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Home My WebLink About2081 FARADAY AVE; ; CB980409; PermitB U I L D I N G P E R M I T Permit No: CB980409 Project No: A9800517 Development No: 03/30/98 14:39 Page 1 of 1 Job Address: 2081 FARADAY AV Permit Type: INDUSTRIAL TENANT Parcel No: 212-120-26-00 Valuation: 36,000 IMPROVEMENT Suite: Lot#: Occupancy Group: Reference#: Description: ITI-CONVEYOR SUPPORT STRUCTURE 562 CITY OF CARLSBAD Construction Type: NEW 5548 03/30/~~~0lsOl IS~UED App~i~0~· Of7'1;¥.98 t; i"1W"l I 7 :'J ..tit:, Apr/Issue: 03/~ t·~· Entered By: JM 945-3873 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 v/Oft;ltJ PERMIT APPLICATION FOR OFFICE USE o~~ , ~LAN _CHECJ NO. i!Q(_J_~ar EST. VAL!J\~~t,, Ce)O _ CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 Plan Ck. Deposit 'ZI / r-Ci) Validated By_~.-tt:_~,-...:,.-4------i....,_.-,,-__ Date _______ ....,r,._,__...._,,-1,+-J'---- Legal Description Lot No. Subdivision Name/Number '~tal # ~.Jmits C-PRr,. 11 --------------------------------------------------=--'-'-!.!...l.-'-------=:=d::-,,00 Assessor's Parcel # Existing Use Proposed Use ~ De~iption of Work SQ. FT.1• #of Stories # of Bedrooms # of Bathrooms , : ~1-;.Q.~*'}J:G.-.,~½1/?~-:-··,~-~-L., .. * ,i. ,.,;QQt,ff~Q\f. -fiR~Qll(1t-4AfJiireottrot,n 1um1,~a.ntJ,. -. . . , . . ... Name Address <;itv State/Zip <~-:~qcit70: ... ·, : Telephone# Fax# w -~!l-1'1;!.C~NT~=-:o: f;:pi'.itr1:°9tor~::"E)!Ag~t'for,,Contr,/l_9tot~ :ffQw~ic.,EJ:~9!.lh:!fqr <!~P!lC .. \.: -·::·-,-::, /T ! •· ..... /· •. ~:· --~-~-------:-, .. ,,' -.......... , ... < , •: V'', /, ~' ,: , Name · Address State/Zip Telephone# Address Telephone# l&..:..,·.Q.QNI.8~.9:i:QJt•-CQMP.~til:£4\1.81\(11; ... ,: · ... .' . . _,.,,. ,,.,,,_ ~-• ,,~,_.,~ vW,,,,. ,,_.,,,,,~", ,, "v, ==="">yw,,-,-..w---.""l'"v'""""""~ ~,, ' ' :~,,,,_ '' -'": , , ', ' ,, : 4 ,, ~-~ ~-" ''> ,, (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 tion. An;.w,iolation of Section 7031.5 by any applicant for a permit subjects the ap licant to a civil penalty of not more than five hundred dollars [$5001). N -\:'.:. \c \<?. \...<.-g. , '\, .• -'\ · 0 '1~ °I $ -'3313 Name City State/Zip Telephone # -.'state ucense # _4_lP~lo'--Y~(o~>~---City Business License # /2.0 BI S S . LA. CA ':100 (0'3 '1A ") • i:J 1:\ , lo 1 i-1$ Designer Name License Class _________ _ \ \ SS:: w . \.-t>.. qa ra::ti -~\.,\Jl) Address 111• "30'-\ City State/Zip Telephone State License # 1 C\ S f~, ·WQ.liK!=ft~JQPMJ?!=N$:ATIQJ',t. .. _; ·-· .. : ,, . ::·; .... :-·-~:·::·.,, , ·:_-----·-·--.. Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: ~ 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. §iJ I have and will maintain workers' compensation, as required by Section 3700 of the 1,.~bor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: C:, 'i,.j,1-\ Insurance Company \':1£\\\A'b.f, hlo\Ja A-\-Jc.£ ~'4::"Q,,S Policy No. e_\ l.J3'.iS2)1i 7 33 Expiration Date \0 -\-O\Js: LETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) ' SIGNATURE..::.Lt--~~=====::..J~.l----------------17;· --c·owN'ER~ __ ;;._· .... M ••• , .. .-_;.: .... I hereby affirm that I am exempt from the Contractor's License Law for the following reason: -,-·..:11 .: ..... , 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(sl licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 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 n\jmber / 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):. ________________________________________________________ _ DATE _________ _ ",>, ,·,.,., . ~ -.,, Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES O NO ls the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. is,:: ,:CONStRUPtioN{ENDING-:A$3ENC:Y .. _-• _-:. -·-___ .. : .. , .. ~ ~-:_ ' . · .,.. . ~-~··;_ ... >:. :·:. · .. : ... · ",_,;_,:;,_ : -,:, _ . .- 1 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). I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit~ of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, .JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. over 'O" deep and demolition or construction of structures over 3 stories in height. EXPIRATIO.N: ,, Every permit issued by the B ding Offi al under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized· b_y such permit is not co enced · 5 d rom the date of such permit or if the building or work authorized by such permit is suspended or abandoned at ariV-.ti_me after the work· Section 106.4.4 Uniform BuildinDgACToEde)."7!~'/ /&lo, ~-PPLICANT'S SIGNATUR~,.-,-_:~c__!:::._~~:::::::::._~~-----------__ c.--_,_L!__,_n-'---,,_I_ ~7'--"u"----------~ ' I I '-, PINK: Finance City of Carlsbad i=i!•IG••h~i•J=i·Eiiii,1401 March 24, 1999 CALLAWAY GOLF 2285 RUTHERFORD ROAD CARLSBAD CA 92008 RE: BUILDING PERMIT EXPIRATION ADDRESS: 2081 FARADAY AV PERMIT TYPE: ITI Permit Number: Issue Date: CB980409 3/30/98 Our records indicate that your building permit will expire by limitation of time on 3/30/99. PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE within thirty (30) days from the date of this letter. The last approved inspection that was called for this permit was on NO APPROVED INSPECTIONS which has exceeded the six consecutive calendar months as allowed by the Carlsbad Municipal Code. An approved inspection is required on your permit at this time. Please call (760) 438-3101 to request an inspection for your project. If an inspection is not called within the specified time your permit will be EXPIRED and you will need to renew the permit in order to finish the project. Attached for your information is Carlsbad Municipal Code Section 18.04.030 which explains at which time a permit is considered expired and the process to renew such permits. Any person holding an unexpired permit may apply for an extension of the time within which he may commence work under that permit when he is unable to commence work within the time required by this section for good and satisfactory reasons. The Building Official may extend the time for action by the permittee for a period not exceeding 180 days upon written request by the permittee showing that circumstances beyond the control of the permittee have prevented action from being taken. No permit shall be extended more than once. If you have any questions, please contact the Building Inspection Department at (760) 438- 3550. PAT KELLEY Principal Building Inspector Attachment 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894 @ v1000 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 ,,A,_-:''<,"',... ;; "f'"'' ll ',._,, ,,,v, Legal Description Lot No. Subdivision Name/Number FOR OFFICE USE o~~ , ~LAN _CHEqf NO. "1t2LJltOf EST. VALO\{tl>~b, Qe)O _ Plan Ck. Deposit '21/,ti) Validated By _ _,,_ __ ....!C...,..._:i.,;<---1--,,-,,.-- Date _______ -P..,_....,...,,_-vt:~-- UnifN'o.""~101J~JY,Ali q¼,g_tal # \i'f:1mits c-PRr,. .... n -----------------------------------------~~~----=='="'00 Assessor's Parcel # Existing Use Proposed Use Name Address / City State/Zip Telephone# ~ '4l;. )>ROPER:i'.Y'o]NNER -c:: : ... :. -Z'l'\~::·--__ , _ _-<--~oot_.:._ -·q-j, r:., Name Address Telephone# \5_..: .. <",QOl'fflJ;l\Q't'PR;:@,IVl,PA.!'O'.f\!4M!=--. _.. • .. ,,.,, .. ,, ... ,,,., .. :·.-.-~:~ .. , _,N,.._ ,M....---------W--WWW,._,.,,,.._,,,,,,,_AV.<!'- "'"""': ,...; • ',... ; .,,_, ; ' --~-..,,.,,,:..;"' ', • ' ,v "' ,. ',,... : ",! ..: ... ,$ (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 tion. An~iolation of Section 7031.5 by any applicant for a permit subjects the ap licant to a civil penalty of not more than five hundred dollars [$5001). N .... ¥:.. u_ \<?. \....<-g. , " ... · q · 0 7~°1 S-'3B13 Name Address City State/Zip Telephone # -,'state License# LllPlPY(o:3> License Class_________ City Business License# /20;3/ SS. \ \SS \--.\, \...~ t.)y;.hllT::{\ ~\NI) L:A. CA Pif)0lo9 't.,\~· :Kl:\, lo'6i.t$ Designer Name State License # J C\ S: Address .,.<>i. "'30'\.\ City State/Zip Telephone 1~··':c:·\Y.Q'.RK~WCQMPlll\l[J\rfoN''"--'~~:_:; -_··-~·:.:·"_ ·-.... :...~::·.:--~,--__ .. : · , ,.· , :r ', '"'S' ··: ,,'."' > ',' : "" < ',: Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: ~ 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. §iJ I have and will maintain workers' compensation, as required by Section 3700 of the l,,iibor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: C:, 'I-J-4 Insurance Company \'::1AAA9'.l \),.,.lo\Ja A"-lcf ~'48Q,,S Policy No.~\ l..J35$'.:>Ji J 33 Expiration Date \0 -\-0\ Js: ~-····""LETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS) ~t:=<~oWNER:, 'At ib£R:-DECLARATIGN: .. ~ __ --~A:·.:~ M~ -,.,. --•••• • "·,· • 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 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): · DATE _________ _ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site 7 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. ~;;:',~~.N~1!l~¢:.11Q~1,.!;lll)?,1_~~-,A.g_~_~_CJ::_,, __ ·_ .. ,.:,~.:, :, __ ,_: ., ___ ,_. · 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). LE~DER:s A~~~ESS:;;:::.:==-::;-::;:::;:::::;::::;:==::-::: •• :--:;::_.:::: __ :::;_:::;_-:_ :;;,-:::._::;:_::::,_:::;::::::;,_;:-_ ;::_ ::;:_-;:,.-:;::::::;:::::::::;::.:::::::;:: < "" ,' ~ , < ..... -, :;-\ ' , ,:, ', w, ..-. ', VN ~ ~-~ , <,, 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, . JUQGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: ·-A_n OSHA permit is required for excavati over 'O" deep and demolition or construction of structures over 3 stories in height. EXPIRATIO.ill:. Every permit issued by the B ding Offi al under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized'·b,y such permit is not co enced · i 5 d rom the date of such perniit or if the building or work authorized by such permit is suspended or abandoned at ariV--.t~me after the work· ce for pen Section 106.4.4 Uniform Building Code). / / ...,U,.PPLICANT'S SIGNATURI;,, ___ '2£.,L._~=::::::::=:::.._l,~----------DATE Z-/// L!f 2; ' ~ ' r, '· PINK: Finance Inspection List Permit#: CB980409 Type: ITI Date Inspection Item 4/2/98 11 Ftg/Foundation/Piers 4/2/98 14 Frame/Steel/Bolting/Weldin Wednesday, March 24, 1999 !Tl-CONVEYOR SUPPORT STRUCTURE Inspector Act Comments TP WC TP CO CAROUSEL RACKS Page 1 of 1 EsGil Corporation 'l.n Partnersfiip Witfi (jovemment for '13uilaing Safetg DATE: March 19,1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-409 PROJECT ADDRESS:. 2081 Faraday SET: III PROJECT NAME: Callaway Golf-Conveyor Support Structure ~NT JURIS. 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. cg] 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 Ths 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 juri_sdiction t9 forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: cg] Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person ~ REMARKS: The wedge anchor Phillips ws 3446 shown on detail section 5 of sheet S-3 should be removed. By: Bert Domingo Esgil Corporation D GA D CM D EJ D PC Enclosures: 3/12/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGil ·Corporation '1.n Partnersliip Witli (jovemment for '.Buitifing Safety DATE: February 27, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 98-409 PROJECT ADDRESS: 2081 Faraday SET: II PROJECT NAME: Callaway Golf -Conveyor Support Structure D P N REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. · • 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. • The applicant's copy of the check list has been sent to: Paul Agracewicz 11822 Burke St., Santa Fe Springs, CA 90670 • Esgil Corporation staff did not advise the applicant (except by mail) 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 D REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA DCM D EJ D PC 2/17/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 98-409 February 27, 1998 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 98-409 OCCUPANCY: S 2 TYPE OF CONSTRUCTION: ALLOWABLE FLOOR AREA: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: February 27, 1998 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/17/98 PLAN REVIEWER: Bert Domingo This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comforw.dot Carlsbad 98.-409 February 27, 1998 • GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerci.al/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Provide the site address and a vicinity sketch on the Title Sheet. 3. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. 4. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. 5. Because of the proposed conveyor system please provide or show on the floor plan an exiting plan. 6. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC. 7. Specify the uses of all rooms or areas. 8. Please show the scale used on the floor plan. Carlsbad 98-409 February 27, 1998 • MISCELLANEOUS 9. For the seismic analysis please comply to sections 1632 and 1632.5 of the UBC for nonbuilding structures. 10. Please submit ICBO approval of the Anchor Bolts. 11. Submit calculation how the lateral loads be supported and transmitted to the foundation. Per plan it looks like a fix-fix design at the bottom of the columns. Please submit complete calcl!lation for the fixity design and also check overturning effect to influence the size of the base plate and the foundation. 12. Correction item 11 will be checked when correction item 12 is met. 13. Submit calculation for the beams (J-1) carrying the decks with 125 psf live load and the other beams (B-1) affected by this load. 14. Submit ICBO for the hangers beam clamp and the B-deck. 15. Submit specs. for the conveyor's legs. 16. Please submit complete calculation for the stairs and the supporting stairs. 17. Please show complete information for the detail R (section@ top of stairs). Any welding? 18. Submit calculation for the guardrail. 19. Please show complete connection detail for the stair and guardrail railings to posts. Carlsbad 98-409 February 27, 1998 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad 98-409 February 27, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 98-409 PREPARED BY: Bert Domingo BUILDING ADDRESS: 2081 Faraday DATE: February 27, 1998 BUILDING OCCUPANCY: S 2 TYPE OF CONSTRUCTION: BUILDING PORTION BUILDIN'"" '", VALUATION VALUE (ft. 2) MULTIPLIER ($) Air Conditionino Fire Sprinklers TOTAL VALUE $ 36,000.00 • 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance:$ 324.62 • 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 211.00 Type of Review: D Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: ** $ 168.80 Comments: ** Fee was based on city's estimate. Sheet 1 of 1 macvalue.doc 5196 DATE: February 17, 1998 JURISDICTION: Carlsbad EsGil Corporation Professional Pfmr. !R,J!view 'Engineers SET:I D APPLICANT c::g: JURISPICTlONi D PLAN REVIEWER D FILE PLAN CHECK NO.: 98-409 PROJECT ADDRESS: 2081 Faraday PROJECT NAME: Callaway Golf Conveyor Support Structure SUBJECT: Suspension of Plan Review Process A plan review of the above referenced project cannot be commenced at this time, for the following reason(s): D The designer has requested that the plan review be delayed pending submittal of complete or revised plans. cg] Esgil Corporation has determined that the plans submitted are not sufficiently complete to allow making a complete plan review. To allow the plan review to commence, the following item(s) must be addressed: D Provide a soils investigation/geologic report. !ZI Provide structural calculations. D Provide energy calculations. D Provide legible plans. D Provide complete architectural plans and details. D Provide complete structural plans and details. D Provide complete plumbing, mechanical and/or electrical plans. Esgil Corporation staff has made the applicant contact person aware of the need to provide the described item(s) in order to allow a complete plan review to commence. A copy of this communication will also be provided to the applicant contact person. Person contacted: Paul Agracewicz (left message) Date contacted: 2/17/98 (by: kc) Telephone#: (562) 945-3873 Address: 11822 Burke St. Santa Fe Springs, CA 90670 cg] REMARKS: Message was left with Paul Agracewicz to provide structural calculations. To date, no response received. By: Kurt Culver Esgil Corporation 2/17/98 Enclosures: PCSuspnd.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 PLANNINO/ENOINEERINO ·-APPROVALS PERMIT NUMBER CB ?ff tJ</129: ADDRESS . ~/ M~"!f RESIDENTIAL RESIDENTIAL ADDITION MINOR < < $10,000.00) OTHER DATE ..:f?:-5-b ---J7'------f-,---- PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING ------------------- PLANNER DATE 7--;2S"-Y/ ----"------ oocs/Mlsforms/Plannlng Engineering Approvals City of Carlsbad 98054 Fire Department • Bureau of Prevention Plan Review: Requirements Category: High Date of Report: Friday, March 27, 1998 Piled Combustible~~, Reviewed by: . ~ Contact Name Paul Agracewicz Address 11822 Burke St ------------------ City, State Santa Fe Springs CA 90670 Bldg. Dept. No. CB980409 Planning No. Job Name Callaway Conveyor Job Address 2081 Faraday ----~--------------Ste. or Bldg. No. _____ _ ~ Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st __ _ 2nd ---3rd __ _ Other Agency ID CFD Job# __ 98_0_;;_5_4 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 •' ,, ~.-: ~--._,1: CON-RAK £REC10RS *Excel letterhead 3/9/98 5:31 PM Mechanical InstaHations • Electrical Installations • Special Fabrication • Wire Guidance Systems • Repairs CALLA WAY GOLF CON-RAK ERECTORS PAUL AGRACEWICZ 1-(562) -945-3873 11822 BURKE ST. PLAN CHECK# 98 -409 CORRECTIONS SANT A FE SPRINGS, CA. 90670 11822 Burke Street, Santa Fe Springs, CA 90670 • (562) 945-3873 • Fax (562) 945-6 f 83 · = • Contractors License #466463 • ClO, C61/D21, C61/D24 • PLAN CHECK CORR UST 3/9/98 1 0: 17 AM .ON-RAK £~~~Ilations • Electrical Installations •_Spe~al FabricatLon • Wire Guidance Systems• Repairs ·3/6/98 CITY OF CARLSBAD CORRECTION# 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 -11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 CC: CITY OF CARLSBAD ESGILCORP. - PLAN CHECK# 98 -409 CALLAWAY GOLF CORRECTION LOCATION See Title Page. ( S-1) See Title Page. ( S-1) See Title Page. ( S~ 1) See Plan View Page. 2 See Title Page. 2 See Plan View Page. 2 See Plan View Page. 2 See Enclosed Paper Work See Enclosed Report See # 9 Enclosed See Correction # 11 See Enclosed Calculations See Enclosed Reports See Enclosed Information Sheet See Enclosed Calculations See Page ( S-4/R) See Enclosed Calculations See (S-4/R) & Enclosed Calculations 11822 Burke Street, Santa Fe Springs, CA 90670 • (562) 945-3873 • Fax (.562) 945-6183 • Contractors License #466463 • ClO, C61/D21, C61/D24• - . :·:.