r. ! '+. !. IJ 11 \J 1 ! : J ! 1-11~1 fiTr rl:'l/'if\Kll'\Tl'll'\ I, I r r ,)l,\Jrn II I 11\J ,..,........ ~ W'i flt A( n l If\ IUU. J[_l'ft_l f. [/ L t_;or~STRUCTlOti · 1 tstING & 'NGINEERING, INCe ENGINEERING, INC. SAN DIEGO, CA 2414 Vineyal'II Aw. SaitcG Escondido, CA 92029 iioO) 746-4955 (760) 7~6-9806 FAX • RIVERSIDE, CA 490 E. Princcland Cl. Snilt7 Corona, CA 91719 {909i Jil•i8% (909) 371-2168 l'/\X VENTURA,CA 1645 P-dciftt: Ave. &'ulte 105 Oxnnrll, CA '>3033 (ilUSJ ~i!lHJlll!) (805) 41¼-90161\\X • TRACY,CA 242 W.Larcll SuiteF Tracy, CA 953114 (209) 839•iii9(1 (209} 839-21195 ~AX • LANCASTER, CA 42150101h SL W. Unit K Lliicailer, CA !1J5J4 (661)726-9h7h (661) 726-9676 f,\X September H> 2000 CTE Job Number 10-4309 lVIr. Jeff Zubik How::i.rd~~neerl Amhite~tnre: 633 Kettner Boulevard San Diego, California 92101 Telepl1oue: 619.235.6166 Via Facsimile: 619.235.943 l Reference: Mr. Zubik: Rfl'f:!nnn.ie tn Thirrl lla'l"h, P'°"'ri<:>'l.u nfTTnrtnt<> r.. .. ,..-1 .. ,,1,,,~.;,....,.1 D"'C'"'-""'·'~"°'''An+;,.,.,.., ........ v~.t' ...... A .. U-1r'V ................ ""' .a. 11,11-a.e.,,,Y J..~¥,.._,..,.y v~ '--'JJUW-1,b.' '-'lu''-'L~VZ.ULLllJUL -I,\.'=-' 11\Tl:.ltlll.,_..., •. ,.l(+t-tV.tJ~ Proposed Tenant Improvement to Concrete Tilt-up Structure Lot 18, Carlsbad Tract 74-21 Carlsbad, California Update Geoteclmkai Recommendations Proposed Tenant Improvement to Concrete Tilt-up Structure Lof 18, Carlsbad Tract 74-21 Carlsbad, California Prepared -Construction Testing and Engineering, Inc. dated August 15, 2000 Updated GeotechnicaJ Investigation Proposed Concrete Tilt-up Structures Lot 18, Carlsbad Tract 10372 Carlsbad Oaks Business Center Carlsbad, California Prepared-Construction Testing and Engineering, Inc. dated December 23, 1996 Final Rep01t for Testing of Compacted Fill for Euilding .Pad Area Proposed Concrete Tilt-up Structures Lot 18, Carlsbad Tract 10372 Carlsbad Oaks Business Center Carlsbad, California. Prepared -Construction Testing and Engineering, Inc. dated June 17, 1998 This letter presents the requested data per the referenced review. We understand that the following in.fonnation is requested: Near source f~ctors: This information Wa$ previoµsly presented, Howeve:ri here the.y are agaiu. e Seismic Source Factors are Nv=l.O and Nu=l .0 e Seismic Coefficients are C>F().56 and Ca=0.40 =----... -... -.... -----... -...,;, ... ,;, ... .;;; ... :;.. ... -.,_·-·-------... -.......... -..:;.. .... :-... -· ... -·;;,,··-........... iea .. _iaaa_= ___ =_=_ai. ... iaia" ... ----..,-----· ....... ..;... • .,;,,.:.,;..~~~~~~~~~~~-............... .;.;--""·-·,.;;···...,··· GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPJECTION SEP. 14. 20·00 i 1: 38AM CTE ESCOND 100 Response to Third Party Review of Update Geotechnical Recommendations Proposed Tenant Improvement to Concrete Tilt-up Structure Lot 180 Carlsbad Tract 74-21, Carlsbad~ California MO. 9646 P. 2/2 September 13, 2000 CTE Job No. 10-4309 Please note. that these factors are based on a seismic zone factor Z==0.40, a seismic source type of B, a distance from the seismic source (ottshore segments of Rose Canyon .Fault) to the site of approximately 12 km. and a soil profile of Sc. Q,.,,;I,, ex"~""'"ll -inAa.v• A" ........... "'"'l" ......... .,,,.nta,A tn ......... ~.,.j.',,., ... n ... <>rt "'"'P"..+ +i-. .. en.il """P"' .... ";,..n UVL.., L.IU.l.,11.\.JJVJ. .f.AJ.'\,4.~.(.... J. !a.Lf .l-'-''-'"A.V\,l,,;H,,J 1-' .. "'~'-' ~\. ..... ~ .......... VM-l .,1..~.1.v,e...,. .... ._,""'"' ... ~ v.1.,.., \,LA'" uv.1...1 'taol.t"i ~.l..l.aJ.iti..t.. index for the on.site soils was 86. Per UBC 18-I-B, this value is indicative of a soil with a moderate expansion potential. Soil Classification: From our previous work onsite the onsite soils consist generaHy of silty fine sand (SM) or sandy silts (ML). Design Bearing Capacity: As stated in our August 15, 2000 letter an allowable bearing value of 2,500 pounds per square foot (psl) should be used for design prnposes on this project. Soil Liquefaction and Instability: As indicated in our August 15, 2000 the observations noted in our referenced reports regarding geologic hazards are considered to still be appropriate (ground shaking due to earthquakes on distant faults is the only recognized hazard). Please can with arty questions you irlay liave a6out tnis transmittal or if you need additi(nuil design information. We recommend that a review of the proposed foundation and grading plans be performed by this office before starting work at this site. V-l e also recommend tl'r..at person...11el from this finn be called onsite to confinn the anticipat~d SQi] conditions befQr~ plac,ing concrete or reinforcing steel in the footings. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, JNC. ~ l fft11 ~~ na.cher, CEG#2136 Geotechnical Engineering Manager jg~bhs .. EsGil Corporation 1.n Partnersliip witli (jovernment for '.Bui[aing Safetg DATE: 9/22/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-3058 PROJECT ADDRESS: 2765 Loker Ave. West SET: II Q PL CJ FILE PROJECT NAME: Ashworth Inc. Mezzanine Addition Framing and Foundation Only D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. IX! 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. D The check list transmitted herewith is for your information. The plans are being held at Esgil Co"rporation 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: IX! Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: -flr1i,J,, (by: ) Fax #: Mall Telep:z.: f4'~ In Person IX! REMARKS: 1. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (see page 2 of the updated soil report (9/13/00)).1 Please sign the partial permit application form and return to the building department prior to issu nee the framing and foundation permit.~3. City to approve the special inspection program. D (1v-!L By: David Yao Enclosures: e:.. Esgil Corporation · D GA D MB D EJ D PC 9/15 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 REQUEST FOR BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION To: Building Official, jurisdiction of: CARLsBAP Pursuant to the provisions of the Uniform Building Code, Section 303 (a), the undersigned requests that a building permit be issued for: for the proposed building to be located at: __ Z ..... 7_b.....,S:'---=Lo=-<-Lf;~E_.R~__,A:....:..L->Vt:::_-_,_. --'-'W ..... F--=S"--IT--- and identified as Plan Review Number: 00-3o 5: f: Acknowledgment is made that plans for the entire structure are not complete and/or that the plan review has not been completed. We recognize that proceeding with partial construction at this time is entirely at our own risk, with no assurance that the permit for the entire building or structure will be granted. We further absolve the jurisdiction of:_ _ __ c..:...A...,_R~L_s-=BA_.D __________ _ and Esgil Corporation, and officers and employees thereof, of all responsibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved pla_ns when a permit for the entire building or structure is granted. It is agreed that neither the jurisdiction of: ___ c...;.'A_R_L-'-~..L:B:;;...A_D _________ _ nor Esgil Corporation, and officers and employees thereof, will be liable for expenses incurred as a resuit of removal or correction of work which may be necessary to col]lply with the final approved plans. Signature: f:\pending\parpermt.doc 7/12/95 Owner Engineer/Architect Contractor Date: ----- Date: ____ _ Date: ----- ., EsGil Corporation 'l.n Partnersli.ip witli. (jovernment for 'BuiUing Safety DATE: 8/30/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-3058 PROJECT ADDRESS: 2765 Loker Ave. West SET:I PROJECT NAME: Ashworth Inc. Mezzanine Additi9n 0 APPLJ.9ANT (_g JURIS:) 0 PLAN REVIEWER 0 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 build/ng 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. ·IZJ 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. IZ] The applicant's copy of the check list has been sent to: Jeff Zubik 633 Kettner Blvd. San Diego CA 92101' D Esgil Corporation staff did not advise the applicant that the plan check has been completed. IZ] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jeff Zubik Telephone#: (619)235-6166 Date contacted: e--~\-~ (by:~) Fax #: (619)235-9431 Mail · Telephone v Fax -In Person D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB 1:8] EJ D PC 8/17 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 00-3058 8/30/00 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 00-3058 JURISDICTION: Carlsbad OCCUPANCY: B/S-1 USE: office/warehouse TYPE OF CONSTRUCTION: V-N ACTUAL AREA: mezzanine 6801 sf ALLOWABLE FLOOR AREA: unlimited STORIES: 2 HEIGHT: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED:8/30/00 FOREWORD (PLEASE READ): OCCUPANT LOAD: DATE PLANS RE;:CEIVED BY ESGIL CORPORATION: 8/17 PLAN REVIEWER: David Yao 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 conseNation, noise attenuation and access for the disabled. 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, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 USC. 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. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 00-3058 8/30/00 • GENERAL 1. Please make all corrections on the original tracings and submit two new complete sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468. • PLANS 2. The scope of the work under this permit shall be clearly specified on the plan. (T.I. at first floor +mezzanine addition?) 3. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 4. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. 5. 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 FIELD WELDING HIGH-STRENGTH BOLTS EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER REQUIRED? REMARKS 6. 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. • SITE PLAN 7. Clearly designate any side yards used to justify increases in allowable area based on Section 505. Carlsbad 00-3058 8/30/00 • EXITS 8. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." In lieu of the above, in a Group B, F, Mor S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1003.3.1.8. 9. Regardless of occupant load, a floor or landing not more than 1 inch (1/2-:-inch if disabled access is required) below the threshold is required on each side of an exit door. Section 1003.3.1.6. • STAIRWAYS 10. Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 1003.3.3.3. See the exception for private stairways serving less than 10 occupants. 11. Handrails (Section 1003.3.3.6): a) Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides). b) Private stairways (1 tenant) need only have a handrail on one side if 30" or less in height. c) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. d) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. e) Except for private stairways, at least one rail shall extend 12" beyond top and bottom risers. f) Ends of handrails shall be returned or shall have rounded terminations or bends. Note: Where access for the disabled is necessary, Title 24 requires handrails on · both sides to extend 12 inches beyond the top nosing and 12 inches plus the tread width beyond the bottom nosing. • CORRIDORS 12. Corridors shall have walls and ceilings of one-hour construction. Show compliance. Carlsbad 00-3058 8/30/00 13. Corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1004.3.4.3.2.1. 14. Duct penetrations of fire-rated corridor construction shall have smoke and fire dampers per Sections 713.10 and 713.11. 15. · Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601.1.1. 16. Provide a complete architectural section of the corridor, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 1004.3.4. • EXIT SIGNS 17. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1003.2.8.2. 18. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. 19. Show that exits are lighted with at least one foot candle at floor level. Section 1003.2.9.2. 20. Show separate sources of pqwer for exit illumination. (Occupant load exceeds 99). Section 1003.2.9.2. • MISCELLANEOUS LIFE/SAFETY 21. Provide details of restrooms to show compliance with Section 807 regarding floors, walls and showers. 22. Guardrails (Section 509.1 ): a) Shall be installed at all unenclosed floor openings. b) Shall be installed at open and glazed sides of landings and ramps. c) Shall be installed at balconies or porches more than 30" above grade or floor below. d) Shall have a height of 42". e) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. f) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Carlsbad 00-3058 8/30/00 23. Note on the plans that suspended ceilings shall comply with UBC Tables 25-A and 16-0. 24. Note on the plans that new water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). 25. Urinals and associated flushometer valves, if any, shall use no more than one gallon per flush and shall meet performance standards established by the American National Standards Institute Standard A 112.19.2. H & S Code, Section 17921.3(b ). • TITLE 24 DISABLED ACCESS 26. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. • FOUNDATION 27. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply·with UBC Section 1804. 28. In Seismic Zone 4, eqch site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2 .. 29. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 106.3.3. 30. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 31. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). 32. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection; the soils engineer shall advise the building official in writing that: Carlsbad 00-3058 8/30/00 a) b) c) The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the !ntent of the soils report." 33. Show adequate footings under all bearing walls and shear walls. Section 1806.3.(AII the footing size and reinforcement shall be clearly specified on the foundation plan.) • STRUCTURAL 34. There are some floor beams the studs number shown on the floor framing plan is different from the calculation. Please check all beams.(i.e. 5, 33, 39, 50 .. etc) See sheet B214 of the calculation. 35. Provide calculation to show the composite beam comply with AISC formula 14-5. The number of studs between the concentrate load to the zero moment. Especially on the beam with two concentrate load. The studs may not be uniformly distributed to the entire beams. Please check. 36. Sheet C003 of the calculation shows two columns are TS8x8x.3125. The plan appears to not show it. Please check. 37. Sheet F101 shows special inspection is required for the simpson set anchor. Please clearly noted on the detail. 38. Sheet L005 of the calculation shows column #41 is TS8x8x.3125. The plan appears to not show it. Please check. 39. Does the computer stress check consider UBC 2213.8.4.1 for the 1.5 factor for the bracing member? 40. Detail 3/S3.1 did not specify the weld size and length between the bracing member and gusset plate. 41. The calculation sh_ows the grade beam shall extend 3 or 4 feet beyond the column. The foundation plan shall clearly specify the length of grade beam. • ADDITIONAL 42. UBC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment. Please provide the designer's or contractor's construction cost estimate of all work proposed. Carlsbad 00-3058 8/30/00 43. Identify existing walls to be removed, existing walls to remain and proposed new walls. Identify bearing walls, non-bearing walls, and shear walls. 44. Provide a section view of all new interior partitions. Show: a) Type, size and spacing of studs. Indicate gauge for metal studs. Specify manufacturer and approval number or indicate "to be ICBO approved". b) Method of attaching top and bottom plates to structure. (NOTE: Top of partition must be secured to roof or floor framing, unless suspended ceiling has been designed for partition lateral load). c) Wall sheathing material and details of attachment (size and spacing of fasteners). d) Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. 45. Provide an exit analysis plan (may be 8 1 /2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (by using arrows), accumulated occupant loads and required exit widths. 46. 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. 47. 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 plans. Have changes been made to the plans not resulting from this correction list? Please indicate: 0 Yes O No . 48. 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 David Yao at Esgil Corporation. Thank you. ELECTRICAL, PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen 1. The plumbing plans are missing notes and details. Please complete before the next submittal. Carlsbad 00-3058 8/30/00 2. Mechanical and electrical plans have not been provided for plan check. Please provide for the next plan check. ELECTRICAL (1996 NEC) 3. Please submit complete electrical plans at the next submittal. A complete electrical plan check will be necessary upon submittal of plans. PLUMBING (1997 UNIFORM PLUMBING CODE) 4. Provide complete water line sizing calculations,· including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 610.0 and Appendix 'A'. The calculation table has not been completed. 5. Correct the water line sizing calculations to show the maximum velocities of 8 feet per second as per the appropriate Installation Standard (IS 8-95 Section 610.1 for PVC & IS 3-93 Section 610) as per UPC Section A 6.1. 6. Provide gas line plans and calculations, showing pipe lengths and gas demands. UPC Section 1217.0 (If applicable). 7. The plumbing design has not been completed enough for an accurate plan check to be preformed. A complete plumbing plan check will be necessary at the next submittal. MECHANICAL (1997 UNIFORM MECHANICAL CODE) 8. Mechanical plan check pending resubmittal of plans with the mechanical plans included. ENERGY CONSERVATION 9. Energy plan check pending submittal of electrical, mechanical, building envelope, and Title 24 packet and forms. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 00-3058 8/30/00 DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS • REMODELS, ADDITIONS AND REPAIRS 1. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 1134B.2. These requirements apply as follows: a) The area of specific alteration, repair or addition must comply as "new" construction. b) A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features.(walk, curb ramp, .. etc) c) Existing or new sanitary facilities that serve the remodeled area must be shown to comply with all accessibility features. d) Existing drinking fountains (if any) must be shown to comply with all accessibility features. e) Existing public telephones (if any) must be shown to comply with all accessibility features. • DOORS 2. Revise plans, or door schedules to show that every required passage door has ~32" clear width, per Section 1133B.2. 3. Where a pair of doors is utilized, at least one of the doors shall provide a clear, unobstructed opening width of 32 inches, per Section 1133B.2.3.1. 4. Show, or note, that there is a level floor or landing on each side of all doors. The floor or landing is to be s;½" lower than the doorway threshold, per Section 1133.2.4.1. 5. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1133B.2.5.1: a) Is to be centered ~30" but s;44" above floor. b) Latching, or locking, doors in a path of travel are operated with a single effort by: i) Lever type hardware. ii) Panic bars. iii) Push-pull activating bars. Carlsbad 00-3058 8/30/00 iv) Or other hardware designed to provide passage without the requirement to grasp the hardware. 6. Show or note that the lower 1 O" of all doors comply with Section 1133B.2.6, as follows: a) To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. b) Narrow frame doors may use a 10" high smooth panel on the push side of the door. NOTE: Exception for automatic or sliding doors. 7. Revise plans to show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 1133B.2.4.3. a) ~24" at exterior conditions. b) ~18" at interior conditions. c) ~12" on the push side, if the door has both a latch and a closer. • STAIRWAYS AND HANDRAILS 8. Revise plans to show that handrails are provided on each side of the stairs, per Section 11338.4.1.1. · 9. Provide sections, details or notes to show that handrails are to be located ~34" but :5:38" above nosing of treads, per Section 11338.4.2.1. 10. Show that handrails extend a ~12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing, per Section 11338.4.2.2. 11. Per Section 1006.9.2.6a, please provide details, sections or notes to show that handgrip portions of handrails are: a) ~1¼" and :$;1½" in cross sectional dimension. b) The shape may provide an equivalent gripping surface. c) The handgrip portion shall have a smooth surface, without any sharp corners. 12. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 11338.4.4, as follows: a) At least 2" wide. b) Placed parallel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as the other treads of the stair. 13. Note that all tread surfaces comply with Section 1133B.4.5, as follows: a) Be slip resistant. Carlsbad 00-3058 8/30/00 b) Have smooth, rounded or chamfered exposed edges. c) Have no abrupt edges at the nosing. d) Nosing shall not project :?::1 ½" past the face of the riser above. e) Open risers are not permitted. • SANITARY FACILITIES 14. Note that the doorways leading to sanitary facilities shall be identified, per Section 1115B.5, as follows: a) An equilateral triangle¼" thick with edges 12" long and a vortex pointing upward at men's rest rooms. b) A circle ¼" thick, 12" in diameter at women's rest rooms. c) A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. d) The required symbols shall be centered on the door at a height of 60". e) Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities, per Section 1117B.5.9. • MULTIPLE ACCOMMODATION SANITARY FACILITIES 15. Show that the accessible rest room is to be provided with either: a) A 60" minimum diameter clear space measured from the floor to a height of 27" b) A clear space 56" x 63" in size. NOTE: Doors other than the door to the accessible toilet compartment in any position may encroach into this space by not more than 12 inches, per Section 1115B.7.1.1. 16. Revise plans to show that at least one water closet fixture, located in a compartment, shall provide the following, per Section 1115B. 7 .1.2: a) :?::28" clear space from a fixture (or :?::32" clear space from a wall) at one side. b) Clear space in front of the water closet shall be: i) :?::48" if the compartment has a end opening door. ii) :?::60" is required for side opening doors. c) Grab bars shall not project more than 3" into the clear spaces indicated. Carlsbad 00-3058 8/30/00 17. Show or note, per Section 11158.7.1.3 that the doors to the accessible water closet compartment will be equipped with a self closing device with: a) ~32" clearance when located at the end of the compartment. b) ~34" clearance when located at the side of the compartment. 18. Note that if standard compartment doors are used, that the following will be provided, per Section 11158.7.1.4: a) ~9" clearance for footrests underneath. b) A self closing device. If non-standard compartment doors are used, clearance at the strike edge as specified in Section 11338.2.4.3. is required. 19. When more than 6 water closets_ are provided, show the additional requirements given in Section 11158.7.1.5. • SINGLE ACCOMMODATION FACILITIES 20. Revise plans to show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 11158.7.2. The space is reqt,1ired to be: a) ~60" diameter. b) AT-shaped space as shown in Figure 118-12(a) and (b). c) Doors are not permitted to encroach into this space by more than 12 inches. 21. Show that the water closet is located in a space, per Section 111587.2, which provides: • a) A minimum side clearance of either: i) ~28" from a fixture. ii) ~32" from a wall on one side. b) ~48" clear space in front of the water closet. • RESTROOM FIXTURES AND ACCESSORIES 22. Show, or note, on the plans that the accessible water closets meet the following requirements, California Plumbing Code: a) The seat is to be ~17" but ~19" in height. b) The controls for flush valves shall be: Carlsbad 00-3058 8/30/00 i) Mounted on the side of the toilet area. ii) Be ::;;4411 above the floor. 23. Show, or note, on the plans that accessible urinals meet the following requirements, per Section 11158.9.4 and California Plumbing Code: a) The rim of at least one urinal shall: i) Project 1411 from the wall. ii) Be ::;; 17" above the floor. b) The control mechanism is be located ::;;4411 above the floor. c) z3011 x 4811 clear floor space is provided in front of the accessible urinal. 24. Show that accessible lavatories comply with the following, per Sections 11158.9.1 and California Plumbing Code: a) z30" x 48" clear space is provided in front for forward approach. The clear space may include knee and toe space beneath the fixture. b) When lavatories·are adjacent to a side wall or partition, there shall be a minimum of 18" to the center line of the fixture to the wall. c) The counter top is ::;;34" maximum above the floor. d) z29" high, reducing to 27" at a point located 8" back from the front edge. e) z911 high x 30" wide and 17" deep at the bottom. f) Hot water pipes and drain lines are insulated. 25. Revise plans to show that grab bars comply with the following, per Section 11158.8: a) Grab bars shall be located on each side or one side and the back of the water closet stall or compartment. b) They shall be securely attached 33" above the floor, and parallel. NOTE: Where a tank-type toilet is used which obstructs placement at 33", the grab bar may be installed as high as 36". c) Grab bars at the side shall be located: i) 15" to 16½" (±1 ") from the center line of the water closet stool. ii) Be z42" long with the front end positioned 24" in front of the stool. iii) Total length of bars at the back shall be z36". d) The diameter, or width, of the grab bar gripping surface is z1 ¼" but ::;;1 ½", or the shape shall provide an equivalent gripping surface. e) If mounted adjacent to a wall, the space between the wall and the grab bar shall be 1½". f) Be designed to support 250#. Carlsbad 00-3058 8/30/00 26. Revise plans to show s40" height for: a) The operable parts of at least 1; i) Paper towel dispenser. ii) Sanitary napkin dispenser. iii) Waste paper disposal. iv) Other similar dispensing and/or disposal fixtures. b) The bottom edge of mirrors. 27. Plans indicate proposed showers. Revise plans to show, or note, compliance with the following requirements, per Section 11158.6.2 and California Plumbing Code: a) Compartments are either: i) 42" in width between wall surfaces, and 48" minimum in depth (having an entrance opening ~ 42"), or, ii) ~60" in width between wall surfaces, and 3ff' minimum in depth (having a full opening width on the long side). As an alternate, showers 60" minimum in width may be 36" minimum in depth as long as the entrance opening width is a minimum of 36 inches. b) Grab bars comply with Section 11158.8 located: i) On walls adjacent to and opposite the seat. ii) Mounted ~33" but s36" above the shower floor. c) If a threshold or recessed drop is used, it shall be: i) s½" in height. ii) Be beveled or sloped s45° from the horizontal. d) Indicate a folding seat, located on the wall adjacent to the controls, 18" above_ the floor. e) The soapdish shall be located on the control wall s40" above the shower floor. f) If a separate shower compartment is not provided, the shower is be: i) Located in a corner, with L-shaped grab bars extending along two adjacent walls. ii) A folding seat adjacent to the shower controls is to be provided. g) A flexible hand-held shower unit is required with: i) A hose ~60" long. Head mounted 48" above finished floor. ii) NOTE: Two wall-mounted heads may be installed in lieu of the hand-held unit in areas subject to excessive vandalism, per Section 5-1505. Carlsbad 00-3058 8/30/00 • 'DRINKING FOUNTAINS(IF APPLICABLE) 28. Plans shall indicate that the proposed water fountains comply with Section 1117B.1 as either: a) Located completely in an alcove, ;?:32" in width and ;?:18" in depth. b) Positioned to not encroach into accessible pedestrian ways. 29. Note on the plans that the drinking fountain(s) will comply with all applicable Title 24 provisions (bubbler height, etc.). • GENERAL ACCESSIBILITY REQUIREMENTS • SIGNAGE 30. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 11178.5. 31. Provide a note on the plans stating that the signage requirements of Section 1117B.5 will be satisfied. • COUNTERS AND TABLES 32. Where fixed or built-in tables, counters or seats are provided for the public, and in general employee areas, 5% (but never less than one) must be accessible. Section 1122B.1. 33. The tops of tables and counters shall be 28" to 34" from 'the floor. Where a single counter contains more than one transaction station, such as a bank counter with multiple teller_ window or a retail sales counter with multiple cash register stations, at least 5% (but never less than one of each type of station) shall be located at a section of counter that is at least 36" long and no more than 28" to 34" high. Section 1122B.4. END OF DOCUMENT Carlsbad 00-3058 8/30/00 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: ------ 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. UBC 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 Compliance Prior to Foundation Inspection D Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry D Designer Specified D Field Welding Enginee(s/Archlted's Seal & Signature Here D High Strength Bolting D 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.------------------------------- 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. Carlsbad 00-3058 8/30/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 00-3058 PREPARED BY: David Yao DATE: 8/30/00 BUILDING ADDRESS: 2765 Loker Ave. West BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance I Bldg. Permit Fee by Ordinance i ..., , j Plan Check Fee by Ordinance ) ..., , Type of Review: 0 Complete Review Dother D Hourly Reg. VALUE Mod. 175,000 D Structural Only ($) 175,000 ' 175,000 883.581 574.321 D Repetitive Fee [ERepeats Esgil Plan Review Fee . _I ___ 4_5_9.4__.61 Comments: Sheet 1 of 1 macvalue.doc \. PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 00 30 5 g "RESIDENTIAL · RESIDENTIAL :ADDITION'.MINOR ( <$10,000.00) - . · .-:. =~:-PLAZA .CAMINO REAL . CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDING io~~1'or <>-/ aJJi1ion«f ' flortl..,'l),j. DATE 'l /dJ./00 -------- DATE _____ ~_~_?/2_~_.;.