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HomeMy WebLinkAbout2765 LOKER AVE W; ; CB003108; Permitj ~ \\\\.-\ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10/13/2000 Commercial/Industrial Permit Permit No: CB003108 Building Inspection Request Line (760) 602-2725 Job Address: 2765 LOKER AV WEST CBAD Permit Type: Tl Sub Type: COMM 0 NEW Parcel No: 2090811800 Lot#: Status: ISSUED 08/22/2000 JM 10/13/2000 10/13/2000 Valuation: $40,000.00 Construction Type: Applied: Occupancy Group: Reference #: Entered By: Project Title: NEXTEL -ANTENNA SITE Plan Approved: Applicant: WHARTON LARRY 639 BISON CT EL CAJON CA 92109 619-203-1773 Total Fees: $588.29 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 Issued: lnspectAre~~.-;p ~, .. 1 ,,..,,,,r.· ~-,~~,, ,~· Owner: l...i.Ou -~11.-;jiVU \b}\.JJ. ,:JJ. COB C PARCEL 18 LL C C--.PRMT C/0 KEN SATTERLEE 4510 EXECUTIVE DR #5 SAN DIEGO CA 92121 Total Payments To Date: $220.56 Balance Due: $367.73 $339.33 Meter Size $0.00 Add'l Reel. Water Con. Fee $0.00 $220.56 Meter Fee $0.00 $0.00 SDCWA Fee $0.00 $0.00 CFD Payoff Fee $0.00 $8.40 PFF $0.00 $0.00 PFF (CFD Fund) $0.00 $0.00 License Tax $0.00 $0.00 License Tax (CFD Fund) $0.00 $0.00 Traffic Impact Fee $0.00 $0.00 Traffic Impact (CFD Fund) $0.00 $0.00 LFMZ Transportation Fee $0.00 $0.00 PLUMBING TOTAL $0.00 $0.00 ELECTRICAL TOTAL $20.00 $0.00 MECHANICAL TOTAL $0.00 Master Drainage Fee: $0.00 $0.00 Sewer Fee: $0.00 $0.00 Redev Parking Fee: $0.00 TOTAL PERMIT FEES $588.29 Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby 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 ou have reviousl been iven a NOTICE similar to this, or as to which the statute of limitations has reviousl otheiwise ex ired. 02 7,·-, ..,...,. .,:;o i 1i i~ v 1--1,,,0 /[r PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Validated 8 Date ________ .,.,._,-1-.1!=-==-.~-<4,,,.,_ Address (include Bldg/Suite #) Business Name (at this address) NIEYT15:L Legal Description l,ot No. Subdivision Name/Number ' Unit No. Phase No. Total # of units ,, Assessor's Parcel# 0 ZD9-t>~ r-Existing Use Proposed Use ~1 -·· Description of Work SQ. FT. if _ //j)(i/'-1=, _ f!fle/1E.. ~ A. _ Sf:71:= 2JX> ... ,i, , .. CONrAc;t P,l:;R{lql)l:{it~iffet~nt-jr_om llPP.llt;iintJ , . -~ , . '.,. #of Stories # of Bedrooms r ,, - Name Address City State/Zip Telephone# Fax# l-3s.. APPLICANT,.-:,:,,, Contractor: -~ent'for-:Contraotor ·:·. Q·owner-·r,,;l>,g· ant.for· Owner,. • ... .-?MP..r> · r;d!~ u. 'S<) (JifoN' cir ·,£_-M\J1>iv M Name ~ Address City .... ·c· (}-2.0( r State/Zip Telephone# Name Address City S.tate/Zip Telephone # '.$, .. ·-PQNtB~CT0~·9'A.MPANYNM'IE ·---·------···· ·----....... ' .. < .. ---··-·. .. .. ... _..... · · ·· · ...... · · (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Gh"\:N'.« 1v\.7Lo1v CQYt.,,, S9?1 SGt4 l.,16w <pG-C,~lo;M'\ Ci'! 1aoo8 7~v-9,;i?~'i~'7') Name Address City State/Zip Te!~~one # State License # G "u-'{ 3/ 8 .J License Class IS City Business License # }W 3?.,,..~?,_ /l(J i+L-C...€:CL /l-fkLC-i t1$t.?ui.~ Designer Name Address City State/Zip Telephone State License # _________ _ ;ij:·.·:w9i=1:K°Etf$,~:t;:·9MPE.N$.ATl6Ji''·:-~---.. ..... . -.... , .... , .......... , ...... . 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. Ill' 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 ~ued. My worker's compensation insurance carrier and policy number are: Insurance Company Drt.&i'\'\.cA;VS ~..>NJ.. -.;:F-:.vB Policy No,.,..,-; C... L 9 R'SDt?,8{:j i Expiration Date / -l -aZ:> (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($ 0,000), in ddition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE ._.e_ , -DATE /&-/3'-Oc:) !1,, · ·OWN,1;!1~.ffl,J!~Dl;l;l,.!)!;C!;~ijA;-TIO~; .. _ .. -· _ ., '' ,. , . I hereby affirm that I am exempt from the Contractor's License Law 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). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D 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. D 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 _________ _ [¢6,fyi~LJ;I$.'l:ttis $ECTIPN:F.9'8"/.JQN1:fl;SIQENTiAt. t1;11Ci;iiNG. tPJ=J.'IM!TS~Ol\lLY: . Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES O NO IF ANY OF THE ANSWERS ARE YES, A FiNAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. :8;_. ,49N$:J'.~UCTION'~l;f\lp)l11~,~-Gl;NQY.: ·.:. '..: ,:.. •. ~-r::: .. ~:· _-,_--~_-:.-:~· ,·s ·c -·.,· -• _: I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued {Sec. 3097(i) Civil Code). LENDER'S NAME______________ LENDER'S ADDRESS _______________________ _ ~~-t/~ __ Ae~~,cA~1:--c~frr1ftc}~11orf··,_-__ ~--,,_--._::-A,;<-_____ A_:.\:;~_--: ... -.. ~-~~·-·--·-.-~-, ... t>ffff:,-,,N·r-_-A------_:·-··::··-~:_-> :.:, 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 Citt 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 building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the uilding or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uni m B · ng Code). DATE -e-5-2-=...-;t_~<z.._--tJ_Q ____ _ WHITE: File YELLO City of Carlsbad Bldg Inspection Request For: 04/05/2001 Permit# CB003108 Title: NEXTEL -ANTENNA SITE Description: Inspector Assignment: PD --- Type: Tl Sub Type: COMM Phone: 6195208412 lnspecto~ Job Address: 2765 LOKER AV WEST Suite: Lot 0 Location: APPLICANT WHARTON LARRY Owner: COB C PARCEL 18 LL C Remarks: BACK OF PROPERTY -TAN BLDG. Total Time: Requested By: MIKE Entered By: CHRISTINE CD Description Act Comments 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs PCR01005 ISSUED PCR01017 WITHDRAW PCR01041 ISSUED lns12ection Histoiy Date Description Act lnsp Comments 01/17/2001 11 Ftg/Foundation/Piers AP PD LIGHT POLE 12/05/2000 39 Final Electrical AP PD ELEC METER RELEASE 11/07/2000 34 Rough Electric co PD ON CARD/NOT PER PLAN 11/07/2000 39 Final Electrical WC PD 10/24/2000 11 Ftg/Foundation/Piers AP PD 10/24/2000 31 Underground/Conduit-Wiring AP PD CONDUIT FROM MAIN TO BLDG 10/23/2000 11 Ftg/Foundation/Piers NS PD 10/19/2000 11 Ftg/Foundation/Piers co PD SEE NOTICE ATTACHED City of Carlsbad Bldg Inspection Request For: 01/17/2001 Permit# CB003108 Title: NEXTEL • ANTENNA SITE Description: Type:TI Job Address: Suite: Location: Sub Type: COMM 2765 LOKER AV WEST Lot 0 APPLICANT WHARTON LARRY ~er: COBCPARCEL18LLC Remarks: Total Time: Inspector Assignment: PD --- Phone: 7607496127 Inspector& __ Requested By: LAURI Entered By: CHRISTINE CD _D_e_s-cr-ip-tio_n _______ &a_ Cor{;e~, t Ls~ 11 Ftg/Foundation/Piers I LJ ¥ tL l [)() { {, ( Associated PCRs PCR01005 PENDING lnsgection Histo~ Date Description Act lnsp Comments 12/05/2000 39 Final Electrical AP PD ELEC METER RELEASE 11/07/2000 34 Rough Electric co PD ON CARD/NOT PER PLAN 11/07/2000 39 Final Electrical WC PD 10/24/2000 11 Ftg/Foundation/Piers AP PD 10/24/2000 31 Underground/Conduit-Wiring AP PD CONDUIT FROM MAIN TO BLDG 10/23/2000 11 Ftg/Foundation/Piers NS PD 10/19/2000 11 Ftg/Foundation/Piers co PD SEE NOTICE ATTACHED CilY of Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Bt:e.::> Plan Check#: Permit#: CB003108 Project Name: NEXTEL -ANTENNA SITE Address: 2765 LOKER AV WEST Contact Person: Sewer Dist: Inspected By: Inspected By: MIKE CA Phone: 6195208412 Water Dist: CA Date Inspected: Date Inspected: Date: Permit Type: Sub Type: Lot: 0 Approved: Approved: 04/05/2001 Tl COMM Disapproved: __ Disapproved: __ ........................................................................................................................................................... Comments: ______________________________ _ ,. t"I• , CJi/~ ~~933 Silverton Ave. Suites 706 & 707, San Diego, Ca. 92126 License# CI0-707161 FAX Date: 12/04/00 Number of pages including cover sheet: 2 To: City of Carlsbad From: ATT: Inspection Dept. (Pete) Tim Bosworth Phone: (619)547-8082 Phone: Fax phone: (619)547-8082 Fax phone: CC: REMARKS: D Urgent 181 For your review D Reply ASAP D Please comment Pete, I here by certify that the buss taps provided by Pacific Electric and installed by Bosworth Electrical at 2765A Loker Ave. West. were torqued per the spec's. provided by Pacific Electric. Also enclosed is a copy of the letter from Mitchell J. Architecture stating that the change in conduit size, ( 3" to 2") from the meter to SDGE pull section is acceptable. Also that the change in ground wire size from #4 to #6 is acceptable and that the service ground may be connected to the ground in the SDGE pull section. · Thank You, Timothy L. Boswo.1~\ \~c r I i ' lo/z~ I NEW 100A LUG TAP ! • SERVICE "iooA 277/480v' ~PH. 4W MAX.-.E.ROM EXISTING SHOWN SHADED 4000A SIEMENS U/G PULL SECTION ~ -1------------------l-. i BUS ALUMINUM ALSTAN 80 PLATED l: @ @ N 1-------......,I \ : · LUGS (1) #14-1/0-kcmil CU9 AL. LUGS ;ER PHJ}.SE ~ ~L.-• I ; ~ AND NEUTRAL. ~ i-----,--~,,-,----'------'-...,.....;~-~---l I-,~~~---~ ' l~ : =: : --~ -: I ~w A : t:: : --: :=H I ~-. . · "THIS CONNECTION TO AN EXISTING SWITCHBOARD /1----'-'-'--.......U.'..-ll · i ®=JIP 1 1-+-i=,--1.µ.~ ___ _j . : • FOLLOWSU.L. 891 STANDARDFORDEAD-FRONT /;/, :---~,_ [ : ,__~~-, swri:cHBOARDS. ALTHOUGH THE U.L. LABEL.CANNOT BE l ~ 1 1 '---1 · FIELD APPLIED, HAD WE PROVIDED THIS 'FYPE OF I\! I B @ @ I . SIDE VIEW : 'CONNECTION IN OUR.MANUFACTURING FACILITY WE ~ 1 , @ @ 1 1----~ , i. . WOULD HA VE MET THE U.L. 891 STANDARD, AND COULD· . I L.-I AFFIX A LABEL. .-ID!!\11-----+1--~ i Hi--1----~; I ~ : c : -: : · 1.: . : PLEASE NOTE: ~ I I 1-''----'-----_j , · · --a _,_:_ __ ~--.J-.---------.-:.:. _____ .J I :/· THECONTRA,CTORISRESPONSIBLETOPROPERLYTIGHTEN , GLASTIC BARRIER u___ ~ t ' ALL BOLTS AND LUG CONNECTIONS IN ACCORDANCE WI'.fH . '1 THE TORQUE LABEL PROVIDED. - SIEMENS 4000A U/G PULL SECTION ·I YOU MAY ALSO BE ASKED TO PROVJPE A LETTER TO THE 1 , INSPECTION AUTHORITIES CERTIFYING THE ABOVE BEFORE , . ! THE BUILDING INSPECTER WILL APPROVE THIS . , NOTE: ALL TAP CONDUCTORS _ \ INSTALLATION. • MUST BE ROUTED ABOVE S.D.G.&E. , TERMINATION STUDS,,AND·EXIT _,, ~--· . . . -, . . ... THROUGH THE TOP OR TOP SIDE f , A TORQJJE SPECIFICATION LA:l;!EL ·WII,L BE INCLUDED-WITH OF SECTION. 1 • • THE SHIPMENT FOR THE PROPER TIGHTENING OF THE BOLTS • CABLES MUST NOT LOOP DOWN , PROVIDED FOR THIS CONNECTION. _ INTO UTILITY LANDING AREA. 1, • , . ' ,.--RE-F-ER_T_O-TO-R-QUE_V_AL_UE_LAB-EL-P-RO_VI_D-ED-, WITH-,---MAINTAIN 3" UNOBSTRUCTED j MINIMUM SPACINGS (600V) SHIPM_ENTOFLUGTAPASSEMBLY.IFTHJ;,LUGSIZE CLEARANCE FROM TOP LANDING \ 1 !SNOTREFERENCEDUSETHESEVALUES. STUD. :~ .. ' MINIMUMSPACINGBETWEENL!VE MIN!MUMSPACINGTHROUGHAIR SOCKET SIZE TIGHTENINGTORQUEFORSOCKET , , /.. I PARTS OF AND ACROSSFLATS HEADSCREWS . ,. · . . , , ,, . . OPPOSITEPOLARITY OVERSURFACEBETWEENLIVEPARTS (INCH) (POUND-INCHES) BILL OF MATERIAL . I AND GROUNDED METAL PARTS • 1, , THROl/GHAIR , OVERSURFACE 1/8 45 QTY . · DESCRIPT10N , ,.. tc·-----+------jf--------------l 5/32 100 4 1/2cl3 X 2-1/2·.GR. 5 CARRIAGE BOLTS I LO" I 2.0'' 1.0" 3/16 12q 4 1/2 USS FLI-T WASHERS• n .