The URL can be used to link to this page

Home My WebLink About2285 RUTHERFORD RD; ; CB951389; PermitB U I L D I N G P E R M I T _ Permit No: CB951389 Project No: A9502028 Development No: 11/22/95 13:03 Page 1 of 1,---- .Job Address: 2285 RUTHERFORD RD Suite: Permit Type: INDUSTRIAL BUILDING Parcel No: 212-062-08-00 Lot#: Valuation: 650,000 Occupancy Group: _ Reference#: Description: 2990 SF ENCLOSURE-OUTSIDE FOOT : PRINT+2865 SF INTER REMODEL Appl/Ownr : GOOD & ROBERTS 1090 JOSHUA WAY Construction Type: III1 4799 .11/22/$t~Wsfil IS:SUED Appit-1Fe:l:jf: 1 0 /W7'WJ7,9,;~ Apr/Issue: 11/22/95 Entered By: RMA (619)598-7614 VISTA, CA 92083 ~-------._......, *** Fees Required ***/"/,) '**1? I.\ F~~~~lected & Credi ts *** --. -----Fees:-------4, 5 i(:~p-:;;:~::(--\~::;.;;l,-~{ 1.p; ·--'~ --------------------- Adjustments: /~--~;-;.04::) )'.,. ToJciI ~!f112iit~. . . 00 Total Fees: 4,.,5,M,.';'10cr--·.,, /~.. To~:sri._'"F~:,e,nXs 1,619.00 / 2 \, -. / :.th/, ~-,3aI'ap,1::~rue: . 2,929. o o Fee description / ;\ ~; / f'/l,j\J~' Uni ts\ \~;vn\i. t Ext fee Data ___________________ L_,9.:":::':>*~-------------------_,.,..\ __ f--. _\ _________________ _ Building Permit / /:2:~.J,/ '~:t¥~~~;-\ ~1 '· 2490. 00 Plan Check I rr.-_ Y-;-. J . ~~---· ~\ r7 1619. 00 Strong Motion Fee · \S:~J Jt ·W -~ ! '2) 137. 00 * BUILDING TOTAL \,. , .. ,., ·\ ~--i / r; ... ~ ) l 4246. 00 Enter "Y" for Plu~i?,<t ~'.t"~e·'f't,, l > V 1 i . f 20. oo Y Each Plumbing Fixt r~\'<)l:-·;r~-~ ~ 0 . , 7_, 09 14. 00 Each ~n~tall/Repai '\.'Wat~r~·:1\ine1 /~ \ y· 1/ 7. op 7. oo Gas Piping System \ ., ;'.i.. "-Li > \ Cr/ .1: ,,..., 7. 00 7. oo * PLUMBING TO'l'AL \. · .A//""',,'::; "' INCORP<;_)RATED ~/ ~; "-· I 48. 00 · '-• t 1 '-. 19o2 ./ / \) ,,...."> / Enter "Y" for Electri'c.(·~s,.S)l~')Fee--·~ .. > __ ~ __ _,,_...-<\\\ J / 10. 00 Y Remodel/Alter Per AMP ~ .. /""'J f} r, 12..., ,., ( ....... ,,\7~\) / . 25 175. 00 * ELEC'l'RICAL TOTAL ~'.. z_S ;/; ;;/ ro~'\o ( \) / 185. 00 Enter 'Y' for Mechanical Is,aue Fee> \\:::,;1 >""" .,,,,/ 15.00 Y Install Furn/Ducts/Heat Pump~_2:__ __ _......,.,,.......-2 9. 00 18. 00 Each Exhaust Fan > 3 6.50 19.50 Each Boiler/Compressor to 15 HP> 1 16:50 16.50 * MECHANICAL TOTAL 69.00 CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 ' I i 1 It) t * ~·9 of' PERMIT ~1lON City of Carlsbad Building Departllent · 2075 Las Pal111as Dr., Carlsbad, CA 92009 (619) 438-1161 1. PmtMlT TYPE From list 1 (see back) give code of Permit-Type: _ __.15_,..__rL...__.I.__ ____ _ For Residential Projects Only: From list 2 (see back) give PIANCHECKNO. q~ F.Sf.VAL ____ _._ ___ .....-r-:'"'="-~ PIAN CKD -n-1----,...----,~+-'~0 VAIID. BY_~i.c::t..---i-....-t-.,,.....-- DA1E,__ _____ __._-'-l-=-+.....--- 02 ~ode of Structure-Type: _____________________ _ 394210/02/95 0001 01 C-PRMT 161$' .. 00 Net Loss/Gain of Dwelling Units __________________ _ 2. PRQJECT INFORMATION FOR OFFICE USE ONLY ADDRESS CITI STA1E ZIP CODE DA~PHONE 6 .. CDN'l'RACIUR /: /'Y'V-, ..L h~~ • '-..,,_,-.. r..L, J A NAME (last name first) ~ ~ ~~ ADDRESS ~cPtc, ~p~ ~ CITI 'fr:i::,~ STATE a4-ZIP CODEC[.20t)3 DAY TELEPHONE 1fliJ:: e;qca-70/1 STATEUC.#3775S1 UCENSECLASS CITIBUSINESSUC.# llc:::isss?$ c~ 15 . astname 1rst ~ff"H-I ~t-..tlfe_ 53oSP1f~~~ ,Pf.._,"'SJ.,t/7e_7Slf GI'JY9-cf..6 £)1~ STATE cA-f ZIP CODEc::-/.::::2-fZ I DAYTELEPHONE--1S.:2.-t,l8~TATE UC.# C -t-1, 70/ 1. WoR.kffits' WMPJ!NSAfioN · Workers' Compensation beclarauon: I hereby afhrm that I have a ceruhcate of consent to self-msure issued by the Director of Inc!ustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Direct9r of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POUCY NO. EXPIRATION DATE ' Ceruhcate of Exempuon: I cerufy that m the performance of the work for which this permit' IS issued, I shall not employ any person many manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE s. oWNill-BUnnmt bECI.AltAfibN · Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractoi"s license law for the followmg reason: o· I, as owner of the property or my employees with wages as their sole compensation, wfll 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 co rt tractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's Llcense Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with .contractor(s) licensed pursuant to the Contractor's license Law). · Cl I am exempt under Section _________ Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's license Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and 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]). SIGNATURE DA1E toMPLE't'E 1Hts SECTION FOR NON~RESIDEN'nAL BO!IDING PERMITS ONLY: Is the.applicant or future building occupant required to sµbmit a busin~ plan, qcutely hazarclo.us materials registration form or risk management and prevention prol:am nder Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? YES ONO Is the applicant r ture building occupant required to obtain a permit from the air pollution control district or air quality management district? YES ONO Is the facility t constructed w~'thi 1 0 feet of the outer boundary of a school.site? . [J YES NO IF ANY OF TIIE ANSWERS ARE A FINAL CERTIFICATE OF OCDJPANCY 'MAY NOT BE~ AFI'ER JULY 1, 1989 UNLFSS TIIE APPLiCANT HAS MET OR IS MEETING TIIE REQUIREMENTS OF TIIE OFFICE OF EMERGENCY SERVICF.S AND TIIE Aill POLLUTION OONTROL DIS'ffiICT. 9. OONS'IRUCTION Ll!NDING AGENCY . . . I herebyafhrm that there 1s a construction lendmg agency for the performance of the work for which this permit 1s issued (Sec 3097(1) CIVIi Code). LENDER'S NAME LENDER'S ADDRESS 10. ·xPPUCANI cmtliFICA"liUN · I cerufy that I have read the apphcau.on and state that the above mformatlon 1s correct. I agree to comply with all City ordmances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad-to enter upon the above mentioned property for inspection purposes. I ALSO AGREE 10 SAVE INDEMNIFY AND KEEP HARl,II.FS5 TIIE CITY OF CARISBAD AGAINSf ALL IJABILlTIF.S, JUDGMENTS, CDS1'S AND EXPENSES WHICH 'MAY IN ANY WAY ACXllUE AGAINSf CITY IN OONSEQUENCE OF THE GRANTING OF TIIlS PERMIT. r ' d p and demolition or construction of structures over 3 stories in height. er the provisions of this Code shall expire by limitation and become null and void if the enced within 365 days from the date of such permit or if the building or work authorized by Expiration. Every permit issued by the B building or work authorized by such such permit is suspended or aband APPUCANT'S SIGNATURE er e work is commen for a period of 180 days (Section 303(d) Unifo~~~il~~jq S-- 0 . i 051/06:/96 INSPECTION HISTORY LISTING FOR PERMIT# CB951389 DATE 05/02/9-6 05/()1/9-6 04/3·0/96 02/02/96 01/30/96 01/3.0/96 O_l/24/96 01/24/96 0;1/24/96 Ol,/24/96 01/24/96 01/19/96 01/19/96 01/18/96 01/18/96 01/17/.96 01/17/9-6 01/17/96 Ol/l,1/96 ·Ol/10/96 01/10/96 Ol/l,0/96 01/10/96 01/-10/96 01/09/9,6 01/09/96 Ol/09/96 01/09/96 01/09/96- Ql/09/96 01/09/96 O·l/04/96 01/04/96 Q:1/04/96 o:vo4/96 Ol/02/9·6 0.1/02/96. ·01/.02/96 0.1/02/96 l:4,/22/95 12/22/95 1;2/21/9'5 12/21/95 12/21/95 12/21/9·5 12/20/~:5 12/20/95 12/19/95 12/19/9-5 12/l,.9/95 12/18/95 12/18/95 12/l,4/95 INSPECTION TYPE INSP ACT COMMJ::NTS Final Combo TP Fin~l Combo TP Final Combo TP Rough Electric TP Rough Electric RI Rougll Electric TP Frame/Steel/Bolting/We! RI Frame/Steel/Bolting/Wal TP Rough Electric RI Rough Electric TP Rough/Ducts/Dampers TP Frame/Steel/Bolting/Wel TP Rough/Ducts/Dampers TP Frame/Steel/Bolting/Wal Rr Frame/Steel/Bolting/Wal TP Frame/Steel/Bolting/Wel TP Rough/Ducts/Dampers TP · Rough/Ducts/Dampers 3 4 Rough/Ducts/Dampers TP Rough Electric RI Rough Electric TP Rough Electric TP Rough .Elect~ic TP Rough/Ducts/Dampers TP Frame/Steel/Bolting/Wel RI Frame/Steel/Bolting/We! TP Interior Lath/Drywall RI Interior Latll/Drywall TP Rough Electric TP Rough/Ducts/Dampers TP Rough/Ducts/Dampers TP Frame/Steel/Bolting/Wal TP Frame/steel/Bolting/Wal TP Rough Electric TP Rough Electric TP Frame/Steel/Bolting/Wel R+ Frame/Steel/Bolting/Wei PP Interior Lath/Drywall RI Interior Lath/Drywall PD Frame/S~eel/Bolting/Wel fP Rough/Ducts/Dampers TP Ftg/Found~tion/Piers RI Ftg/Foundation/Piers TP Frame/Steel/Bol ting/Wel RI. Frame/Steel,/Bolting/Wel TP Frame/Steel/Bolting/Wel TP Rough/Dl.lcts/Dampers TP Ftg/Foundation/Pie~s RI Ftg/Foundation/Piers TP Ftg/Foundation/Piers TP Ftg/Foundation/Piers RI Ftg/FoUndation/Piers TP Ftg/Foundation/Piers RI HIT <RETURN> TO CONTI:truE ••• AP co co AP RI PI RI PI RI PI PI PI PI RI PA PI PI PI PI RI AP AP AP AP RI we ~I WC PI; PA PA AP AP AP A~ RJ; PA R.I NR PI PI RI PA RI PA PA PA RI AP AP RI AP RI SOME CORR REMAIN EQPT YARD CONTROL PANELS(EAST) MW/VAUGijN/431-5415 EQUPT· YARD EQUPT EAST END MW/VAUGHN/431-5415 EAST EQtJ:PT YARD MW/VAUGHN/431-5415 EA:ST tQU-PT YARD EAS'l' EQUPT YARD EQUPT YARD EQUJ?T YARD MW/VAUGHN/431-5415 MTL. CLMS@ DUST COLL.ENCL ~QPT YARD, EXHST EQPT YARD, EXHST EQJ?T Y,AAD, EXHST EQUIP!'-@ YARD MW/VAUGHN/431-5415 D!STRIB.WIRING FOR CO~CTRS WIRING/FURNACE·& CONTROL PNL NEW PULL SECTION@ MAIN EXHU~ST DUCTS TO ENCL MW/DON/431-5415 VE.RT CEIL LITE RATING FOR TEMP DRY RM MECH DUCTS EXHAUST DUCTS SHAFT RM,GRINDING RM DRYING RM SHAFT RM.,. GRINDING RM DRY~NG RM RS/VAUGHN/ 4.31-5415 NOTED ON CARD .RS/VAUGHN/ 431-5415 --MW/VON/431-5415 SLAB FOR W/PAD MW/VON/431-5415 ~GER$ fOR EXHAUST DUCT DUC~ EXH SUPPORT EXHAUS.T DUCT MW/VON/431-5415 STEM WALL/DRYPAK CLMNS E/SLAB S~B@ W/SLAB RS/VAUGHN/431-5415 SLAB WEST END EQPT PAD MW/DON/431-5415 /' ~ ! -05/06/96 INSPECTION HISTORY LISTING FOR PERMIT# CB951389 DATE INSPECTION TYPE · INSP ACT COMMENTS 12/14/95 Ftg/Foundation/Piers TP AP DRY PACK @ cums E PAD 12/13/9-5 Ftg/Foundation/Piers RI RI RES 12/i3/95 Ftg/FouQdation/Piers TP PA DPACK@STL cum w YARD SLB 12/l,.2/95 Ftg/Foundation/Piers RI RI MW/VON/43·1-5415 12/12/95. Ftg/Foundation/Piers 'i!P CA . 12/11/95 Frame/Steel/Bolting/Wel RI RI MW/DON/431-5415 1'2/08/9.S Fr~me/Steel/Bolting/Wel TP PA ADDED SUPP@ PURLINS/BEAMS l,.2/06/95 . Ftg/Foundation/Pier~ RI RI MW/VON/43:1.-5415 12/06/95 Ftg/fo~ndation/Piers TP AP PRG~ FTNS@ EAST & WEST PADS 12/06/95 Frame/Steel/Boiting/Wel RI RI MW/VON/431-5415 12/0.6/95 Frame/Steel/Bolting/Wel TP WC HIT <RETURN> TO CONTim:JE ••• ··. DATE: 11/20/95 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-1389 EsGil Corporation Professiona( Pfan !F.f,view 'Engineers SET: III PROJECT ADDRESS: 2285 Rutherford Road PROJECT NAME: Remodel And Exterior Enclosures CJ APPLICANT ~ ClFIRE ~REVIEWER Cl 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 ********** 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 plan~ are submitted for recheck. D The c;ipplicant'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: Mark Langan, Smith Consulting Architects 5355 Mira Sorrento Place, Suite 750, San Diego, CA 92121 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: D REMARKS: By: Pete Fischer Esgil Corporation (by: rgJ GA O CM O GP ~ PC ) Telephone#: Enclosures: 11/17/95 trnsmtl.dot ,r--• DATE: 11/13/95 JURISDICTION: Carlsbad Pl:.AN CHECK NO.: 95-1389 EsGil Corporation Professiona( PCan ~view 'Engineers SET: II PROJECT ADDRESS: 2285 Rutherford RQad PROJECT NAME: Remodel And Exterior Enclosures g_.APP.bfC.tNT ~· OFIRE 0 PLAN REVIEWER O FILE ·o The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building 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 li~t is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has been sent to: Mark Langan, Smith Consulting Architects 5355 Mira Sorrento Place, Suite 750, San Diego, CA 92121 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: D~te contacted: D REMARKS: By: Pete Fischer Esgil Corporation (by: [gJ GA O CM O GP [gJ PC ) Telephone #: Enclosures: 11/1/95 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 95-1389 11/13/95 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2285 Rutherford Road DATE PLAN RECEIVED BY ESGIL CORPORATION: 11/1/95 REVIEWED BY: Pete Fischer . F_OREWORD (PLEASE READ): PLAN CHECK NO.: 95-1389 SET: II DATE RECHECK COMPLETED: 11/13/95 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building. Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items 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. 303 (c), 1991.Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: Esgil. Corporation or the jurisdiction's building department. B. To .facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. Please contact me if you have any questions regarding these items. · D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes ONo •.. 4 Carlsbad 95-1389 11/13/95 Only resubmit the revised sheets for the following: 2. Please sign the plumbing and mechanical sheets. 6. See the original comment for electrical and plumbing penetrations of fire-resistive bearing walls, walls requiring protected openings, or fire resistive floors or ceilings. If you have any questions regarding these items, please contact Pete Fischer of Esgil Corporation at (619) 560-1468. Thank you. MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER:· Glen Adamek MECHANICAL (UNIFORM MECHANICAL CODE) 28. Detail the flue (ven~) termination's, for the new exterior boiler, per UMC, Section 906. 29. Provide smoke detection in supply and return air ducts for required automatic shut- off controls as per UMC, Section 1009. 30. Provide complete design data for the dust collection system showing the designed minimum CFM and minimum conveying velocities in each duct section and each branch. The minimum CFM'.s do not seem the add up correctly as shown on the sheet DD-1. Please correct. UMC, Chapter 11. A complete review will be done on the dust collection systems when the total design is provided. (The fan CFM Ratings, minimum CFM at each pick-up, and minimum CFM for each duct section is missing.) ENERGY CONSERVATION NOTE: Plans submitted after July 1, 1995 must comply with the new energy standards. 31. Provide plans, calculati.ons and worksheets to show compliance with current energy standards. 32. Provide complete energy designs for the proposed changes in lighting systems. Provide the completed L TG-forms showing Energy compliance. Sheets A-4 and E-2 show new fighting fixtures. Also provide plans showing lighting fixtures being removed. 38. The completed and signed LTG-1 forms must be imprinted on the plans. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. DATE: 10/19/95 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-1389 EsGil Corporation Professiona( PCan !l(eview 'Engineers SET:I PROJECT ADDRESS: 2285 Rutherford Road PROJECT NAME: Rein.ode! And Exterior Enclosures ~ANT URI CJ FIRE CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's ****'!'****** codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes When minor deficiencies identified below are resolved and checked by building 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: Mark Langan, Smith Consulting Architects 5355 Mira Sorrento Place, Suite 750, San Diego, CA 92121 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plaA check has been completed. Person contacted: Date contacted: D REMARKS: By: Pete Fischer Esgil Corporation (by: [g] GA [g] CM O GP O PC ) Telephone#: Enclosures: 10/5/95 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 95-1389 10/.19/95 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 95-1389 OCCUPANCY: B2 TYPE OF CONSTRUCTION: III-1 HOUR ALLOWABLE FLOOR AREA: NO CHANGE . SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 10/19/95 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: TI = PRODUCTION ACTUAL AREA: + 210 STORIES: NO CHANGE· HEIGHT: NO CHANGE OCCUPANT LOAD: NO CHANGE DATE PL.ANS RECEIVED BY ESGIL CORPORATION: 10/5/95 PLAN REVIEWER: Pete Fischer This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, Nationar 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 1991 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. 303 (c), 1991 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, plE~ase __ 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. 40, TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1991UBC) tiforw.dot Carlsbad 95-1389 10/19/95 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, CA 92123, (619) 560-1468. OR The jurisdiction's building department. 2: Each sheet of the plans must be signed by the person responsible for their preparation. Business and Professions Code. Please sign the revised sets. 3. Revise "Hazardous Materials" note 1 on sheet TS-1 to indicate no hazardous materials within this building. 4. Please confirm that both new existing and new uses within the building will be classified as group 82 occupancies. Verify there will be no combustible dust in excess of the quantities listed in UBC Table 9-A. 5. Recheck the travel distance for the drying room, grinding room and the rooms to the west of these rooms per Section 3303(d). · Is there an exit path to the west? 6. New provisions in Chapter 43 of the 1991 USC require special treatment of penetrations at fire-resistive assemblies. Provide typical details on the plans showing how the fire-resistive integrity will be maintained at through penetrations and membrane penetrations (Include the manufacturers' names and ICBO numbers (or equal) for any sealant). 7. Disabled access requirements. Title 24, Part 2. • DRINKING FOUNTAINS a) Where water fountains are provided they shall comply with section 3105A(d)1: i) Water fountains shall be located completely in an alcove or otherwise so positioned so as to not encroach .into pedestrian ways. ii) The alcove in which the water fountain is located shall not be less than 32" in width and 18" in depth. · iii) See section 1507 of the California Plumbing Code for additional requirements. NOTE: See Figure 31-3 of Title-24 for specific dimension requirements. • TELEPHONES b) Where public telephones, or public pay phones, are provided they shall comply with the requirements of section 3105A(d)2. 8. Note on plan that suspended ceilings shall comply with UBC Tables 47-A and 23-P. 11 Carlsbad 95-13$9 i0/19/95 9. Show the new roof and column construction on sheets A 7 and S3 comply with the type 111-1 hour construction requirements. 10. The allowable bolt value for double shear with 2 -1 ½" side members may only use the allowable bolt value for a 3" main member per UBC STD Section 25.1715(e). See calculation sheet 43. 11. Verify the grade of lumber for the new additional members will allow the tension values used in calculation sheets 44 to 58. 12. Show the new enclosure construction on the plans per the calculations. For example, show the column sizes, lateral bracing for the columns, base plate sizes, etc. Indicate the weld sizes at all connections. 13. Provide all framing, footing sizes, details and calculations for all new equipment supports within the new exterior enclosures if they are a part of this permit. • MISCELLANEOUS 14. See the attached for all plumbing, mechanical, energy and electrical corrections. 15. 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. 16. 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: Yes D No D 17. 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 Pete Fischer at Esgil Corporation. Thank you. + ELECTRICAL PLAN REVIEW + PLAN REVIEWER: Chuck Mendenhall 18. The conduit and wire sizes for the feeders to "PE9" are undersized for the 350 amp circuit. Carlsbad 95-1389 10/19/95 19. The grounding electrode conductor for the transformer secondary is undersized for the 350 amp circuit. Min size required is 1/0 CU NEC 250-94. 20. Specify the " nearest electrode" used for transformer secondary ground system (i.e., building steel, cold water pipe). NEC 250-26(c). 21. Indicate the total load demand on the service. Complete tl:-ie load recap on sheet E-1 of the plans. · 22. Specify the wiring method you intend to use for this project (i.e., EMT, Metal Flex, NMC etc.). 23. Show on the plan the location of the service(s) NEC 110-16, 230-2. 24. Provide required transformer ventilation. NEC 450-9. Specify the number and rating of all the transformers in the electrical room shown on sheet E-3 of the plans. 25. Note on the plans that all wiring, fixtures and equipment located inside the grinding room will comply with NEC Article 502 for Class 11, Div 2 and all equipment, wiring and fixtures within the drying room will comply with Class 1, Div 1 ( explosion proof)_ 26. Provide conduit seals for all conduit penetrating the Class II, Div 2 grinding room. NEC Article 502-5. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note oh this list ( or a copy) where the corrected items have been addressed on the plans. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER: Glen Adamek • PLUMBING (UNIFORM PLUMBING CODE) 27. Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, .and developed pipe lengths. • MECHANICAL (UNIFORM MECHANICAL CODE) 28. Detail the flue (vent) termination's, for the boiler, as per UMC, Section 906. l Carlsbad 95-1389 10/19/95 29. Provide smoke detection in supply and return air ducts for required automatic shut-off controls as per UMC, Section 1009. 30. Detail exhaust ventilation and dust collection systems compliance with UMC Chapter 11. a) Detail the exhaust outlet clearances as per UMC, Section 1107U). b) Detail required dust collection ducting system showing: i) Ducts conveying explosives or flammable vapors, fumes or dusts shall extend directly to the exterior of the building without entering other spaces. UMC, Section 1105(a). Note: No exception for flammable dust. ii) Minimum conveying velocities as per UMC, Section 1105(b) and Table No. 11-A. iii) Show the required duct cleanouts as per UMC, Section 1107(d). iv) Protection from physical damage as per UMC, Section 1107(i). v) Clearances from combustibles as per UMC, Section 1107(h). • ENERGY CONSERVATION NOTE: Plans submitted after July 1, 1995 must comply with the new energy standards. 31. Provide plans, calculations and worksheets to show compliance with current energy standards. 32. Provide complete energy designs for the proposed changes in envelope, lighting, and mechanical systems. Provide the completed ENV-, L TG-, and MECH-forms showing Energy compliance. 33. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 34. Show bi-level lighting controls as per Title 24, Part 6, Section 131(b). 35. Show the daylit areas and .required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131(c). Carlsbad 95-1389 10/19/95 36. Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131(d). 37. Detail required exterior lighting controls. "Exterior lighting controlled from a lighting panel within the building shall be controlled by a directional photocell or astronomical time switch that automatically turns off exterior lighting when daylight is available." 38. The completed and signed ENV-1, L TG-1, and MECH-1 forms must be imprinted on the plans. 39. Complete energy plan check will be done when complete corrected energy designs are provided. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 95-1389 10/19/95 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad Pl,.AN CHECK NO.: 95-1389 PREPARED BY: Pete Fischer DATE: 10/19/95 BUILDING ADDRESS: 2285 Rutherford Road BUILDING OCCUPANCY: B2 BUILDING PORTION BUILDING AREA (sq. ft.) REMODEL + ADD VALUE PER CITY Air Conditioning Fire Sprinklers TOTAL VALUE USC Building Permit Fee: USC Plan Check Fee: Comments: TYPE OF CONSTRUCTION: 111-1 HR VALUATION MULTIPLIER APPLICATION VALUE ($) 650,000 650,000 $ 2489.50 $ 1618.18 Sheet 1 of 1 valuefee.dot 's:. '~ Q\\aUl'(p· GOLF October 25, 1995 Mr. Patrick Kelley Principal Building Inspector City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009 SUBiECT: DUST COLLECTOR,.RUTHERFORD PRODUCTION PLAN CHECK 95-1389 Dear Mr. Kelley: This letter is in reference to your letter to Mark Langan of Smith Consulting Architects concerning our dust collector inspection pro~edures. Our maintenance staff will continue on a weekly basis to inspect and take pictures of our duct work. In the event of.build~up around the joints, bends and other areas of turbulence within our ducting system, those areas will be cleaned and re-inspected at that time, however, we have not experienced any build-up in the past. The pictures and our m~intenance logs will be available for review at your convenience. If you have any questions, please don't hesitate to call., Assistant Facilities Manager JO:rc Enclosure . cc: Mr. Mike Smith, Fire Marshall Mr. Glen Adamek, Esgil Mr. Mark Langan, Smith Consulting Architects Mr. Richard Merk, Callaway Golf Se~ior Inspectors, City of Carlsbad 2285 Rutherford Road • Carlsbad, CA 92008-8815 Telephone: (619) 931-1771 • Outside California (800) 228-2767 · FAX: (619) 931-9539 City of Carlsbad . M=h0Ghh•i•24•Siih,t4hl Mark Langan Smith Consulting Architects Arclutecture and Planning 5355 Mira Sorrento Place Suite 750 San Diego, CA 92121 Re: Dust Collection -Rutherford Production Plan Check 95-1389 Dear Mark; The City finds that the technical report submitted as an appeal from the Uniform Mechanical Code Section 1105(a) requirement is acceptable with some additional qualif1eations. I find that the level of dusts collected will likely not reach flammability levels under current operating conditions. However, the system shall be limited to the type of materials 'and quantities of materials specified in the report. Additionally, the weekly inspections of the ducting done by the maintenance staff shall include cleaning any observed build up which is evident around joints, bends, or other ares of turbulence within the duct. This allowance may be revoked at any time in the event it is determined that the use conditions or maintenance requirements have changed. Please have the maintenance superintendent, Mr. Jim Owens, for Callaway Golf acknowledge · these conditions in writing prior to the issuance of the building permit. Sincerely, ~--~ Patrick Kelley Principal Building Inspector c: Fire· Marshal Sr. Building Inspectors Glen Adamek, EsGil Corp. 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 OCT 24 '95 ~9:54 SMITH CONSULT. ARCH, October 23, 1995 ·Pat Kelley, Principal Building Inspector ,, · Building Inspection CITY OF CARLSBAD 2075 Las Palmas Avenue Carlsbad, California 92009-4859 Project: Subject: c;>ear Pat, RUTHERFORD PRODUCTION ADDITION CALLAWAY GOLF Plan Check 95-1389 SCA Job No. 95-132 l:nclosure Roof Construction P.1/1 Smith Consulting Architects Architecture and Planning Esglt ,has requested that a 150 square foot cover over one end of the new package air-condition unit in the east mechanical enclosure, comply with the Type Ill -1 hour construction requirements of the adjacent building. It is our point of view that this cover is for protection of the fitter rack In the air-condition unit only, so no one would be exiting frorn the building or the enclosure under or around this cover. It is constructed of non-combustible materials and is more than 40 feet from any property line, therefore, it should be exempt from the 1 hour requirement. If you would please review this situation and provide a determination, it would be very much appreciated. If you have any questions, please call. Also, if you find this situation acceptable, please call Pete Fischer at Esgil Corporation and let him know, as we are tryin9 to clear this project with Esgil. Sincerely, ~M~ V. Scott Caims VS.C/mpd cc: Mark Langan, SMITH CONSULTING ARCHITECTS 5355 Mira Sorrento Place • Suite 750 • San Diego, California 92121 • (619) 452-3188 • Fax (619) 452•3907 October 25, 1995 To: From: V. Scott Cairns, Smith Consulting Architects Principal Building Inspector PLAN CHECK 95-1389 After considering your appeal dated October 23, 1995, I find that the small roof structure will not be required to be protected by one hour construction. This determination is made based upon the following findings: 1. The roof is constructed entirely of non-combustible materials. 2. The roof is not directly connected to the rated structure and only covers a fraction of the mechanical yard. 3. There are adequate yards and setbacks from other buildings and property lines. This allowance does not establish a precedent and is applicable only to this project and for the above reasons. PAT KELLEY Principal Building Inspector c: Project File Fire Marshal Pete Fisher, EsGil Corporation Mike Peterson Post-it™ Fax Note 7671 Date To From '' Co./Dept. Co. Phone# Phone# Fax# l.f S1..-... >'107 Fax# ltaStslJ,> { October 16, 1995 . Mr. Pat Kelly CITY OF CARLSBAD, BUILDING DEPARTMENT 2075 Las Palmas Drive Carlsbad, California 92009 Re: Plancheck Number 95-1389 Rutherford Building -Dust Collection Dear Pat, Smith Consulting Architects Architecture and Planning The plancheck response from Glen Adamek at Esgil Corporation for the above-referenced project, as expected, was a deferral to the City of Carlsbad on the dust collection system. I have attached a copy of the Technical Report for your use as previously submitted to Esgil Corporation. In addition, I have included a list of maintenance performed by Callaway Golf as requested by Esgil Corporation. I would appreciate your review of the submitted information and your response to Glen Adamek at Esgil Corporation if Y,OU find everything in order and acceptable or to myself if there are questions or concern hank you for your assistance. ML/sjmt Enclosure cc Andrew Gracey, CALLAWAY GOLF Jim Owen, CALLAWAY GOLF Tom Macias, CALLAWAY GOLF Paul Hausbeck, WALSH ENGINEERS 5355 Mira Sorrento Place • Suite 750 • San Diego, California 92121 • (619) 452-3188 • Fax (619) 452-3907 City of. Carlsbad -M#hi~iht44iih·l•l4•i=iih,t4hi A BUILDING PLAN.CHECK CHECKLIST ,,,..- DATE: · 'I ~S" . . PLANCHECK NO. CB ~:, 1/3?:'Z BUILDI G ADDRESS: :S-/WIJ/gJ4-&£.t) . . . PROJECT DESCRIPTION: . -r-; ::i:= -,,7~ /J1&>4-t(,4w~ ·<2ef € JU:!/oaes _,,.t?VT( ,i)-e /J-U,.- ASSESSOR's PARCEL NUMBER: )j.,;;...-CJ/::>f )r# . . EST. VALUE l.5?§111l7? . ENGINEERING DEPARTMENT DENIAL APPROVAL The Item you have submitted for review has been approved. The approval Is based on plans, information c1nd/or specifications provided in your submittal; therefore any changes to these items after this date, Including field modifications, must be reviewed by this office to insure continued con{ormance 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 build. Please see the attached report of deficiencies marked with D Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: _____ __,; ___ Date: ___ _ D ~ ~ A Right-of-Way permit is required prior to construction ------------- of the following improvements: ATTACHMENTS 0 Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application ,-. D Grading Submittal Checklist D Ri_ght of Way Permit Application D Right of Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet By: _________ Date: _______ _ ENGINEERING DEPT. CONTACT PERSON NAME: --------,,-------- City of cartsbad ADDRESS: 2075 Las_ Palmas _Dr., Carlsbad, CA 92009 PHONE: (619} 438-116t Ext. A-4 P:\DOCS\CHKLS1\BP0001.FRM REV 05/11/94 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 · BUILDING PLANCHECK CHECKLIST SITE PLAN 1 sY1ndv' 3rdv' ~ D D 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. · Existing & Proposed Structures C. Existing Street Improvements D. Property Lines Easements E. Easements F. Right-of-Way Width & Adjacent Streets D 2. Show on site plan: D D A. Drainage Patterns C. Existing Topography B. Existing & Proposed Slopes 3. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5). On graded sites, the top of any exterior foundation shall extend above the elevatic;>n _ of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percenr (per 1990 UBC 2907(d)5.). 4. Include on title sheet A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: Total building .square footage with the square footage for each different use, existing sewer permits showing square footage of diff~rent uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION P:\DOCS\CHKLS1\BP0001.FRM Page 1 of 4 REV 05/11 /94 "&/:' 2nd/ 3rdv' 'f/ 0 D BUILDING PLANCHECK CHECKLIST D1S.CRETIONARY APPROVAL COMPLIANCE 5. Project does not comply with the following Engineering Conditions of approval for Project No.---------------------------- Conditions were complied with by:_...,,... _______ _ Date: ------- DEDICATION REQUIREMENTS D D D 6. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ ________ ~pursuant to Code Section 18.40.030. Dedication required as follows: ________________ _ Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on the · checklist at the time of resubmittal. Dedication completed by ________________ _ Date: __ . ______ _ IMPROVEMENT REQUIREMENTS D D D · 7a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ -pursuant to Code Section 18.40.040. Public improvements required as follows: _____________ _ Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be· approved, appropriate securities posted and fees paid prior to issuance of permit. Attached please find an application form and submittal checklist for the public improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans signed by: -----------Date: ---- P:\DQCS\CHKLS1\BP0001.FRM Page 2 of 4 REV 05/11 /94 1 stv' 2ndv' 3rdv' DD D BUILDING PLANCHECK CHECKLIST 7b. Construction of the public improvements may be deferred pursuant to code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ · so we niay prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future public improvements required as follows: __ . ------------,,--- Improvement Plans signed by: ______________ ___ Date:. ___ _ D D D 7c. Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. D D ·o o· 0 D D Future Improvement Agreement completed by: ___________ _ bate:. _______ _ 7d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. · GRADING PERMIT REQUIREMENTS The conditions that invoke the-need for a grading permit are found in Section 11.06.030 of the Municipal Code. Sa .. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 8b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading ap12roval obtained 12rior to issuance of a Building Permit. Grading Inspector sign off by: Date: Be. No Grading Permit required. P:\DOCS\CHKLS1\BP0001.FRM Page 3 of 4 REV 05/11 /94 --jf' ~ 0 D ~ 0 D BUILDING PLANCHECK CHECKLIST ·MISCELLANEOUS PERMITS 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, .driveways, t_ieing into public storm drain, sewer and water utilities. Right-of-Way permit required for----,..---------------- A separate Right-of-Way permit issued by the Engineering Department is required for the following: · 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial· Waste Permit Application. Form and submit for City approval prior to issuance of a Permit. Industrial waste permit accepted by: __ ,--____ Date: ___ _ "' P:\D0CS\CHKLS1\BP0001.FRM Page 4 of 4 REV 05/11 /94 =i \ ~11 ~ e ~~ -~ ~- 0-- -~ I l .Q ;i l §:) -l " " ----• • Q Q Al I ~ .!' .!' ; ~ ... ... I.I I.I ti J .c '-' '-' i i --Q, Q, • --• Q , I .!' ; ... ~ .c '-' i -.. PlNOONG QiE;CJ(IJSf ·Plan Check No. tf/f-}J(J9 Address J:)_8{ l(0fberfvrJ., ~~. Planner DAVID RICK - (Name) APN: J\~,. 0(, \ ,. \ 0 Phone 438-1161 ext. !J328 ------ Type of Project aI\d Use 2 ~,) 5/ t;. ac,r) (?)cT. fvt£?~"'" ;.c.e.. I I!/.( las.ire J Zone CM.. Facilities Management Zone ..... ___ :5 _____ _ a:o (in/Kut, # cu-187 (,..,If_p_r_ope_rty_in,_c_om-p .... 