-·_ ' . ~·, \' STRUCTURAL CALCULATIONS Ashworth T.I. Foundation and Frame Response to Plan Check Prepared for: Howard Sneed Interior Architecture 633 Kettner Blvd. San Diego, CA 92101 Prepared by: Hope Engineering 1301 Third Avenue, Suite 300 San Diego, CA 92101 \ 9/13/00 HE Project# 200081 Jl Response to Plan Review Comments -Plan File# CB 00-3048 Ashworth T. I., Foundation and Frame I Item I Action I Comment/*****/Response 5 6 HS/ HOPE HS On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below ... ***** Architect to add note to architect's drawing indicating the special inspection program is listed on structural drawing S1 .1. The special inspection program is listed on S1 .1 of the Structural notes drawing. Fill out attached Special Inspection Instructions. ***** Architect/Owner to fill out and sign Special Inspection Forms, indicating the special inspector. The special inspection program is listed on S1 .1 of the Structural notes drawing. 27 HS/ Provide a copy of the project soil report .... CTE **** HS to provide copy of the original soils report and soils report update letter to Building Dept. 28. HS/ HOPE In Seismic Zone 4, each site shall be assigned a near source factor. Identify this value in the soils report and on the plans. 29 30 31 32 HOPE/ CTE/ HS **** Sheet S1 .1 of the structural drawings indicates the near source factor. See Basis of Design -Lateral Loads and Criteria. Soil Type Sc, Na=1, Nv=1. Soils report update letter indicates this information on page 2 under Seismic Design Parameters. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 106.3.3. **** The design bearing capacity of the soil is listed on S1 .1 on Foundation Note E.3. The soil classification is "adequately compacted fill soils" -per the soils report (page 1 of the soils report update letter). The soils report is referenced to be included in the construction documents per Foundation Note E.2 on S1 .1. See the earlier soils report for the soils classification and soils expansion index. Architect to obtain earlier soils report from CTE and to submit to the building official. All foundation work under this T.I. is being done within the confines of the existing building on compacted fill soils, which are below an existing slab on grade. · Hence the bearing capacity is the key item that is noted on the drawings. HS/CTE Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 **** See soils report. The soils report update letter indicates that " ... ground shaking due to earthquakes on distant faults is the only recognized hazard" -see page 1 of soils report update letter. HS/CTE Provide a letter from the soils engineer confirming that the foundation plan, grading plan, and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the report). HOPE **** HS to provide copy of drawings to CTE for CTE's review, and copy of soils report update letter and any additional memos/letters from CTE for this item. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise thE:) building official in writing that: a. The building pad was prepared in accordance with the soils report. b. The utility trenches have been properly backfilled and compacted, and c. The foundation excavations comply with the intent of the soils report. **** The requested note is located on the S1 .1 Structural Notes sheet under section E - Foundation Item E.12. Ashworth Plan Review comments 1/3 September 14, 2000 Response to Plan Review Comments -Plan File# CB 00-3048 Ashworth T. I., Foundation and Frame J Item I Action I Comment/*****/Response 33 34 35 36 37 38 HS/ HOPE HOPE HOPE HOPE HOPE HOPE Show adequate footings under all bearing walls and shear walls. Section 1806.3. (All the footing size and reinforcement shall be clearly specified on the foundation plan.) **** This permit is for the foundation and frame of the braced frame mezzanine -steel framing, metal deck, and concrete foundations. There are no bearing walls, nor shear walls. The mezzanine is independent of the building shell. There are some floor beams the studs number shown on the floor framing plan is different from the calculation. Please check all beams. (i.e. 5, 33, 39, 50, etc.) See sheet B214 of the calculation. **** The stud counts for the beams have been revised accordingly. An updated calculation for the gravity beam design showing user provided stud counts that match the plans is attached for your review. See B-101A through B-221A Provide calculation to show the composite beam comply with AISC formula 14-5. The number of studs between the concentrated loads to the zero moment. Especially on the beam with two concentrated loads. The studs may not be uniformly distributed to the entire beams. Please check. **** Ram Structural System provides two options for design of the studs along the composite beam. One is for a uniform distribution of studs, and the other is for a segmented distribution of studs (which is a more optimal solution). Both methods used for the minimum stud requirements check the code requirements, including formula 14-5. The segmented distribution, generally indicates a much lower stud requirement, than the uniform distribution, because when having several purlins framing into a beam, the middle section has a constant moment, and most of the load is near the outer portion of the beam. Therefore, when we use the uniform distribution for the stud layout, w_e are providing more studs than would be required by 14-5. In particular, the amount of studs per unit length required in the critical length segment is applied to the full-length beam, resulting in a higher quantity of studs along the beam. We prefer using a uniform stud distribution because it is less prone to misplacement in the field, provides better overall composite stiffness, and provides additional connection between the steel and concrete for diaphragm action. A sample calculation output from Ram Steel for the uniform vs segmented distribution is attached for your review. See pages B230A through B246A As can be seen -with the segmented distribution per 14-5, we encl up with a similar, but smaller stud requirement than with a uniform distribution. In general, we use higher stud counts than the minimum required by the program, in order to provide similar stud counts from beam to beam. Sheet C003 of the calculation shows two columns are TS8x8x.3125. The plan appears to not show it. Please check. **** The TS8x8x.3125 columns are existing columns in the building·. These are shown screened on our foundation and mez~anine plan. We have now called out existing column sizes where pertinent. Sheet F101 shows special inspection is required for the Simpson set adhesive anchor. Please clearly note on the detail. **** Whenever Simpson Set adhesive anchors are used, the reference is back to detail 7/S1 .2, which states that Special Inspection is required for installation of Adhesive Anchors, U.N.O. Also, the special inspection program indicates that Special Inspection is Required for Adhesive Anchors. Sheet LOOS of the calculation shows column #41 is TS8x8x.3125. The plan appears to not show it. Please check. **** The TS8x8x.3125 columns are existing columns in the building. These are shown screened on our foundation and mezzanine plan. We have now called out existing column sizes where pertine'nt. Ashworth Plan Review comments 2/3 September 14, 2000 Response to Plan Review Comments -Plan File# CB 00-3048 Ashworth T. I., Foundation and Frame I Item I Action I Comment/*****/Response 39 HOPE 40 HOPE 41 HOPE Does the computer stress check consider UBC 2213.8.4.1 for the 1.5 factor for the bracing member? **** Yes. Check out calculation sheet# L055. At the bottom of the page, under 2213.8.4.1 the force is listed as 63.79 kips. Further up the page under section 2213.8.2.2, the force is listed as 42.53 kips. The ratio of these two forces is 1.5. A copy of this sheet is attached to the addenda calcs as L055A for your convenience. Detail 3/S3.1 did not specify the weld size and length between the bracing member and the gusset plate. **** ~ This detail was updated to show weld size and length. The calculation shows the grade beam shall extend 3 or 4 feet beyond the column. The foundation plan shall clearly specify the length of grade beam. **** The grade beam calculations submitted indicated the grade beams to extend typically 3'-0" to 4'-0" beyond the center of the column, when the grade beam is not attached to an existing footing. There are a few instances where the grade beam does not extend this amount, but when that happens, the grade beam is anchored into an existing or new footing. Dimensions are added to the foundation plan to provide the 4'-0" extension where we require it. It is not necessary for the 4'-0" length to occur when the grade beam is attached to an adjacent footing, as the adjacent footing provides the additional hold down resistance required. Ashworth Plan Review comments 3/3 September 14, 2000 w ~ 0 If) X @ ): 0 ~. 0 If) X @ ): 0 If) X @ ): I I I DD DD DD \./!8x35 [15] \./18x35 fRtll'IS 1:301 ~ 2' , 18 GA V LT. \.IT. co' c. E~~o METAL DECK \ \./6x6-\./2.9x2.9· I al DD I I I --4----- I I STAIR ii:@ e! 17 ~ S3.1 ' I R~M Steel V6.2 Floor Map DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 0 N 0 0 IO IO >< W12x19 (8~ .... i 3: f,~.lir;J /,,L,';)1~9,) 0 W12x19 (8~ W12x19 S' N ~ 0 0 0 IO IO >< W12x19 (8~ W12x19 (8~ .... 3: 3: W21x50 24) D 0 S' N Ci. 0 W18x35 (15) 0 W18x35 (15) IO >< >< .... ... i i W18x35 (15) .... o W18x35 (15) 0 ~ W18x35 (15) 0 W21x50 (15) ~ 0 ... N N 0 W18~35 (15) ==o W18x35 (15) IO )( S' .... i W18x35 (15) ~ W18x35 (15) 0 )( ... N W18x35 (15) 3:. W21x50 (56) 0 r, ~ W18x35 (15) S' W18x35 (15) 'w £:?,. 1 f].. 0 It) .ll W18x35 (15) )( W18x35 (15) r, .... N 3: 3 W18x35 (15) D W18x35 (15) 0 W18x35 (15) S' W18x35 (15) N 0 0 IO It) >< )( ... W18x35 (15) ... W18x35 (15) 3: N ;: S' 0 W18x35 (15) ~ N 09/13/00 21:28:00 P.,-fa I Ir -0 ~ 0 It) )( ... ~ S' M -0 It) )( ... ; S' ~ R~M Steel V6.2 Floor Map DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 1 107 ,._ co C') 9 D 119 It) .... 120 D 122 CIO 127 123 117 121 .... @ 157 D 56 141 co 0) 57 142 14 D 143 53 eb 153 co .... 54 145 @I 133 ,._ ,._ 09/13/00 21:28:00 8-toaA It) N .... 0 It) .... N It) R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 5 ~ .B-~1A SPAN INFORMATION (ft): I-End (35.62,131.80), Beam Size (User Selected) = W21X50 J-End (58.91,131.80) Fy = 50.0 ksi Total Beam Length (ft) = 23.28 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 4.00 Decking Orientation perpendicular Decking type VERCO W2 Formlok beff (in) = 69.85 Y bar(in) = Seff (in3) = 122.69 Str (in3) = Ieff (in4) = 1869. 00 Itr (in4) = Stud length {in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q[l] = 11.4 q[2] = 11.4 Right 3.25 115.00 4.00 perpendicular VERCO W2 Formlok 18.53 148.44 2677.15 0.75 # of studs: Max = 46 Partial= 22 Actual= 24 Number of Stud Rows= 2, Percent of Full Composite Action= 27.32 POINT LOADS (kips): Dist DL COL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 14.75 8.91 6.29 8.39 12.5 0.00 0.00 0.0 0.00 0.0 5.24 LINE LOADS: (k/ft) Load Dist DL CDL 1 0.00 0.737 0.520 23.28 0.737 0.520 SHEAR: Max V (DL+LL) = 25.93 kips MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 122.4 14.8 InitDL 66.8 14.8 Max+ 172.4 14.8 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 172.4 14.8 fc (ksi) = 0.35 Fe = 1. 80 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Initial load (in) at 11.99 ft Live load (in) at 11.99 ft Post Comp load (in) at 11. 99 ft Net Total load (in) at 11. 99 ft LL Red% Type CLL 0.693 12.5% Red 0.433 0.693 0.433 fv = 3.28 ksi Fv = 20.00 ksi Lb Cb Tension Flange Compr Flange ft fb Fb fb Fb 15.54 33.00 15.54 33.00 16. 86 33.00 18.81 45.00 16. 86 33.00 Left Right 15.33 18.41 11. 84 14.22 9. 75 11. 71 21. 59 25.93 = -0.211 L/D = 1323 = -0.130 L/D = 2154 = -0.176 L/D = 1587 = -0.387 L/D = 721 R~.M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 10 SPAN INFORMATION (ft): I-End (58.91,131.80), Beam Size (User Selected)= W21X50 J-End (81.57,127.11) Fy = 50.0 ksi Total Beam Length (ft)= 23.15 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 4.00 Decking Orientation 78.3 deg Decking type VERCO W2 Formlok beff (in) = 40.72 Y bar(in) = Seff (in3) = 120.96 Str (in3) = Ieff (in4) = 1707.16 Itr (in4) = -Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q = 11.4 VERCO 16.65 141. 97 2281. 33 0.75 # of studs: Max = 44 Partial= 19 Actual= 20 Right 3.25 115.00 4.00 78.3 deg W2 Forrnlok Number of Stud Rows= 1, Percent of Full Composite Action= 27.38 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 6.18 4.75 3.36 4.48 2.0 0.00 0.00 0.0 0.00 0.0 2.80 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.305 0.215 0.287 2.0% Red 0.180 6.18 0.357 0.252 0.336 0.210 2 6.18 0.042 0.030 0.040 2.0% Red 0.025 23.15 0.042 0.030 0.040 0.025 3 0.00 0.416 0.294 0.392 2.0% Red 0.245 23.15 0.221 0.156 0.208 0.130 SHEAR: Max V (DL+LL) = 18.41 kips fv = 2.33 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 59.0 7.1 7.49 33.00 7.49 33.00 InitDL 32.2 7.1 Max+ 87.6 7.1 Mmax/Seff 8.69 33.00 Mconst/Sx+Mpost/Seff 9.59 45.00 Controlling 87.6 7.1 8.69 33.00 fc (ksi) = 0.27 Fe = 1.80 REACTIONS (kips) : Left Right Initial reaction 12.40 6.88 DL reaction 9.58 5.32 Max+ LL reaction 8.83 4.90 Max+ total reaction 18.41 10.22 DEFLECTIONS: Initial load (in) at 10.88 ft = -0.104 L/D = 2674 Live load (in) at 10.88 ft = -0.078 L/D = 3552 Rlµ1 Steel V6.2 Gravity Beam Design (Beam 10) Page 2~ HOPE ENGINEERING DataBase: MEZZ3A 09/13/00 21:28:00 8-&f,3A Building Code: UBCl Steel Code: ASD 9th Ed. Post Comp load (in) at 10.88 ft = -0.103 L/D = 2693 Net Total load (in) at 10.88 ft = -0.207 L/D = 1342 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 17 SPAN INFORMATION (ft): I-End (35.62,35.80), Beam Size (User Selected)= W21X57 J-End (69.84,35.80) Fy = 50.0 ksi Total Beam-Length {ft) = 34.22 Cantilever on left (ft) = 0.00 Cantilever on right (ft) = 1.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 4.00 Decking Orientation perpendicular Decking type VERCO W2 Formlok beff (in) = 84.00 Y bar(in) = Seff {in3) = 153.58 Str (in3) = Ieff {in4) = 2565.39 Itr (in4) = Stud length {in) = 3.50 Stud diameter {in) = Stud Capacity {kips) q[l] = 11.4 q[2] = 11.4 Right 3.25 115.00 4.00 perpendicular VERCO W2 Formlok 18.91 172.10 3172.16 0.75 # of studs: Max = 66 Partial= 31 Actual= 60 Number of Stud Rows= 2, Percent of Full Composite Action = 48.57 POINT LOADS {kips) : Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 23.28 22.10 15.60 20.80 27.4 0.00 0.00 0.0 0.00 0.0 13.00 34.22 3.79 2.68 3.57 0.0 0.00 LINE LOADS: (k/ft) Load Dist DL CDL 1 0.00 0.595 0.420 33.22 0.595 0.420 2 33.22 0.595 0.420 34.22 0.595 0.420 SHEAR: Max V (DL+LL) = 42.95 kips MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 286.2 23.3 InitDL 155.2 23.3 Max+ 372.0 23.3 Mmax/Seff Mconst/Sx+Mpost/Seff Max --7.9 Right Max --7.9 Controlling 286.2 fc (ksi) = 0.59 Fe REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max -LL reaction Max+ total reaction 33.2 33.2 23.3 = 1.80 LL 0.560 0.560 0.560 0.560 fv = 5.04 Lb ft 9.9 1.0 0.0 Left 21. 25 16.37 11.27 -0.12 27.64 Cb 1. 79 1.00 1.00 0.00 0.0 0.00 0.0 Red% Type CLL 27.4% Red 0.0% Red ksi Fv Tension fb 30.94 29.06 33.72 0.86 0.86 30.94 Right 36.02 29.89 21. 58 0.00 51. 47 0.350 0.350 0.350 0.350 = 20.00 ksi Flange Compr Fb fb 33.00 30.94 33.00 45.00 30.00 0.86 33.00 0.86 33.00 2.23 Flange Fb 33.00 30.00 33.00 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING (Beam 17) DataBase: MEZZ3A Building Code: UBCl DEFLECTIONS: (Camber Left cantilever: Init load (in) Center span: Initial load (in) Live load ( in) = Post Comp load (in) Net Total load (in) Right cantilever: Init load (in) Pos Live load ( in) Neg Live load (in) Neg Post Comp load Neg Total load ( in) 3/4) at at at at (in) 09/13/00 21:28:00 Steel Code: ASD 9th Ed. = 0.000 17.61 ft = -0.812 17.61 ft = -0.363 17.61 ft = -0.517 17.61 ft = -0.579 = 0.083 = -o·. 001 = 0.037 = 0.053 = 0.136 Page 2 L/D = 491 L/D = 1098 L/D = 771 L/D = 689 L/D = 289 L/D = 22759 L/D = 641 L/D = 451 L/D = 176 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 33 SPAN INFORMATION (ft): I-End (50.37,131.80), Beam Size (User Selected) = W21X50 J-End (50.37,153.41) Fy = 50.0 ksi Total Beam Length (ft) = 21.61 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f'c (ksi) Decking Orientation Decking type beff (in) = 64.84 Seff (in3) = 123.84 Ieff (in4) = 1941.44 Left 3.25 115.00 4.00 parallel VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Stud diameter (in) = = 11. 4 VERCO 18.81 146.68 2686.86 0.75 Right 3.25 115.00 4.00 parallel W2 Forrnlok Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Full= 95 Number of Stud Rows= 1, Partial= 24 Actual= 30 Percent of Full Composite Action = 31. 61 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 7.33 8.92 6.30 8.40 4.8 0.00 0.00 0.0 0.00 0.0 5.25 14.28 8.90 6.28 8.38 4.8 0.00 0.00 0.0 0.00 0.0 5.24 SHEAR: Max V (DL+LL) = 16.90 kips fv = 2.14 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 84.6 7.3 10.74 33.00 10.74 33.00 InitDL 46.1 7.3 Max+ 124.0 7.3 Mmax/Seff 12.01 33.00 Mconst/Sx+Mpost/Seff 13.40 45.00 Controlling 124.0 7.3 12.01 33.00 fc (ksi) = 0.25 Fe = 1. 80 REACTIONS (kips) : Left Right Initial reaction 11. 54 11. 53 DL reaction 8.91 8.91 Max + LL reaction 7.99 7.98 Max+ total reaction 16.90 16.89 DEFLECTIONS: Initial load (in) at 10.81 ft = -0.138 L/D = 1879 Live load (in) at 10.81 ft = -0.089 L/D = 2919 Post Comp load (in) at 10.81 ft = -0,118 L/D = 2198 Net Total load (in) at 10.81 ft = -0.256 L/D = 1013 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 35 SPAN INFORMATION (ft): I-End (64.95,130.55), Beam Size (User Selected) = W21X50 J-End (64.95,153.41) Fy = 50.0 ksi Total Beam Length (ft) = 22.86 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f'c (ksi) Decking Orientation Decking type beff (in) = 40.29 Seff (in3) = 119.92 Ieff (in4) = 1731.23 Left 3.25 115.00 4.00 parallel VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Stud diameter (in) = = 11. 4 VERCO 17.24 141.36 2361. 20 0.75 Right 3.25 115.00 4.00 parallel W2 Formlok Stud length (in) = 3.5U- Stud Capacity (kips) q # of studs: Full= 68 Number of Stud Rows= 1, Partial= 17 Actual= 20 Percent of Full Composite Action= 29.44 POINT LOADS (kips): Dist DL COL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 8.58 4.56 3.22 4.29 0.0 0.00 0.00 0.0 0.00 0.0 2. 68 15.53 4.42 3.12 4.16 0.0 0.00 0.00 0.0 0.00 0.0 2.60 LINE LOADS: (k/ft) · Load Dist DL COL LL Red% Type CLL 1 0.00 0.042 0.030 0.040 0.0% Red 0.025 22. 86 0.042 0.030 0.040 0.025 SHEAR: Max V (DL+LL) = 10.10 kips fv = 1.28 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 50.8 8.6 6.45 33.00 6.45 33.00 InitDL 27.7 8.6 Max+ 76.2 8.6 Mmax/Seff 7.62 33.00 Mconst/Sx+Mpost/Seff 8.37 45.00 Controlling 76. 2 8.6 7.62 33.00 fc ( ksi) = 0.22 Fe = 1. 80 REACTIONS (kips): Left Right Initial reaction 6.15 6.74 DL reaction 4.75 5.20 Max+ LL reaction 4.48 4.90 Max+ total reaction 9.23 10.10 DEFLECTIONS: Initial load (in) at 11. 43 ft = -0.090 1/D = 3049 Live load (in) at 11. 43 ft = -0.068 L/D = 4024 Post Comp load (in)_. at 11. 43 ft = -0.089 L/D = 3066 Net Total load (in) at 11. 43 ft = -0.179 L/D = 1529 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 39 SPAN INFORMATION {ft): I-End (58.91,35.80), Beam Size {User Selected) = W21XS0 Total Beam Length (ft) = 24.00 J-End (58.91,59.80) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness {in) 3.25 Unit weight concrete (pcf) 115.00 f I C ( ks i ) 4 . 0 0 Right 3.25 115.00 4.00 Decking Orientation parallel Decking type VERCO W2 Formlok VERCO 19.13 147.77 2756.21 0. 75- parallel W2 Formlok beff {in) = 72.00 Y bar(in) = Seff {in3) = 124.18 Str {in3) = Ieff (in4) = 1971.62 Itr {in4) = Stud length {in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q = 11.4 # of studs: Full= 97 Partial= 25 Actual= 30 Number of Stud Rows= 1, Percent of Full Composite Action= 31. 06 POINT LOADS (kips): Dist DL CDL 8.00 16.08 11.35 16.00 16.08 11.35 RedLL Red% 15.13 18.3 15.13 18.3 NonRLL 0.00 0.00 StorLL Red% 0.00 0.0 0.00 0.0 RoofLL Red% 0.00 0.0 0.00 0.0 CLL 9.46 9.46 SHEAR: Max V (DL+LL) = 28.45 kips MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 166.5 8.0 InitDL 90.8 8.0 Max+ 227.6 8.0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 227.6 8.0 fc (ksi) = o. 41 Fe = 1. 80 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Initial load (in) at 12.00 ft Live load (in) at 12.00 ft Post Comp load ( in) at 12.00 ft Net Total load (in) at 12.00 ft fv = 3.59 ksi Fv = 20.00 ksi Lb Cb Tension Flange Compr Flange ft fb Fb fb Fb 21.14 33.00 21.14 33.00 21. 99 33.00 24.75 45.00 21. 99 33.00 Left Right 20.81 20.81 16.08 16.08 12.37 12.37 28.45 28.45 = -0.337 L/D = 854 = -0.183 L/D = 1570 = -0.254 L/D = 1136 = -0.591 L/D = 488 RTuM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 50 SPAN INFORMATION (ft): I-End (35.62,121.80), Beam Size (User Selected) = Wl8X35 J-End (58.91,121.80) Fy = 50.0 ksi Total Beam Length (ft) = 23.28 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C (ksi) Decking Orientation Decking type beff (in) = 69.85 Seff (in3) = 79.21 Ieff (in4) = 1131.80 Left 3.25 115.00 4.00 perpendicular VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Stud diameter (in)= = 11. 4 Right 3.25 115.00 4.00 perpendicular VERCO W2 Formlok 17.11 95.07 1588.47 0.75 Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Full= 46 Number of Stud Rows= 1, Partial= 12 Actual= 15 Percent of Full Composite Action = 33.24 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.855 0.604 0.805 6.7% Red 0.503 23.28 0.855 0.604 0.805 0.503 SHEAR: Max V (DL+LL) = 18.69 kips fv = 3.70 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 75.0 11. 6 15.62 33.00 15.62 33.00 InitDL 40.9 11. 6 Max+ 108.8 11. 6 Mmax/Seff 16.49 33.00 Mconst/Sx+Mpost/Seff 18.81 45.00 Controlling 108.8 11.6 16. 49 33.00 fc (ksi) = 0.29 Fe = 1. 80 REACTIONS (kips) : Left Right Initial reaction 12.88 12.88 DL reaction 9.95 9.95 Max+ LL reaction 8.74 8.74 Max+ total reaction 18.69 18.69 DEFLECTIONS: Initial load (in) at 11.64 ft = -0.270 L/D = 1035 Live load (in) at 11. 64 ft = -0.151 L/D = 1847 Post Comp load ( in) at 11. 64 ft = -0.202 L/D = 1384 Net Total load (in) at 11. 64 ft = -0.472 L/D = 592 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 75 SPAN INFORMATION (ft): I-End (35.62,83.80), Beam Size (User Selected) = W21X50 J-End (35.62,111.68) Fy = 50.0 ksi Total Beam Length (ft) = 27.88 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 4.00 Decking Orientation parallel Decking type VERCO W2 Formlok beff (in) = 47.82 Y bar(in) = Seff (in3) = 122.32 Str (in3) = Ieff (in4) = 1835.55 Itr (in4) = Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q = 11.4 VERCO 17.82 143.37 2479.66 0.75 # of studs: Full= 62 Partial= 16 Actual= 20 Right 3.25 115.00 4.00 parallel W2 Formlok Number of Stud Rows= 1, Percent of Full Composite Action= 32.42 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 7.20 7.03 4.96 6.61 8.0 0.00 0.00 0.0 0.00 0.0 4.13 14.20 6.25 4.41 5.88 8.0 0.00 0.00 0.0 0.00 0.0 3.68 19.83 6.77 4.78 6.37 8.0 0.00 0.00 0.0 0.00 0.0 3.98 LINE LOADS: ( k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.042 0.030 0.040 8.0% Red 0.025 27.88 0.042 0.030 0.040 0.025 SHEAR: Max V (DL+LL) = 20.20 kips fv = 2.55 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 129.7 14.2 16.48 33.00 16.48 33.00 InitDL 70.8 14.2 Max+ 187.1 14.2 Mmax/Seff 18.35 33.00 Mconst/Sx+Mpost/Seff 20.40 45.00 Controlling 187.1 14.2 18.35 33.00 fc (ksi) = 0. 46 Fe = 1. 80 REACTIONS (kips): Left Right Initial reaction 14.01 13.47 DL reaction 10.83 10.41 Max+ LL reaction 9.38 9.01 Max+ total reaction 20.20 19.42 DEFLECTIONS: Initial load (in) at 13.94 ft = -0.331 L/D = 1010 Live load (in) at 13.94 ft = -0.218 L/D = 1536 Post Comp load (in) at 13.94 ft = -0.292 L/D = 1147 Net Total load (in) at 13.94 ft = -0.623 L/D = 537 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 93 SPAN INFORMATION (ft): I-End (53.00,83.80), Beam Size (User Selected) = W21X50 J-End (82.91,83.80) Fy = 50.0 ksi Total Beam Length (ft) = 29.91 Cantilever on left (ft)= 1.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f I C ( ks i ) 4 , 0 0 Decking Orientation perpendicular Decking type VERCO W2 Formlok beff (in) = 86.57 Y bar(in) = Seff (in3) = 134.50 Str (in3) = Ieff (in4) = 2300.35 Itr (in4) = Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q[l] = 11.4 q[2] = 11.4 Right 3.25 115.00 4.00 perpendicular VERCO W2 Formlok 19.25 150.59 2829.94 0.75 # of studs: Max = 56 Partial= 45 Actual= 56 Number of Stud Rows= 2, Percent of Full Composite Action = 31. 52 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 0.00 5.61 3.96 5.28 0.0 0.00 0.00 0.0 0.00 0.0 3.30 5.90 23.11 16.31 21. 75 27 .3 0.00 LINE LOADS: (k/ft) Load Dist DL CDL 1 0.00 0.646 0.456 1.00 0.646 0.456 2 1.00 0.646 0.456 29.91 0.646 0.456 SHEAR: Max V (DL+LL) = 48.44 kips MOMENTS: Span Cond Moment @ kip-ft ft Left Max --11.5 1.0 Center PreCmp 173.1 9.6 InitDL 93.1 9.7 Max+ 224.9 9.6 Mrnax/Seff Mconst/Sx+Mpost/Seff Max --11.5 1.0 Controlling 173.1 9.6 fc (ksi) = 0.37 REACTIONS (kips): Initial reaction DL reaction Fe= 1.80 Max+ LL reaction Max -LL reaction ., Max+ total reaction LL 0.608 0.608 0.608 0.608 fv = 6.12 Lb ft 1.0 4.9 0.0 Left 41. 48 34.99 25.60 0.00 60.59 Cb 1.00 1.85 1.00 0.00 0.0 0.00 0.0 Red% Type CLL 0.0% Red 0.380 27.3% Red ksi Fv Tension fb· 1. 46 21. 98 20.07 23.58 1. 46 21. 98 Right 17.01 13.05 9.07 -0.19 22.12 0.380 0.380 0.380 = 20.00 ksi Flange Compr Fb fb 33.00 1. 46 33.00 21. 98 33.00 45.00 33.00 1. 46 33.00 13.60 Flange Fb 33.00 33.00 33.00 RAM Steel V6. 2 Gravity Beam Design (Beam 93) Page 2 HOPE ENGINEERING 6--~~~ DataBase: MEZZ3A 09/13/00 21:28:00 Building Code: UBCl Steel Code: ASD 9th Ed. DEFLECTIONS: Left cantilever: Init load (in) = 0.061 L/D = 395 Pos L1ve load (in) = -0.002 L/D = 15936 Neg Live load (in) = 0.026 L/D = 915 Neg Post Comp load {in) = 0.037 L/D = 648 Neg Total load (in) = 0.098 L/D = 245 Center span: Initial load {in) at 14.59 ft = -0.483 L/D = 718 Live load (in) at 14.59 ft = -0.206 L/D = 1684 Post Comp load ( in) at 14.59 ft = -0.292 L/D = 1187 Net Total load {in) at 14.59 ft = -0.776 L/D = 447 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 95 SPAN INFORMATION (ft): I-End (58.91,59.80), Beam Size (User Selected) = W21X50 Total Beam Length (ft) = 24.00 J-End (58.91,83.80) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 4.00 Right 3.25 115.00 4.00 Decking Orientation parallel Decking type VERCO W2 Formlok VERCO 19.13 147.77 2756.21 0.75 parallel W2 Formlok beff (in) = 72.00 Y bar(in) = Seff (in3) = 124.18 Str (in3) = Ieff (in4) = 1971.62 Itr (in4) = Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q = 11.4 # of studs: Full= 97 Partial= 25 Actual= 30 Number of Stud Rows= 1, Percent of Full Composite Action= 31. 06 POINT LOADS (kips): Dist DL CDL 8.00 16.08 11.35 16.00 16.08 11.35 RedLL Red% 15.13 18.3 15.13 18.3 SHEAR: Max V (DL+LL) = 28.45 kips MOMENTS: NonRLL 0.00 0.00 StorLL Red% 0.00 0.0 0.00 0.0 RoofLL Red% 0.00 0.0 0.00 0.0 fv = 3.59 ksi Fv = 20.00 ksi CLL 9.46 9.46 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 166.5 8.0 21.14 33.00 21.14 33.00 InitDL 90.8 8.0 Max+ 227.6 8.0 Mmax/Seff 21. 99 33.00 Mconst/Sx+Mpost/Seff 24.75 45.00 Controlling 227.6 8.0 21. 99 33.00 fc (ksi) = 0.41 ·Fe = 1. 80 REACTIONS (kips): Left Right Initial reaction 20.81 20.81 DL reaction 16.08 16.08 Max+ LL reaction 12.37 12.37 Max+ total reaction 28.45 28.45 DEFLECTIONS: Initial load (in) at 12.00 ft = -0.337 L/D = 854 Live load (in) at 12.00 ft = -0.183 L/D = 1570 Post Comp load (in) at 12.00 ft = -0.254 L/D = 1136 Net Total load (in) at 12.00 ft = -0.591 L/D = 488 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 112 < SPAN INFORMATION (ft): I-End (50.37,139.13), Beam Size (User Selected) = W12X19 J-End (64.95,139.13) Total Beam Length (ft) = 14.58 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C ( ksi) Decking Orientation Decking type beff (in) = 43.75 Seff (in3) = 32.26 Ieff (in4) = 344. 26 Fy = 50.0 ksi Left 3.25 115.00 4.00 perpendicular VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Right 3.25 115.00 4.00 perpendicular VERCO W2 Formlok 12.81 40.48 505.08 Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Max = 14 Number of Stud Rows= 1, Stud diameter (in) = = 11. 4 0.75 LINE LOADS: (k/ft) Load Dist DL 1 0.00 0.295 14.58 0.295 2 0.00 0.312 8.53 0.312 3 8.54 0.312 14.58 0.365 Partial= 7 Actual= 8 Percent of Full Composite Action= CDL LL 0.208 0.278 0.208 0.278 0.220 0.293 0.220 0.293 0.220 0.293 0.258 0.343 Red% 0.0% 0.0% 0.0% Type Red Red Red CLL 0.174 0.174 0.183 0.183 0.183 0.215 SHEAR: Max V (DL+LL) = 8.86 kips fv = 3.10 ksi Fv = 20.00 ksi MOMENTS: 32.63 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 21.1 7.3 11. 88 33.00 11. 88 33.00 InitDL 11. 5 7.3 Max+ 31. 6 7.3 Mrnax/Seff 11.77 33.00 Mconst/Sx+Mpost/Seff 13.97 45.00 Controlling 21.1 7.3 0.0 1.00 11. 88 33.00 fc (ksi) = 0.22 Fe = 1. 80 REACTIONS (kips): Left Right Initial reaction 5.75 5.91 DL reaction 4.45 4.56 Max+ LL reaction 4.19 4.29 Max+ total reaction 8.63 8.86 DEFLECTIONS: Initial load (in) at 7.29 ft = -0.117 L/D = 1497 Live load (in) at 7.29 ft = -0.059 L/D = 2972 Post Comp load (in) at 7.29 ft = -0.077 L/D = 2265 Net Total load ( in) at 7.29 ft = -0.194 L/D = 901 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 126 SPAN INFORMATION (ft): I-End (58.91,121.80), Beam Size (User Selected) = W18X35 J-End (81.57,121.80) Fy = 50.0 ksi Total Beam Length (ft)= 22.67 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C ( ksi) Decking Orientation Decking type beff (in) = 68.00 Seff (in3) = 78.88 Ieff (in4) = 1119.15 Left 3.25 115.00 4.00 perpendicular VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Right 3.25 115.00 4.00 perpendicular VERCO W2 Formlok 17.03 94.91 1578.30 Stud ~ngth (in) = 3.50 Stud Capacity (kips) q # of studs: Max = 44 Number of Stud Rows= 1, Stud diameter (in) = = 11. 4 0.75 LINE LOADS: (k/ft) Load Dist 1 0.00 22.67 DL 0.855 0.656 Partial= 12 Actual= 15 Percent of Full Composite Action= CDL 0.604 0.463 LL 0.805 0.617 Red% Type 4.1% Red CLL 0.503 0.386 32.51 SHEAR: Max V (DL+LL) = 17.00 kips MOMENTS: fv = 3.36 ksi Fv = 19.13 ksi Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 62.8 11.1 13.09 33.00 13.09 33.00 InitDL 34.3 11.1 Max+ 92.3 11.1 Mmax/Seff 14.05 33.00 Mconst/Sx+Mpost/Seff 15.97 45.00 Controlling 92.3 11.1 14.05 33.00 fc (ksi) = 0.26 Fe = 1.80 REACTIONS (kips): Left Right Initial reaction 11. 57 10.59 DL reaction 8.94 8.18 Max+ LL reaction 8.07 7.39 Max+ total reaction 17.00 15.57 DEFLECTIONS: Initial load (in) at 11. 22 ft = -0.214 L/D = 1270 Live load (in) at 11. 22 ft = -0.125 L/D = 2180 Post Comp load ( in) at 11. 22 ft = -0.165 L/D = 1644 Net Total load (in) at 11. 22 ft = -0.380 L/D = 717 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 151 SPAN INFORMATION (ft): I-End (82.91,53.80), Beam Size (User Selected) = W21X50 J-End (82.91,83.80) Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C ( ksi) Decking Orientation Decking type beff (in) = 51.00 Seff (in3) = 127.20 Ieff (in4) = 1999.43 Left 3.25 115.00 4.00 parallel VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Stud diarrreter (in) = = 11. 