•. 7/32 150 4 1/2 LOCK WASHERS ; ' !CAUTION: 1/4 200 4 1/2-13 HEX NUTS' . 1:THISTAPASSEMBLYISNOTASTANDARDPRODUCT.EACHTAPASSEMBLYISCUSTOM 5/16 275 ·• •· !DESIGNED TO MEET THE E?(ISTING CONDffiONS. WHILE EVERY EFFORT IS MADE TO 3/8 · 375 l AL. BUS FLAGS Vl!TH LUGS MOUNTED ' IPROVIDEA PROPER TAP ASSEMBLY, THE INSTALLING CONTRACTOR SHOULD VERIFY 1/2 . 500 1 TOROT.JE VALUELABEI 1199. IINADVANCETHATTHEMINIMUMSPACINGSL!&'TEDABOVEWILLBEMET,l\NDIFFOUND 9/16' 600 • !TOBEINCORRECTDONOTINSTALL. ~-~~=-''---'-"--"-==='--------------__j • , f (I ' , ·, DATE: . 9/14/00 SHEET 1 OF J , -Pa1'!ific Ele'ctric, Inc. CONTRACTOR _ MARK ! 4264 Rio Nedo Temecula, Ca. 92590 BOSWOR,1,'.H ELECTRIC ' ', .(909) 296-1562 : ,___.,._.....;.•'---,-------1------~-_,J , \ DISTRIBUTO,R • P.O. NO. 't. ! DRA~ BY: t\fEXTEL : REXEL ESD 130080325 t---+--11---...:.·------1-----1 2765 \LOKER A VE. , , DATE BY REVISIONS S~ft • CARLS~AD, CA. 92008 ' DRAWING~O. 0T5670 ( .. ~ •J Information ~ • ®To Build On Page_1_of_ Engineering • Consulting • Testing INSPECTION REPORT L0l~\ .. ( v-- CLIENT~-------- DATE_~/_t)_· -_2_Y_-~o~·~o- Architect ;, 'l-/_ • f C 4 ,E /( T ~L,,_ . ,., ,;;.._ C. l•1 .::;... ·1 . ./ PROJECT (Name) __ 1'-'\'-'-/"""=c:~,'-,...._~_' ....... r---+-/ __ _ .,..,, (Address) _________ _ REPORT NO. _________ _ Building Permit No. -...-C-.~.:..~-~-..:..-~.1-0 ...... -~-··_,__/-;.::.,..,,.}'---'""t,...! ------ Plan File No, ________________ _ F' Engineer STr ,-i C Tu r-c.. / .;-.;/ /. f>/·.,.~--r'"*J Govt. Contract No. ______________ _ Contractor T.-9,,,.-/ o J" OSAor OSHPD #-------------- Other ___________________ _ INSPECTION MAT'LSAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ OSHPD __ Concrete Cylinders --V Rinf.: Rebar .ti l Ir-"< Plan & Specs .,, ' . \,,,,$' .... - _OSA __ Cement --__ Rinf.: W.W.F. ~ Clearances I , __ Specialty __ Mortar Samples --__ Rinf.: Tendons ,\/ Positions __ Mechanical __ Grout Samples --__ Cone.: Mix #/psi ,V Sizes __ Electrical __ Masonry Prisms --__ Cone.: Mix #/psi .JL..Laps r\ __ Roofing __ Masonry Block --__ Cone.: Mix #/psi _ Future Continuity #/psi V C ,.i .{, • __ Fireproofing __ Grout~Mix #/psi _ Consolidation ~ oncrete 1,41;,,.. ur < ,. ::J --__ Masonry _._Units (block or brick) ----__ Mortar: Type/psi _ Mortar Batching __ Struct Steel __ Asphalt Concrete --__ Units: Block _ Electrode Storage ~restress Cone __ Roofing --__ Units, Brick. __ Torque Applied __ Pile Driving __ Reinf. Steel --__ Steel __ Fireproofing __ Steel --_H.S. Bolts __ Waterproofing __ H.S. Bolts --__ Metal Decking __ Non-Destructive __ Tendon (PT Strands) --__ Electrodes __ Soils Technician __ Other --__ Fireproofing . __ s·atch Plant_ __ Other .. --·_·_.0th.er Correctiye_ action. required_-_ __ Bolt Pull-Out __ Other --_ Corrections completed REMARKS I ., ,.,, r. / / .t2.r I '1 , -1" t--1 le. ( A£ V ;:;;; / •· f_,. .. + (, --. ..-,. I , . {/ / $ _., ·' ' I 6 tA..i.J ,: / ! .. /4 . • • I /,,0.I 7 /.. r . / r I e c. r::...... . ~. ,,. .. I , CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opin- ion or project control. INSPECTOR NAME-~(; ___ ~C},.J--~/_S:~<-..~/4_1>-2....,,,-·,...,/r-+-1 __ (Print Clearly) • "" • ~-:, .,(7 ( .L" -~ ,,, INSPECTOR SIGNATURE___..(~.-,.,,.-:,-p ____ ~-w..,.,....f~' ,,.,..~·-"~~ ~,,,~,.,,-~~~-.;~f;~-r __ G::~ ~/? CERT. NO·---=---'--.:..,,,,----------- / <.r DATE-~1~/~l='J--__,,== .. -~r----'-~-~-~,t~/~J _________ _ PSI-B-900-170(2) fr ;/Irifo~n ~ • ®To Build On Page_1_of _1_ I Engineering • Consulting • Testing INSPECTION REPORT L_ 01( €"/{ CLIENT _________ _ DATE _/o-2 0-()Q PROJECT (Name) f\/ t,.' )( /.-C'. / (Address) -7 I/~. C:: .-._ k r "" . :~'.t---;" w~ ......_ '-1' ~ ._ 'II.-.-~ .:Je.rr C,.,. /r{.·. ;;/ _., C-::~ . /,J., _..r. REPORT NO: ___________ _ , '/' • .I I "1/ -r-( .t ,,,.-. Architect_---";C..'t,'_·__::..,_ .... _, ""c::....=;1,,..:.i= .. t;;:.?----'-.l--'-J--___._-_.,__1~--~-=-,:::.:.:i~-=-,;.·;,t!...:.-~jttA Building Permit No. ~ d' ~)O.:.:,.· / :.}~ Engineer ., rt. I. -. Plan File No. S 'TIA r 7 0.r .... _/ .r-1 r .., , 11 r:.;., I.,--:--r Govt. Contract No. _____________ _ Contractor. /vi. v / o I' . 1' INSPECTION MAT'L SAMPLING __ OSHPD __ Concrete Cylinders _OSA __ Cement __ Specialty _. _ Mortar Samples __ Mechanical __ Grout Samples __ Electrical __ Masonry Prisms __ Roofing __ Masonry Block )( Concrete If ( 6t;;J'"' __ Fireproofing __ Masonry __ Units (block or briGk) . __ Struct Steel __ Asphalt Concrete __ Prestress, Cone· __ Roofing __ Pile Driving __ Reinf. Steel __ Fireproofing __ Steel __ Waterproofing _-_ H.S. Bolts __ Non-Destructive __ Tendon (PT Strands) __ Soils Technician __ Other ____ Batch P.lant . __ Other __ Bolt Pull-Out · __ Other / .... l i:... /-"I r/r;;. --;-· ,, ·t"J. __ .::.,. r: -l, ·-< c/ QTY -- -- -- -- -------- -- -- -- -- -- -- --· -- -- OSA-or OSHPD #--------~----- Other_-'C"=-...,.;'7/=--_7-', "-='--,,9"---"-/_,_~I'·.,,.~ ''-f~J--+,,=J=k-"-x"-'·· )'::'-':.r""--'-1_.,,..r+/.:;;-/""'"·-'=-f·- MATERIAL DESCRIPTION '\/Rinf.: Rebar . £ •• /_. / '\" ,~ ~ ,,.. ,. 1.fa· -_,_,Rinf.: W.W.F. __ Rinf.: Tendons __ Cone.: Mix #/psi __ Cone.: Mix #/psi __ Cone.: Mix #/psi __ Grout: Mix #/psi __ Mortar: Type/psi __ Units:, Block __ Units: ·Brick __ Steel __ H.S. Bolts __ Metal Decking __ Electrodes __ Fireproofing __ other I INSPECTION CHECKLIST \(r ~ Plan & Specs \-' Clearances £ Positions _S,_sizes '\_./ Laps ,~ ·~ _ Future Continuity #/psi _ Consolidation _ Mortar Batching _ Electrode Storage _ Torque Applied ! Correctiv~ action-required_, __ .-Corrections completed· & S' /" /./-</ / , , --I-L ,,,..,. [ ,,,, . ,_ , __ r-- I +'<., ,_) ,/4 -r l . I' r· c, ._ c i C 7 (_ CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otheiwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the ·locations of the work inspected only and does not constitute engineering opin- ion or project control. ,/ I .s:,· t, ( INSPECTOR NAME _L-_Q.t-_· __ / __ (.. __ r;_r1_;_li~~T __ (Print CIE!ady) ~ /-: /~-r-/ INSPECTOR SIGNATURE( a-, _,.p·-_.J_c.cf::.:_ -:.A.q:r-=-. PSI-B-900-170(2) c.;«z CERT. NO. _______________ _ /p .... Z 1"1-r.::_Jo DATE ________ ...., ____________ _ OCT-30-2~00 12:54 PM SCHMIDT n Q Itiformation ToBuildOn Ii' •• .,.,,.,.~ • ,__ INSPECTION Fl!POAT CLIENT _______ _ DATE fo-2,0-00 .. l.i /? REPORT NO, Arohlteot P" ;-.,Lc;,4-:I // J. (...,A~ll,lftBulldlng Ptrmlt No. C:800.,l 1<'8 "", J Plan FIie No. __________ _ !nginur S-,.,.,,.,.. 11#\rr:..[ l'lt--t' I,"¢,, "rJU Govt, Contract No,---------~ / r OSA-orOSHPO#-------,..---- Contraotor. T~/ 0 r \....CJ~,.,, u:.,, Jee. r '' "',s Other CA 2-$1/ I t4 t/-t.f ~ I J/f.f:- INSPECT10N MAT'L SAMPLING QTY ~T~RIAL~~TI~ ~PECTION CHECKLIST __ QSHPO _ Concrete Cylinders -int.,Rfbar ;: M&S~ --OSA _Cement -_ Fllrtf.: W.W,F. ~· _Specialty _Mortar 8amplt• -_ Rlt'lf.; "f111ndON Poe!110!lll -~lcal _Grout samples -___ Oono.: Mix ,1pa1 0,$ -Elecffloa.l _Muonry Prism$ -_ Oono.: Mix #/psi L.ap$ ROOfin; _MuonrylalQOk --COl'IC,; Mix lt/p&i _ Future Contlnulty t/ptli -:X.Concrete tf~6r;J" -Fll'8prooling -~ Grout: Mb( #/psi -Conoolidation _Mucnry _ UnltG (bloel< or brick) -_ Mortar; Type/psi _ Mortar BatQhlng -Slrt.!0t St&ai _Aaphall Concrete -_Units:Slock _ Electrode Stortg9 _ Preatrflt eonc _Roofing --un111: Brick _ TQ<Que Applied .._ Pile Ot1vtng _,,.. Fleinf. Steel ---..Sie.l -Fl~rooflng _:...,.SUlel -_H.S. Bolts -. ---·-_H.S:, e,.,1ts .. .. .. __:; ·Metal ~ng -~ -_Ncn-Deetr'UCtlYt --:-Tondon (PT Strands) --_e1ec~ ~Soll$ Tacmlclan _Qlhlr -_ Freproofing ~Ba10h Piant' . .. . ' ~ --~ . .. -~ Olh•r .. ", . .. . . .:..;_ ~v, tctlon· reqt;alr$d __ ...;...BcltF'uM-Ql,lt· ·-.. ..;....;.Olhor · · .. . . ' ~ _., _· Correi:tlons ~i:l ._....._. RIM.ARKS Ve,., t {)· ..e---tl ~ I .:/4,. e-e-A-. ""· ~ 7: ~ f JAlttt.c-t:. w./f-{, pra~ r , , t::.e ~ ~ 7'-6 _e' /1; c :< C Q' "'l C r--.e. r e_ , /'? /.Sc.z~1~---·1..,... INSPECTOR NAME-~----------'--a,.._, .... r_ INSP!:CTOR SIGNATURE cO' ~ Pfli,8-900· 170(2) oAre __ /._~_._z_·a_-_o_o_· ____ _ ~·. 1:::1 L OCT-30-2000 12:46 PM SCHMIDT 760 729 '91::,10 [pS'iJ.fr!::::t/fn" -----------Flage_...1.._of __ _ -.,,...,.,, 'eon......, ...... INSPECTION fllPOAT . ( O ke,r- PROJECT (Name) lY-'-k' i3: I OUENT-------- DATE /()-t_ 'f .. 0 0, (Addren) RlZwS ~ti. /{u-,lfve., Architect ~ / f G, /, .e, // J: Ce.:~~ If ~ .s r r ,.,. , r" ,-e;,, I /I/?/; l/o. 7.L.t ,?I J.;:, '?; Ct:.../" /.r ( ti. g REPORT NO. Building Permit No.' -=c:--o-=--a-a,,_):_Z_a.....-..~-- Plan FIie No. ____________ _ Govt. Oontract No,----------- OSA·orOSHPO #-----------Contraotor..-U-4.,r_/._o-r __ , -------Other--------------- INSPECTION rL. SAMPLING ~ MATEFIIAl DESCRIPTION jSPECTJON CHECKLIST -OSHF1D C~e CyUnders _ Rlnf,: Robar Plan & Specs -OSA __,,Cement --_ Rlnf.: W.W.F. . leara;'ICf;1$ _Speolf.lty ~Mt»tarSam~ X Rlrlf.: TMldoniL ~ ¥d. OQitiQrlt -~cal _ Grout 8am!)le$ -Cone.: MIX #/psi~~@ izes -Electrical _ Maeonry Prisms --_ Corv:.: Mix #/pal Lepe =x:Rooffog -· IAaeonry Bleck -.....:.._ Cone.: Mix #/pai J{~==~~~ Conoreta _Flrtproofing ~ -Grout! MIX #J\MI _Ma$01ll)I _ Units (block or bl1ck) -_ Mortar: Type/p8i _MQ418.r68tchlng _struct steel _ Asphalt Concretl! -_ Unita: Block -.. Eleotrodo Stora~ _Pl'IIOtreee Cone _Roofing -_ Unitl: BrlOk _ TorqueAppJ!ed -PIIIIOl'Mng _Reilf.aff! -_StHI _ f'l!reproorlr,g _$tNI -_H.S.Bo/11 _ Waterproo!tng _H.8. Ek>lt6 --_M$1i!Owekfng -Non-0eatrucllw -Twlon (PT S!Mnda) -_El.et~ _ Scill TIQMIQlan _Oltw -_ FlrepmoflrlQ -BatchPlint -Other -_ Other _ Oort'6ci!v& action reqUlred _ -8o/t l'Ul!-Out _Other -_ cor~ corriplfllld RIMAAKB Pl"', ..t, ;a., 4""" ,-a"' r:I c d 1-1.r ~//cl c:...r / 0 h o £ f'JZ l 0i,, .r ...<r '7 /,;I'/.,. C ci ~ r -i:L r-,. et L..i t IH.e c;_.L._ ~ _ .. · I vit r-ffl;;,,.r/11*1·; 1?'6 ,-4..,,'t,,.-e s( d¢"'!.lf.,. f-€.-7'-' d ('s? c.y/:2..r/.$.rS' .{)..-c.o,,. .,#on,,, a. ..., ,; L if'-"'"::_I" "1"1 .':!.fi , ,5' ,t7e C, / -(,",.e <:/ 7 INSl'!CTOA NAME ~c,,/,,.,_/ u INSPECTOA SIGNATURE ~ ~ ·~~e-m·1?0{2l r; t.;z CEAT, NO,------~------- OATE-..:..../_tJ_-~e_.__,_$/._-_CJ_O ____ _ 760 72'3 96 l le'.I OCT-30-2000 12:45 PM SCHMIDT r'I--.Filllifonrtalion--------------- /llm,,.roBuildOn Page-Lof_ ........ ~Coneuftiitf•1Nflnf INSPECTION REPORT '-o k.-'! V' CLIENT _______ _ OATe_...;_/t_'t)_-_Z._Y._-_"_o_ PROJECT (Name) Al .e., K 1'--e / (Address}~?/4 s Lo~r Au.e' C&;fskJ, cit>:~· A!Chltect /tf',:f e,~4 ff :r; ~~ J, v.. en;lnNr s,,.."'c 'tu ~I 111-!'t'f'/,~~'r.u' REPORT NO,~~-,,.....,...-..