1-et·e SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) [2J [tern Complete (9 [tem rncomplete -Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was · identified · rslo D Eo.vito~tal Review Required: YES -NQ L TYPE --- ' · , DATE OF COMPLETION: -------------------------- \ Compliance with conditions of approval? [f not, state conditions which require action. Conclitio11$ of Approval -------------------i-------------- APPROVAVRESO. NO. ___ DATE: _____ _ PROJECT NO. ___ _ OTHER RELATED CASES: ___________________ _ · Cbmpliance -with conditions of approval? [f not, state conditions which require action. Conditions of Approval------------------------ ~ D Califotnia Coastal Commission Permit Required: YES -NO V DATE OF APPROVAL: ---------------------------- San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action~ . Conditions of Approval _______________________ _ efo O lnclusioaary Housing Fee required: YES _.: NO / (Effective date of rndusionary Housing Ordinance . May 21, 1993.) Site Plan: Zoning: 1. 2. 1. 2. 3. 4. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right·of.way width, dimensioned setbacks and existing topographical lines. Provide legal description of property, and assessor's parcel number. Setbacks: Front: rnt. Side: Street Side: Rear: Lot coverage: Height: Parking: Required Required Required Required Required Required Spaces Required Guest Spaces Required ) __ Shown ____ __ Shown __ __ Shown_· __ __ Shown __ __ Shown __ OK TO [SSUE AND ENl'ERED APPROVAL INTO COMPt.m;w)·c_:: DATE tvz .. ,,9r PLNCK.FRM. NOV t6 '95 10:44 SMITH CONSULT. ARCH. ' . i· Date: Attention: Company: From: Job Name: Job Number: Total Pages: Comments: '< ( -1' P.1/2 Smith Consulting Architects 5355 Mira ~orron10 Place Suite750 . San Diego, Collfot"~ 92121 ($19) 4,52-3188 Fax (819) 452-3907 1: i t' " I I ! November 10, 1995 Marty Orenyak Comn1unity Development Dirc~tor Citv. of Carlsbad 201$ Las Palmi.S Carlsbadt CA 92009 I o~Mas4y:. FAX NO. 6199298120 P.2?02/02 It is my tmdi;rstandillg tJlat th~ Cily'i calculation of reqU.ired parking spaces for our 2283 Rutherford Road building indicates that we are currently at a level less t,ha.n code. Furt.h~nnore, th:at before ;i.ny pcnnit is 5r.inted for the e<,n$ttuctlon :utd in:stallation of our S¢~omJ du~, <;01lt:et0r the parking deficien~y must be corrected. A$ you are aware, Cana.way Oolfis diligently pursuing a ''eampus" scheme that will blend and incorpornte all of our locations on ot :,.e=.r Rutherford R.¢;).d. The .lddrtssts of buildings that ho~se Calluway ~ploytcs ~ from 5931 Priestly Orive to 59j7 Landau Court (our most recent acquisition). We have an abundari~ of parlcing, as a whole, th:roughout all of our Rutherford Ro~ Ptisc~ Coutt lUld Li2nd~u Cc,urt locations. Evcn.tually, whi;:n w~ miw At the clesired layout that satisfies Callaway Golf both functi.onnlly and ae$theiically, we will approach the City f<;>r a variance ~o allow ~~~ eame,us" to be parked to code. Therefore, 1 am requesting that you consider a.llowine Callaway Golf to. proceed with the ~urrent plan of inet.iUins the dust c:oU~~tor GZ1d ~\·oid the installation or "4ditioniu parkiilg spaces. 1£ Callawiy Oolf drops t'the oampus •• pl®S, we Will work with the Cicy to bring the 228'5 Rutherford Road parking shortage bac.k int9 confonnance. Your consf de~tj.on will be appr~isted. Sin~ly, J9L. ., . &.~. 1/! Vice Pte~ident, Opettldons & Pla.11lling RSM:dab cc: Guy Wayne, City ¢f Carleb~d M~.k. ~van. Smith Consulting Atchitt s Andrew Or=cey, Calfaway Golf' ~-4' 0~~ ~LL November 6, 1995 Mr. David Rick CITY OF CARLSBAD PLANNING DEPARTMENT 2075 Las Palmas Drive Carlsbad, California 92009 Re: Plancheck #95-1389 2285 Rutherford Road Dear David, Smith Consulting Architects Architecture and Planning The following letter is in response t9 the two outstanding issues on the Planning Checklist dated October 10, 1995 for the above-referenced project. · The parking issue was discussed with Callaway Golf and they are currently reviewing the issue with Gary Wayne in an attempt to share adjacent lot parking until the Callaway Golf "Campus Plan" can be finalized. I have attached a copy of the information I sent to Gary Wayne on behalf of Callaway Golf. In response to the second issue I have enclosed a sample of Frazee color "Remembrance" which is being proposed for the exterior enclosures. This will match other existing enclosures and metal canopies already in on-site. cc: quire additional information, please contact me. ew Gracey, Callaway Golf NOVO 7 1995 C~'f'f OF CJUU,.SBAD ~l.J\t\i N ~ ~G DEH~'f. 5355 Mira Sorrento Place • Suite 750 • San Diego, California 92121 • (619) 452-3188 • Fax (619) 452-3907 October 24, 1995 Revised October 30, 1995 Mr, Gary Wayne CITY OF CARLSBAD PLANNING DEPT. 2075 Las Palmas Drive Carlsbad, California 92009-4859 Re: 2285 Rutherford Road Carlsbad, California Plan Check 95-1389 Dear Gary, Sm,ith Consulting Architects Architecture and Planning I met with David Rick on October 23, 1995 regarding the above referenced project. David is currently reviewing a plan check submittal and one of his comments was in reference to the amount of parking at the building and the change in building use from warehouse to production. As you are aware, Callaway Golf is pursuing modifications to and unification of their buildings on the south side of Rutherford Road in order to form a 'campus' atmosphere. As part of this work there is an analysis of parking needs and relationship of par;king areas to City of Carlsbad standar.ds. Although work on the campus is still ongoing, Callaway Golf's needs are continually changing especially with respect to production. The project at 2285 Rutherford Road was required because of Callaway Golf modifying and expanding production in their building. This is the only building in which this work can be done due to the sequencing of production lines ·and the type of product required. I have .included a breakdown of building use and parking providecl at the site for your review and as you can see, the building will be 6 stalls shy of complying with current City standards. I have .previously reviewed options to share parking from adjacent lots which are underparked by pursuing lot line adjustments to delete property line or a shared parking agreement although I understand that either option requires a Planning Commission review which would take a great deal of time. r am therefore requesting a deference to meeting the parking requirements until the Callaway Golf Campus plan can be finalized. Please contact me if you wish to discL1ss this further . . -----.1 ML/mpd 53sfMirasof?006~c~ra9eysQfe-~!56"W(\Y ~Pbfego, California 92121 • (619) 452-3188 • Fax (619) 452-3907 ., ·"' , 2285 RUTHERFORD ROAD BUILDING EXISTING Office Manufacturing Warehouse PROPOSED Office Manufacturing Warehouse 43,206 s.f. at 4/1,000 = 173 53,539 s.f. at 1/400 = 134 32,295 s.f. at 1/1,000 for 20,000= 20 at 1/2,000 over 20,000 = · 6 Total Required Existing Spaces 3,33 334 43,206 s.f. at 4/1,000= 173 54,771 s.f. at 1/400= 1'37 31,063 s.f. at 1/1,ooo for 20;000= 20 at 1/2,000 over 20,000= 5 Total Required Total lost for enclosure SUMMARY Required stalls Existing stalls 335 5 335 329 5960 PASCAL COURT BUILDING {ADJACENT LOT) EXISTING Office Manufacturing· Warehouse 19,707 s.f. at 4/1,000= 79 8,875 s.f. at 1 /400= 22 44,748 s.f. at 1/1,00.0 for 20,000= 20 at 1/2,000 over 20,000= 13 Total Required Total Provided 134 224 City of Carlsbad 95214 Fire Department • Bureau of Prevention Plan Review: · Requirements Category: Building Plan Check Date of. Report: Tuesday, November 7, 1995 Reviewed by:._C_, 0_Ct.Jl_d---__ _ Contact Name Dennie Smith Address 5355 Mira Sorrento Pl Ste 750 City, State San Diego CA 92121 Bldg. Dept. No. 95·1389 Planning No. Job· Name CallawayGolf ---------------------------"--- Job Address 2285 Rutherford 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 revi'ew. For Fire Department Use Only Review 1st~-...,.. 2nd~--3rd __ _ Other Agency ID CFD Job# 95214 File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 I I: I I :1 I I I .1 .1 I ;I J ,.,, . :1- PRIME STRUCTURAL ENGINEERS 2614 Gianelli Lane Escondido, California 92025 Tel (619) 746-4611 STRUCTURAL CALCULATIONS ~~~~ ~ c4/-, Cdr,ec,11~J I t1-p17L, 1~.1.z-~,/4~ .If\ ~ Re;v, ~ep CAL.(.S P'o~ AL-1 . f'.<6,.JP, ,.._ Re-,,,J:1!: ,~t-t r i.v/ ~ ~<11J ~ ~ ':::,T1Z_~e;.5, eeLt-EF • _M1Gr€0-L..At-1 a,e,..if-0R.<:,1t-Jei_ AS ·rt-1 ro R::-5 : 1... ~ .. A I -AB /4.1..--re:1?..rJA."1e LO M$1<.. ML/ To HLC:::, I Re\JlS,e;p M-e:CM L LA;'"(ou7 ~ C.·'1<-rt) /(Vr/. •/0· 'J?/)-l:, L1"-I~ 2 16e1we-e-..J ~ i,;.4=> ,¥ F, ;, · R&\IJ~D Rei.Jr, 7o a»Jol /Pf /6,. 1~-, -ro ,,-::,7.... . ·Iv¾-'-( l>otN.s t>,J l,.et,Je 2.. .. It;--/ _i;:, lc-z. I I ' ,. I I I I I I I I I I I I I ,I I I ., . r ·\ p---... ~ :.·!~~t:, i / , ... -~-·~--~:·:·:,-· ;ol,:?.h~ I ,. .., ... , ... -·· , ... _;'.l~-=r:> 0AL-LA.v-j~j_ R.i.J""'(H E.f7 ;::"o_r.:p P~vvy;;µ ob)_ t7;_ii-rJ Ct--rlf? ,N'O, 7'-;5.°~'; !.3~7:: :-::: ::: ~:~·-J :.:.:-ft,-;. S7"~vGTL.Ji~A.L Pc....ArJ CHeC~ C.OP-ReC11;1N $. f. ·, ,. f~ CAl_C. "=>Ke:.e T VN-,vE . ll CtZAIN ) Z, ~E:e -t?..8'v1ieb CAL-G..5 FoA.. M,e;I< LvMie,Er.:. 'if AW,,.u.;J A,J<-e: FO?-.. ie rJ i:;;, t-1c_, a;; e> o t. 7 0 • ?. <$ea-CAI.C 6Hi3::f~ RI~ 12--.2&, 4, SE:8" C.A<-c... S¼ee:-j 5. ~e~ · q,..LC s~~e. 7$ foR. S7"~.;: $ R27 f'ok_ f~,Jr, Sft--tc..8 c:AL-C. ( ' A/ To A '2> rc::>t4-,1p.,o '-'f>'1 s CJ-/e CA'-e.J> 0, ~e CAt..<.-SJ.1.ez,5, R€ re ,{,.J7 '7o /f ri!.v u-£.D CAL.c_s:. -K f 7o I-<. 2 <.., ! f LJ'f;,c 7.#t,LE: zi-:r-A-~. FoP.. HS/Z. A'-LovJAf:,>-£. F+ -:. /,925 k.ri' x //1..f; LvM~/€..~ :::., -z ,+o& k.,1 I Z.toc-f -2 p£ M$t<.. Au...o..,,;~1..'E. F ;(: z: '2. .4-oc k-;/ 'I( ,.i.; ~o~ f -l.4-E: M. $/<-_ t ., e == /,Z'f / · b.,' > At..<.Dw ~ ~ .&7/:1 ;,,, /,2~ :: , g44 V'$6. e>rJc.:·( /4-7-tJR!Jltre £>-rgf;1.-R.a)rJ/; oR. A1'f:(),_,JA7e. ><.ri,.Jroru,e.µ -e-iJ-r fiYZ De-1t't-tt.. t /$5. f CA.u '5HecT i€relZ-1rJ4 1o CA_U'..->rl~l [<'It:>,/ FRNf' = /.G.":> er I<;; ::,-ALl.Owf,. :: (.c.,1 s )( 1.2:) ::: • 344 :. US£ · '2.10<:.!?(1_8 € Hsi<.. Ft.. = (37'5, x r.2:5 = 1."lb <o?:s,' I I I 1: I I I I . , I I I: I .1 1· I· I I· I 11.) , , r = 2.~7g ?- "?ooaf/ 2 A £: //f'2.> x {. 'Z~ 'Z 2. ,4o(p k51' 11 ~p.. '?· .o f/J'j k'!,,' > 2 ,4-oo ~ L 'c. 7 3~f /z.~e 1-1c;R (-7.,{p5o X 1. 'Z ~ ) -= "3-'8rZ-~:5{ =- ·- /\ F:-.:: .• :: ·· -~1~i r \ ST"u .... --, ·-.. I . -: . ... .., ~~~::: .. : . ..: : ··----I , ----ENua«_':·::_:1 ~::i_f;_: Z._ ! ,-Jo ~DOD. A,L-L--tY(l-(£.,z. 4)tJp1-ri~5 ~1i'1<r 24-ob .P /z., o i:::-r-i 5,a.__ Aa- 61< 'Bi' 1tJ sPE.c.-r10J • f'2.,) '?G-~ f'Lh-JS ro~t.t-Je,l....,,~UR,Es ~,-.l<;-?:. Fe>~ 014~'2.Z.& -r-s s ... ,s c::.c:,u.1r1 ,J s $e~ Pi.A:rJ s 1 DeTAu.-.s 1 /s::i ; 2. /<; 3, 7 ,C&, / S 3 • F"of.. pRA_ CttJ~ .SEE. H /"::>~ ~ I z/ S '½ ro 1<. Et,J Uk;:U k:6. C.VvuJV.;J Pe1ArL-s. 4;>13e C,, /,;,3 Poa.. i)/.\$e. ft_ De:.T~ ~ .5/~s. foi'I, CDi.,.JM.J ""(.Q 1:::iA% Wa.D,.s ~,e-I /-s.3 1 2./.53 1 4/':3 fo,:2. ~i71 ,-;-::-1-::/:_ W &-(),N~ ?61?; /1 / ~;, i 12-( $ ;,, I I I I I I I I I I I 1: I I· I I I I I f::i,) B, c. P, ::. 2 .,__ I.. .., u~e: 8000 lb . f<.~710,J o,J ~1.,q.3 _/4.SS-c.JHe:..p 1.0 ffous€ l<6€P 1/Jc,.. ?A-o. tb . oo l .J-,/';Jo k~-f = 17' :><I/,";' .er 1/\} .S/"'cc--· "?rJ ,, . 't. ~ C:OtJe,, $i.A-0 ~' e, lrv£.f"-c..7, r;,,J , !501~ LA; 1 -'2?-z..c, lb . I I ~i;:, M~A c.-~ icec, ~0. ·Mou$!!. t<~1 tJ<r P4o el!:;r-J'f:A-r11 i?e.A:c. T\ -oAJ A'T ~t4,?> : J i::. -&,-=2::..;..,·=:2=&-.---+ ,/:,l: = .'2./4 l..,,'f'. ~ >C:..4t:-,. OX , e'/ ,t-JsP-2.c,, ;;7;J + , l'?o -= • 2)o ks-3;- (p .._ ~14-13. Ot<. BY 1iJsfc'-"1"10,J. I I I I I I I I 1· I I I I .I , . . , I I (j) f'~ Z,o v j, i-A PitIME JCJ iS-3?>~ l ' ~ STrtUCTU~L r,,,:: 10/z.3 I ' .... ENG·--·--~-,.. ~ I I-· 'Ila ' ' o-..:,_.\o.) !::-!T_j e::-tJ.-. e , DU~7 c.01...u.c -ror<_ ~u Pp.::, R. Tc:;, ~ ~~ e, Pi-A-,Jc; P,..,,..i o ,-J «s -3 f==o P. Col..) u H~ 4 Go,J T: L , F-r<i .r , (Ea, )A)F~ M /4.,--r,~,J f l<,,vV / 0-ec> s~ ,5,Jj'C>e,te ½ EN~At--.; DU';:,t 6:ll.-c.e ~oa, ·w7 -:e.. ~ '2-L., Huwet1€.a. B..'<)v-.J~ H4S ~,J ~e'-c.:>CAT~ ""to S.~ t..et/~,._ ~£a A , f''2-EV011.s (A.er, e. ~ 'er-! , c.. L.)AQ•r-.1 c; s Pe"< s rJ Y Ocr-, 4~tJeY-<A-i-; tJFo . As ro~s: I -------2A £..0,J·c. -~---::,. r ----_---_- I I ove.1<. Tr1e:s€ -rwc, C:OtJ7,,.JUb\JS ' c;iJP{'oR"T"' ' ON L '£' c-u :::: G,2. lc =-2 X 2.4 1 _!._?_/ ~---f (Z j(, I;; 0 ) "' ( .{;,/ 3 k .sf J,o I ~ '2~',o ·/i;;/' M ,t,) P~l{{(.