4 VERCO 18.03 144.09 2523.96 0.75 Partial= 18 Actual= 30 Right 3.25 115.00 4.00 parallel W2 Formlok Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Full= 69 Number of Stud Rows= 1, Percent of Full Composite Action = 43.48 POINT LOADS (kips) : Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 6.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 14.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 22.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.042 0.030 0.040 12.2% Red 0.025 30.00 0.042 0.030 0.040 0.025 SHEAR: Max V (DL+LL) = 25.01 kips fv = 3.16 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 158.2 14.0 20.10 33.00 20.10 33.00 InitDL 86.3 14.0 Max+ 223.3 14 .•0 Mmax/Seff 21.06 33.00 Mconst/Sx+Mpost/Seff 23.88 45.00 Controlling 223.3 14.0 21.06 33.00 fc (ksi) = 0.52 Fe = 1.80 REACTIONS (kips): Left Right Initial reaction 17.72 15.61 DL reaction 13.70 12.06 Max+ LL reaction 11. 3l. 9.96 Max+ total reaction 25.01 22.03 DEFLECTIONS: Initial load ( in) at 14.85 ft = -0. 4 68 L/D = 770 Live load (in) at 14.85 ft = -0.269 L/D = 1337 Post Comp load (in) at 14.85 ft = -0.365 L/D = 986 Net Total load (in) at 14.85 ft = -0.833 L/D = 432 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 . Steel Code: ASD 9th Ed. Beam Number= 154 SPAN INFORMATION (ft): I-End (74.74,26.71), Beam Size (User Selected)= W21X50 J-End (82.91,35.80) Fy = 50.0 ksi Total Beam Length (ft)= 12.22 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f I C ( ks i ) 4 . 0 0 Decking Orientation 41.9 deg Decking type VERCO W2 Formlok beff (in) = 24.33 Y bar(in) = Seff (in3) = 115.96 Str (in3) = Ieff (in4) = 1490.45 Itr (in4) = Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q(l] = 11.4 q[2] = 11.4 VERCO 14.95 134.44 1926.67 0.75 Right 3.25 115.00 4.00 41.9 deg W2 Formlok # of studs: Max = 16 Partial= 9 Actual= 10 Number of Stud Rows= 2, Percent of Full Composite Action = 28.86 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 4.16 3.77 2.66 3.55 0.0 0.00 0.00 0.0 0.00 0.0 2.22 LINE LOADS: (k/ft) Load Dist DL CDL 1 0.00 0.088 0.062 4.16 0.000 0.000 2 4.16 0.170 0.120 12.22 0.000 0.000 3 0.00 0.042 0.030 12.22 0.042 0.030 SHEAR: Max V (DL+LL) = 6.23 kips MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 16.1 4.2 InitDL 8.8 4.2 Max+ 24.2 4.2 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 24.2 4.2 fc (ksi) = 0.11 REACTIONS (kips): Initial reaction DL reaction Fe """ 1. 80 Max+ LL reaction Max+ total reaction DEFLECTIONS: LL 0.083 0.000 0.160 0.000 0.040 0.040 fv = 0.79 Lb ft Left 4.16 3.21 3.02 6.23 Cb Initial load (in) Live load (in) at at 5.68 ft= -0.007 5.68 ft= -0.006 Red% Type CLL 0.0% Red 0.052 0.000 0.0% Red 0.100 0.000 0.0% Red 0.025 0.025 ksi Fv = 20.00 ksi Tension Flange Compr fb Fb fb 2.05 33.00 2.05 2.51 2.71 2.51 Right 2.52 1. 95 1. 83 3.78 33.00 45.00 33.00 L/D = 21207 L/D = 24091 Flange Fb 33.00 RAM Steel V6.2 Gravity Beam Design {Beam 154) Page 2 · s-i,e1r HOPE ENGINEERING DataBase: MEZZ3A 09/13/00 21:28:00 Building Code: UBCl Steel Code: ASD 9th Ed. Post Comp load {in) at 5.68 ft = -0.008 L/D = 18355 Net Total load {in) at 5.68 ft= -0.015 L/D = 9839 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Beam Number= 155 SPAN INFORMATION (ft): I-End (58.91,29.80), Beam Size (User Selected) = W21X50 Total ~earn Length (ft) = 18.61 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f' C (ksi) J-End (77.52,29.80) Fy = 50.0 ksi Left 3.25 115.00 4.00 Right 3.25 115.00 4.00 Decking Orientation Decking type beff (in) = 51.20 perpendicular VERCO W2 Formlok Y bar (in) = perpendicular VERCO W2 Formlok 17.45 Seff (in3) = 121. 74 Str (in3) = 144.91 Ieff (in4) = 1775.89 Itr (in4) = 2449.29 Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Max = 36 Number of Stud Rows= 1, Stud diameter (in) = = 11. 4 0.75 Partial= 13 Actual= 15 Percent of Full Composite Action= LINE LOADS: (k/ft) Load Dist DL CDL 1 0.00 0.255 0.180 18.61 0.255 0.180 2 0.00 0.282 0.199 3.88 0.248 0.175 3 3.88 0.248 0.175 15.83 0.131 0.093 4 15.83 0.131 0.093 18.61 0.000 0.000 SHEAR: Max V (DL+LL) = 8.65 kips MOMENTS: LL Red% Type CLL 0.240 0.0% Red 0.150 0.240 0.150 0.265 0.0% Red 0.166 0.234 0.146 0.234 0.0% Red 0.146 0.124 0.077 0.124 0.0% Red 0.077 0.000 0.000 fv = 1. 09 ksi Fv = 20.00 ksi 29.21 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 25.2 9.0 3.20 33.00 3.20 33.00 InitDL 13.7 9.0 Max+ 37.8 9.0 Mmax/Seff 3.72 33.00 Mconst/Sx+Mpost/Seff 4.11 45.00 Controlling 37.8 9.0 3.72 33.00 fc (ksi) = 0.10 Fe = 1. 80 REACTIONS (kips): Left Right Initial reaction 5.77 4.88 DL reaction 4.46 3.77 Max+ LL reaction 4.20 3.55 Max+ total reaction 8.65 7.32 DEFLECTIONS: Initial load (in) at 9.21 ft = -0.030 L/D = 7458 Live load (in) at 9.21 ft = -0.022 L/D = 10095 Post Comp load (in) ··at 9.21 ft = -0.029 L/D = 7691 Net Total load (in) at 9.21 ft = -0.059 L/D = 3786 RAM Steel V6.2 Gravity Beam Design Summary HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ Beam# Length +M -M ft kip-ft kip-ft 77 17.32 62.1 0.0 133 23.28 83.0 0.0 16 24.00 126.5 0.0 17 0.00 0.0 -0.0 33.22 372.0 -7.9 1.00 0.0 -7.9 54 23.28 88.2 0.0 53 23.28 88.2 0.0 14 23.28 88.2 0.0 57 23.28 88.2 0.0 56 23.28 88.2 0.0 75 27.88 187.1 0.0 157 17.38 47.4 o.o 122 23.28 78.9 0.0 120 23.28 70.6 0.0 119 23.28 76.2 0.0 7 20.12 101. 4 0.0 9 23.28 99.2 0.0 50 23.28 108.8 0.0 32 21. 61 68.5 0.0 5 23.28 172.4 0.0 109 14.75 32.0 0.0 110 14.75 32.0 0.0 2 20.97 65.4 0.0 108 14.75 30.6 0.0 107 14.75 30.6 0.0 1 14.75 18.7 0.0 33 21. 61 124.0 0.0 112 14.58 31. 6 0.0 111 14.58 31. 3 0.0 4 20.97 96.5 0.0 71 14.58 21.3 0.0 29 14.58 11. 5 0.0 93 1.00 0.0 -11.5 28.91 224.9 -11. 5 131 12.63 70.2 0.0 155 18.61 37.8 0.0 39 24.00 227.6 0.0 145 24.01 93.5 0.0 153 24.01 93.5 0.0 95 24.00 227.6 0.0 143 24.01 93.5 0.0 142 24.01 93.5 0.0 141 24.01 93.5 0.0 118 14.20 97.6 0.0 121 24.01 83.7 0.0 115 13.68 90.7 0.0 117 24.01 75.0 0.0 123 24.01 88.1 0.0 09/13/00 21:28:00 Steel Code: ASD 9th Ed. Seff Fy Beam Size in3 ksi 120.2 50.0 W21X50 78.9 50.0 W18X35 123.5 50.0 W21X50 153.6 50.0 W21X57 79.2 50.0 W18X35 79.2 50.0 W18X35 79. Z-50.0 W18X35 79.2 50.0 W18X35 79.2 50.0 W18X35 122.3 50.0 W21X50 78.1 50.0 W18X35 79.2 50.0 W18X35 79.2 50.0 W18X35 79.2 50.0 W18X35 124.5 50.0 W21X50 79.2 50.0 W18X35 79.2 50.0 W18X35 124.2 50.0 W21X50 122.7 50.0 W21X50 32.3 50.0 W12X19 32.3 50.0 W12X19 124.3 50.0 W21X50 31. 6 50.0 W12X19 32.3 50.0 W12X19 78.1 50.0 W18X35 123.8 50.0 W21X50 32.3 50.0 W12X19 31. 6 50.0 W12X19 129.7 50.0 W21X50 32.3 50.0 W12X19 31. 5 50.0 W12X19 134.5 50.0 W21X50 123.5 50.0 W21X50 121. 7 50.0 W21X50 124.2 50.0 W21X50 79.3 50.0 W18X35 79.3 50.0 W18X35 124.2 50.0 W21X50 79.3 50.0 W18X35 79.3 50.0 W18X35 79.3 50.0 W18X35 123.2 50.0 W21X50 79. 3 50.0 W18X35 121. 0 50.0 W21X50 79.2 50.0 W18X35 123.0 50.0 W21X50 Studs u 20 u 15 u 20 u 60 u 15 u 15 u 15 u 15 u 15 u 20 u 15 u 15 u 15 u 15 u 20 u 15 u 15 u 20 u 24 u 8 u 8 u 20 u 7 u 8 u 12 u 30 u 8 u 7 u 30 u 8 u 8 u 56 u 20 u 15 u 30 u 15 u 15 u 30 u 15 u 15 u 15 u 20 u 15 u 20 u 15 u 15 RAM Steel V6.2 Gravity Beam Design Summary HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl 36 127 126 10 132 35 6 156 154 125 152 151 20.12 22.67 22.67 23.15 12.27 22.86 9.72 13.07 12.22 23.48 18.00 30.00 179.3 94.2 92.3 87.6 8.3 76.2 14.9 23.5 24.2 121. 0 86.1 223.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 09/13/00 21:28:00 Steel Code: ASD 9th Ed. 123.1 79.1 78.9 121. 0 125.7 119.9 116.4 74.6 116.0 118.7 123.4 127.2 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 W21X50 W18X35 W18X35 W21X50 W21X50 W21X50 W21X50 W18X35 W21X50 W21X50 W21X50 W21X50 u 20 u 15 u 15 u 20 u 15 u 20 u 10 u 10 u 10 u 20 u 20 u 30 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Page 2 RA~ Steel V6.2 Floor Map DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 0 W12x19 (~ N 0 0 W12x19 U) U) )( W12x19 (, W12x19 (ii .... ; ~ W12x19 (~ W12x19S C!-0 0 0 U) U) U) ~ W12x19 (~ W12x19 (~ N N ; 3:: 3:: W21x50 24) D 0 s N ~ 0 W18x35 (15) 0 W18x35 (15) U) )( )( .... .... N ; 3:: W18x35 (15) ;,..L::J W18x35 (15) 0 ~ W18x35 (15) 0 W21x50 (15) U) )( 0 .... N N W18x35 (15) 0 W18x35 (15) 3::0 U) )( s .... ~ N W18x35 (15) W18x35 (15) 3:: 0 W18x35 (15) W21x50 (56) W18x35 (15) s 0 U) >< W18x35 (15) .... ~ W18x35 (15) D 0 N W18x35 (15) s W18x35 (15) W18x35 (15) 0 W18x35 (15) N 09/13/00 20:58:52 ~~fl) 1)1{7J,, ""12dtJ 1D S/<71S"' i,t S L X 'l _. ~ vs ' U ~I~ DJ!~18 t(fl,,u s ~ 0 U) )( _ Tl> JNrlS"':J $1,(--S-.... ; IJS S,..tf.J ~IOiO ,J,#Jl~ 01m,t81t~ fpti /9 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:27:11 Steel Code: AS?~9tJ1 Ed. Beam Number =.:;Y SPAN INFORMATION (ft): I-End (35.62,35.80), Beam ~ize (User Selected) = W21X57 Total Beam Length (ft) = 34.22 Cantilever on left (ft) = 0.00 Cantilever on right (ft) = 1.00 J-End (69.84,35.80) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.25 3.25 Unit weight concrete (pcf) 115.00 115.00 f'c (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 84.00 Y bar(in) = 18.91 Seff (in3) = 142.79 Str (in3) = 172.10 ~ Ieff (in4) = 2211.77 Itr (in4) = 3172.16 Stud length (in) = 3.50 Stud diameter (in) = 0.75 o\ _,,,- Stud Capacity (kips) q = 11.4 37,18,'LnA()f \C.. <II~ # of studs per stud segment: Max = ,~ .>' Partial = 10, 10 A.IL I(\ ('D I~) Actual = 10,10 f"'.-I' 'JU Number of Stud Rows= 1, Percent of Full Compo ite Action= 27.07 POINT LOADS (kips) : Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 23.28 22.10 15.60 20.80 27.4 0.00 0.00 0.0 0.00 0.0 34.22 3.79 2.68 3.57 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS : · (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.595 0.420 0.560 27.4% Red 0.350 33.22 0.595 0.420 0.560 0.350 2 33.22 0.595 0.420 0.560 0.0% Red 0.350 34.22 0.595 0.420 0.560 0.350 SHEAR: Max V (DL+LL) = 42.95 kips fv = 5.04 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 286.2 23.3 InitDL 155.2 23.3 Max+ 372.0 23.3 Mmax/Seff Mconst/Sx+Mpost/Seff Max --7.9 33.2 Right Max --7.9 33.2 Controlling 372.0 23.3 fc (ksi) = 0.59 REACTIONS (kips): Fe = 1. 80 Initial reaction DL reaction Max+ LL reaction Lb ft 9.9 1.0 Left 21. 25 16.37 11. 27 Cb 1. 79 1.00 Tension fb 30.94 31. 26 35.00 0.86 0.86 31. 26 Right 36.02 29.89 21. 58 Flange Compr Fb fb 33.00 30.94 33.00 45.00 30.00 0.86 33.00 0.86 33.00 CLL 13.00 2.23 Flange Fb 33.00 30.00 33.00 t RA,M Steel V6.2 Gravity Beam Design (Beam 17) Page 2 HOPE ENGINEERING DataBase: MEZZ3A 09/13/00 21:27:11 f)-73ii Building Code: UBCl Steel Code: ASD 9th Ed. Max -LL reaction -0.12 0.00 Max+ total reaction 27.64 51. 47 DEFLECTIONS: (Camber = 3/4) Left cantilever: Init load (in) = 0.000 Center span: Initial load (in) at 17.61 ft = -0.812 L/D = 491 Live load (in) at 17.61 ft = -0.421 L/D = 947 Post Comp load (in) at 17.61 ft = -0.600 L/D = 665 Net Total load (in) at 17.61 ft = -0.662 L/D = 603 Right cantilever: Init load (in) = 0.083 L/D = 289 Pos Live load (in) = -0.001 L/D = 19788 Neg Live load (in) = 0.043 L/D = 553 Neg Post Comp load (in) = 0.062 L/D = 389 Neg Total load (in) = 0.145 L/D = 166 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A 09/13/00 21:27:39 Building Code: UBCl Steel Code: ASD 9th Ed. Floor Type: MEZZ Beam Number "(.JY SPAN INFORMATION {ft): I-End {35.62,35.80), J-End {69.84,35.80) Beam Size {User Selected) = W21X57 Fy = 50.0 ksi Total Beam Length {ft) = 34.22 Cantilever on left {ft) = 0.00 Cantilever on right {ft) = 1.00 COMPOSITE PROPERTIES {Not Shored): Left Right Concrete thickness (in) 3.25 3.25 Unit weight concrete {pcf) 115.00 115.00 f'c {ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff {in) = 84.00 Y bar{in) = 18.91 ,,,_..., Seff {in3) = 141.61 Str {in3) = 7.72.10 .• 1~l~L Ieff (in4) = 2173.00 Itr {in4) = 3172.16 ~I) Ir _,..~ Stud length {in) = 3.50 __ 1 -s 1 t_u 4 d diameter (in) = 0.~75 Df'Jl,1W"' .MJ, ":3\) Stud Capacity (kips) q ~ r· C # of studs: Max = 66 Partial= 31 Actual= 31 Number of Stud Rows= 1, Percent of Full Composite Action= 25.10 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 23.28 22.10 15.60 20.80 27.4 0.00 0.00 0.0 0.00 0.0 34.22 3.79 2.68 3.57 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.595 0.420 0.560 27.4% Red 0.350 33.22 0.595 0.420 0.560 0.350 2 33.22 0.595 0.420 0.560 0.0% Red 0.350 34.22 0.595 0.420 0.560 0.350 SHEAR: Max V (DL+LL) = 42.95 kips fv = 5.04 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 286.2 23.3 InitDL 155.2 23.3 Max+ 372.0 23.3 Mmax/Seff Mconst/Sx+Mpost/Seff Max --7.9 33.2 Right Max --7.9 33.2 Controlling 372.0 23.3 fc (ksi) = 0.59 Fe = 1. 80 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max -LL reaction Max+ total reaction Lb ft 9.9 1.0 Left 21. 25 16.37 11. 27 -0.12 27.64 Cb 1. 79 1.00 Tension fb 30.94 31. 52 35.15 0.86 0.86 31. 52 Right 36.02 29.89 21. 58 0.00 51. 47 Flange Compr Fb fb 33.00 30.94 33.00 45.00 30.00 0.86 33.00 0.86 33.00 CLL 13.00 2.23 Flange Fb 33.00 30.00 33.00 R.z:µ1 Steel V6.2 Gravity Beam Design HOPE ENGINEERING (Beam 17) DataBase: MEZZ3A Building Code: UBCl DEFLECTIONS: (Camber Left cantilever: Init load (in) Center span: Initial load ( in) Live load (in) = Post Comp load (in) Net Total load (in) Right cantilever: Init load (in) Pos Live load .(in) Neg Live load (in) Neg Post Comp load Neg Total load (in) 3/4) at at at at (in) 09/13/00 21:27:39 Steel Code: ASD 9th Ed. = 0.000 17.61 ft = -0.812 17.61 ft = -0.428 17.61 ft = -0.611 17.61 ft = -0.672 = 0.083 = -0.001 = 0.044 = 0.063 = 0.146 Page 2 L/D = 491 L/D = 930 L/D = 653 L/D = 593 L/D = 289 L/D = 19459 L/D = 543 L/D = 382 L/D = 165 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A 09/13/00 21:26:44 Building Code: UBCl Steel Code: ASD~9\h Ed. Floor Type: MEZZ Beam Number= 1'}_,,I SPAN INFORMATION (ft): I-End (35.62,35.80), J-End (69.84,35.80) Beam Size (User Selected) = W21X57 Fy = 50.0 ksi Total Beam Length (ft) = 34.22 Cantilever on left (ft) = 0.00 Cantilever on right (ft) = 1.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 4.00 Right 3.25 115.00 4.00 Decking Orientation perpendicular Decking type VERCO W2 Formlok perpendicular VERCO W2 Formlok beff (in) = 84.00 Y bar(in) = Seff (in3) = 153.58 Str (in3) = Ieff (in4) = 2565.39 Itr (in4) = Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q(l] = 11.4 q(2] = 11.4 18.91 172.10 3172.16 0.75 # of studs: Max = 66 Partial= 31 Actual= 60 Number of Stud Rows= 2, Percent of Full Composite Action= POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL 48.57 Red% CLL 23.28 22.10 15.60 20.80 27.4 0.00 0.00 0.0 0.00 0.0 13.00 34.22 3.79 2.68 3.57 0.0 0.00 LINE LOADS: (k/ft) Load Dist DL CDL 1 0.00 0.595 0.420 33.22 0.595 0.420 2 33.22 0.595 0.420 34.22 0.595 0.420 SHEAR: Max V (DL+LL) = 42.95 kips MOMENTS: Span Cond Moment @ kip-ft ft Center PreCmp 286.2 23.3 InitDL 155.2 23.3 Max+ 372.0 23.3 Mmax/Seff Mconst/Sx+Mpost/Seff Max --7.9 33.2 Right Max --7.9 33.2 Controlling 286.2 23.3 fc (ksi) = 0.59 Fe = 1. 80 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max -LL reaction Max+ total reaction LL 0.560 0.560 0.560 0.560 fv = Lb ft 9.9 1.0 0.0 Left 21. 25 16.37 11. 27 -0.12 27.64 5.04 Cb 1. 79 1.00 1.00 0.00 0.0 0.00 0.0 Red% Type CLL 27.4% Red 0.0% Red ksi Fv Tension fb 30.94 29.06 33.72 0.86 0.86 30.94 Right 36.02 29.89 21. 58 0.00 51. 47 0.350 0.350 0.350 0.350 = 20.00 ksi Flange Compr Fb fb 33.00 30.94 33.00 45.00 30.00 0.86 33.00 0.86 33.00 2.23 Flange Fb 33.00 30.00 33.00 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING (Beam 17) DataBase: MEZZ3A Building Code: UBCl DEFLECTIONS: (Camber Left cantilever: Init load (in) Center span: Initial load (in) Live load ( in) = Post Comp load (in) Net Total load (in) Right cantilever: Init load (in) Pos Live load (in) Neg Live load (in) Neg Post Comp load Neg Total Toad (in) 3/4) at at at at (in) 09/13/00 21:26:44 Steel Code: ASD 9th Ed. = 0.000 17.61 ft = -0.812 17.61 ft = -0.363 17.61 ft = -0.517 17.61 ft = -0.579 = 0.083 = -0.001 = 0.037 = 0.053 = 0.136 Page 2 L/D = 491 L/D = 1098 L/D = 771 L/D = 689 L/D = 289 L/D = 22759 L/D = 641 L/D = 451 L/D = 176 R]\M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:25:54 Steel Code: ASD 9th Ed. Beam Number =v SPAN INFORMATION (ft): I-End (53.00,83.80), J-End (82.91,83.80) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total ·Beam Length (ft) = 29.91 Cantilever on left (ft) = 1.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C (ksi) Decking Orientation Decking type Left 3.25 115.00 4.00 perpendicular VERCO W2 Formlok Right 3.25 115.00 4.00 perpendicular VERCO W2 Formlok beff (in) = 86.57 Seff (in3) = 123.27 Ieff (in4) = 1930.77 Stud length (in) = 3.50 Stud Capacity (kips) q[l] # of studs per stud segment: Y bar (in) = Str (in3) = Itr (in4)-= Stud diameter (in) = = 11.4 q[2] = 11.4 Max = 8,39 Partial= 8,10 Actual = 8,10 19.25 ) 150.59 D•lO 2829.94 ,..... 0.75 p)fl1> ) ~ ,41~ :r 'l-5" Number of Stud Rows= 2, Percent of Full Composite Action = 26.31 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.00 5.61 3.96 5.28 0.0 0.00 0.00 0.0 0.00 0.0 5.90 23.11 16.31 21. 75 27.3 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.646 0,156 0.608 0.0% Red 0.380 1.00 0.646 0.456 0.608 0.380 2 1.00 0.646 0.456 0.608 27.3% Red 0.380 29.91 0. 64 6 0.456 0.608 0.380 SHEAR: Max V (DL+LL) = 48.44 kips fv = 6.12 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ kip-ft ft Left Max --11.5 1.0 Center PreCmp 173.1 9.6 InitDL 93.1 9.7 Max+ 224.9 9.6 Mmax/Seff Mconst/Sx+Mpost/Seff Max --11. 5 1.0 Controlling 173.1 9.6 fc (ksi) = 0.37 REACTIONS (kips): Fe = 1.80 Initial reaction DL reaction Max+ LL reaction Max -LL reaction Lb ft 1.0 4.9 0.0 Left 41. 48 34.99 25.60 0.00 Cb 1.00 1.85 1.00 Tension fb 1. 46 21.98 21. 90 24.65 1. 46 21. 98 Right 17.01 13.05 9.07 -0.19 Flange Compr Fb fb 33.00 1. 46 33.00 21.98 33.00 45.00 33.00 1. 46 33.00 CLL 3.30 13.60 Flange Fb 33.00 33.00 33.00 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING (Beam 93) DataBase: MEZZ3A Building Code: UBCl 09/13/00 21:25:54 Steel Code: ASD 9th Ed. Max+ total reaction 60.59 22.12 DEFLECTIONS: Left cantilever: Init load ( in) = 0.061 L/D Pos Live load ( in) = -0.002 L/D Neg Live load (in) = 0.031 L/D Neg Post Comp load (in) = 0.044 L/D Neg Total load (in) = 0.105 L/D Center span: Initial load (in) at 14.59 ft = -0.483 L/D Live load (in) at 14.59 ft = -0.245 L/D Post Comp load (in) at 14.59 ft = -0.348 L/D Net Total load (in) at 14.59 ft = -0.832 L/D Page 2 = 395 = 13537 = 768 = 544 = 229 = 718 = 1414 = 997 = 417 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A 09/13/00 21:26:21 Building Code: UBCl Steel Code: ASJth Ed. Floor Type: MEZZ Beam Number= 93 SPAN INFORMATION (ft): I-End (53.00,83.80), J-End (82.91,83.80) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 29.91 Cantilever on left (ft) = 1.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.25 3.25 Unit weight concrete (pcf) 115.00 115.00 f'c (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 86.57 Y bar(in) = 19.25 Seff (in3) = 130.36 Str (in3) = 150.59 Ieff (in4) = 2164.00 Itr (in4) = 2829.94 di. .... Stud length (in) = 3.50 Stud diameter (in) = 0.7~ 11 ..elf) f.(1/1~ Stud Capacity (kips) q[l] = 11.4 q[2] = 11.4 ~ # of studs: Max = 56 Partial= 45 Actual= 45 Number of Stud Rows= 2, Percent of Full Composite Action= 25.33 POINT LOADS (kips) : Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.00 5.61 3.96 5.28 0.0 0.00 0.00 0.0 0.00 0.0 5.90 23.11 16.31 21. 75 27.3 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL CDL .LL Red% Type CLL 1 0.00 0.646 0.456 0.608 0.0% Red 0.380 1.00 0.646 0.456 0.608 0.380 2 1.00 0.646 0.456 0.608 27.3% Red 0.380 29.91 0.646 0.456 0.608 0.380 SHEAR: Max V (DL+LL) = 48.44 kips fv = 6.12 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ kip-ft ft Left Max --11. 5 1.0 Center PreCmp 173.1 9.6 InitDL 93.1 9.7 Max+ 224.9 9.6 Mmax/Seff Mconst/Sx+Mpost/Seff Max --11. 5 Controlling 173.1 fc (ksi) = 0.37 Fe REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max -LL reaction Max+ total reaction 1.0 9.6 = 1. 80 Lb ft 1.0 4.9 0.0 Left 41.48 34.99 25.60 0.00 60.59 Cb 1.00 1.85 1.00 Tension fb. 1. 46 21. 98 20.70 23.96 1. 46 21.98 Right 17.01 13.05 9.07 -0.19 22.12 Flange Compr Fb fb 33.00 1. 46 33.00 21. 98 33.00 45.00 33.00 1. 46 33.00 CLL 3.30 13.60 Flange Fb 33.00 33.00 33.00 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING (Beam 93) DataBase: MEZZ3A Building Code: UBCl DEFLECTIONS: Left cantilever: Init load (in) Pos Live load (in) Neg Live load (in) Neg Post Comp load Neg Total load ( in) Center span: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) (in) at at at at 09/13/00 21:26:21 Steel Code: ASD 9th Ed. = 0.061 = -0.002 = 0.028 = 0.039 = 0.100 14.59 ft = -0.483 14.59 ft = -0.219 14.59 ft = -0.311 14.59 ft = -0.794 Page 2 L/D = 395 L/D = 15058 L/D = 861 L/D = 610 L/D = 240 L/D = 718 L/D = 1584 L/D = 1117 L/D = 437 R~M Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:26:44 Steel Code: ASD 9th Ed. Beam Number=~ SPAN INFORMATION (ft): I-End (53.00,83.80), J-End (82.91,83.80) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total ·Beam Length (ft) = 29.91 Cantilever on left (ft) = 1.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.25 3.25 Unit weight concrete (pcf) 115.00 115.00 · f'c (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 86.57 Y bar(in) = 19.25 Seff (in3) = 134.50 Str (in3) = 150.59 Ieff (in4) = 2300.35 I-tr (in4) = 2829.94 -If) Stud length (in) = 3.50 Stud diameter (in) = 0.75 r.ttAIJl1J f'..I_, Stud Capacity (kips) q[l] = 11. 4 q[2] = 11. 4 ~ rr '-'--'~ # of studs: Max = 56 Partial= 45 Actual= 56 / Number of Stud Rows= 2, Percent of Full Composite Action= 31.52 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.00 5.61 3.96 5.28 0.0 0.00 0.00 0.0 0.00 0.0 5.90 23.11 16.31 21. 75 27.3 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.646 0.456 0.608 0.0% Red 0.380 1.00 0.646 0.456 0.608 0.380 2 1.00 0.646 0.456 0.608 27.3% Red 0.380 29.91 0.646 0.456 0.608 0.380 SHEAR: Max V (DL+LL) = 48.44 kips fv = 6.12 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ kip-ft ft Left Max --11. 5 1.0 Center PreCmp 173.1 9.6 InitDL 93.1 9.7 Max+ 224. 9. 9.6 Mmax/Seff Mconst/Sx+Mpost/Seff Max --11. 5 1.0 Controlling 173.1 9.6 fc (ksi) = 0.37 Fe = 1. 80 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max -LL reaction Max+ total reaction Lb ft 1.0 4.9 0.0 Left 41. 48 34.99 25.60 0.00 60.59 Cb 1.00 1.85 1.00 Tension fb. 1. 46 21. 98 20.07 23.58 1. 46 21.98 Right 17.01 13.05 9.07 -0.19 22.12 Flange Compr Fb fb 33.00 1. 46 33.00 21. 98 33.00 45.00 33.00 1. 46 33.00 CLL 3.30 13.60 Flange Fb 33.00 33.00 33.00 RA_,M Steel V6.2 Gravity Beam Design HOPE ENGINEERING (Beam 93) DataBase: MEZZ3A Building Code: UBCl DEFLECTIONS: Left cantilever: Init load (in) Pos Lfve load -(in) Neg Live load (in) Neg Post Comp load Neg Total load (in) Center span: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) (in) at at at at 09/13/00 21:26:44 Steel Code: ASD 9th Ed. = 0.061 = -0.002 = 0.026 = 0.037 = 0.098 14.59 ft = -0.483 14.59 ft = -0.206 14.59 ft = -0.292 14.59 ft = -0.776 Page 2 L/D = 395 L/D = 15936 L/D = 915 L/D = 648 L/D = 245 L/D = 718 L/D = 1684 L/D = 1187 L/D = 447 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:22:50 Steel Code: ASD 9th E Beam Number= 151 SPAN INFORMATION (ft): I-End (82.91,53.80), Beam $ize (User Selected) = W21X50 J-End (82.91,83.80) Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f I C (ksi) 4, 00 Decking Orientation parallel Decking type VERCO W2 Formlok beff (in) = 51.00 Y bar(in) = Seff (in3) = 120.72 Str (in3) = Ieff (in4) = 1798.16 Itr (in4) = Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q = 11.4 VERCO 18.03 144.09 2523.96 0.75 # of studs per stud segment: Full = 14,19,17,17 Number of Stud Rows= 1, POINT LOADS (kips): Partial= 4,5,5,5 Actual = 4,5,5,5 Percent of Full Composite Right 3.25 115.00 4.00 parallel W2 Formlok Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 6.00 8.16 5. 76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 14.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 22.00 8.16 5.76 7. 68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.042 0.030 0.040 12.2% Red 0.025 30.00 0.042 0.030 0.040 0.025 SHEAR: Max V (DL+LL) = 25.01 kips fv = 3.16 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 158.2 14.0 20.10 33.00 20.10 33.00 InitDL 86.3 14.0 Max+ 223.3 14.0 Mmax/Seff 22.20 33.00 Mconst/Sx+Mpost/Seff 24.58 45.00 Controlling 223.3 14.0 22.20 33.00 fc (ksi) = 0.52 Fe = 1. 80 REACTIONS (kips) : Left Right Initial reaction 17.72 15.61 DL reaction 13.70 12.06 Max+ LL reaction 11. 31 9.96 Max+ total reaction 25.01 22.03 DEFLECTIONS: Initial load ( in) at 14.85 ft = -0.468 L/D = 770 Live load (in) at 14.85 ft = -0.299 L/D = 1202 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING (Beam 151) DataBase: MEZZ3A Building Code: UBCl 09/13/00 21:22:50 Steel Code: ASD 9th Ed. Post Comp load (in) at 14.85 ft= -0.406 Net Total load (in) at 14.85 ft= -0.874 L/D = L/D = Page 2 886 412 RhM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A Building Code: UBCl Floor Type: MEZZ 09/13/00 21:23:49 Steel Code: ASD 9th Ed. Beam Number= 151 SPAN INFORMATION (ft}: I-End (82.91,53.80), Beam Size (User Selected} = W21X50 Total Beam Length (ft} = 30.00 J-End (82.91,83.80} Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) · 3.25 Unit weight concrete (pcf) 115.00 f I C ( ks i) 4 . 0 0 Right 3.25 115.00 4.00 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 51.00 Y bar(in) = 18.03 Seff (in3) = 120.52 Str (in3) = 144.09 ra .!JlltlO Ieff (in4) = 1792.10 Itr (in4} = 2523.96 ~ Stud length (in) = 3.50 -Stud diameter (in)= 0.75 ,,,,,,,.. Stud Capacity (kips) q = 11.4 (AAI ,_ # of studs: Full= 69 Partial= 18 Actual= 19 - Number of Stud Rows= 1, Percent of Full Composite Action= 27.54 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 6.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 14.00 8.16 5.76 7. 68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 22.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 LINE LOADS: (k/ft} Load Dist DL CDL LL Red% Type CLL 1 0.00 0.042 0.030 0.040 12.2% Red 0.025 30.00 0.042 0.030 0.040 0.025 SHEAR: Max V (DL+LL) = 25.01 kips fv = 3.16 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 158.2 14.0 20.10 33.00 20.10 33.00 InitDL 86.3 14.0 Max+ 223.3 14.0 Mmax/Seff 22.23 33.00 Mconst/Sx+Mpost/Seff 24.60 45.00 Controlling 223.3 14.0 22.23 33.00 fc (ksi) = 0.52 Fe = 1. 80 REACTIONS (kips): Left Right Initial reaction 17.72 15.61 DL reaction 13.70 12.06 Max+ LL reaction 11. 31 9.96 Max+ total reaction 25.01 22.03 DEFLECTIONS: Initial load (in) at 14.85 ft = -0.468 L/D = 770 Live load (in) at 14.85 ft = -0.300 L/D = 1198 Post Comp load (in) at 14.85 ft = -0.407 L/D = 883 Net Total load (in) at 14.85 ft = -0.875 L/D = 411 R~ Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3A 09/13/00 21:24:10 Building Code: UBCl Steel Code: ~s~~?th ~- Floor Type: MEZZ Beam Number~ SPAN INFORMATION (ft): I-End (82.91,53.80), J-End (82.91,83.80) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 4.00 Decking Orientation parallel Decking type VERCO W2 Formlok beff (in) = 51.00 Y bar(in) = Seff (in3) = 127.20 Str (in3) = Ieff (in4) = 1999.43 Itr (in4) = Stud length (in) = 3.50 Stud diameter (in) = Stud Capacity (kips) q = 11.4 # of studs: Full= 69 Number of Stud Rows = 1, POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% Right 3.25 115.00 4.00 parallel W2 Formlok Action = 43.48 RoofLL Red% CLL 6.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 14. 00-8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 22.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.042 0.030 0.040 12.2% Red 0.025 30.00 0.042 0.030 0.040 0.025 SHEAR: Max V (DL+LL) = 25.01 kips fv = 3.16 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 158.2 14.0 20.10 33.00 20.10 33.00 InitDL 86.3 14.0 Max+ 223.3 14.0 Mmax/Seff 21.06 33.00 Mconst/Sx+Mpost/Seff 23.88 45.00 Controlling 223.3 14.0 21.06 33.00 fc (ksi) = 0.52 Fe = 1. 80 REACTIONS (kips): Left Right Initial reaction 17.72 15.61 DL reaction 13.70 12.06 Max+ LL reaction 11. 31 9.96 Max+ total reaction 25.01 22.03 DEFLECTIONS: Initial load (in) at 14.85 ft = -0.468 L/D = 770 Live load (in) at 14.85 ft = -0.269 L/D = 1337 Post Comp load (in) at 14.85 ft = -0.365 L/D = 986 Net Total load (in) at 14.85 ft = -0.833 L/D = 432 ... Seismic Provisions Member Code Check RAMFrame v7.0 Hope Engineering LDS.5 Lo;,A DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 1 Member No: 8 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness --:_OK Max 1/r = 97 .52 1/r limit = ~.8.2.2 Stress Reduction ---0 K . Lux (ft) _ _ _ _ _ 18.44 Luy (ft) ____ _ Kx _ _ _ _ _ _ _ _ 1.00 Ky _______ _ Klrx _______ 97.52 Klry ______ _ Cc ________ . 112.51 B ________ _ Controlling Co~ti5 1.00 Rl -0. 79 S4 P (kip) = 42.53 fa (ksi) = 5:26 Fa (ksi) = Controlling Interaction: 0.51 Hl-1 2213.8.2.3 Lateral-Force Distribution -OK 106.16 18.44 1.00 97.52 0.70 10.38 OK The max percentage oflateral load carried by braces for frame# 1 (this story only). Max Horiz. Brace Force Load Case · Percent Compression: EQ_UBC97 _X_ +E_F 50.00 Tension: EQ_UBC97 _X_ +E_F 50.00 2213.8.2.5 Compression Elements in Braces --OK Flange b/tf= 13.00 Limit= Web_d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <700K <700K 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 -2.80 S8 = 134.28 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.l &3.8.4.1 Chevron Bracing--OK . ____ . _______ "°' Lux (ft) _ _ _ _ _ 18.44 Luy (ft)_____ 18.44 / ? -:Jc, t, Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 t, ~ • .., "°'l _ I• f Klrx -------97.52 Klry -------97.52 ,~-. S3,,,, ., Controlling ComJiilla.tion: 1.00 Rl ·_ 0.79 S4 • _-r_:.1.-~• ~----:;:;:"I";- P (kip)= <.&ZD "' o fa (ksi) = 7.90 Fa (ksi) = 14.87 All1Jr5-~~000 04:30P FROM:HOWARD+SNEED 619 235 9431 ! • ' HOWARD. SNEEOI ARCHITECTURE ANO DESIGN TO:2354675 Transmittal Project: 1\shworth Project No: 21021 Date: August, 15 2000 TO: John DeBolt, S.E. Hope Engineering 1301 3rd Avenue Suite 300 San Diego, CA 92101 ENCLOSED: D LETTER/MEMO 0 CHANGE ORDER TRANSMITTED AS CHECKED: [81 FOR INFORMATION 0 FOR APPROVAL 0 FOR REVIEW AND COMMENT 0 FOR YOUR USE NO. OF COPIES 1 By: Jeff Zubik 0 PRINTS/SPECIFICATIONS 0 SHOP DRAWING 0 NO EXCEPTION TAKEN 0 EXCEPTIONS NOTED 0 SUBMIT SPECIFIED ITEM D REVISE. & RESUBMIT DESCRIPTION/REMARKS Soils Report from GTE Cc: File f:\projects\21021-ashworth\admln\transmlttals\jd~hop(lz)01 tra.doc I A CALIFORNIA CORPORATION I 633 KET1'NER BLVD• SAN DIEGO CA• 92101 81lh235•G166 PHOl'IE FAX 619•235•9~3I D SAMPLES £81 Soils Report 0 AS REQUESTED D RETURNED AFTER LOAN D RETURN AFTER USE 0 SEE REMARKS BELOW DATE 8.15.00 P:1"4 AUp-1.s-:~000 04:31P FROM:HOWARD+SNEED 619 235 9431 4 I\U\1:•I:), J.VVU );:,i,:rm 1,,LL Lv1,,ut1,.uuu T0:2354675 C0Nsmucr10N TkSTING & ENGINEERING, INC. ENGINEERING, INC. SAN DIEGO, CA. 2414 'll"m~Au. SoittG Escoodido. CA 92829 f760) 746.4955 ITQ!) 74o-91Wti fAX • RIVEUIDE, CA. (90 E.. Priacdaull CL &ilte7 Corona. CA ,m9 {,0,).