--,,,,----- Bulldl11g ~ermltNo. cj;j,;,:JZO f& = FIian FIie No, _____________ _ Govt, Contract NO,------------ OSA-or OSHPO #------------contrector. ?";. vlo,r , ~~~---------------- INSPECTION MAT'L SAMPLING QTY --1:i,TEAIAl DE.f AZ~ tNSPECTION CHECKLIST _O!HPO _ ConcretB Cytinclera Int.: F!tl)&r -J F'lan&Spec:a _OSA _C8mont -_ Rini.: W.W.F. Clearances -~ _ Mortar 8amplea ~ _ Rinf.: t""1dona Poaltlons _Mechtnlcal _ Grout S&mpl~ -_ Ocnc.: Mlx#/p&! Slzee _Electr',Qal _Maaoniy?riama · --Oono.: MIX #/pe.l lap$ J{ F\cofw\g /.. +. ' _Matoruyl9lcek -_ OOnc.: Mix #/P'i _ f=uiUre Con!lnurty #/pill Ccrlcrete .JtMI'\ f>rc ,-':.!J _ Fl~rooflng -_ Grout: Mix 41/psi _ COMOUdatloo _MasQl'liy _ Units (block or brick) ~ _ Mortar: T~/psl -Mortar Sfflhing _$truct Stffl _ Asphalt Concrete. -_ Unlta: BloClc _ !lectrode S!QttQti -P~Conc _Roofing -_UriitA:Briok _ Torq,.ie Applled -Ph Driving _ A9inf. Stei;11 -_SIMI -Fi~ _$1eel -_H.S,Bolta _ Waterpn;dirlg _H,8.l!Solts -_M.ia!Odng _ Non-Oetlruellvtl _ Tendon (PT Strands) --Eltclrodes -~ Ttehnlclan _Otl'lor -_ Flrei:,rooflng _Batol,flllnt ___ OIiier -_Otner Correctlw actl-on ~- -Boll Pull-Out ---.Other --~~ REMARKS IL 4-rt'{):..e r/ /' 1-a (.. 4'.e ~ ... r , .P 1-..a( --~A,.. , , ';_j r z::~ --e I .,,,,,,I t"l-i_, ··1~ NSP!CTOPI NAME---~-----------:...;J.--..,._!l,. __ f __ C, 1/c_ CERT. NO. _______________ _ IISPECTOA SIGNA TUAI: e:zy~ oAre_......,l__a~--t._¥_-_o_o _____ _ • ~·B--¥00.170{2) l •Jinfomultion • ®To Build On Engineering • Consulting • Testing REPORT OF CONCRETE COMPRESSION TEST TESTED FOR: DATE: FIELD DATA: EARL TORRENCE TAYLOR COMMUNICATIONS 5931 SEALION PLACE CARLSBAD, CA 92008 October 24, 2000 PROJECT: NEXTEL-LOCKER CA7-411A 2765 LOCKER AVE WEST, CARLSBAD OUR REPORT NO.: 059-00180-1 LOCATION OF PLACEMENT FOUNDATION SLAB FOR SHELTER DATE PLACED TIME SLUMP, IN. AIR CONTENT, % AIR TEMPERATURE, °F CONCRETE TEMPERATURE, °F DATE RECEIVED IN LAB FIELD DATA SUBMITTED BY MIX DATA SUBMITTED BY October 24, 2000 4 October 25, 2000 CARL SCHMIDT HANSON SUPPLIER DELIVERY TICKET NO.ffRUCK NO. MIX NUMBER AND PROPORTIONS CEMENT WATER FINE AGGREGATE COARSE AGGREGATE ADMIXTURE HANSON 4033502 NQ.IE:.Ae.fl.LCl\BL!;ASlM..SJ.AMDABQS.!J.tll.ESS OTHERWISE INDICATED· SLUMP· C143-97· AIB CONTENT· C231-97 {EXCLUDING SEC 6)· J.EMPERAIURE· C1064-86C93l· CY!J~QllCEXCL.UQltll,..$.EC~MPLllli,.:..G112:l!L COMPRESSION TEST RESULTS SPECIMEN TEST LABORATORY IDENTIFICATION AGE DATE OF NUMBER OR SET NO. (DAYS) TEST 2718 A 7 10/31/00 2718 B 28 11/21/00 2718 C 28 11/21/00 SPECIFICATIONS 28 REMARKS: K Cylinders made by PSI representative. Cylinders made by Architect's or Contractor's representative. ASTM C39-96; C1231-93 TOTAL CYLINDER LOAD DIAMETER (LBS.) (IN.) 115000 6.00 X Cylinders picked up by PSI _ representative. Cylinders delivered to PSI laboratory. CYLINDER COMPRESSIVE AREA STRENGTH (SQ.IN.) (PSI) lYPE OF BREAK 28.27 4070 Cone 3000 Test results comply with applicable specifications. Test results do not comply with applicable specifications. All cylinders capped in accordance with ASTM C617-94. cc: City of Carlsbad THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Respectfully submitted, Professional Service lnduf/fiies, Inc. ~~ Project Engineer PSI A-200·4 (6)F Professional Service Industries, Inc.• 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121 • Phone 858/455-0544 • Fax 858/455-1170 FRGM : PEG GR I FF ITH _ . .. _ . , ... . ·. jfisfkief:::::t: FAX NO. Oct. 3~ 2000 01:42PM P4 Pagt_L01_ ......... "OoffWL._• ..... INIPl!CTJON 1'1POFfT {. 0 k~; OUENT-------- CATE /0-Z, '/-0 0 • PROJECT (tqrne) N .L. K ~ I (AddrGN) ;270$ (_d /(U"_,{l/e_, /d-4/?; Q!f:/4-(ci.~ /11,'fe,/.Jl,// J: ~~a.,"1~ ..s r r I.\ Ct r"' ,... e-.vl /It'/'; I,~ u...f IV;FOFffNO ~ ,4-00/fO - Bulldlng Parmtt No. . C 8 0 _J_ Zo 61: Plan FIia No, ____________ _ Govt, Contract No.----------- eontraotor.__,Z£,...._¥v_/._1J-.r ________ _ OSA orOSHPO P----------- Other--------------- INS,-!CTlc»l rL. SAMPllNG QTY MATERIAL OESCAIPTION ir=~o~= -08HPD Concmo Cy1Jndo111 3-_ PJnt,; Robar PIMASpecs -OM _c.mont -_ Alnf.: W.W.F. learoncu -~ _MO!tarSan,plee Alr!f.:T~ ooitiOnt --~ _ Grout Sami-c X Oen:;,: MIX 1/plli ~ Sm -~ _MMonryPrlims -_ Ccn:.; Mix 11/PGJ I.ape xA~ _, l,4uonry 8lock -...:._ Cano.: J.tx tipa! ~Fuv.Oonm~ Cono/'8'1a _Flr~ng ----_ Grout! MIX •Ip,,) ~ il, -~ _ Units (block or brick) -_ M0r1a1: Tyo&lpa1 -~ Batorilng _StnJot SIMI -"~~ -_Unilll:Blook _ Ekiotrodo Stof'age -P~Conc: _Rooflll; -_ Units: Br\ok _T~~ .. --F'lla~ _Roiif.&4-tl -_$1N1 -"'~1'0 _$!Ml -_K.6.8olta _w11~no _H.$,Dol!s --~~Ing -~ _ T.,..;o,, (~ Sll'Mdl) --.ElecirOQN _Seillr~ _Oltw --Ml'WllrooflllQ -· _ lla!Ct\ Plan! _o.i,--_Other ~tctlo,1~-- -8o/l l"uJ-Out -~ --~~ c °'1 c,,,,... ....tt ']1---L i"" ...,_ o /Jo""'"" d' esr /'tJ e1 / .J /~ tf /1 r :; ~"' /r--<r ei,,.r ,I ,,,(j"' '7 / // -'z, c." ~ r r' . ~ ~ L.-t t IH.e c.,~ ~-~ · I ZL.i t I"" '1iO.,,.. /t11.,s , 't:Jt! 'r°"1-/t.. ~ s( drl -e.... f ..e..r-6 (5) c.,e:/,1.. /4rs 7' ~ G<>,t.-1 ,;!o .r11-. ~ M c:: ..e. ---r--4!-J{; .:Y (I $ /7e C; {:ft.€ i PAGE.04 OCT 30 '00 13:18 FROM .. ,.. - : PEG GRIFFITH I rtfiEiJ lnjormation ~ 11:fl::fi:,U.To Build On FAX NO. Oct. 30 2000 01:43PM PS Page..Lot_ ............ ~.,..,, INSH!CTION REPORT ~o l<,.,e V" CU ENT ________ _ OAiE _ _c./._'()_-_2._$1._-_()_0_ PROJECT (Name) N .e,, K r-~ / (Add"'"' e274, s Lok~u e . C-1:ef skJ, e& s-r-· ~EPORT NO. C) S-1 -0 0 I .fO __. 3 R" Bulk:11ng Permit No. C jaoj/(2 ,8 F>lan Fil• No, ____________ _ Govt, Ccntflot No.------------ OSA or OSMPO #------------Other _______________ _,, INSP!CTION MAT'L SAMPLING QTY _AA;,~::;~~~ f """"cmON CHECKLIST -~,.D _ Coocre(B C,,tlnclons Plan&~ _OSA -~f -_ Aini,: W.W.F. Clearlll'IC&fl -~ _Mot11W Somples -_Ainf.:T'eodons Poisltlooa -~ _Grout~ ---Cono.: Mixf/plll Slua_ -E~ -"'°°"'ry?riwn& --_ Cone.: l.llx ll/~ Lap9 :x~ t-..r. ' _Muoflrye!odc --Cone.: Ml.I 1/J)jll _ Futuro Con!lnlJlty t/,;,.i Ccr',(irofc ' N"C f' ~ _ fllN1proollr,; -_ Grout: Mix i/ps -Ool'llolm!lon _MMo,,ry _ Untts fbiocfc or brlok) -MM&r: T~pal _Mol1ar'~r,g _StNCtSJMI -~ConctA. -_Unltl1.·Bloclc _ l!lootrcde s~ -Pl"UtreNCooo _Aoo!lng -_U1'itl:Briok _ Tol'QLIO Aix,lled -PHDrivlng _ Re\nf. Stt61 -_SIMI -"'~ _Steel -___ H.S.W• -_w•~· _H.S.eoitl --_Metllo.dclflg -~ _ Tendon (PT &ranc!I) --~ -~T.ol,lllelan -~r -_Fll'l!Proollng -!latonl""lrt _°"8r -__ eitn.r -~ a$)n ~- -loltNI-Out _Othel" ---~Ill~ RIMARl<I // .11.r /{ :.e £ ,e. / <-<--~ tt-s -.e ~ r " -/' ,-A, --1,,.. Ar-c .. 1..J-j r z::~ -e / I d/ I t ~-' c,. CL ...r. ~"""' ;-( /4,.--1-(·-e-/ 1 "'- ~SP!CTO!"l SIGNATURE ,i .i-lJOO' 1 ,o.; 2) OCT 30 '00 13=19 C, 're.. L.J, o. L-rYf7Y CERT. NO. _______________ _ oAT'E_ ...... /_o_-_z, ___ V_-_o_o _____ _ PAGE.05 FROM: PEG GRIFFITH FAX NO. Oct. 30 2000 01:41PM P3 ..Jl...,,1111 J. J.J l .. UL-I -!,t,'-".L;~l!ll!J !..:. • ...J"f r-1·1 CU ENT ________ _ OATE _/o-20-00 INSPECTION MAT'L SAMPUNG QTY ~TEAIALOEJ~Tl5L ~PECTION CHECKLIST --~PO _ Conaett1 Cyllndeni -int•fWw 6 lSpeca .. :.. - -0~ _CtmMII _ Rlnf.: W.W,F. ig--. -&:,edal!y _Mortar Sample& _ RIii/,: iendOnl ~ _l,loc;har,k:a) _Grouts~ _ Cone,; l'.lbc •JpQ " -~ _Matonry Prisnu; _ ConQ,: Mil<~ ___ L8pa ~= -Muoruy ~ -_ Cone.: Mix •Ip$, _ Future Caillruly f/p61 tf~tc...r· _ Flre,,rooling -_ GrtJI.II: ~b( I/psi -Conddll1m _ lltlalcnry -Unlta (llloell< OI' brick) --_ Mortar: Type.lpsl -Momir Batof\lng -SN:lt!ltMI -~ eoru:r.to --l.lnil:l: E!lock _ Elec1r0do 81011191 _PlfflNm ~ _Roofir'Q -_ Unlta: Brick _TO<"Quo~ _PMOfM'la -Rarlf. !leel ---~ -_FlNpfOOl!ng _suYI --_H,S.Bol"' Wltt,procf..r.Q _H.$.Boltll -_MetnlDodclng _NM-~ _ Ttndon (PT Strands) --_e~ _&ol'.a Tactnlclat, -.Qner --~roo#ng -~Plant _on,., --_ Olfltr -Ooff'8ollv• ection rttqun,d __ _Boll?iJI-Ovt _Olhet' --CorT1ci!oN c:ornpieGd RIM.IRKS Ve.I" t IJ~..e--<f' lf:;J / .._ ('; e ~ ---.,, ?: p £'. ~ I').. £:re C. /43-J: r--c; -1 L ~ r ~ f ..I I/ ~J ~r--f; ~ c/ i=s u::1 /¢ <-:t:. wt' t:L.. ,<) r CJ~ r r · c 4.....,... 4 n , ..e. J ~ t::< a. 'l< -t:6 ,r:' /2 c =< c c ..., c r--e. r e.. Oll~TION 0#1 ~= To m• tlOe! ol our kN>W(~, all of tt,., l'elX)/100 'llil011c, u~ OINl,.,.,la. notod, oubalan!!al!y ~ ~ IWf'Qll'lld l)Wlll, a(>ffd6cdoo~ and ~ &&COOtlll of N ~ c:odM. Thie report co-n, the locu.tlorl3 «. tll! ~ In~ only and doot flOI oonsl!tut& engi~ opin- ion or~coolrol. c.J~ 0,. &4/Z Yy~~s-ceAT. NO. _____________ _ Cv.-1 s~L,,,,}, c/--r- lNSPECTOF! NAAIE---------~--'----- INSM:CTOA 81GNATURE a,P~ /& ... za-00 DATE---------------- OCT 30 '00 13=18 PAGE.03 EsGil Corporation 'l.n Partnersliip witli (jovernment for '13ui[aing Safetg DATE: AUG. 30, 2000 JURISDICTION: CARLSBAD PLAN CHECK NO.: 00-3108 PROJECT ADDRESS: 2765 LOKER AVE. WEST PROJECT NAME: ANTENNA & EQUIPMENT SET:I CJ~NT CJ~ CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. · [SJ 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 Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: fZl 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: (by: ) Fax#: Mail Telephone Fax In Person fZl REMARKS: Specify on sheet T-1 that Special Inspection is required for pouring concrete as well as rebar placement & Hilti Anchors on this project. By: Ali Sadre Enclosures: Esgil Corporation 0 GA O MB O EJ O PC 8/24 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 00-3108 PREPARED BY: SADRE DATE: 8/30/00 BUILDING ADDRESS: 2765 LOKER AVE. WEST BUILDING OCCUPANCY: S2 TYPE OF CONSTRUCTION: V-IHR BUILDING PORTION 86JlbQl~JG AR~l6, (sq. ft.) ANTENNA & EQUIP. Air Conditioning Fire Sprinklers TOTAL VALUE UBC Building Permit Fee: UBC Plan Check Fee: Comments: *PER APPLICANT VALUATION MULTIPLIER EsGil FEE: VALUE ($) 40,000 40,000* $ 339.32 $ 220.56 $ 176.45 Sheet 1 of 1 valuefee.dot PLANNING/ENGINEERING APPROVALS PERMIT NUMBER .:.:CB::.....:...00;;;...3 .... · ..... I ~~----DATE ?~ /4r2 · . L l RESIDENTIAL RESIDENT-IAL ADDfflON MINOR (<$10,000.00) · ·(~;-TENANT: ~MPROVEMENT i I • .:~:',PLAZA CAMINO REAL , . . -: • . CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE ~FFICE ~UILDING ' .. OTHERt0,,hf-o fu:r.-& .. ~. ,SA-R_ . -~R£Q-cn ~11\£\ . . . . U)~L-\....~ (Sy-w-s ~ ~ \..)~ ao~1/F-r1'1/-o.&>(14) . PLANNER DATE ---------------- DATE 9/4k? { z >, >, >, .c ,Cl ,Cl :lj; N "' 'lie 'lie .x ,:,(. ,:,(. u (J CJ Q) Q) a, ..c: ..c: ..c: (.) CJ CJ C: C: C: "' ., ., 0::: ii: ii: . . PLANNING DEPARTMENT ,, BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 00 ~) 0 ~ Planner Paul Godwin APN: ;!O'l · 0 g (. l ~ · 00 Type of Project & Use:"Te.\eom .,S ;le. Zoning: PI General Plan: tJ: Address ~7b5 Lak<'r Prvc. We~+ Phone (760) 602-4625 Net Project Density: DU/AC Facilities Management Zone: .....;-5...,.._ __ CFO lin/n11t\ # __ Date of participation: Remaining net dev acres: Circle One ------- (For non-residential development: Type of land used create,d by this permit: ____________________ ) ~DD Legend: rg:j Item Complete Environmental Review Required: D Item Incomplete -Needs your action YES -NO X TYPE --- DATE OF COMPLETION: _____ _ t;4 DD Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES :l,__ NO __ TYPE ___ _ APPROVAL/RESO. NO. _____ DATE ___ _ PROJECT NO. _______ _ OTHER RELATED CASES: __________________ _ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: N (?