$01-1.--f?c.~, I I I I ., 1: I 1· I I ·1 1: -, I. :I I I I I I:>) <--QtJtP (c:ffi = Z,o '- z ,o'- 2,9o -(2 Y,1'$"') , =- 9,4 -5, 4 k 1-1 ,,J . \J~L-c _or r14 :--.:...-=--=?.'--.4.,...._,_._1 ·...,.-.-'----' ':65 t ,J5o) 4-z.:,<.o = PG) -;:; 4.3 k ,-...,~, --'38 MIN I A P'"'J'~!l' J::JctS-3_, ': 'STRUCTU".;·\·-Lc···cW/2;, :.~ I............. .. '"" •"l-•-__...,;,.,., -·s:. ENG:~J:::r.::.:; c:,T...f~.:-5. 1 -- z,_z_<,4 ·N ~. =- 14-IZ. fJ. '2-- Ac...\... 4 or TH~~~ GoL,, A~e suffo~-r~ ey C-0 M (},; IN {i: P Ne;, w/ I.AJ/4 w z_ (,) lo-( ,.J s ' F-t l= ,el& j/ s-r • OJg~ T uvt:d 1 ,Jc; , ~ Pei) c$ ~ ~6€ Al..~ 0 C..01"'1/BIIV etJ F7t::; c..Mc-w/ vJ t4 C-o1-UM "1 . J.--oA<,,,J ~ p~ Cfovt. $t1E.e7s ES 1 t::91 Elo, I JUL 2:1 '':;4 l:~r;,-.29 ol·ll TH CONSUL·,. ~RCH. .:.. ;. . ! .,,· v "! .!. ! . "l .; ;~;t; w1 'J, w' , oJAll.iJ iii\ 1.1 ~ 1\ ' .,, -w-.· SnyderGene,,ol . .. ~. . .. , •' • • V o PA~e _ L -I . oF _ .::.f __ -· CIU-CS. BY/ t :1 (' L._.. DA 1 -., +t (7 2. ~~. __ ; Y CHICO. av P::.,AU e CAY!; -1 ... t.J! .. t-·..s..4- ?R()O.!OEPT .• .f'v,,,~ f_td._Y.u L ___ ~---.._.~.,.., .... z ' P j j', .. I , f . -••• illlfl w••....--,.1, .. •••:re 1• r I • l . I· \ . : . : . ; 1 !_ . : .. ~; · i I : : : : : I . : : · ; : ·· . : ; . -. i ---i : : ; . . I ,,., • •• -I -z;~f·.P,1e~ .. -.. .,, ... ; ............... ~ : • !., • ,.. ': •-• •"· ,• • "' .. • .... ~ .. ,.. ,. "~-}-~---·· .... ~ ~·~ I· lie i/ ;,;fr :· · O,~ ~ J .0 f.~Y. , .. --i -. -.z-:ono;;;r. . j 4'.;7~f .Z,b4" 7.4' ~w i . ./.( i~ ;;-, : "it:7 ~ 1 r--7 I..... lil.. . < ...... w . .-. : .: , : ........... ! .. ~: •. 1. .· .•... : .. .-.... : .... L.:.:.~~:~~ .. -·~_.IIl.. _ ..... ..! ----· : .... : __ 1 ! . l • . , t .. , ... _ ... _ ... __ · ___ ., ... ·~;-;-;;~~;;;.~;.;-;-:-;.-=::~-=:.:i;;~-;;;;;:~;,-;;;;.;.;.;.;;-;;;;~i;-==~~~"-:1..,.. ··--· --.--·~--~-1 .. ··1 6 .z "'+Ope v. . I I' a· 1· I I I ,, 1: I I . I ~ . J,Ot:j Oper. [IJ J.or} 01e0 Je,Imit: 't, 1J-r i,, r:; 7, r ~ .. + } ... ' ~·.,.· ......... (t}i(Y':~~l,ft~J) 9. ti t-,.o,,,l;: i 9 t if ct"; .1he1'Y' t'f Y ' .... -........... ·-.. ·-··--.. "' .... ~ ~-.. ···-------·· -,f~~'Ju;; -,~7r·-- -f., r· / e 1/ ,n /e I!) . l1•i JYL.,4-t,.,'':14,14(:,.:::::{ :,j'I.I.IH 1.:Ul'i~LI. HRCl:j. H_. :·,~,; f·. ·.-5: 1\ ... ..; ! V't ., , _, .. P~GE _ __, _____ OF , °'f.f j -J_ -£7!:i:--f?:/J'~?·r r;.it . . . =:::~.:. :~:!.IYLYi: . :• , . . LE e Q fj, ~ ( /4 YJ f-W? fb J.q!,n,t I (t C .. /.. Q ~ ,/ ~.tr/j IC tJ f(J . PAOD.iOEP'!'. tl.z w c fr,,, Y'.1:..L ..... _, • _ :"=:========:::;::::========::::::;;:;-:=::;;===========;==·==--7 ~----- · I! ·_: ;ke ·{·:{ AAf ·iw~.;· R1tp'~itio·o1rt. .:.· -~··_ .. _-· j .. : . 1: .. ··:.. . -~. . .•. :·'.. : ~ ·: '· · · i · ·· ·-·:· · ' !· ' ' •· · f : · .. · l · · · · · · • ··· I· · ·i • · · • j · · 1 ·: • • t • ••:•• • #"••-•• • : "-/Jft:·-ff.• ••" .,.M ... "M•----••-••• .. ,,,, "••• :--••-•• • •• I• ••-;--· ""••• _,., • """' "" ••• •• • •••• r-.,•-· ••• • ,.,,, 1 · · i · · .. I · · .. , · _:_ · r · · : : : :t -:: · · i . : · f · ~ : · : . : . · · i : -· · .. ; ; , . . . --, , _, : . = . b· 1. . . . . ~ I ~: 'U&~.£ fl· / l · : ... :· i '. : I. :. -!t.~~-/~.i,) ·£ j:.j. l<~fr.; I, · · · J · · . . ·. ~-: • • I . . ! .. ·· . j ' : .w 11: ~' :·. r:. i !~ ( 0 · 1:1". · · · 1 :· . ~ llf; ! ~ ,: __ .... ~.. ·· .. : ... i.:... ..... ;:: .. h. · ·:····,.J,s-~~·-;;·-· d .. o·n·~·t-r.-,••(.t., ":t.1·· .. /.----::f-::--1•7 ·UJ~ f·-,:,,·-f ,J.:~,·.-.o·J'··· .. -Kl ,,,.,..'?fi'f"! : . _ -~ . llfrl I -H;1r ~j V V · yJ,. \'-tr,., I "l '( JJ"J ~ rrtY, . Or. . ~,, :/... / , .......... : ... 1 , I .. : . ·' • • . j • . .. '1 . : . I . .. ' . . ! '-·4f~L fL.r..!J.h/ Af -~ 1f4rte ·jl"+i4l,~ · /<;of" ~C{of9t: .. _1i.,!,;_'J:_.U,Zf.J} ~-· ---. . . . . i . I . · , · I , .. . . 1 ... , .. , I I J: I :I; I I I . . I : '. · ; t"h11'1f'fer: · /ff(_6 ,, (1.(sr) Inltf . . )t:...._ --~ .... ----··--------------------Hg--- Air flo-lH' ) --.. I I II1 .. III-~ tff'Jj/) f c~_hfff'.,,cf1oJ1 te~,fVl~.fl, offf;;./ q,./Jejf'/t-/7 qi/'f' ./~'(~'/ rf;" I-,'· G-r!{vify 1.~ qJ.r/i--··:,R~to_"'.C/&tVJI: .f/ll'e~re.,/ fhr/)~(j h rh, f...cfv-Ct:7Vit .~ I : .· '. .' · .: /·., }t/ I,. e 4/ /' f ;?'J j,. ly, !')/.'1#.~"°fev-: P,r.,tfe.t lfty">ifj h c.;-1~rr11 L .-l)t.r l f t, /ilc,r!/fy ·;,,;,·n ft'onl 4;e fo fht 11el~f-:,,-e ,J1itlt .. _~_,,;11~ .. f" . I ' I . • r~v1>?J4tti,_n·'-~.1JJ P/:Y'e to;1fJ"'()/ftd 11V I ,:;w:/ r)")y t/J , f_ff'. -~ir.ie:'f/on fft'fttJ4it"'l-1t' To ::,n/,.f Air ,~/ow, ,~of,._-!/~;'Jt_'; (q;.e f1e'lr: p,-,,,,,te'-' fh;;o..,,~h the AnthtJtlo/'li Jf /'hr-P.~fpr{/N?f ,·'l/f' · urlt!YIJ/v ( ,,,!/-/lfJ11v-t(i tAf' f~ -4;,4 c,rt 1t'Y.: J, i \ ~ or~tz.. C,t.,~~f/...· -+- I "-\1\-} i'~r' 1tJe:,~T\P.. 17l.-O?I;:.' WT, ~ ::::. 1~,0(;(), e,>' .. I--IAV~e,~ W"\, oil-~ ?,~oo~ Mor(}~ Wr, -:. ·:;,t,(l() ... -:_:;;.. .~-.-·: . ~~~1··•·11L:.-~W\.J~.~~~. (,-'('_P, ti-) l~tiLAToi:-. (-r"(r. ~) fL-Ai-J · ·vn~-w · ~~ tp;.JC-r~·ie.r:e tN~~ilA ~A"i~ °l ·. 1 \).· ••· ~l-~ · .· ~ . ~I~ ¼lv~t,;,1(::.-'Z. . , . I ?t,\J ~ , Alo.U,M O 12..? · · · ~,..,.. (4') / ~w. . 4,1pe, Yle.W --71,.JlJ e,~e!S I I I 1: I 1· I 1· 1· I I 'I :1 I I I I ,, I C.Au..1-, ·.J.,1;,., '1' t?w --;-:=-{-ar· r-:::,,-; ;:; -Pe0::. ,Jc:, orJ -r. :z. -KBvl .£E,.i) c;.,A1..-ctJLA11ad s . PoR. ; I .. ~ q< ~ 7 1 o· A r:-... -.. -~.L ..... _.,,~ I · r-~••r·· · · ,. ! · I \ .. ' -~ ~-. _,_ . . . .. --' : I ~-:.a :. : : ~-: ~: = · -: _, ~ i -I /2EcALC.. C..-v,JQ:;t.),J IA ro-P-.. ~)01J-5,,.c!t.55 ~ .1(£uE':Ve G_-.,,...JD11"lc1J A2-/ l i= ' I pi) = ' ?'2 Lt a lo, I \{ -= i.4-cr e -=-o, o •( H =-t?.~{p d. JCt,o~ r' WL =-,12.-2,~/, p {.. ' =--,2B e '?~.'} { ou c.:r f',. ooq ::: ,12.? 0 /-(1£: .5i"A.J = )~.,i f';. l'w, <rl . 'loo <2...-<P,7a I ,:. p Mr::.C'I-( --.~'? ~ ;34,7 r I I I I I I I. I _,. I I I .I I I I. I ,. ·11• ·---------==- M 107 -=--?i.o c t.1q-a r 2,o.Ci4) =- · 1z.. , t1 ~x,.s.r = -z-5:·i r--11 f,/8,. L,..) .... 3 !$ I I 11 .. 0 .,. 1~,, ~7.oc:; I If· W "1-nE-.,J P.e.lll~ ·"" (. Zi!'Z .. X-z.}13 ){ 1800) -~z.-;, -<. l'1...'i_ 400 ) "Z,c,dao · ( 12,oo }( Z,0 3-S, oCf "2.~1~ )('I~) W ~ ,/ 14 of .rz.a Y. = , ZAZ. l\t.LOW M o,J t?oL. T = I( /,/ID /e A'2-2-- . GX/STl C,.t-P Z\ Y 22. ½,_ (-z.) /_'34,l' :--: I ~ '1- t-'f I c.iGQ-L~ A . • -I. C.. r,U-OvJ V ft:(). -~;,c. '$~ 7M~ 'JI!. ~ f.c''fJt:;/ 'P.~ c:;.H~"1.._ zltz_. ~)1;)£ ~(CIAe-1...ICr D,: ~C>t.,( ,S ~ -~j1=,~~l2. -,:: 4-4, ~ It o,e.,_ ~ ~Pre-f(oJc). I .I l. I I 1· I. I ,. 1· I I I I I, I ,. I 1· M 107 _-=-.134, o (HAX.) 'I ) ( ?."79'8 J Zio,'14 =- 11 ~x,.~r = -zS. i M 1-ievJ "" )0,.1 '54,o M Re;.ri-.} p!-,-e..J -: H io-r rJ e-w IZ- ~~-1-:-2.S".1..· i.o, I ~ E:Xt.s"i -::: l1'cOO '<s\ E f<'e,wr· :: -ZC)oo k-s\° A2-8' t:X /sl"2:_ 4t..? z'~ y 22. 1·:'.z_ Z.5, '2.-- 11'\e....1 f(~m~,., c. i"'~-X1.:;,3 k 18ov) : B48. ( · < (1..)(24-5-) 'Z-<:,c;;,c t -4-9 o )( -Z, a X ?O , / , ) ("2-31.$)(1·~) . W ~ ,//4 -1 .rz.5 Y, = , V1Z Au .. e>w M o,J f( 1,/18 l- =-__,_( -z.=-i+l G...!.!1...!..!,-,..U.,,-L)~-:: ..., ..:" •• r,. .;;.:::... +-I ,v + r. 7'7 4 Z:- ,Au..o'-'I.) V r~{.1, ,Uipc.. ~7,,::, 7.A~i..e. :=. I,. f.o :,:,o l.. <SP N.-1 WCc D( ~Ct...T5> -:. .81.4-Xi~ -:::: 44,? • ZA 2-k(, c::::: 4-90 G ·~ ~2 .o.c.. ~Ac;.~ • i.. 'PBL. c;.1-1~.<2... '2.Y'z. I.\.) 117>~ '1 O,C,., HA,?(, qRA-c,r-Jc;.. I 1· I I I ,, I I I I _I I I ·I 1: I I 1· I Cor-1]21-r,oi:,J l.P. 4 .>c I'?.. S S.. :11,:o, '= }8;2.p M~ ': (s, .. G'7 M -rB-'2) f' 'S--z;z. $'a !;> s -= 73.8'3 J. .415,2-B .. , .. -- Mq.ffaw =-(z .'2.'7o }C ,~, e~) ,:. 1-,_34- 12. H ex,sT -== & .. IP 1 Ht-1e:w = /8.23 -(,."1j :: J/>54:, ( M t-J E; LJ A'-t 0v-1A f,?-t.•E. Jo ,a;:;,, I ~l , ' f>t'-f -::J.. · /'Ji, '/34 -(,,. "-1 -= 7, (7.· fc. ==-11.~?. -7 .ri; =- 11, "J.4: I , '?) -x to '-P 5 I I o/ 7-'9 ~ (°2.> .7 c.. )( I?-j (2-)( -Zt. ~ o/) /, 0 4 5 2 -/ 314 1-( l\l 7 t H /CA o (.,.,d/7 Of<-., 2.-2..xro ..-M.j I' DOD X I. I >c /, 2 s :: I I 31? ,', 0~ I I: 'I I 1· I I I ;1 1· I ·1 I I .I· I I I ·1 IE __ 4_1' _x~11.._s_s_ t./\ -Jr,,'?;,/ fb ~ 2.,2 >0 s ..,, 73.8'3 1 = 415,2-B Mallow = ( '2 .'2.'7o )( 1:S. 6"2_,) ' l'? ,- H E;x, ,:;:--= .., t &, -z-i I, 7o7' -= I&,. 3 / Mex -= (,, 2.7 = I "3>. B 4- M r-lt::. w = tit. 31 -4,,Z.1 -= /t:?, o 4. f c. =-lo.o.4 -7 ..-?.'? j,o,of- H fi\ .. 11Jf" = Jen~ 8k.->< to. o-4 = , 1.7.1, 3 &·-l:41$..$ I' ~,24-'' /\ r-:-.:~ ::z J:3'9''5,,'55 , \r-,·,r-··,\L"·-c I .. • ~r... .... ~-·--., i..-,-~1-__ ,~ -~ [~::::::::::::; r·rr :-:: .... ,_-G'..,__ 2 3 tr I -f ¼ ~ 7/f H/~o/..,.4.(1 OfZ. 2. -2. >< £'o ..M. 1 ::= !'77, 8lo ( X 10 Lo,J(i, 1,375 C)/,:f, I 1· I I I: I I I I I' 1· I ·I I :1: I 1- I _I l I IG. -:z..g /7581, 4 J'1A1..l,o<.J = (Z. t..~ 5 )\ /((-f,;,-,.2-8.} -= ·-z-3,0,'7 I 2. M e:XJ$i :== . I S I, ?;.4- Pc rn .c.,f&. '."-: o/1, 3 r., ._ == ,. , 5~ //7,lt,(,.. • [; J:fJ~ )( /7 ?t>/A· ){,;a) _ 2,o , 177 l.-r::,AO "TRl\r-l~re~ p'( Zo1.-r TteOM ~'l:l~Jf-Jc; 7o f?..€1,JF. I., '4 ,._ ~ z..z.'+ 4 ,u:, ,_ ,t-~ z 4-~ . / 77 ;= ;2.4-is 1</ n: t:> i . AL-(..-Ov-\ 1.-oA-o 'O,.j .!:oL -r I M ;· (Z.7,0 X' 0+(4. '~? ) :;: \jA:: czJ l,t_( ~ ) -:: ~-1~ t-1,0 + '3.'? 4-. T /,// -8 '2/2 ~ GP 3. 71&, ~ PRIMEJOB~ o STRUCTURAL DATE~ ENCINEERS tHT_ -~ At-t.o 2,o e. f"b ., 2'1·7'~ I I I I 1· I I I _J ,- 1 I I I I· I I I I ~ r-110, ""' t4-B. - f'1 ALLDw = I \ , ' '\ '5 {p 't.' '7 ') l,407 .?.. ._ 2. i~ 8 ; .-~&,-°/_, 5:, 1 -"'----'--~ . __,_ I 2. M e:x1s1 -: 8?:, .. 'J> M,o-r -Hex/ST --11,Je.,A.) -::-{'f'b -B}.~ Pc ~! -~ __ 1----19A<t r,4-,o? e e x1S1. = /, e x /o ~ ). ~ X I~ (, = (, '129> )( 4>_407...2,-} ·::: ---'-- /,..cA-O M-=-A \\ <...7.s-_ + /,0 + 1,7'5 4 2. /',// 8 2.-z~4? 3.11~, c_ T' .4. PRIMEJC3~ ~ STRUCTUllAL D.~71: 1...:::--.::. ENGrNEE~S cm 7.. __ 1.-1 • Lt '2 -1 '/1r-x \ B ( -· I . "11<=-~o -l-AM l1J1.. I, i> €.. -I f<.i:,o. B -< 1100 fb ~ uz..s -::= , zto r- I I I I I I I I I I I I I 1. I· I I I I (, v _f_E_1tJ-"-F--'---10_,c_,_,_-"'1.'-'---Y...._z _>"_2..:_7 __ 9_-P __ -:-_C_o_,.,.,..=.D _ __:_,_/ H - s :: :: '4-(00.t,, t-1a..!10,_J .. \ 2] Yi .)C~ 0 7;>, 1 ~ ) ::-<o13;, 12- Pc.. = ~8,. ?. -31,op ~B.f. /,_B J./oG> /.B x,Jo'° . 190 .I iJew f.'~P = j../Cjo. ,) (4100,6' )( r.s J =-,'171,./. ,· 7:-.·~ > :77'1, 1. · j A ,--,qc::-~ · n, PRIM!''.'·"' _, -· ; :' \STRUCTU:l,\Lr ... .: ' " ENcn·---· --:~_ --~..- 1 1 a,h...:. •.•• J!..:.J ____ .3_ ,A'Z-1 I 2. -I¾ I.ft x/4fl M IC/?.O -(-A,r1 .L. B ~ eA s,oe A TT'ACf-( (0 "?1.i?~ C>y ex 1 ~; Cz1.--p <21-1,vO kT, I I I I I I I I I ,. I I I I I- I I ' ,-- 1 I J' '-r., ·1r'.., ..., I , ~-S 1 t.,7 , / ••• ,.. , (.o J. =-= '4-{DO. t., /1~J!o._J .. (2-_:1)1)C_?o~_.1sl =-&:,Cf,",?;, I '2- ,q,0-39,8::: ;:A,"Z. ?'L ·-:; I -?.c;, 55 -~--::9. s, g;~'<S""( ::---/ ,_3}1 :X10 {.. .·. r:».t' C GN:§w .,/!'. }. ~ >-lo<-,~ .1. iJ~w (?~p = _(,:Z..?1S2,J 41D~.~ )( 1;9} · ::: r-.-~ /.' . ~ ( z ':{ ;,95 ) . -'(a, 0 j ('(~ 0\)10t;. O 1 K.,~,,-J r-: (.; er, '2 = ~ '1'2'? + 4 (t>O,(. A PRIME JOS 9'.S-J fi~ STRUCTURAL C.~TE~ /..::_ ~ E~,c!r!EE~:; r·~1 -le, ..,.,,__ I --------j.'.\'2-5 HT07 .,.. 7S. -z... H e>-:: ;;,13 .;, I. '/o;g,7.7 2.. -I ¾-l-( f x IC::." • P-,1-1~ ~. ~[ .. 3 e: iz:-A SIP€ ATTACf-( 10 "?1.i:?0-; ,or::=- :6 /\ I ';-:':;:; c;, L--P 1,.. 1'"1 Ai.. (~crs )(z ( 1,1, S )( . 1 t 4---+-. _12-B ) -= ,@?4 Yi LuKe1,.,f : I s"={t-,JL• I 1· I I I I I I I I ·I .s3B I I I I .I I I SPAN LEN8T~ = 29.50 ~t (Si.mpi e Span) UN I ~OEM LOADS O· /ft f.; ft) Xi 0.123 POINT LOAD3 (t ~ ft) __ Pq Pl 0.32(! (l,(i(;() P.EACT IONS ! I'.) LffT y,-,,L D23d Live Total 2.548 2.528 2.528 5.!43 MAYj_1µM FOJJES:.-. ______ _ Y ma~ = 5.14 i: @ !).(ii) rt M ma~ = 51.27 ~ft @ lS,93 ft Deil (inJ X lft) 14429614/Er li.75 Live 701101~/Ei 19;75 7418805/Ei raicispan Br ace 5pac i ng = 1 • 1)(1 ft Douglas Fir-Larch (NJ STRESSES (psi} Sn~ar @ 111 : V = 4,59 k@ 1.88 ft fv = 125 'i ., !.J.l Ji Fb1 = :27'38 fb = 1916 104 Z (-- Liv~ LDF = 1.25, Cf= 0,93 DffLEGTfiiNS Un) iE = 18(H) ksi) Total = 3.36 = LI 140 Li VE = i. f,4 = L / 28"3 Dead = i. 74 I H I SJB I I I I I I I I I I I -~3E I I I I 1· I I -------------------95-230 slml2vts0b414BTBEAH A~ALtS!S PRJ6RAKslpSv!s0b4148T (6.6Uls0p!0.00nl2v0s0b3i SPAN L~NGTH = 3'3.50 ft (5imp1e ~par:, UNIFGRK LOADS (kif; & ft) 0, 1 I4 0.128 POINT LOADS (k ~ fti F·C f-l X 0.320 O.O(H) (:. 