}7"1890 (,o9} 311-1161 FAX • VENTllRA, CA IMS Pwl\c f..yt.. SoitelOS Oxnsr\l. CA 9~33 16'1)~64'15 1661) 4116-901' tu • TRAC\',C.A 141 Vl l.ari:b. S1iltF Tncr, CA. 95376 llll9} l:.t9-2!9t (ZO,) !39.2895 FAX • LANCA!rrER, CA 41156 Ullh SL W. UnltK Lancaster, CA 9353·1 (f,61} 126'11676 (6611726-9676 FA\'. August IS, 2000 CTE Job Number 10-4309 Mr. Brian Koshley Howard-Sneed Architecture 633 Kettner Boulevard San Diego, California 92101 Telephone: 619.235.6166 Via Facsimile: 619.235.9431_ Subject~ Update Oeoteehnical Recommendations Proposed Tenant Improvement to Concrete Tilt-up Structure Lot 18, Carlsbad Tract 74-21 Cadsbad, California Reference: Updated Oeotechnical Investigation Proposed Concrete Tilt-up Structures Lot 18. Carlsbad Tract 10372 Carlsbad Oaks Business Center · Carlsbad. California Prepared -Construction Testing and Engineering. Inc. dated .December 23, 1996 Final Report for Testing of Compacted Fill for Building Pad Area Proposed Concrete Tilt-up Structures Lot 18, Carlsbad Tract 10372 Carlsbad Oaks ·susiness Center CarJsbad, California . Prepared -Construction Testing and Engineering. lnc. dated June 17, 1998 Mr. Koshley: At your request, we have reviewed the referenced soil reports for this project We understand that you are planning to install a memmine at this project. The observaticms noted in our referenced reports regarding geologic hazards are considered to still be appropriate (ground shaking due to earthquakes on distant faults is the only rec.ognized hazard). Based on the reviewed reports it appears that the propo$ed improvements will be founded on adequately compacted fill soils. Presented below are geotechnical design parameters for your use 011 this project. Foundations Continuous and isolated spread footings are suitable for use at this site. As noted. we anticipate all building footings will be founded entirely on re-compacted fills. Foundation dimensions and reinforcement should be based on allowable bearing values of 2,500 pound!r per square toot (pst} GEOTECHNICAL AND CONSTRUCTION .ENGINEERING TESTING AND INSPECTION --. ---. ------·--. F'AGE:1 .o-2000 04:31P FROM:HOWARD+SNEED 619 235 9431 t A.Uti~ I~. LUUU j:'.);)rlV\ ~It tilWl~IJlLIV Update Geotechnical Recommendations Proposed Tenant Improvement to Concrete Tilt~up Structure Lot 18, Car.lsbad Tract 74-2 l. Carlsbad, California August IS. 2000 T0:2354675 ··"'· "t y' CTE Job No. J 0-4309 for footings founded on properly compacted fills. The allowable bearing va]ue may be increased by one third for short duration loading which includes the effects of wind or seismic fo,·ces. Footings should be at least 12 inches wide and installed at least 18 inches below the lowest subgrade. Footing reinforcement fur continuous footings should consist. at a minimum, of four #5 reinforcing bars; two placed near the top and two placed ne.ar tbe bottom. Reinforcement of isolated footings shou!d be designed. by the project structural engineer. ln general, the maximum post construction compression and coruroJidation settlement is expected to be about 1.25 inches. Maximum differential settlement of continuous footings a.cross the buildings is expected to be on the order of ¾ inches. Differential settlement along continuou.~ footin~ is expected to be less than ½ inch in 25 feet. Concrete Slabs Lightly loaded concrete slabs should be a minimum of 4 inches thick. Minimum slab reinforcement should consist of #3 reinforcing bars or # 4 reinforcing bars place-d on 18-inch or 24-inch centers, respectively, each way at mid-slab height. The concrete stab should be underlain by a four-inch layer of crushed rock. A vapor barrier of ten-mil visqueen overlying a three-inch layer of compacted, crushed rock should be installed beneath moisture sensitive slab areas. At a minimum, a one-inch layer of clean coarse sand, gravel or crushed rock should be placed above the visqueen to protect the membrane during steel and concrete placement. Slab areas subject to heavy loads or vehicular traffic may require increased thickness and reinforcement. This office should be contacted to provide additional recommendations. Lateral Resistance and Earth Pressures The following recommendations may be used for shallow footings on the site. Foundations placed in firm, well-compacted fill material may be designed using a coefficient of friction of 0.35 (total frictioaaJ resistance equals coefficient of friction times the dead load). A design passive resistance value of250 pounds per square foot per foot of depth (with a maximum value of 1200 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the :frictional resistance and the passive resistance, provided the passive resistance does not exceed two-thirds of the total atlowah1e resistance. Seismic Design Parameter~ Presented below are seismic design parameters for your use on this project • Seismic Source Factors are Nv=l.0 and Na-==l.O • Seismic Coefficients are Cv=0.56 and C.--0.40 These factors are based on a seismic zone factor Z=0.40, a seismic source type of B, a distance from the seismic source (off..,hore segments of Rose Canyon Fault) to the site of appro,xjmately 12 km, and a soil profile of Sa, AUG-~000 04:32P FROM:HOWARD+SNEED 619 235 9431 ,;u"""'ii.lJ~ I~. lVVV .1:,1trm 1..tt cu-..u1~t11vv Update Geotechnical Recommendations Proposed Tenant Improvement to Concret.e Tilt-up Structure Lot 18, Carlsbad Tract 74-21. Carlsbad .. California T0:2354675 ........ VIVI August ts. 2000 CTEJob No. 10-4309 Recommendations for Future Work Any additional grading and backfilling should be observed and tested by CTE to assure conformance with recommendations presented herein. All footing trenches should be examined by C1E before placement of steel reinforcement. · Please call with any qllestions you may have about this transmittal or if you need ndditionul design information. Respectfully submitted, CONSTRUCTION TEST.ING & ENGINEERING, INC. lfl.J I{? .,#LI ~eyo.Ud.~#2173 Geotechnical Engineering Manager jg~bhs \ \ ···--k~ (ona7an Goodrnacher, CEO #2136 f erti ted Engineering Geologist '·- PAGE:3 / STRUCTURAL CALCULA IONS ASHWORTH T. I. Prepared for: Howard Sneed Interior Architecture 633 Kettner Blvd. San Diego, CA92101 Prepared by: Hope Engineering 1301 Third Avenue, Suite 300 San Diego, CA 92101 I 8/16/00 HE Project# 200081.00 Table of Contents Design Criteria ........................................................................................................................................ GOO 1 Design Loads ................................................................................. : ........................................... G002 Description of Proposed Mezzanine .......................................................................................... G010 Description of Existing Building Foundations and Ext Cone. Panels ........................................ G020 Vertical Load Design Description of Steel Beam Design ............................................................................................. 8001 Mezzanine Floor Framing ............................................................................................ 8101 Steel Beam Design Summary ...................................................................................... 8201 Steel Beam Connections .............................................................................................. 8301 Columns .................................................................................................................................................. C001 Steel Column Design Summary ............................................................................................... C002 Steel Baseplate Design .......................... ~ ................................................................................ C021 Foundations ............................................................................................................................................ F001 Foundation Load Summary ....................................................................................................... F002 Footing Design .......................................................................................................................... F101 Lateral Analysis ....................................................................................................................................... L001 Steel Braced Frame -Foundation through Mezzanine Level 3-0 View, Plan & Elevation Views of Model .................................................................. L003 Frame Model Data ......................................................................................................... L005 Criteria, Mass & Exposure ............................................................................................. LOOS Loads and Applied Forces, Centers of Rigidity ............................................................. L009 Story Displacements, Drifts, Seismic Separation .......................................................... L020 Redundancy Check ....................................................................................................... L030 Code Check Summary .................................................................................................. L040 Seismic Provisions Member Code Check ..................................................................... L050 Braced Frame Connection Design ............................................................................... LOBO Frame Reactions ........................................................................................................... L 100 Grade Beam Design ....... _. ............................................................................................. L 120 Diaphragm Design ........................................ , ................................................................ L 150 Miscellaneous Steel Stairs ................................................................................................................................ M001 Ashworth Global Headquarters -Tenant Improvements The structural scope of work for the tenant improvements includes the following: 1. Addition of new mezzanine at 14 '-0" above finish floor between grids 8 to 13 and B.5 to K.5. Mezzanine to be independent from the existing building framing with a 6-inch seismic separation. 2. Added stairs at back of mezzanine per Hope Engineering standards and added monument stair at front of mezzanine. Project is located 12 km from the Rose Canyon Fault, hence Na=l.O. The soils report update letter from CTE indicates the soil to be an Sc soil with Ca= 0.40. Design orthe mezzanine has assumed an Sd soil condition with Ca= 0.44, as the soils update letter arrived after our initial design was complete. Design of the Tenant Improvements is in accordance with the 1997 Uniform Building Code. ********************************************************************* The existing building is a tilt up concrete shear wall building designed by Himes, Peters, Jepson Architects, Inc. and KLT Consulting Structural Engineers under the 1994 UBC. The new mezzanine does not affect the mass used in the existing building's lateral design, as it is independent of the existing building's lateral force system. Excerpts from the original building's construction documents follow behind the mezzanine foundation and floor layouts in the subsequent pages to indicate the existing foundation and tilt up panel sizes in the vicinity of the work. ~11~ TJ n:. w81 JOB-----------=:-------~f7..::::.,,__..::...:=-------- SHEETNQ, __ .,.._C:""-L--'(f(J~_?-__ _ HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 OF _________ _ CALCULATED BY ___________ _ DATE __________ _ CHECKED BY ____________ _ DATE _________ _ SCALE ' -~---. ___ !,_ -T l:E!f 1 &J -.. 1. ..... · ..... I ....... L. ...... ; ...... L .... ; ...:.~.:.:.::::2.:· .. ·_:) .. ~ .. :.· ·A~r~l;z·f~i~r: ...... l. .. ~: .. ·:: .... ·-:· __ : : : ' : l ........ -~--... ; .... _;. .............. : . ' ... i .......... : .. f" ·-··: i . : ! ·;· ...... .l. 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' 12· ··l ·1:" ' 13" . •. . ·. :: . • : · +-:~-::~'":·-:·;:-..,.:::--~---::+ .. : · ;·: ..,,..' .·. ,.-· -t:···uN.o:'~ :.\:.;' ·.·.;.,YER". 1:..f. .t':'u,N:o.~'~·-.u.~~o:··t SEE:: PANEL eLs !I''' :.· -... ··. · ... -.·· .. ~·: -~,. _::,,,:·_,::.;:· · .. ,.@H·.-.. ·<·:.:YP(Ll.N.O.) .. ·_. ·t:j\ WHEREFILA5TE~ !~"-· . .-_:_,_·.~~~~~i~~~~~-~-'._;_,··_':_·_ .. ·)'·: /:'::··-:.:--:,:\\· __ . _ _.:_. :_.: ·. . _;-·: ._'.··.'..·. y_. ·. ~-S~E~L:Y ,:ON~·.e,p~:.0NLf ·:TYPIC.-AL.·· .. PIL"ASTER:.·_.S'ECTIONS.': (U;.'N:.o.) 13" ;; <U.N:0.>." t ·,:, ·:. ? :~;, 'tr· ···., i, . ··-· .. _. ~1z:111Al..L eTEEL .:~, . :"..: 2,~..., T':' F IUN,O..l , · .. ·~i~ ~ --~~!.--o----'--'t"'"'''\ IJli;.115;;;-a,J-,-.-.·.-·-·;;(. ,.4-:--·:-··. ·.:W}. . ., . i---. . f/. ,,. I· . I . . . · · -"3 G3 . . ~: l •'' -/f. .. . . . . .· . . . -· . -; . ... i t,.. , . . C /' --~t~ --.. ~----------+ ·_,:'_:·.:,:.:::/~J-~). .,ft_ : _:~~ _--,._, T:·.-~-l~:: ~==~i-.:====~ -~/i .. _.. :,-.... +..~----·-'·---7· ;j,' ." ,_·,.· . . . . •'--~-"!,~'1'P.(UNO.i•. . , , ·. _L,,~J:'"iJ , --~1l' -, -L":~-Ji ~;-~ ..... ..... :· >®·:':&6E.'~t!L .. l:L~V~ ~Efi<E. PIL.t.e>TER (.)NE'-3:cg ~I..'( ··.:·-,K .. '.. ' , -•( © • • I ·--:..,..,.:..,:.'"':t ::· .. ,.:" ~-.\:·'_ .... .. J -~·: . •.: ,~ •: :,{' JOIS, lfO ·• MAR0.51998 ---Q ~-m ~ ~ ' ffi -~ ~ ~ ::, · :c: RCVJ:'ilt1NS fil ·~ -~-.: -"L e..~..1:1 /'i ....L:...------.l. D---·---- /~--------- /~---·--------6 ____ · -·----- Dttlt DPA\il"i BY PPOJEC"! tiO 1' ~ ~ Hope Engineering 08/16/00 Description of Steel Beam Design {PyCJCi l The steel portion of the mezzanine consists of a braced frame with one level of beam and column framing. The gravity beam portion has been designed using the Ram Structural System software program "Ramsteel". The mezzanine floor's composition has been specified as 18 Gage Verco W2 metal deck with 3-1/4"lightweight concrete over steel beams. New TS 6x6x3/8 columns are added between existing TS 8x8x5/16 to support the new mezzanine. The dead and live loads have been placed on the model as uniform surface loads. Live loads are reduced per UBC criteria. The beams and columns are identified in accordance with the framing plan, and the beams are numbered as indicated in the following sheets. Typical beams and girders, as well as individual members have been identified (circled) on the 'beam numbers' page of the calculations. Designs for circled beams have been printed. The member sizes shown on the output reflect the member sizes shown on the framing plan. A summary of the entire building's framing design follows the specific member design output. An analysis of our typical single shear plate connection follows the framing design. The capacity of all connections for specific beam sizes have been determined and compared against actual beam shears by Ramsteel. RAM Steel V6.2 Floor Map DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ '--_-,.-... ~ w'=1~2~x1~9= -, "-' -'1::j1 ~· ::::: ~~! ==:'=:~:~:::!c'::=--~r I ::1 I W12x19 :is )( W12x19 ~ W12x19 Ii ~ W12x19 ~ ii ll __ W_2_1x_5 ___ 0 1 i~ ~I 0 ~! ______ W18x35 _____ --~ ~I ~ ,I W18x35 08/16/00 09:36:36 ~ 1! i' ~ __ W_18_xc..;.3.;...5 __ rJ __ W_18_x_3.c...5-----"~ I ~ i W18x35 ~ W21x50 ~ _-___ W_1_8x_3~5 __ ~0 ___ W_1_8_x3~5 __ _ 51 II· f -~W~1~8.:..:x~35=---O W18x35 ~ W21x50 __ .......:..;=.:.,:=.,:. __ _ W21x50 II 1: I ___ W_1_8_x3_5_ ·-__ I __ W18x35 'I 11 · ~ __ W_18_x_35_ W18x35 I W18x35 W18x35 :is )( ~ ~ W18x35 ~ ·--·-------<'•II 0 0 .., I W18x35 W18x35 )( ~ ~ __ .......:..:W:..:1-=Sx:.:..:3~5 __ ~.-,11 :: ____ W:...:.::.21.:.cx.:..:5..:..7 ____ D W18x35 W18x35 RAM Steel V6.2 Floor Map OataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ r~:7 -1 1--- 1 N 29 108 ~ rr=========---fi,] , __ ]! __ co/ 98 I 148 1 I 110 I 111 109 ij 112 I ,--@l-o i ~I --@--~1--@- ,1 I an I I N I 9 ' 127 ,... b ---------0 ------ 119 ~ 123 ------ 08/16/00 09:36:36 120 117 , ______ D ------ 122 co .... 121 0 an .... , 91 f ----------D ii 56 --' 141 , s1 ~ _ _1~-_§I I I co .... 7 14 0--1_4_3 __ _ 53 I 153 ___ 5_4 __ @ __ 1_4_5---~ ® I O 146 133 ~--®== ~ RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 5 SPAN INFORMATION (ft): I-End (35.62,131.80), Beam Size (User Selected) = W21X50 J-End (58.91,131.80) Fy = 50.0 ksi Total Beam Length (ft) = 23.28 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C (ksi) Decking Orientation Decking type beff (in) = 69. 85 Seff (in3) = 121.33 Ieff (in4) = 1797.57 Left 3.25 115.00 3.00 perpendicular VERCO W2 Formlok Y bar(in) = Str (in3) = Itr (in4) Stud diameter (in) = = 9.9 Right 3.25 115.00 3.00 perpendicular VERCO W2 Formlok 18.04 146.87 2572.15 0.75 Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Max = 46 Partial= 21 Actual= 21 Number of Stud Rows = 1, Percent of Full Composite Action = 26.24 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 14.75 8.91 6.29 8.39 12.5 0.00 0.00 0.0 0.00 0.0 5.24 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.737 0.520 0.693 12.5% Red 0.433 23.28 0.737 0.520 0.69~ 0.433 SHEAR: Max V (DL+LL) = 25.93 kips MOMENTS: fv = 3.28 ksi Fv = 20.00 ksi Span Cond Moment kip-ft Center PreCmp 122.4 InitDL 66.8 Max+ 172.4 @ ft 14.8 14.8 14.8 Lb ft Cb Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 172.4 14.8 fc (ksi) = 0.34 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Left 15.33 11. 84 9.75 21. 59 11. 99 ft = 11. 99 ft = 11. 99 ft = 11. 99 ft = -0.211 -0.135 -0.183 -0.394 Tension Flange fb Fb 15.54 33.00 17.05 18.93 17.05 Right 18.41 14.22 11. 71 25.93 33.00 45.00 33.00 L/D = L/D L/D = L/D = Compr Flange fb Fb 15.54 33.00 1323 2072 1526 709 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 17 SPAN INFORMATION (ft): I-End (35.62,35.80), Beam Size (User Selected) = W21X57 Total Beam Length (ft) = 33.22 J-End (68.84,35.80) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f I C ( ks i ) 3 . 0 0 Right 3.25 115.00 3.00 Decking Orientation perpendicular Decking type VERCO W2 Formlok beff (in) = 84.00 Y bar(in) = perpendicular VERCO W2 Formlok 18.41 Seff (in3) = 151. 92 Str (in3) = 170.39 Ieff (in4) = 2466.53 Itr (in4) = 3051.70 Stud length (in) = 3.50 Stud diameter (in) = 0.75 Stud Capacity (kips) q[l] = 9.9 q[2] = 9.9 # of studs: Max = 66 Partial= 30 Actual= 56 Number of Stud Rows= 2, Percent of Full Composite Action POINT LOADS (kips): 47.47 Dist DL COL 23.28 22.64 15.98 RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 21.31 27.9 0.00 0.00 0.0 0.00 0.0 13.32 LINE LOADS: (k/ft) Load Dist 1 0.00 33.22 DL 0.595 0.595 COL 0.420 0.420 SHEAR: Max V (DL+LL) = 43.23 kips MOMENTS: Span Cond Moment kip-ft @ Center PreCmp 293.1 ft 23.3 23.3 23.3 InitDL 159.8 Max+ 380.1 Mmax/Seff Mconst/Sx+Mpost/Seff LL 0.560 0.560 Red% Type 27.9% Red fv = 5.07 ksi Fv CLL 0.350 0.350 20.00 ksi Lb ft Cb Tension Flange Compr fb Fb fb 31. 68 33.00 31.68 30.02 33.00 34.68 45.00 Controlling 293.1 23.3 0.0 1.00 31. 68 33.00 fc (ksi) = 0.58 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: (Camber = Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) 3/4) at 17.61 at 17.61 at 17.61 at 17.61 ft ft ft ft Left 21. 55 16.65 11. 30 27.95 = -0.834 = -0.380 = -0.545 = -0.629 '\_ Ot/4. Right 33.33 25.75 17.47 43.23 L/D = 478 L/D = 1049 L/D = 731 L/D = 634 Flange Fb 33.00 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 33 8?..D3 SPAN INFORMATION (ft): I-End (50.37,131.80), Beam Size (User Selected) = W21X50 J-End (50.37,153.41) Fy = 50.0 ksi Total Beam Length (ft) = 21.61 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C (ksi) Decking Orientation Decking type beff (in) = 64.84 Seff (in3) = 120.20 Ieff (in4) = 1798.59 Left 3.25 115.00 3.00 parallel VERCO W2 Formlok Y bar(in) Str (in3) Itr (in4) S~ud diameter (in) = 9.9 VERCO 18.35 145.15 2589.80 0.75 Partial= 27 Actual= 27 Right 3.25 115.00 3.00 parallel W2 Formlok Stud length (in) = 3.50 Stud Capacity (kips) q = # of studs: Full= 105 Number of Stud Rows= 1, Percent of Full Composite Action= 25.73 POINT LOADS (kips): Dist DL CDL 7.33 8.92 6.30 14.28 8.90 6.28 RedLL Red% 8.40 4.8 8.38 4.8 SHEAR: Max V (DL+LL) = 16.90 kips MOMENTS: NonRLL 0.00 0.00 StorLL Red% 0.00 0.0 0.00 0.0 RoofLL Red% 0.00 0.0 0.00 0.0 fv = 2.14 ksi Fv = 20.00 ksi CLL 5.25 5.24 Span Cond Moment @ Lb ft Cb Tension Flange Compr Flange kip-ft ft Center PreCmp 84.6 7.3 InitDL 46.1 7.3 Max+ 124.0 7.3 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 124.0 7.3 fc (ksi) = 0.24 REACTIONS (kips): Initial reaction DL reaction Fe = 1. 35 Max+ LL reaction Max+ total reaction DEFLECTIONS: Left 11. 54 8.91 7.99 16.90 Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 10.81 ft= 10.81 ft= 10.81 ft= 10.81 ft= -0.138 -0.096 -0.127 -0.265 fb Fb 10.74 33.00 12.38 13.63 12.38 Right 11. 53 8.91 7.98 16.89 33.00 45.00 33.00 L/D = L/D = L/D = L/D = fb Fb 10.74 33.00 1879 2705 2036 977 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 35 SPAN INFORMATION (ft): I-End (64.95,130.55), Beam Size (User Selected) = W21X50 J-End (64.95,153.41) Fy = 50.0 ksi Total Beam Length (ft) = 22.86 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C ( ksi) Decking Orientation Decking type beff (in) = 40.29 Seff (in3) = 117.24 Ieff (in4) = 1628.81 Left 3.25 115.00 3.00 parallel VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Stud diameter (in) = = 9.9 VERCO 16.76 139.58 2262.07 0.75 Partial= 15 Actual= 15 Right 3.25 115.00 3.00 parallel W2 Formlok Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Full= 59 Number of Stud Rows= 1, Percent of Full Composite Action= 25.45 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% f '2.D4 CLL 8.58 4.56 3.22 4.29 0.0 0.00 0.00 0.0 0.00 0.0 2. 68 15.53 4.42 3.12 4.16 0.0 0.00 0.00 0.0 0.00 0.0 2.60 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.042 0.030 0.040 0.0% Red 0.025 22.86 0.042 0.030 0.040 0.025 SHEAR: Max V (DL+LL) = 10.10 kips fv = 1.28 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 50.8 8.6 6.45 33.00 6.45 33.00 InitDL 27.7 8.6 Max+ 76.2 8.6 Mmax/Seff 7.80 33.00 Mconst/Sx+Mpost/Seff 8.48 45.00 Controlling 76.2 8.6 7.80 33.00 fc (ksi) = 0.21 Fe = 1. 35 ~DIA .. REACTIONS (kips): Left Right Initial reaction 6.15 6.74 DL reaction 4.75 5.20 Max + LL reaction 4.48 4.90 Max+ total reaction 9.23 10.10 DEFLECTIONS: Initial load (in) at 11. 43 ft = -0.090 L/D = 3049 Live load (in) at 11. 43 ft = -0.072 L/D = 3786 Post Comp load (in) at 11. 43 ft = -0.095 L/D = 2884 Net Total load (in) at 11. 43 ft = -0.185 L/D 1482 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 39 SPAN INFORMATION (ft): I-End (58.91,35.80), Beam Size (User Selected) = W21X50 J-End (58.91,59.80) Fy = 50.0 ksi Total Beam Length (ft) = 24.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f' c (ksi) Decking Orientation Decking type beff (in) = 72. 00 Seff (in3) 120.42 Ieff (in4) = 1823.42 Left 3.25 115.00 3.00 parallel VERCO W2 Formlok Y bar(in) = Str (in3) = Itr (in4) = Right 3.25 115.00 3.00 parallel W2 Formlok Stud length (in) = 3.50 Stud Capacity (kips) q = # of studs: Full= 112 Number of Stud Rows= 1, Stud diameter (in) = 9.9 VERCO 18.68 146.27 2660.73 0.75 Partial= 28 Actual= 28 Percent of Full Composite Action= 25.06 POINT LOADS (kips): Dist DL CDL 8.00 16.08 11.35 16.00 16.08 11.35 RedLL Red% 15.13 18.3 15.13 18.3 SHEAR: Max V (DL+LL) = 28.45 kips MOMENTS: NonRLL 0.00 0.00 StorLL Red% 0.00 0.0 0.00 0.0 RoofLL Red% 0.00 0.0 0.00 0.0 fv = 3.59 ksi Fv = 20.00 ksi CLL 9.46 9.46 Span Cond Moment @ Lb ft Cb Tension Flange Compr Flange kip-ft ft Center PreCmp 166.5 8.0 InitDL 90.8 8.0 Max+ 227.6 8.0 Mrnax/Seff Mconst/Sx+Mpost/Seff Controlling 227.6 8.0 fc (ksi) = 0.39 REACTIONS (kips): Initial reaction DL reaction Fe = 1. 35 Max+ LL reaction Max+ total reaction DEFLECTIONS: Left 20.81 16.08 12.37 28.45 Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 12.00 ft= 12.00 ft= 12.00 ft= 12.00 ft= -0.337 -0.198 -0.274 -0.611 fb Fb 21.14 33.00 22.68 25.16 22.68 Right 20.81 16.08 12.37 28.45 33.00 45.00 33.00 - L/D L/D = L/D = L/D = fb Fb 21.14 33.00 854 1452 1051 471 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 50 SPAN INFORMATION (ft): I-End (35.62,121.80), Beam Size (User Selected) = W18X35 J-End (58.91,121.80) Fy = 50.0 ksi Total Beam Length (ft) = 23.28 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f I C (ksi) Decking Orientation Decking type beff (in) = 69.85 Seff (in3) = 76.56 Ieff (in4) 1040.03 Left 3.25 115.00 3.00 perpendicular VERCO W2 Formlok Y bar(in) Str (in3) Itr (in4) Right 3.25 115.00 3.00 perpendicular VERCO W2 Formlok 16.69 94.20 1533.34 Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Max = 46 Number of Stud Rows= 1, Stud diameter (in) = = 9.9 0.75 Partial= 14 Actual= 14 Percent of Full Composite Action 26.83 LINE LOADS: (k/ft) Load Dist 1 0.00 23.28 DL 0.855 0.855 CDL 0.604 0.604 LL 0.805 0.805 Red% Type 6.7% Red CLL 0.503 0.503 SHEAR: Max V (DL+LL) = 18.69 kips MOMENTS: fv = 3.70 ksi Fv = 19.13 ksi Span Cond Moment kip-ft Center PreCmp 75.0 InitDL 40.9 Max+ 108.8 @ ft 11. 6 11. 6 11. 6 Lb ft Cb Mrnax/Seff Mconst/Sx+Mpost/Seff Controlling 108.8 11.6 fc (ksi) = 0.28 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Left 12.88 9.95 8.74 18.69 11. 64 ft = 11.64 ft= 11.64 ft= 11. 64 ft = -0.270 -0.165 -0.220 -0.490 Tension Flange fb Fb 15.62 33.00 17.06 19.17 17.06 33.00 45.00 33.00 - Right 12.88 9.95 8.74 18.69 L/D = L/D = L/D = L/D = Compr Flange fb Fb 15.62 33.00 1035 1698 1272 571 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING 5ri..07 DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 75 SPAN INFORMATION (ft): I-End (35.62,83.80), Beam Size (User Selected) = W21X50 J-End (35.62,111.68) Fy = 50.0 ksi Total Beam Length (ft) = 27.88 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 3.00 Decking Orientation parallel Decking type VERCO W2 Formlok beff (in) 47.82 Y bar(in) = Seff (in3) = 118.63 Str (in3) Ieff (in4) = 1698.12 Itr (in4) Stud length (in) = 3.-50 Stud diameter (in) Stud Capacity (kips) q = 9.9 VERCO 17.34 141. 69 2380.20 0.75 Right 3.25 115.00 3.00 parallel W2 Formlok # of studs: Full= 54 Partial= 14 Actual= 14 Number of Stud Rows= 1, Percent of Full Composite Action= 26.16 POINT LOADS (kips): Dist DL COL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.20 7.03 4.96 6.61 8.0 0.00 0.00 0.0 0.00 0.0 CLL 4.13 14.20 6.25 4.41 5.88 8.0 0.00 0.00 0.0 0.00 0.0 3.68 19.83 6.77 4.78 6.37 8.0 LINE LOADS: (k/ft) Load Dist DL COL 1 0.00 0.042 0.030 27.88 0.042 0.030 SHEAR: Max MOMENTS: Span Cond V (DL+LL) = Moment kip-ft Center PreCmp 129.7 InitDL 70.8 Max+ 187.1 20.20 @ ft 14.2 14.2 14.2 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 187.1 14.2 kips fc (ksi) = 0.44 REACTIONS (kips): Fe = 1.35 Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: 0.00 LL 0.040 0.040 fv = 2.55 Lb ft Left 14.01 10.83 9.38 20.20 Cb Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 13.94 ft= 13.94 ft= 13.94 ft= 13.94 ft= -0.331 -0.235 -0.315 -0.647 0.00 0.0 0.00 0.0 3.98 Red% Type CLL 8.0% Red 0.025 0.025 ksi Fv = 20.00 ksi Tension Flange fb Fb 16.48 33.00 18.92 20.75 18.92 Right 13.47 10.41 9.01 19.42 33.00 45.00 33.00 L/D = L/D L/D = L/D Compr Flange fb Fb 16.48 33.00 1010 1421 1061 517 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 93 SPAN INFORMATION (ft): I-End (54.00,83.80), Beam Size (User Selected) = W21X50 Total Beam Length (ft) = 28.91 J-End (82.91,83.80) Fy = 50.0 ksi COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf) 115.00 f'c (ksi) 3.00 Right 3.25 115.00 3.00 Decking Orientation perpendicular Decking type VERCO W2 Formlok beff (in) = 86.57 Y bar(in) = perpendicular VERCO W2 Formlok 18.77 Seff (in3) = 129.04 Str (in3) = 149.18 Ieff (in4) = 2085.70 Itr (in4) = 2728.11 Stud length (in) = 3.50 Stud diameter (in) = 0. ']_5 Stud Capacity (kips) q[l] = 9.9 q[2] = 9.9 # of studs: Max = 56 Partial= 50 Actual= 50 Number of Stud Rows= 2, Percent of Full Composite Action 25.32 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 4.90 23.11 16.31 21. 75 27.3 0.00 0.00 0.0 0.00 0.0 13.60 LINE LOADS: (k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.646 0.456 0.608 27.3% Red 0.380 28.91 0.646 0.456 0.608 0.380 SHEAR: Max V (DL+LL) = 48.04 kips MOMENTS: fv = 6.07 ksi Fv = 20.00 ksi Span Cond Moment @ kip-ft ft Center PreCmp 176.1 8.4 InitDL 96.0 8.4 Max+ 229.1 8.4 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 176.1 8.4 fc (ksi) = 0.36 REACTIONS (kips): Initial reaction DL reaction Fe = 1.35 Max+ LL reaction Max+ total reaction DEFLECTIONS: Lb ft 0.0 Left 36.92 28.53 19.51 48.04 Cb 1.00 Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 13.44 ft= 13.44 ft= 13.44 ft= 13.44 ft= -0.497 -0.227 -0.325 -0.822 Tension Flange fb Fb 22.36 33.00 21. 31 24.57 22.36 Right 17.16 13.26 9.07 22.33 33.00 45.00 33.00 L/D = L/D = L/D = L/D = Compr Flange fb Fb 22.36 33.00 698 1527 1068 422 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 95 SPAN INFORMATION (ft): I-End (58.91,59.80), Beam Size (User Selected) = W21X50 J-End (58.91,83.80) Fy = 50.0 ksi Total Beam Length (ft) = 24.00 COMPOSITE PROPERTIES (Not Shored): Left 3.25 115.00 3.00 Concrete thickness (in) Unit weight concrete (pcf) f' C (ksi) Decking Orientation Decking type beff (in) = 72.00 Seff (in3) = 120.42 Ieff (in4) = 1823.42 parallel VERCO W2 Formlok Y bar{in) Str (in3) Itr {in4) Stud diameter (in) = 9.9 VERCO 18. 68 146.27 2660.73 0.75 Partial= 28 Actual= 28 Right 3.25 115.00 3.00 parallel W2 Formlok Stud length (in) = 3.50 Stud Capacity (kips) q = # of studs: Full= 112 Number of Stud Rows= 1, Percent of Full Composite Action= 25.06 POINT LOADS (kips): Dist DL CDL 8.00 16.08 11.35 16.00 16.08 11.35 RedLL Red% 15.13 18.3 15.13 18.3 SHEAR: Max V (DL+LL) = 28.45 kips MOMENTS: NonRLL 0.00 0.00 StorLL Red% 0.00 0.0 0.00 0.0 RoofLL Red% 0.00 0.0 0.00 0.0 fv = 3.59 ksi Fv = 20.00 ksi CLL 9.46 9.46 Span Cond Moment @ Lb ft Cb Tension Flange Compr Flange kip-ft ft Center PreCmp 166.5 8.0 InitDL 90.8 8.0 Max+ 227.6 8.0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 227.6 8.0 fc (ksi) = 0.39 REACTIONS (kips): Initial reaction DL reaction Fe= 1.35 Max+ LL reaction Max+ total reaction DEFLECTIONS: Left 20.81 16.08 12.37 28.45 Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 12.00 ft 12.00 ft= 12.00 ft= 12.00 ft= -0.337 -0.198 -0.274 -0.611 fb Fb 21.14 33.00 22.68 25.16 22.68 Right 20.81 16.08 12.37 28.45 33.00 45.00 33.00 L/D = L/D = L/D = L/D = fb Fb 21.14 33.00 854 1452 1051 471 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 126 SPAN INFORMATION (ft): I-End (58.91,121.80), Beam Size (User Selected) = W18X35 Total Beam Length (ft) = 22.67 J-End (81.57,121.80) Fy = 50.0 ksi B9-.ID COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f'c (ksi) Decking Orientation Decking type beff (in) = 68.00 Left 3.25 115.00 3.00 perpendicular VERCO W2 Formlok Y bar(in) = Right 3.25 115.00 3.00 perpendicular VERCO W2 Formlok 16.62 Seff (in3) = 76.26 Str (in3) = Ieff (in4) = 1028.81 Itr (in4) Stud diameter (in) = = 9.9 94.03 1522.84 0.75 Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Max = 44 Partial= 14 Actual= 14 Number of Stud Rows = 1, Percent of Full Composite Action = LINE LOADS: ( k/ft) Load Dist DL CDL LL Red% Type CLL 1 0.00 0.855 0.604 0.805 4.1% Red 0.503 22.67 0.656 0. 