~ .,.,r .. • ...... ·t):-.-: • .:.. .. .. . . . . · ._ ... · • V • '· : ,, ..... •.. ~; :~·-. ~ ') :. . ::rlj~·.·: :-:2: .. -. ~ - Site Location 2081 Faraday Ave . \ Find&)' Av . C.Ollep Blvd. Rutherford Ct. ,., .. ! l. -. r·. APPROVED: \ \ ·;i, .. 1155 PROPOSED: CONVEYO.R SUPPORT STRUCTURE DWO: FRAMING ·PLANS -·,.,)"··· ,t'; -~Y:,coN:RAK ERECTORS~: INC.~~-:;-; .: . . . . "' :-. . "-:' ... I• ,;'\ :. •;\ 1---------..--------------illimiii ..... DATB3/3/98. · c.f·f AWAY.~-.: .. , . ):.t-;_;~; 2081 FARADAY AVF.. ·" , . _;,;j~ JOB#:6109 ,:-t'r. ... ·. ·l" .. mm.an.CA.·92·001· .. ·,'· ;~_f_ -' ~. ...."'::·>'· \ ("-~~~ ·;.' 1--------------~-~·SCALB: 112• .. 1' . ·. ~ · .. ::•'·.: •. ·,-. DRAWN BY:AORACBWIC2 .. :. _ .:._•_._. ·.: /.; __ : ___ -~---~·-_·,·.· .. .-:~~-:: ... · • :' 1_ ... 1.~r. ;t '· .. "\ ,. ,. ~ .,: • r'{ -: • ., .. ,. . 1 L: ~ A DIVISION OF CON il!,~:_: __ t· -d Rd ~!r.-lhr.·: ' -~_JJ -U.1-~-. · ... -• ,~;ria,o· -.--oa· ~. ·ftB.-Ilii::r · :-<;l, lifi7fl'1: ,;· ~--.:--1_:::,- ~ PLATFORMS RAK ERECTORS INC ~- ":,;-•. ...... " -- -'~ :~...;_)~~ -~-T~ ·.~ -~ -·'>-..:, ·(:!·':;_~: -~ ~unit application is for only the three areas cl~ly pointed out below . ... : .. , .... _ .: .... ; . ' -s ' -..._ -~ II - ! I •• t'-.:':;·-~·-=-J ; b'I:~~~ -~' .:.:. 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CJ:· -. --~ :;-=F;t • I I l ' ., . >vl~ • I i~ J '" u I . . ij ·J ' ~. ___ ,, i .;,:;..~~:.:,~~-~,. : .. 'P , GL.P-r .;.... 'i:...~ Callaway Golf 011STRIBUTION CENTER PLAN VIEW l/16" = l' -- I. ' r-: ,,.. .. 'I .. l i i ' ' ' ' .t - -f' ·-----., I I ! I i L ... ; H,-,,1 2:i&l I r--~=1 ·· ·f ------4----i I i !-T.LT.l". . ... ,.. ·· t· .............. .. i . ;--7 I I m·-· __ : I •. ·-···---i .·. I -----• • • -· • I ----.._...,._ ..... ; ..... --· ., .. ., ... ,_,. ..... -. .. ... t . .. i ,. ! d ·--........ . ! I ·. d. · ;:,._ ......... . . ~ .. · l' -~ .. ----i~'.-T : . -.... . .. l ... ! --.-.. ... -n!»•-,•• ,•,,-.-·i • "" """"" "Mi,• .Jo',.••-,>• ._.._,, ... JOB No__...c_·-=G .... ,_-_,;;,.,:n.;;;.G....;1;....1 __ _ ZORAH E. SHBFFNER CONSULTING IT!tUCTU.AI. INelNIIW LOI ANelLII. CAI.IP'OltHIA DAT1! __ 3_-_,r_-_,_"""'),..,£,:;..~ ___ _ CNOINI!!"'---------•HEIETNO. _______ _ - .e ()le 11 t.. A --<-c.1 c . J(' . Lt'< //~ ~1,'C/ ~c'/ ~- / /4",. 7c·'i -// c: 1 _9 /h.,"' I?' . .9 f /~ ()11 Sf- . . .J s-'/7; ,f /l (1{. 1 'nf--· (,.<?/-Pi1.) }5 ; I (J Ir-(1 tr Lu~ c. >-/Jc1,,,,. /Jc 1 /-/ t".. ~ ,,,x 3 f-;;:. 3 tJ'-r, .:Jl- .f:.<--, '1 ]'1'V) 1 {..-. / .:.10)_ 3 ,j t:1 ,xi I j 1'3,1:> ~ (j,/( :1/- /,J,,/j '(/ h f () f-/I t1 _f f ') ;_ / / I -/} I ( { • If ,A?- / ,I --::.., . · ) fl dJ C). , ') h1.. ... 1;11---< ,1 f ~ r /; t::f ..f<.-: (,J 4 .X It, .J -7 3 ~ 1e I~ 2 ?' u_7 c..- /42> c,,µ,. /1 I~ /:t ~ .kc~ }n A ---I }) j/e-1.v~11}· .,J-_5 J /7'"d,rr/ . () f-fa.-' /5-P I /2 12-tf {I .C:.- ..,-:2 v') h J'l" t I v'1 L\ , rJ i,j J) f J'3 .!.-,~ :-.: ? J & ~/., , /: C? fy . . / /J2 / /--.. / ~(./L5t1//.. /J/ft."v-!J, -/;-nAJn 1 '~ ¾ jf /;,,)/4 (r'·,--~; =: )., c-·~ /2>, \..I Y1 . 't / .$ / . 7 ,J /t1 -( fr1 .) { 2-J~·'Jt' •· 1 f I\ 9 ) r· ;_ / _f f f' J:t.,1_ J2yitf'r/ ;/z,,, c; tJ 21_ ;' ft '" ;JJ--13 : k-< h hr/? 1 hu I-#S-a ,,¼"j,-,, )_ ' . -- g~ ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTtl:R, CALIFORNIA 90601-2299 A subsidiary corporation of the lnternational Conference of Building Officials EVALUATION REPORI Copyright e 199& ICBO Evalu,thon s~,..,ice, Inc-. ER-4627 Reissued July 1, 1996 Filing Category: FASTENERS-Concrete and Masonrv Anchors (066) KWlkBOLl-11 Kllll, INC. 541D SOUlK 122ND EAST AVENUE TULSA, OKlAltOMA 74146 1. Subj1c1: Kwik 8011-11 Concrete Anchors. ti. DescripU011: A. General: t<wik Bolt-II (t<B-fl} concrete ancnorscon· sist of a stud, wedge, nut and washer. The stud is manufactured from a carbon or stainless steel material. The carbon steel Kwik Bolt-II stud is mace from AlSl 1038 or AISI 1144 materials. The wedges are made of AISI 1010 steel. except tttat KB-113/"·by-12, KB-U 1-by-6. l<B·ll 1-by-9, and KB-II 1-by-12 have AISI 304 (stainless steel) wedges. All carbon steel components are zinc-plated. Each component of the stailless s1eet Kwik Bolt-II is made from either AlSI 304 or AtSI 316 material. The stud consists of a high-strength steel rod threaded at the upper end. Tile tapered mand1el has an increasing diameter toward the anchor base ano is enclosed by a three-section wedge which freely moves around the ma11drel. ln the vertical direction, the wedge movement is restrained by the mandrel taper at the bottom and by a collar at the top of the mandrel. Whel1 subjected to torque. the wedge is forced against the wall ot the pre- drilled hole to provide the ancllorage. Allowable tension and shear values in normal-weight concrete are shown in Tables 3 and 4 for the carbon steel and stainless steel anchors. respectively. Allowatlle tenSion alld shear val- ues for lightweight concrete are shown in Table 5. 8. Post Nut Kwlk Bolt-II: Post Nut Kwik Bolt-II concrete anthors consis1 of a carbo11 (AISI 1144) or stainless I Type 304) steel stud and post nut. The stud threaded end is fabricated to accept a threaded post nut whose outside diameter is equal to the nominal diameter of the stud. The post nttt has a countersunk head confi(Juration. Allowable tension and shear val- ues in 3,000 psi (20.7 MPa) normal-weight concrete for carbon and stain· less anchors are shown in Table 7. ·-·"·· post nut is aoain in contact with fastened rnaterlal. The post nut is thsi tightened. 0. Special Inspection: Where special inspection is required. com- pliance with Section 1701.5 of the code is necessary. The special inspec- tor must be on the jobsite continuously during anchor installation to verify anchor type, anchor <limensions, concrete type, concrete compressive strength. predrilled hole dimensions. anchor spacing, edge distances, slab thickness, anchor embedment and tiOtltening torque. E. ldentlftcaUon: The anchors are identified in the field by dimensional characteristics and packaging. The packaging label indicates the manufacturer's name and address and the size and type of anchor. A length identitication code letter ,s stamped on the threaded end of the bolt See. the length identification system in Table 6. Ill. Evidence S1bmltted: Reports of tests in accordance with the ICBO ES Acceptance Criteria for Elqlansion Anchors in Concrete and Masonry Elements (AC01 ), dated January 1993. Findings IV. Findings: That 1he Kwil BolMI cancret, anchors descrllbtd in ltlis repost comply wltl\ tile 1994 Unlfatm lullding Catie .. , subject la 11,e lollowing condilions: 1. Installation dimensions and installalian torques are as nated in Table 1. 2. Allow11Jle tensloR and shear values are as noltd in lallles 2 lhrougll 5. 3. calculations iustHyifll .tflat the applied toads comply wUh this report are sutnnltted to the building o1ficial for approval. 4. Special Inspection ts provided as set lorth in Sacli1tn II D 01 this report . - I Lr - UUll U ~Y' UhJU\.. llUltl "'U.\IL;.1 #\h.JI JU't v, , .,..., • --> •-., Uh ..... • ....... The stud consists of a high-strengtll steel rod threaded at the upper end. The tapered mandrel has an increasing diameter toward the anchor base and is enclosed by a three-section wedge which freely moves around the mandrel. In lhe vertical direction, the wedge movement Is restrained by the mandrel taper at the bottom and by a collar at 1he top o1 the mandrel. When subjected to torque, the wedge is forced againsl the wall ot the pre- drilled hole to pro11ide the anchorage. AUowable tension and shear values in normal-weight concrete are shi>wn in Tables 3 and 4 for the carbon steel and stainless steel anchors, respectively. AUowable tension and shear val- ues for l~htweight concrete are shown in Table 5. B. Post Nut Kwik Bob-11: Post Nut Kwik Bolt-ti concrete anchors consist of a carbon {IJSI 1144) er stainless (Type 304} steel stud and post nut. The stud threaded end is fabricated to accept a threa!Sed pos1 nut whose outside diameter is equal to tile nominal diameter of the stud. The post nut has a coun1ersun1< head coofiguration. Allowable tension and shear val- ues in 3,000 psi (20.7 MPa) normal-weight concrete tor carbon and stain· less anchors are shown in Table 7. C. lnstaltatioa: 1. Kwlk Bo1t-ll: The Kwik Bolt-II anchor is instafled in concrete \Yith a predriUed hole of approximately the same size as the nom- inal bolt diameter. Tile drilled holes must exceed the depth of anchor embedment by at least two anchor diameters to permit overdriving ot an- chors and to provide a dus.t-f ree area. The anchor must be hammered into the predrilled hole unlil at least six threads are below the surface. The nut must be tightened against the washer until the torque values specified in Tabb l are attained. Minimum embedment deplhs, ancl edge a11d spacing requirements, are set forth in Table 1. 2. P01t NBt Kwlk Boll-ll: The Post Nut Kwik Bo1t·II al'\Chor is installed in concrete in a pre drilled hole approKimately the same sile as the nominal bolt diameter. The driHed holes must exceed the' depth of anchor embed· ment by approximately two anchor diameters to permit overdriving and to provide a dust-free area. The anchor is tappeo into the hole until the post nut head touches ttie material to Ile fastened. The post Rut is then loosened by two complete turns and tne anchor tapped again until the IU. Evidence Sabmilted: Reports of tests in accordance with the ICBO ES Acceptance Criteria tor Expansion Anchors in Concrete ano Masonry Elements (AC01 ), da1ed January 1993. Findings IV. Finding;: ·rhat the Kwilc Ball-II toncrete anchors descrl~e, In tllis repOl1 comply with the 1994 Uniform Building Code"', 1ubiecl to the following ca1d1Hoas: 1. lnstallalion dimenslans and lns1allatian tor1111nare as aoled in Table 1. 2. Allowable te11Sion alld shear values are as noted 111 Tables 2 tlnougtl 5. 3. Calcuta&lons justllyiq that die apJlied loads comply with lhis report are au,mlttld to the building off lcial tGr a,pnv1l. 4. Special inspection Is prevlded as set fGl1h in StctiOII II D of nus report. 5. Anctlors are limited 10 installal\011 In uncracked cacrete, wttich is. concrete subjected to tenlle stresses not excaedlAg 170 psi (.-83 lcPa) as induced by extetnal loan, terormattons and interi- or e1posu11s. 6. Use of the anchors in resisting wind and seismic forces is be.- yond Iba scope of this report 7. USI of the anchots lo resisting vibratory or sll1ck loads. such as lhose presellt In SlltPorlS lar reciJracati1111 engines or crane loads. is belODll the scope et Ibis report. a. Anchors are limited to 1onlire-reslsll111 canstrucU01. 9. Ancti,rs are manutac111'ad 'Y Htlti, Inc., at 540t Staib 122nd £asl Aven1e, Tulsa. Oklahoma, wilh quality cant,ol in1pectio11S by Utlderwriters Laboralories Inc. (AA·637). This report is sullje~ lo re-euminltion. ia one year. Eval11111ion r,p11ris uf ICBO l:.'vol11utiu11 Sen·itt. Inc., art isswd solely lo prollidt infonw«lion to Cwt A mtm6trs of ICBO, utilizi•g lht ~otk 11po,r wlaicl, tllt rtpon u· basrd. E11olaonun ,,pons or-t nut to bt cu,atr11rd ai rtprtJtnling tU!lhttiu or any 11rhtr 111tribMtts 1101 sptcifically otldr1tsstd nor as an ffUlontmtnl or rttommtn• dation for Mst of rht subjec, rtpon. This"'"'' is b,ued 11pon inkptndnt 1,rrs or Ollttr ttchnical data subnritrtd by tht appliconl. TIit /(,'BO Evoiuatian ~nict, Inc., ltthnical sttzff luu rtvitwtd ,,.~ ttsl nslllls ontllor otlr,r dolo, b111 docs not /H}SltSS i.sr f«ililiu to ,nab 011 indt~ndtnl 11erificalion. Tlttre is 11g wcrrt11tty bJ IC:BO Evolaation S,nu:t, l11c., tJtpras or uapli,d, as toonJ .. Findi1tt" or orllff' 11tt11ttr in ,,w ,i,,.n or cu ra any prod11c1 cov,rt4 by lht r~porl. Tlris 4iiclaiNr ind•d~s, b,,t is ,iot limUell to, ,n~ltont•ilitJ. P11191 of 4 -~ ' I,; ----------· ·----------~-. •age 2of 4 TABLE 1-fflSTALLATION SPECIFICATIONS ANQ10tl SIZE SETTING O£TAII.S Kll-11 ''• lncl'I KIMt'lelnClt KIMI 11, hlcll KIi.ft •1, Inell KN~lftdl BD:O drill bit siu = anchor diameter (inches} ., .. 3111 112 s,,. 3/4 E dq,th of embedmcnt <minimum slandard) l ''11 I 2 ,3,11 I 2•,2 2 1 1.i ' 3 1 12 2 J, .. ~ 4 3 11., 14 314 hnches) UC waiie clearance hole (inche~l )f ttt 1,,,, "116 , 1 /\(\ IJ/ lfl L anchor lcngth(min./mall.) (inches> ,,,., I 4 ''? 21111 I 7 2 ''" I 7 3 112 l \0 4 ,,~ ' 12 TL !bread length sld. cx,na thread length Cinches) 314 I 3 l/K I 4 i •,.. I 4 ''I:? I 4''2 t 1,2 1 41t2 M ins1allatio1r rorque (fl. lb.) Stainless steel 4 20 30 15 150 guide values Carbon sieet: min.E 4 20 30 75 150 stdE 7 25 45 95 225 BMT m,n. base material 1hickness (inches) 3 or 1.3 x tmbedment depth. whkhrt1er ii greater •or SI: I inch= 25.4 llll1l. l !bf== 4.45 N. TABLE 2-ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL•Wl:lGHT CONCAETE1.2.S,4,s,1,7 DESCRl?110N 1l.1tnch >1a 111c11 Emhedment minimum/srandard inches . "'" 2 J.SfK s,., spacing required 10 obtain maximum working load (inchfi) 21/4 4 31/4 ~ minimum allowable spacing between anchOTS (inchts) 11111 2 ,s,s M.-, edge distance rettuired 33/11 31,. 10 obtain m=nimum Shear 411" working load (inches) Tension ,3, .. 3 2112 ,'W,,.,~ minimum allowable Shear 13/4 I l/4 21/z edge distance (inches) Tension 11111 2 ,s111 For SI: I inch= :?5.4 mm. I lbf = 4.45 N. 1Pat.l in this 1able and the foomotes apply to all nnchors covered in thi~ report. :?When using M111,11 for a load that is shear, reduce the allowable load by ~ perce111. }Wt,cn using M,,"" for a load that is ICflSton. n:duce lhc allowable lo.,d by 20 pm:cnt. 2111 s 2112 4111 3}/4 2•, ... 2•,; ANCWOR SIZE ,,, ltlch IJ,lnc:h 2•, .. 31/2 2J/" 4 41'2 ., 51,::! 8 21,.,. 3l/2 23/4 4 63/4 63/4 s,, .. gl/4 31,, s ,, .. 41/8 6 33/8 33/g 4'la 4118 2114 Jl/2 23/4 4 ~For Sand M of anchors with actual embedments between lltc listed embedmenis. use linear interpolation. 3't lllffl 31/4 4>14 '''2 9112 JI/', 4.1,1 93/4 47/g 93/4 71/s 41/9 3114 41/K 4·'14 ~For S a11d M of anchors with eml:edments greater 1han the deepest cmbedment li!.ted. use the value for the deepest embcdment shown in che table. 11When using ~ift, reduce the allowable tension load by 30 percent. 1When using Sm{,.. n:d11cc the allowable shear load by 30 percent. -TABLE 3-CARBON STEEL KWIK BOLT-II ALLOW.E TENSIO~ANDSHEAR VALUES (In pounds). ER-4627 K841 tlnch 2 4 ''2 I 6 I 1fx 6 I 12 21,.. l 4112 200 200 325 'IN:~ 41'2 6 9 12 41/2 6 111,~ n•12 61,.; 9 6~/4 6lJ_,. 4 .,~ 6 rjj) - ----· ·---~ ... ,,u,,.1.u1, ,u ..... ~ ....... ,~, .. Smin minimum allowable spacing be1ween 11111 2 is,~ utebof'$ (inches) ,.~., edge distance requi~ _\3/M 3l/g 411'!, IO obtain muimum Shear working lo:id (inches) Tension I 3/4 3 2''2 .W....11 minimum allowable Shear tl/J I 3/,a 211, edge distatl<'e (inches) Ten,ion 11111 2 .~,; For SI: l inch = :.!5.4 mm, I lbf = 4.4.~ N. 1DaLJ in dlis cable and UJc foorno1cs apply 10 an anchors covertd in &has repon. ZWJten using M,,.11 for a load that is shear. reduC'e the allowable to&d by SO percent 3When usinr M...,11 for a. load 1h11 is tension. reduce lhe allowable load by 20 pm;ent :?''2 47/g 331-a 211., 211i 2•,. 31/2 zl,, 4 3''• 4J1 .. 4]'2 63/4 63/4 g1, .. 81/4 93/4 9314 131,., 3l/t1 51/4 ... ,8 6 41/H 7t1H ~,,- 3l/s 3l/g 41/g 41/1! 4'/a 411, 6~/4 21, .. 3112 2)14 4 3114 4.l/,i 41/2 tFor Sand Mor anchors wi1h actual embedmcnts between 1~ bsled cmbedments. ~se linear interpolation. · Sfor S .ind M of anchon. with embedmenl$ ,reater than lhe deepest emhedment listed. use the value for the deepest emliedment shOwft in Ute labt.e. ,..When usi:nt ~;11, reduce the allow1btc tension load by 30 percent. 7Whcn using .s;..,,,. reduce the allowable shear lold by 30 percent. TABLE 3-CAABON STEEL KWIK BOLT•II ALLOWABLE TENstON AND SHEAR VALUES (In pounds). NORMAI.-WEIGHT CONCRE1E1 f'r • 2,000 pal ANCHOR DEPTH Tension DIA. OJA. Wltll Wltllout ttncllell IIIICMI\ Sp.IMP, Sp.lMp. l ,,ll .250 l:?S , , .. 2 525 16S 33/_. 625 3\~ I)/" soo !SO l/'i, 2112 1.125 S65 41/4 1.1~ 62:. 21, ... 1,100 .550 ,,! 31,~ 1.750 &15 6 J.11'4'.l 915 21,,. 1,4(,0 7SO ~,Y. 4 2.IKO 1.1:?:i 7 lOllO I ~'iflO ·'''~ I.K:'ifl 1)2:'j }1 .. -1:l, .. 1.7:ill L\'1~ M J. 7.'iU l,t<7:'i 4J12 2.930 1.4M l 6 1.990 1.99:'i 9 6.090 3,045 For SI: l inch= 25 .4 mm. I ~-= 6.9 kPa. 1Scr: Table 2 for footnotes. - ,·,. "'3,0IIOpal l•nslon Wltn Wlthlll.11 snur Sp.1t11p. Sp."11p. Shat' 400 llO 155 400 400 550 280 400 400 625 315 400 925 t,05 300 975 1,lOO 1.210 605 1,100 1.IOO 1,300 . 650 uoo J.SlO 1.230 615 1.840 1,840 2,000 J,000 1.8..W l.1140 1.165 l.ORO 1.840 2,87~ 1.730 875 2.87.S 3,125 1.670 1,33:'i J.n:'i 3.125 '.\,2SO 1,615 3.1~5 .l.117S 2.175 1,090 3,87:'i ..i.2:!:i l.b'15 1.940 4.:?!S 4,2:?5 4.62.'i 2,31~ 4.:?:?.\ 6,625 3.6i0 1.1r2:1 7.\2:i 8.625 5,310 2,6S:'i 8.&2S 8,62~ 7,110 3.SSS 8,625 - f'~ ••.GOii PII f'e • f,000 pal T•nllon Tedlon WIii! Wltllo111 WIIIISp . WllhcM S9.IMp, Sp.llltp, .... .,,.,, Sp.l11tp. 360 180 400 430 215 590 295 400 6:.?5 315 625 315 400 625 31~ 710 355 1,025 800 400 1.290 645 1.100 1,450 ns 1.350 675 I.JOO l.450 125 U6S 680 1,840 1.625 81S 2,250 1.125 1.840 2.62S 1,315 2.375 1.190 1.840 2.6'.?S 1,315 2.000 1,000 2.S7S 2,500 \,250 3,090 I.S4S 3,125 3,925 1,4M J.500 1,750 3,\:!5 3.925 1.96S 2,500 1,250 3.875 3.000 ,.soo 4500 2.250 4,225 S.00) :?.530 5.~00 2.750 4,225 5,925 :?.%5 4.375 2,190 7,625 4.360 2,180 6,62S 3.llS ~.625 7,875 3.940 8.125 4,065 s:62s 10.000 5.000 6 t3l/2 9 63/4 6 sr,..,. 400 400 400 l.o:!S 1.100 1,100 1.840 1.84() I.HO 2,S75 3.125 3,12S 3,875 4,225 4,225 8,625 &,625 8,625 GJj) - I IJ I ..- - Page3 of 4 ANCHOR DEPTK otA. OlA. flrtth .. l (Inch .. ) I 11,i l/4 2 v,~ 1 s,,.. l/11 21/2 41/,& 21,,. ''2 3''2 6 2l/4 s,, 4 7 J'l4 ,, .. 4.l/_, 8 41'2 I 6 9 TABLE 4-STAINLESS STEEL KWU< 80LT•II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL-WEIGHT CONCRETEt (j_J) ER-4627 t·c • 2,000 pal ,·c • 3,000 psi 1·~ • 4,000 p•I r·c • I.COO psi T1ns1on Ten11on Ten.ton Te111ton Wilh WltN>ut Wltn Whtlaut Wllh Mtt!CIU• WltllS.,. Wltnout Sp. lnap. SC>. '"•P• sn,ar Sp. 111$p. Sp, lnlfl, Shea, Sti.lMp. Sp lnap. St!Hr 111sp. Sp.lt'lsp. Sftta 2:!5 110 5~5 30'1 155 '.'i40 32, 165 550 350 175 sso 440 220 550 520 260 550 520 260 550 520 .?60 j50 520 260 5'i0 520 26(} 551} 520 260 550 520 260 550 400 :?00 R2S 460 no '>50 .sn 260 l.o75 62~ WI I.ISO 1175 440 1.250 1,025 SIS 1.250 1,175 590 1.250 1.350 675 1,250 1,000 500 1.250 1,14:'i 625 1,250 U.'iO 675 1,250 1.350 fi75 1.250 8()0 400 1.700 J,000 500 1.740 1,200 600 1,775 1,250 625 2.085 1.250 625 2,(m5 l.f>2'.'i MIS 2.oas 2,000 1.000 2.085 2,250 1.t2S 2.085 U75 690 2.085 l.76~ 880 2.085 2.150 1.075 2,0H~ 2,550 1.275 2,08.5 1,175 590 2.