~d 0--pp, o_v_a._l _o_£ __ c._u_P _C)_O __ -~--, _,_/_e_..:t_P_9_1_· a-61-(A) Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619} 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination form already complet~d? ·· ·-: t If Np.,. complete Coastal 'Permit Deter.minatior:i Form no·w:-·; t ' YES·_. ; NO Coastal Permit Determination Log #: Follow-Up Actions·: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst "ref,, .. 0 0 lnciuSIOnary Hc;,uSi!lg Fee required: YES · NO _'l_ r · (Effective· date-,of Jnclui,Jonary Housih~.:Ordinante -May 21., 1993:) Oat~ E,rti:r\t-ComRleted?. YES. · . NO . _ •. · · .. · . :. ::: .., '.,_ ~ .: . -; .,Cy (~tf,Jp~,. ~tivJ,y_:~.a'fpti{.iiE!nce, ~nter CB#; \oolb~r; scieensi Ho'.~si~1/Fie!'!~, Construct Housing y /N,. Enter Fee, ·UPDATE!) Site Plan:· \..; ~ .. l. Provide a .ftJIIY diroension~:t-·.sj,!:}Jf.P.~):i,::~'t'awn to scale.. Show: North arrow, ' ·""""· ' it., 'S"_ .. 't .. ..... JI "' .,-..:~·· ~ property -lines_,. easements., ... S,lxis-ting · ar:id _proposed .,~tr.oct~reis, ·s.rreets, exfsting · ;str~et impr:overnenfs, . ri9~t..:bf-way' :width, dimensional setbacks and existih!g topogr_aphical lines. _ · -·. ~ .. · ·' · .... • 'j... o·· :o. '2. Provi.de .legal :description <;>f pn:;p:erty .and assessor•$ par.eel number. :Zoning·:: · D D D· 1 , -$etbac.ks: · F'. . • : romt:. \/ l.nterio'r Side;i'\ Street Side: . Rear:· Req~ired _· --,-,.----,,----- 'Requ1 r~d ..;_• -_· ----------- Required _ ----..,....,.---,.~- :ReqQ ir~d ------------------- Accessory structure -s~f~·acks·:· -, ··,, I., \·. - Front: Req_uired ·-=-------'---- 'I nter:iot Side; Required ------------Street -Side:· -Required'......_ _____ __ Rear: Reqt:Jire.c( • ........... .....-----. Structuri3 ~epar-~fion-: _Requir~d. _. _______ ___,.,.;..;,..;..-;-- a D . 0 4. Haig.fit: Heq.vired: -------~ :o· ·. o·--·:o· ·· ' ' '' 5. Parking: '. "t I, i\ 1 \ ·Spaces-Recfuired . ,---'--,---------- Guest Sp·a:ces :'3equited ...... · ---------'-'--- Shovyn -_,,.,.---.,.---,- Shown --------Shown .,---,------,---Sh.own . --------- Shown . ,· ' -----""-'---------Shown ------$ho W n --------Shown --,--------Shown ------'----- Shown --,---.----,....-- Shown ------------ Shown -------------------------- .oKTO 1ssuE AND ENTEREDNPRov;0.1:c1N~O cPMPU'fER ·~ H:\AOMIN\COliiNTER\BldgPinchk.ReyChklst i --· \ • • ,. CBA Communications Buildings of America, Inc., Antioch, C::l:f., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE: 04/14198 BY: JOHN M. SIINO, P.E. Fl!..E: STDCOC.COC ,-.. ·' ~. . -' -· . .. ~ ,---:-• .,, f,< ~·--· -_.,,.... \--: i \,, '",,. f . . . , __ GENERAL BUILDING INFORMATION j)ex-/4! G1e,11{Jlfl~ qlj/1> ·~· . '' OWNER: _ _:_.~-~~ ;> /-:;, • :, ·----~--._.,_;_· >; LOCATION: -... .:.:;_---_.;:.::::. DESIGN BASIS, CLASSIFICATION: 1991 Uniform Build'g Code & Standards, Grp. B, Div. 4, Const. Type II 1994 Uniform Build'g Code & Standards, Grp. U, Div. 1, Const. Type II FIRE RATING: ONE HOUR, NON-COMBUSTIBLE ROOF RAFTER SPACING: 16"o.c.; Roof Live Load (per UBC): 20 psf, Snow Load: not applicable FLOOR JOIST SPACING: 5'-0" maximum, Floor Live Load: 200 psf END SHEARWALL OPNGS:LJ One; Lk] Two Wind Load: Speed: 80 mph, Exposure C, I = 1.15, Height above grade: 0 ft (@ grade) Seismic Load: Zone 4 f r I BUILDING OUTSIDE OIMENSIONS:Width: /() , Length: J. 0 , Height: ) tJ EXTERIOR FINISH: [X] Class 1 Fiberglass Laminate; U 1/4" Cement Board & Elastomeric U 1/4" Aggregate-Surfaced Cement Board; U Other ______ _ PALLET STRUCTURE: ASTM-A36 Members: A= LJ ca x 11.5; B=LJW5x16; [X]C7x9.8 [X] C4x5.4& L2 X 3 X 1/4 f..XJ C4x5.4 C = LJ CSX 6.7; PALLET FINISH: LJ Galvanized; LJ Epoxy; [X] Other _____ _ PALLET SUPPORT: [X] Full Slab; LJ Floor joists@ main beam (@ 5'-0"o.c. max.); U Center each joist PALLET ANCHORING: {Minimum Bolting and Weldir.g Requirements for Attachment of Pallet to Foundation or Roof Framing. For Anchor bolts into existing concrete, use HIL Tl KB II anchors, ICBO 4627, without special inspection (5/8"f anchors with 4" minimum embedment and edge distance, 3/4"f anchors with 4 3/4" minimum embedment and edge distance)} W 8 -5/8"f bolts, 4 per side wall; LJ 4 -2" long 1/8" Fillet Welds per side wall SHEET METAL: Floor and Side Wall Panels: Roof Panels: End Shear Walls: Roof Joists: A 446 Grade A, 20 ga. A 446 Grade E, 20 ga. A 446 Grade A, L] 20 ga.; LlLl 1 S. ga. A 507 Gr2de :0, 16 ga. • CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 SUBJECT General Building Information Table of Contents Design Loads Allowable Roof Deck Spans Roof Rafter Span & Spacing DATE: 11i11/98 BY: JOHN M. SIINO, P.E. FILE: STL-98-2.WPS JOB #2792 TABLE OF CONTENTS Pallet Structure -Floor Deck Spans Based on Live Loads Applied Pallet Structure -Maximum Span For Schedule "A" Beam Pallet Structure -Maximum Floor Joist Loads Wall Design Based on Vertical & Out-of-Plane Loads • Roof Horizontal Diaphragms Shear Wall Design Foundation Design • Anchorage for Uplift & Lateral Loads Design Tables Table No.1: Roof Rafter Spacing and Live Load Limits Table No.2: Pallet Floor Joist (Type B) Maximum Spacing Table No.3: Wall Panel Loading Table No.4: Anchorage Schedule (5/8"4> Hilti KB II) Table No.5: Anchorage Schedule (3/4"<1> Hilti KB II) Table No.6: Anchorage Schedule (Fillet Welds) Table No.7: Minimum Required Shear Wall Lengths (20 ga) Table No.a: Minimum Required Shear Wall Lengths (18' ga) Table No.9: Minimum Required Shear Wall Lengths (16 ga) Table No.1 O: Minimum Requirements for Shear Walls Table No.11: Minimum Requirements for Shear Walls Table No.12: Minimum Requirements for Shear Walls 2 PAGE 2 3 4 5 6 6 7 9 11 14 18 19 21 21 21 22 22 23 24 24 24 25 25 26 CBA Communication.~ .au·ilctings '.of .America, :Inc., .Antioch, Calit:, (92,5) 754-7633 ·STRUCTURAL CALCULATl'C)NS FOR STANDARD STEEL STRUCTURES ' ' ' . ,~r~pared by:··Advanc~d En_gi~fiH~ritig :S~rvic~s,' (925) 427~0871' .-·. DATE:_1.1/11/98' · BY:.JOHN.M •. SIINOiP..E. · FILE: STL-9is-2.WP5 JOB r.!792 b.ESI .. GN LOADS: - Dead ·Loads:: . floqr; · -Vereb #-20 ga -2.s psf .:Root. Wail: Floor Joist · batt: 1hsulation :& mist:. 3/41' .plywodd Vinyl fini§h Eleqt. + Miso. 2.5 ·= 0.5· = 2:0 =, 0,5 = 5.6 Tqtal = 1~-.e psf Verco #20 9$ _#16:g_a x 6" Joist@ f5•i-+ L · batt ·insul1:1tion ·& misc. · ·5/8;' gyp.J;io!:lrq .+ 1-/;2"·gyp:· board -finish ,board . 'E;lect. + Misc; = 2'..·1' psf == '3.5 -0:5 = 5.0 ::: 0.5 ·-·.= 2:0. Tqtal ·= 13.6 psf · 1'/4" cement bqard- 1-·1·72" foam insulation· :N-?4·.#20. ga panel 5/8" gyp. :board: + 5/8" ·gyp, .board ,finish ·:b01:1rd · · · Elect. + ;Misc, Tota.I = 1.s pst. ',#, 0.2 · ·= :2;6 --5;0 -0.5 ;:= 0.5 = 10~7 :p$f { no~e; these dead loa:ds a.re .. u~ed-for building d!;!slgn only a:nc! are-not meant to be ·used t9 gstimate the building wefght-for lifting, etc. } · MAXIMUM .PQSSIBL~ 'lA°PERAI,. ·(WIND & SEISMIC) LOP.BS : Zone 4,· I = 1.25 · . . • ·· 1'9Sl l)EC-$ection.2334: ·_ :1994_.UBC S.(;!ctic>n :f628: Ba$e: She~t, )/ ;::: [ Z 1/C / Rw l W ::;: . ..[(OA).(1.25)(2.75)/(6)] W.. . '3ase . .Sh_e?r, V = fZ l-C / Aw J W = t(0.4)(1.25)(2.75)/(!3):] W . ·=· [0.18q3] W = [0:1!;~33] W . H397 uac !Secti0n 1'630,2.3( Base-Shear;. V= '[.2.9 ca I /-R l w ;::' L(2.5)(0.572)(1.25)1(4.5)lW ' = [0.397] w t assuming N~ =· 1'.3; c. ;., i(0.44Y{1·.3) = o_.572; . .N. = .2;0, c. =:'(Q;S4)(2.0) =· 1.28· anc1:·r = (ci.02o)(i0)°-75 = o.1.12s $e¢} ThEl meximum desjgn:sei$mic load-.frorn i:ill'the-·above :noted edition$ of the-UBC is V = 0.397 W, -use V .. i.mie = 0.40 W. Typcal Root..&. Wall. Pead l,c;iad-for a10".x20', W :;: :(1.4 :pi:;f)l(tQ,.(20,+.(2)(10'/2)(101+20,J = 7,0QO .. lps .. vmalueismic: =:-(0,10).(,7;000 lb,~) :::;: 4800 lps ' _' v~in. w;rid · · ;; .(as psw10·12}(201) = -s300-1b~ _<-governs tor building pe$\gn. For anchora:ge ·des_i.gn·, a typic:ai 10' x: 2Q' !:>tJildi'rig weigh$ "approximately· 14:;CJOO pounds plµs 25% of equipment weight :iricreas~s the seism1c· sheat 'loads. to-V~ismie = ·(0.4)[,1'4,000' + :(0.4~)(~00;psf)(101(201] = 9600· los . Therefore use a minimurrrWind Rrei:;sare of 49 psf '(Whip' l.,oad Gase. II) for ,anchorage designs: . vwind-=· (~9-psf}(to').(20')'-= 9800 lbs, . •• CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES • prepared by: Advanced Engineering Services, (925} 427-0871 DATE: 11/11/98 BY: JOHN M. SIINO, P.E. FILE: STL-98-2.WPS JOB #2792 .____ __________ ___, ALLOWABLE ROOF DECK SPANS Steel Roof Decks: (Maximum loading for multiple spans, Data from Verco Mfg. Co. for 22 ga. Vercor panel) I = 0.117, -S = 0.167, W = 120 psf (max. snow load) Fb = 30,000 psi, E = 29,000,000 psi Span based on Bending Stress: Fb = 1.2 W L2 / (-S); L = [Fb (-S) / 1.2 W]"(1/2) (where L = span in feet) L = [(30,000)(0.167) / (1.2)(120)]"(1/2) L = 5.89 ft. Span Based on Deflection: {limit total load deflection too = L/240 in} o = .0069 W L4 (1728) /(EI) L = [(o) (EI)/ .0069 W (1728)]"(1/4) = [(EI)/ (20 x 0.0069 X 1728 x W]"(1/3) L = [ (29,000,000 x 0.117) / (20 x 0.0069 x 1728 x 120) ]"(1/3) = 4.9 ft (for W = 120 psf) {for W = 200 psf -> L = 4.14 ft} CONCLUSION: Deflection is the governing factor on roof deck span. Constructability dictates a maximum span of 16 inches between supports rafters (rafters spaced 16 inches o.c. or 24 inches o.c. based on building requirements). Therefore, Roof Decking is not critical in roof gravity load design. { Alternate Steel Roof Deck: Verco Mfg. Co. for 22 ga. B Formlok panel, I = 0. 175, Smin = 0.187 is an allowable • substitute decking material. Thicker (20 ga} material may also be used. } • 4 'CSA, Coquriunicatipn~ ijuildihgs,.9f America, lt1c,, Antioch, Calif., (925). 7~4-763~' ' .S:fRlJCtURAL CALCULATt0N$· FOR. $TAND.A;RD STEEL ST·FUJCTURES . pr.epared .by,:,,Advc:1nc;ecl :Engir,¢fi!ring Servi¢~s, · (92:i). 427;;0ij71 · DATE: 11/11/98, l;IY: UPf'.ll;i,M,;s11~0.e,E.: _F!~:,~Tk911-~\'IP5 JOB "2?92 ROOF BAFTER· SPAN',&-SPACING . -..' , 1,:0 HaftefDesign: -Max. Sp$n · ,= 1·3~0'., ·; Spacing>.wttb·LintformJo;;id\=· ·24":o.c. . Special .Rafter,/Joi~t '0.~$ign: 16 .ga $tee.1 ·Cold.;Forrned s·hapi3, ASTM: 446-83-GR C o.r A57b-79 rGR 50 ,1 '1 1'." ,_, I e , .. 1.1 · . :section 'Properties: .. 1·;2 · · ·EfL Shear Are·q: AV = ,5 x 2:X,0;0566 .· =. 0.566 ,jr,2 -Loe; ot Neutr~J Axis;. y '..:::;: [,(5,,X 2'.X i5) + (2 '<'.