463 0.617 0.386 26.24 SHEAR: Max V (DL+LL) = 17.00 kips MOMENTS: fv = 3.36 ksi Fv = 19.13 ksi Span Cond Center PreCmp InitDL Max+ Moment kip-ft 62.8 34.3 92.3 @ ft 11.1 11.1 11.1 Lb ft Cb Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 92.3 11.1 fc (ksi) = 0.25 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Left 11. 57 8.94 8.07 17.00 11. 22 ft = 11. 22 ft = 11.22 ft = 11.22 ft = -0.214 -0.136 -0.180 -0.394 Tension Flange fb Fb 13.09 33.00 14.53 16.28 14.53 33.00 45.00 33.00 - Right 10.59 8.18 7.39 15.57 L/D = L/D = L/D = L/D = Compr Flange fb Fb 13.09 33.00 1270 2004 1512 690 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 147 SPAN INFORMATION (ft): I-End (58.91,29.80), Beam Size (User Selected) = W21X50 J-End (82.91,29.80) Fy = 50.0 ksi Total Beam Length (ft) = 24.01 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f'c (ksi) Decking Orientation Decking type beff (in) 42.00 Seff (in3) = 118. 23 Ieff (in4) = 1612.44 Left 3.25 115.00 3.00 perpendicular VERCO W2 Formlok Y bar (in) = Str (in3) Itr (in4) Stud diameter (in) = = 9.9 Right 3.25 115.00 3.00 perpendicular VERCO W2 Formlok 16.26 140.43 2200.06 0.75 Stud length J_in) = 3.50 Stud Capacity (kips) q # of studs: Full= 38 Number of Stud Rows= 1, Partial= 10 Actual= 10 Percent of Full Composite Action= 26.71 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% ]50../ l CLL 15.83 0.07 0.05 0.06 0.0 0.00 0.00 0.0 0.00 0.0 0.04 LINE LOADS: (k/ft) Load Dist DL CDL 1 0.00 0.255 0.180 24.00 0.255 0.180 2 0.00 0.282 0.199 3.88 0.248 0.175 3 3.88 0.248 0.175 15.83 0.131 0.093 4 15.83 0.042 0.030 24.00 0.042 0.030 SHEAR: Max V (DL+LL) = 10.65 kips MOMENTS: Span Cond Moment kip-ft Center PreCmp 38.6 InitDL 21.1 Max+ 58.0 @ ft 11. 3 11. 3 11. 3 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 58.0 11.3 fc (ksi) = 0.17 REACTIONS (kips): Initial reaction DL reaction Fe = 1.35 Max+ LL reaction Max+ total reaction DEFLECTIONS: LL 0.240 0.240 0.265 0.234 0.234 0.124 0.040 0.040 fv = 1.35 Lb ft Left 7.10 5.49 5.16 10.65 Cb Red% Type CLL 0.0% Red 0.150 0.150 0.0% Red 0.166 0.146 0.0% Red 0.146 0.077 0.0% Red 0.025 0.025 ksi Fv 20.00 ksi Tension Flange fb Fb 4.91 33.00 5.88 33.00 6.42 45.00 5.88 33.00 Right 5.63 4.35 4.09 8.44 Compr Flange fb Fb 4.91 33.00 RAM Steel V6.2 Gravity Beam Design (Beam 147) Page 2 HOPE ENGINEERING B;i..1 ;;2... DataBase: MEZZ3 08/16/00 09:36:36 Building Code: UBCl Steel Code: ASD 9th Ed. Initial load (in) at 11. 88 ft -0.076 L/O = 3784 Live load (in) at 11. 88 ft = -0.062 L/D = 4650 Post Comp load (in) at 11. 88 ft = -0.081 L/D 3543 Net Total load (in) at 11. 88 ft = -0.157 L/D = 1830 RAM Steel V6.2 Gravity Beam Design HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Beam Number= 151 SPAN INFORMATION (ft): I-End (82.91,53.80), Beam Size (User Selected) = W21X50 J-End (82.91,83.80) Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f'c (ksi) Decking Orientation Decking type beff (in) = 51. 00 Seff (in3) = 119.26 Ieff (in4) = 1727.93 Left 3.25 115.00 3.00 parallel VERCO W2 Formlok Y bar (in) = Str (in3) = Itr (in4) = Stud diameter (in) = = 9.9 VERCO 17.55 142.45 2424.71 0.75 Right 3.25 115.00 3.00 parallel W2 Formlok Stud length (in) = 3.50 Stud Capacity (kips) q # of studs: Full= 61 Number of Stud Rows= 1, Partial= 16 Actual= 16 Percent of Full Composite Action= 26.66 POINT LOADS (kips) : Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.00 8.16 5.76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 CLL 4.80 14.00 8.16 5. 76 7.68 12.2 0.00 0.00 0.0 0.00 0.0 4.80 22.00 8.16 5.76 7.68 12.2 LINE LOADS: (k/ft) Load Dist DL COL 1 0.00 0.042 0.030 30.00 0.042 0.030 SHEAR: Max V (DL+LL) = MOMENTS: Span Cond Moment kip-ft Center PreCmp 158.2 InitDL 86.3 Max+ 223.3 25.01 @ ft 14.0 14.0 14.0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 223.3 14.0 kips fc (ksi) = 0.50 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: 0.00 LL 0.040 0.040 fv = 3.16 Lb ft Left 17.72 13.70 11. 31 25.01 Cb Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at 14.85 ft= 14.85 ft= 14.85 ft= 14.85 ft= -0.468 -0.312 -0.423 -0.890 0.00 0.0 0.00 0.0 4.80 Red% Type CLL 12.2% Red 0.025 0.025 ksi Fv = 20.00 ksi Tension Flange fb Fb 20.10 33.00 22.47 24.74 22.47 Right 15.61 12.06 9.96 22.03 33.00 45.00 33.00 L/D L/D = L/D = L/0 = Compr Flange fb Fb 20.10 33.00 770 1155 852 404 RAM Steel V6.2 Gravity Beam Design Summary HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ Beam# Length +M -M ft kip-ft kip-ft 77 17.32 62.1 0.0 133 23.28 83.0 0.0 16 24.00 126.5 0.0 17 33.22 380.1 0.0 54 23.28 88.2 0.0 53 23.28 88.2 0.0 14 23.28 88.2 0.0 57 23.28 88.2 0.0 56 23.28 88.2 0.0 75 27.88 187.1 0.0 91 18.38 53.0 0.0 122 23.28 78.9 0.0 120 23.28 70.6 0.0 119 23.28 76.2 0.0 7 20.12 101. 4 0.0 9 23.28 99.2 0.0 50 23.28 108.8 0.0 32 21. 61 68.5 0.0 5 23.28 172.4 0.0 109 14.75 32.0 0.0 110 14.75 32.0 0.0 2 20.97 65.4 0.0 108 14.75 30.6 0.0 107 14.75 30.6 0.0 1 14.75 18.7 0.0 33 21. 61 124.0 0.0 112 14.58 31. 6 0.0 111 14.58 31. 3 0.0 4 20.97 96.5 0.0 71 14.58 21. 3 0.0 29 14.58 11. 5 0.0 93 28.91 229.1 0.0 131 12.63 76.5 0.0 147 24.01 58.0 0.0 39 24.00 227.6 0.0 145 24.01 93.5 0.0 153 24.01 93.5 0.0 95 24.00 227.6 0.0 143 24.01 93.5 0.0 142 24.01 93.5 0.0 141 24.01 93.5 0.0 118 14.20 97.6 0.0 121 24.01 83.7 0.0 115 13.68 90.7 0.0 117 24.01 75.0 0.0 123 24.01 88.1 0.0 36 20.12 179.3 0.0 127 22.67 94.2 0.0 126 22.67 92.3 0.0 08/16/00 09:36:36 Steel Code: ASD 9th Ed. Seff Fy Beam Size in3 ksi 115.8 50.0 W21X50 76.3 50.0 W18X35 123.0 50.0 W21X50 151.9 50.0 W21X57 76.6 50.0 Wl8X35 76.6 50.0 Wl8X35 76.6 50.0 W18X35 76.6 50.0 Wl8X35 76.6 50.0 W18X35 118.6 50.0 W21XS0 75.4 50.0 W18X35 76.6 so.a W18X35 76.5 50.0 W18X35 76.5 50.0 Wl8X35 116.4 50.0 W21XS0 76.6 50.0 W18X35 76.6 50.0 W18X35 121. 9 50.0 W21X50 121. 3 50.0 W21X50 31. 3 50.0 Wl2Xl9 31. 3 50.0 Wl2Xl9 121.2 50.0 W21X50 31. 3 50.0 Wl2Xl9 31. 3 50.0 Wl2Xl9 30.0 50.0 Wl2Xl9 120.2 50.0 W21X50 31. 3 50.0 Wl2Xl9 31.3 50.0 Wl2Xl9 120.2 50.0 W21X50 31. 3 50.0 Wl2Xl9 30.1 50.0 Wl2Xl9 129.0 50.0 W21XS0 116.7 50.0 W21X50 1.18. 2 50.0 W21X50 120.4 50.0 W21X50 76.7 50.0 Wl8X35 76.7 50.0 Wl8X35 120.4 50.0 W21X50 76.7 50.0 Wl8X35 76.7 50.0 Wl8X35 76.7 50.0 Wl8X35 117.5 50.0 W21X50 121.6 50.0 W21X50 117.4 50.0 W21XS0 76.6 50.0 Wl8X35 117.2 50.0 W21X50 119.7 50.0 W21X50 76.5 50.0 Wl8X35 76.3 50.0 Wl8X35 B;2.14 Studs u 13 u 14 u 18 u 56 u 14 u 14 u 14 u 14 u 14 u 14 u 12 u 14 u 14 u 14 u 10 u 14 u 14 u 16 u 21 u 8 u 8 u 15 u 8 u 8 u 6 u 27 u 8 u 8 u 15 u 8 u 6 u so u 11 u 10 u 28 u 14 u 14 u 28 u 14 u 14 u 14 u 12 u 16 u 14 u 14 u 9 u 17 u 14 u 14 RAM Steel V6.2 Gravity Beam Design Summary HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl 10 132 35 6 146 135 125 140 152 151 23.15 12.27 22.86 9.72 14.07 3.09 23.48 6.00 18.00 30.00 87.6 8.3 76.2 14.9 28.6 0.1 121. 0 0.4 86.1 223.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 08/16/00 09:36:36 Steel Code: ASD 9th Ed. 118.9 114.5 117.2 113.1 74.3 67.9 117.5 70.6 116.6 119.3 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 W21X50 W21X50 W21X50 W21X50 Wl8X35 Wl8X35 W21X50 Wl8X35 W21X50 W21X50 u 16 u 6 u 15 u 7 u 9 u 3 u 17 u 5 u 11 u 16 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after_Size denotes this size has been assigned by the User. Page 2 RAM Steel V6.2 Beam Connection Check HOPE ENGINEERING DataBase: MEZZ2B 08/15/00 18:23:50 Building Code: UBCl Steel Code: ASD 9th Ed. Connection Table File Name= C:\Ram\Tables\78a325n.con User Defined Allowable Connection Values -Unfactored (kips): W8 WlO W12 W14 W16 W18 W21 W24 W27 W30 W33 W36 Floor Type MEZZ 11.10 11.10 22.10 22.10 35.40 49.10 49.10 62.70 76. 40 84.00 84.00 94.50 Beams with cantilevers are not checked at supports under cantilevers. Number of Warnings= 0 • -_ .......... , .. ,>•T . ~,.. .... -,, ~-------~..,......,,._,.~.....:;..u,,.-.;";P_..,_-..or-4~:,,.' ..... -:,;."'.J•"f-"V".,.,"!'f~1."',t,Plf--~$~~ 4-54 ill A325- N A490· N w A325· N A490- N ,F"~. ' Slr\1'3LE-PLATE SHEAR CONNECTIONS TABLE X-A Allowable loads in kips 0 ~ '?...._,_ ,,,"(. 0~ ~ d,v t-n = 2 L = 6 K..,.. 1t".-\; Plate Bolt Size, In. Thickness, t o/4 7/e 1 In. Load Weld Load Weld Load ¼ 8.2 o/11, 11.1 o/,e 14.5 5/,e 8.2 ¼ 11 1 ¼ 14.5 o/e 8.2 15/,e dG) o/,e 14.5 7/,e 8.2 o/e 11.1 o/e 14.5 ½ --11.1 o/e 14.5 0/11, ----14.5 ¼ 10.9 o/ie 14.8 o/11, 19.4 o/1e 10.9 ¼ 14.8 ¼ 19.4 3/e 10.9 o/1e 14.8 5/,e 19.4 71,,, 10.9 o/e 14.8 o/e 19.4 ½ --14.8 o/e 19.4 o/1e ----19.4 TABLE X-B Allowable loads in kips n=3 L=9 Plate Bolt Size, In. Thickness, t ¾ 7/e In. Load Weld Load Weld Load ¼ 16.3 o/1e 22.1 o/1e 25.3 5/1e 16.3 ¼ ~ ¼ 28.9 3/e 16.3 5/,e 1/1e 28.9 7/,e 16.3 % 22'.1 o/e 28.9 ½ --22.1 o/e 28.9 o/,e ----28.9 ¼ 21.7 o/,e 26.9 o/1e 25.3 5/1e 21.7 ¼ 29.4 ¼ 31.6 o/e 21.7 o/11, 29.4 o/,e 37.9 7/,e 21.7 o/e 29.4 o/e 38.5 ½ --29.4 1% 38.5 o;,e ----38.5 Weld o/,e ¼ 5/,e 3/e % 7/,e o/1e ¼' o/1e % % 7/,e 1 Weld o/1e ,;. s;,a % o/e 7/,e o/1e ¼ 5/us o/e % 71,e . ·_;;J::/:: :· r' .. ~-. ,:• '1:• ·--r,- ',t.· ,. ;·1·· . ~:' : .,,.::~--.. t-·· ·, .w ' ,'·~'. 1',. t: A325- N A490- N A325- N A490- N SINGLE-PLATE SHEAR CONNECTIONS TABLE X-C Allowable loads in kips n=4 L = 12 Plate Bolt Size, In. Thickness, t ¾ 7/a In. Load Weld Load Weld Load ¼ 26.1 o/1e 35.'4-.,_ 31,e 33.7 s;,,, 26.1 v .. ~~ ¼ 42.1 3/e 26.1 5/,a. 35.4 s;,,, · '46,4 71,e 26.1 3/e 35.4 3/e . 46.4 ½ --35.4 3/e 46.4 D/1e ----46.4 ¼ 34.8 3/,e 35.9 o/ie 33.7 5/,e 34.8 ¼ 44.9 ¼ 42.1 % 34.8 151,,, 47.2 o/111 50.6 7/,e 34.8 o/e 47.2 % 59.0 ½ --47.2 3/e 61.8 9/,e ----61.8 TABLE X-D Allowable loads in kips n=S L = 15 Plate : . Bolt Size, In. Thickness, t ¾ 7/e In. Load Weld Load Weld Load ¼ 36.3 3/,e 44.9 . o/1e 42.1 o/1e 36.3 ¼ 49.t ¼ 52.7 o/e 36.3 5/1e ~0 5/,e 63.2 7/,e 36.3 3/e 49.1 3/e 64.4 ½ I --49.1 % 64.4 I 9/,e ----64.4 ¼ 47.6 o/ie 44.9 o/ie 42.1 S/1e 48.4 ¼ 56.1 ¼ 52.7 3/e 48.4 o/1e 65.5 5/,e 63.2 7/,e 48.4 % 65.5 o/e 73.7 ½ --65.5 o/e 84.3 Ol,e ----85.8 4-55 w . + 1 Weld o/ie ¼ o/1e o/e o/e 71,e o/1e ¼ o/1e o/e o/e 7/,e ill 1 Weld o/1e ¼ 5/,e o/e % 71,a 3/,a I ¼ s;,e % o/e 71,e 4-56 m w A325- N A490· N m A325- N A490- N {~~-, b11\1GLE-PLATE SHEAR CONNECTIONS I TABLE X-E Allowable loads in kips n=6 L = 18 Plate Bolt Size, In. Thickness, t o/4 7/e In. Load Weld Load Weld Load ¼ 46.3 o/1e ·53.8 o/1e 50.6 5/ie 46.3 ¼ ~ ¼ 63.2 % 46.3 o/ie 1Vie 75.9 7/ie 46.3 % 7 % 82.2 ½ --62.7 o/e 82.2 9/ie ----82.2 ¼ 57.1 o/1e 53.8 o/1e 50.6 5/ie 61.8 ¼ 67.3 ¼ 63.2 o/e 61.8 11/is 80.7 o/1e 75.9 7/,e 61.8 o/e 83.7 o/e 88.5 ½ --83.7 o/e 1Q1 1Vie ----110 TABLE X-F Allowable loads in kips n=7 L = 21 Plate Bolt Size, In. Thickness, t o/4 7/e In. Load Weld Load Weld Load ¼ 56.4 o/1e 62.8 o/1e 59.0 o/11, 56.4 ¼ 76.4 ¼ 73.7 % 56.4 o/te @:: 5/,e 88.5 7/,s 56.4 % 76.4 3/a 100 ½ --76.4 o/e 100 9/1e ----100 ¼ 66.6 3/,e 62.8 3/1s 59.0 o/ie 75.1 ¼ 78.5 ¼ 73.7 % 75.1 o/111 94.2 51,e 88.5 71,e 75,1 % 102 % 103 ½ --102 % 118 o/1e ----133 1 Weld o/,e ¼ 5/ifi . % 3/e 71,e o/,e ¼ o/,e o/e % 71,e 1 Weld 31,e ¼ o/,e o/e o/e 71,e o/,e ¼ o/,e % % 7/,e r-.;' ,.l,,.,,~ ,·--~-., f' ·.f ~'t::,-.' )•,;/. , .. ·r . . I \.· . ' ~ ·t . . ·,t. . ,, .... · .. ·71 '.:·_ ·. 'l\: -,1, :); .. 'I~• -.~!,;, i· I ~- ·f .f r·' ·1· ' r .·,:_ .. ' ' .. ··-.... 4-57 ECCENTRIC LOADS ON FASTENEH GROUPS TABLES XI-XVIII ULTIMATE STRENGTH METHOD* When fastener groups are loaded in shear by an external load that does not ac1 through the center of gravity of the group, the load is eccentric and will tend to causf a relative rotation and translation of the connected material. This condition is equiv, alent to that of pure rotation about a single point. This point is called the instantane- ous center of rotation. · The individual resistance force of each fastener can then be assumed to act or a line perpendicular to a ray passing through the instantaneous center and that fas, tener's location (see Fig. 1). y '~~+,Rn ' tc.i ~ R,.-u r ~ t · ~x ~ R2 / R1 ro Fig. 1 The ultimate shear strength of fastener groups can be obtained from the load defor- mation relationship of a single fastener, which is expressed as: v:.) where R = Rult (1 -e-10~)0,55 w ~ R = Shear force in a single fastener at any given deformation (see Fig. 2) Ru1, = Ultimate shear load of a single fastener A = Total deformation of a fastener, including shearing, bending, and bear- ing deformation, plus local bearing deformation of the plate e = Base of natural logarithm = 2. 718 By applying a maximum deformation 6.max to the fastener (or fasteners) most re- mote from the instantaneous center, the maximum shear force for that fastener can be computed. For fasteners in less remote locations, deformations are computed to vary linearly from the instantaneous center and shear forces can be obtained from the above relationship. • Crawford, S. F. and G. L. Kulak Eccentrically Loaded Bolted Connections ASCE Journal of the Structural Division, Vol. 97, No. ST3, March 1971, New York (Dr,. 765-7831. HOPE Engineering 08/16/00 Column Design Column design for the one story steel mezzanine is based on UBC 1997 and AISC Allowable Stress design provisions. The Ramsteel program calculates axial loads for each floor level. Live loads are reduced per UBC criteria. A summary of each design has been provided. Maximum allowable stress unity values have been located (marked with star) for each column size. The designs for these specific columns have been printed for each level. The columns strength capacity is then checked. The column sizes in the model match the columns scheduled on the structural drawings. The tube steel columns are 46 ksi steel. Steel Column Baseplate Design Criteria Utilizing the summarized output information from the column design, maximum axial load values have been located ( marked with solid triangle) for each column size. These values were used to determine the required size and thickness of each baseplate. The column steel strength is 46 ksi for Tube Steel sections. Baseplate thickness is based upon 36 ksi plate steel, and concrete strength of 3500 psi. Bearing capacity on the concrete is based on a pedestal much larger than the plate size. C 00{ RAM Steel V6.2 Floor Map DataBase: MEZZ3 Building Code: UBCl Floor Type: MEZZ !I :1-- I: ;, _____ ~ i! I ------ii fu-:--··--·------L~---·--------!, 1~3 ~4 6 11 · ;, I ' -----i----- 1 ' I ~ ~------ 08/16/00 09:04:24 1 !-----1----~9 I I~ I -··--------·-·-·---17 --··-· ---__ ;/ 'I 7',7 Ii 1 !:: iJ--------i --r~! 7 Ii i ~1------q4_i ___ _ I ------1 I ;1J2 --Cjls·----- I 1------- I----------------- , ' T J· I ~2··------.... -. ---·-; '211 '~I il>4 l1 ---·--·-----------~,--_-::.:o.:_fis 5 RAM Steel V6.2 Gravity Column Design Summary ca::>3 HOPE ENGINEERING DataBase: MEZZ3 08/16/00 14:46:43 Building Code: UBCl Steel Code: ASD 9th Ed. Units: kips, ft Column Line 8 -K Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 50.6 16.1 5.2 10 0.57 Eq Hl-2 0.0 46 TSSXSX.3125 Column Line 8 -111. 68ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 41. 3 7.6 6.3 6 0.58 Eq Hl-2 0.0 46 TS6X6X.3750 Column Line 8 -F Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 37.5 11. 9 2.8 6 0.40 Eq Hl-2 0.0 46 TS8X8X.3125 Column Line 8 -174.38ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 14.6 2.3 4.2 1 0.28 Eq Hl-3 0.0 46 TS6X6X.3750 Column Line 9.9 -174.38ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 17.4 2.3 5.5 1 0.34 Eq Hl-3 0.0 46 TS6X6X.3750 Column Line 10.2 -H Level p Mx My LC Interaction Eq. Angle Fy Size r-fr MEZZANINE 56.2 0.0 20.1 6 0.83 Eq Hl-1 90.0 46 TS6X6X.3750 Column Line 10.4 -59.80ft ~--~ Level p Mx My LC Interaction Eq. Angle Fy Size ~ MEZZANINE 63.8 2.5 4.6 14 0.58 Eq Hl-1 0.0 46 TS6X6X.3750 Column Line 10.4 -F.8 DK._, Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 40.5 3.6 2.5 14 0.39 Eq Hl-1 90.0 46 TS6X6X.3750 Column Line 10.4 -111. 68ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 47.4 3.2 4.9 16 0.48 Eq Hl-1 0.0 46 TS6X6X.3750 Column Line 10.4 -F Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 52.6 7.6 8.7 12 0.71 Eq Hl-1 0.0 46 TS6X6X.3750 Column Line 64. 95ft -163.13ft RAM Steel V6.2 Gravity Column Design Summary Page 2 HOPE ENGINEERING Cw4 DataBase: MEZZ3 08/16/00 14:46:43 Building Code: UBCl Steel Code: ASD 9th Ed. Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 7.2 1. 4 1. 7 1 0.14 Eq Hl-3 0.0 46 TS6X6X.3750 Column Line 68.84ft -K Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 50.6 19.2 0.0 12 0.77 Eq Hl-2 0.0 46 TS6X6X.3750 Column Line 74.74ft -26.71ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 3.0 1.1 0.1 12 0.05 Eq Hl-3 13.3 46 TS6X6X.3750 Column Line 81.57ft -127.11ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 28.8 4.1 8.3 6 0.48 Eq Hl-2 0.0 46 TS6X6X.3750 Column Line 12.9 -29.80ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 9.1 0.1 3.9 1 0.17 Eq Hl-3 90.0 46 TS6X6X.3750 Column Line 12.9 -K Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 20.0 6.1 4. 4 8 0.28 Eq Hl-3 90.0 46 TSSXSX.3125 Column Line 12.9 -53.80ft Level p Mx My LC Interaction Eq. Angle Fy Size MEZZANINE 36.8 6.3 0.0 8 0.35 Eq Hl-1 90.0 50 TS6X6X.3750 POOR QUALITY ORIGINAL S 3-42 Fy = 46 ksi COLUMNS $ Square structural tubing Allowable concentric loads in kips I fE -Nominal Size / 6 ~6 5 X 5 Thickness 9As ½ Ii% j s;;s ¼ I 3As ½ % 5As I ¼ I 1/1s Wt.flt 38.86 35.24 l 27.481723.34 19.02 I 14.53 28.43 22.37119.08 I 15.62 T 11.97 Nominal Size Thickness I- Wt./ft Fr •.._,/ 46 ksi I- Fy 0 315 287 223 189 154 118 231 182 155 127 97 0 2 6 283 257 201 171 140 107 200 159 136 111 86 7 275 251 196 167 137 105 193 153 131 108 83 8 268 244 191 163 133 102 186 148 127 104 80 3 4 5 9 259 237 186 158 130 99 178 142 122 100 77 10 251 229 180 154 126 96 169 135 116 96 74 6 7 C: i 11 242 221 174 149 122 93 160 129 111 92 71 ~ 12 232 212 168 143 117 90 151 122 105 87 67 0 13 222 203 161_ 138 113 87 141 115 99 82 64 (/) 14 212 194 r154 )132 108 83 131 107 93 77 60 ::, 15 201 185 ·147.,.,.. 126 104 80 120 99 86 72 56 '5 E! £ 16 190 175 140 120 99 76 109 90 79 66 52 t, 17 178 164 132 113 94 72 97 82 72 60 47 (I) 18 166 153 124 107 88 68 87 73 64 54 43 0. (/) 19 153 142 115 100 83 64 78 65 58 49 39 E 20 140 131 107 93 77 60 70 59 52 44 35 :5 -~ 21 127 85 71 56 64 54 47 40 32 ~ 119 98 -22 116 108 89 78 65 51 58 49 43 36 29 .... 24 98 91 75 65 55 43 49 41 36 31 24 .E 26 83 77 64 56 47 36 41 35 31 26 21 £ 28 72 67 55 48 40 31 36 30 27 22 18 Cl C: 30 62 58 48 42 35 27 .Jj_ 26 23 20 15 J!! C: 8 0 .i 9 >, 10 Cl 0 11 (/) 12 ::, '5 13 ~ 14 £ 15 0 (I) 16 a. (/) 17 l!! 18 E 19 3: ~ 20 ..., 21 -22 .E :5 23 Cl 24 C: ~ 25 Q) ~ 31 58 54 45 39 33 26 25 22 18 14 ffi 32 55 51 42 37 31 24 17 14 34 49 45 37 33 27 21 (I) . .? 0 (I) :i:: w 36 43 40 33 29 24 19 37 ~ 27 23 18 38 26 22 17 39 ..._j§_ Properties A (in.2) 11.40 10.40 8.08 6.86 5.59 4.27 8.36 6.58 5.61 4.59 3.52 I (in.4) 54.1 50.5 41.6 36.3 30.3 23.8 27.0 22.8 20.1 16.9 13.4 r (in.) 2.18 2.21 2.27 2.30 2.33 2.36 1.80 1.86 1.89 1.92 1.95 A (in.2) I I (in.4) r(in.) 8} Bending 0.633 0.615 0.583 0.567 0.553 0.539 0.773 0.722 0.699 0.677 0.656 factor a/106 8.07 7.52 6.20 5.40 4.52 3.54 4.03 3.39 2.99 2.52 2.00 8} Bending factor a/106 Note: Heavy line indicates K//r of 200. Note: Heavy Ii .AMERICAN INSTITUTE OF STEEL CONSTRUCTION $ {$ x9 Nominal Size ½ I % 5/,s Thickness % i.66 I 42.79 36.10 Wt./ft 59.32 Fy 53 348 293 27 328 276 21 324 273 15 320 269 09 315 266 03 310 262 36 305 257 39 300 253 32 295 249 74 289 244 37 283 239 ;9 277 234 ;o 271 229 12 265 224 )3 258 218 !4 251 213 5 244 207 ·5 237 201 5 230 195 5· 222 189 5 215 182 4 207 176 4 199 169 3 190 162 1 182 155 ' 173 148 5 155 133 3 138 118 i 123 106 I 110 95 i 99 86 0 480 6 448 7 441 8 433 9 425 10 417 11 408 C: 12 399 .Q 13 389 I .;:'.14 379 Ol 7·5 369 0 16 358 w 17 347 .:! ] 18 336 .9 19 324 0 20 312 Q) 21 300 a. en 22 287 ~ j 23 274 24 261 £"! 25 247 -26 232 -.f: 27 218 :g, 28 203 C 29 189 ~ 30 177 I 32 155 G) 34 137 m 36 123 38 110 40 99 ) 12.60 10.60 l 154 132 l 3.49 3.53 ~ 0.370 0.362 A (in.2) 17.40 I (in.4) 153 r(in.) 2.96 8} Bending 0.455 factor r 22.9 19.7 a/106 22.8 3 -41 Fy = 46 ksi COLUMNS c-0°b Square structural tubing Allowable concentric loads in kips 0(,,r-~ J-1 / 8 x ~ 'l./ 7 X 7 !½s ~% ½a ¼ !½a ½ I¾ ½s ¼ 54.17 48.85 I 37.60 31.84 25.82 46.51 42.05 I 32.59 27.59 22.42 46 ksi 439 397 306 258 209 378 342 264 224 182 409 370 286 242 196 347 314 244 207 168 403 364 281 238 193 340 308 239 203 165 396 358 277 234 190 333 301 234 199 162 389 352 272 230 187 326 294 229 195 158 381 345 267 226 184 318 287 224 190 155 373 338 262 222 180 309 280 218 185 151 365 330 256 217 176 300 272 212 180 147 356 323 251 ~ 173 291 264 206 175 143 348 315 245 7 ) 169 282 255 200 170 139 338 307 238 202 165 272 246 193 165 135 329 298 232 197 160 261 237 186 159 130 319 289 225 191 156 251 228 179 153 125 309 280 219 186 151 240 218 172 147 120 298 271 212 180 147 228 208 165 141 115 288 261 205 174 142 217 197 157 134 110 276 251 197 168 137 204 187 149 128 105 265 241 190 162 132 192 176 140 121 99 253 231 182 155 127 · 179 164 132 114 94 241 220 174 148 122 165 152 123 106 88 229 209 165 141 116 152 · 140 114 99 82 216 198 157 134 110 141 130 105 91 76 203 186 148 127 105 131 120 98 85 70 189 174 139 120 99 122 112 91 79 65 176 162 130 ~ 93 113 104 85 73 61 165 151 122 87 106 98 79 69 57 145 133 107 76 93 86 70 60 50 128 118 95 82 67 82 76 62 53 44 115 105 84 73 60 74 68 55 48 40 103 94 76 65 54 66 61 49 43 35 93 85 68 59 49 60 55 45 39 32 Properties 15.90 14.40 11.10 9.36 7.59 13.70 12.40 9.58 8.11 6.59 143 131 106 90.9 75.1 91.4 84.6 68.7 59.5 49.4 3.00 3.03 3.09 3.12 3.15 2.59 2.62 2.68 2.71 2.74 0.445 0.437 0.420 0.412 0.404 0.525 0.511 0.488 0.477 0.467 21.3 19.6 15.7 13.5 11.2 13.7 12.6 10.2 8.86 7.36 AMERICAN lNSTlTOTE OF STEEL CoNSTRUCTION . ( ~-.. ' ~'1'~t":.",· JOB ______________ ...,2=~=="-'-'=B=·:....:1:..._:-0=-::D,._,__ HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 SHEET NO. ___________ _ OF _ __,_c_nL..<C....!~=c....:::..+) __ CALCULATED BY _____ ~_A-'-· ----DATE ___ 8-l/'-=0'""'(""')'----- CHECKED BY ___________ _ DATE ________ _ SCALE .. ····j· .. ···· l -/-_)B~if 1 1'.~J;J:_];~~t~;/i./_ [. T_ •' ... -·-..... L . ' ... i. . ............. !.... ...... ........ ; ! ' .... . ·--~ . . . . . ......... : ,_ "" .. ; ........ ; ...... : . .. ~ ... .. .. .; .. . . . . ; .. ....... :""""'';· ··l"""' ;-- ········ ..... :·· ······: ... ] ----f ' ··.··· •: ' .6 ' i' :3 ··i l (I_ j .... ····: .... r·· .. ·' .... .... : ... , -:· .. ·······)·,. ...... . ,, ..... . ' : ! : 1) .. ,-.. ·: . 'l'\··/···· ·f . : .... . T ... 1; f:' ... :· ·, .... : . :· .. ··1··· .. . ! ~ .. .. :····--·· !,,. ' ............. :·· i , • , ,.,; ,, ,•,, • •" : f : ·••!•••m•••:•••• ,; •••: ; l : • "' •••• •• ••• -f tf i --; ~--i bi-=!11_!-T _ i _ , __ , __ :: , : -:: : : , . ___ _ ' .... ; ..... ~ .. ' ... ·=··· ........ . -: }_?1-.-~,J,':~_~_:1r_:~~-~~: __ ,_::rr-~A\nr_:~---l_!;~-,,!+'F~-~-~,.=·-,,_-- . . ........ . ..... :• ..... ., ............. ·: . . ·-----~ ··; .... :. . ........ r ··i····· --~ .......... ; .. ....... l ... . ....... : ........... : ... . .. ! ..... ! •••• = •••••• :_ ••• ' ................. : .... i ...... PROOUCT204·1 (Single Sheets) 205·1 (Padded) ' . ·····-t .... \·· .... T ... : .... : ... -;-... ' --;·· ....... : .... : ..... ;'" ...... . .... T" ..... , ....... , "';""""" ";'"'"""!. ' ' ...... = ..... . .... j .... L .. ; . 1 . . . . . . . ... ... ·; . ... ~ .. . ... : ..... i i ...... : .. . . . i . . . . : . ' ..... ;. ... . '~. . . ' ' . , . ·f ............ . ···{·-.. ·····j_ ... ;.. ... ···l ········:· ... .;. ..... ··:. ' ' . r··········· .. . ... : ..... ;., ... t .. . . . · j ..... ;. . . .. -~ ... . : ... . ..... ! . : ... ·r·· ' ···:·· ... FOO( HOPE Engineering 08/16/00 Foundations In accordance with the updated Geotechnical Report from Construction Testing and Engineering, Inc. (CTE) the allowable soil bearing pressure for spread and continuous footings is 2500 psf at this site. This value may be increased 33% for load combinations including wind or seismic forces. The concrete compressive strength in the footings is 3500 psi. The reinforcement yield strength is 60,000 psi. Footing load capacities for the footing sizes on the schedule were determined. Footing thickness and reinforcing was then designed to resist the loading. The structural analysis program Ramsteel generated a column load summary for the steel portion of the building. Footing sizes were then assigned to each column load and marked with the size specified on the footing schedule. Square footings for gravity columns receive only axial loads. The chevron-braced frames are pin-connected to the grade beam foundation that resists the lateral forces. Sliding resistance is based on the soils report with a friction factor of 0.35 and passive pressure of 250 pcf (maximum of 1.2 ksf horizontal pressure). 1)$) r (yJ otJ Pc--L ~ ~ ?cJ ~l{5f,v~ -----·---< (2<Io1714--J ----------/[ r;;..:l \ . . . \ . ' Cc 1 I· -: ,. 66-1 --~J i . q ~ TS6x6x3/8 POST b'-0" SG. ,c l'-6" DEEP FTG. T"l"P. U.N.O. .. --· ·----· ..... . foD~ ' _____ fi -----® -w \ \ \ \ RAM Steel V6.2 HOPE ENGINEERING Column Load Summary 4=-'003 DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:36:36 Steel Code: ASD 9th Ed. _'.SOil-,:..._),..W)W,_? z' s-)(SF Units: kips ,,, .. ,,., -'f'\l f' ;_:":,v1--'- Column Line 8 -18.48ft Level MEZZANINE Col# Height 48 14.00 Column Line 8 -K Level MEZZANINE Col# Height 22 14.00 Column Line 8 -59.80ft Level MEZZANINE Col# Height 42 14.00 Column Line 8 -H Level MEZZANINE Col# Height 41 14.00 Column Line 8 -111.68ft Level MEZZANINE Col# Height 8 14.00 Column Line 8 -F Level MEZZANINE Col# Height 7 14.00 Column Line 8 -153.41ft Level MEZZANINE Col# Height 43 14.00 Column Line 8 -174.38ft Level MEZZANINE Col# Height 1 14.00 Column Line 9.9 -153.41ft Level MEZZANINE Col# Height 44 14.00 Column Line 9.9 -174.38ft Level MEZZANINE Col# Height 2 14.00 Column Line 10.2 -H Dead 10.0 Dead 30.5 Dead 24.8 Dead 25.2 Dead 24.8 Dead 22.2 Dead 14.3 Dead 7.3 Dead 25.0 Dead 8.8 Self 0.4 Self 0.4 Self 0.4 Self 0.4 Self 0.4 Self 0.4 Self 0.4 Self 0.4 Self 0.4 Self 0.4 AeE"A 12-~Q'O A ~t'~ /\ f ~:1..5N:zo D t L... +Live -Live MinTot MaxTot 19.8 9.4 0.0 10.4 l/!f,'6 ~7.12.¢ .(.. ·2,s 2.4 Ip ?5~/ otc.. +Live 23.9 s tf,_i --;f. ', ... +Live 20.7 +Live 20.9 +Live 20.7 +Live 19.0 +Live 13.2 +Live 6.9 +Live 20.8 +Live 8.3 -Live MinTot MaxTot ~'f/4 0 . 0 3 0 . 9 5 4 . 9 ?::~. £..-"'-'f'p0rw ·JP, o ~ L. 52S ~ dl<: PMl-1~,.~ -Live MinTot MaxTot 0.0 25.2 45.8 /8), 51e Z JO 9 {)( -Live MinTot MaxTot 0.0 25.6 46.5 . it> l </iil L:. S;J1 S 1 ctt_ -Live MinTot MaxTot 0.0 25.2 le. !i"tf> t. "31 6 LP 45. 8 &~tr -Live MinTot 0.0 22.6 \l.o 1P (szs'P -Live MinTot 0.0 14.6 \?_,/)~ (. \~ tp -Live MinTot 0.0 7.7 <o ¢ ( sblf.t -Live MinTot 0.0 25.4 !@:s"" }) < -z~lfl ok.. 17'f · . <?f~~ MaxTot 41. 6 MaxTot 27.9 MaxTot 14.6 MaxTot 46.2 1o;Sl, 2. -Live MinTot MaxTot 0.0 9.2 17.4 RAM Steel V6.2 Column Load Summary Page 2 PtY!:J 4 HOPE ENGINEERING DataBase: MEZZ3 08/16/00 09:36:36 Building Code: UBCl Steel Code: ASD 9th Ed. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 34 14.00 34.5 0.4 25.8 0.0 34.9 60.7 Column Line 10.4 -59.80ft rp ( ~-0 n _!L ?..t-\.~ . > .., 'Gl•2. Level Col# Height Dead Self +Live -Live MinTot~·*4 MEZZANINE 18 14.00 48.2 0.4 30.2 0.0 48.6 78.9 Column Line 10.4 -F.8 ;2.4°t( 3(.;,rp _j_ $/ 12.. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 47 14.00 28.3 0.4 22.7 0.0 28.7 51. 4 Column Line 10.4 -111. 68ft 21~ ( 30f _j_ $1. 2.. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 10 14.00 33.0 0.4 25.1 0.0 33.4 58.5 Column Line 10.4 -F ? 3,s;·~ < ?,/-?, __1 ~ '~--t~ ')I, z. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 9 14.00 33.3 0.4 25.3 0.0 33.7 59.0 Column Line 62.79ft -23.95ft ?. 4.lj! < ?b lp _j__ ... ,! $1,2 Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 50 14.00 11. 6 0.4 10.9 0.0 12.0 22.9 i'l\ ~lbLft ~8} Column Line 64.95ft -153.41ft .. 1 t:· -r· t -~ Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 56 14.00 10.7 0.4 10.1 0.0 11.1 21.1 Column Line 64.95ft -163.13ft q f/.i ( l & r;il '-"'B) Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 5 14.00 3.5 0.4 3.3 0.0 3.9 7.2 Column Line 68.84ft -K ? ~ ( cr[/1 /0 :;I --$), 2.. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 21 14.00 29.9 0.4 23.6 0.0 30.3 53.9 Column Line 74.74ft -26.71ft 7.·2. ~ ( .~l,. ~ q ~ <; I• z.. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 25 14.00 1. 3 0.4 1. 3 0.0 1. 7 3.0 rh < ?~l'.'l _j_ Column Line 81. 57ft -127.11ft Ii -:z. 11,._;_ ,J ,,. ""2- Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 11 14.00 15.1 0.4 13.9 0.0 15.5 29.5 Column Line 12.9 -29.80ft /1. ~ ( !(, tfr: 1a --'$1. '2.- RAM Steel V6.2 Column Load Summary Page 3 HOPE ENGINEERING roo-5 DataBase: MEZZ3 08/16/00 09:36:36 Building Code: UBCl Steel Code: ASD 9th Ed. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 55 14.00 4.5 0.4 4.2 0.0 4. 9 9.1 4 7' ( 2./o~ \0 Column Line 12.9 -K .-:--~,.?.. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 54 14.00 10.1 0.4 9.5 0.0 10.5 20.1 0 ~-rt,( QI Column Line 12.9 53.80ft r .,. ,., -(._) ~-,,J ? 2 ':::. Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 58 14.00 25.0 0.8 20.8 0.0 25.8 46.6 ltt ~ ( t::1' \0 Column Line 12.9 -H 30 r --~\.~ Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 57 14.00 32.2 0.4 24.8 0.0 32.6 57.3 2.. ~ ¢ (-10¢ 10 Column Line 12.9 103.63ft _.:..--61,2 Level Col# Height Dead Self +Live -Live MinTot MaxTot MEZZANINE 39 14.00 21. 9 0.4 18.8 0.0 22.3 41.1 rtfl I r~\ 1 ,.,,'".::> <.__;2.:.;, _.. ~1-2.. HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 JQ8 _______________ 24""""""'-~=':;2=G'e-+-/--- SHEETNQ. ___________ QF __ _._F_....,! Q__,_ .... I __ _ CALCULATEDBY __________ DATE _______ _ CHECKEDBY ___________ DATE _______ _ SCALE . . ... ·:···· ... ;···-..... :"" .. ···;····· ..... . ..... ... L ... ······ f· .. . .: .. .. . : .. . . . :. . . .. -·~ .. ' --:·········: ..... :····· .: .. ··;··· ···;·" .... . ······\···-< .... ;· . ...; ... ) ... , .. ···;·······: ····"(···'··· ., .......... , .... . ' l·······:··~•······1·······!··' ..... : ...... , ..... , ..... ,1 .... i-.. r. . ; ... ---~ ........ 1 ..... -~ ·i . . ;--... : ....... ., ..... ; .. . .. --· :········: ..... --....-........a-....,;...-..;-.....;.--K-.... : ..... [ .... ···\ ······ ··] ... ;··· ... i ..... : ..... . : ; l ~ .. .. .. : ... ·:. ...... =······ : .. ·r ... ' •' ..... : ...... : _____ ., ......... . . . ,: .... : ...... ; .............. : .... ~ ... . ... ; .... . . .... : ....... '.-.. ,-.. 1----. ... ! --····i· ·-· . .. , ' ......... , .. ' . T : ;z. T. ill : , : , , , · .·. -'-M'-·_tJJ _:: ·r -Ot .!.:.. .. ,.-.......... :-... -:-.,.---.,-.... -.-.• -.. -.,.-.... -,..'-... -... -.:,--.....:,-.. -. ..;.., ____ ...,_;:·-~~. , .....