~25 1,440 750 2.875 1.700 sso 3,125 1,800 900 3,125 1,750 K7S 3.125 2.250 1,125 3,1.:?~ 2..750 1.37.5 3,12.5 3,000 l.500 3,125 2.250 1,125 3.12, 2,825 l,41S ).12~ 3.425 1.715 3.12~ J,425 1,715 3.125 1.450 1:?5 2,700 1,825 ~IS J.100 2.:?00 1,100 J.500 2.450 1.225 4.500 2.350 i,175 4,225 2.990 1.525 4.'.',M 3.625 1.815 4,!\00 4.:ns 2.190 4.500 2.750 1,375 4.500 3500 &,Hl."i 4500 -1,2."iO 2.125 4.500 4,800 2,400 4.500 2..925 1,465 5.100 :l,625 I.Rl5 6.'.\~0 4.3:!S 2.165 1.000 4,.500 2.::!50 7.000 4.125 2.065 7.000 5.440 J.000 7.000 f>.750 J.375 7.000 6.&7S 3,440 7.000 ~.250 2.6:?5 7,000 7,l'f'/5 3.750 7.000 8.800 4.400 7.000 8.800 4.400 7.000 for SI: I inch= 25.4 mm, 1 psi= 6.9 l<Pa. 1 Set Table 2 for roo1no1cs. AHCHORSIU {lnchff} l/4 l/ll I h_ TABLE S-KWIK BOLT•M CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT EXPANDED SHALE·AGGREGATE CONCRETE1 TE-ION (lb,l TENSION (IDS) WITHOUT SIIECIAI. TENSION zr,.) WITH SPE IA\. WlfflOUT SIIECIAl.. TENSION~tL WITli SPE A EMBEDMENl SHEAR tpounlll) INSPECTION2 INS11ECTION> INSflECTIONl IHSPECllOHl DEPTH (incl'Ms) 'TORQUE (ft.•lt:>.) t·c 2: 2.000 psi ,-~ • a.oao pet ,.< • 4.00. ,., , 111( 4 400 IOS 210 IRO 3t:>O ~ ~ 400 l~O 300 225 450 ,s,x 15 155 190 380 JIO 625 211:! IS uoo 315 630 485 975 2 11..i :!S 1.J70 340 685 550 l,100 -----............. "''" ...-..,. 11...nn - ( I,(' r r·· - . I 6 4.1:?S 3.065 9 .S,250 2,625 For SI: 1 inch = 25.-1 mm, 1 psi = 6.9 kPa. 1See Table 2 for foocnotes. 1.000 I 1.000 I 5,440 3.000 1.000 I &.75o I 3.11s I 1.000 I 6.s1s I 7,075 3.750 1.000 I s.soo I 4,400 I 7,000 1 8.800 ' TABLE 5-KWIK BOLT·II CARBON STEEL ALLOWABLE TENSION ANO SHEAR IN LIGHTWEIGHT EXPANDED SHALE-AGGREGATE CONCR£1£1 TENSlQN_ (lb.) TE~&b-} TENSfON(ltlt.) WITHOUT SPECIAi. WllH $PE At. wnHOUT SPECIAL ANCHOR SIU EMIEOMENT SHEAR (Poufta.s) INSPECTIClN' INSPECTIONi lNSPECTION1 3.440 1 1.000 I 4,400 I 1 .ooo I TE.NSION~t Willi SPE A INSPECTION' ·(lrw:fld, 01::PTH (fnctla) ro .. aue (".-lb.) I cl!:l.llOOpll l 0•2,CGDpo f'c •4,0lltfsl l/4 JI/K 4 400 105 210 180 360 2 5 400 150 300 225 4.50 3/11 I S/x 15 75~ 190 380 316 625 2'1:? 1~ 1.100 315 630 485 97S ''1 21, .. :?~ 1.:no 340 685 550 1,IOO 311:? :lO 1.8-10 500 1.000 800 1,600 s,'8 J.3/~ (IS 2.-t80 555 l.lJO 785 157!'\ 4 1S 3.125 825 1,650 1.150 2.300 1,,. 31,~ J'.\.S 3,170 770 1,.,;45 1.100 2.200 4!,:, 1~0 4,135 1,100 2.200 1,625 3,250 for SI: 1 in..:h = 25.-1 mm, L lhf:: 4.4!\ l'i. 1 The 111tula1eil tension and shi:o.r ,·aluci arc for ani:hor~ in~t11lll:d in hghtweiiht up:1nded ih:ile-aggrl'ia1c concrete having lhe compressive s1reng&h al tile limt of inst.11La- t1on. Coni:rcu: aggrc,a1e mus! comply wit!\ ASTM C HL>-85 and ASTM C .Dl-83. 2The~ tension ,·alues are only applicab~ when the anchors uc installi:d wi11lou1 sp:cial im,pection as se, fonh in Sl'ction 1701 of the cOdl'. 3These tension value~ are only applicab~ when th(' anchors .irt installed wi&h sp(ci31 1nsp<ction as stt fMh in Section 1701 of the code. TABLE 6-LENGTH IDENTIFICATION SYSTEM STAMP ON ANCHOR A 8 C D f. F C " • J k L M N 0 p Q R $ ,. u Leng1h Fron, l ·,~ :? :?'I} :l ~'IJ 4 -1•11 ) ~1(2 6 61/~.., 71h 8 8 l/~ . 9 91/?, 10 II l:? n of anchor Up 1,) :? :?l12 ~ ·''':-4 ,.i!J: 5 ~IJ~ 6 ()·,~ 7 711? ts 811! 9 C)l/2 10 u 12 13 !4 lmChc'>J hut nOl including - V 1-' l~ w ){ y l lS 16 J7 IIS 16 17 lS 11} cw - II . •age 4 of 4 - TABLE 7-POST NUT KB-II ALLOWABLE TENSION AND SHEAR VALUES (pounds)1 l'c• 3,CIOOPII Tenaton ANCHOR MINIMUM OEPTH Wffllolll OIAMETEMIA1ERIAL Of~r~~IIEMT Wktl~-S,.cltt .(la,ef!M) t11c lnapec1toR IMpectl«I' ''• catbon steel l 1/g )10 IS5 ''• slainle~ llcel I 1ltc 305-lSS 3111 carbon steel 15/s 60S :mo l/11 stainless sccc:l ,),, 460 230 For SI: l inch = 25.4 mm. 1 lbf = 4.4S N. SIi- l30 470 700 1.250 1Thc tabulated tension ancl sl'tear val11es are for a11chors installed in s1one-1ggrega1e concrete having the compressive stRngth at the time or installation. Concrete aggregate must comply with ASTM C 330-SS and ASTM C 332-83. 2-tlte,c tension values are only applicable when the anchors art insialled with special inspection u sc:1 forth in Section 1701 of the co~. 3These tension vaJ11es are only applicable wherl the anchors are ins&alled wilh®' special inspection as set forth in Section t 701 of the code. - ER-4627 (9 - Joe No,_..L~·-G~_~.;;:;..72..;l;;...g:;.;.// __ _ ZORAH E. SHBFFNER CONSULTING STltUCTUIIAL INelNIHlt OATE--2"--~/r::=:,__,,_:2~,.-q.::;__ __ _ INGINIE,._ _______ _ SHEET NO .. _____ _; __ _5t,(yLe,/; L.c, //e-i1,,,C'/ &,/~ fJ I c: , 1 L A ---<-L '/ _ /~;j" 3-c._1 _ /7 c) ..9 / h. 1-,., ¥ 9 I/~ /) r:i s j-J...) , " l I 1c~ ~;fl .. l rf' t, ~ '. U V7 a J t' Y t_, (._ ,.! e!. )_ 2 t7' . . ,, l:J; Lt!'e:.L 2.Y ~ --.--- . . . 3 rtf; .f 11 &'1l-'1 'nr (,.1'/-Po.J f-J ; I Cl Ir--{J tr L l ,/) ./J L---'?r--<°J:Ji-(.: c. ?-/ '<:'J,/ I" c J 7 : / t:. f? ?C' 3.J :::-_;;, (} t,' . d;l .J:-<--, '1 ]/JV]' C--I ,__1 Ctc.L 3 J '{J )CI If 3.!> ::::-t4 1~·r/ ltf Of-/Jc 1 J f.) ,_ I I ,_r5, I( r 1 -'I-_ 11 ...#-- )1 'l.,"' f11A i, f-~ f-b v< ~ : f 4 )t I/)--;:_ / 3 t;, 10 I 2-2 iJ l<~ 2- /3 ci,JL-/1 / v -/t ~ _k c ~ h,, A ---J j) yc'l v-.. 1 l'1 t· J -3 J17t'd--.1n_f e, f-A. /5-P !h /2, ir {!.C.- p VJ h ),,,,_ t 1 ,,.,-1 L\ , rJ--tt / )-> f tf 3 2---,,/2 :::. ? J & o/-., /~ a 'If/ / /J2 /2 --_J ~'-/.dc:11"/-. /_if(l.~\µ, t;--n/.,J.n I r//J ¾ i bv J/4 (~ p;_ ~ 2-, t''2h? if \._I / '/11 ,3 /.q tr -{ rn h l l-1-1-'k 1-· '\/-I\ 5 9 2-r· .i£.) j I I' ..fc,e_ J2t;,1tir"'/ ;,/{,, q ti 2 7_ / /-r '"" ,J/-/ 3 : t--c-<. h hr S /2.?£ ,L ,I' J e /fc, J'k' )..._ - L. ~ -_.:L9 /I JOB NO_..,a,,_,._,_;;~:;;.-_;;../.::....; ~---- ZORAH E. SHIFFNER CONIUI.TINO IT!tUCTUIIAL INelNl:llt LOI ANell.1:1. CALll"OltNIA OATl!: __ 2_; _-.... 15_-_.-""/,.,..<tf'i:;;..~ ___ _ 1:NOINII!:"--------SHl!:l!:T No _______ _ -5 Ll v ~ ( I .: . Ll( 11~ t.1,'(!/ ~c'/ f' f} IC 11 {. I, ~ t. I{. / ./4",. 7c·'i -a C. 7 3 !r . //2.,,., ,/ 9//~ /}I's/-I_) I'll /1C.·7 r'~? t., 1.__ (.,~ )_ • 2 t7' (), I f!'t': 2.. l.J' ~ .J s-:0 _f 11 l.'1l r'f1f---,t?;: Pi1.) JJ ; I(} Ir-(/,( L "' c. ~-f?c 1 .,.. /JC 1 /-/ c'.. P ,,,x 3 '>' -:;; 3 ill' .:ii- ~ .~--, '1 ]'1v7 'c__... / "" l'i.c.j_ 3 J 1,'? ,X', If 3, '> :;;; (1,/t 1,J./Jr /1 f (I/-/}t7 J f., : I I '-l' I( I-,I --. I fl. td c). ' 2-'I~ fl'l<-,, n1--< 11 ;· C< /; ~ ~ : y 4 Y Ir . .J ;:::. ? 3 C:-It' I 2 z E' t/"7 /3 C.:,>L--/1 l, ft ~ .k L~ h,, A --I j)}".:!-tV~ I 1 J -_3 J17ctC,tnf tJ I-A,, /51) 1/2 12-ir (!.C.- N V1 h )'J"'-t I~/( L\ ' rJ-1J I/-.> i. ,,y 3 2-,/., ::: ? J (-, ~/ -" /~ c;~ ·JY r /f/.· / /. _. _;) (&;(._/~c1J/.. /1/it_"W. '/;--nJ,Jn Irr? ¾ / /41.1//4 (y,/· _P,; := 21 c·~ ig \,) 1 1/f1 ,j y/4 ~ --{ /VI h-t 2-}·'Vk 1,.1./ /l ~ Y) r--./,l. /_f ff' ..ftL-121/l~r/-//4', c; ti 2 7_ / 77 '"" .#-13 ·. t-o< JJ~hr J h« I-~r . {/ /ft, c:-IY )_ ---·-··-· •• ,r - c~ -'7_Jll -1.)/-. / ,. __ )3 -/, $. ~J-/ I Ji! . ,4.-6: ., ! L_p,:;,_ J.s ; _W'!Ylijt-Y' _/)1 1., //, S-X ·uJ::.:. . ,, l ,._,.... 111 (~~ a j .... ;- JI· 230 1?J fr 1 ',:) .J .,,t . 1 t, .3 ),:. .' y P.L= ,4.,~x{M'-tr:r)/14.S:-'::: 2.2.•'" 1 fl..11.='-ii~;, --,;,1..::.j--:;;/ ' . , . I J./!. . ft1 = , 2. 2.. 2.. x --)-_ O :.:: I, ;) '-) i ,.... I~ :;; : 2 J. ~ > I 11 ~--., ; . . . ~ . . ... -;J r~/;;:. ·s '2. >_1 ~/ ~ ~ ; '"1-i ·t { !~ -~' 1-i" ~ . ,3 '., /f'} ~ fr"( .. · .. rl•··· -·-""""" .. _......,_,,.. /-1'.:-t J i,~f; /\ /,/ J J , I '"· .ef R..1'.· !" ' ·: · t,/ fl.-I 2. w x-,.__/ 1_ __ _ _s =--I 4, -J t) .·,-,.J )/··t.-v:,1(~ ~" ) (. (!1, /·/. I.~ l / /- ' ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials e EVALUATION REPORT . ER-4176 Reissued May 1, 1991 - ··- Copyright© 1997 ICBO Evaluation Service, Inc. Filing Category: ROOF, WALL AND FLOOR PANELS-Steel (216)· 'LXR-B, LXR-2W AND LXR-3W STEEL DECKS TOMEN BUILDING COMPONENTS, INC. 10707 COMMERCE WAY FONTANA, CALIFORNIA 92337-8216 1.0 SUBJECT LXR-8, LXR-2W and LXR-3W Steel Decks. 2.0 DESCRIPTION 2.1 General: The galvanized decks are formed from ASTM A 446, Grade C steel. The galvanized coating must conform to ASTM A 525. The decks are fluted sections as shown in Figures 1, 2, 3, 7 and 8 with section prop- Deck thicknesses in the tables are the nominal base metal thick- ness used in design. The concrete thickness in the tables is the total depth including the depth of the deck section. The tables give one-, two-or three-span conditions for construc- tion loading with maximum spans to be used without midspan shor- ing and the allowable superimposed loads based on a simple span condition for composite behavior. The determination of shoring lim- its are based on the strength of the deck section using a construction uniform live load of 20 psf or a concentrated live load of 150 pounds applied at midspan. The shoring requirements are also determined using a deflection limit of the span divided by 180 but not to exceed % inch when the deck is loaded with construction dead load only. The construction dead load is assumed to be a uniform load over the length of the deck element. One row of shoring is required at mid- span for values to the right of the heavy line in the load tables. . . The dead load on the deck includes the weight of nominal concrete All d~cKs a~e. welde~ to supp_ortmg .elements using E 60 or E_7~ thickness plus 3 psf for normal concrete slabs and 2 psf for light- erties noted in Table 1. rods with a m!mmum_ size of1/a inch. Arc seam welds must be a mint-weight concrete slabs to account for the concrete deposited as a m~f!l of 11/2 1~ches in length. Arc ~pot (puddle) welds must have a result of the deflection of the deck during the pouring sequence, but mm_Imum fus~on area to suppo~mg members_ of not le~s than no allowance is made for weight resulting from the deflection of sup- %-mch by 1 inch-oblong ?r 1/rmch round. Prior to w...eJ.~.JA~C?~ i~ porting framing members. welder m_ust d~monstrate h1s_ab11lty t_o p~oduce ,~~titled welds' · :\\ The deflections resulting from the tabulated loads are less than the to the sat1sfact1on of !~especial weld1~g mspecto . S'ee ~figures refer-, B 'U first, second and fourth limitations specified in Table 19-1 of the enced above for add1t1onal weld details. MAR \J J 199 code. To meet the third limitation in the table, special calculations are 2.2 Allowable Loads: required. Allowable vertical loads for steel decks without coi:!tl=e~fiii'TmJSt'trlf·······---2.4 ATLAS SyStem steel Deck: calculated using the section properties shown in Table 1. End and T~e AT~S system consi_sts of LXR-~ st~el deck ~actions, 36 inches intermediate reactions for steel decks without concrete fill are lim-wide, without concrete fill. The decking Is restrained at the ends. ited to allowable values shown in Table 2. Allowable superimposed Welding details are similar to those noted above and in the general loads fbr steel decks with concrete fill are noted in Tables 7 through notes for the tables. Seam attachment spacing and weld pattern 9. requirements are noted in Table 5. Allowable vertical loads for steel decks with Zonolite lnsulperm fill Fillet welds must be made with a 1/a-inch rod and must be used must be calculated using the section properties shown in Table 1. to connect the top flute element at lapped end splices (when End and intermediate reactions for steel decks with Zonolite lnsul-required) and to connect the ATLAS L restrainer angle as noted in perm fill are limited to allowable values in Table 2. Allowable dia-Figure 4. Allowable diaphragm values are noted in Table 5. phragm shears and flexibility factors are shown in the accompanying The ends of deck must be either end lapped with continuing deck tables. units using minimum 21/2-inch end lap or must be restrained by a 2.3 Steel Decks with Concrete Fill: The steel decks described in this report may be filled with normal rock or expanded shale aggregate concrete having a minimum ulti- mate compressive strength of 3,000 psi. Concrete must be a mini- mum of 2 inches thick above the surface of the deck. A minimum mesh of 6 by 6-W1 .4 by W1 .4 welded-wire mesh must be_ placed approximately 1 inch below the top of fill in all decks. If fill exceeds 31 / 4 inches over the top of the deck, mesh must be used with an area in square inches per foot equal to 0.01 times the depth of the fill over the top of the deck. Composite sections should not be used for loads which are pre- dominately vibratory. ATLAS L restraint as shown in Figure 4. The top flute at an end lap may or may not be welded depending on the shear or stiffness requirements of the diaphragm, as noted in Table 5. 2.5 Steel Decks Covered with Zonolite lnsulperm Fill: The roof diaphragm construction consists of 36-inch-wide LXR-8 Ventline steel panels described in this report, welded to the support framing with the panel ends restrained by the Atlas system as described in the master report, except the top flute element at lapped end splices must be fastened with fillet welds. The steel deck is cov- ered with a Zonolite concrete slurry leveled to a lfa-inch thickness over the flutes. lnsulperm board is firmly seated and leveled on the slurry surface before initial set occurs, with board slots at right angles to the deck span, end joints staggered and all joints butted Evaluation reports of JCBO Evaluation Service, Inc., Bl'e issued solely to provide inf onnalion to Class A members of ICBO, utiliz:mg the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other aJtributes not specificallJ addressed nor as an endorsement or recommen- darum for use of the subject report. . This report is based upon independent tests or other technical daJa submiJted by the applicant. The ICBO Evalualion Service, Inc., technical staff has reviewed the test results and/or other dala, but does not possess test faciliJies to make an independent verification. There is no warranty by ICBO Evalualion Service, Inc., express or implied, as to any "Finding" or other mailer in the report or as to any product covered by the report. This disclaimer includes, but is not limiltd to, merchantabiliJy. Page 1 of21 ~ 1. (. .._ 11 .. Page 2 of 21 snugly. A 2-inch minimum thickness of Zonolite concrete is laid immediately and screened to a level even surface to receive built-up roofing. A maximum of 30 minutes is permitted for each construc- tion sequence with all slurry covered the same day. The Zonolite con- crete and lnsulperm insulation board is described in Evaluation Report No. 3260. The LXR-B deck is installed in the normal position and attached to the support framing with the 7-end weld pattern shown in Figure 2. The seams may be either button-punched or welded using minimum 11/2-inch-long top-seam welds, additional welding details are in the general notes for the tables in the master report. Allowable diaphragm values are noted in Table 6. 2.6 Special Inspection: 2.6.1 Concrete: Continuous or periodic special inspection for con· crete or concrete reinforcement is according to Section 1701.5.1 and 1701.5.4.2 of the code. The inspector's duties include sampling and testing and verification of concrete mixes, reinforcement types and placement, and concrete placement. 2.6.2 Welding: Continuous or periodic special inspection for weld· ing according to Section 1701.5.5 of the code. Prior to proceeding, the welder must demonstrate his ability to produce the prescribed weld to the special inspector's satisfaction. The inspector's other duties include verification of materials, weld preparation, weld pro- cedures and welding processes. 2. 7 Identification: Each bundle is identified with a glue-on label noting the manufactur- er's name, the deck type and gage. The Zonolite concrete and lnsul- perm insulation board are identified in accordance with Evaluation Report 3260. ER-4176 3.0 EVIDENCE SUBMITTED Descriptive details, justification for diaphragm shear values, calcula· tions and section properties. 4.0 FINDINGS That the Tomen LXR·B, LXR-2W and LXR-3W steel decks described in this report comply with the type of construction to that specified in the 1994 Uniform Building Code™, subject to the fol- lowing conditions: 4.1 Allowable spans for vertical loading are based on section properties shown in Tables 1 and 2, except as noted in Tables 7 through 9. 4.2 4.3 4.4 Allowable diaphragm shears do not exceed values. indi- cated in Tables 3 through 6. No increase for short-term loading is allowed. Special inspection must be provided as noted in Section 11-F of this report. Consideration for diaphragm deflection shall be as set forth in Table 10. 4.5 All decking may be used for fire-resistive roof deck construction described in Table 7-C of the code and Evalua- tion Report 3260, provided the fill type, thickness and construction are as specified therein. 1996 Accumulative Supplement: This report is unaffected by the supple· ment. This report is subject to re-examination in two years. INDEX OF TABLES Table I -Section Properties for LXR-B, LXR-2W & LXR-3W Decks. Table 2 -Allowable end and intermediate 2" bearing values for LXR-B, LXR-B (inverted), LXR-2W & LXR-3W. Table 3 • Allowable Diaphragm Shear Values (Q) and Flexibilily Factors (F) for LXR-B decks (36") without concrete fill. Table 4 • Allowable Diaphragm Shear Values (Q) and Flexibility Factors (F) for LXR-B(inverted) decks (36") without concrete fill. Table 5 -Allowable Diaphragm Shear Values (Q) and Flexibiiity Factors (F) for LXR-B decks (36") using the ATLAS System without insulating concrete fill. · Table 6 -Allowable Diaphragm Shear Values (Q) and Flexibility Factors (F) for vented LXR-B decks (36") using the ATLAS System with Zonolite Insulpenn fill. Table 7 • Composite Slabs of LXR-BC & Structural Concrete • Allowable Superimposed Loads (YI}, Diaphragm Shears (Q) & Flexibility Factors (F). Table 8 -Composite Slabs of LXR-2W & Structural Concrete -Allowable Superimposed Loads (YI}, Diaphragm Shears (Q) & Flexibility Factors (F). Table 9 • Composite Slabs of LXR-3W & Structural Concrete • Allowable Superimposed Loads 'Y{}, Diaphragm Shears (Q) & Flexibility Factors (F). Table 10 -Diaphragm Flexibility Limitation and Deflection Design Criteria. TABLE GENERAL NOTES 1. The Allowable Diaphragm Shears (Q) are in pounds per linear fool 2. The Flexibility Factors (F) are the average microinches a diaphragm web will deflect over a span of one foot under a shear of one pound per foot. 3. The Allowable Superimposed Load on composite slabs (YI} are in pounds per square foot. 4. The variables R in some of the Flexibility Factors (F) are the deck span length divided by length of the deck sheet. 