~)J / ·(2 + 8 + 10) = 1.75 in, Mc;imeot of.Inertia:. ,. : $~cfion,> Modu_ii; !xx = Jio5~6J[:1'0x(g.5-y)12' + (~)(5-1.715)2 + (8) (1.7~}.2 +(2),(53)/12 == 4.oa in4 S~,(mjn). ~ :4.:0e/~.25 ;= :t.,2I~-in3; . · Sxx(m~) = 4:.0$/t,_75 . = 2;33' in3 , Effective ·Section: 'Capacitle-s; i;tt'Shear ·capacity:. , va: ~ A x 50>~ Av. Eff .. Momet:Jt Capacity:, . ,' Mr = ;6 x 50. x 1..26 / 12 Capacities for R?rters 1Spape_~ 24" -o.c.i Ma = (l2i24). x·3150 ·lbs:::fU= 1515 lb$-ft, Va = {1_2/24).'X 11320 lbs = 5660 ,lbs _ ;= 11.32 kips , , = .3'.15 k-ft (3150 lbs-ft) ,,, i, Allowable· Roof, L,oads .base(;t;on Batters .$,p-aqed 24,'!· o.c,: (l,. = Rcifter Span in feet) · ·w1 · =·Jptai.toad :in psf, ='-'.Llve·Load + -D~ad Load w;, ::::_ Live l..oad ;;;,, ·wl ~ w di (where w;di:=' t4 psf) I " J ' , \ ·- · FlexiJre: W11, 7 Max~ l L~ -14, . · Shean· Wll= Va x2 l L-14 'By inspection Flexu·re Governs. ' ' ' Live Load Defl~ctibh: ·_ au :::: (5/3:E,34) x Wu x 1728' ·x L4/{Elxx) x {24/12) = (45)Wi, x· l4 i(Elxx) . H 11 = 12 X l. I 240}: W11 =: {t27249)(t/4~)(_!:l~)/L3 ,;, EX lxx l 900 I L3 · '" ., '' --- ALlOWABLe:: Rooi= uvE LoAbs :SA$ED. oN RAFrEH SPANS ~ . ~ ' ,. "' t .·r --~ -, ' " . C 1 ' SASED·ONMFTERS.AT; 24 INCHI;S':O.O. BASED ON RAFTERS AT I 16 INCHES O.G. '' ; '., . . --' -Roqf· R;:ifter Spans · .. Allowable Live :load Allow~.bie Ljve toad Allowaple Live Load , (Blc::lg. Width) , ' ~ , ' ' -, :_, bciseg on Deflection . based-o,n Flexure . based on 16"o.!'.;: .. spacing : (~/o·:LDF) . "' -,_ ----:e ·tt. '(9 tt) '_'2q7 .psf . 18$ p$f (governs) 281 psf 9 ·ft (10 ft} ·: · 180 psf l42'p$f (governs) 219 psf ,_ ' ,, ,_ ' '. •" ,- 10 :ft {11 ft) 131 psf : 1'12' .psf, ,(govem_s): 175 .psf 11 ,ft (.12'ft) 9~-·psf, 90., p$f, :(gov.eri1$J 142 psf ' ---. · i4 ,psf (gov~rns) 12ft (13 ft) ·75 psf. -114 psf 13 ·ft (14ft) 60 psf (governs) ' ·ot,psf -' ,, 89 psf ,-,, : '' 15 ,ft (1,6, ft) --.39 psf (governs) 42::psf 58 psf. ' • .. -·~ ,,, ·--·--- -.5: ,':> --, :) . '.' • • CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE: 11/11/98 BY: JOHN M. SIINO, P.E. FILE: STL-98·2.WPS JOB "2792 PALLET STRUCTURE FLOOR DECK SPANS BASED ON LIVE LOADS APPLIED Steel Floor Deck Spans: (Maximum loading for two span system, Data from Verco Mfg. Co. for 22 ga. N-24 paneQ I = 0.655, -S = 0.454, S = 0.394, Fb = 20,000 psi, E = 29,000,000 psi, W = psf (live load) Deck Span based on Bending Stress: Fb = 1.5 W L2 / S; L = Fb S / 1.5 W)"(1/2)---> (1) L = (5253 / W)"(1/2) Deck Span Based on Deflection: {limit a = L/240} a = (0.0054) W L4 (1728) /(EI); L = [(EI)/ W (0.0054)(20)(1728)]"(1/3) ---> (2) L = [101813 / W]"(1/3) Floor Live Load Allowable Span based on Stress Allowable Span based on Deflection 150 psf 5.92 feet (governs) 8.76 feet 175 psf 5.48 feet (governs) 8.33 feet 200 psf 5.12 feet (governs) 7.97 feet 225 psf 4.84 feet (governs) 7.66 feet 250 psf 4.56 feet (governs) 7.40 feet 300 psf 4.18 feet (governs) 6.98 feet .;UN<..;Ll 1~\0N: ~tress m the decK material Is the governing factor on floor deck span . Therefore, Deck stresses limit spacing of joist (Seam Schedule "B" joist). MAXIMUM SPAN FOR SCHEDULE "A" BEAM ALLOWABLE UNIFORM LOADS vs SPAN: (Simple span) Data from AISC handbook: C 8 X 11 .. 5: lxx = 32.6 iri4, C 7 x 9 .. 8: lxx = 21.3 in4, Sxx = 8.14 in3 Sxx = 6.08 in3 Deflection, a = 12 x L/360 (maximum deflection at center of beam) L = length of beam in feet, W = lbs/ft (total uniform load including wall load) STRESS BASIS: Fb = .66(36000 psi) = 23,800 psi fb = M / Sxx, Mmax = (Fb) Sxx = W L2 / 8 ---> (1) DEFLECTION BASIS: (&) = 5 (W)(L4)(1728) / 384 EI = 12(L/360) inches 5 (W)(L3)(4.5)/E/I = (1/30) ---> (2) L = ((47600/3)(Sxx)/W)112 L = ((E*l)N//675) 113 • Allowable Span For Schedule "A" Beam with 250 psf Live Load and Tributary Width of 7'-6" (15 ft wide building): C 8 x 11.5: Lmax = 7'-6" without snow load, 6'-4" with snow load of 120 psf C 7 x 9.8 : Lmax = 6'-6" without snow load, 5'-6" with snow load of 120 psf 6 CBA, Corri~unica~ions Biii!dings of America; .Inc., f'htioch, Calif., (925) 754-7633 STRUCTURAL 'eALCtJ.LATIONS FOR STANDARD STEEL .STRUCTURES -, .. prep~rect:1;>,y: AcNance~ Erigineer;ng,.$ervi~e~; -(925) 427-0871 - · CATE: 11/11/98 . BY:-0JOHN'M,.i;1iNp, 1>.e:, ·.·. FILE:;S,,:L•93-2.WP5 JOB "2792 ,PAl,.Ll;T STRUCTUBE MAXIMUM FLOOR-·JOIST :LOADS FOR B1:AM SCHEDULE 11S11 JOIST A~LOWABLE UNIFORM l,.OADS,-vs $PAN: (Si~ple:-~pan) . . . . • -. . oat_a··troro AISC h~ndbo<:>k fo~·w 5 x 1 f? .i:>eam with t9p fl~ng~. contil)Uqusly supported: lxx = 2.i-.3 jn', ·.-:sxx · 7 8.51 in3 . ,, . ' . . . ,. . . . ~ . -'Fb 7 · .'66 .(36000 .psi). = ·23·;a .!<Si .(maxjrnum ~ll0wabJe. stress for A36 ste·ef) , Deflecti0n, ti: .. =t 1"2 x L/360 (inaxiin~lii deflection at cenJer,¢fbearn) L · ··= length. bl !;)earn in feet. " W ·= : lbs/ft (total Uniform load) S'.fRESS 'SASIS: ,fb _· = M·/ Sxx, Mmax ·= (Fb) ·sxx w. : = (Fb) s,odaf l {1-2 L:2) · • =.W L2 /,8. (Max. Moment for. a simple ;beam). (..i-)· Ws. = 1$479~ I -~2 · .. DJ:FLECTION 'BASIS:.. (a) -= ; 5_: (W)(L~)(t72~) / 384 E J W · =· · (a)(384) ~ l/ ,5 -L 4 (2).·. 'Wd =' 343.1666 . .'.71 l 4 . · Flqor Loads -Based o~ W.5. x · 1 ~-Type "B;'. Joist: . .. . ... . .. == .61?(3~,000)(8:511(8) / (12 L2), _ ·. • · · , .. = ,QA 25 inches . = -(O.l2Q)(3~4).(29,000,000)(21.3)./ 5 / 1728 FL(+. '.Floor·Jo1st S-pan· ,, t., Allowable I-bad ·baseq on Stre$s Af19waole Load based on Deflection .. .. .. •'• . ,. , . ' .. -; ' --, .. A.Q .feet .. 8425'plf · (governs) . . 13405 plf . , .. . ' • ., " . ' . ,.,, ' . ., 5.0 'f$.Ell .. ... 5392 plf (soverns) 5490 plf '· -.. .. -'' . .. --.. 6.0.fe$t ' . 3744 p_l~ 2648 plf _(gov~ms) .. ... ,_ -' ' ,. .. '. . .. .. . 6.5 fe_et .. 3f90·plf , . 1836 plf. (governs) ,, ,._, ·• ., ,. . ... _ ... .. •. 8.0Je·et . 2106,_plf. ·-· 837 plf ·(governs) -· .. .. ' 9.0 feet 1664 :plf 523 pit (90\'.ern~) ,., . . . . .. ... Pata: from AISC, handbook ft>r C. :$ x 9 ]'[ bea.m with: top flah_ge .continuously supported: lxx ;::; · 17'.8':\n\ .Sxx ·:;:: 7.1~ in3 · · · Ft69r Loads 'Ba$~d ·on. cs x 9,] [ Type -.B~' joist· . ' ,.. ' .. . .. ·,,/,' .. ,. .. .. ·' . · Floor Joist sp:an. . ' Allowable Load based· on' 'Stress Allowable . .Load .ba$ed Deflection -·, -' on : .. ,. . .. 4,0. feet 7048 ,plf, (governs) 11202 plf ,, . . ... .. : .. .. .. , . ... Q.0 f13_et , : ,45'1:1 :plf (gov¢rns) 4587.plf ,, ... -.. . .,, ,, .. .. •'" . . E:5;0feet · $132. plf. ,. 22:12 plf (g6ver~$) .I ' .. .. : s.s-teet . ' .. . 2668·plf. 15;34 plf (governs) ---· ... 8,0 -f.eet 1762-,plf ,, ,' 699plf (governs)· -'!,' ,, .. . .. " -.. 9.Q feet : : I 'j 39;2 plf 437 plf · •(gdverns). .. ., ' ·, '' II .. .. ,· .. . ... . , .. ' .. 7 CSA Communications Buildings of America, Inc., Antioch, Calif., {925} 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES • prepared by: Advanced Engineering Services, (925) 427-0871 DATE: 11/11/911 BY: JOHN M. SIINO, P.E. FILE: STL-98-2.WPS JOB "'2792 .____ ______________ ____, • • PALLET STRUCTURE MAXIMUM FLOOR JOIST LOADS FOR BEAM SCHEDULE "B" JOIST (continued) ALLOWABLE UNIFORM LOADS vs SPAN: (continued) Data from AISC handbook for C 4 x 5.4 beam with top flange continuously supported: lxx = 3.85 in4, Sxx = 1.93 in3 . STRESS BASIS: (1) fb = M / Sxx, Mmax = (Fb) Sxx W = (Fb) Sxx (8) / (12 L2) Ws = 30571.2 / L2 DEFLECTION BASIS: o = 5 (W)(L4)(1728) / 384 EI W = (0)(384) EI/ 5 L4 (2) Wd = 620277.778 / L4 = W L2 / 8 (Max. Moment for a simple beam) = .66(36,000)(1.93)(8) / (12 L2) = 0.125 in = (0.125)(384)(29,000,000)(3.85) / 5 / 1728 / L4 FLOOR LOADS BASED ON C4 X 5.4 TYPE 11811 JOIST Floor Joist Span Allowable Load based on Stress Allowable Load based on Deflection 4.0 feet* 1911 plf (governs) 2423 plf 5.0 feet* 1223 plf 992 plf (governs) 6.0 feet* 849 plf 479 plf {governs) 6.5 feet* 724 plf 347 plf {governs) 8.0 feet 478 plf 151 plf {governs) 9.0 feet 377 plf 94 plf {governs) 10.0 feet 306 plf 62 plf (governs) * lhese s an values re p p resent wider shelters w1tn intermea,ate su pp arts tor Tloor 01st. SEE TABLE No.2 FOR SUMMARY 8 "' -' -· " . ~ CSA: ·Cqmniunicatjpns. Bµildin'gs of America, Inc.; Antioch, Caljf,, (925) 754"°7633 · STRl:JCTiJR~L ,CAlCOt.ATi'ONS FOR.:STA'.NDARD STEEL STRUC:tU.RES · ,prepared ~y •. Adv~ncedEn_gine·ering-Services, (~25) 427-0871 · , ·D/'TE: 11/1.1/911 ·f:!Y:,40H,tl:M.,-s11~0. P,E.. . fl.LE:-STL-98-2.WPS JOB #2792 -·-' . -. - . · WALL 'DESIGN E3ASED ;ON· VE:.Rl-lCAL & OUT~OF-PLANE: LOADS (BASl;O ON· ts FPWlbE BUIL[>IN<tWitli AND WITtHOUT SNOW LOAD) · ,Concentricly Loaded CoTT}p·res~ion Member : · , .Ref: 1.997, UBQ ·Cha·pft;!f 22, Divisiori Vil:; 1994 ·use ,chapter 2·2, Division V , V~rcq :20 gage Ns24 _galvahiz~d' cleck, (o~ 9pprovec;I equc;1l), . .: ' MeniQer, properties for 9ompressip(l: , . t == b.03~:S\. ·F\ = :,33,000 ~si,. '. i. ·= (Cf8q5) (2) = 1.67 in4, S = 2(0:508 in3)',, (for 24" se·ctlon) . ~ ·= 0:035~,[(5:5)(3). +. (1,.75)'(3) + (3.023)(6) + 1J =:= 1 .46 'ih2 ·Ty= (1:,_!37/1.,46)11'2 = 1.0Tir'l',. .L= 9.'0" = 108" .SLENDERNESS :'FACTOR J.. w = 5.5",, -F~ .. =· 33 ksi,, ., , E;. =):!9,0QQ,OQO .psi, k ·= 4. J.; = 1;052 ('«/t){f/E) ik / k 1a· . . · · w/t = 5.5,l 0;0~·59 :::;"1-53 <Spa, <250 !::.et .F0 = Fe . Fe ~, re 2 E 1/(k ,L /r)2 • = (3.:14 t6)2·,(29,,000,00Q)/(108/1.07}2' ·=. 28090 psi' > FY I 2 . . ' . I\ = Fy(t-Fi J 4Fe) ::::, 23.2 ksi, 1 ;_,;, (f:052 (g)(153)(23.2/2990Q)112> :;::,'2,2-76 .. > d.673 , ·p == (1-0.22/;) /). = ()',39: b· == pW = {0;39}(5;5)' == 2.14'i · · w = ·a,923: w/t ~, '84 ~ =· (1·;05 I 2):(a4){2a,.2 ; :29obo)i1'-z· =; 1.25 > o.67B , p ·= (t.:9.22,11:.~5)11 .25-=· 9;1~5; , 6, :::;:'. (Q.65) (3;023.) =:. t.99:': w == 1.i5, t :'.:' Q;0359 in., wit= 49 ;., :;:: (1:052/2):(~9)(4$.4/29.000)ii'l' = 0:73 > 0.673 p :::;_ (t•0,22/0,?3) /.0i73 =· 0:95- . b = (0.95)(1)5) == 1 ;156" · ·~ ... :::;, lsi.0 = 0;035s[,(2.:1.4H3) + o.;66(3), +, :(l.99Hsn - P0 = A0, FQ ;::: (0.1;33)(23.2) = 1~.2 k (per4'-0" panel) Cc =:=: 1.92 , t <D,09" ' Pa = P n / Qc = Ht2 /2:/l;92 :--: s:o k/ft :(5000 pit) :: · Allowablet axial-load:·Of ,par:iels; ·'-Pii ~ ·5;~ ·km, All6Wab!e Fl~xure Stress:. · F6 =: FY f, Q, , . ·01 = 1.67 ,. = .. 33/1-,67 .-1-9:i6, ksi 0.83 in2 ' , ·! • • • • • CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, {925) 427-0871 DATE: 11/11/98 BY: JOHN M. SIINO, P.E. FILE: STl•98•2.WPS JOB "2792 FOR MAXIMUM VERTICAL LOAD: LL= 120 psf (Snow Load), DL = 13.6 psf, Roof DL = {13.6)(15/2) = 102 plf Wall DL = (10.7)(4.5) = 48 pit Total DL = 136.5 plf Roof LL = (120)(15)/2 = 900.0 pit :E DL + LL= 150 + 900 = 1050 pit -> COMBINED AXIAL FORCE & BENDING cmx MX / Max ax = 1.333 -0.21 = 1.12 Where Cmx = 1.0 150 pit 900 plf P/Pa = 1050/5000 = Allowable Max = (Fb)(S)(1000/12) = {19760)(0.508)/12 = 836 lbs-ft Magnification factor ax= [1-(ac P/Pc,)], '1c = 1.92 Pc,= 1t {29000)(0.837)/((1)(9)(12))2 = 6.53 k ax= [1-(1.92)(0.9)/6.53] = 0.73 Max= (836)(0.73)(1.12) = 683.5 lbs-ft WP = (683.5)(8)/92 = 67.5 psf For Height Limit of 400 feet, Ce= 2.19 (1994 USC Table 1f?