• • , 1 n2o'UJ~ Z i--a 1 1AJ:;f.oo#b ··· l _:· . .-. · :_·· _ _-·-.-.. '.·_--····J _-_--.·.. . . .-.. ·· . .-[·_--_-_--·_--:(ii .. : F.Qo.T.}J;;, .. 1: ~;r~J .. ck~ f.DhFrtt -·· --:_ -•---· --: -f\>J/t~ ,;;~C>f 1; $ ~; PRODUCT204·1 (SmgleSheels)205·1 (Padded) JQB _________________ ....;2==-.L/'").,d.,:,..--,,'--''-'~)L.i..~~~,u)~,C>':::_~-=-· HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 SHEET NO. ___________ _ Qf ___ t...,__:._\0=-s2.c:....-- CALCULATEDBY ____ __:.:E::=A__,_-___ _ DATE __ s-=-;.;_'..:::Do~-- CHECKED BY ___________ _ DATE ________ _ SCALE ... _; .... , : t;,Jistri fit ·::_f'~_tjj_~r,;J: ~j;~ l~i. _[ -.. -~:~ W, . c,01'!, Wh~~ .. ; 1, ........ 1 ..... ; ...... , ..... , .. , : ........ ' .... ; ........ , ..... ! 2.. t"p.v: .. f.?i ... .... -. ; ...... ·r . ..... .. ... . ... : , __ :~,~:r~!f ~;;l:~J Ji~~~~i~-tr+tY :~~+~~i~;s~;_ : ·-. :· ...... . .. . ... ..... --·--·:· ..... : ..... ' . [_ ·-----i-------.. , ...... i.. 1--·--.. L ...... i ......... , ...... , .. : .. .' .................... . : ...... "' :.. .. ; . : ! . . ; ................ : . . . .: ............... -~-.. '• ..... ; . .. . . .. : : .... !. _-_; {j~'.~:f ·--h 01f ~T~f ~if~ ~~1.+ t1+ f_? iJI . iGf ~1cJvk,~,Je:\: .... , .. : ........ ;.~ ·; ........ : ...... '. .... ~~·'"! ... ;·. l .. T ... J ·-r ---~~!' .... l" ....... L.+f! ........ : ..... :"·' .... , ...... ·f· .... , .... · ........... f\ .. ~ ·: ... -ZJ I?_-. : .... >?c;~t.1 :·~-ff'~.1 .... 1 ....... , .. ·\o .. 74-:· .... : ........... i ... , .... ;.. , ...... . ....... ..... ..· ... '. ........... ; .... ; ... '. ........ :. i i .. : ....... ; ..... : ...... i ....... L. .... :.= ...... ,..... . .......................... ········ ........ :. . . ' . . . . • . : 1 ..... ,-·.·.~ ·. ··_t:r~t.: ;:J~:~J··~iJ•~·~J~!i ;: _~-.... -. f .-.. h.~· --l.: ·.:i;:; .t· j. ;--~~:a~; . , . .. .. , ...... ;.~ .. ,;-9:?' .. .i.. ..... .i ....... ! ....... , ..... · ..... , .... -: ..... ; .... + ..... j" ...... : ....... T ..... , ..... _ ...... , ...... ·;·. _; ~:~6J~, ra:·2~-~ _J;f ~ t-4'~--TN)-f4t;iN;~:-: ' -. . _[ ~ '.' ·;, [(,j;·! l'f &E i;;;,,;E~-; t: :_ .1 :_: -, : .. : ..... -.......... .. . . . . . . . . :····· ··r. : . . . . : . i : : : :· .. f21iJ~t~ J}:ki_K-~~H~-tl;~}iii~_ib: j~:e,T,1;~ * .. -····· --· .... ; ·i . = ..... ~ .. .. . . I . .. . ;... .. .. . j· ........ i .... ~ ... .. ... .. ... . = .. .• . : . .. . • : ... ; . .. ...... ".. . ... ·:· . ; ............... i,.:. --·····\,,:,,. .... ; ...... ),..... .i ....... ; .... ; ..... ~ ...... i ... -: .... .... ····· --; .. . :-.. ~ . . . : __ ! 1 : : • • ! : 1 . . ! : : , ... f ···-., . . ... : ....... · ··'a)_i~1 Tl:tj rrrt~r:·t~f~i~fe>·).· .·~·:!~ >.j J1~U.,€51f" ! F&rt ~ i ~ j 7 r.: G"" '·x \/~ :' : ..... , ... ,., .. ; . . ...... ·; . ··;· :· .... ., . i" ...... ; ............. ·: . . . .. . . . . . :• .. . i •• ; ., : ..... ....... ,: ... :- ...... : ' ··-··· ___ ! ..... ~ ....... :, __ ---:····"'" :--···· ···! .. -·-..•. ····t .... .. . ·· .. !·· .. ·;······" i··-·····t ..... . .. = ..... '! .. PROOUCT204·1 (SmgleShe<ls)205-1 (Padded) HOPE Engineering 08/16/00 Lateral Analysis The existing building consists of a single story tilt-up concrete building with a small 1 story mezzanine at 14 '-0" above finish grade between grids G to K and 13 to 14. The existing mezzanine is being removed and a new mezzanine being added between grids 8 to 13 and B.5 to K.5. The new mezzanine is a chevron braced steel frame with steel framing and 3-1/4 inch L W concrete over 18 gage Verco W2 deck supported by TS6x6x3/8 columns. Chevron braces consist of TS6x6x3/8 braces, with a minimum of one bay of bracing on each side. To maintain the mezzanine's independence from the tilt up wall system, a seismic separation was provided between components of the building attached to the perimeter wall and the mezzanine. While the mezzanine is inherently stiff, and the tilt up panels are stiff in their own plane, the out of plane movement of the tilt up panel was a concern. For this reason the seismic separation was set to 6 inches (see calculation in the story displacements and drift section). The mezzanine was modeled for seismic and wind lateral design forces using the 'Ram Frame' structural analysis program from Ram Analysis. The program does a three- dimensional analysis of the structure. It calculates the mass of each floor based on the floor loading information we have provided. It also calculates the center of mass of each floor. The center of rigidity is inherent in the model and is calculated. The torsional moment increase due to the accidental eccentricity is accounted for by displacing the center of mass the proper 5% dimension. This technique is acceptable per 1997 UBC section 1630.6. The base shear is calculated by Ram Frame utilizing the UBC static force procedure. The story forces are then transferred vertically to each level. The period of the building is calculated by Ram Frame. This is compared with the code prescribed l-(;d { I I HOPE Engineering 08/16/00 l(f(t ', method A period. If the calculated period is greater than the method A period increased 30%, then the increased method A period is used for the design as required by the code. Each level is modeled as a rigid diaphragm. The lateral system consists of steel chevron braced frames from the Mezzanine level to the foundation. The frames are pin connected at the base. Grade beam design follows the frame reactions. The story forces are transferred to the frames through welds and steel studs embedded in the concrete floor on the mezzanine level. Chord and drag forces are resisted by steel beams and reinforcing bars in the concrete fill on metal deck at the floor level. Redundancy check indicates that the braced frame has a redundancy value of Rho less than 1.1. A value of Rho = 1.1 was used for the design of the braced frames. HOPE ENGINEERING DataBase: MEZZ3 08/16/00 09:18:10 Code Check <0.40 .40-.50 .50-.60 .60-.70 .70-.80 .80-.90 .90-.95 .95-1.00 >l.00 HOPE ENGINEERING DataBase: MEZZ3 08/16/00 09:18:10 Code Check <0.40 .40-.50 .50-.60 .60-.70 .70-.80 .80-.90 .90-.95 .95-1.00 >1.00 !'\ril"l .C .L CULL<::: V O • L -.c.Lc1m<::::: t•1uu<:::::..1. LJdt..d HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl STORY DATA: Level 1 Story Label MEZZANINE FRAME MEMBERS Frame #1: Level: MEZZANINE Steel Column: # X y ft ft 41 35.621 83.799 42 35.621 59.799 Steel Beam: # X y ft ft 96 35.621 59.799 35.621 83.799 Steel Brace: # Level 8 MEZZANINE Base 9 MEZZANINE Base Frame #2: Level: MEZZANINE Steel Column: # X y ft ft 39 82.911 103.632 57 82.911 83.799 Steel Beam: # X y ft ft 150 82.911 83.799 82.911 103.632 Steel Brace: # Level 16 MEZZANINE 08/16/00 14:46:43 Layout Type MEZZ Height ft 14.00 RigMaj RigMin Fixity Fy Section in in xyt ksi 0.00 0.00 PPP 46 TS8X8X.3125 0.00 0.00 PPP 0.00 0.00 PPP 46 TS6X6X.3750 0.00 0.00 PPP RigEnd Fixity Fy Section in xyt ksi 0.00 PPP 50 W21X50 0.00 PPP X y Fix Fy Section ft ft xyt ksi 35.621 71. 799 PPP 46 TS6X6X.3750 35.621 59.799 PPP 35.621 71.799 PPP 46 TS6X6X.3750 35.621 83.799 PPP RigMaj RigMin Fixity Fy Section in in xyt ksi 0.00 0.00 PPP 46 TS6X6X.3750 0.00 0.00 PPP 10.41 0.00 FFF 46 TS6X6X.3750 0.00 0.00 FFF RigEnd Fixity Fy Section in xyt ksi 3.00 FFF 50 W21X50 0.00 FFF X y Fix Fy Section ft ft xyt ksi 82.911 93.716 PPP 46 TS6X6X.3750 L'-fil'l I: .L d!llt:: V U • .!. -I:.Ld!llt:: l'lUUt::.L LJdLd HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl Base 17 MEZZANINE Base Frame #3: Level: MEZZANINE Steel Column: # X ft 43 35.621 44 50.371 56 64.954 Steel Beam: # X ft 98 35.621 50.371 148 50.371 64.954 Steel Brace: # Level 1 MEZZANINE Base 2 MEZZANINE Base 14 MEZZANINE Base 15 MEZZANINE Base Frame #4: Level: MEZZANINE Steel Column: # X ft 48 35.621 50 62.788 Steel Beam: # X ft y ft 153.411 153.411 153.411 y ft 153.411 153.411 153.411 153.411 y ft 18.482 23.953 y ft 08/16/00 14:46:43 82.911 82.911 82.911 RigMaj in 0.00 0.00 0.00 0.00 0.00 0.00 83.799 PPP 93.716 PPP 103.632 PPP RigMin Fixity in xyt 0.00 PPP 0.00 PPP 0.00 PPP 0.00 PPP 10.41 FFF 0.00 FFF 46 TS6X6X.3750 Fy Section ksi 46 TS6X6X.3750 46 TS6X6X.3750 46 TS6X6X.3750 RigEnd Fixity Fy Section in xyt ksi 0.00 PPP 50 W21X50 0.00 PPP 0.00 FFF 50 W21X50 3.00 FFF X y Fix Fy Section ft ft xyt ksi 42.996 153.411 PPP 46 TS6X6X.3750 35.621 153.411 PPP 42.996 153.411 PPP 46 TS6X6X.3750 50.371 153.411 PPP 57.663 153.411 PPP 46 TS6X6X.3750 50.371 153.411 PPP 57.663 153.411 PPP 46 TS6X6X.3750 64.954 153.411 PPP RigMaj RigMin Fixity Fy Section in in xyt ksi 0.00 0.00 FFF 50 TS6X6X.3750 0.00 0.00 FFF 0.00 0.00 FFF 46 TS6X6X.3750 0.00 0.00 FFF RigEnd Fixity Fy Section in xyt ksi .K.t-1.t•1 r: .L cime v o. ,e. -r: .L ctme t•1uue J. uci Le:! HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl 129 35.621 18.482 62.788 23.953 Steel Brace: # Level 10 MEZZANINE Base 11 MEZZANINE Base 08/16/00 14:46:43 0.00 PPP 50 W21X50 0.00 PPP X y Fix Fy ft ft xyt ksi 49.204 21. 217 PPP 46 35.621 18.482 PPP 49.204 21. 217 PPP 46 62.788 23.953 PPP Section TS6X6X.3750 TS6X6X.3750 £\.l"IJ.'l .Cl.c:Ullt:: vu.L. -\..,l..ll..t::.L.Lcl, LVld::i::i dllU .C..X.]:JU::iULt:: Ucll..d HOPE ENGINEERING DataBase: MEZZ2B CRITERIA: 08/15/00 16:42:24 Rigid End Zones: Member Force Output: Include Effects: 10.00% Reduction At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base DIAPHRAGM DATA: MEZZANINE Rigid Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes STORY MASS DATA: Calculated Values: Level MEZZANINE WIND EXPOSURE DATA: Calculated Values: Mass k-s2/ft 15.67 MMI ft-k-s2 28500 Xm ft 56.82 Ym ft 90.19 EccX ft 2.41 EccY Lump ft 7.85 None Level Min X 35.12 Building Extents (ft) Max X Min Y Max Y Expose Parapet ft MEZZANINE 83.41 17.87 174.88 Full 0.00 .K1-uv1 ~ rame v o • .t. -Loa as ana 1-1pp.1.1ea .1rorces HOPE ENGINEERING DataBase: MEZZ2B LOAD CASE: WIND Wind Exposure: B 08/15/00 16:42:24 UBC 97 Basic Wind Speed (mph): 70.0 Importance Factor: 1.000 Method 1 (Normal Force) Mean Roof Height(ft): Top Story Height+ Parapet= 14.00 Ground Level: Base WIND PRESSURES: L-cru q CeLeeward = 0.620 CqWindward = 0.8 CqLeeward = 0.5 qs = 12.60 psf Height CeWindward ft 14.00 0.620 0.00 0.620 APPLIED STORY FORCES: Type: Wind UBC97 1 X Level MEZZANINE Type: Wind UBC97 1 Y Level MEZZANINE Pressure psf 10.156 10.156 Ht ft 14.00 Ht ft 14.00 Fx kips 11.16 11.16 Fx kips 0.00 0.00 Fy kips 0.00 0.00 Fy kips 3.43 3.43 X ft 0.00 X ft 59.27 y ft 96.38 y ft 0.00 ~.1-uv1 r rame v o . .c. -1.,oaas ana 1-1pp.Liea r·orces HOPE ENGINEERING DataBase: MEZZ2B 08/15/00 16:42:24 LOAD CASE: SEISMIC Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: 1.000 Soil Type: SD Na: 1.000 Nv: 1.000 Special Provisions: Force Ground Level: Base Dir Eccent R Ta Equation Building Period-T X + And -5.6 Std,Ct=0.035 Method B Calculated y + And -5.6 Std,Ct=0.035 Method B Calculated Dir Ta T T-used Cv X 0.253 0.165 0.165 0.64 y 0.253 0.188 0.188 0.64 Total tuilding Weight (kips) APPLIED STORY FORCES: Type: EQ_UBC97_X_+E_F Level MEZZANINE Type: EQ UBC97 X -E F Level ---- MEZZANINE Type: EQ UBC97 Y +E F Level ---- MEZZANINE Type: EQ_UBC97_Y_-E_F Level MEZZANINE Ht ft 14.00 Ht ft 14.00 Ht ft 14.00 Ht ft 14.00 Ca .llCaI 0.44 0.048 0.44 0.048 = 504.57 Fx kips 99.11 99.11 Fx kips 99.11 99.11 Fx kips 0.00 0.00 Fx kips 0.00 0.00 .8ZNvI/R 0.057 0.057 Fy kips 0.00 0.00 Fy kips 0.00 0.00 Fy kips 99.11 99.11 Fy kips 99.11 99.11 2.5CaI/R 0.196 0.196 X ft 56.82 X ft 56.82 X ft 59.23 X ft 54.40 ~o lo CvI/RT Ft 0.693 0.00 0.609 0.00 y ft 98.04 y ft 82.34 y ft 90.19 y ft 90.19 .K.1-1.1v1 r rame v o . .c. -J.Joaas ana 1-1.pp.Liea r·orces HOPE ENGINEERING 08/15/00 16:42:24 UBC 97 Static Force Procedure DataBase: MEZZ2B LOAD CASE: DRIFT Seismic Zone: 4 Na: 1.000 Importance Factor: 1.000 Soil Type: SD Nv: 1. 000 Special Provisions: Drift Ground Level: Base Dir Eccent R Ta Equation Building Period-T X + And -5.6 Std,Ct=0.035 Method B Calculated y + And -5.6 Std,Ct=0.035 Method B Calculated Dir Ta T T-used CV· X 0.253 0.165 0.165 0.64 y 0.253 0.188 0.188 0.64 Total Building Weight (kips) APPLIED STORY FORCES: Type: EQ UBC97 X +E Drft Level ---- MEZZANINE Type: EQ UBC97 X -E Drft Level ---- MEZZANINE Type: EQ UBC97 Y +E Drft Ht ft 14.00 Ht ft 14.00 Level ----Ht ft MEZZANINE 14.00 Type: EQ UBC97 Y -E Drft Level ----Ht ft MEZZANINE 14.00 Ca .llCaI 0.44 0.048 0.44 0.048 = 504.57 Fx kips 99.11 99.11 Fx kips 99.11 99.11 Fx kips 0.00 0.00 Fx kips 0.00 0.00 .8ZNvI/R 0.057 0.057 Fy kips 0.00 0.00 Fy kips 0.00 0.00 Fy kips 99.11 99.11 Fy kips 99.11 99.11 2.5CaI/R 0.196 0.196 X ft 56.82 X ft 56.82 X ft 59.23 X ft 54.40 io l J CvI/RT Ft 0.693 0.00 0.609 0.00 y ft 98.04 y ft 82.34 y ft 90.19 y ft 90.19 ,,, RAM INTERNATICNAl RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Level Center of Rigidity Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 Centers of Rigidity Centers of Mass Xr Yr Xm Ym ft ft ft ft MEZZANINE 65.70 96.81 56.82 90.19 lotg_ 08/16/00 15:50:18 HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: Rl DeadLoad R2 PosLiveLoad Wl WIND W2 WIND Sl SEISMIC S2 SEISMIC S3 SEISMIC S4 SEISMIC S5 DRIFT S6 DRIFT S7 DRIFT S8 DRIFT Level: MEZZANINE 08/16/00 09:36:36 Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER Wind UBC97 1 X Wind-UBC97_1_Y ---EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ UBC97 Y -E F EQ-UBC97-X-+E-Drft EQ-UBC97-X--E-Drft EQ-UBC97-Y-+E-Drft EQ=UBC97=Y=-E=Drft Center of Mass (ft): (56. 82, 90 .19) LdC Disp X Disp Y Theta Z Rl R2 Wl W2 Sl S2 S3 S4 S5 S6 S7 S8 in 0.00000 0.00000 0.00625 -0.00022 0.05539 0.05663 -0.00640 -0.00678 0.05539 0.05663 -0.00640 -0.00678 in -0.00001 -0.00001 -0.00067 0.00233 -0.00576 -0.00742 0.06729 .06780 -0.00576 -0.00742 0.06729 0.06780 rad -0.00000 -0.00000 0.00000 -0.00000 -0.00000 0.00001 -0.00001 -0.00001 -0.00000 0.00001 -0.00001 ~ -0. 00001 .,/',,) \ ------~ "------------ 5'0,)lu<c_ S\::_1~-~c rP-J IJ~ p ~ r--Q1_($.)~ ---~ cff _rf!_~ e~ ( Ml fl-oil-1lur VvP (~ Title : idun t.i. Job # 200089.00 Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard L~o(} Scope: analyze (e) framing for new mech. units on roof Rev: 510300 User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Tilt-Up Wall Panel Design Page 1 i: ro·ects 2000 200081.00 calc enercalc 2000 Description ashworth typical panel ! General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ear e1g Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 4.000 ft 8.000 in 6 8.000 in 4.000 in 150.0 145.00 pcf C Fy Phi Width , . PSI 60,000.0 psi 0.900 12.000 in e1sm1c one Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined Using: UBC Sec. 1914.0 method ... Deflections are Iterated Parapet Weight Counteracts Middle 0.0020 0.0012 0 % 0.3000 0.3000 [ 7 L•o•a•d•sl!llll!_l!IIJlllm11! ________________ ..,_llalJl!IIIIIJ!ll!IMllll!ll _________ llilllllll_-_--11111· _11111_1111_m_ .-lllll-1111 ... m.llill-j WiNM -Lateral Loads Vertical Loads Wind Load 25.000 psf Uniform DL Uniform LL Point Load lbs ... eccentricity #/ft #/ft in ... height ft .. .load type Seismic Concentric DL Lateral Load #/ft Concentric LL lbs lbs ... distance to top 35.000 ft ... distance to bot ft ... !oad type Seismic Seismic "I" Magnifier Wind "I" Magnifier 1.000 1.000 i Wall Analysis L--------------~lllllll!l~ll!lllllli~l!lfl.l!lli~----llljll!llilll!IIIIIIIIIJi!l!lmpil!ll!~~~--lllllllllll or ac ore resses or erv1ce e ec ions Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind Seismic Wind 1.996 0.908 in 0.335 0.289 in 56,576.1 44,417.8 in-# 40,411.5 34,837.5 in-# 2~ 9,182.0 in-# 3,962.7 0.0 in-# C..,...i:?.§_~_,.. 1.339 in 0.765 0.293 in 6.1,179.2 47,044.9 in-# 41,825.7 35,390.1 in-# 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in I ~ummary I Wall Design OK 31.00ft clear height, 4.00ft parapet, 8.00in thick with #6 bars at 8.00in on center, d= 4.00in, fc = 3,500.0psi, Using: UBC Sec. 1914.0 method ... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 65,179.20 in-# Moment Capacity 129,571.33 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Sfan Applied: Mu @ Top o Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.6 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * re ----.• -• ·-· ·----------~ n, --- 3 f"I <, \ \ 'd·b ------:::-n ·., l:J;l? .. /;>,/j, V Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.765 in Deflection Limit 2.480 in Seismic 129,571.33 in-# 65,179.20 in-# 3,897.60 in-# 0.76 In 487 :1 0.0138 0.0150 19.64 psi 140.00 psi Wind 127,893.27 in-# 47,044.88 in-# 3,060.00 in-# 0.29 in 1,269 : 1 0.0138 0.0150 19.64 psi 140.00 psi i I i i I I I I I ! Title : idun t.i. Job # 200089.00 Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard l,-0~~ Scope: analyze (e) framing for new mech. units on roof 'R;;:·510300 --------------T-.,-,t-_-U_p_W_a_l_l_P_a_n_e_l _D_e_s-·1_g_n ______________ Page .. T, User: KW~60154, Ver 5.1.3, 22-Jun-1999, Wm32 Cc) 1983-99 ENERCALC i: ro·ects 2000 200081.00 calc enercalc 2000 Description ashworth typical panel ! Analysis Data I E n =Es/ Ee Fr Multiplier for sqrt(fc) Ht/Thk Ratio Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) C =a/ .85 lgross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn = As;eff Fy (d -a/2) 3,372,165.5 psi 8.60 5.000 46.50 Sgross Mer= S * Fr Fr= Rho: Bar Reinf Pct Seismic 0.704 in 1.183in 1.392 in 512.000 in4 51.97 in4 0.00 in4 0.900 143,968.14 in-# 128.000 in3 37,862.9 in-# 295.80 psi 0.0249 Wind 0.693 in 1.165 in 1.370 in 512.00 in4 51.51 in4 0.00 in4 0.900 142,103.64 in-# ' · Additional Values --,I .... ____________________________________ ___ Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 29.000 psf 29.000 psf 0.00 #/ft 1,885.00 #/ft 1,885.00 #/ft Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 0.00 2,639.00 2,639.00 Wind 0.00 #!ft 1,979.25 #/ft 1,979.25 #/ft ; ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... seismic = ST * : 1.700 1.700 1.100 roup acor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.900 1.300 ac or UBC 1921.2.7 "0.9" Factor -----------·----------------------------·----·--·------·--! Sketch & Diagram I Elf. Width = 12.0m Seismic Factor = 0.300 Seismic Zone = 4 Fy = 60,000psi re = 3,SOOpsl Using: #6 @ 8.00in Thick = 8.00in Design Method : 1994 USC 1914.0 w/ Iterated Deflections -29psf ~9psf -25psf ,~ c::: -29psf ~Spsf I ~ E E ~ g t Seismic Load -4 -25 I 4ft ~ 1:::: ,:::: I I 31ft ~ J ~L Wind Load 0.900 I L. ---------------------------------- u.i. J.. .L '- HOPE ENGINEERING DataBase: MEZZ3 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: Rl DeadLoad R2 PosLiveLoad Wl WIND W2 WIND Sl SEISMIC 08/16/00 09:36:36 Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER Wind UBC97 1 X ---Wind UBC97 1 Y EQ_UBC97_X_+E_F 82 SEISMIC S3 SEISMIC S4 SEISMIC 85 DRIFT S6 DRIFT 87 DRIFT 88 DRIFT EQ_UBC97_X~-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F EQ_UBC97_X_+E_Drft EQ_UBC97_X_-E_Drft EQ_UBC97_Y_+E_Drft EQ_UBC97_Y_-E_Drft = 3,Cf'd-bj 2 .61 Cf~) (:064) L-) J'\ :::: 0, ;}7 t f RESULTS: Location (ft) : (35.992, 19.225) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in MEZZANINE Rl -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 R2 -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 Wl 0.0063 -0.0007 0.0063 -0.0007 0.0000 0.0000 W2 -0.0004 0.0024 -0.0004 0.0024 0.0000 0.0000 C ~ ~ Sl 0.0543 -0.0055 0.0543 -0.0055 0.0003 0.0000 ft·t,l~ii', 82 CO..~:> -0.0110 0.0689 -0.0110 0.0004 0.0001 --~··· . S3 -0.0119 0.0689 -0.0119 0.0689 0.0001 0.0004 .,,~-------84 -0.0164 0.0706 -0.0164 0.0706 0.0001 0.0004 S5 0.0543 -0.0055 0.0543 -0.0055 0.0003 0.0000 S6 0.0689 -0.0110 0.0689 -0.0110 0.0004 0.0001 87 -0.0119 0.0689 -0.0119 0.0689 0.0001 0.0004 S8 -0.0164 0.0706 -0.0164 0.0706 0.0001 0.0004 .t<.A.M !'Tame Vb.~ -ur1rc HOPE ENGINEERING DataBase: MEZZ3 CRITERIA: 08/16/00 09:36:36 Rigid End Zones: Member Force Output: Include Effects: 10.00% Reduction At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASES: Rl DeadLoad RAMUSER R2 PosLiveLoad RAMUSER Wl WIND Wind UBC97 1 X W2 WIND Wind UBC97 1 y Sl SEISMIC EQ_UBC97_X_+E_F 82 SEISMIC EQ_UBC97_X_-E_F S3 SEISMIC EQ_UBC97_Y_+E_F S4 SEISMIC EQ_UBC97_Y_-E_F 85 DRIFT EQ_UBC97_X_+E_Drft S6 DRIFT EQ_UBC97_X_ -E Drft 87 DRIFT EQ_UBC97_Y_+E_Drft S8 DRIFT EQ_UBC97_Y_-E_Drft RESULTS: Location (ft) : (81.649, 126.870) Story LdC Displacement Story Drift Drift X y X y X in in in in MEZZANINE Rl 0.0000 -0.0000 0.0000 -0.0000 0.0000 R2 0.0000 -0.0000 0.0000 -0.0000 0.0000 Wl 0.0062 -0.0007 0.0062 -0.0007 0.0000 W2 -0.0001 0.0023 -0.0001 0.0023 0.0000 Sl 0.0559 -0.0061 0.0559 -0.0061 0.0003 S2 0.0503 -0.0031 0.0503 -0.0031 0.0003 ----.. ............... S3 -0.0036 (o. 065~, '! -0.0036 0.0654 0.0000 S4 -0.0018 o·.-0-545 -0.0018 0.0645 0.0000 85 0.0559 -0.0061 0.0559 -0.0061 0.0003 S6 0.0503 -0.0031 0.0503 -0.0031 0.0003 S7 -0.0036 0.0654 -0.0036 0.0654 0.0000 S8 -0.0018 0.0645 -0.0018 0.0645 0.0000 Ratio y 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0004 0.0004 0.0000 0.0000 0.0004 0.0004 .Kl-il'l .t' L"cllll~ VO • L. -LJL" l. LC. HOPE ENGINEERING DataBase: MEZZ3 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: Rl DeadLoad R2 PosLiveLoad Wl WIND W2 WIND Sl SEISMIC S2 SEISMIC S3 SEISMIC S4 SEISMIC S5 DRIFT S6 DRIFT S7 DRIFT S8 DRIFT RESULTS: Location ( ft) : (82.762, 08/16/00 09:36:36 Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER Wind UBC97 1 X Wind UBC97 1 y EQ_UBC97_X_+E_F EQ_UBC97_X_ -E F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F EQ_UBC97_X_+E_Drft EQ_UBC97_X_-E_Drft EQ_UBC97_Y_+E_Drft EQ_UBC97_Y_-E_Drft 29.989) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in MEZZANINE Rl -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 R2 -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 Wl 0.0063 -0.0007 0.0063 -0.0007 0.0000 0.0000 W2 -0.0004 0.0023 -0.0004 0.0023 0.0000 0.0000 Sl 0,-05..45 -0. 0061 0.0545 -0.0061 0.0003 0.0000 c§2 o·.06:ig) -0.0029 0.0670 -0.0029 0.0004 0.0000 s:r --..: o :-of10 o. 0653 -0.0110 0.0653 0.0001 0.0004 S4 -0.0149 0.0643 -0.0149 0.0643 0.0001 0.0004 S5 0.0545 -0.0061 0.0545 -0.0061 0.0003 0.0000 S6 C5~0 :)-O. 0029 0.0670 -0.0029 0.0004 0.0000 S7 -o·:-o·n·o o. 0653 -0.0110 0.0653 0.0001 0.0004 S8 -0.0149 0.0643 -0.0149 0.0643 0.0001 0.0004 ,,, UBC Redundancy Factors Summary RAM INTERNATICNAI. RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 CRITERIA: Rigid End Zones: Include Effects: 10.00% Reduction P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Level for Ab: MEZZANINE Ab (ft2) = 6307.1 Load Case: Sl Level MEZZANINE rmax Rho = = Load Case: S2 Level MEZZANINE rmax Rho = SEISMIC Story V kips 99.28 0.196 1.000 SEISMIC StoryV kips 99.28 0.246 1.000 EQ_UBC97_X_+E_F ElementV n kips 19.43 0.196 EQ_UBC97_X_-E_F ElementV n kips 24.38 0.246 Load Case: S3 SEISMIC EQ_UBC97_Y_+E_F Level Story V ElementV n kips kips MEZZANINE 99.31 26.85 0.270 rmax = Rho = Load Case: S4 Level MEZZANINE rmax Rho = 0.270 1.068 SEISMIC StoryV kips 99.32 0.277 1.091 ( U,J1,, l I j EQ_UBC97_Y_-E_F ElementV ri kips 27.52 0.277 Load Case: S5 DRIFT EQ_UBC97_X_+E_Drft Level Story V ElementV n kips kips MEZZANINE 99.28 19.43 0.196 Rhoi Element 0.713 Brace 10 Rhoi Element 0.975 Brace 10 Rhoi Element 1. 068 Brace 8 Rhoi Element 1.091 Brace 8 Rhoi Element 0.713 Brace 10 L-o3o 08/16/00 09:28:43 UBC Redundancy Factors Summary RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 rmax Rho = Load Case: S6 Level MEZZANINE rmax = Rho = Load Case: S7 Level MEZZANINE rmax = Rho = Load Case: S8 Level MEZZANINE rmax = Rho = 0.196 1.000 DRIFT EQ UBC97 X -E Drft ----Story V ElementV n kips kips 99.28 24.38 0.246 0.246 1.000 DRIFT EQ_UBC97_Y_ +E_Drft Story V ElementV _ n kips kips 99.31 26.85 0.270 0.270 1.068 DRIFT EQ_UBC97_Y_-E_Drft StoryV ElementV n kips kips 99.32 27.52 0.277 0.277 1.091 Rhoi Element 0.975 Brace 10 Rhoi Element 1.068 Brace 8 Rhoi Element 1.091 Brace 8 Page 2/2 08/16/00 09:28:43 r11 UBC Redundancy Factors RAM INTERNATlCNAI. RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 CRITERIA: Rigid End Zones: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Level for Ab: MEZZANINE Ab (ft2) = 6307.1 Include Effects: 10.00% Reduction Scale Factor: 1.00 Maximum Angle from Parallel between adjacent bays for which Column is considered 'common to two bays': 10.0 deg Load Case: Sl rmax = SEISMIC EQ_UBC97_X_ +E_F 0.196 Rho = 1.000 Level: MEZZANINE Story Shear (kips): 99.28 Brace# ElementV ri kips 1 14.30 0.144 2 14.30 0.144 3 -2.12 0.021 4 -2.12 0.021 5 19.43 0.196 6 19.43 0.196 7 14.17 0.143 8 14.06 0.142 9 -2.11 0.021 10 -2.12 0.021 Column# Element V n kips Load Case: S2 rmax = SEISMIC EQ_ UBC97 _X_-E_F 0.246 Rho = 1.000 Level: MEZZANINE Story Shear (kips): 99.28 Brace # Element V kips 1 11.60 2 11.60 3 -4.32 4 -4.32 n 0.117 0.117 0.044 0.044 Rhoi 0.252 0.252 0.000 0.000 0.713 0.713 0.235 0.221 0.000 0.000 Rhoi Rhoi 0.000 0.000 0.000 0.000 08/16/00 09:28:43 r11 UBC Redundancy Factors RAM INTERNAoc:NAI. RAM Frame v7 .0 Hope Engineering DataBase: MEZZ3 Brace# ElementV 5 24.38 6 24.38 7 11.50 8 11.40 9 -1.00 10 -1.00 Column# ElementV kips n 0.246 0.246 0.116 0.115 0.010 0.010 n Load Case: S3 SEISMIC EQ_UBC97_Y_+E_F rmax = 0.270 Rho = 1.068 Level: MEZZANINE Story Shear (kips): 99.31 Brace# Element V n kips 1 -0.38 0.004 2 -0.38 0.004 3 26.85 0.270 4 26.85 0.270 5 0.71 0.007 6 0.71 0.007 7 -0.38 0.004 8 -0.38 0.004 9 22.39 0.225 10 22.54 0.227 Column# Element V n kips Load Case: S4 SEISMIC EQ_UBC97_Y_-E_F rmax Rho = = 0.277 1.091 Level: MEZZANINE Story Shear (kips): 99.32 Brace # Element V kips 1 0.45 2 0.45 n 0.004 0.004 Rhoi 0.975 0.975 0.000 0.000 0.000 0.000 Rhoi Rhoi 0.000 0.000 1.068 1.068 0.000 0.000 0.000 0.000 0.883 0.890 Rhoi Rhoi 0.000 0.000 (....--U7) Page 2/5 08/16/00 09:28:43 ,,, UBC Redundancy Factors RAM Frame v7.0 UM Hope Engineering INTERNAnc:NAI. DataBase: MEZZ3 Brace# ElementV n 3 27.52 0.277 4 27.52 0.277 5 -0.81 0.008 6 -0.81 0.008 7 0.44 0.004 8 0.44 0.004 9 22.05 0.222 10 22.20 0.223 Column# Element V n kips Load Case: S5 DRIFT EQ UBC97 X +E Drft ----rmax = 0.196 Rho = 1.000 Level: MEZZANINE Story Shear (kips): 99.28 Brace# ElementV n kips 1 14.30 0.144 2 14.30 0.144 3 -2.12 0.021 · 4 -2.12 0.021 5 19.43 0.196 6 19.43 0.196 7 14.17 0.143 8 14.06 0.142 9 -2.11 0.021 10 -2.12 0.021 Column# ElementV n kips Load Case: S6 rmax Rho = DRIFT EQ_UBC97_X_-E_Drft 0.246 = 1.000 Level: MEZZANINE Story Shear (kips): 99.28 Rhoi 1.091 1.091 0.000 0.000 0.000 0.000 0.866 0.873 Rhoi Rhoi 0.252 0.252 0.000 0.000 0.713 0.713 0.235 0.221 0.000 0.000 Rhoi Page 3/5 08/16/00 09:28:43 r11 UBC Redundancy Factors RAM INTERNATK:NAI. RAM Frame v7 .0 Hope Engineering DataBase: MEZZ3 Brace# ElementV kips 1 11.60 2 11.60 3 -4.32 4 -4.32 5 24.38 6 24.38 7 11.50 8 11.40 9 -1.00 10 -1.0Q Column# Element V kips ri 0.117 0.117 0.044 0.044 0.246 0.246 0.116 0.115 0.010 0.010 n Load Case: S7 DRIFT EQ UBC97 Y +E Drft ----rmax = 0.270 Rho = 1.068 Level: MEZZANINE Story Shear (kips): 99.31 Brace# Element V ri kips 1 -0.38 0.004 2 -0.38 0.004 3 26.85 0.270 4 26.85 0.270 5 0.71 0.007 6 0.71 0.007 7 -0.38 0.004 8 -0.38 0.004 9 22.39 0.225 10 22.54 0.227 Column# Element V n kips Load Case: S8 rmax = DRIFT EQ_UBC97_Y_-E_Drft 0.277- Rho = 1.091 Level: MEZZANINE Rhoi 0.000 0.000 0.000 0.000 0.975 0.975 0.000 0.000 0.000 0.000 Rhoi Rhoi 0.000 0.000 1.068 1.068 0.000 0.000 0.000 0.000 0.883 0.890 Rhoi L-o 3, Page 4/5 08/16/00 09:28:43 ri, UBC Redundancy Factors RAM INTERNATICNAl RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 Story Shear (kips): 99.32 Brace# Element V kips 1 0.45 2 0.45 3 27.52 4 27.52 5 -0.81 6 -0.81 7 0.44 8 0.44 9 22.05 10 22.20 Column# ElementV kips n Rhoi 0.004 0.000 0.004 0.000 0.277 1.091 0.277 1.091 0.008 0.000 0.008 0.000 0.004 0.000 0.004 0.000 0.222 0.866 0.223 0.873 n Rhoi Page 5/5 08/16/00 09:28:43 RAM Frame V6.2 -Code Check Summary HOPE ENGINEERING DataBase: MEZZ2B Building Code: UBCl CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base CODE CHECK CRITERIA: Sidesway: Braced K-Factor: Kx: Ky: Columns Nomograph 1.000 08/15/00 18:23:50 Steel Code: AISC ASD Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 Beams 1.000 1.000 Braces 1.000 1.000 Compression Flange Bracing: Columns: Deck Braces Column Max Angle for which Beam Braces Column: 60.00 deg Beams: Top Flange Continuously Braced Bottom Flange Not Continuously Braced Column Design Moments: L-aL{o Percent of Gravity Load Moments to include in design of steel columns: Dead Load: 100.00 % Live Load: 100.00 % Roof Load: 100.00 % LOAD CASE DEFINITIONS: Rl DeadLoad R2 PosLiveLoad Wl WIND W2 WIND Sl SEISMIC S2 SEISMIC S3 SEISMIC S4 SEISMIC S5 DRIFT S6 DRIFT S7 DRIFT SB DRIFT RAMUSER RAMUSER Wind UBC97 1 X ---Wind UBC97 1 Y ---EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F EQ_UBC97_X_+E_Drft EQ_UBC97_X_-E_Drft EQ_UBC97_Y_+E_Drft EQ_UBC97_Y_-E_Drft LOAD COMBINATIONS: AISC ASD + UBC 97 rho 1 1.00 Rl 2 1.00 Rl + 1.00 R2 3 _1. 00 Rl + 1.00 Wl 4 1.00 Rl + 1.00 W2 5 1.00 Rl -1.00 Wl 6 1.00 Rl -1.00 W2 7 1.00 Rl + 0.75 R2 + 0.75 Wl 8 1.00 Rl + 0.75 R2 + 0.75 W2 9 1.00 Rl + 0.75 R2 -0.75 Wl 10 1.00 Rl + 0.75 R2 -0.75 W2 11 1.00 Rl + 0.79 Sl 1.100 RAM Frame V6.2 -Code Check Summary Page 2 HOPE ENGINEERING L ..-() 4 \ DataBase: MEZZ2B 08/15/00 18:23:50 Building Code: UBCl Steel Code: AISC ASD 12 1.00 Rl + 0.79 S2 13 1.00 Rl + 0.79 S3 14 1.00 Rl + 0.79 S4 15 1.00 Rl + 0.79 S5 16 1.00 Rl + 0.79 S6 17 1.00 Rl + 0.79 S7 18 1.00 Rl + 0.79 S8 19 1.00 Rl -0.79 Sl 20 1.00 Rl -0.79 S2 21 1.00 Rl -0.79 S3 22 1.00 Rl -0.79 S4 23 1.00 Rl -0.79 S5 24 1.00 Rl -0.79 S6 25 1.00 Rl -0.79 S7 26 1.00 Rl -0.79 S8 27 0.90 Rl + 0.79 Sl 28 0.90 Rl + 0.79 S2 29 0.90 Rl + 0.79 S3 30 0.90 Rl + 0.79 S4 31 0.90 Rl + 0.79 ss 32 0.90 Rl + 0.79 S6 33 0.90 Rl + 0.79 S7 34 0.90 Rl + 0.79 S8 35 0.90 Rl -0.79 Sl 36 0.90 Rl -0.79 S2 37 0.90 Rl -0.79 S3 38 0.90 Rl -0.79 S4 39 0.90 Rl -0.79 S5 40 0.90 Rl -0.79 S6 41 0.90 Rl -0.79 S7 42 0.90 Rl -0.79 S8 43 1.00 Rl + 0.75 R2 + 0.59 S1 44 1.00 Rl + 0.75 R2 + 0.59 S2 45 1.00 Rl + 0.75 R2 + 0.59 S3 46 1.00 Rl + 0.75 R2 + 0.59 S4 47 1.00 Rl + 0.75 R2 + 0.59 S5 48 1.00 Rl + 0.75 R2 + 0.59 S6 49 1.00 Rl + 0.75 R2 + 0.59 S7 50 1.00 Rl + 0.75 R2 + 0.59 S8 51 1.00 Rl + 0.75 R2 -0.59 S1 52 1.00 Rl + 0.75 R2 -0.59 S2 53 1.00 Rl + 0.75 R2 -0.59 S3 54 1.00 Rl + 0.75 R2 -0.59 S4 55 1.00 Rl + 0.75 R2 -0.59 S5 56 1.00 Rl + 0.75 R2 -0.59 S6 57 1.00 Rl + 0.75 R2 -0.59 S7 58 1.00 Rl + 0.75 R2 -0.59 S8 Frame #1: Level: MEZZANINE Column p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 41 33.20 0.00 0.00 0.00 0.00 2 0.22 Hl-1 46 TS6X6X.3750 .. . _J RAM Frame V6. 2 -Code Check Summary Page 3 l--aLf'cJ-HOPE ENGINEERING DataBase: MEZZ2B 08/15/00 18:23:50 Building Code: UBCl Steel Code: AISC ASD 42 32.50 0.00 0.00 0.00 0.00 2 0.21 Hl-1 46 TS6X6X.3750 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 96 15.28 -30.68 0.00 13.44 0.00 46 0.16 Hl-3 50 W21X50 Brace p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 8 40.59 0.00 0.00 0.00 0.00 22 0.34 Hl-1 46 TS6X6X.3750 9 40.60 0.00 0.00 0.00 0.00 14 0.34 Hl-1 46 TS6X6X.3750 RAM Frame V6.2 -Code Check Summary HOPE ENGINEERING DataBase: MEZZ2B 08/15/00 18:23:50 Building Code: UBCl Steel Code: AISC ASD Frame #2: Level: MEZZANINE Column p Mrnajor Mrninor Vmajor Vminor LC Interact. # kips kip-ft kip-ft kips kips 39 30.18 0.00 0.00 0.00 0.00 2 0.20 Hl-1 52 30.74 0.00 0.00 0.00 0.00 2 0.20 Hl-1 Beam p Mrnajor Mrninor Vmajor Vminor LC Interact. # kips kip-ft kip-ft kips kips 137 14.33 53.31 -0.00 21. 