5. Seams Attachments: a. LXR-B deck without concrete fill shall be either unfastened, button punched, or top seam welded as required • . b. LXR·B (Inverted) deck without concrete fill shall be either unfastened or seam welded as required. c. LXR·B deck with the ATLAS system shall be button punched or top seam welded as required. d. LXR-BC, LXR-2W and LXR-3W in composite slabs shall be button punched or top seam welded @ a maximum of 36" o.c. 6. Weld Attachments to members parallel to flutes(such as chords, collector eiements, struts or ties) ~ Welds in LXR-B, LXR-BC, LXR-2W and LXR-3W shall be arc-spot welds. b. Welds in LXR-B (Inverted) shall be either arc-spot welds or fillet welds. c. Arc-spot welds shall have a maximum spacing in feet equal to 32,000 t/v. d. Fillet welds faslening the deck to chords shall have a maximum spacing of 480 l.jv. e. Fillet welds fastening the deck to struts, ties or collector elements shall have a maximum spacing of 300 l.jv. In the above: 1w= length of fillet weld (noL Lo be less than I½"). t = base metal thickness of the deck in inches. v = Actual diaphragm shear to be transferred to the framing in pounds per foot. f. Maximum spacing of arc-spot or fillet welds shall be the span of the deck divided by three but shall not exceed 3 feet. 7. The shear transfer from a diaphragm to interior tie or strut lines perpendicular to deck flutes shall not exceed the shear values indicated in the tables using connections at the line of shear transfer similar to those used for the support connections. Two lines of such support connections may be used to develop the total shear transfer. 8. Where individual panels are cut, the partial panel shall be fastened in a manner to fully transfer the shears at that point of the diaphragm to the adjacent full panels whose values are specified in the tables. 9. The Nominal Slab Weight given in the Composite Slab Tables is the dead weight of the deck plus the nominal depth of the conaete slab on the deck. The spans indicated requiring shores d_uri1_1g pouring include the weight of concrete generated by ponding deflection of the deck but added concrete resulting from frame deformations during pouring has not been included. ___ , A: • •• 11 - - - Page 3 of 21 TABLE 1 -SECTION PROPERTIES GAGE t GROSS I sN,, sNa s'r A (IN) (JN2) (IN-') (ltil (IN3) (IN3) LXR-B AND-BC DECKS 26 .021 0.355 0.125 0.116 0.136 0.213 24 .024 0.406 0.143 0.140 0.157 0.245 22 .030 0.507 0.187 0.193 0.201 0.309 20 .036 0.608 0.231 0.254 0.2-45 0.373 18 .0-48 0.811 0.322 0.395 0.336 0.495 16 .060 1.014 0.410 0.560 0.427 0.613 LXR-2WDECK 22 .030 0.475 0.360 0.295 0.339 0.298 20 .036 0.570 · o.«o 0.37.,4 0.411 0.364 18 .048 0.759 0.587 0.533 0.553 0.532 16 .060 0.954 0.7.,40 0.66.,4 0.697 0.689 LXR-3WDECK 22 .030 0.518 0.765 0.459 0.513 0.489 21 .033 0.557 0.8"'6 0.512 0.563 0.520 20 ,036 0.621 0.930 0.577 0.621 0.592 19 .042 0.709 1.076 0.691 0.724 0.706 18 .0-48 0.828 1.239 0.796 0.831 0.795 16 .060 1.035 1.S.,49 0.991 1.035 0.991 Symbols and Definitions for Table 1. t = base metal thickness (inches) Gross A= gross areo of section (square inches) s's (IN3) 0.133 0.156 0.206 0.258 0.350 0.<434 0.327 0.392 0.530 0.663 0 . .,471 0.536 0.591 0.689 0.826 1.035 I = net moment of inertia ofsteel deck. {dafledion criteria)(positive bending) (inches") SM,, = net section modulus ofsteel deck with respect to the top flange of deck (positive bending) (inches3) sN8 = net section modulus of steel deck with respect to the bottom flange of deck (positive bending)(inches3) sir = net section modulus of steel deck with respect to the top flange of the inverted deck (negative bending)(inches3) sJ e = net section modulus ofsteel deck with respect to the bottom flange of the inverted deck (negative bending)(inehes3) ER-4176 TABLE 2 -ALLOWABLE 2" BEARING VALUES GAGE ALLOWABLE 2" BEARING (LBS./FT.) END INTERMEDIATE INTERMEDIATE TOP BOTTOM LXR-B ANO -BC DECKS 26 270 ----. 570 2-4 3--40 ----7S0 22 490 ----1,180 20 800 1370 1,710 18 1,680 2660 3,090 16 2,810 <4330 --4,8<40 LXR-B DECK (INVERTED) 26 ----570 ---- 2-4 ----750 ---- 22 ----l, 180 ---- 20 670 1,710 1370 18 1,110 3,090 2660 16 1,980 .,4,840 4330 LXR-2W 22 229 S46 S46 20 379 789 789 18 766 1,--418 1,418 16 1,265 2,218 2,218 LXR-3W 22 216 440 .,440 21 257 547 5.,47 20 300 676 676 19 397 962 962 18 550 1,294 1,29-4 16 1,035 2,09-4 2,094 .Page 4 of 21 '/ ', , ,. I.' -:1 1 112• ------~i-...1 ~ . , ~ lll (Q §,+--'l=-'--t 2.375• LXR-3,\o/ DECK D_E:CK CROSS SECTIONS r LXR-"B DECK 72:9" * • 7Jil" l i ~· 36' LXR-2.'J. DECK , .36"· !!l '. 12'"' FIGURE 1 TYP_ICAL TOP SEA_M \v'ELD ·r ,----.. 36. '4 SIJPP:[]RT '1t'tLD ·, I I I PAlTERN ~ I I I I + + • r 7 Sl.PPORT -'wEl.D· I I I ·I PATTtRN --......, I I ' I •-' -· • LXR-B DECK (36') LXR-B DIAPHRAGM FASTENINGS -NO FILL FIGURE2 31.f • 3/ TYPICAL BUTTON PUNCH 1 I I I I t • I I I I I I • • • ER-4176 ---... ' .. -) ...... - Page 5 of 21 GAGE AND THICIC- NESS (IN) 22 Q (.030) F 20 Q (.036) F 18 Q (.0,48) F 16 Q (,060) F 22 Q (.030) F 20 Q (.036) F 18 Q (.0,48 F 16 Q (.060) F 22 Q (,030) F 20 Q (.036) F 18 Q (.G4S) F 16 Q (.060) F 22 Q (,030) F 20· Q (,036) F 18 Q (.0-48) F 16 Q (.060) F 22 Q (.030) F 20 Q (.036) F 18 Q (.048) F 16 Q (.060) F TABLE 3 -ALLOW~BLE DIAPHRAGM SHEAR VALUES (Q) AHO FLEXIB!LITY FACTORS {F) FOR LXR -B DECXS (36"} WITHOUT CONCRETE FILL SP.AN F SPAN 6 1 .8 9 10 6 I 1 I 8 I 9 4ENOWELDS 7ENOWELDS NO SEAM FASTENING NO SEAM FASTENING 180 150 130 120 110 290 250 220 200 17.8+181l 20.7+155lt 23.7+1361t 26.8+1211t 30.0+109l 14.0+.C5.3l 16.2+38.9l 18.6+3"'.0lt 21.0+30.21t 290 250 220 190 170 .C70 400 350 310 13.0+1051t 15.2+90.0lt 17.3+78.7l 19.6+70.0lt 22.0+63.0lt 10.H26.2l 12.0+22.5l 13.7+19.7l 15.6+ 17.5l 560 .C80 .C20 370 3"'0 860 7.40 6"'0 570 8.1 +.c.C.3l 9.4+38.01t 10.7+33.21t 12.2+29.5l 13.6+26.61t 6.6+ 11. lit 7.6+9.5l 8.7+8.3R 9.9+7.41t •.. 8"'0 no 630 560 500 12-40 1070 930 830 5.6+22.7l 6.5+19.Alt 7.5+17.0lt 8.5+15.ll 9.6+13.H 4.7+5.7l 5 . .4+4.9l 6.2H.3l 7.0+3.81t AENOWELDS 7ENOWELOS BUTTON-PUNCHED SEAMS@ 12"0.C. BUTTON-PUNCHEDSEAMS@12"0.C. 280 250 230 220 210 400 350 320 290 12.5+181R 13.7+ 1551t 1".7+136R 15.8+121l 16.7+109l 10.9+45.3l 12.1+38.9l 13.2+3-4.0R 1.C.3+30.21t ,00 360 340 310 290 590 530 .C70 .C30 10.0+1051t 11.0+90.0lt 12.0+78.7l 13.0+70.0lt 13.9+63.0lt 8.6+26.2R 9.6+22.Slt 10.6+19.71t 11.6+ 17.51t 700 620 570 520 .C90 1010 890 810 740 6.8+44.31l 7.6+38._0l 8.H33.21t 9.2+29.5l 9.9+26.6l 5.8+ 11. lit 6.6+9.5l 7.3+8.3l 8.1+7 . .Cll 1000 880 790 . 730 670 1.C10 1240 1110 1010 5.0+22.7l 5.6+19,,4Jt 6.2+17.0l 6.8+15.ll 7.5+13.61t ... 3+5.7l ... 8+.4.91t 5.-'+".3l 6.0+3.8l A ENO WELDS 7ENOWELOS BUTTON-PUNCHED SEAMS@24"0. C. BUTTON-PUNCHED SEAMS@2.4"0.C. 230 200 180 170 160 350 300 270 2-40 1.4.6+18ll 16.3+155l 18.0+1361t 19.6+12llt 21.2+109l 12.2+.C5.3R 13.8+38.9l 15 . .C+3-4.0R 16.9+30.21t 350 310 280 250 230 530 "60 410 370 11.3+105R 12.7+90.0lt 14.1 +78.7l 15.5+70.0R 16.9+63.0R 9.H26.2lt 10.7+22.51l 11.9+19.71t 13.2+17.5l 630 550 490 ,so 410 940 820 730 660 7.-'+""'·3l 8.H38.0lt 9.A+33.2l 10.A+29.51t 11.5+26.6l 6.2+ 11. lit 7.0+9.51t 7.9+8.31t 8.9+7.Al 920 800 710 640 590 1330 1150 1020 920 5.3+22.71t 6.0+ 19 . .(l 6.8+ 17.0l 7.6+15.ll 8.Hl3.6R 4.5+5.7l 5.1+.4.9l 5.8+.4.3l 6.5+3.81t -4ENOWELDS 7ENOWELOS TOPSE>.MWELDS @12"0.C. TOPSEAMWELOS @12"0.C. 350 330 310 300 290 410 380 360 340 8.3+ 181l 7.9+1551t 7.5+1361t 7.2+1211t 6.9+109R 8.0H5.3lt 7.6+38.9R 7.A+3/I.OR 7.1 +30.2l 550 510 A80 A60 450 650 600 560 530 6.8+105l 6.5+90.0l 6.2+78.7R 6.0+70.0R 5.8+63.0l 6.5+26.2l 6.3+22.5l 6.1 + 19.7l 5.9+17.5l 1120 1030 960 910 870 1350 1220 1130 1060 "-9+"'4,3l "-7+38.0lt 4.6+33.2l ,U+29.5l 4,3+26.6l .C.6+11.llt .C.5+9.5l A.A+8.3l ... 3+7.Al 15"'0 UA0 1360 1300 1260 2000 18'0 1720 1640 3.7+22.7l 3.6+19.41t 3.5+17.01t 3.015.ll 3.3+13.6l 3."+5.71t 3.AH.9l 3.3H.3lt 3.3+3.8l "ENOWELDS 7ENOWELOS TOPSE>.MWELDS @24"0.C. TOPSEAMWELOS @2,•o.c. 2.C0 220 200 190 180 300 270 250 230 10.9+181lt 10 . ..C+ 155-10.0+ 136l 9.7+ 121l 9.3+109l 9.9+"5.3l 9.6+38.9l 9.A+3".0l 9.2+30.2l 390 350 330 310 290 500 AAO "00 370 8.7+105R 8.A+90.0l 8.1+78.7l 7.9+70.0R 7.7+63.0l 7.8+26.2l 7.7+22.Sl 7.5+19.7l 7.Hl7.Sl 8"'0 7SO 680 630 590 1070 9"0 850 780 6.0+A4.3l 5.8+38.0l 5.7+33.21l 5.6+29.SR 5.5+26.6l 5.3+11.ll 5.3+9.SR 5.2+8.3R 5.2+7.,ll 1190 1080 990 930 880 1620 1.450 1330 1230 4.4+22.7R 4.3+19.Al .4.3+ 17.0l ,.2+ 15.1 R 4.2+ 13.6R 3.9+5.7R 3.9+.4.9R 3.9+".31t 3.9+3.81t ER-4176 I 10 I 180 23.6+27.U 280 17.51' 15.7l 520 11.1 +6.61t 750 7.9+3.d 270 15.4+27.2R 400 12.5+ 15.71t 680 8.8+6.61l 930 6.6+3.d 220 18.5+27.2 330 1".5+15.7l 600 9,81'6.61 840 7.2+3.d 330 6.9+27.2l 510 5.7+15.1l 1000 ,.2+6.6l 1570 3.3+3.d 220 9.0+27.2l 350 7.3+15.7 720 S.2+6.6l 1160 3.9+3.d Pa~e6 of 21 ER,·4.176, GAGE AND THICK- NESS . (IN) 2i q (;0~0) F 20 ·.Q 1(,036) ,F .. -18 Q .TABLE 4 -ALLOWABbE DIAPHRAGM SHEAR VAtuES (Q).AND FLEXIBIUTY FACTOR~ (F) FOR LXR -B (INVERTED) DECKS (36") WITHOUT CONCRETE FILL . SPAN I · spAN 6 7 ·5 9 10· 6. I 7 I 8 I 9 I .4EN0WELDS 6ENDWELDS .. NO·SEAM FASTENING NO SEAM FASTENING 160 130 120 _100 90 230 200-170 150 23.9+181R 27.9+155R 31.9+136R 3ll.0+121R -"0,2+109R 19.0+65.3R 22.1-+56.0R 25.3+49,0R 28.6+43.5R. 250 ·210 190 170 150' 360 3.10 270 240 · 17.3+.10~R 20.1+90,01t ~3:0+78.7R -26.0+70.0R 29.1 +63.0R ·13.9+37.8R 16, 1+ 32',4 R 18.4+28.3R 20.8+25.2R'. ·- '470 400 350 310 280 6:60· 570 500 -4-40 '(,048) F . ·10,5+,U.3R 12.1 +38.0R 13.9+33;2R . 15.7+29.5R .17.6+26.(>R 8.5+ 15.9R · 9'.9+1;3.7R 11.3+12.0R 12.S+l0.6R 16 Q 690 590 ·:520 460 :410 950 810 710 630 (.060} F 7.2+22.7R . 8:3+19.d -9.5+17,0R 10;8+15JR 12.1+.13.6R. 5,9+8.2tl 6.9+7.0R 7.9+6.lR 8.9+5.d -4 END WELDS -, 6·ENDWELDS -· ARC s EAM werns @_24•0. c . ARCSEAMWELDS@24"0.C. . - 22 :Q' 470 -450 ""Q -430 420 ·500 <180 -470 <150 (.030) F · 7 . ..c+18l;R 6.9+155R -6.5+.136R 6.2+i21R ' 5.9+109R 7:3+65.3R . 6,8+56.0R 6.5+"9.0R 6.2+.43.5R --20 . Q. 710 ·680 660 . 6-40 630 770 7-40 . 7-10 690 . (.036)· F 6.2+105R 5.8+90.0R 5.5·+78.7R 5.2+70.0R 5.0+63;0R . 6.0+37.8R 5.7-+32.<IR ,5.<1+28.3R 5.2+25.2R : 18 Q 1370 130.0 1250 .. 1210 ll.80 ·1520 l<130 1360 1310 (,0-48) F 4',5+4'4.3R -4.3+.38:0R '4.,~+33.2R 3.9+2.9.5R 3.7+26.6R .-4.H15.9R '4.2+13.7R. '4.0+12.0R 3.9+10.6R 16 ;Q -1930 1850 1790 1750 1720 -22'40 2130 2050 2000 (.060) F 3.H22.7R .3.3+19.d 3.1+17.0R· 3.0+15. l k 2.9+13.6R -3,3.+8.2R 3.2+7.QR 3.1 +6. lll 3.0+5.d - I 4ENDWELDS 6ENDWELDS -· ARCSEAMWELDS~l 2"0.C. ARC SEAM WELDS@l 2"0.C. - '. 22-:Q, 830 810 800 790 790 870 850 830 820 (_.030) F 5.3+181R 5,9+155R 4.8+136R <l.6+12.1R 4.H109R 5.H65.3R. 5.1+56.0R · · '4:9+'49.0R 4.7H3.5R 20 Q 1230 --1200 1180 -1:-170 . -1110 1300 1260 1230 1210 -l-036) F · <4.5+105R 4;3+90.0R 4.l-+78.7~ 3·.9+70.0R _ 3.8+63.0R 4.5+37-.8R -4 .. 3+-32.4R 4.1 +28.3R '4.0+25.2_R 1e· -Q,• 2300 2230 21'80 . 1820 1"70 ,-2-450 2360 2290 1820 . (.0-48 F 3 . .4+.4 .... 3R-. 3.2+38.0R 3.1+33.2R , I , . 3:0+29.5R _ 2.9+26.6R 3;H'15,9R :t~+13.7R. 3 . .1 +·12.0R 3.0+10.6R '16 Q'I 3170 3.110 2880 . 2270 J'8.(0 -35:..0 3'450 2880 2270 {p60) F· 2.6+22.1il. _ 2.5+r9.-4R · 2.H17.0R 2:3+15,lR 2.3'+13.6R 2.6+8.2R . 2 .. ~+7.0R' · 2.'4+6. IR 2.3+5.d 4 SUPl'CRT VtLD .·J I I I I I' I I I I 10 1-40 32.0+39.2R 220 23'.3+22.7R 400 U.4t9,6R .S70 1Q,O+<l.9R <1<10 5,9+39.2R · 670 5,9.-+22.7R 1260 3.7+'9.6R 18"0. 2.9+.4.9R '810 '4.5+39.2R 1110 3.8+22.7R 1,470 2.9+9.6R 18"0 2,3t4.9R . PATT£RN ~ _, 1-~ t I + 6 SU'PORT 'JELll 1.TYPlCAL SEAM w'.ELD L*R.:.BbECK <INVERTED) PATTl:RN I i I I I I '"::'\ I I ., I I I • t t • t t LXR-B DE;CK <36'.' )INVERTED LXR-B _ qNVERTED) DIAPHRAGl-1 FASTENING-NO FILL FIGURE3 I ·'""·'\ •. ) ••• -) e·--0 11 j i I: Page 7 of 21 -GAGE ANO THICK- NESS (IN) 22 Q (.030) F 20 Q (.036) F 18 Q (.0-48) F 22 Q (.030) F 20 Q (.036) F 18 Q" (,0-48 F 22 Q (.030) F 20 Q (.036) F 18 Q (.0--48) F 22 Q (.030) F 20 Q (.036) F 18, Q (.0-48) F GAGE AND THICK- t-,jfSS (IN) 22 Q (.030) F 20 Q (,036) F 18 Q (.0-48) F • 22 Q (.030) F 20 Q (.036) F 18 Q (.048) F TABLE 5 -ALLOWABLE DIAPHRAGM SHE;4R VALUES (Q) ANO FLEXIBILITY FACTORS (F) FOR LXR • B DECKS (36") USING THE ATLAS SYSTEM WITHOUT INSULATING CONCRETE FILL · (AU assemblies with 7 end welds and lapped end splices) SPAN I SPAN 6 7 8 9 10 6 I 7 I 8 I 9 END SPLICE. NOT WELDED END SPLICE -NOTWELOEO BUTTON-PUNCHECSEAMS @12"0.C. BUTTON-PUNCHED SEAMS @2A"0,C. 620 570 520 '490 --470 510 A60 '410 380 9.H3.81 10.3+3.21l 10.9+2.Sll 11.5+2.5R 12.1+2.3R 10.8+3.Sll 12.0+3.21l 13.0+2.81l 1"'.1+2.51l 850 760 700 650 620 720 6-40 580 530 7.H3.81l 8.1 +3.21l 8.7+2.81 9.3+2.51 9.9+2.3R 8.3+3.SR 9.2+3.21 10.1+2.8R 11.0+2.51 1270 1130 1030 950 890 1130 990 880 800 5.0+3.81 5.6+3.21l 6.0+2.8R 6.5+2.SR 6.9+2.3R 5.'4+3.81 6.1 +3.2R 6.7+2.81l 7.3+2.51 END SPLICE• WELDED ENO SPLICE· WELDED BUTTON-PUNCHED SEAMS@ 12"0.C. BUTTON-PUNCHED SEAMS @2A"0.C. 1000 900 830 770 730 860 760 680 620 10.0 10.9 11.8 12.6 13.A 11.3 12.5 13.8 15.0 1150 1030 9-40 870 820 1000 880 790 720 7.7 8.,4 9.1 9.8 10., 8.5 9.5 10,,4 11.A 1"'30 1280 1160 1070 990 1290 1120 1000 910 5. 1 5.6 6.1 6.5 7.0 5.5 6.1 6.7 7.4 END SPLICE. NOT WELDED ENDSPLICE-NOTWELOEO TOP SEAM WELDS@ 12"0.C. TOPSEAMWELOS @2A"O.C. 950 900 870 SAO 810 6-40 590 550 520 A.5+3.81 A.--4+3.2.ll A.2+2.8.ll A.1 +2.5R .c.0+2.31l 5.A+3.8R 5.2+3.2R 5.1 +2.8R A.9+2.51l 1'470 1310 1150 1020 920 1020 930 870 820 3.7+3.81 3.6+3.21 3.5+2.SR 3.H2.51 3.H2.3R A.3+3.81 --4.2+3.2R A.1+2.8R 4.0+2.5R 1770 1520 1330 1180 1060 1610 U70 1330 1180 2.7+3.81 2.6+3.21 2.6+2.81 2.5-t-2.51 2.5+2.31 3.0+3.SR 3.0+3.21 2.9+2.SR 2.9+2.51 END SPLICE • WELDED ENO SPLICE-WELDED TOP SEAMWELDS@12"0.C. TOP SEAM WELDS @2A"0.C. 1060 990 9AO 910 880 750 680 630 590 A.9 . A.7 .C.6 "'·" A.3 5.7 5.6 5,A 5.3 1580 1"'70 1A00 1280 1150 1130 1030 950 890 3.9 3.8 3.7 3.6 3.5 A.5 "'·"' A.3 A.2 2210 1900 1660 1470 1330 1800 16-40 1530 1"--40 2.7 2.6 2.6 2.5 2.5 3.1 3.0 3.0 2.9 TABLE 6. ALLOWABLE DIAPHRAGM SHEAR VALUES (Q) AND FLEXIBILITY FACTORS (F) FOR VENTED LXR • B DECKS (36") USING THE ATLAS SYSTEM WITH ZONOLITE INSULPERM FILL (All assemblies with 7 end welds and lapped end splices) SPAN l SPAN 6 7 8 9 10 6 I 7 I 8 I 9 ENOSPLICE-NOTWELDED END SPLICE. NOT WELDED BUTTON PUNCHED@2-4"0.C. TOPSEAMWELOS@24"0.C. 960 870 800 750 no 1,3-40 1,270 1,220 1,190 6.--4 7.1 7.9 8.7 9.5 5.2 5.6 6.0 6.3 1,130 1,020 9<40 890 8-40 1,700 1,630 1,580 1,540 5.2 5.9 6.6 7.3 8.0 A.5 A.9 S.2 5.6 1,.480 1,3-40 1,230 1,160 1,100 2,190 2,000 1,860 1,760 3.9 --4.5 5.1 5.7 6.3 3.7 -4.0 --4.3 4,6 ENO SPLICE· NOTWELDED «. TOP SEAM WELDS@l2"0.C • 1,880 1,750 1,660 1,600 1,5"'0 4,-4 4.6 4.8 5.0 5.2 2,070 1,940 1,8-40 1,770 1,no 3.8 4.0 -4.1 --4.3 "·"' 2,-400 2,270 2,170 2,100 2,0-40 3.0 3.1 3.3 3.4 3.6 ER-4176 I 10 I 350 15.1 +2.3l '490 11.9+2.31 7.CO 7.9+2.3R 580 16.2 660 12.3 8"'0 8.0 500 --4.8+2.31 700 A.0+2.3R 1060 2.8+2.31l 560 5.2 8"'0 -4.1 1330 2.9 ) I 10 I 1,170 6.7 1,.460 5.9 1,680 4.9 Page a·ot 21 ER-4176 I END LA ''wELD 'w'HE-N REQUIRE'D ARC-SPOT-_(PUDDL:t> 'wtLDS -F'.OR-SPACING sec TABLE: GENERAL NOTE 6<a> . \,/ELD AlTAGHMENT TO SUPPORTS PARALLEL iD fLUTtS F:OR SPACING 1 1/2"T, S, '¥1, SE~ TABLES OR .BP ARC~SPOT <PUDDLE) END CONNECTION PERPENDICULAR TD FLUTES "' (I) \./.~Lp ATTACHfv1ENT TO SUPPORTS PERPENDICULAR TD FLUTES DIAPHRAGM SYSTEM USING LXR~B DECKS ANn ATLAS SYSTEM :4· SUPPORT 'wELD PATTERN FIGURE4 ' .. - -. 'DECK H~IGHT TYPICA_L COMPOSJTE D_ECK SECTION· -. . STRUCTURAL CONCRETE COMPOSITE_ SLABS FIGURES .36" 2 s1a• 3 3/8" 6" ·1 L~~~ __::i.__..._ _____ ;i._,. ______ ~__,.---+--,---,-,.......a------4-,-----,-1t-UlO- LXR-BC DECK LXR-BC DECK DlAPHRAGM F AST~NING~-:-.'wITH FIL_L FIGURES \./EB EMBOSSME~TS __ _) .... Page 9 of 21 ER-4176 TABLE 7 -COMPOSITE SLABS OF LXR·BC AND STRUCTURAL CONCRETE ALLOWABLE SUPERIMPOSED LOAD (W}, DIAPHRAGM SHEAR (Q) AND FLEXIBILITY FACTORS (F) 1 -TOTAL SLAB GAGE NO. SPAN OF COMPOSITE DECK, IN FEET DEPTH& INCHES OF iYPE SPANS 6.0 6.5 7.0 7.S 8.0 8.S 9.0 9.S 10.0 10.5 11.0 11.5 12.0 1 206 163 1-47 133 120 110 101 93 85 79 73 68 63 2 206 187 170 156 1-4-4 1110 101 93 85 79 73 68 63 22 3+ 206 187 170 156 U-4 1110 101 93 85 79 73 68 63 GAGE Q,. 1500 1460 1-430 1-400 1380 1360 13-40 1320 1300 1280 1270 1250 12-40 0.030" F..1 .55 .56 .57 .59 .60 .61 .62 .63 .63 .64 .6-4 .65 .65 Q7 1710 1650 16-10 1560 1530 1500 1'480 USO 1430 1-410 1390 1370 1360 F'7 .-48 .-49 .51 .53 .5-4 .ss .56 .57 .SB .59 .59 .60 .60 1 225 204 186 170 1133 122 112 103 95 88 82 76 71 2 225 20.4 186 170 157 l-46 136 I 103 95 88 82 76 71 20 3+ 225 20-4 186 170 157 1-46 136 I 103 95 88 82 76 71 I 3½ GAGE Q.,. 1570 1520 1-480 USO 1-420 1390 1370 1350 1330 1310' 1300 1280 1270 I INCH 0.036" F..1 .-48 .so .51 .52 .53 .54 .55 .56 .56 .57 .57 .58 .58 I LIGHT Q7 1820 1750 1700 1650 1610 1570 1540 1510 USO USO 1-430 1410 1390 WEIGHT F7 .41 .'43 .4-4 .'46 .'47 .'48 .'49 .50 .51 .52 .52 .53 .53 (W=llOPCF) 1 259 23'4 213 196 181 167 156 1121 112 104 97 90 8-4 I 2 259 23'4 213 196 181 167 156 1 '46 137 129 I 97 90 84 I 18 3+ 259 234 213 196 181 167 156 1"'6 137 129 121 I 90 8-4 GAGE Q .. 1720 1660 1610 1560 1520 l-490 1-460 1430 uoo 1370 1350 1320 1300 I 0.0-48" F..1 .38 .39 .-40 .-42 .-43 .44 .45 .46 .-46 .47 .-47 .48 .-48 I Q7 2060 1970 1900 1830 '1780 1730 1680 1640 1610 1580 1550 1520 1'490 I NOMINAL F7 .32 .33 .3-4 .36 .37 .38 .39 .40 .40 .41 .-41 .-42 .-42 SLAB 1 289 261 238 218 201 187 17-4 163 152 143 110 103 96 WEIGHT 2 289 261 238 218 201 187' 174 163 152 1-43 135 128 96 =28.3 PSF · 16 3+ 289' 261 238 218 201 187 174 163 152 1"3 135 128 I 121 ; -GAGE Q.1 1890 1810 1750 1690 1640 1600 1560 1520 1-490 1460 1-430 1-400 1380 .060" F..i. .31 .32 .33 .3-4 .35 .36 .37 .38 .39 .-40 .-40 .41 .41 Q-, 2310 2190 2110 2030 1960 1890 18-40 1790 1750 1710 1680 1650 1620 f.,. .25 .27 .28 .29 .30 .31 .32 .33 .33 .3-4 .3-4 .35 .35 TOTALSLAB GAGE NO. SPAN OF COMPOSITE DECK, IN FEET I DEPTH& INCHES OF I I TYPE SPANS 6.0 6.5 7.0 7.S 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0 I 1 239 189 170 15-4 139 127 117 107 99 91 85 79 73 I 2 239 216 197 181 139 127 117 107 99 91 85 79 73 22 3+ 239 216 197 181 139 127 117 107 99 91 85 79 73 i GAGE Q..i. 1660 1620 1590 1560 1530 1510 1490 1470 1460 1-450 1-4-40 1-430 1-420 I 0.030" F..1 .50 .51 .52 .53 .5-4 .55 .55 .56 .56 .57 .57 .58 .58 I Q7 1870 1810 1770 1730 1690 1660 1630 1610 1590 1560 15-40 1510 1-490 I f.,. ·'"' ,46 .47 .-48 .49 .50 .50 .51 .52 .52 .53 .53 .5-4 I 1 261 236 215 I 169 15-4 141 129 119 110 102 9-4 88 82 l 2 261 236 215 197 182 169 1129 119 110 102 9.,4 88 82 "' 20 3+ 261 236 215 197 182 169 157 I 119 110 102 9-4 88 82 I INCH GAGE Q .. 1730 1680 16-40 1610 1580 1550 1530 1510 1490 1'470 1460 1-450 1-4-40 I LIGHT 0.036· F..i. .43 .