-G) Cq = 1.2, I = 1.15 (essential facilities) p w = Ce cq q. I = WP -> Ce = WP/ (Cq q. I) a. If 80 mph, qs = 16.4 psf -> b. If 110 mph, qs = 31.0 psf -> c. For 13 ft Wide Shelter 0NP = 69 psf), Ce= 2.97 > 2.19 Ce= 1.58 If 80 mph, qs = 16.4 psf -> Ce = 3.04 d. For 13 ft Wide Shelter 0NP = 69 psf), lf110mph,q.=31.0psf -> Ce=1.61 FOR MINIMUM LIVE LOAD: (Roof Live Load = 20 psf) L, Span = 15.0 feet 0.21 > 0.15 :. No Height Limit :. Max. Height = 80 ft. .-. No Height Limit .-. Max. Height = 100 ft. P = PLL + P0l = (20)(15 / 2) + 150 = 300 plf -> P/Pa = 300/5000 = 0.06 < 0.15 MX / Max = 1.33 -0.06 = 1.27 = (1.27)(19760)(0.508)/12 = 1062 lbs-ft, WP = 105 psf If 110 mph qs = 31.0 psf > 80 mph. Ce = 2.45 :. No Height Limit SEE TABLE No.3 FOR SUMMARY FOR 200 PSF MAXIMUM SNOW LOAD: (Roof Snow Load= 200 psf on 15 ft wide building) P = PLL + P0l = (200)(12 / 2) + 150 = 1650 plf -> P/P3 = 1650/5000 = 0.33 > 0.15 -> 1.33 -0.33 = 1.00 -> Max = (836)(1-1.92(1.65/6.53))(1.0) = 430.4 lbs-ft -> WP = 42.5 psf a. If 80 mph, q, = 16.4 psf -> Ce = 1.88 :. 200 ft Height Limit b. If 110 mph, q. = 31.0 psf -> Ce = 0.99 .-. No Allowed, reduced snow load required . 10 ' _ GBJ,A; Cotrimuhicatioris,'Buildings of America, lj,c.,. Antioc_h, Calif., (~25) 754-7633 STR,UCJVRJ:\L'9ALCUl,.ATION;:; t=OFf..SJANqARO STEEL STRV~T.U~ES · . pr~pared. by; Advanced Enginiaerfng S~rvice~, (~25) 427-0871 _ · 'DAT~ 11111'/ga· · e;v:·:ioi-iNi,tsuNO,'P:E:· . FiLE:$'rL-93-2.WPS JO!3 #2792 ·DESIGN GFIITERIA . . . , . . . . · · ·a. 1;3u)lding Height ::; 1 fJ;Q, ft, . 84ildirig Length == L, Trib·. Area•=; (rt.0/2) (L)/2 = 2.5 *L (vertical area) b. Buil,ding/Dic;1phr~grn Width = 8 feet minimum ~s.ecl for-design. _. C·., )~ind = 1.15, · . qq(\'YaH·L.ateraQ. =. (0 •. ?+0:5) = 1-~; cg.(Rod_f Vertie~!) = 0.7 (root) "!,·" .d. Vetc9,gtS, For,m.Lok . . -.-_ . . : _ . . .. Cf able No. XIX ICBO Report N9. io1s, . Spacing ,of side .lap teks @ 12·10.c. L~ TEKS screws p-er support) ' • ' ' •, ' , ' • I '~2 gal\ge panel: q = 42~ plf (spc;1n·. < 4.Q'} per support;, vs·= (429)(8) = ·3432 lbs at eqge of roof d,iaphragm · 20 ~auge p~riei; . .q = 5'43 plf(i:i'pan < 4;01 per .s4ppoit'. V~ == (543)(8) = 4344 lbs · · Wi'r1cl .Forces: . Pw = Ce cq qs-J psf ·> P = -Pw'x _(2.5*Lf~ ~e,Y~ qs 'IX '(2.5*L) ' ' < 'I' J · a. 80 mph wirid, Pw == 24:5 G~: ps~. P = 24.5 :c\·:x 2:5 XL ,; '6j .25' Ce L (lbs/ft) Forc~s on ,22 .ga' pc¥nel: ._ . P ·:;: V ·-> · 61.25 Ce 'L :::: 3432. ·> . C/= 3432 / (61.25 L) = 55:pj3 / L ·-tor ,;L =· 20 ft-> c~ = 2,80 -> no h~ight lii:nit · · I;..::: 3Q·ft -> Ce =;. l.87 -~ :20b;ft heigfiflimit. L :;= 4(:) ft~> Ce ::;: t.40 ·> -60 ft he.ightlimii: forces :on 20;_9~. panel: . ' . . P = V ·>· 61.c~5 C8 L ~ 4344 . '-> . , c~· =. 4$44 / (61.25 L) = 70;922 / L · fo'r ~ = 30 ft.--> Ce = 2.3(? -> nt> height li'mit . . L; = 37 It-> C0 == 1 .~1 -> 20.d ft height ·li'm~ L =_40 tt-~> Ce= _1:77 ~> 190.ftheight lirnlt b. 110-m'j:>h wihd-, 'Pw = 4$.34 Ce.:P$f, P = 4p:34·Ce 2·;!? L =:-t15.85 Ce L(lbs/ft) · Forces ·011 22'. ga panel: · _ P ':::: V _ ·> 11'p:85 Ce L :;: '3432 · ·> · Ce = 3432 /' (115.85 L) = 49;625 / L. for L' = :20 ,ft·--;:,;,. Ce =-.1 AS ,> 70: ft he'igh:t' limit ·L = 25-.ft -> C~ '= 1.19 -> ,?5 ft'height'lirriit · <L = .40 .ft -> · c~ = 1:06 -> 1. s .ft :height lim.it • ... forc(?s <:>n .20. ga panel: P = V -> t1,l5.8q Ce L,. = _4344 . . .. ·-. ·>. .: Ce =· 4344 / J115.85 L) = 37.497 / L . . f~r 'I,. :;:: 20 ft-> Ce ::;::, tJ~7 -> 200 .ft. height limjt L .= 25. ft -> Ce :::;. 1.50-> .. 75 ft ;hejgbt limit t::;:: 39 ~ -> G0 :;: 1.25,~,>.: 3.0. ff h¢ight. liITtit l. ;= 35 tt-> c~ = t:67 -:>e 1.5 ft height limit For b~ildings of, o~h~r (great~r) widths, the ·sh,ear·capac;:ity of the roc;,f diaphragm increases._ · ' ' : -ft • •• • • • CBA Communications Buildings of America, Inc., Antioch, Calif., {925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, {925) 427-0871 DATE: 11/11/98 BY: JOHN M. SIINO, P.E. FILE: STL-98-2.WPS JOB "2792 ROOF HORIZONTAL DIAPHRAGMS (continued) Maximum elevation/height of buildings with 22 ga panel and 80 mph Wind Load: Bldg Length Bldg Width C., Height (feet) (feet) (feet above grade) 20 8.0 2.80 >400 30 8.0 1.87 200 10.0 2.34 >400 40 8.0 1.40 60 10.0 1.75 145 Shelters are all to be a minimum of 8'-6" in width. The 8 foot width noted above is less than this minimum width and is therefore conservative. For all practical purposes, shelters with 22 ga roof paneling can be located at least ·60 feet above grade for shelters up to 40 foot long and subject to 80 mph wind. Maximum elevation/height of buildings with 22 ga panel and 110 mph Wind Load: Bldg Length Bldg Width Ce Height (feet) (feet) (feet above grade) 20 8.0 1.48 70 10.0 1.85 190 25 8.0 1.19 25 10.0 1.49 70 28 8.0 1.06 15 30 10.0 1.23 30 Shelters are all to be a minimum of 8'-6" in width. The 8 foot width noted above is less than this minimum width and is therefore conservative . 12 :cs.A -¢ommuoi~tition~ Buj_ldi11$3S·Of Atru~r.,~a,.,ltic:, Antioch, Calif.,' (925} 7$~71?3~- , STBUC:tUR.AL-QA4¢P.LA1'1"QNS. FOR. STANDARD STEEL STRUCTURE-5- prepar~d by:Actvanc~r) Ehgine~riflg Seivf.ces;. (925} 427-0871. . · , . OATE:.1.111i/sa ·-' :5Y/,j9HN M'. ~UNO, 'p,e: 'FILE:·STL-98-2.WPS JOB "2792 ,--. ' . . M~im_um eli3vation/height-of buildings with ~o ,ga p_i:;u;iel c1nd-tW mph Wind-Lopd:· · _, , -- ., I -a1c1g Le11~th: :Bldg. Width ., ·Ge Height ,_ ,. {feet) {feet)-: {feet abqve grade) . ' --,, ,. ,•, ,. ,, , ' 20-· 8;0 ., -_1.87 200 : 1.0:0 2.34 >400 ,,. ,, !, , .,,_ --., '8;0 1.50 ,, ,25 :, 75 I 1.Q.O.· 1.88 ' 200 ,. ., ,, ,. . 30 ' 8.0 l.25 30 iO,O 1.56 75 ' ,, ····· ---., ·' · S_helters are all. t<;)' be a minirn~rn of 8'~6" iri Width. The 8 toot 'width noted above. is lesiUhan this minimum Width and-is thE!ref<Jre"cor:i$ervativ~; ' ··- -· 1.3- • • • CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE: 11/11i98 BY: JOHN M. SIINO, P.E. FILE: STL-98-2.WPS JOB "2792 SHEAR WALL DESIGN 1.0 Lateral (Wind) Loads: .. 1.1 Building Size: Building Height, H = 10.0 ft, Length, L = varies, Tributary Area, A= (lJ2)/(10/2) = 2.50 x L (sf) 1.2 Wind Loads: Based on Wind Exposure C, Wind Pressure, P = q(w,nd) x Cq x Ce (psf) Case I) Case II) Case Ill) 80 mph wind @ 40 ft: 11 o mph wind @ grade: 110 mph wind@ 40 ft: P = 16.4 x 1.15 x 1.3 x 1.31 = 32.11 psf, use 33 psf P = 31.0 x 1.15 x 1.3 x 1.06 = 49 psf, use 49 psf P = 31.0 x 1.15 x 1.3 x 1.31 = 61 psf, use 61 psf End Wall Loads Based on Building Different Lengths and Wind Loads Bldg Length Case I: 33 psf Case II: 49 psf Case Ill: 61 psf (feet) (lbs) (lbs) (lbs) 20 1650 2450 3050 30 2475 3675 4575 40 3300 4900 6100 2.0 Galvanized Deck, Verco N-24, ASTM A446 Grade A -Welded Connections 2.1 Welded Connection Capacities: (From Table No. Ill, Report No. 2078) 20 ga., 4 puddle welds per panel end and at supports, TSW@ 12" o.c. ==> q = 450 plf 18 ga., 4 puddle welds per panel end and at supports, TSW@ 12" o.c. ==> q = 880 plf 16 ga., 4 puddle welds per panel end and at supports, TSW@ 12" o.c. ==> q = 1270 plf CfSW = Top Seam Weld) 2.2 Minimum Required Shear Wall Length for End Walls (Short Walls): By inspection, the shorter walls (End Walls) are critical to the design. These walls typically have openings which reduces the effective length of wall available to resist lateral (wind) loads. The two (2) end walls are further differentiated by the fact that typically one of these end walls will always have one or two HVAC units with penetrations (openings). To simplify construction of these buildings, CBA, Inc. constructs the "J-NAC" End Wall the same regardless of whether there is two or one HVAC units installed. The "HVAC" End Wall is always constructed with 18 gage Verco panels and is further reinforced with sheet steel. Minimum Shear Wall Length as required to sustain Wind Loads, '-sw: ½w = (Wind Load)/(Connection Capacity) = (Pressure)Cfributary Area)/(Conn. Capacity) = PX (10 / 2 feet) X (Length/ 2) / q ---> L,w = 2.5 X P XL/ q Typical non-HVAC end wall of buildings with a door opening in the end wall, has an net effective wall length, Bnet = B -(4 ft door and jamb), where Bis the overall width of the building. For example, a 8.5 toot wide building, the net effective width (Bn.J is 4.5 feet. As noted in the tables on the following page, a 8.5 foot wide x 20 foot long building subjected to Case I and II loadings has adequate wall capacity with a 20 gage panel thickness. For the same building subjected to a higher wind load (Case Ill or IV), a heavier panel or reinforcing would be required. Refer to Tables 7, 8 and 9 for minimum required shear wall lengths for end walls for 20, 18 and 16 ga panels 14 CSA· Cbmmllnic~tiQ\i!i Buildjngs'of,Amciiric,:a,foc;, Antioch, Calif., (925) l54-7633 STFU:Jc~ruRAL CALCULATIO·Ns i::·oR STANDARD STEEL STRUCTURES . . · pfep·ar~d by: Advanced. Engiheetirig 'Services; . ·(92S} 427-0871 . 'DAT~·11(1,1/9e B°(:.·JQHN ~: S)l~o.:p,e;• •l:'il;$:·S'TL-9U-2.'(#P5 JOB·"2792 · 3·:o. $hear Walls .Reinfo~¢1;ici. To Sult ·,Ppef~-i~gs ·(JWAC ~nd Walls)-; •· ·· · · · · : . . · Tlii.s section c1ppli~S-when~ . .t!ie·:av.ailaQje Aggregcite w1;1II l~ngth is 1!3s.s than -the ,rninimurn, lengths noted in previous SEl't:tion,, _typically at HVA.C l;ild Wall~-· jt alS!? ,cipp,li~s where more slender pieces ,of wall are required .to heip resJst latE!rai:(shear-) loads. the '~fltJ.regf}t'e11-~he,ar wall length is calculated by taki(lg the SUTTI of availc1ble· wall ,e1ernf!#nts -~f c1 specific· height: . · · · . · . . " . ,,'_ ' ' ' ' · To simplify th·e de$ign ?r:id analysis; wall designs are brekeiri down fo 3 cases: a. 'l;ffective total: (Aggregat~) Shear Wall Length;'= 4 feet .ot more :at Miclheight of Wall (11 .:i: 5 ft) b ,. · Effecitive, Total ·(Aggregate) Shear Wall Length :::; 4 feet <;>r niore at Base of Wall (h == o ·ft) ·t:. f;ffectiv!:!· Tbtci.1' (Aggregate). ShearWa.11 Length =· Less than-4 feet at Midheight of Wc1II (h. = 5 ft) ,(Wrrere .h is the· height tm · the ,building.' wa/1 pane1' Which is.,being · ev~luated:) 3.1 Sh~~r Wall St.ress Arialy;is: · . . . · . · · · . . . · lri.tiividU$1 Wall eleinen.t$· (pi~ces ·Of wall Qetwee[l openings): anq r:equrred to act together to resist lateral loads where the en<;!· Wan J~. p~n~trated by qp~ninf;is. · ·F9r ;mqre ,slen<;ler shear w~II elements, tens ii er and compressive stresses dµe .to shear W$11-~ove,r-turning;'_(O.T.} benqin_g mc;,tnehts c~n gov.em the design of thes.e Wall elements arid th1;iir: conn_eotions. Th!:l rnaxirnum 0.1'. ben~ihg stresses :(tension ~nq compre·ssion) occur al th.e ends of ,the wan: elerr\erit.(s), anti zero bending -stress O9curs ~t fhe "neutral axis" (centerline), of tti~. pa(lel.. The ... . 