3-¼h (!. 0(1(: REACTiONS \!'.) LOAD i)ead Live fotai 10.00 ·~, 00 LEFT 2.933 5. 4ii1 2.730 2,52B 5.258 fit\i.I_MUn fORCE=S ______ _ i_; ara~ = 5, 4b l~ f1 0, (H). ft ~ ID3~ = 52,i9 kft@ !~.1& ft [ii:,LE~-TrnriS (Ei = Kiir'··:2) LDAD [!efl ~ir.) ;: t ft.) fota·l :43137%/EI 1'3.62 ~iY9 70i10l~!E! 1~.75 Uc:aG 73:)2~)75!E! rtid;pan &r"ai:t Soacinf: = i,(H) fr Douglas Fir-Larct INJ STRESSES· (os1} Shear @ ; c' : V = 5.01 t@ I.BB ft t V = 205 i V = i 34 b5 i: Fu' = 27'18 fb = 2%':t 1% 'i. <-- Live LDF = 1.25, Cf = 0.93 DEFLECTIONS (ir,) (E = 1800 ksi) Total = 3.47 = L / 137 Li ve = 1. 64 = L / 28'3 Dead = 1.83 I H I s2B I I I I I I I' I I I I s3B I I I I I ,,. I ;1,n 12.v 1 s~Jb4 i 4BTBEAM SPAN LEN}j T~ = 39. 5G ft UNIFORM LO~DS (k!ft k ft: Xl X2 0.114 0.128 0,(li) .3-3.50 !), 32(: LOAD Dead (1, 0(~(; 0. (1:j(r OJi(I(; 1 (l. 1)(; 23,(K 1 7, i):) 2.845 2.52B 5.373 M ma~ = 55,9~ kft @ 18.29 ft Dei) (in.! X l ft) i556422biEI l'j, 63 Li V2 70110!~/EI 19,75 85524Bi/EI midspan P~s, Moment Lu= !,00 ft Actual : 2.5h x 22.5tt 24F-V4s08 DouQlas Fir-Larch (N) STRESSES ( osi) V = 5.02 t I 1.88 ft Fv = 2% fv = 134 E,5 'i. Fb' = 2798 fb = 3185 114 % <-- Live LD? = 1.25! Cf= 0.93 DcFi.E:::TIONS (in) (E = i8!)(l ksi:l. Total = 3.64 = L / 130 Live -1.64 = L / 28'3 Deaci = 2.00 A_1--II I s2B I I I I I ·I I I I I I I I I I I , .. I sOB10,'2(l!95 ------------95-330 r A p;:.::.:E ~=Jo/17-3~0 SPAN LENGTH= 47.50 ft urm.e?.M LiJM.i:: (k/;t & iti ~ti v:l Xl (l, i!4 (l,t)1)(; i.000 (l,(i(l(: F'.EACT! uriS 0:) LuAli fiea6 Live Tot2.l M:.XJMU~i FO~CES 0, (H) 33. (H) :3.(113 (!, (H)(1 47.50 3.402 0.000 3.402 Vd ma~= 3,40 k @ 47.50 ft H ffil~ = 3~.81 kft@ 26,43 ft ~ri ma~= 39.31 ~ft @ 26.42 ft DffLECTION3 (El = kin'·1) t..DAD Def l . ( j n) X m) T&tai 16158936/EI 24.21 Deari ici5if3J/EI miGspan L .i I-8(1 L / 24(! L / 360 5102822 b8t)37b:~ 10205644 i I \ST~.~'r-:-:;:~1~t.r::.·: ____ _ 1' • -:2, L : -·::: · ~ :: ::· ·, I 3 MDM. I p u {2; /0 E.)(1 <;,7' l..O)d) s . CotJ O · IJ , I s3B ·1 I I I I I I I I I I s3P I I I I I I I s0Bl0i2(l!95 •35:330 r------------, I /\ P;.:~.:z .;~3'-l'5'-:-~ I · \s:~:1t~('"'-:·::.:·.\!...~,~-:-1: __ slpt2v!sO~il46IBEAM AilhYSI5 PROG~At-ls i p9v i s;)b4 i 48T --'' .~ r..::~ :::::· ::.Js:-n_J4 _ 1:0. fiO) sOp! 0. OOhUv0sOb3: __ SPAr; i..EW3Tr: = 4 7. 5,i ft (Si mole Soan ·, UNIFORM LOADS Ck/ft i, itl J;; X2 0.11i O.i2B i),(H) 4/,50 PuHIT LOADS (k & ft) p~ Pl X 0.320 0,000 5.00 o,a?o 0.000 3~,-0r ~EACTI ONS i U LOAP Dead Live for.al LffT ~:. 241 3.040 f,,'.:81 F:IGHT 3.040 f,, 404 V max = 6,40 ~ @ 47.5C ft M ffiiX = 75,02 kft @ 24.63 ft Tr.-L-l , ,_,va ... Live Defl (ifil X (ft) 30£58355/EI 23. '32 14bb1113/E! 23,7~ 153952981EI mid;pan Br2.:e Spacinq = i.0(1 it Actual : L.5" x 27" 24F-V4s0B ----------·-------- Douglas Fir-Larch IN) STRESSES (osi J Shicar @ 1d1 : V = 5.86 k@ 45.25 ft Fv = 206 fv = 130 Fo1 = 2742 fh = 2%4 108 i. {-- l~vE LDF = 1.25, Cf= 0,91 DEFi..EC:iIOtfS ( i n'.J (E = 1800 ksi) Total = 4.i5 = L / 137 Live = 1.99 = LI 287 Deao = 2.17 GD/JD I I H I I I I I I- I I I I I I I I I I I 1·· I -~ ·-· ·---. --------------------------------------- IA BEAM (:~:iTERIA: !VQ~: (GLB = Li b fsa11n = (i) G.f. b = 2. 5 i fit G = 22.5 in. E = 1800 ksi, Fb = f;: = 24(H) D~i. it.5 P=L 39,5 ft, REINFORCING C~iTERiA: i-..--u:,; -i.5 d i i tis : ; l ! I I i i ' ' ' ' ' ! I I d:: = SECT! ON PROPERTIES: ts= As= LOADlW~: llni forn DL: uniform LL: uni forrr, TL: l/ TL = M TL= L.D.F. = 2(H){) it.5 n = 1,111111 y naY = 13.33938 in. Ix = 3418.249 Q = 11 ! ,52/'·j 0. 1144 k/ft. 0.128 k/ft. 0.242~ 4.787~ 47.27557 i.25 ffor timber) SPECIAL LOADING: (if other tha~ uniform loading) Y TL = 5. 8 M TL= k = COMPOSITE SECT iON BENIJING STRESSES: ~· . t D top = Fb bot= f rnf = .::. 752'300 ksi. i, 89737'3 Ksi. 2. HfB1% ksi. M = 0,Kt <. G. t~ I O.K. ~ 59 1..17 ~ 1.,2$ ')( /, '2., ~ t.. 4-o~ A PRIME JOS '72 · ;} r;;,~ STR.UCTURAL DATE __ '---'7:. ENGINEERS SHT_l_5 Rt 24-o D HSR. , '2 l( <.c, 2, oG 'e:./>.' ~ !Of. I I I :I I I I I I I I I I I I I I I I /\ PRIME JOB q5_-,"'° I , \ STRUCTURAL DATE p ;, _ Q\} -1 , I ·' \: I ....:.(_~ '-'I 1:.....:7...:..._5_'2._'t._, ...L.K,,__-s-_._8~.~i"-_~~-:::: ?.+1~ ,-;;5 _ ·:-:, C:: ~; ?'1 ~ E RS s:-rr _f!::!!._ .; ,0'197 . ' (Ci/t1 ,(Do ) ---~· -----------R 'l_ i\J ~ · 2.42 .4-~ (, -== • 0'287. C.. fi~ 12 : • 0 == 'tt.+2 * fe. 0 -F~ 11 -l="c:.J. Fe II S\"'I 'l..& + Fe,j. C.OS:> "Z..~ 2 ~ · IL {;,L Pu~ L,J . ----...,__.,_ I I • t'2./ --,;'"'-.. VEJ 1 12. 2B o c . e I Nf-)e,A. Y4. '51'" N . 2 xG, 24oD MS/<, '2,'l:l € EA,b1of. "l.~10 X 4';>0 =--------------ttf87,9 .. ( 2~1c )( 4-,..._'-f/,fl.)+( 4$c )(t-cS ~ /1,42..} A--0".JL>.'>r ~\...-OW. e>r O,Cro Pfirc7c,R. re(<. P",Re. -rR-©AtC::i) WDoO ALLowA,f,L-C. ~pAe-,>-.l',: or ~L.'T ::::. ·f.-~%oXO,qD -::e /7, s~ 11 6 .c.. • tv2. I I I I I I I I I I I I I I I I I I I iiMBEv. BEAM WITH COtiF'GSITE ~-~lNFORClNG AT BOTTOM ------------------------------------------------ TITLE: CGriD. iA WI ALT STEEi. REINF. BEAM CRITERIA: Type: (iJLB = 1) t = 2.5 in. E = 1800 ksi. A= 56125 1n~2 5 = 2]0,3375 i~A3 rr.: = 2400 psi. 155 psi. REINfORCinG CRITER!A: bs = 0.25 ~s = 2. 75 Is = 6. 9322'~ 1 ilnifori or ;peci2l - (ur!i form = -0 1 sOec1a! = !'I: ---------' i d ; i:is : ; i i ! i I I 1 ; I I bs fi = i&.iiili v Dir = 14,9951b in, Iv = 4275.391 Uni forn DL: () k/ft. Uni form LL: (1 kilt. Uni Tor~ "fL: 0 V TL = 0 ti TL = 0 L. D .F. = i. 25 (for ~ i mber) SPECIAL LOADING: (if other than unifotm loading) V TL= · 2.9 ki~: ( at end of reinf. location) M TL = 5'3 ft-bps COMPOSiTE SECTION BENDING STRESSES: Fb top= Fb bet = F rnf = 21483182 ksi. 1, 2427132 ksi t 20. t)22/E: ksi, D.~::. G.K. 0,K, REiNFORCiN6 ATTACHMENT: FAST. ALLOW= AT ENDS: hT 1/4 POINT: QV/!= 0,142894 t/in. S = ib.65563 in. i.45 f;. ~U/I= 0.07144? klin. S = 33,31127 in. M = 55 r ?J /4-If 4 1.19 k. :. ( 1,(18 )( -z) {~ts ; 1,o +-·:) i-/\ P~l~,:E .;::J '75"i~7 1 / \ST"'t1C"':"''" 'L"'-~ 10/t:.tc,' I -•••• -.,.J, ~,,,_ I I ' ~ r .. ,,-... ,_ ..... ..., ..... , --~--i.. •• 'i V.a .. w...:....,J S:J~ _j_{ __ 1· I I I I I I I I I I I I I I I I I I ?-• I ,-74 <-! -c,-' ' 4-4 \..._ fv :,_ L1Cc~ ::: , ·44 ip ~_q,~ -::-- .0414-- M ::: ___J ~ i1. ;. :: •0 0ro 2. c,,5 /d>&B 4· ~ ' ;,'t?A· ?<i. 5.' (,,,_$; > '27,0 ??,iZ A_ PRIME JOB '?5°,;?-:>, f:--.:::. STRUCTURAL DATE __ i · 't -~ ENG?NEERS SHT __ [B,_ ~~tf R:> 1 1 f z;. .6414- t-~ ? (,75 Y ~(p,o )-=-'2.. 7 ,-0 Lr '5' ,· r4, 04,. C, D, C.., G?.. V4 'f'T O /31'-(., '7r'A-ev I t_ c, o,J ~NS , ( / Alt h 1 '< v l"tl o.c.. Q I"-70 e,Jc ZS c>, c, J,.,{ ,o 1/z .SPA tJ I I I I I I I I I I I I I I I I I I I TIMBER BEAM !-IFH CDHPOSFE REINF'GRCIW:i AT BOTTQM ------------------------------------------------ {__:c, JJ D I /I .:,rJ I p . BEAK CRiTER1/i: Type: ll3LB = i .l (;a"''n : (1) u.~:, b= 2.5in. d = 22.5 in. E = 1800 ~si. A= 56.25 1nA2 S = 210,9375 inns I = 2373,046 inA4 Fb = 2400 psi, fv = 1S5 p:i, Span= 39.5 it. REINFORCIN13 CF:ITExIA: bs = 1.5 a;= Es= As= 1800 1015 i; = i0.7i~75 i.OADING: iJni fer if, or :pen ai - (uni f-orir, = 01 soe•:1a1 = 1;: b d ds i ~ I i I I ! l l i J l l ! SECTiDh PROPERTIES: n = y bar = 12.74436 in. I, = 3182.32& Q = &4. 058'38 Uni form Di.: 0. 1144 I:! ft , Uniform LL: (), 128 k/ft. Uniform TL: 0.2424 ,i TL = 4. 7874 t~TL= 47,27557 L.D.F. = 1.25 (for .timberi SPECIAL LOADING: (if other than uni forffi loading) V Ti. = 5. 47 M TL= k = C:OMPCTSITE SECTION BEiHJIN6 STRESSES: M = Fb top :: 2.734435 ksi, O.K. Fb bot = 2.093165 ksi. O.K, F rn:i :: 2.0'33155 ksi. O.K. < 56. 9 I A PRIME JOS q::; --; :.~ 1,:,~ STRUCTURAL DATE __ : 1,~·'<:::. ENGINEER.5sHT_ /'1 Rs z.,400 )< o,; .:. '2./C:.,,o 2400 MSR I I I I I I I I I I I I I 1: I I e I 13 ff-l ;::: -1-' ::: I V ..-· ~r IA,J I·/' , 07'2. '2. :.t"/ {,-, • 02-o '2. i-1,· ' /'I.._ :. , O'Z.0'2.. • 01 '2. '2. = ~ ( '.34,oc., )( '5,4 7 ){ ~ ) 3 t B'2. '??? 01.. . k:.1,' • '?C, ,,., /( =-(Cf, Z 0,C, ('7..7,o \( ... o4-tA J = /2.tE>~ A PRIME JOB 'f$-';.. ;,;:;;,. STRUCTURAL DAT!: __ 1 /..::.:.-'C, ENG:NEERS "T ~ ' I_ ...,, . ___ -· ::: "D 7 'Z.. 1... ,~.r...::, 2 x 4-liSR ~A ,510\:: ~.o ~ .I 2.400 -, " ,; t., ~ -z..q o-~CJi 1-1,C) 1/2.. 5,fj;,-J I I I I I I I ,, I I I I I :1 I ,, I I TITLE: COND. ,3 .ALTERNATE STL. REINf. EEAii CR ITERi 11: Type: li3LB = L• b \sa1,1n = GI O.K. t= 2.5in, t'; = ::. = ' -ii - :::i. 5 in. }t·,c: ksi. :;,; . ~s i n''2 I = 237S.0~5 inA4 ~h = ~s~~ psi. d ds : : i i ' I : -~ psi. j~ ": ft. i I l J I I l l bs Ji: = SEC TI ON PROPERTIES: n = 16.11111 :-,: -y b.ar = 14,61891 in. Ix = 4168,899 Q = 189.5015 ;::n: forr.; = C. j Uni forn DL: 0 k/ ft. Unif,:,rm LL: 0 k/H. Uni iorn TL: 0 v TL = 0 r: l~ = o L.v.F. = 1.25 (for ti1ber) S?ECl~L LOADl~G: (if other than unifor• loading) ;,· TL = f f ij i = 2,735 56.9 2,394348 ksi. 1,2907-37 l:s1. 20. iS617 k:.i. O.K. O.K. O.K. · ~E i i,;·o~CHhi ,: TT-1CiiMENi: fAST. ALLOw= 2.735 k. 0.124322 k/in. 19. 14380 in, 1.37 L 0.062274 k/in. AT i:;WS·: V= : F ;;EQUIF:tD:! QV/1= s = ;:.: i!~ FO!Nl: V= QV/I= S = 38.~1773 in. H = f!.0, { ' ... 56.9 1. 1"3 k. I I I I I I I I I I I II I I I I 1: TIMBER BEAM i'IITH CDMPCSITE ~EWFORCiNG A1 BCTTDM ------------------------------------------------ EEM: SPFi:ViA: Type: l6LB = U (;awn = 0) CU .• b= 2.5in, d = E = A -,-, - 22-. 5 in, i8(H) !'.Sl, S = ~10,9375 inft3 I= 2373.046 1nn4 FC : 24(H) GSl r fv = 165 p;i. Spsn = 35,5 ft, ti I i : ! I I ' I ds : : ! ' I I I : I • i i SECTlON PROPEP.TJES: Es= !8(H) n = l y bar = !2.7.4438 in. Is = 10_, 71575 LOAD.ING: U~iform or soeciAl - (uni form = ,), spec_i ai = i): Uni hrlii K: Uni form Li.: Uni_f1:irm Ti..: ~.i TL = l• ~ ., = 3182,326 Q = 84, 05698 Cl.ii44 Uit. :,. 128 k/ft. (t. 2424 4.7874 M TL= 4i.2755i L. D .F. = L 25 ( fer ti miler) SPECIAL LOADING: (if other than uni forn loading) V TL = 5.5b r: TL = 52. 92 k = COMPOSITE SECTION BENDING STRESSES: Fb too= fh bot = F rnf = 2.543158 t:si. 1. '346754 ksi. 1. 946754 i'.S1, O.K. O.K. O.K. M = 52. 132 --<. 2.,'1'1 g < 2 ,4·Do 20 o.~ x,.-i.s ==- 1 A PRIME J03'1'~ ~?'-r I ,: ··-:.\ STRUCTUI,:;AL DATE __ ! '-·· 'e. ENGlNE!.!.RS SHT_Z,_-,: 12 7 '2-.i,-=>o Ok'. r • u ~ ~ sAr-te Re,....ir j A:rr A C!-i Mt; N1 A-;. I 8. I I I I I 1· I 1· I I I I I I I I ,, 1/· I' Tl1LE: COND. iC ALTERNATE STL. E~INF. BEAr. CRITERIA: Tyo~: (fiLR = 1) t (sa\/n = 0) 0.1:. 2.5 in. G = 22.5 in, Et 1900 ksi. A= 56.25 1nA2 S = 210l9375 l~n3 I= 2372.046 inA4 Fb = 2400 051, Fv = Spar, = 165 p;i, REINFORCING C:f.'.!TEF.:!A: 05 = ds = Es= As= 1),25 4 2'30!)(i ') .. Is= 2.0f.66&6 LOAil!Nfi: Uni for~ or special - (uni forn = 0, special = 1): Uni fo,·,~ DL: Uniform LL: Un! for0 TL: V TL= ti TL= d i : I ' ds i i I I I I ! I I I i i I i ! i ! I Os SE:Tl ON PF.:OFERT l ES: n = i6.1i11i y bar = 14,6189i in. I· = 4168.B99 Q = 189.5015 (l k/ft. l) kift. (i 0 () L. D. F. = L 25 ( for ti l!iber) SPECiAL LOADING: (if other than uniform loading) V TL = 2. 78 kips ( at end of reinf. location) M TL= V. = 52. 92 fH;ios COMPOSITE SECTION BENDINS STRESSES: Fb tGv = 2.126870 }~Si, O.f:. Ft bot -1,200509 ksi. O.L F '+ rn1 = 19.34154 ksi. O.K. REINFORCING ATTACHMENT: FAST. ALLOW= AT ENDS: V= 2. 78 k. QV/I= (I, 126367 kl in. s = 18.83392 in. AT 1/4 POINT: V= 1.39 k. QV/I= 0, 063183 k/in. C -'n ""/OA ; n M = 52.92 1.19 k. ~7.i,~ \\ I I ,, I I I I ' ,, I I 1- 1 ,, I I ., ,, I TIMBEr: BEAM WiTn COMPDSITE REiiFOF:C:HlG AT BOTTOM TITLE: COND. 1D@ 4X12 PUR~IN BEAM CRiEP.iA: iyp~: 03LB = i) b D = G = t = ':· ~ ~ n .;,._; li,1 1800 ksi. A= 39.375 ir"2 I = 415 . .2832 in1··4 fb = 1800 DSi, Fv = 95 PSI, S~·a:1 = F:E!NFORCING CR.IiERIA: l); = ds ·= -. C: ~.J E~ = 18(H) A3 = 38.5 LOADING: Uni form or si:ec i al - tt!ni forrr: = O, special = i): Uni forr.s DL: Uni fr1rn i..L: U:iiiorit TL: v TL= M }L = d i d·r ' , :,. ! l J I ! I ~ i f ' : I i SECTION PROPERTIES: n = v bar = 7.046348 in. ix = 673.2353 Q = 55.9£558 (l k_/ft. I) () L.D.r; = 1.25 l for timber) SPECIAL LOADINa: !if other than uniform loaping) V TL= M TL= k = 1.594 dos ( at end of reinf. location) 17.28 ft-kips COr.F-OSITE SECTION BENDING SiRESSES: M = 17.23 Fb top --1.164028 ksi, o.r:. Fb bot = 1 ,2=30938 ksi, 0,t:. F rnf = 1.290'3'38 ksi. G.K. RE lNFORC IN\3 A TT ACP.MENT: FAST. ALLOW= 1.594 k. 0.132507 Uir.. ·17.