-45 .46 '47 .48 .49 .49 .so .50 .51 .51 .52 .52 WEIGHT Q.,. 1980 1910 1860 1810 1770 1730 1700 1670 .1640 1610 1590 1560 15.40 (W=ll0PCF) F7 .38 .39 .-40 .-41 .-42 .4~ ·"'" .-45 .46 .-47 .-48 .-48 .-49 , 298 270 2'46 226 208 193 I 151 140 129 120 111 104 97 2 298 270 246 226 208 193 180 168 158 1120 111 104 97 18 3+ 298 270 246 226 208 193 180 168 158 1-48 111 10-4 97 GAGE Q..i. 1880 1820 1770 1720 1680 1650 1620 1590 1560 1530 1510 1480 1-460 0.°"'2• F.1 .35 .36 .37 .38 .39 .40 .40 .41 .-42 .43 .43 .4-4 .-44 NOMINAL Q7 2220 2130 2060 1990 1930 1880 18-40 1800 1760 1720 1690 1660 1630 SLAB F.,. .29 .31 .32 .33 .34 .35 .35 .36 .37 .38 .39 .39 .-40 WEIGHT 1 332 300 274 251 232 215 200 187 175 136 126 118 110 · -::s32.9 PSF 2 332 300 27'4 251 232 215 200 187 175 165 156 118 110 16 3+ 332 300 274 251 232 215 200 187 175 165 156 1-47 110 GAGE Q .. 2050 1970 1910 1850 1800 1760 1720 1680 1650 1620 1590 1560 1530 · .060" F.1 .28 .29 .30 .31 .32 .33 .34 .35 .35 .36 .37 .37 .38 Q7 2470 2360 2270 2190 2120 2050 2000 1950 1900 1860 1820 1780 1750 f.,. .24 .25 .26 .27 .27 .28 .29 .30 .31 .32 .32 .33 .34 I I.: .. I ' )age 10 of 21 TOTALSLAB ' DEPTH& TYP~ ' I I -4¼ INCH LIGAT ' WEIGHT · (Wa 11 OPC:F} I l l ·, ' NOMINAL 'l SLAB WEIGHT -~39.8PSF \ TQTALSLAB DEPTH& , TYPE : ' ( 5¼ 'INCH· LIGt-fT WEIGHT ·(W•ll0PCF} I ' '. i NOMINAL I Sl'.AB WEIGHT ""48·.9.PSF ' ! ' i" ' I TABLE7 .{CONTI.· COMPOSITE $LABS OF LXR~BC.AND STRUCTURAL CONCRETE .ALLOWAB~E SUPElUMP0$ED LOAD (W), DIAP.HRAGM SHEAR(Q) AND FLEXIBILITY FACTORS (F) 1 GAGE NO. SPAN:of COMPOSITE DECK, IN FEET INCHES OF .. SPANS .. . 6.0 6.5 7.0 . ; 7_.5 8.0 8.5 9 .. 0 · . 9.5 10.0' 10.5 11.0 1 1258 · · 230,:" . 207 187 _: .170 . 155 142 1'3.l_ 120 111 103 2 .29'1 '264 240 11'87 170 1-55 . '1.42 . l31'. 120 111 103 22 3+ ,·291 26:4. '240 .1''1'87 170 155 142 131 120 111 103 Q .. 1900 1'860. 1830 1800 1.770. 1750 . 1730 171.0 1700 1690 1680 'GA~E .. F..1. .43 .44 .• -45. ·' .-46 .46 .. , ,47 . . .4·8, .. 48 .48 .4.9 .49 0.030" ,Q.,' 2110 · 2050 2010· .1-970 1930 .1.900 1870 1·840 .1820 1800 1780 .. f., . 39 .40' . ·" 1 .42 .. .43 .;4,4. .,44 .45 ·.45 . : .-45 .46 1. 317 287. 1228 · 206 188 l7l 157 145 . 134 . 124 115 2 317 . 287. 26.l , 240 .221-I 171 . 157 1 '45 ·· 134 124 115 20 3+ 317 287 26.L. ·uo,. .221' . 205 ·. 1157 .145 134 124 115 GAGE Q .. l960 1920 1880 18.40 '.1810 1780 1760 · 1'740 · 1120 . 1700 1680 · · ·o.036" F..1. .38 • .39' .-40 .40. .-41 .42 .43 ,4,4, .44 .-45 .45 . Q., 2220 2150 2090. 20.(0: ·2000, 1-960' 1930 1900 1880 1860 18.40 F-, .. 3-4 · .35 .36 : .36 .37 .38 .. 39 · .39. ·"o. .-41 .41 r 362· . 328. .299 2-7-4 253 ·1200 18-4· ,170 ·. 157 l-46 135 2 .362 328 299. . 274 253 234 21.8 204 1157 146 135 18 3+ . 362 328: · . 299 .• 274 .. 253 234 . 218 204 1157 f46 135 ·, Q.., . 2120 · .2060 ,2000 1-960, '1'920: .. 1.880 · , 1850' 1820' 1800 1780 1760 GAGE 0.048" .F~ .3.1 .32 .32. ;33. · .3,4 .35 .35 .36 .36 .37 .37 Q., . 2460. 23'70 2290 2230. ,208.0 21'70, 2,120 .2040 2000 1960 1930 F,. . 26 . .. 27 . 28 ·.29 .. .30 .. 31 . .31 .32. . .32 . .33 .33 -,, -l 401 '363 · 331 . · 30..C: .280 .. '260 242 226 I 177. 164 153 2 401 363 331 ·304 . 280, '260 · · 242 226 212 199 I 153 14 3+ . 401 .363 331 304 . 280. 26.0 : 242· 226. 2·12 . 19-9 188 GAGE ·Q..1.. ·2290 2220-2150 ·2090 .2040 . . 2000 1960·. 1920 1890 · 1860 1830' .060" F ... .25 .. 26 .27 \ .28' .29 .30 .30 .31 .31 .32 .32 Q., 2710. 2600. 2510. .2-430 ·2350' 2290' 224.0 2'190 2140 2090 2050 F-, .21· .22 .23 .. 2-4 ·. ;25 .26 .26· .27 .27 .28 .28 . GAGE No.·· SPAN OF. COMPOSIJE DECK, IN FEET · .. INCHES · OF : SPANS 6.0 ·6.5 7.0· ... 7.5 .. 8:o 8.5 9.0 9.5 10:0. 10.5 11.0 1 I 322 '288 259 23,4 . '213 194 .. 178 . 163 : 151 139 129 . 2, . 3.64' · 329 I 259 · 23,4 ·. 213 l9.-4. 178 163 ' 151' . 139 129 22 ·.3':t-'3.64 ., 329 1259. 234 .2.13. 19,4 'J.78 . 163. 151 . 139 129 GAGE . ·Q .. 1900'. 1860 1830 1800 '1770. '1750. 1730 1710 1700 1690 1680 . ·. 0.030-F:.i: ,43 : ;44, .. -45, .46 .46 ;,47 .. 48 . .48 .,48 .49 .49 Q7 '2110· '2050. .2010 1970 1930 1900. 1870 1:840, '1820 . 11800 1780 -. i:., .39 .-40 .41. .. 42. .43 .4-4 .44 .. 45. .45 . ;45 .46 ; 1 3.95 131'6. : 285. .258 23-4 ;, 2-14 .· 1.97 ·1:91 '167 155 144 . . 2 .395 , 358 '326. · -299 'l.234 '21-4. .19'7' _181 167 155 . 14-4 20 . 3+ 395 358 ... 326 29.9 1'234: · 214 . 1-97 181 '167 155 1,4,4 GAGE Q ... . 1960• . .1920 1:880 '1840. ',18,10 1:780 1760. 1740 .1720· , 1700 1690 .0.936° . . F" .. 38 .39 .40 .41 At::: .42 .-43. .4-4 .4,4 .,4'5 ,,45 . Q., . . 2220. ·2150. '2090 · 2040' 2000· 1960 .1'930 · 1900 ·1020 · l860 :18,40 . F,7_ .34 . • ·.35 .36 .37 .37 ·. .. 38 .39 .-40 .40 .41 · .41 1: ... 451 · 408 372.' 34'1 1273 '250 230 212 '196 .. 182 169 2 451 ''408. .372 · 341 315 , 292 ,1:230 .. ·212:. l96· · 182 169 1'8 '3+ ,451 . . 408 ·372 34.1 ' 315 . · 292 · 272 1.2r2 . 196 182 169 -GAGE, _Q .. 2120. 2050 ·2000 .1960 1·920'. .1880: 1850 '1820· .1'800 1780 1760 0.048" . F~ .31 . .'32' .32 .33 ,3,4 .35 ,.35 .36. .36 .37. .37 Q7 2460 2360 .2290· 2220,, 2170. ·2120 2080. -2040 :2000 1960 .1930 .·h .26. ; .27 .28 ... 29" .30 . .31. .. 3.1 .32 . 32 .33. .. 33 l 499 '452 412 . 378 · 349 : . 323. 1'258 . 23'8 . 221 205 · 191 2 . 499 452 412 378 349 · .323 301 281 1:221 205. 191 16 3+ ,499 .452 412 '3'78· · 349 · 323 · 30.1 281 264 1205 191 . GAGE. Q .. .2290 . 22.10 .. 2150' 2090 20,40 2000· ..1,960 1-920 · 1890 · 1860 1830 F .. .25. .26 .27 .28 . 29 .30 .30 .;31 .31 .32 .32 .060" Q., 2710 2600 2510 · ·2,420. 2350, .229.0 .2240 ,2190 2~40 .2090 '2050 f., .21 .. 22 .23'. .. 24 .25 .26 . .. 2'6 .27. .. 27 .28 .28 ER-4176 11.5 12.0 96 89 96 89 96 89 l670 1660 .49 '.so 1760 1750: .46 ·"~ 107 .100 107 100 107 100 1660 1650 .46 :-46 .1820 1800 .42 .42 12'6 118. 126 11 B · 126 1.18. 1740 1720' .38 .38 1900 1870' .34 ,34 H3 13.( 143 134 I 143 134 1800 1780 .33 .. 33 2010 · 1970 .29 .29 11.5 12.0 120 112 120 112 120 112 1670, 1660 .49 · .50 1760 1750 . .46 .46 134 125 . 134 125 134 125 . 1670 1660 ' .-46 :-46 18-40 1800· .42 :42 158 147 158 147 158 U7 17-40 1720 .37 .38' . 1900 1870 .34 .3-4 . 179 167 179 167 179 167 · 1800 · 1780 .33 .33 . 2010 1970 .29 29 , 1-.~i-~~.. )' ·-, . .. , •. .) ., .. Page 11 of 21 -TOTALSLAB DEPTH& TYPE 3½ INCH NORMAL WEIGHT (W~1"5PCF) NOMINAL SI.AB WEIGHT •36.9PSF - TOTALSLAB DEPTH& TYPE " INCH NORMAL WEIGHT (W•1.C5PCF) NOMINAL SI.AB WEIGHT -•42.9 PSF TABLE 7 {CONTI • COMPOSITE SLABS OF LXR·BC AND STRUCTURAL CONCRm ALLOWABLE SUPERIMPOSED LOAD (W), DIAPHRAGM SHEAR (0) ANO FLEXIBILITY FACTORS (F) 1 GAGE NO. SPAN OF COMPOSITE DECK, IN FEET INCHES. OF SPANS 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 l 1175 156 139 125 113 103 93 85 78 72 66 61 2 206 187 170 156 1113 103 93 85 78 72 66 61 22 3+ 206 187 170 1125 113 103 93 85 78 72 66 61 GAGE Q.,_ 1830 1790 1750 1720 1700 1680 1660 16-40 1630 1610 1600 1590 0.030" F~ .45 .46 .-47 .-48 .-48 .-49 .so .51 .51 .52 .52 .53 Q-, 20-40 1980 1930 1890 1860 1830 1800 1770 1750 1730 1710 1690 f.,, . .co .42 .-43 ·"" ·""' .-45 .4'6 .4'7 .-47 .-48 .-48 .-49 1 225 20.C 186 1139 126 11"' 104 96 88 81 74' 69 2 225 204' 186 170 157 J.46 I 1 Q.4 96 88 81 74' 69 20 3+ 225 20.C 186 170 157 1"'6 I lo.4 96 88 81 74' 69 GAGE Q~ 1890 1850 1810 1770 1740 1710 1690 1670 1650 1630 1620 1610 0.036" F..i .-40 . .Cl .-42 .-43 .4'3 .4-4 ·"'" .45 .-45 .-46 .46 .4'7 Q., 2150 2080 2020 1970 1930 1890 1860 1830 1810 1790 1770 1750 h .35 .36 .37 .38 .39 .-40 .40 .41 .-42 .42 .43 .43 1 259 23-4 213 196 181 167 1124 11"' 105 97 89 83 2 259 234 213 196 181 167 156 U6 I 105 97 89 83 18 3+ 259 23.C 213 196 181 167 156 U6 137 I 97 89 83 GAGE Q ... 2050 1980 1930 1890 1850 1810 1780 1750 1730 1710 1690 1670 0.0-48" F.t .32 .33 .34 .35 .35 .36 .36 .37 .38 .3·8 .39 .39 Q7 2380 2290 2220 2150 2100 2050 2010 1970 1930 1890 1860 1830 F-, .27 .28 .29 .30 .31 .32 .32 .33 .3-4 .35 .35 .36 1 289 261 238 218 201 187 174 163 152 I 111 103 96 2 289 261 238 218 201 187 174 163 152 1-43 103 96 16 3+ 289 261 238 218 201 187 174 163 152 1-43 135 96 GAGE Q ... 2220 21-40 2070 2020 1970 1920 1880 1850 1820 1790 1770 1750 .060" .F..i .26 .27 .28 .29 .30 .31 .31 .32 .32 .33 .33 .3-4 Q., 26-40 2530 2-440 2350 2280 2210 2160 2110 2070 2030 2000 1970 F-, .22 .23 .2-4 .25 .25 .26 .27 .28 .28 .20 .29 .30 GAGE NO. SPAN OF COMPOSITE DECK, IN FEET INCHES OF SPANS 6.0 6.S 7.0 7.S 8.0 8.5 9.0 9.S 10.0 10.5 11.0 11.5 1 1203 180 161 us 131 119 108 99 90 83 76 70 2 239 216 197 us 131 119 108 99 90 83 76 70 22 3+ 239 216 197 145 131 119 108 99 90 83 76 70 GAGE Q .. 2070 2030 1990 1960 1940 1920 1900 1880 1870 1860 1850 18-40 0.030" F..i .40 .41 .-41 .42 .-42 .-43 .43 .-44 .-4-4 ·"'"' .45 .-45 Q., 2280 2250 2170 2130 2100 2070 20-40 2010 1990 1970 1950 1930 F'7 .36 .37 .38 .39 .39 .-40 .-40 .-41 .•41 .-42 .42 .-43 1 261 236 179 161 146 132 121 110 101 93 86 79 2 261 236 215 197 182 132 121 110 101 93 86 79 20 3+ 261 236 215 197 182 132 121 110 101 93 86 79 GAGE Q.._ 2130 2090 2050 2010 1980 1950 1930 1910 1890 1880 1870 1860 0.036" F~ .35 .36 .37 .38 .38 .39 .39 .-40 .40 .-41 .-41 .-42 Q-, 2390 2320 2260 2210 2170 2130 2100 2070 2040 2010 1990 1970 F-, .31 .32 .33 .3.C .35 .36 .36 .37 .37 .38 .38 .39 1 298 270 2-46 226 208 156 143 131 121 111 103 95 2 298 270 2-46 226 208 193 180 131 121 111 103 95 18 3+ 298 270 2-46 226 208 193 180 168 121 111 103 95 GAGE Q ... 2290 2220 2170 2130 2090 2050 2020 1990 1970 1950 1930 1910 0.048· F.t .28 .29 .30 .31 .31 .32 .32 .33 .33 .34 .3-4 .35 Q-, .2620 2530 2-460 uoo 2340 2290 2250 2210 2170 2130 2100 2070 F-, ···;2s-· .26 .26 .27 .28 .29 .29 .30 .30 .31 .31 .32 1 332 300 27-4 251 232 215 200 187 138 127 118 109 2 332 300 27.C 251 232 215 200 187 175 127 118 109 16 3+ 332 300 274' 251 232 215 200 187 175 165 118 109 GAGE Q ... 2460 2370 2310 2260 2210 2170 2120 2090 2060 2030 2010 1980 .060" F.t .2-4 .2.C .25 .26 .26 .27 .27 .28 .28 .29 .29 .30 Q7 2880 2760 2670 2580 2520 2-460 2400 2350 2310 2270 2230 2190 f-, .20 .21 .22 .23 .23 .'2,4 .2-4 .25 .25 .26 .26 .27 ER-4176 12.0 56 56 56 1580 .53 1680 .-49 63 63 63 1600 .4'7 17-40 ·"'"' 77 77 77 1650 .-40 1810 .37 89 89 89 1730 .3-4 1940 .30 12.0 65 65 65 1830 .-45 1920 .-43 73 73 73 1850 -42 1950 .39 88 88 88 1890 .35 20.40 .32 102 102 102 1970 .30 2160 .27 :;.::Page 12 of 21 '; . TABLE 7 (CONT):· COMPOSITE SLABS -OF LXR·BC ·AND STRUCTURAL .CONCRm AllOWAB~E SUPERIMPOSED LOAD {W), DIAPHRAGM SHEAIHQ) AND FLEXIBILITY FACTORS (F) 1 --- TOTALSLAB GAGE' · NO. -SPAN. OF COMPOSITE DECK, IN FEET DEPTH.& , .INCHES OF TYPE . SPANS 6.0 6.5 7.0 7.5 8:C), . 8.5, .9.0 '9.5 10.0 10.5 11.0 1 l.5 12.0 ,,1 1232 206 -185 . 166 150 . 136 12'4. 113 , 103 95 87 80 7,4 '2 . 274 248 I 1'85: · 166 150, 136 124 113' 103 95 87 80 7,4 22. 3+" 274 -2"8 · 1105 166 -150 ,136 . ·, 124 . 113 103 95 87 80 7J, GAGE ·.0.1. 2550 2510 -, 2-470 2-4-40 2-420 .2400 '2380 ,2360 "2350 2330 2320 2300 2290 0;030"· F.1. :. ·,3-4 ,, .3-4 .35 , .. 35 .35' .. ~36 _, .• 36 '.37, . 37 .37 .38 ,38 . .38 .Q7 ·, 2760: 2700 2650· .2610 2580 2550. '2520 '.2490 . 2470· 2450 2430 · 2410 2390 F7. .31 . 32 -, ' ;32. .33 ;33 . .34 .3-4 .35 .35 .35 .36 .36 _ ',36 " ·1 298 1228, .20"" 18,4 16'6 · rs1 ' 138 • 126. 116 106 98 91 84 . 2. ,298 -210· 2,46-. 225 I 1'66 _ ,' 151 . 138 · 1,26' 116 106 98 91 84 20 3+ 298 27,0 _ ' 2-46 · 225 I r-66 . 151 . · 13a · H26 n6 106 98 -91 84 J,lh GAGE Q .. 2MO . 2570 2530 2-490 ': 2-460 . .2-430 2 .. 10 2390 2370 2350 2330 2310 22,90 INCH f,. . 30" .31 . -;31 .32' --.32' .32 .33 .33 _ .33 .3-4 .34 .34 .35 -NORMAL 0.03!,"' '·Q7 -2870 .2800 · ,27,40 '2690 2650' 2610 2580. 2550 2520 2.490 2.470 2-4~0 2-420 WEIGHT' F7 _ .21,, .. 28 :28· . 29. · .29' .. .30 .30 .31 -·.31 .31 .32 .32. .32 '" 1. 3'40 , .308 _ 28,1 · 258 I :195 · .178' 163 i.49 · 1'38 127 117 109 ·101 , rH• l.o45PCF) 2 3'40 ·308. 281 258 238 220 -1163 -JJ,9. 138 127 117 109 -·. 101 18 ,3+ . 3·,40 · ,308 _ 281 .. 258 238, ·.220 · 205 IT""9 138 · 127 117 ·109 ,or : GAG~ Q.1.. 2770 271.0 2650 2610 2570 2530. '2500 .2470· '2440 2J.10 2390 .2360, 23J.O ! 0:0-48"· .F~ .u .. 25 .25 .26 .26 ,27 ' .. ;21 .28. · ·.28 .28 .29 .29-.29 / . __ Q7 31.00 301.0. 29-40 "2880 2820 '2-770 2720 2680 2650 2620 2590 2560 . 2530 NOMINAL '" 'f7 ;22' .23 :.23 -.. 2:4, ' . ,2-4 · -_ :2s ;25·:, .26 . .26 .27 .27 .28 .28 i SLAB . 1 -378 : ,3-42 ,312 286 . 26'4, ·-2« I 185 170 157, lJ.5 13J, 125 ' l16 ' WEIGHT· 2 378 3-42 3.12" -. 286 26-4'. 2« . 228 213 11'57 us 13J, 125 . 116 =J.8.9PSF l6 3+ 3.78: · 3·,42 . '312 286 264 ·2« · 228 -213 199. 11-45 13-4 125 116 •G~GE' Q.1. 29""0 2860. 2790 2730 2680 264'.0" .2600. 2560 2530 2,400 2470 2440 2-410 .060" F.1. .20 .21. .21 .• 22 ;22 .23 .23 ' ':.2-4 .2-4 .2J, .25 .25 .25 _Q7 3360< '3250'-3150. 3070 3000 2940· '2880. 2830 '2790 · ·2750 2710 2670 26"0 e:.) ·F'T .11·· .18 .-18 .. 19 .. 19 .. 20 .20 :21 .21 · .22 .22 .22 .23 · TOTAL-SLAB G~GE NO. ,. SPAN OF COMPOSITE DECK, IN i=EET - DEPTH& i INCHES OF 1YPE SPANS ' . 6.0, . ·6:-s _ 7.0 7-.S . a_.o ,_ . 8.5 9.0 9.5 ··10·.o ,10.5 11.0 11.5 . 12.0 1 1.263 233 -209. 1-88, , 169 ·1•5,C uo 128' ·117 , 107 99 91 8-4 ' 2 309 280 120,9 188 169 ' 15-4 . '1-40 -. 128 1l7 107 99 91 .84 z~ 3+_ . 309 280 1209 188 169 .15-4 . ,140. · 128: , 117 107 99 91 84 GAGE Q;,_ 3020 2980 2950 2920 .2900 · .2880 2860 28-40 · 2820. 2800 2790 2770 ·2760 0.030" F.1. .27 -.28 .28 .. 28 .28 .29' -.2-9 .29. :.29 .30 .30 .30 .30 , Ch 3230' 3180 3,130 3090 3050 3020 3000 -2910: 2950 2930 2910 28.90 2870'. ·_f-7 .. 25 . ·.26. .26'. .26 ;21 :21 _ .27 .28 ' .28 .28 .28 .29 .29 1, 336 1258 . ',23:l' 208 188 · 171 156 . 1-43 -131 120 111 102 95 2 . 336 . 3a.. . 277 1208 188 171 . '156 ., . 1-43 131 120 111 102 95 s 20 3+ 336 3a.. 277 255 I 188 171 156 1-43 .131 120 111 • 102 95 ! INCH GAGE Q~ 3090 30,.0 3000 2970 29""0 2910· :2e90 28-40 '2850 ·2830 2810 2790 2780 ; 'NORMAL 0.036· _f,. :2, '' .25 .25. ,.25 :26 ·.26. -.26 .26. · .26 .27 .27 .27 .27 ; WEl~HT "Q'T, .3340', 3270 '3220 ,3-180. 3130' 3090 3060 3030' '3000. 2970 2950 2930-2910 fW'=1J.5PCF) F'T :22 .23' .23 ,.24 ... 2-1, ' ;2,4 .25 .25: :25_ .25 .26 .26 .. 26 1 38-4 3J,7 31-7 . 291 ., 122-l' · ·201 . • 18"" 1.69 ,155 1-43 133 123 11 '4 2 '38'-4 .• 3-47 317 291 268 2-48 '11.84 -l69 .l55 ·1-43 133 123 11-4 18 3+ -38'4 3-47 3.17 '291 268 -248. I 18J, -. 169 '155 143 133 123 11" .GAGE 'Q.1. . 3240. 3180 . 3l30 3080 •3a..o :30.10 2980 2950 2920 2890 2870 28J.O 2820 ' . F.1. .20, .. 20 .2.1 . · .21 :21 : ·.21 .22 .22 .22 -.22 .23 .23 .23 _· o.a..0• NOMINAL Q7 _ 3580 3490 3420 3350 3300 ':-3250' 3200 3160 3130 3080 3080 3060 3040 'SLAB f7 .18 .:18 .19 .1'.9 .20.-, ... 20 .20 .21 .21 . .21 .22 .22 .22 . WEIGHT 1 426 .385 -"351 322. 297 275 1208 192 177 163 151 141 131- =55.0'PSF 2 -426 '385 . 351 322 -297' . . 275 '256. 2-40 '. 1177 ,163 151 1-41 . 131 16 3+ 426 385. 351 . 322 297' 275 256 2-40 1177 163 151 1,41 131 ! GAGE Q.1. 34'10, 3330 3270 3210" 3160 ,3120 3080 30;40 3010 2980 2950 2920 2900 · .060" F.1. . 17 -.17. .1.8. .18 .18' . 1'8 · .19 .19 . .19 -.19 . .20 .20 .. 20 ·07 : 3830 3720 3630 3550, 3480. 3420 3360 3310 3270 3230 3190 3150 3120.'. . " :i= .. '.15 -.15 . .16 .16 . .17c . 1·7, . 17 .,a· .rs-.18 .19 .19 . ,19 - - •• Page 13 of 21 TABLE 7 (CONTI -COMPOSITE SLABS OF LXR-BC AND STRUCTURAL CONCRETE ALLQWABLE SUPERIMPOSED LOAD (W), DIAPHRAGM SHEAR (Q) AND FLEXIBILITY FACTORS {F) 1 TOTALSLAB GAGE NO. SPAN OF COMPOSITE DECK, IN FEET DEPTH& INCHES OF TYPE SPANS 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 1 I 325 289 258 232 210 190 173 158 us 133 122 2 382 1289 258 232 210 190 173 158-1-45 133 122 22 3+ 382 1289 258 232 210 190 173 158 us 133 122 GAGE Q~ 3020 2980 2950 2920 2900 2880 2860 28-40 2820 2800 2790 0.030" F..1 .27 .28 .28 .28 .28 .29 .29 .29 .29 .30 .30 Q.,. 3230 3180 3130 3090 3050 3020 3000 2970 2950 2930 2910 F.,. .25 .26 .26 .26 .27 .27 .27 .28 .28 .28 .28 1 1358 319 285 257 233 212 193 177 162 1"9 138 2 -415 376 1285 257 233 212 193 177 162 U9 138 6 20 3+ -415 376 3-43 I 257 233 2"12 193 177 162 U9 138 INCH GAGE Q ... 3090 30-40 3000 2970 29-40 2910 2890 28-40 2850 2830 2810 NORMAL 0.036· F..1 .2-4 .25 .25 .25 .26 .26 .26 .26 .26 .27 .27 WEIGHT Q.,. 3340 3270 3220 3180 3130 3090 3060 3030 3000 2970 2950 (W=U5PCF) F,, .22 .23 .23 .2.4 .2-4 .2-4 .25 .25 .25 .25 .26 1 474 -429 I 333 301 273 2.49 228 209 192 178 16-4 2 -47-4 -429 391 358 331 12-49 228 209 192 178 164 18 3+ -474 -429 391 358 331 12-49 228 209 192 178 164 GAGE Q ... 3240 3180 3130 3080 30.40 3010 2980 2950 2920 2890 2870 0.0-48· F..1 .20 .20 .21 .21 .21 .21 .22 .22 .22 .22 .23 NOMINAL Q.,. 3580 3-490 3-420 3350 3300 3250 3200 3160 3130 3080 3080 SLAB F.,. .18· .18 .19 .19 .20 .20 .20 .21 .21 .21 .22 WEIGHT 1 525 -475 -433 397 366 I 281 258 237 219 202 187 = 67.1 PSF 2 525 .475 433 397 366 339 1258 237 219 202 187 16 3+ 525 -475 433 397 366 339 316 1·237 219 202 187 GAGE Q ... 3-410 3330 3270 3210 3160 3120 3080 30-40 3010 2980 2950 .060" F..1. .17 .17 .18 .18 .18 .18 .19 .19 .19 .19 .20 Q.,. 3830 3720 3630 3550 3-480 3-420 3360 3310 3270 3230 3190 F-. .15 .15 .16 .16 .17 .17 .17 18 .18· .18 .19 1 See Pan II of this reoon for loading and span conditions. One row of shoring is required at midspan for values to the right of the heavy line. 36' 2.375" 1· 11.5 113 113 113 2770 30 2890 .29 127 127 127 2790 .27 2930 .26 152 152 152 28-40 .23 3060 .22 17-4 17-4 17-4 2920 .20 3150 .19 NOTE:S see f'lg. 5 f'or-s1:r-uc:1:ur-al c:onc:r-e't• COl'lpo.1te slo.bs. LXR-2'w' DECK w'EB EMBDSSMENTS LXR-2\J DECK DIAPHRAGM FASTENINGS-'w'lTH FILL FIGURE 7 '• ' ~--; '\ ' .. ~(:t~r-~ ;-.'tr.'· ER-4176 12.0 1°" 104 l 0-4 2760 .30 2870 .29 118 118 118 2780 .27 2910 .26 l-41 1-41 1-41 I 2820 .23 30-40 .22 162 162 162 2900 .20 3120 .19 , . p.~g~ 14 of 21 TOTAL Sl,,\B DEPTH &TYPE 4• INCH LIGHT WEIGHT r,N=l l0PCF} NOMl!iAl SLAB WEIGHT =32.4PSF TOTALSLAB · DEPTH &TYPE '4Y.i INCH LIGHT WEIGHT (W=I re PCF) '' NOMINAL : SLAB WglGHT = 37.0 PSF 1 TOT.A.LSI.AB PEPTH & TYPE S¾ INCH l LIGHT WEIGHT (W=IIOPC:F) NOMINAL ' SLAB WEIGHT : = 43.9 PSF : ' ! TABLE 8 ~ COMPOSITE SLABS OF LXR~2W AND STRUCTURAL CONCRETE ALLOWABl,;E SUPERIMPOSED LOAD (W)', DIAPHRAGM S~EAR (Q)-AND FLEXIBILITY FACTORS (F) 1 -- GAGE•· NO. SPAN OF COMPOSITE DECK IN FEET INCHES OF SPANS 6.0 6.5 -·7.0 7.-5 8.0 8:5 9,0. 9;5 . 10.0 10.5 11.0 11,5 -1 212 188 1'68 152 ·. · ma. I 99 -88 79 71 64 58 53 22 2 212 188' 1.68. 152' 138 126 _ 115 1.06 I 71 64 58 53· _ GAGE _3+ 212 188 . 168 152 138 126 115 106 I 71 64 58 53: Q 1520 USO ·1450 • 1420 1-400 -1370-1350 1330 '1320 1300 1290 1280' 0.030 F .55 . ,57 ·_ .58. .. 59 .60 -.61 · :62 .63 .6-4 .65 .65 .66 .. 1 245 217 194 175 159 -· us. 133 _123 I 86 78 71 65 -20 2 245 217-194 '', 175 '159 1-45 133 . 