'rQ~irt11.,1m ·shear strl3s$ occurs ~t the n:,idd,le of the. p~nel anq,·zero shear stress dccuts, at tne ends. -• ' 1 -' · Typd..c~l Wall witli Op.enings· f·or· ':f!V~C' & Waveguide: . Vwa!!.i""""'> ·o··· :. : ' . _,_ ' . .[] .. ··,, ' ,, _-r_• · The IJlBXimum tensile anc:t compressive bending .stresses which occur .at the panel ends ·(where the shear :stress is zero} are. given .Qf· the .equations ·below: fb(p~Q .= .. 12,.x :ryU.$· :;,;. : 1? ~ (V 'X h) / (t ',s 'L/ 1:$).. = 72·x V .x' h / t ,/ L/ Wall E-letnent: . -.. -; •' . v...,> w~ere v.;::: shear ~oad; h =. e.ttectiye. wall elemeni;: · })eigllt., t == wa11 eleinent thickness, . . . . . D·.h Le = wall. e:l,ement length, te. · The· $he~r Load, V ,equal$,the Wind. Pressurets{P)· ~pplied~pver. the ·effective tributary ~re:ia;_ V = ·P x 412:·x·1012 = ·.p x V)(. 2;~ for;:10·.ft talls:shelter~:of length,L . -' ._ ' -' , . 15· . • • • CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 CATE: 11/11/911 BY: JOHN M. SIINO, P.E. FILE: STL·9B-2.WP5 JOB "2792 For wall elements with dimensions that are typical of most shelters, it can be shown that the bending stress, (f J governs the design. The amount of shear that each element will carry is proportional to the relative stiffness of the shear panel elements. The relative stiffness of the individual panel elements is a function of the aspect ratio, height to width ratio, of the element assuming constant element thickness. The worst case design requirements are a shelter with two (2) 6 inch wide elements plus two (2) 14 inch wide elements, totaling 36 inches of aggregate effective shear length with element heights of 15 inches. The relative element flexibilities, (1/R = 1/stiffness) are 23 for 6-inch elements and 5.7 for 12-inch elements (flexibility is given by: (1/R) = 3 x (h/b) + (h/b)3 ). The shear load carried by stiffest panel element (the 30 inch tall element) is given by: v,2 = (1/5.7) ; (2/5.7 + 2123) x vwa1, V6 = (1/23) / (2/5.7 + 2/23) X Vwall = (0.40) Vwa1I per each 12-inch element {governs by inspection} = (0.01) Vwa1, per each 6-inch element Therefore the shorter element takes 76.5 percent of the total load. As a conservative simplification, we will use this value in designing reinforcing for the wall at openings. Also use b = 12 inches as panel width. Vdes~n = 0.40 X Vwan Mdesign = vdesign x h = 0.40 x 15 X Vwa1, = 6 x vwaJI f,(psi) = Vd .19 / A = 0.40 Vwau / (t x Le) = 0.0333 Ywa1, / t {for 12• element, neglecting flanges} es n 2 fb(psQ = Mdesign / s = 6 X Vwa11 / (t X Le / 6) = 0.25 vwall / t {neglecting flanges, clearly bending governs} fb = 0.25 X Vwall / t ···> Vwall = 4 X fb X t {for 12" element, neglecting flanges} Conservatively neglecting the 4/3 Load Duration Factor, the allowable bending stress for design is 0.6 x 36,000 = 21,600 psi. The Allowable Shear Load, V a1iow• for the following combinations of panel/reinforcing plate thicknesses are as follows (based on Fb = 21,600 psQ: 20 ga => Va1iow = 3110 # per end wall with two 6-inch and two 12-inch elements 18 ga => Vallow = 4147 # per end wall with two 6-inch and two 12-inch elements 16 ga => Vallow = 5184 # per end wall with two 6-inch and two 12-inch elements Refer to Table 12 for minimum requirements for shear walls based on two 6-inch and two 12-inch elements. 3 .2 Capacity for Welds at Ends of Panels: 3.3 To simplify the weld design, assume that the ends of the wall elements, the chord welds, transfer 100 percent of the tensile and compressive stresses. The resultant tensile and compressive forces are: T = C = M / Le = V x h / Le (force is in pounds) For welds of wall panels the base metal stress will govern the design. The thickness of panels typically used and the effective unit strength of the welds are as follows: 20 ga steel = 0.036" Tensile Capacity= 1037 pli 18 ga steel = 0.048" Tensile Capacity = 1382 pli 16 ga steel = 0.060" Tensile Capacity= 1728 pli where the Tensile Capacity = 0.6 x 36,000 psi x t x 1" x 4/3; the 4/3 is the allowable Load Duration Factor. Welded Connection Shear Capacities: (Table No. 111, Report No. 2078, TSW = Top Seam Weld) are as follows: 20 ga., 4 puddle welds per panel end and at supports, TSW @ 12" o.c. = = > q = 450 plf 18 ga., 4 puddle welds per panel end and at supports, TSW @ 12" o.c. = = > q = 880 plf 16 ga., 4 puddle welds per panel end and at supports, TSW @ 12" o.c. = = > q = 1270 plf Refer to Tables 10 and 11 for minimum requirements for shear walls where the Effective Total (Aggregate) Shear Wall Length = 4 feet or more at different heights. 16 . -. . ... . . ' - _ . :C~A :cci..;,murii~a1'ron~ ByUdings of America, hici,, Anti~~h, Calif., (925). 754-7~~3 . -.STRUC:fURAL. CALCULATIONS FOR-STANOARD STEEL STRUCTURES . -.. ,. .' ,prepared'.by:'~~ivarl~ec/i;n_gine.f3rir,g ~ezyice.s~ {925} 4~7.,0~11' . . · .. : CATE: il/11191! . , evf ~OHN M.'.SIINO;'P.E. , FILE: ~L-98-2.WPS JOB #2792 4.0 '.fv1axi111um. Pqssible Building. Li;mgth based on P;anel '.CaR·~city; -. . . Verco· N-24 (ASTM A44.6 Gr,i:1de·.A)' wi,th HmH::NP ?-?1~LJ5 ·ra$tener Connections: _;- From IC1;30 4373 Table.No.IX:. R?!nel thi_ckiiess #20 ga., Shear C~pacity = q == 336 pit l • ,. ' 4.1 Shear RanetWic;ith ==·a.oft, _ .. -P~nel sheat ·capclcity, Vs =(~~6)(8) = 2688 lbs ·(not:inch,1ding,Lopd·.Ouration Factor qf 4/~\-CONSERVATIVE) · ·.Max. len~th fo~:C., = 1:.06; .HI? =·· 1 O;O I?' = 5.0 ft a.. ·ab mph_ ~i~a:at 40 teetabov~,gragE:i (Wi~·d,Base I),· · . _ (3~),($), (k/2};= 195. (L/2) :;; . ~~8 . . : , . · . • . , _ · . . _ 4'2 = t6·.29 ·tt -> L, = 32'.s: ft@40 ft abo"{e gr~d~; .hi,1;1ximum~ b. l10' inph wine . . . · ;(46.34)(1 ;09)(5)(l,/2J'= 2688 . . L/2':;:: -1,0~9 Jt · --->L =-2?.ft@15 ftaqov~ ground 4.2 · Shec1r .P9li~l Width-.,,; Ja;o .feet .. Panel snear _capacity, Vs = (336):( 13)_-== 4368 lb$- a. 80 11Jph wiod; L = 48~0 ff _ Ce ;:;4368/2942.16 .= 1 ;~~ Heig_ht = 60 lf. aoov~ grade .. ·- -.Pw = 36.2 psf . . p ... 1:10 'mph L;= _s_olve,.for-: (49 .. 34S}(t06):(?,)l;/2 = -4$68 . . . ),,./2 == f7f ~>L = 35-~@ 1p ff above·gra<;:!e • ·5.:0 , Sidewall Fillet Weioed: tc:i'.Pallet : 5,1 Weld E60xx '2"@.· 1'211·:o,c. -20 git metal·t ·::::; {l;04": · (µse. !;i0% ·Capaqity ;for Single..F'ass FiUet'Welds. wJthout Special lnspeotion) (in¢1yc;je ""cad. Our~tiort :i=.~ctbr of 4/3 -~ f ,333} . . cfe = 0.04 X 0/707 X :(0.$ ,< ~000} .X,2.0 ;=. 1'018 plf :<;:· ~OVeq1s q~ = .0~04· x (0.4 x 36,000) _ x 2.0 = 1l!;i2' pit ., V5 = (1018 pft}-x-(8 ft) x p.5Qx 4~ = (4072 'lbs)--x. 413 . . · · = ·5429· lbs. ~el~ Capi,icity > Pa_riel' Ciipa~ity ::;: 2688 x 4/3 o.k .. 5.2 MaxirnL:Jm . .Possit:?le E3uil<;:!ihg Length b~sed c;,n Wei¢ Capacity:· '80 mph,win<;I. @ 4.0 .ft above"gr,ade: _:M?X L = (5429 ·x.2)-l {33 ~ 5), ::;: .5s;a ft ,11'Q niph wind @. grade: M~ L -~-.(5'42~ X 2)' ,/ (46.34 x_' 1.06 x ·s): = 44' ft. HO mph wind, @ grade, .(for' g: ft Wi~e ·Shelter):., ._· . : . Max-L= '(9/8)(!;>4-29 x.2) /·(46:34 x :1-.06-x!;iV= 49 tt 17 ••• • • • CB,4 Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE: 11/11/98 BY: JOHN M. SIINO, P.E. FILE: STL-98-2.WPS JOB "2792 FOUNDATION DESIGN 1.0 Design Loading (assume building same size as slab) a. Floor live load = 250 psf b. Slab dead load = 150 (5"/12) = 62.5 psf c. Building Weight: Roof = 13.6 psf Walls = 10.7 psf x 4 = 42.8 psf d. Max. Code Roof live load = 120 psf Total Soil Pressure I: W1 = 250 + 62.5 + 13.6 + 42.8 + 120 = 488.9 psf < 1000 psf allowable soil pressure 2.0 Foundation Design W = 488.9 psf soil pressure Net pressure WN = 488.9 -250 -62.5 = 176.4 psf Take 1'0" strip, max span = 12' Vx = 176.4 x (12/2) = 1058 lbs. -Mx = (1 /8) X 122 X 176.4 = 3175 ft.-lbs. Shear Ve= 1058 / (12 x 3.25) = 27.1 psi < 1.1 (fc' )1112> = 1.1 (2500)(112> = 55 psi = OK Strength Design M~thod: fc' = 2500 psi. FY = 40.00 ksi. ~ = #5 @ 6" = 0.62 sq.in./ ft. cl> = 0.62 / (12 x 3.25) = 0.0159 cj)MN = q> [" FY d(1-p FY/ fc1] = 0.9[0.62 X 40 X 3.25 (1 -0.0159 X 40 / 2.5)] cj)MN = 54.0 in.-k = 4.507 ft.-k Working Stress Capacity: Mx = 4.057 / 1.4 = 3.219 ft.-lb > 3.125 OK As = #5 @ 6" = o._62 sq.in./sq.ft. (short direction) Min. A5 = 0.002 x 5 x 12 = 0.12 sq.in. #5@ 12 A5 = 0.30 > 0.12 (long direction) 18 ·CBA Cqmm1,1nications. Bui!dirJ9S ·Of J\merica, Inc., Antiocb, Calif.,, (925) 7,54-7(?33 ·.STRUCTURAL .CALCULATtONS.-FOR: STANDARD STEEL STRUCTURES · · • :prt3pai'e(:I by:. Advan¢ed. ·En~Jn,e~ring. $_ervices, (925) 427-Q87i ' DATE:·11mi911 . ,BY: JOHN M."SIIN·o: P.E. FILE: STL-911-2.WPS JOB,"2792· . , . ' , ', ,' l', • ,)' > ' ' I' ' -ANCHORAGE. FOR:UPLIFT & LATERAL LOADS 1:0 ANCHOR' BOLT.CAPACIT!::S~ . ·. , .. . . . . . . . , . , For 3/4"cf> ·x 4 'Ji4~ mfr,:'11um embedment'. Hlt;.TI.-KB II anchors . (ICBO 46?7 Table Nq ;: • w/o ·inspection) (Qr equaQ ,with 4· 3/4" :min. edge distance Tension: .. E:ffective;·Capacity'B1 ·=:: 1375 X: ,80 = 1'}00 lbs·each bolt Sh.ear: Effe9tiVe Capacity:ss:;:: (6.S)_!i).75) x 3~50: =:2166 lbs· each bolt For '5/8i'cf>. x 4" minimum embedmenf Hll Tl -:KB· II anchor~ · (IC8o 4627 Tabil:l.: No.i.l -.w/o inspection) .(or eq_!,JaQ with 4llrnin. ec:jge distance · tension: ~ffec~ive C~p~9fty 'Bi = i 1'25 x ;BO = gap· lbs. ea¢h bolt . Shear: i;ffective Capacity B/= (6.5 /9.75) . .x.2f=325 =· 1750 lbs .each·bolt 1.1 MAXIMUM SHEAI~ WALL DEVELOPM!=NT: · . . . -. Building' Width· (worst ca~e} · · = B;O'· (mrudmt:1m' uplift coadition) Buildiog::Height · = 1 o;o• · · ' (see· Vertical $hec1r Wc1II Connection sections ·2:0· & 3J:l) .Pane_l Shear :Capacity · . = 2688 ·lbs (m~irnum load), Max~ O:T.M, = .(2688)(-10); , = 26880 lps~ft t ~p .or d.n . ::;: ~6880/8 · =. 3360 l_bs · v = 2688 J~s perwall (2688./ 2 =:= 1;344 lbs per corner) ···1 .. , .... •,; • • I · Determine number of bolt.s .to fully :develop .the; shear wall: (DetaH 1} lnter~ction ·Equation: • (t{r)2+ (v/1/)2 s :t :00 , . • , '[(3j6QJ h(h.x 11oo·x 4 /'3})~ +, ['(2688) I (4 x n x 2166 x 4 / 3}12 s, roo . ·(5.25 + 0.22) / ri2 .~ 1.00· ~> n = v'.(5.47) = 2.34 bolts · . Use three .(3) 3/4!'4> X4:3/4,'' 1-111:.r1 -f<s, II anchor bolts pe·r corner to-fully develop 'the wall ca·pai:::ity. l.2' WIND LOAD CASE D~SIGN ·OF ANCHOR' BOLTS: Oet~rrnine number of. bolts tor,differeril builc;lirig lenSths and wind speieds: (Detail· '1) Based on a Wind P~;ssur.e of P (in psf)., Width of ~-ft .and Height ·of 1 o ft: , t (lbs} = (JO/~) x 1 Q ,x L ,x P / 8 = .6.25 ~-l ~ P (per ~ide walQ ·v .(lb,s) . = 10 X 'L x P / 2. = _5.00 X' L X f?· ,(per s\de walQ :interaction ·Equations: (t/T)2::+:(v/V)~ S· 1'.00, . . . . . . 3/4"$ bolt~ [(6,25. XL X P}: '/ (n :X 1:100 X 4 / ~)J2 + [(5.0Q X L-x P) / (n X 2166 X 4 / 3)]2 s t.OQ _ (L x, P)2 x J(0,0042~)2 + -(0;00173)2). / n2 s LOO . . n =.: -CL ·x Pj:J 21! .s· (3/4'' 4> bolts on ~ipe wall} . 9/8'.1cf> bolts ![(6.~5· .x I:. x P}' F(n. x 900 X 4 / 3}]2 + ['(!;i:QO XI:. x P) / (n x 1750 X 4 / 3).]2 s LOO,· .(L,.:x P)2 x .