%11'3 in. -:::: L11G, AT ENDS: V= AT 1/4 POINT: QV!i= s = V= ilVii= s = 0.05237i k/in. 45.44466 in. (3; + 1, o + ~ ,+.c-;5) I I ,,, I I I I ,, I I ,, ,. I 1, ,~ I ,, I I ------------------------------------------------ T1TLE: COND. 1D W/ ALT. STEEL REINF. BEAM CRITERIA: Type: (GLB = 1) b (sawn = i)) O.K. o ;:: 3. 5 in. d = 11.25 in. E = 1800 ksi. A= 39.375 inA2 s: 73,82812 inA3 j : 415,2832 inA4 Fo = 1800 psi. Fv = 95 psi. Span= 19,5 ft. REINFORCING CRITERIA: bE = 0.25 d I I I I I I ds I I I I I I I I bs I I I I I I ds :: 5.5 SECTION PROPERTIES: E~ = 290(10 n = 16.11111 I I I I I I A5 = Z.75 y bar = 7.147199 in, is = 6.9322'31 LOAuI.NG: Uniform or special - (ur:i iorm = 01 so2ci al = 1): Uni forn: DL: Uni form LL: Uni form TL: V TL= M TL= L.D.F. = Ix = 699,2878 Q = 59.93659 1 ·o k/ft. 0 k/ft. 0 0 0 1,25 (for timber) SPECiAL LOADING: (if other than unifor1 loading) V TL= II TL= k = 1,594 kips ( at end of reinf, location) 17,23 ft-kips . 1 COMPOSIT~ SECTION BENDING STRESSES: ·N = 17.23 Fb ti:,r = Fb bot= F rnf ' = 2, 113228 ksi. 1.2.13084 ksi. 19,54413 ksi. O.K. O.K, D,K, RE iNFORC ING A TT ACHNENT: Ai ENDS: Y= QY/I= s = AT 1/4 POINT: Y= QV/I= s = tAST, ALLOW= 1,594 k, 0.136623 k/in. 17,42017 in. 0.63 k. 0,053997 k/in, 44,07581 in, 1.19 k. ·----------------i I /\ F..,,.,,. ,::3~·1 L""'••·•-1 1 c-~nnr-.,.., \I•··-J,:,/05 1 1 .' '\~...,-' .: ;~:: ,·-:..::·!...., ·.: · ··-I """ L ---·-----··-' : .. i_ 2'? I I I I I I I I I I 1· ,, I I I ,, I I I A PRIMEJOS~ ~ STRUCTURAL DAT: I ~,::_ ENG?NEERS SHT~ 1-<Cj ? -7 -'v· .., '2 .,,_ ~ ) ..... ,_70,1 t?,D';) := r'(,.;:: ~-------· : ,._, ___ _,_ I 2. {IA H ~ /'i;, , ~ 4 "' · M ::- V = M 'Z v :::: f' , __ - i I /0.7 ·? I -----··Y 1"1,"5' l;77 (p Fotz %41 c-2 )( ,.,,b I ,";l ,5?2.. ~ ' . - 1,,5 + (,o ~ .So T 7" 2-,)2. '5 11 1,1(~ ('t.<,. ¾411 ( 2 )( I "t ti ) ~ '=-1,05 -i-, ('Z-J I 'i w=.~i'1... ~-------- ' I ·"' 1 t., I I. I I I I I 1 I I 1· I I I I I I: 1· I TITLE-: COND. 1E @ 4X12 PURLIN BEAM cn:ERIA: Type: :SLii = 1) b ; ;51m = 0) O,K, I -~ r • i· -,.;,..; 1n. G = ii,25 in, E = 1800 ksi, 1, = 3·3. 375 in"2 d : ~: 73,82812 inA3 I = 415.2832 in"4 Fl= 1800 psi, rv = "35 psi, Span~ 19.5 lt, REINFG;:CIN6 CRITERIA: t,;. = i.5 . --r.:-- LOADIH: 1&00 10.S Unifori ~r special - (u,-,, ;,:,rm = O, Unifol-1: ::;~: Uni for,, l.L: Unifon TL: V TL= M TL= L.D.r, = I I I I ds l l I I I I bs I I I I I I I I I I I I SECTION PROPERTIES: n = 1 y bar = 6.473993 in, Ix = 552,9856 D = 33.42911 1 0 k/ ft. 0 k/ft, 0 0 0 1, 25 (for tiaber) SPEC!;;:. LOADING: (if other than unifora loading) V TL= H TL= k = 1.54 kips ( at end of reinf, location) 15,81 ft-kips 1 COMPOSi1E SECTION BENDING STRESSES: Fb to~= f'b bot = F rnf = 2,221117 ksi. 1,638566 ksi. 1,638566 ksi, O,K, O.K. O,K, REINFk:.iNG ATiACHIIENT: AT E~t·~: V= QV/I= s = AT 1/ii ;:-!JiNT: V= QV/I= S-:; FAST, ALLOW= 1.54 k. 0.093096 k/in, 22,55732 in, 0,63 k. 0,038084 k/in, 55,14012 in, It= 15,81 1,05 k. "r1'UT\,...r r •• -,..., ''"'"'"'' ~"'"'""'"'••,. ... ,...,., .. .,_"""•••" •• """••Ru ((.10 I I ,, I I ,, I I I I' ,, I I 1: I 1~ I I I -------------------------------------------~--- TITLE: COND. 1E W/ ALT. STEEL REINF. BEAM CRITERIA: Type: (GLB = 1} ;s:;wn = (:) O.K. ~1 = 3.5 in. ~ = 11.25 in, c = 1800 ksi. {-_ : 3·3,375 inA2 s: 73,82812 inA3 ; : 415,2832 inA4 f~ = 1800 psi, f,. = 95 psi. 5pai, = 1'3,5 f.t, REitFG;·;;i!~G CP-ITERIA: GE~ (l,1675 cl~ = 5. 5 E·; = 2'30(l(I A~ = 2.(;fi25 : ;. = 5, i 9'3218 Unifor1 3r soeciAl - (un'.forn; = O, ;r",:i::l = n: Unifo~~ DL: Uni ton LL: Ii T'.. ~ M TL= L.D,f. = b d I I I I' I I I I I I I I ds I I l I I I I I I I I I I I I I bs SECTION PROPERTIES: n = 16.11111 y bar = 6,940B17 in. Ix = 64B,0030 Q = 51.81032 1 0 k/ft. 0 k/ft. 0 0 0 1,25 (for ti1ber) SPECIA~ LOADING: (if other than unifor1 loadin·g) V TL= H TL= k = 1.54 kips ( at end of reinf, location) 15.81 ft-kips 1 COiiPDS:TE SECTION BENDING STRESSES: fb b:,p = Fb bot = F rnf = 2,032107 ksi. 1, 261626 ksi. 20.32620 ksi. O.K. O,K. D.K, Rf INFDRC iNG A TT ACHNENT: AT rnr2.: Y= QV/I= s = AT 1i4 POINT: V= QV/I= s = FAST. ALLOW= i.54 k. 0.123128 klin, 17,05529 in, 0,63 k. 0,050370 k/in, 41.69072 in, N = 15,81 1,05 k. ~) /'-.,b I '1 I I. I ,. ,~ I I I I ., I 1· I I. I I I I I & = 2.1'1, + I .. \) --/'25& k ( KAX Q. RGitJft>RC-€P '11Z ,:--Z.0~80 Qv ~ (-z1ct,41)( 1-Z.,1?~)::: 1 2.o"Y5o ~1-==-,135 IC.., ,. f:. ·::. l!.01 °1'L.- AP..~A) ! ' ' I I ~ ; \),- T ~3.C,'2. ~ --.. , C(C:,:?::::; /, Pi-1 .. 1: •• •• ..,~,~!:': ... ~ , •• ,.,_ I ..._~ STRUCTURAL c;,i:: __ I .-.:-~ ENG!NEERS sHT__u__ j -I</ I \l,o1 /j,o1 11.~, I ' I I I i I t ...,, T 3:;,.23 '2 ') ,(.,2. ~r=-~_--._, _r2_. '-c,,,---===F---------i -I -4'1 I J I 1, o ~ Jf .... ~ -,---22 Ill,, M e (,1$' )( 'H,,o)( .04/4) -f,ll't> 11 l.c fr:::,f\ f 7 C: V ::. -5 =- s ,:: _-z v" I, Lt~ ¼ V. 4' /,( .[3,. (2-1 ,0 r ,O(h8 / ::: I~ ?7<b ('Z Y I. 77 /, ) I ,42-"' -=- 7.<70 ,., " I ,4 z. = lo,5/ o, C, ,{?? l.. 1.4 '? (-ztq .-4·1 t 1..44 ) = 2o48o J,4 'Z..- , Oil.:, j i 11 1;,/4-L{ f /; ' C, . (3. {p.1/-z-Z), C. V I lt t/E:, <P @ /01/z_ O,(., I I. I I I I I ,, I I 1· J: I I I· I. I ,_· I BEAM CRiTEid,\: Tyoe: (GLB = i) (sawn = 0) 0. K. b = 6.75 ir.. d = 3i.5 in. E = 1800 k;i. A= 212.625 inft2 l = 17581. 42 i :i"-4 Fv = Soan = 240(1 psi. 155 p':i, 35 .. 5 ft. REINFDRCiN6 CRiTERlA: bs = 1.5 I I I ! ris i i l ' I ; bs b ; I I I ' I I I SECTION PROPERTiES: E; = 2000 As = iL5 i..GADirE: (uni TOTI'' = i:;, _;~ecia1 = 1): Lini i•jfl!i DL: Uni form LL: Uniforffi TL! V TL= ii Ti. = L.D,F, = n = 1.1111ii y bar = 1&.78193 in. I~ = 20480,0S Q = 219,4145 {} kl ft. (l (l 1.1~ (for timber) SPECIAL LOADING: U i otr':er than uni form ioadingj V tL = :·: :;,:-. .__.,._;,,_,.; M TL = 26'3 ~-= COMPGSF~ SECTIOi~ BENDING STRESSES: t~ = F r:if = 2.645116 ksi. 2.31'3816 ksi. ~.577573 ksi. O.K. O.K. O.K. j h., PRIMEJC3'1'5"-~¢:, I I ~STRUCTURAL o:.r:: /_;_,"'=-ENC:NEE!lS SHi_;;; 1 Rr2-. 7o :r.. I I. I I I I I ·1 I I .I I I. I I ,, I I I TH1BER BEAM WITt1 CDMPOSiiE REINFORCING Ai BOTTOM TITLE: 6LB LINE 2 Wi ALT STEEL F:EINF. BEAM CRITERIA: Type: il3LB = iJ (sawn = ()) 0,K, b= E..75in. d = 31,5 1n, E = 1800 ksi. Fv = Spa;; = 24(a) psi Ir 1b5 psi. 3'3, 5 ft. REINFORCiN!i CRITff!A: bs = 0,6'25 d ds i ; l l I I bs ' I I l i l I : i I I cts· = 4.125 SC:CTION PRO~'ERTIES: Es = 2'300(1 n = 16. li!ll As:; 5.15525 Is = 7. 3114(11 y bar = 19.59534 in, = 2889C.35 Q = 817.6165 U6ifor~ or speciil - (um iorn = 01 special = i): Unifor-m DL! Uni form LL: Uni form TL: V TL= X TL = · i (! kift. (l kl ft. 0 0 (l 1.2~ (for timber) SPE:::IAL L01iDHH: U i other than uni form lc,ading) V TL= M TL= k = COMPOSITE SECTION BENDIN13 STRESSES: Fb top= Fb bot= F rnf = 2.189442 ksi. i.330!40 ksi. 2i. 43004 ksi. O.K. [l,r,, G.L RE iNFQRC l NG ATTACHMENT: FAST. ALLOW= AT ENDS: v-·-12,56 k. (IF REQU!REDi !Nil= 0.355456 1:/in. s = 7.989725 in, AT ~ POINT: V= 1, 49 1/-;; RV/I= 0. 1)421 !iB 6r R61tJP-. s = f,7,34%3 K = 269 i.42 k. ·------------- J,...,,c;f,,. ~':t ~d . '\ PRIME. _, .... ~ I 1 /~STRUCTURAL DATc. __ . / -·":. Er,G:NEERS Sh1_2_). I I I I I I I ., I I I ·1· I I I I I I I TIMBE~: BEAii WITH COMPOSITE REINFORCING AT BOiTOM ---------·-------------------------------------- TiiLE; COND. IH -BLP 211/2 X 27 BEAM CF:ITi:Rl/\: (sawr. = O.i U,}.:. b= 2.5in. d = 27 in I E = 1800 ksi. A= 67,5 inA2 S = 303.75 inn3 I = 4100.625 in··-4 Fb = Fv = Span= 2400 ::isi. 165 psi. 47.5 ft,, REINrORC:Nf CRITER!A: bs = 1.5 Es = 18(H) As = iS.5 I: = 41.5'3375 LOADiNG: Uniform or spec1~l - (urn fo:·m = (1, soec1al = 1): IJn1 form DL: Uni forn LL: Un: for~1 TL: V TL = r~ TL = L.D.F. = ci : I I I I cis i : I i I I bs b l r I I I I .I I I ! i I SECTiiJN PROPERTIES: n : i y t~r = 15.61160 in. Ix = 5674.453 Q = 142.5334 !) kl ft. (I k/ft, 0 (1 1.25 (for timber J SPECIAL LOADING: (it other than uni form loading) V TL= 1.76 kips ( at end of reinf. location) M TL = 75.21 ft-kips K = 1 COMPOS!TE SECTION BENDING STRESSES: Fb top = 2.483021 ksi. O.K. Fh bot = 1. 811320 ['.Si, O.K. F rnf = 1. 81132() ksi. O.K. REiNFORCIN13 ATTACHMENT: FAST. ALLOW= i.76 k. ftT ENDS: V= ~V/1= 0,044208 k/in. S = 40.44473 in, AT 114 POINT: IJ= 0.88 k. QV/I= 0.022104 k/in. S = 80.88947 in. M = 75,21 0.894 L I I I I I ·1 I I I ,. I I I: I I I I I I TIMBER BEMi ~HTH COMPOS!iE REli~FORCiNG AT BOT'iOM -P---------------------------------------------- TITLE: C:OND. lH -ALT STEEL ~ElNF, BE~i'i CViTEP.lA: Type: ti3LB = 1) b (sawn = (I; iLL b= 2.5111. ;j = ?.! in. E = 1800 ksi. A= 67.5 in~2 I = 410u.625 inA& Fv = i65 psi. Span= 47.5 ft. P.EiNFORCING CRITERIA: t::= (1,1675 Es = 2'?00(; As= 2.0625 LOADING: Uni forr.r or sneciai - (uni form = O, :=pedal = i :i: lini forrr. [iL: Uni form LL: Uni form TL: V TL= M TL= L,D.F, = de I ! ..: I I i I I I I I i I I I I I 0, C - SE;:TI ON PROPERTIES: n = 16.11111 y bar = 17.04627 in. ix = 6i57,657 Q = 239.3737 () f:/-ft. o uft. (l 1) 1.25 {for timber) lif other than uniform loading) SPECIAL LOADING; V TL= M TL= i.16 kiµs ( at end c,i reinf. location) 75.21 ft-kips k = COMPOSiTE SECTION BENDitlG STRESSES: Fb top = 2.2766i8 ksi. O.K. Fb .bot = 1.32':1370 ksi. O.L F rnf = 21.41764 ksi. O.K. REINFORCiNG AiTACHMENT: FAST, ALLOW= i.76 k. Ai ENDS: V= QVi i = 0. (i62343 k/in .. S = 38.17543 in. AT 1/4 POINT: V= 0.88 L gV/1= 0.031171 k/in. S = 7E.35087 ie. M = 75.2i 1.19 k. = A_ Pim.!:! JC39z-:;,,_ L·:, ST"lTCT· ·~ • ! r ···-: -.'\. v .. ~I\ _,1,..1, __ _ "' E:'\r .. , .... ~ .. -~ '--· .. u~--·-~-~~::~ ~---'3"3 I r -:P/4-t~t (z. y l, J It, ) (1-4?-+ J,o -I ·:) I I I I I I I I I I I I I I I I I I I Go;JP /(/o,J -I H M =- V = MC{!lot.,)" /Cl);,! ::: {2,142 '.( 2.~ I '27.b f (C,,)( 17.J \/ Ol~ ' t I I 12- 4--------- t I. -.. ~ , . '2.. _.-,25: :x ..J. (.., '2.8S 'X -.-2.c.-z... X = l'?B,~o '2. -, '24:,'2. X + /2, 5&~ ?<' -/;:,8, 8 ::: t:, X "" X -::- 47,'?<o ± J 47.~~a -c4 X ,27.17) . 2 41.'j,& ±. /':J,4,s , ; /1 ·, z..c.. .f"-of-1 Rt~t-11 &JO., v:---•01.,0 R£1tJrD,qc.c· 1-1, I(//?l.f! 1:::; I w/ "c->., 4 2 ,O'f: 24-oo M ,;e_ €A t>1.P€. I s3B I I I I ,, I I I 1- I I ;38 I I I I I I I PURUN FROM D.5 T6 &.o7 BETWEEN 2 ~ ;; iii MECH mm ;(:B!0/11/95 --------------------------------------------------'35-33(} slpl2v1s0b4146TBEAM ANALYSIS PRD6RAMsip9vls0b4i48T SPAN LENGTH = 47. 50 ft (Simpie Span} UNiFORM LOADS (k!fi & iti wd wl 1.1 (:, 114 (i, 128 (l,!)0 C.010 D.000 5.00 POINT LOADS (k & ft) Pd o. \6:) 1,0(H) C·i ' i 0.000 (l, 1)00 REACHDNS (k"i LOAI: ueaci ~1ve MAXIMUM FDRCES X 5, (,!) 33.00 LffT 3.040 47.50 47.50 RIGHT 3.6£3 3.040 6.703 V ffiaX = £.70 k @ 47.50 ft M m3~ = 78.94 tft@ 24,90 ft DEFLECTIONS (E! = tinA2) LOAD Total Liv~ Def! (inl I (ft) 32169042/EI 23.96 14651113/El 23175 i 75i)48B2!E i mi c!span PJ;, noment La= 1.00 ft Brace Spacing = 1,00 ft Actuil : 2,5" x 27" 24F-V4sOB DeEiQn per 1':1'31 NDS Douglas Fir-Li!rch ST.R~SSES (psi) Shear ~ 1 d1 : V = 6.14 k ! 45.25 ft Fv = 206 iv = i36 66 :. Fb' = 2789 ib = 31i9 i!4 % (-- Live LDF = 1,25, Cv = 0.91, Cl = 0.97 t1EFLEGT IONS (in) (E = i 800 ksi) Tota! = 4.36 = L / 131 Live = i.99 = L / 287 iiead = 2.37 l ;\ ' PRIME ~~:J ~,?7 ~-! , ~sTnucrur..AL~-., I --.:. ENGINEE!L, ~: : ? I I I I I I ·I I I I I I -, I I I _I I I A PRIME JOB 'iS · ;) ,r~ ST~UC:TURAL D.!.TE __ /...:._-'=. ENG:t<.:.E:'.S SHT...22_ I R,9 c.o~D c T 1 a,J / :r ?}Li_ )( 2.1 (~, ) ·M -- V = ! 14-,?o 1 :3,, ~4 4',"1-o ov e;.f.<. s,te.e:. s.s , l(.o ") ---~ -s' r .I ¾ P:::., IC..o 'F=-(,-.:.C> L 28 r l 14.,P 4t,? I I -\ - He..100% .. (::zn.;~)( -i_., )(z,,;) ""'{pGf,};; &.-X ,., . [,Oo J 41,5 I I, Ii 7 I L I l, ".,,1 .. ' _ ~, u 1-,1£----'-l....!.-"'c----..A l, ,~·7'i-1 J I '3,.o+") 1 ,,J"---:...:::.....