123' 11-4 106 I 71 65 GAGE 3+ 245 217 19-4 175 ,_ 159 us '133 -1-23 lU 106 I 71 65 0: 1590 1550 1510 'U70 U-4O" · 1-4·10 1300 · 1370. 1350 1330 1310 1300 0:036" F .-48 .so -:51 . :52-.53 .5-4· -.55 .56 ·,51 .58 .58 .59 1 307 272 2« 220 200 182_ ·_161 15-4 U3 133 12-4 116 1-8 2 307 272 2~ ·.220 200 182 167. 15-4 U3 133 124 'l16 GAGE. 3+ 307 272 2« 220 200 182 t67. 1'5-4 ·u3 133 124 116 ,0 1750' 1690 1640 1500 1550 1510. l-480 USO U20 1400 1380 1360 0.0-48" F ;38 .-40. ,-4.1 .-42 .-43 .44 -.-45 .. 46 .47 .-48 .48 .49 1 '367 326 291 263 . 239 .-218 200 184 . 171 159 148 138 16 2 367, 326 -291 263 · 239 . · 218 -200 184 _ 17-1 159 148 138 GAGE "3+ 367 320 . 291 263 I 239 -218 200 . 184---171 -,sg 148 138 a. 1930 1'850 1780 1720 1-670 1620 · 1580. 1550 _ · 1520 1490 1460 1430' .060" i:: '.1.1-'.I?· .,., ''.It; 'l.L ''.17 '.IR_ .,-,5_ -,u, -in ~ I.? GAGE* No. . SPAN OF !::0MPOSITE D~K IN FEET INCHES OF SP~N~ 6.0 . 6;5 . 7.0 7:.5. 8.0 --8:S 9.0 . '_ 9.5 -10.0_ 10.5 11.0 11.5 I '239 · 21-2. 190 17,1_ I 12'4 -111 . 99· 89 80 n 65 59 _ 22 2 239 212' 190 171 155 1'42 130 I 89 -80 72 65 59 GAGE 3+ 239 21L 190 171 155' . l'42 1·30 120 I BO 72 65 59 '0.030 0 1680 1640 -1610 _ 1580 1550 1530 1510 1'490 • 1480 1'460 1'450 1'430 ·-F. . .so: .51 · .52 •. . .53 .5'4 .55 .56' .57 . .57 .58 .SB .59 ' I 275 -2'4'4. . 218. _ 197 179 . 163' .. ISO -1.107 97 87 79 72 20 2 275 2-44 218 -197 179 163 ISO 138 128 I ·97 79 72 ~AGE '3+ 275 2-4-4 .118 197' 179 163 150' 138 128 119 I 79 72 0.036° 0 1750 1700 1660. 1630 . mo 1570 1550 1520 rsoo 1480 1470 1'450 F .-4-4 .'45 .'46 .47 .-18 .-19 ' .50 .s r .SJ .52 .52 .53 I 34'4 305. 273 -246 224 20'4 187 173 160 1~9 139 I 98 18 2 3'44 305 273 246 22'4 204 .187 173 160 .1'49 139 130 GAGE 3+ 34'4 305 273 _ 2'46-22'4 20'4. !'87 173 160 149 139 130 0.048" 0 1910 -1840 17.90, 1750 1710 -1670 -1640 ' -1610 1580 1560 15-4-0 1520 F .JS .36 _ ;37 .38 .39 .40 .'41 --~2 .'42 .'43 .43 .44 I '<410 .36'4 -325 293 266. ~ 2-43 · 223 206 191 177 165 155 16 2_ '410 : ' 36-4 325 293 -266 '2-43 223 -206. 191 177 165 155 GAGE 3+ -410· 36'1 325 293 266 243 .. 223 206 191 177 165 155 .060~ 0 _·2oeo 2010 19'40 1880 1830 1780_ · 17'40' -1700 1670 16-40 1620 1590 i: -')Q' -,n .11 ,., ,,-·~ 1A u ,, ,7 17 ,n GAGE* NO: SPAN OF COMPOSITE DECK IN FgET INCHES OF SPANS 6.0 . 6.5 7:0 .. 7.5 8.0 8.5 9.0 _ 9.5 10.0 10.S I 1.0 11.5 -I 282 250 .22'4 202 I 146 130 ,<_ 116: 10'4 9~ 85 77 69 22 2 282 . 250 224 202-_ 183 167 . I 116 ,, 10'4 _9-4 85 77 69 GAGE 3-1, 282 250. 22'4 202 183 167 I .116 10'4 9'4 85 77 69 0.030 .o 1920 1seo· ·1sso 1820 1790 · 1770 1750 1730. 1710 1700 1690 1670 . -F .'4'4 .'45 .'46 .'47 ' .47 .48 .-48 · .. 49 .'49 .so .so .SI I . 324 287 257 ,232 21-1 .192 I 139 125. 113 103 93 es_ 20 2 32'4 287 -257. ,232 rn 192 '176 '163 I I.fl-_ 103 93 BS GAGE 3+ 32'4 287 257 232 211 192 176 163 I .113 1'03 93 85 0.036" 0 1990 1940 1900 . 1860. , .1830. .1800, 1780 1760 --17-40 -1720 1710 1700 F . ~39. .'40 ;-40 .'41 .'42 ... 43' .43' .'4'4 . -4-4 -.'45 .45 .46 I '40'4 -. 359 321 289 263 2'40_ 220 · -203 188 175 I 125 I IS 18 2 '40'4 359 321 .189" 263 .. 2'40 220 203 188 175 163 I 115 GAGE 3+ -'40'4 359 321 289 263 240 220 203 188. 175 163 152 o.ow 0 . 2150 2090-2030c 1980 19'40 1910. . 1880 · 1850 1820 1190 1770 1750 F .31 .32 -.33 .33 .3'4 .JS .JS .36 :37 :37 .37 .JS -, '480 426 38.1 -3-4-4 312 285 26'1 '241· _·223 207 193 I 143 16 •2 -480. 426 _ 381 3'4'4 312 285 .. 26'1 241 223 207 193 181 GAGE 3+ ,'480. 1126. 381 '3'4'4' 312 285 261 241 . 223 207 193 IBL -.060" 0 2320 . 2240 21-70 2-rro 2060 2020 1.980 19-40 1910 1880 1850 1830 i: -')t, ?7 'l7' ''10 ')Q ,n· ·. 1n -'ll , , --,., 1') ,_, ER-4176 12.0 48 48 48 1270 .66 59 59 59 1290 .60 .• 81 '109 109 13-40 .50 130 130 130 1410 I.? 12.0 5j 53 53 1'420 .59 66 66 66 1-4'40 .53 90 1-22., 122 ·1500. .-4'4 I I 1-2 1'45 145 '1570 "38 12.0 ' 63: 63 63 1660 .SI 77 77 n 1680 .46 . 105 105 I 105 _ 17'40 .38 . 13 I J70 170 1810. ,, -.:'\ _., __ ) __ ) I I I Page 15 of,21 -TOTAL SLAB DEPTH& TYPE 61/~ INCH LIGHT WEIGHT (W=ll0PCF} NOMINAL SLAB WEIGHT =53.1 PSF TOTALSLAB DEPTH& TYPE " INCH NORMAL WEIGHT (W= 1"5PCF) NOMINAL SW WEIGHT =-42.4PSF TOTALSLAB DEPTH& TYPE "''h INCH NORMAL WEIGHT (W=l-45PCF) NOMINAL -SW WEIGHT =-48.4 PSF TABLE 8 (CONT} • COMPOSITE SLABS OF LXR-2W AND STRUCTURAL CONCRETE ALLOWABLE SUPERIMPOSED LOAD (W), DIAPHRAGM SHEAR (Q) AND FLEXIBILITY FACTORS (F) 1 GAGE• NO. SPAN OF COMPOSITE DECK IN FEET INCHES OF SPANS 6.0 . 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 1 3-42 303 271 1200 177 158 Ul 127 lU 103 93 8-4 22 2 3-42 303 271 2-4-4 222 I 158 Ul 127 11-4 103 93 8-4 GAGE 3+ 342 303 271 2-4-4 222 1158 1-41 127 11-4 103 93 8-4 0.030 Q 2230 2190 2160 2130 2110 2080 2060 20-40 2030 2010 2000 1990 F .38 .38 .39 .39 .-40 .-40 .-41 .-41 .-41 .-42 .-42 .-42 1 393 3-48 312 281 255 I 188 169 152 137 125 113 103 20 2 393 348 312 281 255 233 169 152 137 125 113 103 GAGE 3+ 393 3-48 312 281 255 233 2U 152 137 125 113 103 a 2300 2260 2220 2180 2150 2120 2100 2080 2060 20-40 2020 2010 0.036° F .33 .3-4 .35 .35 .36 .36 .37 .37 .37 .38 .38 .38 l 489 ,43,4 388 350 318 290 266 2-46 1182 166 151 139 18 2 -489 ,43,4 388 350 318 290 266 2-46 227 211 1151 139 GAGE 3+ I -489 ,43,4 388 350 318 290 266 2-46 227 211 197 I 139 0.048° Q I 2,460 2-400 2350 2300 2260 2220 2190 2160 2130 2110 2090 2070 F .27 .27 .28 .28 .29 .29 .30 .30 .31 .31 .32 .32 1 580 514 -460 -415 377 3,4,4 316 291 270 251 1187 172 16 2 580 51-4 -460 -415 377 3-4-4 316 291 270 251 23-4 219 3+ I 580 SH -460 -415 377 3-4-4 316 291 270 251 23.4 219 GAGE .060-a 26-40 2560 2-490 2-430 2380 23.40 2300 2260 2230 2200 2170 21-40 F I 7:i 7~ ?-4 "' ?a; ?a; ?1, ?1, ?7 ?7 77 28 GAGE" NO. I SPAN Of COMPOSITE DECK IN FEET INCHES OF SPANS 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 1 212 188 168 152 I 102 90 80 71 63 56 50 "" 22 2 212 188 168 152 138 126 80 71 63 56 50 "'" GAGE 3+ 212 188 168 152 138 126 115 71 63 56 50 "" Q I 1850 l 810 1770 17-40 1720 1700 1680 1660 16-40 1620 1610 1600 0.030 F I .45 .-46 .,47 .-48 .-49 .50 .50 .51 .51 .52 .52 .53 1 2-45 217 19-4 175 159 145 97 87 78 . 70 63 56 20 2 I 2-45 217 194 175 159 1"5 133 123 78 70 63 56 GAGE 3+ I 2-45 217 19-4 175 159 1"5 133 123 11"' 70 63 56 0.036° Q 1920 1870 1830 1790 1760 1730 1710 1690 1670 1650 16-40 1620 F .-40 ,41 .-42 .-43 .43 .44 .45 .-46 .-46 .-47 .-47 .-48 1 307 272 2-44 220 200 182 167 15-4 1-43 133 87 79 18 2 I 307 272 2-44 220 200 182 167 154 1"'3 133 12-4 116 GAGE 3+ I 307 272 2-4-4 220 200 182 167 15-4 1-43 133 12-4 116 0.048" Q I 2080 2020 1960 1910 1870 1830 1800 1770 1750 1720 1700 1680 F .32 .33 .3-4 .35 .36 .37 .37 .38 .38 .39 .39 .-40 1 I 367 326 291 263 239 218 200 18.4 171 159 1-48 l 01 16 2 367 326 291 263 239 218 200 18-4 171 159 1-48 138 GAGE 3+ I 367 326 291 263 239 218 200 18-4 171 159 1-48 138 Q I 2250 2170 2100 20-40 1990 1950 1910 1870 18"'0 .1820 1780 1760 .060-F ?i, .'17 -,A .29 .,.n .31 31 32 32 't't 't't "IA GAGE" NO. l SPAN OF COMPOSITE DECK IN FEET INCHES OF I SPANS 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 1 • 239 212 190 I 130 114 101 89 79 70 62 55 -49 22 2 I 239 212 190 I 171 155 101 89 79 70 62 55 49 GAGE 3+ I 239 212 190 171 155 1-42 89 79 70 62 55 -49 a i 2090 2050 2010 1980 1960 19-40 1920 1900 1880 1860 1850 18-40 0.030 F I .-40 .-41 .-42 .-43 .-43 ·"'"' ·"'"' ·"'" .,45 ,,45 .-45 .-46 1 I 275 244 218 197 179 122 109 97 87 78 70 63 20 2 I 275 244 218 197 179 163 150 97 87 78 70 63 GAGE 3+ I 275 244 218 197 179 163 150 138 87 78 70 63 a I 2160 2110 2070 2030 2000 1970 1950 1930 1910 1890 1880 1860 0.036" F : .36 .37 .37 .38 .38 .39 .39 .-40 .-40 .40 .-41 .-41 1 I 3-4-4 305 27:3 2-46 22-4 204 187 173 160 107 97 88 18 2 , 344 305 273 246 22-4 20-4 187 173 160 1-49 139 88 GAGE 3+ t :3~,-4, · 305 273 -~1'6 224 20-4 187 173 160 1-49 139 88 0.0-48° Q I 2320 2260 2200 2150 2110 2070 2040 2010 1990 1960 1940 1920 F I .29 .30 .30 .31 .31 .32 .33 .33 .33 .3-4 .3-4 .3-4 1 I 410 36-4 325 293 266 2,43 223 206 191 177 123 112 16 2 I 410 36-4 325 293 266 2-43 223 206 191 177 165 155 3+ i -410 36-4 325 293 266 2,43 223 206 191 177 165 155 GAGE Q ! 2-490 2-410 23-40 2280 2230 2190 2150 2110 2080 2050 2020 2000 .060-F I 7-4 -,,; .,._ ?I. .77 ?R ?8 .28 -,o ?Q ?O 'tn ,, .... : .f ER-4176 12.0 76 76 76 1980 .-42 9-4 9-4 9-4 2000 .38 127 127 127 2050 .32 159 1159 205 2120 28 12.0 39 39 39 1590 I .53 51 51 51 1610 .-48 72 72 I l 09 1670 .-40 I 93 130 130 1740 .,. .. I 12.0 I ,44 "'"' "'"' 1830 .-46 56 56 I 56 1850 .-41 80 80 80 1910 .35 l 03 1"'5 1-45 1980 '1n Page 16 of 21 ER-4176 TABLE 8 ·(CONT} -COMPOSITE SLABS OF LXR-2W AND STRUCTURAL CONCRETE ALLOWABLE SUP~RIMPOSED LOAD (W), .DIAPHRAGM·SHEAR (Q) AND FLEXIBILITY FACTORS (F) 1 ' : TOT ,.f SLAB ' : ~-~ , . GAGE--NO . SPAN OF CQMPOSITE DECK IN FEET < DEPTH& INCHES OF .. . ' TYPE SPANS -6:0-·,6.5 7.0 ''' 7.5, :9_0 8.5 9.0 9.5. 10.0 10.5 11.0 .1 296 · 263~ 1.184 ' 16.l . . 141 125 no 98. .87 77 68 22 2 296 . 263' · 235 .212 I 1-4·1 · 125 110 98 87 77 68 5½ GAGE 3+ 296 263 235 . 212 .I 1-41 125 no· 98 87 77 68 INCH 0.030° . Q. 2570-2530 2-490 .24'60 .244'0 .2!4·10 ·2390 2370 2360 2340 2330 F .33. .33 .3-4 .. 3-4 .3-4 .·,35, ;35 :35 .36 .36 .36 NORMAL 1 · 3-41 302 ,271 2-44 1170 ·1-s1. 13,k · 120 107 96 86 WEIGHT 20 ' 2 3-41 302. 271 24'-4. 222 . 202 113,4· 120 107 96 86 t(W=1-45PCF) GAGE 3+ 3-41 302 271 . 2-4-4 · .222 202 .. · I 13-4. 120 1.07 96 86 . 0,036" Q 2640. 2590 2550 2510 :2,490 2-450 2-430 ·2"10 2390 2370 2360 ! F .. 29 .2.9. .30 .. 30 . .31 .31 .32 .. 32 .32 .. 33 .33 ·, '· i r -. '425. .377. 337 30-4. · 276 252 ' 231 I 16-1 U6 132 119 'i '( 1~ 2·--' -425 377 . 337 304 276· 252 231 2-13 l98 I, 132 119 '' GAGE 3+ -425 377 · '337 304 276 252 . 231 213 198 18-4 I 119 ,1, NOMINAi:. Q ,:2790 2730 '2680. 263'0 ·2590 2550 2520 2-490 2:.470 2,440 2.420 SLAB · 0;0-48" F .24 , .24. .25 .25 .26 .26 .-26 .27. .27 .27 .27 WEIGHT 1 505 4.48. . -401 361 328 . 299. 275 253 235 I 165 151 , I . . =60:5PSF 16 2 505 · 448 -401 . 361 328 . 299' 275 . 253 235 218 203 , I 'GAGE 3+ 505 448 ,,401 361 .328 299: -275 253 235 218 203 i .060" Q .29'70 2890 2820 2760 . 27.lO: 2670, 2630 2590 . 2560 2530 2500 ', F :20 .20 .21 . 2~ . 22 .22 . .23' . . 23 .23 . .24 .24 l -·· TOTAL SLAB GAGE• NO. SPAN OF COMPOSITE DECK IN FEET DE.PTH& : INCHES OF T'(PE SPANS 6.0 6:5 7,0. 7, .5 0.0· . 8.5 9.0 9,5 · 10.0 10.5 11.0 1, 357 1-255 222 1.94 170. 150 133-118' 10-4 93 82 i 22-2 • 357 317 ,. . '283· I 194 . ' 110· 150 133 . 118 104 93 82 6½ GAGE 3.+ 357 317 283 I 194 170 · .150 133 .' 118 104 93 82 INCH 0:030• .Q 30-40 3000 .2970 29:.40 2920 · 2890' ·2910 2850 2840 '2820 28·10 ! I F .28 .28 -,28· .29 ,29 .29 .29 .30 ·'.30 -.30 .30 NORMAL 1 410. ,364 .326 I :Z.32 -. 205 182 .· 162 1-4-4 . ' 129 115 103 WEIGHT 20 ·2 410 364 -32ti 294 1205 182 162. 144. 129 115 103 (W=145PC~) GAGE 3.+ 410 ·364 326. 294 267 1182 162 1-44 . 129 115 103 0.036" Q' 3110 3070 3030 2990 '29.60. 2930 ·29,0-. 2890· :2870 2850 2830 : F .25 .25· .25. .26 .26 · .. 26 .26 .27 .27 .27 .27 .. 1 . 511 -453 406, _ 366 332· . 303 1216 . . 194 . 175 . 158 143 ' 18 2 . .. 511 453 ... 406 . 366 · 332-303 · 27.8' 25'7. I 1.75 158 143 NOMINAL GAGE 3·+ 511 . ,453. .· 406 • 366, 332 ,303 · 278 257 1.175 . 158 1-43 0.048" Q .. 3270 32]0 3160. 3·110 3070 · 3030 · 3000 2970, 2940 2920 2900 SLAB F .. . 20. .20 . 21 .21 .22 .22. : .22 . .22 . .. 23 .23 .23 WEIGHT 1 606 , 537 481 433. 393 359 · .330 .. 304 12ra 199 181 =: 77-.6 PSF 16 2 606 537 481 . 433 393 359. 330' 304 282 262 1181 GAGE 3+ '606. . 537 . 481 433 393 359 330 . 30-f 282 262 244 I .06.0· Q 3450 _-337,0 3300 3240 3190 3140 3.100. •3070 30:40 3010 '2980 F .17 .17 .l-8 .18. .19 · .19 · ,, ,.19 , 1 Q .20 .20 .20 1See 'Pan II of this report for'loading and spa_n conditions. One row of shoring,-is required at ll)idspanfor values to the right of U:ie heavy line. 3€/.' 4 SUPP.ORT-IJELD PATTERN I . 7;29'' 4,71" I ·1 11.5 · 12.0 61 54 61 . 54 61 ' 5~. 2320 .. 2310 . .36 '. .36 77 69 77 69 77 69 23-40 2330 ·.33 .33 · 108, 98 .108 98 108 98 2400 2380 .28 .28 137 . 126 I ,137 126 1·90 1126 2470 2450' .24 .:24 .. . 11.5 12.0 73, . 65 73· 65 73 . 65 2800 2790 .30 . .30 93 83 93 83 93 . 83 2020· ·2a10 .27 .27 130 118 130 ·11 s 130 11 8. 2880 2860 · .23 .23 165 15-1 165 f51 I 165 151 2950 2930 .20 .. 20 LXR-3\v' DECK. \/EB EMBOSSMENTS NOTt, s;;..,.., f19. 5· for--si:1:r-uc-t,ur-o.l c:onc:1"'-'-t'-' c:oriposlte slo.bs. L.XR-3\/ DECK .DIAPHRAGM F ASTENINGS--w'ITH FILL FIGU~E 8 . ~-·.f'f. J ~ -) -e_) - -- - ' >•..,,.At Pag,e 17 of 21 TOTAL SLAB DEPTH& TYPE 5• LIGHT WEIGHT [W=l 10 PCF) NOMINAL SLAB WEIGHT = 36.7 PSF TOTAL SLAB DEPTH& TYPE 5½" LIGHT WEIGHT [W=llOPCF) NOMINAL SLAB WEIGHT •-41.3 PSF TABLE 9 • COMPOSITE SLABS OF LXR-3W AND STRUCTURAL CONCRITT ALLOWABLE SUPERIMPOSED LOAD (W), DIAPHRAGM SHEAR (Q) AND FLEXIBILITY FACTORS (F) 1 GAGE• NO. SPAN OF COMPOSITE DECK, IN FEET INCHES OF SPANS 8.0 · 8.5 9.0 9.5 10.0 10.5 l l .0 l l .5 12.0 12.5 13.0 13.5 14.0 1-4.5 l 163 152 1-41 132 124 116 179 73 68 63 5B 54 50 47 22 2 163 152 1-41 132 124 116 110 104 I 68 63 58 54 50 47 GAGE 3+ 163 152 1-41 132 124 116 110 104 98 63 58 54 50 47 0.030" Q 1400 1380 1360 1340 1320 1300 1290 1280 1270 1260 1250 1240 1230 1220 F .59 .60 .61 .62 .62 .63 .6,4 .65 .65 .66 .66 .67 .67 .68 1 172 160 1"9 139 130 123 116 178 73 68 63 59 55 51 21 2 172 160 1-49 139 130 123 116 109 104 68 63 59 55 51 GAGE 3+ 172 160 1-49 139 130 123 116 109 l 0,4 99 163 59 55 51 .031" Q 1-420 1390 1370 1350 1330 1310 1300 1290 1280 1260 1250 1240 1230 1220 F .55 .56 .57 .58 .59 .60 .60 .61 .61 .62 .62 .63 .63 .64 1 179 166 155 145 136 128 121 1l4 108 72 67 62 58 54 20 2 179 166 155 1-45 136 128 121 11-4 108 103 167 62 58 5-4 GAGE 3+ 1'79 166 155 1-45 136 128 121 11" 108 103 98 I 62 58 5-4 .036" Q 1-450 1"20 1390 1370 1350 1330 1320 1300 1290 1270 1260 1250 12-40 1230 F .52 .53 .s .. .55 .55 .56 .57 .58 .58 .59 .59 .60 .60 .61 1 195 180 168 157 1-47 138 131 124 117 111 106 I 70 65 61 19 2 195 180 168 157 147 138 131 12-4 117 111 106 l 01 I 65 61 GAGE 3+ 195 180 168 157 l .C 7 138 131 124 117 111 106 l 01 97 I 61 .042" Q 1500 1470 1440 1-410 1390 1370 1350 1330 1320 1300 1290 1270 1260 1250 F .46 .47 .48 .49 .50 .51 .51 .52 .53 .54 .54 .55 .55 .56 l 208 192 179 168 157 148 139 132 125 119 113 108 103 99 18 2 208 192 179 168 157 148 139 132 125 119 113 108 103 99 GAGE 3+ 208 192 179 168 157 148 139 132 125 119 113 108 103 99 .048" Q 1560 1520 1490 1460 1-430 1410 1390 1370 1350 1330 1320 1300 1290 1270 F .42 ... 3 ,4,4 AS .45 .-46 .47 .48 .48 .49 .49 .so .50 .51 l 233 216 201 188 176 166 156 1-48 140 133 127 121 116 111 16 2 233 216 201 188 176 166 156 148 1-40 133 127 121 116 111 GAGE 3+ 233 216 201 188 176 166 156 1-48 140 133 127 121 116 111 .060" Q 1690 1640 1600 1560 1530 1500 1470 1440 1 .. 20 1400 1380 1360 1350 1330 F .34 .35 .36 .37 .38 .3Q .3Q 40 .-41 .42 .42 .-43 .43 .44 GAGE• NO. SPAN OF COMPOSITE DECK, IN FEET INCHES OF SPANS 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0 12.5 13.0 13.5 14.0 U.5 1 179 166 155 us 136 93 86 79 73 68 63 58 54 50 22 2 179 166 155 145 136 128 120 79 73 68 63 58 5" 50 GAGE 3+ 179 166 155 1'45 136 128 120 114 73 68 63 58 54 50 0.030" Q 1560 1530 1510 1-490 1480 1460 1-450 1430 1420 1410 1400 1390 1390 1380 F .53 .5-" .54 .55 .56 .56 .57 .57 .58 .58 .58 .59 .59 .59 1 188 175 163 152 1""3 13" 92 85 79 73 68 63 59 55 , 21 2 188 175 163 152 143 13-" 127 120 79 73 68 63 59 55 GAGE 3+ 188 175 163 152 143 134 127 120 114 73 68 63 59 55 .031" Q 1580 1550 1530 1510 1490 1-470 1-460 1-4,40 1430 1"20 1,410 uoo 1390 1380 F .50 .51 .51 .52 .52 .53 .5 .. .S4 .55 .55 .55 .56 .56 .56 1 196 182 169 158 1-"8 140 132 125 183 77 72 67 62 58 20 2 196 182 169 158 148 1-40 132 125 118 77 72 67 62 58 GAGE 3+ 196 182 169 158 us· 140 132 125 118 112 72 67 62 58 .036" Q 1600 1570 1550 1530 1510 1490 1470 1460 1450 1430 1420 1410 1400 1390 F ... 7 ... 7 ,,48 .-"8 .50 .50 .51 .51 .52 .52 .53 .53 .S4 .5-' 1 212 197 183 171 160 151 1""2 135 128 121 80 75 70 65 19 2 212 197 183 171 160 151 1 .. 2 135 128 121 116 75 70 65 GAGE 3+ 212 197 183 171 160 151 1""2 135 128 121 116 110 70 65 .042" Q 1660 1630 1600 1570 1550 1530 1510 1490 1-470 14S0 1 "40 1-430 1420 1"" 10 F ·""2 ... 2 .-43 .-44 .45 .-45 .46 .46 .47 .-47 .48 .48 .49 .-49 1 226 210 195 182 171 161 152 144 136 129 123 118 112 72 18 2 226 210 195 182 171 161 152 144 136 129 123 113 112 72 GAGE 3+, ··:226 210 195 182, 171 161 152 1-4-4 136 129 123 118 112 107 .048' Q 1'720 1680 1650 1520 1590 1560 1540 1520 1510 1490 1470 1-450 1-440 1430 F .38 .39 .39 ·"o .41 ... 1 ... 2 .42 ... 3 .43 ,,44 ·"" .45 ... 5 1 253 234 218 204 191 180 170 160 152 us 138 131 126 120 16 2 253 234 218 204 191 180 170 160 1S2 145 138 131 126 120 GAGE 3+ 253 234 218 204 191 180 170 160 152 145 138 131 126 120 .060" Q 1850 1800 1760 1720 1690 1660 1630 1600 1580 1560 1540 1520 1510 1490 F .31 .32 .33 .33 .34 .35 .36 .36 .37 .37 .38 .38 .39 .39 ER-4176 15.0 44 .. 4-4 "" 1210 .68 48 48 48 1220 ,6,4 51 51 51 1220 .61 57 57 57 1240 .56 63 63 95 1260 .51 106 106 l 06 1320 ... 4 15.0 ,47 47 47 1370 .60 51 51 51 1380 .57 5,4 54 54 1380 .5-4 61 61 61 1-400 .50 67 67 67 1420 .46 115 115 115 1480 .39 . , rage 18 of 21 .. !;R,.,4176 · i TABLE 9 (CONTI -COMPOSITE SLABS OF ucn~aw_AND·STRUCTURAL CONCRETE ALLOWAQ(£SUP~RIMPOSED LOAD(W), DIAPHRAGM SHEAR (.Q) ANQ FLEXIBILITY FACTORS (F) 1 TOTAL SLAB DEPTH& TYl'E. ; o¼' '1:IGHT WEIGHT (W=llOPCF) . NOMINAL SlAB WEIGHT =:.48.2PSF TOTAL SLAB DEPTH& TYPE. 7¼" LIGHT WEIGHT . (W=l 10 PCF). I '' NOMINAL ~LAB WEIGHT =57.3PSF GAGE• NO. , . SPAN OF COMPOSITE DECK, IN FEET INCHES QF .. ' SPANS 8.o· 8.5 .9.0. :9 .. 5 1.0.0 .10~5. 11.0 1,:5--r2.o 12.5 13.o 13.5 1-4,0 1-4.5 15:0 .1 .. 205 190 '177 :165 11-4 105 •. 97 · 89. ,83'": 77 • 71 66 61 57 53 22 .2, 205 190. 177 1,6'5, 155 146-9.7 89 .83 , 77 , 71 66 61 57 53 GAGE 0:Q30· 3+ 205 190 · · 177 T65 , ,1'55 .. 1-46 · 97 89 83 .77 .71 66 61 . 57 53. Q ]790 1770 1750 1730' 1710 1700 l690" 1670 1660-l650 .,16,40 1630 1620 1610 1610 . F .46 .· .46 · .-47· . >-47 .-48 .-48 .-49 .-49 .-49 · · .50 .50 .50 .51 .51 .51 1 ·21s 199 186 173 l63 112 ,10,4· ·96 89 .. 82 76 11 66 61 57 21 2 215 199 186 .173. 1.63 Hi3 .1-4"4. 96 ,89 . 82: 76 71 66 61 57 GAGE .031" · 3+ 215 · 19..9 186 · 173 · 1'63. · 153· u, n ·0.9.· 82 16 11 66 61 -57 Q 1820 1790 1770 1750 17,30 1'710 1700 1680 1670 1660, 1650 16"40 1630 1620 1610 F . ."43 .-43 . ."4-4' .-4,4 . .-45 · .• "45. ·. :,6 .-46 .47 ."47 .47 .-48 ."48 .-49 .. -49 1 22-4 207 193 180. 169 :,r59 '150 101 .9-4 . 87 81 75 70 65 . 61 20 2 . 224 207 . 1-93 180 169 .1-59.· l.50: l-42 9"4 87 81 75 70 65, 61 GAGE .036° 3+ :224 .. 207 l .93 180 .1o9 . T59. ·150 1-42 • 135 87 81 75 70 65 61 . Q .18-40. 