45 0.00 45 0.25 Hl-3 Brace p Mrnajor Mrninor Vmajor Vminor LC Interact. # kips kip-ft kip-ft kips kips 12 44.37 0.00 0.00 0.00 0.00 53 0 .--39 Hl-1 13 44.37 0.00 0.00 0.00 0.00 45 0.39 Hl-1 / Page 4 L--ot.f3 Fy Size ksi 46 TS6X6X.3750 46 TS6X6X.3750 Fy Size ksi 50 W21X50 Fy Size ksi 46 TS6X6X.3750 46 TS6X6X.3750 RAM Frame V6.2 -Code Check Summary Page 5 HOPE ENGINEERING l---d L('f DataBase: MEZZ2B 08/15/00 18:23:50 Building Code: UBCl Steel Code: AISC ASD Frame #3: Level: MEZZANINE Column p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 43 20.63 0.00 0.00 0.00 0.00 2 0.13 Hl-3 46 TS6X6X.3750 44 33.57 0.00 0.00 0.00 0.00 2 0.22 Hl-1 46 TS6X6X.3750 56 12.91 0.03 0.82 0.00 0.16 51 0.11 Hl-3 46 TS6X6X.3750 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 98 8.42 -15.74 0.00 6.89 0.00 43 0.08 Hl-3 50 W21X50 148 8.43 -13.95 -0.00 6.03 0.00 51 0.08 Hl-3 50 W21X50 Brace p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 28.07 0.00 0.00 0.00 0.00 19 0.20 Hl-1 46 TS6X6X.3750 2 28.08 0.00 0.00 0.00 0.00 11 0.20 Hl-1 46 TS6X6X.3750 14 27.53 0.00 0.00 0.00 0.00 19 0.19 Hl-1 46 TS6X6X.3750 15 27.34 0.00 0.00 0.00 0.00 11 0.19 Hl-1 46 TS6X6X.3750 RAM Frame V6.2 -Code Check Summary Page 6 HOPE ENGINEERING C-ol( f' DataBase: MEZZ2B 08/15/00 18:23:50 Building Code: UBCl Steel Code: AISC ASD Frame #4: Level: MEZZANINE Column p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 48 10.75 -0.41 0.15 0.00 0.04 52 0.08 Hl-3 50 TS6X6X.3750 50 13.54 0.41 -0.13 0.04 0.01 44 0.10 Hl-3 46 TS6X6X.3750 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 129 15.91 41. 68 0.00 11. 82 0.00 52 0.22 Hl-3 50 W21X50 Brace p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 10 35.38 0.00 0.00 0.00 0.00 20 0.32 Hl-1 46 TS6X6X.3750 11 35.38 0.00 0.00 0.00 0.00 12 0.32 Hl-1 46 TS6X6X.3750 ,,, RAM INTERNAllCNAI. RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 Building Code: UBCl CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASE DEFINITIONS: Rl DeadLoad R2 PosLiveLoad Wl WIND W2 WIND Sl SEISMIC S2 SEISMIC S3 SEISMIC S4 SEISMIC S5 DRIFT S6 DRIFT S7 DRIFT S8 DRIFT Code Check Summary Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER Wind UBC97 1 X --- Wind UBC97 1 Y ---EQ_UBC97_X_ +E_F · EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_UBC97_Y_-E_F EQ_UBC97 _x_ +E_Drft EQ_ UBC97 _X_-E _Drft EQ_ UBC97 _ Y _ +E _Drft EQ_ UBC97 _ Y _-E _Drft 08/16/00 09:37:05 Steel Code: AISC ASD LOAD COMBINATIONS: AISC ASD + UBC 97 Cal= 0.000 Rho-X = 1.100 Rho-Y = 1.100 1 * 1.00 Rl 2 * 1.00 Rl + 1.00 R2 3 * 1.00 Rl + 1.00 Wl 4 * 1.00Rl + l.00W2 5 * 1.00 Rl -1.00 Wl 6 * 1.00 Rl -1.00 W2 7 * 1.00 Rl + 0.75 R2 + 0.75 Wl 8 * 1.00 Rl + 0.75 R2 + 0.75 W2 9 * 1.00 Rl + 0.75 R2 -0.75 Wl 10 * 1.00 Rl + 0.75 R2 -0.75 W2 11 * 1.00 Rl + 0.79 Sl 12 * 1.00 Rl + 0.79 S2 13 * 1.00 Rl + 0.79 S3 14 * 1.00 Rl + 0.79 S4 15 * 1.00 Rl + 0.79 S5 16 * 1.00 Rl + 0.79 S6 17 * l.00Rl +0.79S7 18 * 1.00 Rl + 0.79 S8 19 * 1.00 Rl -0.79 S1 20 * 1.00 Rl -0.79 S2 21 * 1.00 Rl -0.79 S3 r11 RAM INTERNATICNAL 22 23 24 25 26 27 28 RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 Building Code: UBCl * 1.00 Rl -0.79 S4 * 1.00 Rl -0.79 S5 * 1.00 Rl -0.79 S6 * 1.00 Rl -0.79 S7 * 1.00 Rl -0.79 S8 * 0.90 Rl + 0.79 S1 * 0.90 Rl + 0.79 S2 29 * 0.90 Rl + 0.79 S3 30 * 0.90 Rl + 0.79 S4 31 * 0.90 Rl + 0.79 S5 32 * 0.90 Rl + 0.79 S6 33 * 0.90 Rl + 0.79 S7 34 * 0.90 Rl + 0.79 S8 35 * 0.90 Rl -0.79 S1 36 * 0.90 Rl -0.79 S2 37 * 0.90 Rl -0.79 S3 38 * 0.90 Rl -0.79 S4 39 * 0.90 Rl -0.79 S5 40 * 0.90 Rl -0.79 S6 41 * 0.90 Rl -0.79 S7 42 * 0.90 Rl -0.79 S8 Code Check Summary 43 * 1.00 Rl + 0.75 R2 + 0.59 S1 44 * 1.00 Rl + 0.75 R2 + 0.59 S2 45 * 1.00 Rl + 0.75 R2 + 0.59 S3 46 * 1.00 Rl + 0.75 R2 + 0.59 S4 47 * 1.00 Rl + 0.75 R2 + 0.59 S5 48 * 1.00 Rl + 0.75 R2 + 0.59 S6 49 * 1.00 Rl + 0.75 R2 + 0.59 S7 50 * 1.00 Rl + 0.75 R2 + 0.59 S8 51 * 1.00 Rl + 0.75 R2 -0.59 S1 52 * 1.00 Rl + 0.75 R2 -0.59 S2 53 * 1.00 Rl + 0.75 R2 -0.59 S3 54 * 1.00 Rl + 0.75 R2 -0.59 S4 55 * 1.00 Rl + 0.75 R2 -0.59 S5 56 * 1.00 Rl + 0.75 R2 -0.59 S6 57 * 1.00 Rl + 0.75 R2 -0.59 S7 58 * 1.00 Rl + 0.75 R2 -0.59 S8 * = Load combination currently selected to use Frame#l: Level: MEZZANINE Page 2/4 08/16/00 09:37:05 Steel Code: AISC ASD Code Check Summarr L,--CJ l( 3 rl, RAM Frame v7.0 Page 3/4 Hope Engineering RAM DataBase: MEZZ3 08/16/00 09:37:05 INTERNATONAI. Building Code: UBCl Steel Code: AISC ASD Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 41 33.20 0.00 0.00 0.00 0.00 2 0.22 Hl-1 46 TS6X6X.3750 42 32.50 0.00 0.00 0.00 0.00 2 0.21 Hl-1 46 TS6X6X.3750 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 96 16.21 -30.68 0.00 13.44 0.00 46 0.16 Hl-3 50 W21X50 Brace p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 8 42.53 0.00 0.00 0.00 0.00 22 0.35 Hl-1 46 TS6X6X.3750 9 42.52 0.00 0.00 0.00 0.00 14 0.35 Hl-1 46 TS6X6X.3750 Frame #2: Level: MEZZANINE Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 39 29.19 0.00 0.00 0.00 0.00 2 0.19 Hl-1 46 TS6X6X.3750 57 45.99 -0.21 0.00 0.19 0.00 2 0.30 Hl-1 46 TS6X6X.3750 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 150 13.38 -26.04 0.00 13.46 0.00 45 0.13 Hl-3 50 W21X50 Brace p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 16 38.04 0.00 0.00 0.00 0.00 21 0.29 Hl-1 46 TS6X6X.3750 17 38.23 0.00 0.00 0.00 0.00 13 0.29 Hl-1 46 TS6X6X.3750 Frame#3: Level: MEZZANINE Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 43 20.63 0.00 0.00 0.00 0.00 2 0.13 Hl-3 46 TS6X6X.3750 44 33.57 0.00 0.00 0.00 0.00 2 0.22 Hl-1 46 TS6X6X.3750 56 12.91 0.04 0.82 0.00 0.16 51 0.11 Hl-3 46 TS6X6X.3750 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 98 8.43 -15.74 -0.00 6.89 0.00 43 0.08 Hl-3 50 W21X50 148 8.44 -13.95 0.00 6.03 0.00 51 0.08 Hl-3 50 W21X50 l -r.) L( U\ r11 Code Check Summarl'.: RAMFramev7.0 Page 4/4 Hope Engineering RAM DataBase: MEZZ3 08/16/00 09:37:05 INTERNAT/CNAL Building Code: UBCl Steel Code: AISC ASD Brace p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 28.11 0.00 0.00 0.00 0.00 19 0.20 Hl-1 46 TS6X6X.3750 2 28.12 0.00 0.00 0.00 0.00 11 0.20 Hl-1 46 TS6X6X.3750 14 27.57 0.00 0.00 0.00 0.00 19 0.20 Hl-1 46 TS6X6X.3750 15 27.39 0.00 0.00 0.00 0.00 11 0.19 Hl-1 46 TS6X6X.3750 Frame#4: Level: MEZZANINE Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 48 10.75 0.41 -0.15 0.00 0.04 44 0.08 Hl-3 50 TS6X6X.3750 50 13.54 0.41 -0.14 0.00 0.04 44 0.10 Hl-3 46 TS6X6X.3750 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 129 15.89 41.68 0.00 11.82 0.00 52 0.22 Hl-3 50 W21X50 Brace p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 10 35.34 0.00 0.00 0.00 0.00 20 0.32 Hl-1 46 TS6X6X.3750 11 35.33 0.00 0.00 0.00 0.00 12 0.32 Hl-1 46 TS6X6X.3750 r11 Seismic Provisions Member Code Check Summary RAM Frame v7.0 Hope Engineering l-09) RAM INTERNAOC:NAl DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Frame #1: Story: 1 Column: 41 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Py (ksi): 46.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Column: 42 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 . Py (ksi): 46.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Beam: 96 . Type: Concentric Brace frame -Chevron Size:W21X50 Py (ksi): 50.00 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 8 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Py (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 9 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Py (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK r11 Seismic Provisions Member Code Check Summary RAM Frame v7.0 Hope Engineering L--051 Page 2/5 RAM INTERNAOCNAl DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Frame#2: Story: 1 Column: 39 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Column: 57 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Beam:150 Type: Concentric Brace frame -Chevron Size:W21X50 Fy (ksi): 50.00 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 16 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 17 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK. 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing---OK r11 Seismic Provisions Member Code Check Summary RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 L-aS~ Page 3/5 08/16/00 09:38:39 RAM INTERNAllCNAI. Building Code: UBC 1 Steel Code: UBC 1997 -ASD Frame#3: Story: 1 Column: 43 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.5.1 Column Requirements---OK 2213.5.2 Column Splices Story: 1 Column: 44 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Column: 56 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Beam: 98 Type: Concentric Brace frame -Chevron Size:W21X50 Fy (ksi): 50.00 2213.8.4.1 Chevron Bracing---OK Story: 1 Beam:148 Type: Concentric Brace frame -Chevron Size:W21X50 Fy (ksi): 50.00 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 1 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 2 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 14 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 JOB NAME: ASHWORTH T. I. JOB NO.: 200081 LATERAL FORCE ON ELEMENTS OF STRUCTURES PER 1997 UBC SEC.1632.2 Fp=Ap*Ca*lp/Rp(1+3Hx/Hr)Wp EQ. 32-2 Fp=.7*Ca*lp*Wp(NOT LESS THAN) EQ. 32-3 Fp=4*Ca*lp*Wp(NOT MORE THAN) EQ. 32-3 Hx= ELEMENT OR COMPONENT ATTACHMENT ELEVATION(FT.) Hr= STRUCTURE ROOF ELEVATION(FT.)(SHALL NOT BE LESS THAN ZERO) Wp= DEAD WEIGHT OF ELEMENT OR COMPONENT BUILDING ADDRESS: 2765 LOKER AVE. WEST. SEISMIC ZONE= 4 SOIL TYPE= Sd TYPE OF FAULT= B DISTANCE FROM FAULT= NEW STAIRS LATERAL ATTACHEMNET ROOF 10 KM I= 1 PER TABLE 16-Q PER TABLE 16-5 Ca= .44Na 0.44 Na= 1 PER TABLE 16-0, ITEM 3-B Hx= Hr= Ca= 0.44 31 31 MEZZ. 0 31 Rp= 3 1 +3Hx/Hr= 4.00 1.00 Ap= 1 Fp= 0.587 0.147 /"\-• - (MIN.) (MAX.) ----------,--Fp= 0.308 0.308 ~ f' Of:;. 'STA 'f\S -----------FP= 1.760 1.760 r11 Seismic Provisions Member Code Check Summary L -o 5 3 RAM INTERNATCNAL RAMFrame v7.0 Hope Engineering DataBase: MEZZ3 Building Code: UBCl 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK Page 4/5 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Story: 1 Brace: 15 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.l Chevron Bracing ---OK r11 RAM INTERNATK:NAL Seismic Provisions Member Code Check Summary u-O)L.) RAM Frame v7.0 Page 5/5 Hope Engineering DataBase: MEZZ3 08/16/00 09:38:39 Building Code: UBCl Steel Code: UBC 1997 -ASD Frame#4: Story: 1 Column: 48 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Py (ksi): 50.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Column: 50 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.5.1 Column Requirements ---OK 2213.5.2 Column Splices Story: 1 Beam:129 Type: Concentric Bra-cc frame -Chevron Size:W21X50 Fy (ksi): 50.00 2213.8.4.1 Chevron Bracing---OK Story: 1 Brace: 10 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 Fy (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3.1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK Story: 1 Brace: 11 Type: Concentric Brace frame -Chevron Size:TS6X6X.3750 . Fy (ksi): 46.00 2213.8.2.1 Slenderness ---OK 2213.8.2.2 Stress Reduction ---OK 2213.8.2.3 Lateral-Force Distribution ---OK 2213.8.2.5 Compression Elements in Braces ---OK 2213.8.3 .1 Bracing Connection Forces 2213.8.4.1 Chevron Bracing ---OK r11 Seismic Provisions Member Code Check RAM Frame v7.0 Hope Engineering RAM INTERNATICNAl DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 1 Member No: 8 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Max 1/r = 97.52 1/r limit= 106.16 OK 2213.8.2.2 Stress Reduction ---OK Lux (ft) _ _ _ _ _ 18.44 Luy (ft)_____ 18.44 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _______ 97.52 Klry _______ 97.52 Cc _________ 112.51 B _________ 0.70 Controlling Combination: 1.00 Rl -0.79 S4 P (kip)= 42.53 fa (ksi) = 5.26 Fa (ksi) = 10.38 Controlling Interaction: 0.51 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage oflateral load carried by braces for frame# 1 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97 _X_ +E_F 50.00 Tension: EQ_UBC97_X_+E_F 50.00 2213.8.2.5 Compression Elements in Braces ---OK Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 -2.80 S8 = 134.28 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing---OK Lux(ft) _____ 18.44 Luy(ft) _____ 18.44 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _ _ _ _ _ _ _ 97.52 . Klry _ _ _ _ _ _ _ 97.52 Controlling Combination: 1.00 RI -0.79 S4 P (kip)= 63.79 fa (ksi) = 7.90 Fa (ksi) = 14.87 r11 Seismic Provisions Member Code Check RAM Frame v7.0 Hope Engineering RAM INTERNATJCNAL DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 1 Member No: 9 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Max 1/r = 97 .52 1/r limit = 106.16 0 K 2213.8.2.2 Stress Reduction.:. __ OK Lux (ft) _ _ _ _ _ 18.44 Luy (ft) _ _ _ _ _ 18.44 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _______ 97.52 Klry _______ 97.52 Cc--------· 112.51 B _________ 0.70 Controlling Combination: 1.00 RI + 0.79 S4 P (kip) = 42.52 fa (ksi) = 5.26 Fa (ksi) = 10.38 Controlling Interaction: 0.51 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage oflateral load carried by braces for frame# 1 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97 _X_ +E_F 50.00 Tension: EQ_UBC97_X_+E_F 50.00 2213.8.2.5 Compression Elements in Braces ---0 K Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 + 2.80 S8 = 134.27 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing ---0 K Lux (ft) _ _ _ _ _ 18.44 Luy (ft) ____ _ Kx _ _ _ _ _ _ _ _ 1.00 Ky _______ _ Klrx _______ 97.52 Klry ______ _ Controlling Combination: 1.00 RI + 0.79 S4 P (kip)= 63.78 fa (ksi) = 7.89 Fa (ksi) = 18.44 1,00 97.52 14.87 r11 Seismic Provisions Member Code Check RAMFrame v7.0 Hope Engineering J.-.._Ot.77. RAM DataBase: MEZZ3 08/16/00 09:38:39 INTERNATCNAI. Building Code: UBCl Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 2 Member No: 16 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Max 1/r = 90.73 1/r limit= 106.16 OK 2213.8.2.2 Stress Reduction ---OK Lux(ft) _____ 17.16 Luy(ft) _____ 17.16 Kx _ _ _ _ _ _ _ _ 1. 00 -Ky _ _ _ _ _ _ _ _ 1.00 Klrx _______ 90.73 Klry _______ 90.73 Cc _________ 112.51 B _________ 0.71 Controlling Combination: 1.00 Rl -0.79 S3 P (kip)= . 38.04 • I fa (ks1) = 4.71 Fa (ksi) = 11.52 Controlling Interaction: 0.41 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage of lateral load carried by braces for frame# 2 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97_Y_+E_F 50.17 Tension: EQ_UBC97_X_-E_Drft 50.17 2213.8.2.5 Compression Elements in Braces ---OK Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 RI + 0.75 R2 -2.80 S7 = 121.43 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing ---0 K Lux(ft) _____ 17.16 Luy(ft) _____ 17.16 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _______ 90.73 Klry _______ 90.73 Controlling Combination: 1.00 Rl -0.79 S3 P (kip)= 57.06 fa (ksi) = 7.06 Fa (ksi) = 16.16 r11 Seismic Provisions Member Code Check RAMFrame v7.0 Hope Engineering RAM INTERNATICNAl DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 2 Member No: 17 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Maxl/r= 90.73 1/rlimit= 106.16 OK 2213.8.2.2 Stress Reduction ---OK Lux(ft) _____ 17.16 Luy(ft) _____ 17.16 Kx _ _ _ _ _ _ _ _ 1. 00 Ky _ _ _ _ _ _ _ _ 1. 00 Klrx _______ 90.73 Klry _______ 90.73 Cc _________ 112.51 B _________ 0.71 Controlling Combination: 1.00 Rl + 0.79 S3 P (kip)= 38.23 fa (ksi) = 4.73 Fa (ksi) = 11.52 Controlling Interaction: 0.41 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage oflateral load carried by braces for frame# 2 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97_Y_+E_F 50.17 Tension: EQ_UBC97 _X_-E_Drft 50.17 2213.8.2.5 Compression Elements in Braces ---OK Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 + 2.80 S7 = 122.14 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing ---0 K Lux(ft) _____ 17.16 Luy(ft) ____ _ Kx _ _ _ _ _ _ _ _ 1.00 Ky _______ _ Klrx _______ 90.73 Klry ______ _ Controlling Combination: 1.00 Rl + 0.79 S3 P (kip)= 57.35 fa (ksi) = 7.10 Fa (ksi) = 17.16' 1.00 90.73 16.16 r11 Seismic Provisions Member Code Check RAM Frame v7.0 Hope Engineering RAM INTERNATICNAL DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 3 Member No: 1 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Maxl/r= 83.69 1/rlimit= 106.16 OK 2213.8.2.2 Stress Reduction ---OK Lux (ft) _ _ _ _ _ 15.82 Luy (ft)_____ 15.82 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _ _ _ _ _ _ _ 83.69 Klry _ _ _ _ _ _ _ 83.69 Cc _________ 112.51 B _________ 0.73 Controlling Combination: 1.00 Rl -0.79 Sl P (kip)= 28.11 fa (ksi) = 3.48 Fa (ksi) = 12.71 Controlling Interaction: 0.27 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage oflateral load carried by braces for frame# 3 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97_Y_+E_F 50.10 Tension: EQ_UBC97_Y_-E_Drft 50.10 2213.8.2.5 Compression Elements in Braces ---0 K Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 RI + 0.75 R2 -2.80 S5 = 92.74 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3 .1 2213.8.4.1 Chevron Bracing---OK Lux (ft) _ _ _ _ _ 15.82 Luy (ft) _ _ _ _ _ 15.82 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _ _ _ _ _ _ _ 83.69 Klry _ _ _ _ _ _ _ 83.69 Controlling Combination: 1.00 RI -0.79 Sl P (kip)= 42.17 fa (ksi) = 5.22 Fa (ksi) = 17.44 r11 Seismic Provisions Member Code Check RAMFrame v7.0 Hope Engineering DataBase: MEZZ3 08/16/00 09:38:39 RAM INTERNATIONAi. Building Code: UBCl Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 3 Member No: 2 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Max 1/r = 83 .69 1/r limit = 106.16 0 K 2213.8.2.2 Stress Reduction ---OK Lux (ft) _ _ _ _ _ 15.82 Luy (ft) _ _ _ _ _ 15.82 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _ _ _ _ _ _ _ 83.69 Klry _ _ _ _ _ _ _ 83.69 Cc _________ 112.51 B _________ 0.73 Controlling Combination: 1.00 Rl + 0.79 Sl P(kip)= 28.12 fa (ksi) = 3.48 Fa (ksi) = 12.71 Controlling Interaction: 0.27 Hl-1 2213.8.2.3 Lateral-Force Distribution ---0 K The max percentage of lateral load carried by braces for frame# 3 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_ UBC97 _ Y _ + E _F 50.10 Tension: EQ_UBC97_Y_-E_Drft 50.10 2213.8.2.5 Compression Elements in Braces ---OK Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <7001<. 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 + 2.80 S5 = 92.76 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing ---OK Lux (ft) _ _ _ _ _ 15.82 Luy (ft) _ _ _ _ _ 15.82 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _______ 83.69 Klry _______ 83.69 Controlling Combination: 1.00 Rl + 0.79 Sl P (kip)= 42.18 fa (ksi) = 5.22 Fa (ksi) = 17.44 rl, Seismic Provisions Member Code Check RAM Frame v7 .0 Hope Engineering RAM INTERNAJD-.JAI. DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 3 Member No: 14 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---0 K Max 1/r = 83.48 1/r limit= 106.16 OK 2213.8.2.2 Stress Reduction ---OK Lux (ft) _ _ _ _ _ 15.79 Luy (ft) _ _ _ _ _ 15.79 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _______ 83.48 Klry _______ 83.48 Cc _________ 112.51 B _________ 0.73 Controlling Combination: 1.00 Rl -0. 79 S 1 P (kip)= 27.57 fa (ksi) = 3.41 Fa (ksi) = 12.75 Controlling Interaction: 0.27 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage oflateral load carried by braces for frame# 3 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97_Y_ +E_F 50.10 Tension: EQ_UBC97_Y_-E_Drft 50.10 2213.8.2.5 Compression Elements in Braces ---0 K Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 -2.80 S5 = 91.80 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3 .1 2213.8.4.1 Chevron Bracing ---OK Lux(ft) _____ 15.79 Luy(ft) ____ _ Kx _ _ _ _ _ _ _ _ 1.00 Ky _______ _ Klrx _______ 83.48 Klry ______ _ Controlling Combination: 1.00 Rl -0.79 Sl P (kip)= 41.35 fa (ksi) = 5.12 Fa (ksi) = 15.79 1.00 83.48 17.48 r11 Seismic Provisions Member Code Check RAMFrame v7.0 Hope Engineering RAM INTERNATICNAI. DataBase: MEZZ3 Building Code: UBCl 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 3 Member No: 15 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Max 1/r = 83.48 1/r limit= 106 . .16 OK 2213.8.2.2 Stress Reduction ---OK Lux(ft) _____ 15.79 Luy(ft) _____ 15.79 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _______ 83.48 Klry _______ 83.48 Cc _________ 112.51 B _________ 0.73 Controlling Combination: 1.00 Rl + 0.79 Sl P (kip)= 27.39 fa (ksi) = 3.39 . Fa (ksi) = 12.75 Controlling Interaction: 0.27 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage oflateral load carried by braces for frame# 3 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97_Y_+E_F 50.10 Tension: EQ_UBC97_Y_-E_Drft 50.10 2213.8.2.5 Compression Elements in Braces ---0 K Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 + 2.80 S5 = 91.13 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing ---OK Lux(ft) _____ 15.79 Luy(ft) _____ 15.79 Kx ________ 1.00 Ky________ 1.00 Klrx _______ 83.48 Klry _______ 83.48 Controlling Combination: 1.00 Rl + 0.79 S1 P (kip)= 41.08 fa (ksi) = 5.08 Fa (ksi) = 17.48 r11 Seismic Provisions Member Code Check RAM Frame v7.0 Hope Engineering DataBase: MEZZ3 08/16/00 09:38:39 RAM INTE!NATICNAL Building Code: UBC 1 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 4 Member No: 10 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Max 1/r = 104.17 1/r limit= 2213.8.2.2 Stress Reduction ---0 K Lux (ft) _ _ _ _ _ 19.70 Luy (ft) ____ _ Kx ________ 1.00 Ky _______ _ Klrx _ _ _ _ _ _ _ 104.17 Klry ______ _ Cc _________ 112.51 B ________ _ Controlling Combination: 1.00 Rl -0.79 S2 P (kip)= 35.34 fa (ksi) = 4.37 Fa (ksi) = Controlling Interaction: 0.47 Hl-1 2213.8.2.3 Lateral-Force Distribution ---0 K 106.16 19.70 1.00 104.17 0.68 9.26 OK The max percentage oflateral load carried by braces for frame # 4 (this story oniy). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97_Y_-E_Drft 50.00 Tension: EQ_UBC97_X_-E_F 50.00 2213.8.2.5 Compression Elements in Braces ---OK Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 -2.80 S6 = 116.18 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing---OK Lux (ft) _ _ _ _ _ 19.70 Luy (ft) ____ _ Kx _ _ _ _ _ _ _ _ 1.00 Ky _______ _ Klrx _ _ _ _ _ _ _ 104.17 Klry ______ _ Controlling Combination: 1.00 Rl -0.79 S2 P (kip)= 53.00 fa (ksi) = 6.56 Fa (ksi) = 19.70 1:00 104.17 13.54 rl, Seismic Provisions Member Code Check RAM Frame v7.0 Hope Engineering ----\,,i..,"'"., RAM INTERNATCNAl DataBase: MEZZ3 Building Code: UBC 1 08/16/00 09:38:39 Steel Code: UBC 1997 -ASD Brace Parameters Story No: 1 Frame No: 4 Member No: 11 Fy (ksi): 46.00 Size: TS6X6X.3750 Frame Type: Concentric Brace frame -Chevron Criteria Use frame numbers to designate a single line of bracing Seismic Zone IV Qo = 2.80 Material overstrength and strain hardening = 1.10 x Fy 2213.8.2.1 Slenderness ---OK Max 1/r = 104.17 1/r limit = 106.16 OK 2213.8.2.2 Stress Reduction ---0 K Lux (ft) _ _ _ _ _ 19.70 Luy (ft) ____ _ Kx _ _ _ _ _ _ _ _ 1. 00 Ky -------- Klrx _______ 104.17 Klry ______ _ Cc _________ 112.51 B --------- Controlling Combination: 1.00 Rl + 0.79 S2 P (kip)= 35.33 19.70 1.00 104.17 0.68 fa (ksi) = 4.37 Fa (ksi) = 9.26 Controlling Interaction: 0.47 Hl-1 2213.8.2.3 Lateral-Force Distribution ---OK The max percentage oflateral load carried by braces for frame# 4 (this story only). Max Horiz. Brace Force Load Case Percent Compression: EQ_UBC97_Y_-E_Drft 50.00 Tension: EQ_UBC97_X_-E_F 50.00 2213.8.2.5 Compression Elements in Braces ---OK Flange b/tf= 13.00 Limit= Web d/tw = 13.00 Limit= 2213.8.3.1 Bracing Connection Forces 16.22 16.22 OK OK Brace connections shall have the strength to resist the least of the following: 1. Axial tension strength (kip)= 371.68 Result <70OK <70OK 2. Max axial force from Load Combination:1.00 Rl + 0.75 R2 + 2.80 S6 = 116.18 (kip) 3. The maximum force that can be transferred to the brace by the system. Brace connections shall also meet standard provision specifications. Refer to 2213.8.3.1 2213.8.4.1 Chevron Bracing---OK Lux (ft) _ _ _ _ _ 19.70 Luy (ft)_____ 19.70 Kx _ _ _ _ _ _ _ _ 1.00 Ky _ _ _ _ _ _ _ _ 1.00 Klrx _ _ _ _ _ _ _ 104.17 Klry _ _ _ _ _ _ _ 104.17 Controlling Combination: 1.00 Rl + 0. 79 S2 P (kip)= 53.00 fa (ksi) = 6.56 Fa (ksi) = 13.54 HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 e,~~-- ! _, _, JOB--~~--,--,-~_-_____ _ SHEETNO. ___ l-0___,rf>.J----OF----,.,-----,..--- CALCULATED BY a=::"""1) DATE ({ l 6( I.() CHECKEDBV ______ DATE ____ _ __ 89ALE__ _ .. . ; : ! ; HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 ... . ! ' 6U55ET TO TS a :>--:--+-+--.,.~ ~ PL. JQB _ __.__,,,_/s'r:=--:--tt-~~:,____r::r_· ---- SHEETNQ., ___ LO _ _::t~I ___ OF·------- CALCULATED BY ~ DATE_-"'!'-+Z-'-',& .... (:...1drJ::..:;_ __ CHECKED BY DATE ______ _ SCALE . .. ····: .... ' ! ! . .... .! ..... :.. .. . ..: ... ! ........ :-... l ...... . ... • ......... .. ' ... }· ... HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 JOB 1\-Stf~ ~ SHEET NO. Lt)·ga-, OF _____ _ CALCULATEDBV ______ DATE ____ _ CHECKED BY DATE ____ _ SCALE HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 . : : : ; . : : : : JQB_-1-Afi~rl_'-1J'----:=~~--=---.:~=----- SHEETNO. _ __:/,(J::...i.L....;~.,::;J'·'f1-L,1:J: t---OF ____ _ CALCULATEDBY _____ DATE ___ _ CHECKEDBY ______ DATE ___ _ SCALE Hope Engineering 1301 Third Ave., Suite 300 San Diego, CA 92131 ~~ n-., Page: utJS/ 8/17/00jwd Anchor Bolts with Simpson Set Adhesive with A307 or F593 (SS304) Threaded Rod From ICBO 5279 and 5279 ES, the following are allowable loads at specified spacing i := 1 .. 6 and edge distances as listed in detail 1/S1 .2 for normal weight concrete, f'c=2000 + psi. .375 .5 .625 .75 .875 1.0 Vbondnwci := VstlA307i := 1735 2780 4875 6110 6110 12545 770 1400 2230 3295 4555 5975 Tbondnwci := .86-2550 .86-4425 .86,6680 .86-10525 .86-12290 .86-15015 Tb d Tst!A307i := on nwci = 2193 2105 3805.5 3750 5744.8 5875 9051.5 8460 10569.4 11500 12912.9 15025 VallowableNWC := Vst!A307 Lesser of bond vs steel strength TallowableNWC := TstlA307 TallowableNWC3 := Tbondnwc3 TallowableNWC5 := Tbondnwc5 TallowableNWC6 := Tbondnwc6 Use these values for NWC (Lesser of bond vs steel strength) **********************************************~ 0.375 0.5 0.625 0.75 0.875 1 VallowableNWCi = TallowableNWCi = 2105 770 I 1400 2230 3295 4555 5975 *****+. 3750 5744.8 8460 10569.4 12912.9 For sand lightweight concrete, use reduction factor of 0.85 from UBC 1997 Section 1923 to reduce allowable values on the bond strength for shear and tension: Vbondlwc := 0.85-Vbondnwc Tbondlwc := .85-Tbondnwc Tal!owablelwc := Tbondlwc Vallowablelwc := Vst1A307 Di = Vbondlwci = Vst!A307i = Vallowablelwci = 0.375 1474.75 770 770 0.5 2363 1400 1400 0.625 0.75 0.875 1 4143.75 5193.5 5193.5 10663.25 2230 3295 4555 5975. Use these values for LWC (Lesser of bond vs steel strength) Simpson Set.med 2230 3295 4555 5975 0.375 0.5 0.625 0.75 0.875 1 Tbondlwci = TstlA307i = Tallowablelwci = 1864.05 2105 3234.675 3750 4883.08 5875 7693.775 8460 8983.99 11500 10975.965 15025 Val!owablelwci = 770 1400 2230 3295 4555 5975 1864.05 3234.675 4883.08 7693.775 8983.99 10975.965 Tallowablelwci = 1864.05 3234.675 4883.08 7693.775 8983.99 10975.965 J.\.J,~J..l .&.-1..l..,t,J.LL'-" VV•"" HOPE ENGINEERING DataBase: MEZZ3 Building Code: UBCl CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: Rl DeadLoad R2 PosLiveLoad Wl WIND W2 WIND Sl SEISMIC S2 SEISMIC S3 SEISMIC S4 SEISMIC S5 DRIFT S6 DRIFT S7 DRIFT S8 DRIFT Frame #1: Node LdC 16 Rl R2 Wl W2 Sl S2 S3 S4 S5 S6 S7 S8 17 Rl R2 Wl W2 Sl S2 S3 S4 S5 S6 S7 S8 Frame #2: Node LdC Rx kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rx 08/16/00 09:36:36 Include Effects: 10.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER Wind UBC97 1 X Wind-UBC97_l_Y EQ UBC97 X-+E F EQ=UBC97=X=-E=F EQ_UBC97_Y_+E_F EQ UBC97 Y -E F EQ-UBC97-X-+E-Drft EQ-UBC97-X--E-Drft EQ=UBC97=Y=+E=Drft EQ UBC97_Y_-E_Drft Ry kips 6.05 5.69 0.27 -0.93 2.12 4.32 -26.85 -27.52 2.12 4.32 -26.85 -27.52 -6.04 -5.69 0.27 -0.93 2.12 4.32 -26.85 -27.52 2.12 4.32 -26.85 -27.52 Ry Rz kips 24.77 21:·43· 6~ TI -1.08 2.47 5.04 -31. 32 -32.11 ------~--2. 47 5.04 -31.32 -32.11 25.19 21. 71 -0.31 1.08 -2.47 -5.04 31. 32 32.11 -2.'47 -5.04 31. 32 32.11 Rz Mxx kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mxx Myy kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o·. oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy Tzz kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tzz ................ .................... -.. ...,. -.................... _ ..... ___ ...,...__ ...... _ --· J --, ·~ I HOPE ENGINEERING DataBase: MEZZ3 08/16/00 09:36:36 Building Code: UBCl kips kips kips kip-ft kip-ft kip-ft 22 Rl -0.00 4.38 32.20 0.06 -0.00 0.00 R2 -0.00 4.13 25.83 0.05 -0.00 0.00 Wl -0.00 0.23 0.32 -0.02 -0.07 -0.00 W2 0.00 -0.78 -1.10 0.05 0.00 0.00 Sl -0.04 2.13 2.99 -0.14 -0.59 0.00 S2 -0.04 1.01 1. 42 -0.07 -0.62 -0.01 S3 0.01 -22.61 -31. 80 1. 51 0.07 0.00 S4 0.01 -22.27 -31. 31 1. 48 0.08 0.00 S5 -0.04 2.13 2.99 -0.14 -0.59 0.00 S6 -0.04 1.01 1. 42 -0.07 -0.62 -0.01 S7 0.01 -22.61 -31.80 1. 51 0.07 0.00 S8 0.01 -22.27 -31.31 1. 48 0.08 0.00 23 Rl 0.00 -4.39 21. 89 0.00 0.00 0.00 R2 0.00 -4.13 19.33 0.00 0.00 0.00 Wl 0 :co 0.23 -0.32 0.00 0.00 0.00 W2 0.00 -0.78 1.10 0.00 0.00 0.00 Sl 0.00 2.12 -2.99 0.00 0.00 0.00 S2 0.00 1.00 -1. 42 0.00 0.00 0.00 S3 0.00 -22.54 31. 80 0.00 0.00 0.00 S4 0.00 -22.20 31. 31 0.00 0.00 0.00 S5 0.00 2.12 -2.99 0.00 0.00 0.00 S6 0.00 1.00 -1. 42 0.00 0.00 0.00 S7 0.00 -22.54 31. 80 0.00 0.00 0.00 S8 0.00 -22.20 31. 31 0.00 0.00 0.00 Frame #3: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 18 Rl 1. 87 0.00 _1_4,,. 2..5_,_ 0.00 0.00 0.00 R2 1. 76 0.00 _13., ,2 7.._ ,--~ 0.00 0.00 0.00 Wl -1. 58 0.00 -3.00 0.00 0.00 0.00 W2 0.01 0.00 0.03 0.00 0.00 0.00 Sl -14.30 0.00 -27.14 0.00 0.00 0.00 S2 -11. 60 0.00 --::22. 02 0.00 0.00 0.00 S3 0.38 0.00 0.73 0.00 0.00 0.00 S4 -0.45 0.00 -0.85 0.00 0.00 0.00 S5 -14.30 0.00 -27.14 0.00 0.00 0.00 S6 -11.60 0.00 -::.22. o2 0.00 0.00 0.00 S7 0.38 0.00 0.73 0.00 0.00 0.00 S8 -0.45 0.00 -0.85 0.00 0.00 0.00 19 Rl -0.27 0.00 _21 .. 9.5, 0.00 0.00 0.00 R2 -0.25 0.00 21.50 0.00 0.00 0.00 Wl -3.14 0.00 -0.01 0.00 0.00 0.00 W2 0.03 0.00 0.00 0.00 0.00 0.00 Sl -28.47 0.00 -0.05 0.00 0.00 0.00 S2 -23.10 0.00 -0.04 0.00 0.00 0.00 S3 0.77 0.00 0.00 0.00 0.00 0.00 S4 -0.89 0.00 -0.00 0.00 0.00 0.00 S5 -28.47 0.00 -0.05 0.00 0.00 0.00 S6 -23.10 0.00 -0.04 0.00 0.00 0.00 .c\..M.1111 J: J..OlUC::: VU• L. -l.:.L.OHlC: L"\t'O.\...., l-..LVlloJ J.. U.'::;j '--.J /.-. JV;( HOPE ENGINEERING DataBase: MEZZ3 08/16/00 09:36:36 Building Code: UBCl S7 0.77 0.00 0.00 0.00 0.00 0.00 S8 -0.89 0.00 -0.00 0.00 0.00 0.00 21 Rl -1. 