((0:0052t),.2 + ;(0.00~14}.2) l n2· ~ 1.00· · · n. ::; ,(L ·x P) f 177 .6 (&/8" <I> bolts c;m ~ice· wall) · P :;:: 1 !3.4 ,x-t, 15 .x 1.3 x 1.3,1 = 32.11 psf, use 33 psf <.~ not used Case I) for. 80 ,mph wind @ 4.0 ft: ·case II) for t 10. rnph· wind-@ grade: Case 11'1) for 110 mph Wind .@ 40 ft: .p = ,31.o)q .15 X·.1.3 _x 1.06 = 49 psf, ,use 4;9.--psf <.-minim.um used Case IV} for 150 mphwirid'@ 1;1r~~e: F =;:3'.t,Q x 1.15 x 1,3 x 1.3l= 61 psf, :use 6~. psf · P = ?7;6 x.1.15 x 1.a·x, 1.06 = 91 psf, use 91P¥ (special case)· . R~f!:wto T~bles 4 an_d 5·for5/8'!·and 3/4" Anchor Bolt schedules. • • 1.3 • • CSA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering-Services, (925) 427-0871 DATE: 11/11/98 BY: JOHN M. SIINO, P.E. FILE: STL•98•2.WPS JOB #2792 DESIGN OF WELDED CONNECTION OF PALLET TO STEEL STRUCTURE (e.g. Roof Steel Framing): {For Load Cases refer to 'Wind Load Case Design of Anchor Bolts" on page 18 of these calculations.} Weld Capacity: (E70:XX minimum electrodes, ASTM A36, minimum steel, with LDF = 4/3): 0.7071 x 0.3 x Fu(weld metal) = .3 x 70 = 14.8 ksi 1.000 x 0.4 x Fy(base metal) = .4 x 36 = 14.4 ksi -GOVERNS For 1" long x 1/8" Fillet Weld: T = (4/3)(14400 psi) x 1/8" = (4/3)(1800 pli) (with special inspection) without special inspection, the UBC requires 50% of allowable stress = (4/3)(900 pli) = 1200 pli. Determine Minimum Required Weld Length Based on Wind Pressure, P (in psD, Building Width = 8 ft and Height = 10 ft: t (lbs) V (lbs) weld weld 8.Sft~1==+++ =L =i+++ll +++ weld = (10/2) X 10 XL X P / 8 = 10 XL X P / 2 +++ weld = 6.25 x L x P (per side wall) = 5.00 x L x P (per side wall) (1200 plQ [(6.25 XL X P) / (1200 X 1)]2 + [(5.00 XL X P) / (1200 X 1)]2 s 1.00 (w/o sp.insp.) (L x P)2 x ((0.00521)2 + (0.00417)2) / 12 s 1.00 I = (L x P) / 149.9 {inches of weld per side wall) Refer to Table 6 for Welding Schedule for anchorage of Pallets . 20 CSA., C9m"1i:m;c~tions _.Building~ o.t America, Inc~; Anti~h, Calif., (925) j54-75_33 SJ'sRUCTil:JR_AL CA:LC-Ul,ATIOfi.fs, FQ.R STANDARD STEE~-STRUCTLJRES' prepared-:by: A,dvaric~d Engin~ering'.'Se,vices,'. (~~5) 427-0871 DATE::-11/uille BY: JOHN·M,·suNo,,i>:e: · FILE:'STL-98-2.WPS Joe 1112792 J.ABt;;:E.:__~o.J: ·. ROOF RAFTER LIVE. LOAlJ_LIMITS (16 ga. Rafters)· . ~ -- . :-. ALLOWABL!=,ROOF LIVE._LQAPS-BASED O,N;:RAFJER SPANS ... ' ROOF _RAPfER·,sPANS (BLOG WIDTH) BASED ON RAFTERS AT 24i•o,.Q. ,, -'.... . ,• ,, -. '. ' ' ' . BASED -ON RAFr~RS AT 16''.O.C. : : a fr fe .ft) 9 ft· (10 ft) - . ·1 0'':ft (11 ft)' 11 'ft (14· ft) .. 12 .ft (13 ft) 1,3 ft {14-ft) " 1:5 ft. (1.6 ft} ' - •, ,, '" .. ,, ,.,_ : 1a3·psf 142 pst 1'12 psf 90 psf. - 74 psf ''60 p~f 39-p~f " " " .:., " 281. psf 219 p~f- · 175 psf 142 psf- .... 114 p~f 89 psf ; 55· psf - ' ' ., { Note: Actual i'p.tte~ cJear. spans are approX,im$,teiy 12 in.cbes less ·than-the outside building d.im~n~ion} . '"tA~LE No:2: PALLq FLOOR JOIST {TYPE. 'H11) MAXIMUM $PACING ,(Genter to Center Spacing) I, . , {Note: Act1Jal· spacing· of. Floor Joist may Qe, governed by constructio\1 :requirements and/or Jo.oaHon·of equipment} ,fLOQR. LIV~ LOADING, (p~f) · 15,0 -·175 .200 225' 2§0 · ~00 -0.!3ck SJ:ian ·umits: ' J3'-0" 5'.-61' ~ 5'~0"· , 4'~ 1 o·n 41~6!'. ,4•.211 Joist ·(Clear) .Unsupport<:d Span (feet) W5.;<16 Joist:· s.o :(5'-0;' 6.0 6'-Q! .. 6.5 61-.011 · a·.O(1> 5'~6!' . 2-G5x9] L Joist: .5;0 5•;;011/ 6~0 5i;()11 · 6.5 6':CQ". :e.0<1l ·. 4·:~11 -s.•.:s11· .s·~o11 . 5•.:5t• -5'-011• 5'-6!'' ... 5'-011 '41-811 4'-011 :9''-611 51~611 ' 5'-6" . ;3'-811 s·~on- ·5';;QII 5!-0!'· a·~s11, · 4.\10!' 4'-6'' 4'-1011 4•:511· 4 '-~ 011 4!;6'' 3!~811 · ~3'~B11'· 4'--1 O'' 4'-6''· ·4'-1 O" 4-1~611' . 4··-10'' -'4i~611 2'-11'11 -2'-711· -4•:211. 4'-211 4'~2" .. 2'~911 41~211· 4·~211• 4\2" '2',4'! -C4x5.4 Joist 4'.Q . ·6'L0" . 5'-611 '5•.011 ·4'~i01'; · 41-611 . 4'-2" · -5.o a·~a11 5'-s11 s'-o" · · 4'-10" 4'-611 · 3!-~11· 6.0<1> s•-oi• 4'-211 3'•911 3·~511 . :3·~011 1'-611 a.0(1> 2!:.10·· 1°-111· 1'-511 · 1;-4" -1'-311 6!' (1) Span.lin,it!:3d.by floor.jqist·o~sign; nqt.flQor deckd~sign req~irements. ' ;; ' ' " ' ' . ' . TABL~ No.~: WALL. PANEl--LOAOING -VERTICAL..& $HEAR . • ,(VerQo 20 ga .. N..,24 Pane.I, -,M~in;ium Wa!l·Heigl:t~ .9'~011, Maximum Builcli'ng; Width = 13'-0!', Length:= 48'-0'j . W!ND VElOCl:tY (mph} . .•. · Roof Liver l.oad'(psf). , . 70 so 11 o, .~Q ·No, H~IGHT LIMIT · :N9 H.Elc;;HT LIMIT . ·, :MAX. H~IGHTABQVE· GROUND 200fl .120, . -. NO HEIGHT 't.lMIT .NO-HEIGHT-UMFF' · MN(._,HEI_GHJ ABOVEGROUND 100 FT • C·BA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE: 11/11/98 BY: JOHN M. SIINO, P.E. FILE: STL•98-2.WP5 JOB "2792 TABLE No.4: ANCHORAGE SCHEDULE: Quantity of 5/8"4> Anchor Bolts per Side Wall with respect to Building Length and Wind Pressure (5/8" <I> HILTI KB II anchor bolts, ICBO 4627 Table 11, without special inspection, with 4" min. embedment & edge distance) Bldg Case I Wind Case II Wind Case Ill Wind Length Pressure 33 psf Pressure 49 psf Pressure 61 psf 80 mph@ 40 ft 11 o mph @ 15 ft 11 0 mph @ 40 ft (feet) (49 psf, min) 15 5 5 6 20 6 6 30 40 * quantities m O are tneoret1ca1 values TABLE No.5: ANCHORAGE SCHEDULE: • Quantity of 3/4"<1> Anchor Bolts per Side Wall with respect to Building Length and Wind Pressure (3/4" <I> HILTI KB II anchor bolts, ICBO 4627, without special inspection, with 4 3/4" min. embedment & edge distance) Bldg Case I Wind Case II Wind Case Ill Wind Length Pressure 33 psf Pressure 49 psf Pressure 61 psf 80 mph @40 ft 11 o mph @ 15 ft 11 o mph @ 40 ft (feet) (49 psf, min) 15 4 4 5 20 5 5 6 30 7 7 9 40 9 9 12 50 12 12 14 * quantities m O are theoretical values bolts bolts !i~~t1~1+=+=+======:=;~L=:::;;=;~==+=+=+~II :~f1 +++ sidewall +++ bolts bolts • 22 Csj . Communi~tions· .ijuildJng~·-¢.f Amei'.ica,, Inc.,-An\i9ch; Calif., (925) 754,,71533 StRUOT:URAL CALCU.LATIONS -FOR· STANDARD STEEL STRUCTlJ'RES --·-' --•' , prep~red by: Advance.d Enginrfe(ing S~niic;e$, ($25) 427-0871 . OATE::1'1,/:11/911· , BY:. JOHN'M;SIINO/P.E.. · FILE:"~L-911-2.WPS Jc;lB '2792 TABLE ~fo.6: ANOHQRAGE $CHEDULE: · Lengtti in inches of: 1'/8" ·FiJlet Weld .per Side Wall with. respect .to Building Length, and Wind Pres~Lire ,. ··-·- Bidg C ·base. f. Win!'.:f · Case it Wind Case '.Ill Wind Length Pressure 33 psf :Pressure 49 psf Pressl:jre 61 psf :SQ mpli @ 40 ft. ' 1-10· h ·@ '15 ft 1~0 mph @40.ft . mp .. · . : .(feet)-',, (4~ .psf, min): (inches) ' (Inches)-(inches) ., .. ... . .. f5 ' a:o (4.~} '8;0 ( 4~9) ·" ' 8.0 ( '6.1) . 20, 8.0 (.•6''.5), ' .. 8;Q ( 6·.5} -10;0 ( 8.2) .. ' ' 30 10:0 ( 9.8} _10.0 (~.8) 14.0 (12.2) ... .. ,,_, -., , ,' - 40. 14.0 (13.1) 14.0 .()3.1} 20.0' (16.3) ',,.' .f.:. .. ,,, . .. . 50 20 .0· {19.3), .• :20'.0 (16.3) · 2a;o (20;3) . . .. · * guant~_ies ·• m. (J .~re theoret1qa1 Values \weld weld :+++ • L +++' l , end wall ' •• • CSA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, '(925) 427-0871 DATE: 11n,/98 SY: JOHN M. SIINO, P.E. FILE: STL-98-2.WP5 JOB ,:,:rm, TABLE No.7: MINIMUM REQUIRED SHEAR WALL LENGTHS FOR 20 GA PANELS: (Based on Weld Capacities, Building Lengths and Wind Loads) Bldg Case I Wind Case II Wind Case Ill Wind Length Pressure 33 psf Pressure 49 psf Pressure 61 psf 80 mph@ 40 ft 110 mph@ Oft 110 mph @40 ft (feet) (feet) (feet) (feet) 20 3.7 5.4 6.8 30 5.5 8.2 10.2 40 7.3 10.9 13.6 TABLE t~o.8: MINIMUM REQUIRED SHEAR WALL LENGTHS FOR 18 GA PANELS: · (Based on Weld Capacities, Building Lengths and Wind Loads) Bldg Case l Wind Case II Wind Case lll'Wind Length Pressure 33 psf Pressure 49 psf Pressure 61 psf • 80 mph@ 40 ft 110 mph@ Oft 110 mph@ 40 ft (feet) (feet) (feet) (feet) • 20 1.9 2.8 3.5 30 2.8 4.2 5.2 40 3.8 5.6 6.9 TABLE No.9: MINIMUM REQUIRED SHEAR WALL LENGTHS FOR 16 GA PANELS: (Based on Weld Capacities, Building Lengths and Wind Loads) Bldg Case I Wind Case II Wind Case Ill Wind Length Pressure 33 psf Pressure 49 psf Pressure 61 psf 80 mph@ 40 ft 110 mph@ Oft 110 mph @ 40 ft (feet) (feet) (feet) (feet) 20 1.3 1.9 2.4 30 1.9 2.9 3.6 •. 40 2.6 3.9 4.8 24 . Q9A :,CQm~~~i~tibri~ B~i1QiQg$ (J,·~~ric.a, Im;:·.; Antipch, Calif., (~25) 75~7633. STRU.CTURAl CAL;CULATIONS,·FO.FtSTANDARD STEEL STRUCTURES · pre~r:ed;by:,A~an~~d Engin~eting S.e~ices; (925) 427-0871: . D!'<TE: 11/11/98 . tr(:·J·OHt•p,1.:.SJ(~O,.P,I;. .... F.!LE: ,rfL·!11J-~.WPS. JOB "2792 TABLE No. to: :MINIMUM REOUIREMENts FOB sHEAe{ wA1isi · . , · . : M!rii~urn Requirements .. fo~ Sh.ear Walls Whe~~ The, E;ff¢ctive Total :(Aggregate) ~heai· w~n Length :b· 4 -fee~ brC:mqr~ at Midh·elght of Wat!, (h =:=; ~ ft). · aas&d'on Buiidihg :!'.,engths .. ancl ·Wind Loads. · · · · ·<~. . ' .. . . , . . : •.. Blog: · Case i.Wfr1~: .. CasemWind Case Ill Wind . ,L~ngth .i?r.essure· 33 psf. ·!', l?ressure'49j:>sf Pressure 61 psf (f~it) . ao inph.-@40 .ft· , r1 0, mph @_,0 .. ft 110 mph@ 40 Jt I • • ~ ' ' ' ... .. .. 20 ga panel :· 18 ga _pane(•· 20 18 ga panel 2.0" choro weld 2·.210 chord' Weld 2.8" chord:weld . . ·,· ~ .. ~ .. .. . •. .. 3Q . ta ga panel . · 1.6 Sc!-panel 16 ga panel 2;2" chord: welo, ,· 2,7" char¢ ·Weld 3.3" chord weI9· I ",, ., . , .40· 18· ga ,p~net 16g_a panel n1a· ~.0!' ·chor_d .Weld : · 3.5!' .chord Welq n/a . . .. . . ·, ,, . "~ ' ,, .. ·-· , TABLE No.11: MINIMUM REQWIREMENTS .FOR' SHEAR,WALL:S: ·:&,inimlirn Req4iremer{ts :fat Shraar·Walls Wher~ Th~: Effective,Total (Aggregate) .. Shear Wall 'Length = 4 feet-or ,more at ·sase··of Wa11, (h = 1.0 ft)·. ~a$·ed .qn Building :1,..~ngths .and Wind :L~ds. · ' ' .Biqg· c~se I Wiric:I Length ' . Pressure ~3 :rssf ·, ·. :(fee!)' .. ,a? :mph @,),40'.ft ' ., Case JI-Wind , Pre·s~ufe 49 psf no mph @ o .ft. ·Case Ill Wirn;j Pressure 61 psf 110 mph (Q) 40'.ft, 20 .20· ga ·pc1nel ta .ga p~1n·eI 1 a ,ga panel 4.0'10ct,of9·weld·: :4Allchord weld 5.5" dhord wel.d 30 1·a gc1 .p·,:u'.ler 1:6 gc1 pc1n.el. 5:3';,:chord weld· ~ts· chord weld " ;-.,, ,, ; . . , 40. . 1.8 ga panei. · , · 1'9 ga p~nei " . 6'.0'; chord w$1d~ ., . 7.1" -ch.drd ·Weld ,, ' ~' - 25.'· 16 ga parrel· ~$' chord weld n/a n/a ' • • • • • OBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE: 11/11198 BY: JOHN M. SIINO, P.E. FILE: STL-95-2.WPS JOB "2792 TABLE No.12: MINIMUM REQUIREMENTS FOR SHEAR WALLS: Minimum Requirements for Shear Walls where the Effective Total (Aggregate) Shear Wall Length is Less Than 4 feet at Midheight of Wall (h = 5 ft). Based on Building Lengths and Wind Loads. The Aggregate Shear Wall Length is assumed to be made up of at least two 6-inch and two 12-inch elements (36 inches totaQ. Bldg Case I Wind Case II Wind Case Ill Wind Length Pressure 33 psf Pressure 49 psf Pressure 61 psf (feet) 80 mph@ 40 ft 110 mph@ oft 11 O mph @ 40 ft 20 20 ga panel 20 ga panel 20 ga panel 20 ga plate 30 20 ga panel 20 ga panel 20 ga panel 20 ga plate 20 ga plate 40 20 ga panel 20 ga panel 20 ga panel 20 ga plate 20 ga plate 20 ga plate 26