1 a1 o .1190 1no· 1150 1730. 11.10 :l690 1680 :1670 1660 1-650 16"40 1630 1620 F .41 ,:41 ... 2-.42. .43 .-43 · .44 · .... u. .45 .45. .45 .-46 .46 .46 .46 1 2.,., ·2u .208 195. 1 a3 112 162 1,53 us 97 · 90 84 19 1a 69 19 2 241. .224 ,208'.195 183 ·172 162. 153 · 145 138, .90 84 79 73 · 69, . GAGE . 0-42° 3+ 2-41 224, 208 · 195 183, ,172 , . 162 1.53 145 138 132 8-4 79 73 69 . Q . 1900: 1860 1;830 1.800 1'780 1760, 1740 '1720 1710· 1690· 1680 1670 1660 1650 ·1.640 . F .37 .. 37 . .38 ;39 _39· .39 . .-40 · .40 .-41 .4.l .'1 ;42 .-42 .-42 .-42 1-257. 23a 222.· 201 194· 183 1,.12. 163 155· 1-47 ·uo 192 B6 so .. 75 . 1-8 2 257 .238 , · 222 .· ·201 ·194 1'83 172. 163 155: 1"'7 1-40 134 I 86 80 ·75 GAGE 3+ 257. 238 .222. 207 19-4 .183 • l72 · 163 · 155 U7 1"'0 13-4 128 180 75 .0-48° Q 1-960 1920, ~ 880' 1850, l830 ·18.00 1780 1760 17-40 .1720 1710 1690 1680 1670 1660, F .33. .34 .3-4 · .35 · .36 .36 .36 ·. ;37 _37· .37 •. 38 .. 38 · .39 .39 · .39 · . 1 286 ,265 247 231 216 204 192 182 172 · 164 156 U9 U2 136 130 16 ,2 286 265 .247, ·231 216 20,. 1'92 : 182 . 1'72 164 156 149 1'2 136 130 GAGE 3+ 286 265' 247 · 231 21'6 20,: 192, 182 172 164 .156· 1"'9 142 136 130 .060° .Q 2080' 20,40: 2000 1960 1920 1890 1.870 1840 1820 l 800' 1.780 1760 17-40 1720 1710 F · :28 . .28 .29 .29 • .30 .30 ... 31 .31 ... 32 .-.32 ' .33 .33 .33 .34 3-4 G>,GE' ' NO: . SPAN OF COMPOSITE DECK; IN FEET INCHES. OF · SPA~S 8.0 8 .. 5 . 9.0 9.5 10.0 '10.5 11.0 ·11.5: 12.0 12.5 13.0 13.5 14.0 14.5 .15i0 22 GAGE . 0.030° .. 2,1 GAGE :031" . 20 GAGE .0~6· 19 GAGE .od· 18 GAGE ;Q,48" 16 GAGE .060" 1 '2'-42 224.' 208. 1146 . 13-4 , 123 • ·1 U 105 . 97 90 . . 83 77 71 66 62 2 2-42 · 22-4 208 1.95. 1134 123 · H-4 105 •. 97 90 83 '77 71 66 62 3-+ 2-42. 22, 208 · 195 183 11-23 11' 105 97 , 90 83 77 71 66 . 62 . Q 2110 ,·2090. 2070 2050 2030 2010 2000' 1990 .1980 1970 1960 1950 1940 1930 1920 : F .39 ;39. ..,40 · .40, ,."40" .. 41 .41 .-41. .42 .. -42 .42 .42 .42 .43 .43 1 253 ,235 218 204 11-43 ".131 · 121 n 2· , .10.C 96 89 83 77 72 67 .2 253 .23'5 .218' 204 1911131 ,, 12·1. 112 ',104 : 96 · 89 83 77 72 67 ·3+: , 2s3 ·235 218 204 -191 rao 112-1 n 2 1 O-' · 96 09 . 83 11 12 67 Q 2130 2100 2080 2060 2050 2030 2010, 2000 1990 1970 J 960 1950 1940 1930 1930 F" · .37 · .3a· .38 · .. 38 .38 ·.39· · .39 .39 .39 .,o .. 40 .40 · .40 ... 1 .41 1 263 24-4 227 :21-2 199 '1138. '1.28 1,1,8 110 ,102 95 88 82 76 .11 2 263 2,.. 221 212 199 . rar .111 11ra 110 . 102 95 88 82 76 11 ·3+ 263 -2,4,4 227 2J.2' 199. 187. 1.77.1118 110 102 .95 . 88 82 76 71 Q 2160 2130· 2·100 2080 2060 2040' 2030 2010 2000 1980 1 970 1960 1950 1940 1930 F .. 35 .35 . .36, .36 , .36 .. 37 .37 :37 .38 .38 .. 38 .. 38 .38 .39 .39 . 1, 283 263 · 245: .229. -214 202 190, 180' 1122· 113 105 98 92 86 80 2 . 283. 263 2-45 229 214 202 · .190 rao. 1122 n3 -res · 98 92 86 so. 3+ .. 2a3 263 . 245 229 214. .202· r90 · 1 so 111 11'.1'3 105 98 · 92 86 00 ,Q 221 o, ·21 ao. 21 so: 2.120. 2100 2080 2060 20-40 2030 2010 2000', .1980 1970 1960 1950 . F : .31 . .32 · .32. .33 .33 .33 • .3-4 .3-4 .. 3-4. .3-4 .35. .35 .35 .35 .36 l 301 279. 260 · 243 .228 214. ·-202 191. 181 1123, H5, 107 100-9-4 88 2 30,1 279 . 260 · 243 228 214 . 202 ~·9.1 18.1 172 1115 · 107 100 94 88 3+ 301 279 260 243 228 214 202 1'.91 -18-1 172 16-4 1107 100 94 88, a 2210 2230 2200 2110 2-uo· 2120 21 oo 2090 2060 20.40 2030_ 201 o 2000 1900 1910 F .29 .29: ... 30 .. 30 .30 .3·1 · .3.l . .31 · .32 .32 .. 32. ;32 .32 .33 . .33 1. : .335 · 310 ·2a9 210 253 238 · 22s · 2,13 202 192 1132 12,4 116 109 102 . 2 335 310 .289 270 253' ·238 225 21'.3 202 · 192 182 17 4 166 1109 102 3.+ 3J5' '310 289 _:210 '253 ,238' 225 213 202 .192 1'82 17,4 166 159 l,102 ,Q 2-400· :2350 2310 2270 22-40 22·10: 2'180-21'50 2130 2010 2090' 2070 2060 20,0 2030 F .2"4 . .25 .25 , .26 .26 .26 :21 ,27' .. 27 .27 . .28 .28 .28 .2,9 .29 --) - - Pag~ 19 of 21 . TABLE 9 (CONT) -COMPOSITE.SLABS OF LXR-3W AND STRUCTURAL CONCRETE ALLOWABLE SUPERIMPOSED LOAD (W), DIAPHRAGM SHEAR (Q) AND FLEXIBILITY FACTORS (F) 1 TOTAL SLAB· GAGE• NO. DEPTH& INCHES OF TYPE SPANS 8.0 1 163 22 2 163 GAGE 3+ 163 0.030" Q 1720 F ."48 1 172 21 2 172 5• GAGE 3+ 172 NORMAL .031" Q 1750 WEIGHT F .45 (W=145PCF) 1 179 20 2 179 GAGE 3+ 179 .036" Q 1770 F .42 1 195 19 2 195 GAGE 3+ 195 .042" Q 1830 F .38 1 208 NOMINAL 18 2 208 SLAB GAGE 3+ 208 WEIGHT .048" Q 1880 =48.0PSF F .34 l 233 16 2 233 GAGE 3+ 233 .060" Q 2010 F .29 TOTAL SLAB GAGE· I NO. DEPTH& INCHES OF TYPE SPANS 8.0 1 179 22 2 179 GAGE 3+ 179 0.030" Q 1960 F .42 l 188 21 2 188 5½" GAGE 3+ 188 NORMAL .031" Q 1990 WEIGHT F .39 (W = 1-45 PCF) l 196 20 2 196 GAGE 3+ 196 .036· Q 2010 I F .37 l 212 19 2 212 GAGE 3+ 212 .0-42" Q 2060 F· .U NOMINAL 1 226 SLAB 18 2 226 WEIGHT GAGE 3+ . :,,224 = 5.-4.0 PSF .0.-48" Q 2r20 F .31 , 253 16 2 253 GAGE 3+ 253 .060" Q 2250 F .26 8.5 9.0 152 Ul 152 141 152 Ul 1700 1680 .-48 .49 160 149 160 U9 160 1-'9 1720 1700 .45 .46 166 155 166 155 166 155 17-'0 1720 .-43 .44 180 168 180 168 180 168 1790 1760 .38 .39 192 179 192 179 192 179 18,40 1810 .35 .36 216 201 216 201 216 201 1960 1920 .29 .30 8.5 9.0 166 155 166 155 166 155 1940 1920 .'42 .43 175 163 175 163 175 163 1960 1940 . .-40 .40 182 169 182 169 l 82 169 1980 1960 .38 .38 197 183 197 183 197 183 2030 2000 .34 .35 210 195 210 195 210 195 2080 2050 .32 .32 23-4 218 23-4 218 23-4 218 2200 2160 .26 27· '• ... SPAN OF COMPOSITE DECK, IN FEET 9.5 10.0 10.5 11.0 11.5 12.0 12.5 13.0 132 I 83 76 69 63 58 53 ,49 132 124 116 169 63 58 53 -49 132 12-4 116 169 63 58 53 49 1660 16-40 1630 1620 1600 1590 1580 1570 .49 .50 .50 .51 .51 .52 .52 .52 139 130 82 75 69 63 58 53 139 130 123 116 69 63 58 53 139 130 123 116 69 63 58 53 1680 1660 1640 1630 1610 1600 1690 1580 .46 .47 .47 .48 .48 .49 .-49 .50 us 136 128 121 73 67 62 57 145 136 128 121 1U 67 62 57 1-45 136 128 121 114 108 162 57 1700 1680 1660 1640 1620 1610 1600 1590 .44 .45 .-45 .-46 .46 .47 .-47 .47 157 1-47 138 131 124 117 170 65 157 147 138 131 12-4 117 111 I 65 157 147 138 131 124 117 111 106 1730 1710 1690 1670 1650 1640 1620 1610 .39 .40 .40 .41 .41 .42 .42 .-43 168 157 148 139 132 125 119 113 168 157 148 139 132 125 119 113 168 157 148 139 132 125 119 113 1780 1760 1730 1710 1690 1670 1650 1640 .36 .37 .37 .38 .38 .39 .39 .40 188 176 166 156 148 140 133 127 188 176 166 156 148 140 133 127 188 176 166 156 148 140 133 127 1880 1850 1820 1800 1770 1750 1730 1710 .30 .31 .31 .~? .32 .33 .34 .34 SPAN OF COMPOSITE DECK, IN FEET 9.5 10.0 99 90 145 136 us 136 1900 1880 .43 .4-4 152 197 152 143 152 143 1920 1900 .41 .41 158 148 158 148 158 148 1930 1910 .39 .39 171 160 171 160 171 160 1970 1950 .35 .36 182 171 182 171 182;, :'·171 2020 2000 .32 .33 20,4 191 204 191 204 191 2120 2090 .27 .28 I~-•• \ . ~ ..... ;- 10.5 11.0 82 75 82 75 82 75 1860 1850 .44 ·"" 88 81 134 81 134 127 1880 1870 .42 .-42 140 86 140 132 140 132 1890 1880 .40 .-40 151 142 151 1-42 151 1-42 1930 1910 .36 .36 161 152 . 161 152 161 152 1970 1950 .33 .33 180 170 180 170 180 170 2060 20-40 .28 .29 11.5 12.0 12.5 13.0 68 62 57 52 68 62 57 52 68 62 57 52 1840 1830 1820 1810 .-45 .45 .45 .45 74 68 62 57 74 68 62 57 74 68 62 57 1850 18.-40 1830 1820 .42 .43 ,,43 .-43 79 72 66 61 79 72 66 61 125 72 66 61 1860 1850 1840 1830 .40 .41 .41 .41 135 81 75 69 135 128 75 69 135 128 121 69 1890 1880 1860 1850 .37 .37 .37 .37 1-44 136 129 77 1"'44 136 129 123 l 44 136 129 123 1930 1910 1890 1880 .34 .34 .3-4 .35 160 152 1-45 138 160 152 1-45 138 160 _152 us 138 2010 1990 1970 1950 .29 .29 .30 .30 13.5 1-4.0 "'"' 41 -44 -41 -44 -41 1560 1550 .53 .53 -49 45 -49 -45 -49 45 1570 1560 .50 .50 52 -'8 52 -48 52 -48 1580 1570 .48 .,48 60 55 60 55 60 55 1600 1590 .43 .4-4 66· 62 108 I 62 108 103 1620 1610 .40 .40 121 116 121 116 121 116 1690 1670 .3-4 .35 13.5 14.0 47 43 47 -43 47 43 1800 1790 .46 .46 52 48 52 48 52 48 1810 1800 .-44 .-44 56 51 56 51 56 51 1820 1810 .42 .42 6"'4 59 64 59 64 59 18-40 1830 .38 .38 71 66 71 66 118 66 1860 1850 .35 .35 131 126 131 126 131 126 1930 1910 .30 .30 ER-4176 1-4.5 15.0 37 34 37 3-4 37 3-' 15..(0 15"40 .53 .53 41 38 "41 38 41 38 1550 1540 .51 .51 4-4 -'l "'"' -41 ,4-4 "'l 1560 1550 .48 .48 51 48 51 48 51 48 1580 1570 .44 ,4,4 57 53 57 53 57 53 1600 1590 .-41 ."'41 111 106 111 106 111 106 1650 1640 .35 .35 14.5 15.0 39 36 39 36 39 36 1780 1780 .46 .46 -44 -40 44 40 4-4 "'40 1790 1780 .4-4 .44 47 43 . 47 43 47 ..(3 1800 1790 .42 .42 55 50 55 50 55 50 1810 1800 .38 .38 61 56 61 56 61 56 1840 1830 .36 .36 73 68 120 68 120 115 1890 1880 .31 .31 Page 20 of 21 , ER:4176 · TABLE 9 (CONT) -COMPOSITE SLABS OF LXR~aw AND STRUCTURAL CONCRETE ALLOWABL~ SUPERIMPOSED -~_DAD (W), DIAPH,ltAGM SHEAR (Q)· AND FLEXIBILITY FACTORS (F) 1 TOTAL SLAB GAGE~ .. NO. SPAN OF COMPOSITE DECK,· IN FEET QEPTH& INCHES. OF T.YPE · Sl>ANS. 8.0 8.5 9.Q .. 9.5 10.0 10.5 '11..0 . 11 .5 12:0 12.5 13.0 13.5 1-4.0 ·14,5 1'5.0 1 . 214 · 198. 1-29·. 117 106: '96. 88. .80 · 1.3 • 66 61 55 50 46 4·1 22 2 21'4. 198 .185. 117 106. 96 88 · 80-73 66 61 55 50 46 41 GAGE· 3+ 214 198 185 173.: 106 .,96 .· 88. 80 73 66 61 55 50 46. 41 .Q 2440 2'420 2400 2380 -2360· 2340· 2330 2320 2310 2300 2290 2280 2270 2260· 2260 0;030-F ... 3,4. ;34 ' ;34 .35 -.35 . ,35: .35 .35 .36 .36 .36 .36 .36 .36 .36 1 2U 208. 194 125. 1-14 103 . 94 86 79 72 66 60 55 50 46. 21 2 -.224 .208 194: 1'.81 114. 1.03. ,· 94 . . 86 19 . ·12 66 60 55 50. 46, 6\1&" • GAGE 3+ 224 208 ·194 .1'81 170 103 94 86. 79. 72: 66 60 55 50. 46 NQRIML .031" Q 2460. 2-430 2:.410 2390 2380 2360. 23-40 2330 2320 2310 2300 2290 2280 2270 2260 WEIGHT . F .32 . 32 .32 . ,33' .33. . 33 .33 .3-4 . ;34 . -.34 .34 .34 .34 .35 · .35 . M'::aU5PCF) ·1 .233 216 201 188 120 11.0. 100' 92. : 8<4 ' 77 71 65 60 55 50 20 2 .'233 '216 201. 1-88 17.7' 166 100 92 84. 77 71 65 60 55 50 GAGE 3+. ·233-2Hi 201 . 188 177 : 166 100 92 ·94· . 77' 71 65 60 55. 50 .036" . . Q· 2490' 2-460· 2-4'40 2410 . -239.0 2370 2360 2340 2330 2310 2300. 2290 2280 2270. 22'70 F . 30 .30 . ; .31 .. 3.1 .31 .. 31 .32 .32 :32 .32 .33 .33 .33 .33 .33 r 252 233 217 203 190 179 112 103 95 87. .80 . 71. 68 63 58 · 19 2 . ·252 233'' .217 203 190 . 179 16.9 103 95 87: ·80 7-4 68 63 58 QAGE 3+ ·252 233'. 217 203 1-90 179 ·169 ·' 160 95 87. 80 7-4 68 63 58 Q 251.0 2510 .2-480, 2450-2-430 .2,4rn 2390 2370 2360 23-40 2330 2310 2300 2290 2280 ;042" .F .27 :28 .28 . .. 28 .29 · .2-9 . .. 29 .29 · .29 .30 .30 .30 .30 .30 .30 . NOMINAL ·l 268. 2-48 231 216 202 1.9,0 180 170 10,4 . 96 , .89 82 76 70 65 18 2 268 248 231 216 202 190 · -1•80· 170 · 161 196 . 89 82 76 70 65 SLAB GAc;i_E 3+. .268 2'48 · 231 216 ·202 '.190 · 180. 170 161 153 1'89 82 76 70. 65 WEIGHT Q 2600 2560 2530 2500: 2--470 USO 2430 2--410· -2390 2370 2360 23--40 2330 2320 2310 . = 66.1 PSF · .048" F .25 .26 .. 26 • 26, .26 .27 .. 27 . .. 27 .27. .28 .28 .28 .28 .28 .28 .. 1 298 276 .257 2,40 225· 212 200 189 .1:79 1113 105 97 90 84 78 16 2· 298 276 257 240 225. 212 200. 189 179 170 162 197 90 84 78 GAGE· 3.+. 298 276 257.• 2-40 225 212 · 200· 189 179 ·170 .162 155 190 8,4 78 .060" Q 2730 2680 26,40. ,2600: ·2570. 25:.40 25-10 2-490 2-470 -2440 2-420 2400 2390 2370 2360 F .21 .22 .22 ,?? ··.23 :23 .. 23 .23-.24 .24' : .2-4 .24 .24 .25 .25 __ ) TOTAL.SLAB GAGE• . NO. SPAN OF COMPQSITE DECK, IN FEET DEPTH& INCHES OF -TYP~ SPANS 8;0 ·8.5 :9,0 9.5' 10.0· ,10.5 .11..0 .11.5 12.0 ·12.5 13.0 13.5 14.0 14.5 15.0 .1 11'84 1'66 1·50 136 :.,23· · 1'12 1'02 ·93 . ·.85 ·7.7 70 64 58 53 48 22 2 251 233 11'50 136 123 112 : 102 · 93 85 · . 71 70 64 58 53 -48 GAGE 3+ 251 233 • 21.7 1136. '123 112 102 93' 85 77 70 64 58 53 ,48 . 0.030" Q 2920-2890· 2870 2850 28--40 2820: 2810 2800 279.0 2780 27.70 2760 2750 27-40 2730 F .28 .28 . .29 :29 ,29 . . 29. .. 29· . :29 .29 ;30 .30 .30 .30 .30 .30 1. .. 263 2-44 1160 145 .132 . 121 . 110 . -100 .92 · •. 8-4 . 77 70 6,4 58 53 21 2 2"63. 244 227 1145 132 121 11.0. -100, 92 8-4 77 70 6-4 58 53 7'/2'' GAGE 3+ 263 244 227 212 1132 .121 no 100. 92. 8-,4 77 70 6,4 58 · -53 NORMAL .031" .Q 2940 .2910, 2890 2870 2850. 2830 2820 2810 2800 2780 2770 2760 2750 2740 27.-40 WEIGHT F .27'' .-27 .27 .27 .27 .28,, -.28 ·, :25· .28 .28 .28 .28 .28 .29 .29 (W=U5PC:F) 1 273 253 236 1154 uo· 128 117 101· . 98 90 82 75 69 63 58 20 ·2 273 .. 253·· 236 · 221 11-40 128 117 107 98 .90 .82 75 69 63 · 58 GAGE 3+ 273 253 236. 221 . 207 1128 · 117 107 98 . 90 82 75 69 . 63 58 · . ' Q · 2970 29--40, 2910 2890 2870 2850 28-40 2820 2810 2790 2780 2770 2760 2750 2740 .036" F · :25 .25 .26 .. 26 .. 26 .26 .. 26 .27 .27' , .2-7 : .27" .27 .27 .27 .27 .. l 294 273 254 237 223 1142. 13,1 120 110 101. 93 .86 79 73 67 19 2 ·29,4 273 254 237. ·223 210 1131 120 .110 101. 93 86 79 73 67 GAGE 3+ 29,4· · 273-254 237 223 210 1131 120 110 101 93 86 . 79 73 67 .042" Q 3020 2990 2960 2930 2910 289.0 2870 2850 28-40 2820 2810 2790 2780 2770 2760 NOMINAi; F .23 ;23 :23 . 24 · .24 .. 24 ·.2.c. .24 .. 2-4 . .25 .. 2s· .25 .25 .25 .25' 1 313 · 290 2-70· 252 237 223 IU3 131 , 121 112 . 103 95 88 81 75 SLAB 18 2 .3.13 290 270 252 · 237. 223 210 11'31 · 121: 112 103 95. 88 81 75. WEiGHT· GAGE .3+ 313 290 270 ·252. 237 223 . 2·1 o· l.99 1121. 112 103 · 95 88 81 75 i =78.2PSF . Q 3080 3040 ·30.10-2980' 2950' 2930 2910 2890 ·2870' 2850 28--40 2820 2810 2790 2780 ;049• .F ·.2.1 .21 .22 .22· . 22 :22 ; .22 .22 . : .23 .23 .23 .23 .23 .23 .23 : 1 3-47 .. 322 300 280 263 247 233 221 114-1 .1'31 121 112 104 97 90 16 2 3,47 322 .300 280 263 247 233' 2-21 209 199 1121 112 10,4 97. 90 GAGE 3+ ·3-47 ·322· 300 '280 263' 247 233. · 221 209 199 189 111-2 10-4 97 90. •. e..J .060° Q . 321'0 3160 3120 3080 3050· 3020 · 29.90 2960 29.-40, .2920 2900 2880 2870 2850 28'40 '. , _-.F .. lB . .r8. .19 .19 . 1.9 .19 . .19 .20 . 20 .20 .20 .20 .20 .20 .20 . ' 1 Sec Part Jl·of this repon,for looding 'and span conditions. One row of.shoring.is required at.midspan for values 10 the.right of .th.: heavy line. - Page 21 of 21 ER-4176 TABLE 10 • DIAPHRAGM FLEXIBILITY LIMITATIQN1 ,2 ~-SPAN IN FEET SPAN -DEPTH LIMITATION FLEXIBILITY F FORMASONRYOR CATEGORY CONCRETE WALLS Rotation not considered in diaphragm Masonryor Flexible Concrete Walls Wolfs• Very Flexible More than 150 Not used Not used 2: 1 Flexible 70-150 200 2: 1 ores required 3: 1 by deflection Semi-flexible 10-70 -400 2½: 1 orasrequired 4: 1 by deflection Semi-rigid 1 -10 No Limitation 3: 1 orasrequired 5: 1 for deflection Rigid Le$Sthan 1 No Limitation As required for No Limitotion deflection I •When applying these limitations 10 cantilever diaphragms. the span-depth ratio shall be one half that shown. 2DIAPHRAGM DEFLECTION DESIGN CRITERIA: The web deJJection of a diaphragm should be computed using the following formula: Rotation considered in diaphragm Masonryor Flexible Concrete Walls Walla• Not used 1 ½: 1 Not used 2: 1 As required for 2½: 1 deflection As required for 3: 1 deflection As required for 3½: 1 deflection -!J.w = qaveLI F x 10 •6, in which !J.w = Web deflection in inches. • qave = Average shear in the diaphragm in pounds per foot over a length L1• L1 = Distance in feet between vertic.ll resisting element (such as shear wall) and the point to which the deflection is to be determined. F = Flexibility Factor;·the average microinches a diaphragm web will deflect in a span of one foot under a shear of one pound per fool The Jlexural deJlection of a diaphragm shouid be compulfrl using the same fo1mulas that would be used for determining the deflections of beams, and should be added to the web deflection to obtain the maximum deflection of the diaphragm. Flexihility and span-to-depth ratios oi diaphragms should be limited by the values given in the above I.Ible. When diaphragms are supporting masonry or concrete walls, the maximum dellection of the diaphragm should be computed using the code prescribed lateral forces, and it should be limited to the amount given by the formula below: t.wall = 100 hw 2fJ(Ewt.,,,), in which hw = Unsupported height of the wail in feel lw = Thickness of the wall in inches. Ew = Modulus of dastic:ty of wall material for defecbon determination in pounds per square inch. Where a reduced Ew is given in the code for uninspected masonry, the reduction is not recommended in this formula. fc = Allowable compressive strength of wall material in flexure in pounds per square inch . ',\ SUPPORTS 5S-3 LOW ELEVATION SUPPORTS 1 5/81 5• ~- I OAW + 3/16 1---OAW + 1 13/16 --1 FOOTPLATE 5/8" DIA (REF) 0-8 LOW ELEVATION SUPPORT CAPACITY: 1,100 LBS. EM~S03A Bracing the conveyor to other structures may be required since the (0"-81 low elevation support does oss 1 12 1/2 ' . ~~ .. l ' . I-5 -l '. f---OAW + 1 13/16 --j FOOTPLATE 5/8" DIA (REF) 6-13 LOW ELEVATION SUPPORT CAPACITY: 1,100 LBS. LOW ELEVATION SUPPORT(LES): Consist of a standhead and a leg upright weldment with footplate. Painted. STANDHEAD: 10 ga. x 1-5/32" x 3-1/8" formed steel angle. Two (2) 17 /32" x 5/8" slots in top flange are for boltfng to bottom flange of bed sections. Curved slot in side permits pivot adjustment up to 30° in either direction. LEG UPRIGHT: Multi-frame channel upright is welded to 7 ga. x 1-1/2" x 6-1/2" footplate. Two (2) 5/8" dia. holes in footplate for permanent floor mounting. CROSS MEMBER: The (6"-13") low elevation support is offered with a 2-3/4" channel crossmemberforbetter side-to-side stability. The crossmember is bolted to the upright legs and can be adjusted-up or down based on the height of the standhead. ELEVATION RANGES: Measured from bottom of footplate to top of stand head per adjustment of stand- head on upright: Elevation (in.) Bed Type Minimum Maximum XenoROLID 3-3/4 13 Belt Conveyor 3-1ffi 13 Gravity 5/8 13 TO ORDER: Complete Model Number of LES desired. Model OAW Elevation Range SUPPORT.LES X 0-SEL SUPPORT,LES _'W 6-13EL SHIPPING: Low elevation supports are shipped assembled. Upon request, supports can be assembeld to a specired height. I ERMANCO INCORPORATED• Spring Lake, Michigan 49456 EHSS-0894 -.. ! . • • _)1-..... C'c .. . J~i_~d-. c:r -~-f.f/1 . ZOIAH E. 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SECTION @ TOP OF STAIR -· / EDGE OF DEC~ING 3/8 " CARRIAGE BOL 2" X 2" X 1 /8" ANGLE MEZZANINE BEAM '------STAIR TREAD ® ST AIR STRINGER •• • ···i~-'~'f-/f{ ' . •. ZORAH E. S11BFFNER CON&ULTJNQ aTIIUCTUftAL •NQIHEI" Loa ANOILl:l!t. CALIJ"OffNIA DATE_.__ .·'Z~~-9'&'-=-. - --t:NGINl!t:ft:--------SHEET N . I' .d, --....... ; . \ I t .. '· . ) ,,A, \ .s r J2 Uc.. T u J2J-.___ L-e, AL C ULA r/O r/..::5 {,n~ 't~) /_/?·.~~~_11 __ c....,.0._~_/!f?1._.'.~_·:t_.)._:-'~_· ..... _._P...,..· .,...4_A_T._.P-_cJ_l<_H ___ _ I'. ' ·-· .. , _ _;,;r_o_12-__ >· . c /~'. L.U\ u~/41 Y --·---=------!:...' -'-' ____ ...:__ _________ _ • ,, ~ ,,._ \ .... .. ,,. ... . . l. fl~ hf . . . . . _/1 1 2-CF /"",, ' '", f ·- .. :. . \~J"fl;'t ,It/;.