60 0.00 10.73 __ -0.00 0.03 0.00 R2 -1.51 0.00 10.10 -0.00 0.03 0.00 Wl -1. 57 0.00 --'3-:-oo--0.01 -0.14 -0.00 W2 0.01 -0.00 -0.03 0.02 0.00 0.00 S1 -14.25 0.00 27_.J:-~--0.06 -1. 30 0.00 S2 -11. 56 0.00 22.06 -0.06 -1. 06 -0.01 S3 0.38 -0.05 -0.73 0.71 0.04 ·o. oo S4 -0.44 -0.05 0.85 0.71 -0.04 0.00 S5 -14.25 0.00 27.19 -0.06 -1. 30 0.00 S6 -11. 56 0.00 22.06 -0.06 -1. 06 -0.01 S7 0.38 -0.05 -0.73 0.71 0.04 0.00 S8 -0.44 -0.05 0.85 0.71 -0.04 0.00 Frame #4: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 15 Rl 3.60 0.72 .-9-..9-9. -0.00 0.00 0.00 R2 3.34 0.67 ~ '. 49 ___ -0.00 0.00 0.00 Wl -2.44 -0.49 -2.51 -0.01 -0.07 -0.00 W2 -0.03 -0.01 -0.03 0.03 0.00 0.00 S1 -21.11 -4.24 -21.71 -0.06 -0.58 0.00 S2 -26.49 -5.31 -27.25 -0.12 -0.74 -0.01 S3 -0.76 -0.21 -=o.;:,rg-0.73 0.13 0.00 S4 0.90 0.12 0.91 0.75 0.18 0.00 S5 -21.11 -4.24 -21.71 -0.06 -0.58 0.00 S6 -26.49 -5.31 -27.25 -0.12 -0.74 -0.01 S7 -0.76 -0.21 -0.79 0.73 0.13 0.00 S8 0.90 0.12 0.91 0.75 0.18 0.00 20 Rl -3.60 -0.72 .JJ. 62 -0.00 0.00 0.00 R2 -3.34 -0.67 10 .. 9.4 -0.00 0.00 0.00 Wl -2.44 -0.49 2.51 -0.01 -0.07 -0.00 W2 -0.03 -0.01 0.03 0.02 0.00 0.00 S1 -21. 11 -4.24 21.71 -0.06 -0.58 0.00 S2 -26.49 -5.32 27.25 -0.07 -0.73 -0.01 S3 -0.76 -0.21 0.79 0.71 0.12 0.00 S4 0.89 0.13 -0.91 0.71 0.17 o .·oo S5 -21.11 -4.24 21. 71 -0.06 -0.58 0.00 S6 -26.49 -5.32 ....2_7_._25 .. -0.07 -0.73 -0.01 S7 -0.76 -0.21 0.79 0.71 0.12 0.00 S8 0.89 0.13 -0.91 0.71 0.17 0.00 Title:~ f\'7tr~JW' n Job #-a00089.0ft" Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard J_ l ?-0 Scope: analyze (e) framing for new mech. units on roof ' Rev: 510300 : User: KW-060154, Ver 5.1.3, 22-Jun-1999, Wm32 (c) 1983-99 ENERCALC Combined Footing Design Page 1 i: ro·ects 2000 200081.00 calc enercalc 2000 Description BRACE 3 1-General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden 2,500.0 psf 4 145.0 pcf 1.33 0.00 psf fc 3,500.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.50 in Live & Short Term Loads Act Separately [Dimensions ·---· ··--····· I L--... F111o•of"'m•g•s•1z•e• ... ----------------llllll!&lllo .. ,•um .. n111sllllu111p111p111oll!rt!IIPlllle11J1111e·st'1fllallJII IIJlll§191111z1111e1111s _________ llllllllll __ ... Distance Left 3.00 ft #1 : Square Dimension Dist. Betwn Cols 30.00 ft ... Height Distance Right 3.00 ft #2 : Square Dimension Footing Length 36.00 ft ... Height Width Thickness 4.00 ft 30.00 in 0.00 in 0.00 in 0.00 in 0.00 in [_L•o•a•d•slllllli!!ll!llll!ll!lll-i-P-llll!llll----------~!lllll!!!ll!lllll!lll--------~!!l_ll!llll!lll!ll!!lll!-------·-•-•-ii'lll®:1111~11111~11111-1111·-.--111-1111--llldll Vertical Loads... @ Left Column @ Right Column Dead Load 14.250 k 10.730 k Live Load 13.270 k 10.090 k Short Term Load -27.100 k 27.150 k I :>ummary I Footing Design OK Length = 36.00ft, Width = 4.00ft, Thickness = 30.00in, Dist. Left= 3.00ft, Btwn. = 30.00ft, Dist. Right= 3.00ft Maximum Soil Pressure 1,579.93 psf Allowabl 3,325.00 psf Max Shear Stres 19.52 psi Allowabl 100.57 psi Min. Overturning Stabili 1.704: Soil Pressure @ Left Dead+ Live Dead+Live+Short Term Soil Pressure @ Right End Dead+ Live Dead+Live+Short Term Stability Ratio i Moment & Shear Summary Actual 814.5 0.0 581.9 1,579.9 1.7 :1 Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf Steel Req'd @ Lef Steel Req'd @ Cente Steel Req'd @ Righ Eq. 9-1 Eq. 9-2 Eq. 9-3 Eq. 9-1 Eq. 9-2 Eq. 9-3 ACI Factored 1,197.1 psf 0.0 psf 0.0 psf 855.2 psf 2,211.9 psf 1,422.5 psf 0.445 in2/ft 0.635 in2/ft 0.445 in2/ft Eccentricity 1.000 ft 9.853 ft -1.000 ft 9.853 ft --------·-----···--·· ( values for moment are given per unit width of footing ) • '··-·-mlJll!!-.... ---------!1111!!!1!111111111!11 ______ 11111!11!!~11111111!11------!IIIJ!l!llll!lll!l ______ lilld Moments... ACI 9-1 ACI 9-2 ACI 9-3 Mu @ Col #1 3.06 k-ft/ft Mu Btwn Cols -56.10 k-ft/ft Mu @ Col #2 1.61 k-ft/ft One Way Shears ... Vn : Allow * 0.85 Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn : Allow * 0.85 Vu@Col#1 Vu@Col#2 100.573 psi 1.707 psi 19.522 psi 0.875 psi 201.147 psi 13.985 psi 10.808 psi -2.28 k-ft/ft -1.47 k-ft/ft -23.01 k-ft/ft -14.81 k-ft/ft 7.26 k-ft/ft 4.67 k-ft/ft 100.573 psi 100.573 psi 1.263 psi 0.812 psi 18.058 psi 11.618 psi 4.154 psi 2.672 psi 201.147 psi 201.147 psi 5.523 psi 7.867 psi 16.329 psi 15.329 psi Title :-<-iatlfl+.i. P6,t...\ \.J..,;V\t71.""' Job ~o . Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard I-\ ~ l Scope: analyze (e) framing for new mech. units on roof --------------------------------------------·----------Rev: 510300 User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description BRACE 3 Page 2 Combined Footing Design i: ro·ects 2000 200081.00 calc enercalc 2000 ---------------------------·--. ---· ----------·---. ----·----------------------. : Reinforcing ACI 9-1 ACI 9-2 ACI 9-3 I ACI Factors ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ( values given per unit width offooting ) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd 4.84 psi 0.445 in2/ft 3.61 psi -0.445 in2/ft 88.77 psi -0.635 in2/ft 36.41 psi -0.445 in2/ft 2.54 psi 0.445 in2/ft 11.49psi 0.445 in2/ft 2.32 psi -0.445 in2/ft 23.43 psi -0.445 in2/ft 7.39psi 0.445in2/ft (per ACI, applied internally to entered loads) 1.400 1.700 1.700 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 .... seismic = ST * : 1.100 • Rev: 510300 User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983·99 ENERCALC Title :,Jclufl+.i: A~ !AvD01l-"'i -r'I Job# 2oo~b Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard L. J 2. 2.. Scope: analyze (e) framing for new mech. units on roof Combined Footing Design i: ro·ects 2000 200081.00 calc enercalc 2000 Description BRACE3 ~~~~~~~---------------------------------------------·--·-·-~· ~-~-k.e.tc•h•&-D.ia.g 1111 ra.m _______________________________ 1111 .dll i t-µ.o;n r- I I i I w~ I Bending Moment (k·ft) H-H-·µ_+---t----+,---+-----~---; ----~ -. --j ! t i i I --:- d: DL=l0.7, LL=l0.l, STslia0r71 L._oa_d_(-k)~-~--~-~--~Loca-U-on-A~lo-ng_M_e_m~be-r -(ft-)-~--------· L 30ft 36ft G 5.00 8.00 1.00 4.00~- Location Along Member (ft) 5.00 8.00 1.00 Location Along Member (ft) =~--,,_ruoos----.-ii".oo;,---.s9n.oos----r.n·2."'oo.-"ff'"5."'oo.-"n"'a."oo--·~""1."oo""·-,;124_00 ---~7.00 -. 130.00 """ ·""1111 I 'I 12.47 I I ~ II: I ! I Ii; /~I Pi:'!' I S•l+HH-<-H-lHHHH++++I ~ H-'1tL ,,,,_J,l, I 11 :I lf1 1:!' b.c-=--H+t+t-H+H+rHtttt+I--H!-H+l-t-H-HIH-H-H-H-t-ttt-Ht-t+H-H1!H-t-Ht-t+H 1 t t-Ht-t,· ·! -1 ~!i+t frl [t ~ ~---+1+1-H++e<-H-l++l+H-+lHCI+! t-t-t-t-ttH+t-H-H-t-ttt-H+rt-l lttllH-rH-H-t-HtH.ll '1 /.:.:JJ 1~ -.: I I I' ;, 1!T!·I 18.70 24.94 I 111, . 'I I 1H I 1=-,=--t---'-l+IH-l-t-H,H-H+ttl·H-H-H+rtt+t-tttttH , ,//,, ;-· ~ I I ' 14· I,,, 1=-c~-t----1lttH-H-H!ftiHltt~H-H-HtftHlt1+1 it I + I L,\. ,_ 31.17 i I i :;1, ' ! 'l''I: I 37.40 : i t Hllf-l+H+l+l-m+,ci-.· i_ , ttrt'·:---. - F=3".64'~-t---,f---'+Hll-ij+Hl+rHJH-H+t-H+ttH+HH-j1-Hlr!iHtt++li·Kt-1,e · --~----,. -·· · ~=--+---t----t--~'-H+H-HH+t+t+f-Hll·ttHH-H-m-t+t-f+-'--+--· -t·--·-• L1 ___ .._ __ ___, __ _,1 ____ ~-""'1 <-'-'-W~-W-U.Ll_!:.1:_~ ___ _i_ - Bending Moment (k-ft) Location Along Member (ft) 0.00 J.,.4=-4-+-._oo_-+·-00--!=oo_~_J~~--r~ ]~oo_· ~~-~-1.~~----_r4-oo· .37 ~--+---+---+--+---t---1----i ---l-·k-.31 ,25 .19 7.40 9.25 11.11 12.96 f----t----t----t----+-----1 ----+-! . _____ ,_ Bending Moment (k·lt) ~1.00 ·---~o.oo ;i; -·· · ~+1i' T"tl . ~ AC I L u.XJl2"f H I e .,uu11,.1. ,~"r Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard Job#200~ L-j'2. 's Scope: analyze (e) framing for new mech. units on roof 1 Rev: -510300 User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 ~ (c) 1983-99 ENERCALC --------------------------·---Combined Footing Design Page i: ro·ects 2000 200081.00 calc enercalc 2000 Description BRACE 3 W OUT LL I General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements- Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden 2,500.0 psf 4 145.0 pcf 1.33 0.00 psf re 3,500.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.50 in Live & Short Term Loads Act Separately ;Dimensions ----------~ -----------------------·---- Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness 3.00 ft 30.00 ft 3.00 ft 36.00 ft 4.00 ft 30.00 in Column Support Peciestai"Sizes A@@ IN11tt em #1 : Square Dimension 0.00 in ... Height 0.00 in #2 : Square Dimension 0.00 in _ ... Height 0.00 in [L:o:a:d:s::V:e:rt:ic:a:l:L:o:a:ds:.: .. :~.-.-.-.-.-.-.-.-.-.-.-.-.-.-.-.-.-ll!!@::L-ell!ft:-C~-oll!l:u-m•-•n:1111·--··~~:::111-:::11!!!@~11-l!!!R~ig~hl!lltc'l!!l-ll!o:!lllu111m111n-111wem:-:m--:111--m--ll!ll--a*-::a:~lll-~1Z-·~=-m:--=·==·==•=01il1lw-c::::::.m111wl Dead Load 14.250 k 10.730 k Live Load k k Short Term Load -27.100 k 27.150 k I ::iummary I Footing Design OK Length = 36.00ft, Width = 4.00ft, Thickness = 30.00in, Dist. Left= 3.00ft, Btwn. = 30.00ft, Dist. Right= 3.00ft Maximum Soil Pressure 1,579.93 psf Allowabl 3,325.00 psf Max Shear Stres 18.06 psi Allowabl 100.57 psi Min. Overturning Stabili 1. 704 : Steel Req'd @ Lef Steel Req'd @ Cente Steel Req'd @ Righ 0.445 in2/ft 0.445 in2/ft 0.445 in2/ft ! Soil Pressures I Soil Pressure @ Left Dead+ Live Dead+Live+Short Term Soil Pressure @ Right End Dead+ Live Dead+Live+Short Term Stability Ratio :-Moment & Shear Summary Actual 597.1 0.0 474.9 1,579.9 1.7 :1 Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf Eq. 9-1 Eq. 9-2 Eq. 9-3 Eq. 9-1 Eq. 9-2 Eq. 9-3 tth/8 ACI Factored 835.9 psf 0.0 psf 0.0 psf 664.8 psf 2,211.9 psf 1,422.5 psf Eccentricity 0.684 ft 9.853 ft -0.684 ft 9.853 ft ( values for moment are given per unit width of footing) '--~-IBll!!IIII __________ IIJllll!!!~ll!lll-------lllll!IIJ!ll!llll!!ll!!l _______ llllllll[llll!ilil!lll~---====d Moments... ACI 9-1 ACI 9-2 ACI 9-3 Mu @ Col #1 1.46 k-ft/ft Mu Btwn Cols -26.28 k-ft/ft Mu@ Col #2 0.73 k-ft/ft One Way Shears ... Vn : Allow * 0.85 Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn : Allow * 0.85 Vu@Col #1 Vu@Col#2 100.573 psi 0.813 psi 9.093 psi 0.396 psi 201.147 psi 6.557 psi 5.053 psi -2.28 k-ft/ft -1.47 k-ft/ft -23.01 k-ft/ft -14.81 k-ft/ft 7.26 k-ft/ft 4.67 k-ft/ft 100.573 psi 100.573 psi 1.263 psi 0.812 psi 18.058 psi 11.618 psi 4.154 psi 2.672 psi 201.147 psi 201.147 psi 5.523 psi 7.867 psi 16.329 psi 15.329 psi ,. Title: iet:tn-ti. ~~Wl'.)"Pf-t>. Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard Job#2000~ ~124 Scope: analyze (e) framing for new mech. units on roof -----------------------·---------------------- I Rev: 510300 User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Combined Footing Design Page 2 i: ro·ects 2000 200081.00 calc enercalc 2000 Description BRACE 3 W OUT LL ;_7Rme111i11n111fo111r111c111i111n111g ___ < 111va111/ul.!!!elll!s!llgll!!iv!lile!!lnll!lp•e•r•u!!llm!!!l·t lll!wlll!id!IIIJth111o111f111fi11100111t111in111g111J ___ l!!!!!Bllle!lltw•e•e•niil!C&~o~l111um .. n•s-illll!iiSummra.•&tll!•m:a ll!llilllilllg!L!!E-"!!!iilll~~llllil:!lilqol~!IJ!=i!l.!!*M~A:::r:oi:m:::;t1!;!le:i:;:J=S-, @ Left Edge of Col #1 @ Right Edge of Col #2 ACI 9-1 ACI 9-2 ACI 9-3 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd 2.30 psi 0.445 in2/ft 41.58 psi -0.445 in2/ft 1.15psi 0.445in2/ft 3.61 psi -0.445 in2/ft 36.41 psi -0.445 in2/ft 11.49psi 0.445 in2/ft 2.32 psi -0.445 in2/ft 23.43 psi -0.445 in2/ft 7.39psi 0.445 in2/ft -------------·----i ACI Factors (per ACI, applied internally to entered loads) j ·---ili!l!l~!lll!!lll!.ll!!!lll!l!lll ____ ll!ll!l!!l!l--lll!llll!l!ll!!ll!!llll!!!l-~lllll!l-----llllllilll!!.ll!ll!!l!lllllllm~~~~a!:_llll!i!li!lllJ!l .. !l!.lllll~=m:m:=~~:".ll39lll ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 USC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 .... seismic = ST * : 1.100 Title : ~ pG-~lc:;-r r.r -\ Job#200~ Dsgnr: jd/ea Date: Description: two story bldg. w/roof mech. yard l \ 2.S- Scope: analyze (e) framing for new mech. units on roof r-i>.ev: 510300 -----------------------------··-----.. I User: KW-060154, Ver 5.1.3, 22-Jun-1999, Wm32 (c) 1983-99 ENERCALC Combined Footing Design Page 3 i: ro·ects 2000 200081.00 calc enercalc 2000 Description BRACE 3 W OUT LL ; Sketch & Diagram .00 .co 2.00 .20 .13 .07 I t r I d: DL=l0.7, LL=0.0, sr=27. µJlin Shear Load (k) Location Along Member (ft) 146 B.oo 6.00 ~--~=--~c--~_=oo~~a=2.=oo~-a""'5~.oo~~--~Loo 124.oo v.oo so.oo I I j ~ ·0011111 u 111 30ft 5.84 36ft ~ 11.68 .. 14.60 17.52 v• 20.44 23.36 ! I l 1 11:1 1:p:1 111• HttttHttt,H-t+tttt+H,rH-lltttt·tttl-tttt·H-HttH·ttt+H+l-t+Hltll -tH·H-H--t+r' j l T JI (h.l •r--1 • II I 1, 11 Ii!:· . ~H-H+<+H·H+tH+HJl+H-1+-I--I-Hll+l+l+l++IIH+H++H-lfH+H+l+HI-HI 'l+l+>rr ~--ttl; l r ... -: , 'I' ,,I ; 11 i 1'1· ! ~y-1-... -..J 1+ , r -, ~--+--+'-H-tl+I-HIH-1+1-H-tHlfH-tttH+!lttH-ttH+!tltH-ttl-Hl-lftH+tlHLr---1 • ••. --, ~-+-----l--4!-fl'l+l-+H+I-HtHH-tll+HIH+I-I I' ~'--:----. ~-.. I T ! ! ~~+-----l----1--'-'+cH+tHH-t-H-H-tHIH· ·1 tHll-t+l-11-l-L--+----1---·--!· -- --~---'----'---'-'----'-'-LI~/u"-'-'-'-'!, _I . ______ i _____ ~ ___ -· _ Bending Moment (k-ft) Location Along Member (ft) ~--~oo---~-oo --f~o---f'~--~-o -+;-8.0_0_+~-1-~0 __ ]4:~=-~~~-lo.oo ~ ____ ;___, --L----f-·---i--·--+----l----· I p.44 .oo p.oo p.oo ~2.00 · ~s.oo "[ia.oo ~1.00 !24.00 !21.ocr ~o.oo Jc=c--t--... .' _;.._ -1------+ • ••• ... ·f-·•• C -.37 , ! : I l • I l 1 ___ •••-i-----••••-i-----.~-;--• ... 1,:-1 .48 : I , : p.31 ' ' I k t-----+---+----1-----f---+----i----+-. · .. c;u.;j.;.. .39 j \ ·--+---r--+----;---+--+----ih+H-H+tl • : ___ _)__-J---+---+---+---t--+H-ttH-H-H-f l . ;29 j ; 1 I yF-: , i i , ,,:'I 'I 6"Cl,l9,--· --i-------i-----"f ..... ____ J_ -,) ••••• I· 1 .. jj:.. i,.L1' rr , 1 • 1 · ,:: . , i ---!----t····-_! ____ -1---1---1---1--,-H+!-H+l-l+tl+H j I j Ii I __ I i Shear Load (k) Location Along Member (ft) f-43 13,-m1111 m11111 ~-00 ~1"1111111111111111'1 1 5.00 8.00 ~1.00 4.00 roo •j I I I '1'11!111 Iii I I 'Ill i5 75 I j---+---l--1 -4H-III-HI-H-tl+Hllt+tl-t-H-tHH-+H-l+H-IH+I-H-tl+H-IH+l-l-l-'- l. ' I )8.63 I -j---· -,,----, ---,lfH+l+l+H-ttrH-l+H-l+IH+tHl+++H+H-<•l+t,el+!-H- ln~"i ;-+---r ji4.38 [ ~----t--.. : ~ \rrn··+-----+-··t-----/··--+;---•-ttt· · · j I ·l----l----+--.............. --+---'H+l-!!++l++H+l+-l+++----+---- 120.13 I i I , ___ L ____ ~I_........__........,~~~--- I' ' I --- ---1 I ! ,_ ____ , Bending Moment (k·ft) LocabOn Along Member (ft) lli-JcJ-~-t----f--·-f----1.---+--··-r----· ----r·----~--/--': '" :·f if I~ r' '. ~; 1 t I • 11 ;,! I , 1,, J;t;(-J-7tf-Hfff-tr:-7--f---f----+-· -1--+--··H~ji!·m1 ~trt\ 0.00 a.oo , 1.00 7z4.00 21.00 ~o.oo t'=,-.,.,+/-t-f-t-1 +tl-t-Hl+I-H-ttHl-l-,-,--+-------1----+---+-' -+--· --1. .. .. "i: I ' ' I 19-25 Bending Moment (k·ft) -·-·----------Rev: 510300 '. User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 ~ (c) 1983-99 ENERCALC Description BRACE4 ! General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden I Dimensions I Footing Size ... ;T.oads Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness ~. A Vertical Loads ... Dead Load Live Load Short Term Load I ;:,ummary I 2,500.0 psf 4 145.0 pcf 1.33 o.oo psf 4.00 ft 26.00 ft 4.00 ft 34.00 ft 4.00 ft 30.00 in Title : -idtm+.i. ft9>1...!JOJ.?, .,.. Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard -1 Job#2000~0 Ll2.~ Scope: analyze (e) framing for new mech. units on roof ----------------·---·-··----. -·. -Page 1 Combined Footing Design i: ro·ects 2000 200081.00 calc enercalc 2000 fc 3,500.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.50 in Live & Short Term Loads Act Separately @ Left Column 11.620 k 10.940 k 27.250 k column Support Pedestal §lzes Wi¥&H&llilil4 #1 : Square Dimension 0.00 in ... Height 0.00 in #2 : Square Dimension 0.00 in ... Height 0.00 in @ Right Column 9.990 k 9.400 k -27.250 k ii j #fa #Slllm\!l)J Footing Design OK Length = 34.00ft, Width = 4.00ft, Thickness = 30.00in, Dist. Left= 4.00ft, Btwn. = 26.00ft, Dist. Right= 4.00ft Maximum Soil Pressure 1,761.40 psf Allowabl 3,325.00 psf Max Shear Stres 16.82 psi Allowabl 201.15 psi Min. Overturning Stabili 1.582 : Steel Req'd @ Lef Steel Req'd @ Cente Steel Req'd @ Righ 0.445 in2/ft 0.548 in2/ft 0.445 in2/ft ;-soil Pressures ' ti Soil Pressure @ Left Dead+ Live Dead+Live+Short Term Soil Pressure @ Right End Dead+ Live Dead+Live+Short Term Stability Ratio [ Moment & Shear Summary Moments ... Mu@Col#1 Mu Btwn Cols Mu@Col#2 One Way Shears ... Vn : Allow * 0.85 Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn : Allow * 0.85 Vu@Col#1 Vu@Col#2 Actual 724.4 1,761.4 617.5 0.0 Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf 1.6 :1 ACI 9-1 4.39 k-ft/ft -36.47 k-ft/ft 3.24 k-ft/ft 100.573 psi 3.104 psi 15.774 psi 2.267 psi 201.147 psi 11.480 psi 9.952 psi M@iii•i&ll@NMJA~r*f:Ctored "'""" '" ' '1:~b~~lt~icWIB § Ii. VIS ii 0.452 ft 10.290 ft Eq. 9-1 1,062.6 psf Eq. 9-2 2,466.0 psf Eq. 9-3 1,585.3 psf Eq. 9-1 905.8 psf -0.452 ft Eq. 9-2 0.0 psf -10.290 ft Eq. 9-3 0.0 psf ( values for moment are given per unit width of footing) ACI 9-2 ACI 9-3 14.36 k-ft/ft 9.23 k-ft/ft 48.53 k-ft/ft 31.20 k-ft/ft -4.06 k-ft/ft -2.61 k-ft/ft 100.573 psi 100.573 psi 10.416 psi 6.696 psi 15.199 psi 9.771 psi 2.859 psi 1.838 psi 201.147 psi 201.147 psi 16.823 psi 16.080 psi 7.721 psi 9.814 psi Title :"laerPti. f\'S'!...\ll..)01;:::'.:"i 14 Job# 200De~Efo Dsgnr: jd/ea Date: L l -z.. 7 Description : two story bldg. w/roof mech. yard Scope: analyze {e) framing for new mech. units on roof ·---------------_______ , ______ ------------------·-· ···---------------------------------------------· ' Rev: 510300 C b" d F t" D · Page 2 User:KW-060!54,Ver5.!,3,22·lun·1999,Wm32 Om lne QQ Ing es1gn (c) 1983·99 ENERCALC Description ! Reinforcing ACI 9-1 ACI 9-2 ACI 9-3 i ACI Factors BRACE4 ( values given per unit width of footing) @ Left Edge of Col #1 Ru/Phi As Req'd 6.95 psi 0.445 in2/ft 22. 72 psi 0.445 in2/ft 14.61 psi 0.445 in2/ft {per ACI, applied internally to entered loads) i: ro ects 2000 200081.00 calc enercalc 2000 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd 57.71 psi -0.445 in2/ft 76.78 psi 0.548 in2/ft 5.12 psi 0.445 in2/ft 6.42psi -0.445 in2/ft 49.36 psi 0.445 in2/ft 4.13psi -0.445 in2/ft ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST 1.400 1.700 1.700 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 USC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor 1.400 0.900 .... seismic= ST*: 1.100 Title:~ ff7 /-}-Wt:;rz;n~ Job# 2oooi:oo Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard LI 'L 'l) Scope: analyze (e) framing for new mech. units on roof ---------· ·-----·-----·---Page 3 i: ro·ects 2000 200081.00 calc enercalc 2000 Rev: 510300 User: KW-060154, Ver 5.1.3, 22-Jun-1999, w,n32 (c) 1983-99 ENERCALC Description BRACE4 Combined Footing Design ,---...-~-.------=.---------------------------------------------- : Sketch & Diagram ·• &ff iMi ii#i WI 1 &stt4¢14MtJ tttAPM#fftl@§ I M@f@W#i@lt\#1MM@j/, I 0-•• J_;.oin I I ! 4ft I ~ µ_Go ;;-20 r,so 0.40 I, ! 1, i I 111111 1l1,, ' 111111 111111111 I .00 I i ' ! I ! i ' I i j0,24 I I i j0.36 I ~-~--- Bending Moment (k-ft) I j I -! -----r--·- ·-,-------'---!----t----·-r-· · ·t · t I I-: i DL=lO.O, LL=9.4, 5r=-27.311-1-'--.....L---'----'---.L..-__i __ _L __ L...._...l _____ -· --. --·' Shear Load (kl Location Along Member (ft) I I 26ft I 4ft I . + 34ft l 3.00 5.60 ~B.20 20.80 3.40 ~ I l i I 'lllilllll lilllil: l 111 11111 I i I I I --j I ,, I -- Location Along Member (ft) 1139 2,60 r,20 7.80 0.40 ~3.00 ~s.Go-!15:W--~o~sr ?3:40 --~ i: JI )~--! II f 1(1 ~µf l!l;!:l!! :i!'.li:11'' I Ii ;l r 1f:'l-i-t·,~-, .. ,.. -1 n ,1 1~ ,11, . :11.1,: ,i,·i I , H ,;, ~ "J'"'"'· , ~ [ I I I 1: :11 ljl ,:11 'I:,,·, i >-=---~ .. " ttv 'tir 1"" 12.16 I I ' 'I 'I I I I 16.21 t1-,rJ-I -, _ 1.,.,."1~ · ~-- : II 111 !! i, 1,I 20.26 . · +-'tr +tr --· __ , ' I ' I : I I '11 I ' I ---~-i+ I I 1 . I 124.32 . . I ' H+ . Lf''" ----·· -I I : \ I l ' 1jifi! I ,:1 \ I · f T • 1-tn+i ;.t · 0--.. 28.37 I I I •: 1,.w,:1.1,11• ' 32.42 · I ~~t ii ~I 1-L-· ·t · .. ,!I, I 1111111 ,l_:1' __ : ____ .. ,. 6.00 Bending Moment (k-ft) Location Along Member (ft) 6.00 12.Go ~ .BO 0.40 µ3.00 r:.~~~~-·-:~BO ~3.40 26.00 I I I : . --!---~-----1---i- .oo 0.15 I 0.23 i .31 -i-------_L __ 1..-_ Bending Moment (k-ft) i I . ; . -+--~ i-·---~ ; ---! -·-·i-· ··-! . ----: I Location Along Member (ft) Rev: 510300 User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description BRACE 4 W OUT LL Title:~. A5 ~IA.l':?f,h t-¾ Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard Job#200egDb )_ )'2..~ Scope: analyze {e) framing for new mech. units on roof Combined Footing Design Page i: ro ·ects 2000 200081.00 calc enercalc 2000 i General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden I Dimensions I Footing Size ... Loads Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness Vertical Loads ... Dead Load Live Load Short Term Load ummary 2,500.0 psf 4 145.0 pcf 1.33 0.00 psf 4.00 ft 26.00 ft 4.00 ft 34.00 ft 4.00 ft 30.00 in fc 3,500.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.50 in Live & Short Term Loads Act Separately @ Left Column 11.620 k k 27.250 k column support Pedestafslzes #1 : Square Dimension ... Height #2 : Square Dimension ... Height @ Right Column 9.990 k k -27.250 k 0.00 in 0.00 in 0.00 in 0.00 in NMS& NRM Footing Design OK Length = 34.00ft, Width = 4.00ft, Thickness = 30.00in, Dist. Left= 4.00ft, Btwn. = 26.00ft, Dist. Right= 4.00ft Maximum Soil Pressure 1,761.40 psf Allowabl 3,325.00 psf Max Shear Stres 16.82 psi Allowabl 201.15 psi Min. Overturning Stabili 1.582 : Steel Req'd @ Let Steel Req'd @ Cente Steel Req'd @ Righ 0.445 in2/ft 0.548 in2/ft o .. 445 in2/ft I I [_Soil Pressures I Soil Pressure @ Left Dead+ Live Dead+Live+Short Term Soil Pressure @ Right End Dead+ Live Dead+Live+Short Term Stability Ratio j Moment & Shear Summary Actual 548.9 1,761.4 493.9 0.0 1.6 :1 Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf Eq. 9-1 Eq. 9-2 Eq. 9-3 Eq. 9-1 Eq. 9-2 Eq. 9-3 ACI Factored 768.4 psf 2,466.0 psf 1,585.3 psf 691.5 psf 0.0 psf 0.0 psf Eccentricity 0.299 ft 10.290 ft -0.299 ft -10.290 ft ( values for moment are given per unit width of footing ) ._ __ lllllll!llll!lll!_lll!ll __________ lm!l~llll!lll!--------l[lll!!!l~ll!llllll--lllllllil----lil!ll!~~-------111!11111 Moments ... ACI 9-1 ACI 9-2 ACI 9-3 Mu@Col #1 2.06 k-ft/ft 14.36 k-ft/ft 9.23 k-ft/ft Mu Btwn Cols -17.02 k-ft/ft 48.53 k-ft/ft 31.20 k-ft/ft Mu@Col#2 1.50 k-ft/ft -4.06 k-ft/ft -2.61 k-ft/ft One Way Shears ... Vn : Allow * 0.85 100.573 psi 100.573 psi 100.573 psi Vu@Col#1 1.459 psi 10.416 psi 6.696 psi Vu Btwn Cols 7.346 psi 15.199 psi 9.771 psi Vu@Col#2 1.048 psi 2.859 psi 1.838 psi Two Way Shears ... Vn : Allow * 0.85 201.147 psi 201.147 psi 201.147 psi Vu@Col#1 5.354 psi 16.823 psi 16.080 psi Vu@Col#2 4.647 psi 7.721 psi 9.814 psi Title : ~-fifi-H):0}2'n"1" Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard c:,, I Job # 2000ie:@0 Scope: analyze (e) framing for new mech. units on roof Rev: 510300 , User: KW-060154, Ver 5.1.3, 22-Jun-1999, Win32 . _ _(c) 1983-99 ENERCALC Combined Footing Design Page ·2 · i: ro·ects 2000 200081.00 calc enercalc 2000 Description ! Reinforcing ACI 9-1 ACI 9-2 ACI 9-3 I ACI Factors ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST BRACE 4 W OUT LL ( values given per unit width of footing ) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd 3.26 psi 0.445 in2/ft 22.72 psi 0.445 in2/ft 26.93 psi -0.445 in2/ft 76. 78 psi 0.548 in2/ft 2.37 psi 0.445 in2/ft 6.42psi -0.445 in2/ft 14.61 psi 0.445 in2/ft 49.36 psi 0.445 in2/ft 4.13psi -0.445 in2/ft ------------------------·-- (per ACI, applied internally to entered loads) 1.400 1.700 1.700 ACI 9-2 Group Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 I Title :~i. k1k'\i-.. Pfc-rt4 Job# 2000liMJO Dsgnr: jd/ea Date: Description : two story bldg. w/roof mech. yard J-l 31 Scope: analyze (e) framing for new mech. units on roof ,---c-:-c------------------------------------------· ·-- 5;;;,~:o~l54,Ver5.l.3,ZZ·lun·l999,Wm32 Combined Footing Design Page 3 (cl 19s3.99 ENERCALC i: ro ·ects 2000 200081.00 calc enercalc 2000 Description BRACE 4 W OUT LL i Sketch & Diagram I t;rn ! .~..1ftJ,i--: _____ __:Z,::.6ft,.._ ___ ~G_! J_ 34ft ~ S.60 8.20 0.80 0.24 1 1 k---_.._--i----l---1----+-----!--+ .36 I I t ------·-·----·-·--···· --· ·-· --·-·-. - p.22~ -:w--p:ao--~0.40 ' I I p.rs I I • f~------· _____ i---f---_-_·+1----~--+-----~ .09 ' .04 • I I ~+I-I-I.J.l.1-l.J.l.i-l 1 +111-1-1-1-'"----l----+---l---r------I -------, I I ' 195--z~.zo .BO µ0.40 I .oo '1111 __ J 3.78 5.67 ,\ 7.57 ~ g--- !13.24 --· I I I I I I }---i·----· 'I ~~-+ 115.13 i I '! ! I ~ 1 ; .l. ~3.00--7i5.60 ~s.zo 10.so ~3.40 26.00 I 11 : ti lll''t' ' · ,1 I l 11,11 ' H 1'-'-· ~ ,i! 'I . ill J -I I 111! -i"ffl -~---I I .µ: .. --, ... ! ·I I ' ' . .,. 'J.L.-----· !-· ! '-I ,I ! ;r ' ~~ _ !-L'. _1_ ,-" "t] I !ji j i H~ I t.µ·-----·-. I· -· -· ,. l ,, 11 ------·-.. -. Bending Moment (k·ft) Location Along Member (ft) 3.40726.00 -l-l+l+.+---+----+---+~-0.4_o_-l-~-3._oo --~~ --r20 _ rso_. ~3.40 I l I ! .oo I +--+----l ' ---1---1----t- l------+---1-----i-l-___ ,. ___ ~ -•· ~-48--1---t---t·--- L----t ' --'----'------L---'----'--CJ Location Along Member (ft) Shear Load (k) 8.53 P,60 p,20 p.so i t 15.60 -8.20 20.80 µ3.40 Fr I 3.67 I f~ ,, 8.82 I ·1 3.97 I I II '§:u"" ,; .1 1! ; . + -·----~! r I :1 i I > t9:4f 1!1 r· I ~l ' I I! I !I I : h I I. I I I 1· , I m1r1 f I I I I LX I I I i! Location Along Member (ft} Shear Load (k) 6.00 11.20 Z.60 5.20 ,BO I f?f ~S.60 ~s.zo po.so ~3.40 . I I ·-·' -· ' -----1 8.08 II I , I ----1-H~-0 ' •• f 4.96 I u U111 ---l---: -----· I 1.84 111_ I I 11 ~ ~ • · ---'-I i '1 fl-' -\ -I 8.72 I !1 ij 11 I, • ' 1s.60 I ti +r rnPt". , -· , I I I 'i '1l,1· ; I ii· ~T•t • -• 2,1 ' l_f 11 1' ' II'~ T m:rt--:---; l -jf 1+1+ (Cl,---I l I : ! I l· I! ,I ~:I' I t· ,;-tr 1",fl·jrr :lt!t--· l ! r, 111 !1 111:l!i.! 11: 'i!!. .u, I I I I ' ~6.00 Bending Moment (k·ft) Locabon Along Member (ft) Bending Moment (k-ft) Location Along Member (ft) -~ - ...... I\} \'J ~ C) - . ,! ,, 4 / b I \ 41 Ii/ \b . ' I I ~~\ 0 0 \1.; I 0 I I 0 0 0 ,, -_,,,.---....... 0 0 ---==::::::: 0 I 0 0 0 I\ C) ,N --------:....<' ,, / ...i ___ .__;_ ___ _ -<;)"' \ r-.J , I ,, \ - ....J ,' I --'--------- •-------- -,~-- "'-I=-ct1. gq l><'. Ll-.OA.D ()<;ND A'?PJ..\i::D FOtz:CJc,; \ I LoP-.D -:: 4'q.~q K. b ""3 '5" r-.{ .. (· -::: 0 . 0 \ l::, \< ~ 'F ~l ~ I 4 1--l S"'S--+ Jl, x. I 41 ::. 3 3 4~ ~F 'Z- i 1 -:::--054G::. -1-,O 10 :::: -t;" 3. S" 4 '< -o , r\ol-f'< ME; \f' -;:. ~ + ::= ~ L F ~z.. '24 I b'1 )(. \(.,, + ~ 'I-. \ 41 :: 2. '12oK "'2.. f-z_-::: 2'120 Y--,0 lb-::: 4G:,,,7"2..1< f ft-AM€ ; \J-::. L\~ -::. 2. • 3 4 K ,_ F -z.o 'f" LDOR. D t:C\,,(,_ -z..'l \J..)'"2.. FD\2-M.L..OC::.l.i(__ (j B &A\ w/ "3 1/t'1 1, .. :r. wT, '-.O}.JG, q.•\\ou:,," 11,20 hf" 111'-o" ~pM/ J 12.. 3 -::-l~ 0'1. + ?-'~--\ "7 Z. ")(. ~ + l ~+ l&) )( ,O \4:=-K5,F =-4~ ,--Z. I< \r = 4s..-z .. i<. = I ,c:&S-K"s...r 124-·· C. 4 -:::;::::-~ --1-4 ~Of/1 v~ l T"LGAl-\ VJ " t o 16 ,z ~ l'-40 j +{:_ D I(. x n ,<_,30 '\ = 5o.'=>-1 ::-l,01( \,toz K.l-r 301 ~ )(..~4-+ \ ~ -l-l<,..) = z... -z. -s-o, 5F ~00 Z.'2..)(.(J_4+1""\ = \~ K~44-10\ = 4~0 tx. 14 == \ l -Z.. 3,5C, ~ ?.4-:: 3 7~1'--, O\G',:, ~ hO K \J"-== /,::0 -:::: 4 , 3 ~I.-'F' -----\4 ~ ... W2 FORMLOK LIGHT WEIGHT CONCRETE (110 pcf) i'C:sL -•- . GALVANIZED OR PHOSPHATIZED/PAINTED DEPTH ~" n .. _ . . . e4 WELDS ~LLOWAB~E SUPERIMPOSED LOADS (Lbs./Sq. Ft.), DIAPHRAGM SHEAR VALUES FLEXIBILITY FACTORS Jf.L...------. r i I NUMBER l TOTAL SLAB DEPTH 1DECK GAGE I OF SPANS · r & CONCRETE l & WT f , I j --7---·-, ,-------·-·-, 1 12'-0· ; WT. psf i · ps i g ' 7'-0" I 7'-6" 8'-0" 8'-6" ! 9'-0" ! 9'-6" ! 10'-0" ! 10'-6"; 11'-0" l 11'-6" 12'-0" ?o: : 1 r---1 .·3 34 03 1 :::· .-' 3 2.6 04 6: . .-: : · 2 23 73 5. · .:.ios_ ,.J )_86 ·,:.j67:. r '; 15f-T·· ·i3's·-·1··-122 111 ,. , ~-t9~~ 76 : 22 2 . 208 :: · .. 186,-. .167 , ,·150-:. ;,;135 122 111 · . :,,i1~it 12~~ : : 1~:6 1.~~i 1~~ii 1~;~ ;1i~~ .. -.,1~~r- 1 1 \i~~--· 1·~~~ 1~~~ · 1~i6 :, ·:fi!~1 ¾ .65 . 1.8 F .45 .46 .46 .47 .47 .48 .48 .49 ! .49 .50 50 ·s 8 a 8 -7 · 1 381 340 ~-::251: ~23f:'·,-\212/:J_ .. 1.91 \;:/J7L .·:-155 ... ·--:141 -• . 1-21(}>J 88 ·.' 21 2 381 340 305 275 ·212 .. -_,·/·191·,.v:112 .. f··:.155 141_ 12a'.:':I:( 3 381 340 305 276 251 (--191:.\.:.172_1:~155 .141 12~:--,:(/; :210 . r 1 __ 2_. 0--+---'-~-~1_,_\_,.,,,8~ 1 ~:~ 1 ~1~ _ 1 ~~t _. 1 ~~~ . J _ ~:~L[ ~ I 1 ~lL. _ ~~~ 1 ~~~ 1 1 ~~~ :~~ --i. -5¼" 1 400 376 338 .:::.267::· .·239' ··\_::-215-,f-:194]:_-176 r 160 :--~·46~'<}(®li 90' f ··. 20 2 400 376 338 305 278 ) ·215··~:194°L·>176 16Q·' :t46'-i::.:.I:f~¼: 90 · l . 39 0 3 400 376 338 305 278 ! 254 l 233 r-·.175 160 1:41f··. '. (ir:::·; 1_~L 1 • 2_1 ~ 1~~~ 1~~~ 1~:~ ~-~Ji_l 1~~t_l~~~t} _1~~~ l 1~~~ -r~1a 1~~~ 1680 97 : . 1 '. · r 1 400 400 400 366 I 324 1 265"_ '~-_240-1 . 218 1 199 r ····1.82~: .'".:t 97. , : l 19 2 400 400 400 1 366 ! 332 ! 304 279 ! ,218 1 199 t 182°t ':'::ii 13;~ ; . \ · 2 HOUR ; 3 400 400 400 ! 366 l 332 i 304 279 , 257 , 231 I · 182 , '.":·'f _ 53 : , FIRE q 1970. 1930 1890 1·1860 ! 1330 j 1800 1780 1 1750 11740 I 1720·· ·1'i10 101 , A' NG ;...,.__2·_4_-!----__,_F_-4----•=35___ ,g_p .31_...;.._,_38 __ ,__~3.8_. . . _,3JL .. J ......... A.L+--A.L.J.--...:I.l--l-_,; 101 , .· ~ R_ Tl ; 1 400 . 400 j 400 I 400 1 379 ; 320 " 279 -·l _. 254 ! 232 101 : 'l ~ .. : : 18 2 400 11 400 · 400 ; 400 I 379 346 j 318 293 i 232 -> 3 400 400 l 400 ! 400 ! 379 1 346 I 318 : 293 : 264 1340: :~ :'. :·-:' r 2_7 q 2030 ! 1980 ! 1940 f 1900 i 1870 I 1840 1820 1 1790 l 1770 1730 j~i~: .-. ~,------',____ ~ I ... 4~~ -! 4~~ , 4~~ t-4l~---~---3~t-i ____ :~~--r--3~i+---2ir f°" 2~~-t-2=·~=-~-+--~.1~.i:;,,,,~,,-,-1:Af 1111J~ 16 2 400 I 400 400 : 400 I 376 / 316 291 ' 269 ! 250 233 3 400 : 400 400 ; 400 I 376 3<+4 316 291 , 269 , 250 233 1410 q 2180 i 2120 2070 . ! 2020 [ 1980 · \940 , 1910 1880 · 1850 i 1830 1810 ,'!£_ -· 3·3 F .27 I .28 .28 !..,_j9 ! .30 .3 l L_0.9J .32 .. :_ .. ..J.LJ,,_____,.=32"---'---''=32_____. -~' 85 85 85 1420 -~?.. 99 99 99 1430 . 1;{-··; . 6¼,, 113 113 1440 .5_L :. 134 134 134 : 1470 .4L 140 140 140 1soo .44. 155 155 155 1570 48.2 3 HOUR FIRE RATING ,:g.,,. ~ ' r i 22 1.8 21 2.0 ' 1 I 2 I 3 I Q I F ' I 1 I 2 i 3 i Q . 368 .. · f 323' 285 . J. 254 •' c 226· I 20;:l ;-182 . l 164 : 149 135 .· 85 :,.i 254. ·226 . 2U-3 \: 182 l 164 r 149 135 32 ; 254 -· 22q-.2:;'.i i° 182 ! 164 I 149 . 135 0 ! 2080 1 2060 : "(U'J I 2030 l 2010 ! 2000 i 1990 3.9.._ . -~Q ; AQ,_.~ ~' .-,.1t...,..,.-:....;..4..t_,.. ....... AL · .42 _ . 2~.:.-f. 28~-J_ ,:258· ·; 2:12 I: 209 .; 189 i 171 156 __ ;..r i~ 1 ~~~ ,·t --~~r :i: ··232 :r ~~~ .1: ~~~-: . ~i~ ~~;-\ \.: 0 \ 2100 j 2080 ! 2060 ! 2040 j 2020 , 2010 1990 1980 .. ' 400 I 370 r ·2 400 ' 370 I 3 2160 j 2130 I 211 I .3.8._L_.39 I , 400 [ • ' ·C"' .... ' • , .366.. .3 400 i 400 3 I 400 l 400 3 2190 213 7 ! .38 . .38 ! .38 , .38 , .39 : .39 .40 .40 l 1.1 -3~4 . J. 291-· t: ·. 251. : _: .230 . 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