·······,... ) ;--fi~?,,::,!'.~!J. lf, . 1.-.... ·-·-,_,., ---·----~ . . . . , .. I . ~#'!-·! (c:.J~--::;.,~.} : -/ e-~-1(: II . . . . 3. $ )-1?:":'( >-J-. p r-JJ,;_,:_' ,:.. S"'/'/1 "'"';. j - . . .. . . . I . . . .. ::·: · 4, · u. Yi r-. J.;,..; of f la. 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L . :J' lJ / FEB-04-98 04:58 PM CON RAK ERECTO TECH 90'::I 371 2792 ¢.~ t .4 -,.-- ·t i -t-t~--4-rr, i; \ ', ~ -;gv~ ~ l I I /~ -.J " i -<' " ~ /~ ~ .\) ~'-. ~( ~ f-." .. ~'. ,, t, :J\ ... • 11.-!!.• I r \f\ "· ~ )j \I') ~ ~ ~ C) ~ ~\ ~ ~ ~ t ~) f ..... ~· ~ ? ~ f~~ ~Ci)~-~' (' ~ ~ ~:J t ~ ~ .}. ~ " ~ ..... ~· ~~ ~ -('. 1, \ \ r J O I,. ~I . --;> •/ ,.f!J .... "-1 z !..4 /I /'I I ,.... II I #I-I .:,1..,-. . • J, "•• :l. J,I' I If•~, l,a J -,> ( I ' / . \--. ·, .. . .(·· ....... -· ·····--·7,·•···-.• :.:.-···t . • • •!u r. ,,... ; HI I I lb .. I~ j ..... !.. • l "1' ,--~ P.01 , l -\,J ~ ~ -:i ~ ~ ·" ·,n ~ \ . t--,j J -'\ ~ r ..... ~ ·-, ;) 7 J ·? l ~ . ,_) a I' o ;--;;. ./ --.;~ CG -;;-.;.,.,, / 1 'y/-1..-7 I 6'-11/2" 8'-5" 7'-43/4" 9'-41/2" n r k 71. --' ~ ~ ''° ..... t J T ;,;i .: ;;i .. ;; .. ~ - ~ " ,.;; I -~ f:rl 0 6 0 t.I.. -0 0.. 0 l E- ' ?-A' t:? c:... L cz,4 cJ/ l I . 1,.? k 7'-13/4" It. 8'-21/4" 1 1 It. 1 ;_; i' t ;;i ' i;: ;;i -- I ----~ ~ ffi 5: E-< 0 : VJ :, ...J : @ i;; ~ :r:: ~ ...J ffi ... CG ~ > 0 u ' £L£1/,A-7!~ Al A 01 - .---,[, r- ~7,, J c_:/::- CALLAWAY FOOTPRINT JOB# 6109 1/26/98 12'-41/4" 11'-5" !.!. 1 t i;: 125# P.S.F. 3/4" T&G 0\-~·r-··= > ' Conveyor dead load ,,.; t ' 15# per lin. foot ' i'- Conveyor live load E-< :r:: 00 0 20# per lin. foot 0 CJ M I I @ C\ c I _, I I -! 00 ,:r:: Cl i I !~ I I J~ I ! I ' '-" ~ t I - ) - J. FJ ;' ), J/. ~ ..... .. -~~)(,~· : C ~ __._ '3./! // . • I /· .. ' : ' , '· JI, //d-X 2-&::: 2 3 0 ; ff ii, (i.: I .J.,. -:f. I / .!i .r /.(tJ j-;t , "'f V 3 ),;. ":{ ·) .. ., ..s =-· I 4. ,) t;) ... 1·,-·1 f /~>It: u YI V.:( 7 tJ r \' {J~fe 2lv W/.d~ . I .-----~---"-::-:-.:~::~~=:~-i. ,.i .. /t1 ,-1 J /i~ 0 Lvc >-j !/ 2 , tt c:J J .-'I'. :t~·:: , i'?l6 I,:: · r,'i l c .J In <). // l ·1 , /\ I ( C .(. t··R., { ! j' ' } - J (} 12:? _Jy(1 t-Dr: --5' cB·· ./' r,l .. ~~. r. ~ · .. · '\ .: r :.--i . __________ _ \ f· --· DATE- ·-·: ·:· :· . ··:; . ._.,,. '"'"'='=:~:-~-·~--··'" ·-· 1 SHEET NO._......,. ~l.,izj.,:o";.._'..;;;;()..;-./-_,_;~-"' --- !NGINEERi---------E ---·-· .. . , . !1 .,,· . ~;,·~~· ~- . , .... ; ,' .. ! ... ·:" '. ,·. ·~. -' .. .. . j ... I I, .. ..- ,, . •-• I I • •;: • " ·' t~ .. .:: ::: 13,4 ,; '-......)· .S-<-, ,J Jrn.1 'c. w a. J:. ' -~- Sf / I •.,. \ .A -'.i' •,•·.lr-•, J t.;._ ""-· ~ _, ,J,,.,,-" I . ? I: • '. : ,· .t .... a \J.-' ' ·,· ' ; , 06/28'/1999 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: City of Carlsbad Building Permit Permit No:PCR98118 Building Inspection Request Line (760) 438-3101 2081 FARADAY AV CBAD PCR Sub Type: 2121202600 Lot #: Status: $0.00 Construction Type: NEW Applied: Reference #: CB980409 Entered By: Appr/lssued: REVISE STAIRS & HANDRAILS Inspect Area: ORIGINAL PERMIT CB980409-CALLAWAY GOLF ISSUED 07/08/1998 RMA 06/28/1999 AGRACEWICZ PAUL 1310 06/28/99 0001 01 C-PRMT 11822 BURKE STREET 90670 562 945-3873 Total Fees: Inspector: $164.00 Fee S\GNA'TURE---- OA1E------ FINAL APPROVAL Date: ---'-----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 vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has previouslv otherwise exoired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 02 164«00 ~ q?O Cfl>o/ PERMIT APPLICATION FOR OFFICE USE O~ Y PLAN CHECK NO. rtfZ°i g l / ~ CITY OF CARLSBAD BUILDING DEPARTMENT ··2075 Las Palmas Dr., Carlsbad CA 92009 EST. VAL. _________ _ Plan Ck. Deposit -----..---- (760) 438-1161 Validated By __ .,.__,__ _____ _ Date ------t--1---:1"-f'--'f-,,...------ .-,-_,, Vt(-\$ '.' .•,tt , .,.., ,'S ~ ;..-~ .... --~·-.. Lot No. . Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use # of Bedrooms # of Bathrooms Name Address ~' ,-.. -~-., -"'~" -~ ' -·. - City State/Zip .{fs(\~ei . ·t~ City State/Zip Telephone# · ~tto ~ · (c.\~~31-\711 Telephone# (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)). c.~--&.P..\c. e~c.~ ,,~-z.'?.. %\)<k.c.. Ss\:, s~ -G:-~(?fw~~ c.,-.., ,a~,o sc,,z~,~~ ... 3en'3:. Name Address l City tate/Zip Telephone# State License# L\b'o 4b ~ License Class (/r., \ t) 'Z\ P/"l.q (/lb City Business License # /'ZO 3/ S S Designer Name Address City State/Zip Telephone State License # _________ _ is.,:. ·:WQRKERSt'CQMPEl'il$ATiON .. :::·:. __ : .. ·~.::;;L:...:.:'::'.: .. ;:-_.,.,_,:··.:. ..... ·-·---...... .' ~ -~·::~:·.· : .: _·:. Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O 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. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company____________________ Policy No .. ___________ _ Expiration Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 CERTIFICATE OF EXE ON: 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 th or rs' Compensation Laws of California. WARNING: Failure thousand dollars I 0 SIGNATURE~~~-..::::::::::::=-::;z_~\------------------ , 1., · · -:i:>WNE I hereby affi 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): ________________________________________________________ _ PROPERTY OWNER SIGNATURE ______________________ _ DATE _________ _ 1CQMPLET.E:1til\> Sl;Cl)Oi'(FOR doN.pgS/P$V.T/i4t,$UftbiNq;eERMIT$:QN~Y: '/ ·, . Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR ~OLLUTION CONTROL DISTRICT. /s,~,i::~.Q.~§TfilJCt(IQ'f.t,~~~Nti~.G!EN_(;;t, .:. . . :. ,., -, : .. : :· .': ·,. . , ,.. . 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). I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit~ of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for axe s over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued b e Buil ng 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 t com 5 d from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after period of 180 days (Section 106.4.4 Uniform Building Code). / / DATE 7Lfl98-I t WHITE: File YELLOW: Applicant PINK: Finance . -... ~ c-rty· . ot. ·Cart sbad· . · ~ _ ·i=i!IIGdiPl•DM_llditihl ~ . ' PA [J J... -'" l... /<. TD __) 05/28/1.999 AGRACEWICZ PAUL 11822 BURKE STREET SANTA F~ SPRINGS. CA90670 Re: J-O·H·N M ·1 ·1....&11-.i!YbT Application Date; 7/8/98 · -'""'PJanCheck¥rPcRW-1-1s ·· · · ----·····-·-----· .. ·-· --', ····---·---.-·.~-... -.... . ···-··------·- Address: 2081 FARADAY AV Expiration Date: 7 /8/99 You applied to have your plans checked on the date noted above; to date the related · building permit has not-been .obtained. The .original-plan-review application will-expire as no building permit has been issued. · Pfar,s submlttect and·not retrleved·from·the:building-department prlorto·the plan check . expiration date noted above will be dest,:oyed; __ _ · The provisions of sections 304 (d} of the Uniform Building Code state: nsection 304 9d) Expiration of Plan Review . Applications for which no permit Is Issued.within one year following··the -date-9f.appllcatlon -shall·e~pln3-by-llmltation , -a11,d-plans-and other-data submitted for review may thereafter be returned to the applicant or destroy~d br the Bu,ldfng_Official. In orde.r !<uen~w a~l_Q!'l. ~n art_QpptlcatJon after expiration, the applicant :1: -~~--· · -'-··stJal~ i&sl!bmitple_ns andJ.;~.a new pla.n .r;wlow, ~-'!.._, _________ _ I; I In order to provide 'better .service, .pleaseJndicate .your.handUng .choice.for the .plans originally submitted and return this letter to the Buildin~ Department. ..--/ 5 0 ~ G -,. _ Project Abandoned -l wtll plckup·plans·wlthln 10days ~-.;, oJ' __ Project Aba·ndoned · .. Plane may be destroyed. If you have any questions, please contact the Building Department at (760) 438·1161 extension 4331. Raenette Abbey Building Department 2075 Laa Palmas .. Or. • Carlsbad, .. C ,. .92009-1578-•-(760) 438-11.61 o FAX {760) 438-0894 .@ r "':7~" r \ \ \ \ EsGil Corporation '1.n. Partnersliip Witli (jovemmen.t for '.BuiUin.g Safety DATE: August 5, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: PCR 98118 (980409) PROJECT ADDRESS: 2081 Faraday Ave. PROJECT NAME: Callaway Golf Revision SET: II ~ANT ~ D PLAN REVIEWER 0 FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporatfon staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: By: Bert Domingo Enclosures: Esgil Corporation 0 GA 0 CM D EJ 0 PC 8/3/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGil Corporation 1.n Part:nersfiip witfi {Jovemment for '13uiuling Safety DATE: July 21, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: PCR 98118 (980409) PROJECT ADDRESS: 2081 Faraday Ave. PROJECT NAME: Callaway Golf Revision SET:I D APPLICANT ~ D PLAN REVfEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted-herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [2J 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. [2J The applicant's copy of the check list has been sent to: Paul Agracewicz 11822 Burke St., Santa Fe Springs, CA C,0~10 ~ Esgil Corporation staff did not advise the applicant(except by mail) 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 D REMARKS: By: Bert Domingo Enclosures: Esgil Corporation 0 GA DCM D EJ 0 PC 7/9/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad PCR 98118 (980409) _July 21, 1998 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: PCR 98118 (980409) JURISDICTION: Carlsbad OCCUPANCY: S 2 TYPE OF CONSTRUCTION: ALLOWABLE FLOOR AREA: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: July 21, 1998 FOREWORD (PLEASE READ): USE: ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/9/98 PLAN REVIEWER: Bert Domingo This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans. will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comforw.dot ·r1 Carlsbad PCR 98118 (980409) July 21, 1998 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. 2. Please submit a revised floor plan to reflect the relative location of the proposed stairs. To speed up the review process, note on this list ( or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: · D Yes D No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad PCR 98118 (980409) July 21, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (980409) PREPARED BY: Bert Domingo BUILDING ADDRESS: 2081 Faraday Ave. BUILDING OCCUPANCY: S 2 1 BUILDING PORTION BUILDING AREA (ft. 2) Air ConditioninQ Fire Sprinklers TOTAL VALUE PLAN CHECK NO.: PCR 98118 DATE: July 21, 1998 TYPE OF CONSTRUCTION: V N VALUATION VALUE MULTIPLIER ($) D 199 USC Building Permit Fee D Bldg. Permit Fee by ordinance: $ D 199 UBC Plan Check Fee D Plan Check Fee by ordinance: $ Type of Review: D Complete Review • Structural Only • Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: ** $ 130. 73 Comments: ** Fee was based on 1.5 hours plan check@$ 87.15 per Hr. Sheet 1 of 1 macvalue.doc 5196 PLANNING/ENGINEERING "APPROVALS PERMITNUNIBERCB· fl£C1i11& DATE _ _.:._7_---_/_V_/f;_~_ ADDRESS ____,_:J0_8_/ _h_A_· _flA_·Z2_~~-_/)7/,------.--t ___ _ RESIDENTIAL RESIDENTIAL ADDITION MINOR ( < $10,000.00) OTHER / TENANT IMPROVEMENT PLAZA CAMINO REAL , CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDINC ------------------- DATE_,,_?A-1-1/~_/8 - ENGINEER V $/5o.. ~ 0 DDCS/MlsformS/Planning Engineering Approvals r CitY of Carlsbad Fire Department • 98054-2 Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Tuesday, July 14, 1998 Reviewed by: l'-d ¾ 1 /Jc Contact Name Paul Agracewicz Address 11822 Burke St ------------------ City, State Santa Fe Springs CA 90670 Bldg. Dept. No. PCR98118 Planning No. Job Name Conveyor System Job Address 2081 Faraday ----~--------------Ste. or Bldg. No. ____ _ ~ Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st. __ _ 2nd __ _ 3rd __ _ Other Agency ID CFO Job# __ 98_0_5_4-_2_ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 ' !.PLUMP ENGINEERING, INC. Structural Engineering STRUCTURAL CALCULATIONS Client: Con-Rak Erectors Project: Callaway Golf Location: 2081 Faraday Ave, Carlsbad, CA Building Code: 1994 UBC Plump File No: 980701 Revisions: These calculations not valid unless signed and sealed in space above. By: J.P. Date: July 6, 1998 20101 s.w. Blroh Street, Suite 210 Newport. Beaoh, CA 92660 (949) 474•2140 Fax (949) 474-4240 (~ lffOYo,j ~~9rfhf ' Title: CALLAWAY GOLF Dsgnr: JON Description: STAIRWAY Job# 980701 [;;4001 Description STAIR STRINGERS / General Information Steel Section : MC1 OX.8.4 Center Span Left Cant. Right Cant Lu: Unbraced Length 9.00 ft 0.00 ft 0.00 ft 9.00 ft Scope: Steel Beam Design Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Date: -=== I Fy 36.00ksi Load Duration Factor 1.00 ...,I o_i_s_tr_ib_u_te_d_Lo_a_d_s _________________ • _______ w ______ ...,., ___ ) #1 #2 #3 DL 0.015 LL 0.150 ST Start Location End Location 9.000 Summary Using: MC10X8.4 section, Span= 9.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 9.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv / Fv I Force & Stress Summary Actual 1.755 k-ft 3.291 ksi 0.705: 1 0.780 k 0.459 ksi 0.032: 1 #4 Allowable 2.489 ~-ft 4.667 ksi 24.480 k 14.400 ksi #5 snnn: #6 #7 k/ft k/ft k/ft ft ft Beam OK Max. Deflection -0.028 in Length/DL Defl 29,069.3 : 1 Length/(DL +LL Defl) 3,916.4 : 1 «--These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum _Q.!]!y_ @ Center @Center @Cants @Cants Max. M + 1.76 k-ft 0.24 1.76 k-ft Max. M-k-ft Max. M@ Left k-ft Max. M @ Right k-ft Shear@Left 0.78k 0.11 0.78 k Shear @ Right 0.78k 0.11 0.78 k Center Defl. -0.028in -0.004 -0.028 -0.028 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Def O.OOOin 0.000 0.000 0.000 0.000 0.000 in ... Query Defl @ O.OOOin 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.78 0.11 0.78 0.78 k Reaction @ Rt 0.78 0.11 0.78 0.78 k Fa calc'd per' 1.5-2, K*L/r > Cc [ Section Properties MC1 OX8.4 -Depth 10.000 in Weight 8.36 #/ft r-xx 3.607 in Width 1.500 in I-xx 32.00 in4 r-yy 0.365 in Web·Thick 0.170 in i-yy 0.33 in4 Flange Thickness 0.280 in S-xx 6.400 in3 Area 2.46 in2 S-yy 0.270 in3 ' I " ' • Tltle: CALLAWAY GOLF Job# 980701 Dsgnr: JON Date: Description: STAIRWAY Scope: I R··· 504001 Steel Beam Design Page Description stairs landing beam I General Information Steel Section :WBX10 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 8.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 8.00 ft I Distributed Loads #1 #2, DL 0.020 LL 0.200 ST Start Location End Location 8.000 I Point Loads #1 #2 Dead Load 0.110 0.110 Live Load 0.670 0.670 Short Term Location 0.500 3.500 Summary Using: W8X10 section, Span= 8.00ft, Fy = 36.0ksl End Fixity = Pinned-Pinned, Lu = 8.00ft, LDF = 1.000 Moment fb: Bending Stress fb / Fb Shear fv : Shear Stress fv I Fv I Force & Stress Summary Maximum Max. M + 4.96 k-ft Max. M - Max. M@Left Max. M @ Right Shear @ Left 2.48 k Shear@ Right 2.48 k Center Defl. Left Cant Defl Right Cant Def ... Query Defl@ -0.061 in 0.000in 0.000in 0.000in Actual 4.960 k-ft 7.624 ksi 0.475: 1 2.480 k 1.849 ksi 0.128: 1 DL ...Qn!y_ 0.68 0.34 0.34 -0.008 0.000 0.000 0.000 Reaction @ Left 2.48 0.34 Reaction @ Rt 2.48 0.34 Fa calc'd per 1.5-2, K*Ur > Cc #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft #3 #4 #5 #6 #7 0.110 0.110 k 0.670 0.670 k k 4.500 7.500 ft Beam OK Allowable 10.433 k-ft Max. Deflection -0.061 in 16.035 ksi Length/DL Defl 11,448.4: 1 Length/(DL +LL Defl) 1,568.4: 1 19.315 k 14.400 ksi «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 400 ~ft k-ft k-ft k-ft 2~ k 2~ k -0.061 -0.061 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 2.48 2.48 k 2.48 2.48 k 1 I I I I I ' l R•o: 504001 Description stairs landing beam I Section Pr~perties wax 1 o Depth Width Web Thick Flange Thickness Area 7.890 in 3.940 in 0.170 in 0.205 in 2.96 in2 Tltle: CALLAWAY GOLF Dsgnr: JON Description: STAIRWAY Scope: Steel Beam Design Weight 10.05 #/ft r-xx I-xx 30.80 in4 r-yy 1-yy 2.09 in4 Rt S-xx 7.807 in3 S-yy 1.061 in3 Job# 980701 Date: Page 2 I t 3.226 in 0.840 in 0.990 in ' TIiie: CALLAWAY GOLF Dsgnr: JON Job# 980701 Date: Description : STAIRWAY Scope: 1 "'··· $04001 Steel Column Page 1 I Description STAIRS LANDING POSTS I General Information Steel Section TS2X2X3/16 Column Height 5.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined I Loads Axial Load ... Dead Load Live Load Short Term Load Summary 0.33 k 2.14 k k Fy Duration Factor 46.00 ksi 1.000 X-X Unbraced Y-Y Unbraced 5.000 ft 5.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments X-X Sidesway : Y-Y Sidesway: Kxx Kyy in in Restrained Restrained 1.000 1.000 Section: TS2X2X3/16, Height= 5.00ft, Axial Loads: DL = Unbraced Lengths: X-X = 5.00ft, Y-Y = 5.00ft Column Design OK 0.33, LL= 2.14, ST= 0.00k, Ecc. = 0.000in Combined Stress Ratios Dead DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 0.0148 0.0957 0.1104 0.1104 XX Axis : Fa calc'd per 1.5-1, K*Llr < Cc VY Axis : Fa calc'd per 1.5-1, K*L/r < Cc I Stresses Allowable & Actual Stresses Dead Live DL +LL· DL + Short Fa : Allowable 17.61 ksi 17.61 ksi 17.61 ksi 17.61 ksi fa: Actual 0.26 ksi 1.69 ksi 1.94 ksi 1.94 ksi ksi ksi ksi Fb:xx: Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ksi ksi ksi Fb:yy: Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi I Analysis Values F'ex : DL +LL 21,818 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey : DL +LL 21,818 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 21,818 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.75 F'ey : DL +LL +ST 21,818 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft I Section Properties TS2X2X3/16 Depth 2.00 in Width 2.000 in Thickness 0.188 in Weight Area 4.31 #/ft 1.27 in2 I-xx 1-yy S-xx S-yy r-xx r-yy 0.67in4 0.67in4 0.668in3 0.668in3 0.725in 0.725in II I I I R••• S04001 Description POST BASE PLATE I General Information Axial Load X-X Axis Moment Plate Height Plate Width Pier Height Pier Width f'c Fy LDF 2.47 k 0.00 k-ft 5.000 in 2.000 in 9.000 in 9.000 in 3,000.0 psi 36.00 ksi 1.000 AISC Edition 9th Edition I Summarv I Plate Design Min. Req'd Plate Thick Analysis Type Tension Force per Bolt Bearing Stress Max Plate Capacity for Allow. Bearing 0.257 in 3 0.000 k 247.00 psi 21.00k Title : CALLAWAY GOLF Dsgnr: JON Description: STAIRWAY Scope: Steel Column Base Plate Steel Section Section Depth Section Width Flange Thick Web Thick Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area Allow Concrete Bearing Per ACI 10.15 Per AISC J9 Date: TS2x2x3/16 2.000 in 2.000 in 0.188 in 0.188 in 1.500 in 1 1.000 k 0.200 in2 Baseplate OK 3,570.0 psi 2,100.0 psi Job# 980701 Page 1 I