-"-"'----J-,, /~( --~= _Go,1o'?X + ~.,o)" -.'ZS4-'2.. ~2 =-('Lf Vi,'3-=,) ..,. /H3,&(... t:;72 ,74-± J 72.14-'"Z.. -(4-k' 7f<;,tf8) I '2... ?'2 .14-..f.. 24 ,f1 . -z. 14. I 'J. ./ I I I I I I ;I I I I I I I I I I I I I X = = I Q. L€.F7 et-Jo e )>( -I-,s; ?9,c:&4 1 ~ ~ci,oto4?..-C4Y71B.es z ;A I OCD 4-.j.. 1$ I 8 3 2 I /{, (.,,-Z, loo% t.., I, I 1'..o1G7-Z ----------l==-==-===-:k.==-1-.._ -- -------------i -----, -, -------'----'---____:::_ J c I I~-· [pz_--}ic i 14,/2.. { I ,k \ "'· 'll.,.. __ -4<----- ;If----'-) ~·'~'5_' _J -----~-' _ ___,_ _ _,.,_ _ __;'---'---l /3,'151 7, I 4 I I I I, I I I I I I ·I I I I I I I I I I ------------------------------------------------ TITLE: COND. 1J -6LP 2-1/2 X 27 BEAN CRiTERIA: Type: (5LB = ll (sallil = 0) O,K, b = 2. 5 in. d = 27 in. E = 1800 ksi, A= 67.5 inA2 s: 303,75 inA3 I = 4100,625 inA4 Fb = 2400 psi, Fv = 165 psi. Span= 47,5 ft. REINFORCING CRITERIA: bs = 1.5 1 I I I ds I I I I b d I I I I I I I I I I I I I I I I bs ds = 5.5 SECTION PROPERTIES: Es = 1800 n = 1 I I I I I I As = 16,5 y bar = 15,61160 in. Is= 41,59375 LOADiNG: Uniforn or special - (uni form = o, special = 1): Uni form DL: Uni form LL: Uni form TL: V TL= 11 TL= L.D.F. = Ix = 5674.453 g = 142.5334 1 0 k/ft, 0 k/ft, ,o 0 0 1'.25 (for ti1ber) SPECIAL LOADING: (if other than unifor1 loading) V TL= ti TL= k = 3.21 kips ( at end of reinf. location) 79 ft-kips 1 CONPOSITE SECTION BENDING STRESSES: Fb top= Fb bot= F rnf = 2,608145 ksi. 1. 902596 ksi. 1, 902596 ksi. O.K. O.K, O,K,- REINFORCING ATTACHNENT: FAST. ALLOW= AT ENDS: Y= 3.2~ k, AT 1/4 POINT: QY/I= s = Y= QV/1= s = 0.080630 k/in. 22,17530 in, 1.61 k, 0.040440 k/in. 44.21287 in. " = 79 0.894 k. I I I I I I I I I I I I I I I I I I I TINBER BEA~ WITH CpMPOSiTE REINFORCING AT BOTTOM ----------------------------------------------"- TITLE: CDND. iJ I ALT. STEEL REINF. BEAM CR ITER. i ~: . Tyoe: f!3LB = i) {sawn = (U O.K. o= 2.5in. E = i8(10 ksi. A= 67.5 inA2 s: 303,75 in 6 3 I = 4100.625 in6 4 Fb = Fv = Span = 2400 psi. 15~ psi. 47.5 ft, F-:EINFORCING CRITERIA: ns = 0.25 d l I I I I ds ; \ I I I I bs b I I i I ! I I I I ! I I d:. = 5.5 SECTIOU PROPERTIES: Es = 2'3000 As = 2r 75 ls = E.. 1332:!'~i LOADING: Uni form or special - (uni torn = 0, sped al = !) : Uni form DL: Uni ion, LL: Uniforn TL: V TL= n = i6.i1111 y bar = 17.75993 in. It = 7303.429 Q = 287.5458 0 k/ft. 0 k/ft, 0 0 M TL= 0 L. D, L = i. 25 ( for timber) SPECIAL LOADING: (if other than uniform loading) V TL= M TL= 3,21 kips ( at enci of reinf. location) 7'':f ft-kips I, -f-. -1 COMPOSITE SECTION BENDING STRESSES: Fb top = 2.305276 Fb bot = i.199378 F mt = 19.32332 REINFORCING ATTACHMENT: AT ENDS: V= QiJ/I= 5 = AT 1/4 POINT: V= QV/I= s = ksi. o. K. ksi. O.K. ksi. u.K. FAST. ALLOW= 2. 21 k. (l, 126382 k/in, 18,83179 in. L6i k. 0.063387 k/in. 37.54662 in. I'! = 1.1'3 k. I s3B I. I I I I I I I I I I s3B I I I 1· I I I PUF:i..IN FROM D.5 1U G.57 BEniEEN. 2 & 3 Wi MECH UNIT sOBi0/12/-35 --------------------------------------------------;35-330 sloi2vis0b>¼i4BTBEAM. ANALYSIS PRDGRAMsipS\'isOb4143T SPAN LENGTH= 47.50 ft (-Simpi e Span.i UNIFORM LOADS (k/ft & ftl wd 111 Xl X2 0,1i4 (i,i28 (l,010 0.000 (l,(l(l 47.51) 5.00 47.5(} POINT LOADS (k & ft) Pd Pl j.. (I, \60 (i,(l(H) 0. ~40 o. (H)O 5. 0(= 28.0(l REACTIONS (kl LDAD Dead Live fotal MAXIMUM FORCES LEFT 3.190 3.040 6.230 Rl6HT 3.16'3 3,040 6, 20'3 V m,;.x = f,. 23 k @ 0, 00 ft M ma, = 74.87 kft @ 24.25 ft DEFLECTIONS (El= kinA2J LOAD Defl (in) fotal 30224341/Ef i.ive 14661110/El Dead 15663125/EI Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft X (ftj 23,79 23.75 midspan Actual : 2,5" x 27" 24F-V4s0B Design per 199! NOS Douglas Fir-Larch STRESSES (osi) ~ Shear @ 1d1 : V = 5.68 k@ 2.25 ft Fv = 206 fv = 126 61 Z Fb 1 = 2739 fb = 2"358 108 'i. <-- Live LDF = 1.25, Cv = 0,91, Cl = 0.97 DEFLECTIONS (in) (E = 1800 ksi) Totai = 4,11 = Li 139 Live = 1.99 = L / 287 Dead = 2.12 < ,~,"2..-1 (6.60)s0p10.00hi2v0s0b~T A PRlME JC:i.?. -))1.9 ,:~\ / ·;~STP.UCTURALt.,.: __ _ , ---~ ENG!HEEP.S ,.. : -:;i,,., , __ -~ ... _ 77 :12 2. 2. I s3B I I I I ,I I I I I· I I s3B I I I I I 1· I RURLIN FROM D.5 Tei 8.E.7 BETWEEtl 2 & 3 W! Mti::H UNIT s0Bi0/12i'35 --------------------------------------------------95-330 slo12vls0b414BTBEAM ANALYSIS PR06RAM5!p9vls0b414BT SPAN LENGTH = 47.5!) it -4f' '3 (Simple Span} UNIFORM LOADS O:ift ~ ft) wd \Jl XI X2 0.114 0.128 o. 00 47. 50 POINT LOADS lk L ft) Pd Pi X (i,if,!) (t,(H){l 5,(l(l 0.900 0.000 34.00 REACT! ONS ( i::J LOAD Dead Live fotal LEFT 3.040 ii.156 R!Gl-iT 3.378 3.040 6.418 V max = 6.42 k @ 47.50 ft M ma: = 74.96 kft € 24.74 ft DEFLECTIONS (El = ki n"2:i LOAD Def! lin) X uti Tota! 30bt)0842/EI 23. 95 Live 146&1113/Ei 23.75 Dead 159372!3/Ei midspari Pos, Moment Lu = 1. 0(: ft Brace Spacing = 1,00 ft Design per 1991 NOS Douglas Fir-Larch STRESSES losi) Shear @ J.d' : U = 5,87 k@ 45.25 ft Fv = 20& Fb 1 = 2739 fv = 131 ftJ = 2%1 f,3 'i. 108 'i. {-- Live LDF = 1.25, Cv = 0.91, Cl = 0.97 DEFLECTIONS (in) (E = 1800 ksii Total = 4.15 = L / 137 Live = 1.99 = L / 287 Dead = 2.15 (5.&0)s0piO.OOh12vOsC:b3T A PRIME JOB ,qs-~~:;) / 4 ST;::tUCTURAL om_ -- ... _ \::_ CNG!~JEE~S m-rr_4~ !;,-/ 1N SP-E'--1,~rJ UJ£ C ::'.'NOi (t.:JN I 1-f f2._q,,,J,:=, I I I I I I I I I I I I I ·1 I I. I 1· I _ 0tJD rr,;o,-J tA -Ai..T sr1-,Ra111r (-z.1,oY.04-,4) =---1.110 F ~ c~x,.11'0) = 2 _,, ll . I( -;--1 /,O -f ,~o C:.,we>11,-0 N lb ,,(1.-7, I/ ~ I<, r~ c-z..X,, It 'o ) t,g7:; ~7@'-~~INF, G-o?J D I Tr o'5 I .:J f>ER. IA "J/4. Ct p /AP. 1,t, 1/PoL-7 F-= 1,0;; F ::. /, 19 [ /.i-i_ PRIME JOB "15-3 .. ;(""~STRUCTURALD~=-- -~·'l:. ENG!NEEn.S sHT__±l__ I 1< '24- I ~~g-CoM Pi cAI..G -PS.a.. c.o....,. p. ~-es.1c:;rJ. ~ CA l.C. Pc, i2'f 'i {' l "See, C..Or-trR the. . P-oA C..O/¥fP, PE. ':>/.<. ,J ' 5£6' CoN.P; ~ rtf.<. eu--r r0 . 'uc. t:,t7rJ . I I I I I I I I I I I I I I I I I I I M ::. ( 2'7,0 )(. O{p;b) F = {-z. rr. jl,7 (p J G,,,15; (,0 + ,(o"l"$ 4 z ha ((ovJ :: . 2:1'(8 "2.'2 -~ U-P~ 12) <) 1 (1, ll ,-- I.{ -= 1:171,,r, k -'?,°%2.-~ = 3· <. . ( <,,? > = ,~z. ~ r I tf.-10 {,, I.I b " A PRIME JOB 4, ~ /;,~STRUCTURAL DATE~ r-.:::-~ ENGINEERS SHT~ R -z5 I, FDR. ¼ 'f IA.i3. 1 17.1/ ~1~1J_, __ l I I I I I I I I I I I I I I I I I 1· I TIMBER BEAM WITH COMPOSITE REINFOReING AT BOTTOM ------------------------------------------------ TITLE: BM 3 LitlE 2 Wi ~.4E/3000F MSR 2Xf. RElNF. BEAM CRITEP.iA: Type: (GLB = i) b (sa1.1n = (lj O.t:. b = 6,75 in. d = 22.5 in. E = 1800 tsi. A= 151.875 inA2 s: 5&':l,5312 inA3 I = 6407.226 inA4 Fb = 2400 psi. Fv = 165 psi. Span= 28 ft. P.EiNFORCING CRITERIA: bs = 1.5 ds \ \ I I I I bs I I I I I I I I ds = c:-" .J,.J otC11uN PROPERTIES: Es= As= 2400 1&.5 n = 1.333333 y bar = 12.32548 in. is = 41.513373 Ix = 7851.06'3 Q = i63,3393 LOADING: Uni for~ or special - (uni form = 1\ special = D: Uni form DL: Uni form LL: Llniiorw TL: V TL= M TL = !__.D.F. = 0 kifL (I k/ft. 0 0 (l !.~5 (for timber\ SPECIAL LOAfiiNG: (if other than uniform loadinq) V TL = )J.-'V 5', '1-c - M TL = 148 k = ,::OMPOSITE SECTiON BENDING STRESSES: Fb top= Fb bc,t = F rnf = 2.788163 ksi. 2.30i589 ksi. 3.068785 ksi. o.r.. O.K. O.K. M = 148 REHFORCING ATTACHMENT: FAST. ALLOW= ~. AT ENDS: V= .::..,.µ.+-, ~ • "'Io'- I IF REQUIRED) ii'!/I 0.0~-:::::J;1i:ff. U(.V = S • 27:31007 in. ·7 -t!:::±i:' YI l'T V= ,3..-H-+;-17. -1 o h A;T M Io. H,' -!Mft==(l iJE5S2t I: 'ifl·,~ :~.:?.)07 in. s .,,. L. Lt 8 . Qt.,,'?,;~.1'.}{ ;,10) "785 I. 01 (,/, \ ,llB .1,,, ,I ,I .ei. /A •• ~ Jo a,c,. I I I I I I I I I I I I I I I I I .. 1· I TIHBER BEAN inrn COMPOSITE REINFORWlG AT BOTTOM TITLE: BM 3 LINE 2 W/ ALT STEEL REINF. BEAM CRITERIA: Type: (6LB = 1) b (sawn = 0) O.L b = d = E = 6. 75 in. 22.5 in. 1800 ksi. A= 151,875 inA2 s: 569,5312 inA3 I = 6407. 226 i n.1'4 Fb = 2400 psi. Fv = 165 osi. Span = 28 ft. REIN::-ORCING CRITERIA: bs = 0.625 d : I I I I ds : : I 1 I I ! I I I I I I I l ' I I ds = 4 SECTION PROPERTIES: Es = 2'3000 n = 16.11111 As = " ,J y bar = 14.45585 in, Is= 6.666666 Ix = 11018.36 Q = 486.8893 LOADING: Uni form c,r special - (uni torn = (1 1 !:Oeci a·i = 1) : Un1 form DL: Uni form LL: Ur.i form TL: \i TL= M TL= (I ki ft. (I k/ft. 0 {! I) L.D.F. = 1.25 (for timber) SPECIAL LOADING: (if other than uni form loading) V. TL = 5. 7 M TL = 148 k = COHPOSITE SECTION BENDING STRESSES: Fb top= Fb pot= F rnf = 2. 330074 ksi. 1.2%59'3 ksi. 20.88%5 ksi. O.K. O.K. O.K. REINFORCING ATTACHHENT: FAST, ALLOW= AT ENDS: V= 5. 7 k. m REQUIRED) l:l\JiI= O. 251876 1:/i n, s = 9,369660 in. AT 1/4 POINT: v= 5. 7 k. QV/I= 0.251876 k/in. s = 9.369660 in. M = Id. 148 1.18 k. I A PRIM!! .:c::;'1 f-s)t I ~ STRUCTURAL l),;T;: __ I · ,-·i:. ENGINEERS s:;1 44_ _ 1 /<Z.7 ,,I. I " I I I I I I I I I- I I I I ( .......... I I 2'1 Y21( ,_ ' t, 4 ;-l: ... -7 k' :- C:/,, ... ~-\ 1/l- " C I _:; 4 ;v1-z1/-i- 2}~k-2? 2 11.,.)<27 .::; f' L!.f::E" L f-aR... --·-., ----~ -. ~ LJ)l--f_i°oSl7€. DH ;::?i:;,r-Jf' CvrJC. s,,-·c:s.r A r \A '2,108 !E ? ,v 75 lt Le.. I .q47 10 i. 7-°t I /2 " / \ ~-'2'1[ )( ).'7 )( 0.'5) :: l~ I.&:' 'i 3, 2. c:. {f 2.s1~ IQ ?,C>&"l 11-i /,811 l.J 1.103 As .. '---=-n,4-.wo4 e.. 2/ ,/, >< L 37 'L t ~ -<oo-4 L,. .,_ #( I~ 2?,'5 .. k No, 1->o---rs .,. 11,)'i ( \ . 4 '2. )( I , ~ 2 S ) ..,4 <) -t., c... 1...>';;) SS.? ~t.E:"€1... ~. tJ F As~E'.L, = (-2 5 K S,$o) ... f 9 "" '2-~,G.o \-<.s) r -( 2,/. ,{;,Q y I 1 ? 'J~ ) ;r: ----------qc:.__..,::. /\ PRIME JOB~ ! / ":;.~STRUCTURALDATE1"'/;9 I 1.:...·"'=-ENGINEERS SHT l/-S L-__ ______ ;.,.,___. Jo.,J7 1.J Pf:>1-SH t=A--~, (!<o To-rA L) 1.7 /.f "• ( " I ·:S~ = 4 -8 Lur-.Jc; . I I I I I I I I I 1· I I I .1. I I ., 1· I Pu,z1.,,J s-oPP, tb~o If;,, r--ri:;u-1 I UN,-:-' ·---l C. f', 8 > -'> "7'o 4 W b ::-(8 )( •C 14?.:, ) == 4.lt., ~ (8{ · orb ) ~ DL. =" (lo?o)( ,C:,(:,?y,{,,1,7) ;,\-(f:>.){7,$1 )(,010) ~ /,/.o';) ~ ½.. 01.. ~ (, 5s D )C 1 33 )( u 7 l + (B V ?.s )(01.,) = ;[prz.. ~ ~ A PRIME JOB '75-<3 -~STRUCTURAL DATE Jo/6 -_ -ENG!NEERS SHT--&..- /4. 1 1 I s3B I I I I I I I I I I I s3B I I :1: I -I ·- .. I I PURLIN SUPP. i850 LB. UNIT @ r.83 -3 TO 4 sOB!O/(lE,/95 ___ .;..______________________________________ 1 35-330 s1 il 1:M s0b414BTBEAM ANALYSIS PR06RAMslp9v1 s0b4148T (6. f.0 i sOp 10. OOh l 2v0s0b3T SPAN LENGTH = 3"3. 50 ft (Simple Span) UNirGRM LOADS (k/ft & ft) wd wl Xi 0.1[4 (l,128 0.00 3'3.5(1 POINT LOADS (k & ft) Pd Pl ,. 1. ;03 0.000 2"3,00 0.6'32 (l,!)0(1 36.00 REACTIONS (ki LOAD .LEFT RIGHT Dead 2,614 3,700 Live 2,528 2.528 fotal 5.142 b,228 MAXIMut-1 FORCES V max = f..23 k @ 39.50 ft M max = 54.54 kft@ 21.21 ft DEFLECTIONS (El= kinA2J LOAD IJeii fini X (ftJ fotai Live Dead i5453543/~l 7011017/EI 8437642/EI Pos, Moment Lu = L 00 ft Brace Soacing = 1.00 ft 20.07 19.75 midspan Actuai : 2,5" x 22.5" 24F-V4sOB Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear @ 1d' : , V = 5.77 ~@ 37.E,3 ft Fv = 20& fv = 154 75 Z Fb' = 2842 fb = 3103 109 7. <-- Live LDF = 1.251 Cv = 0.951 Cl = 0.98 DEFLECTIONS (ini (E = 1800 ksi) Total = 3.62 = L / 131 Live = 1.64 = Li 289 Dead = 1. 98 12~/-NY-' P~IZ U>,-./0 • I C. • /\ PRIM~ Jc:3q$' ~;;,?.~ ~STRUCTU!'-AL c,;-;-: ___ : -\~ EtJG?!':::-::::; ~: -dB A3 I I I I I I I I I I I I I ,, 1: I ., I 1: ruf<L-11J $0<-'PoR '"[u-Ic., ('2-c.lc, WD -::-, t tt4 r-w'--...., ,1-ZB p .._ ID (t~o lt:,,j( ,~'-.., )(. fa(,i) , ;\ PRIME JOB 9?')) lb. u,-.;1-;-· ~ q-41o5 : / \ STRUCTURAL DATE~ ;~_ ':::. ENGINEERS sHT_n_ A?.. ~ v.J. l 8 1 1/ 0-) .,_ , ~q,5\' ,;;34 l (:!_ 3 I ,S> I - I s3B I I I I I 'I I I. 1· I I s3B I I I I ,,, 1· ·1: PURLIN SUPP. 1200 lB. mm @ 6 -4 TO 5 sOBlOf(lf,/95 ----~----------------------------------95-330 s1p 12v1s0b4148TBEAM ANALYSIS PR06RAMs1p9v1sOb4148T (6. 60)sOpH1. 00hi2v0s0b3T SPAN LENGTH= 39.50 ft (Simpie Span) UNIFORM LOADS (-k/ ft t ft) I.Id wl X1 X2 o. i i4 0.128 o.oo 39.50 0.040 0.000 31.5(f 39.50 POINT LOADS (k t, ft) Pd Pl X 0.534 (l,!)!)(l 31.50 REACTIONS (k) LOAD LEFT RIGHT Dead 2.400 2. '373 live 2.528 2.528 Total 4 .. 928 5.501 MAXIMUM FORCES V sax = 5.50 k € 39.50 ft ~ max ~ 50.09 kft@ 20.33 ft DEFLECTIONS (EI = kin··'2) LOAD Defl (in) X (ft) Total 14168441/EI 19.91 live 7011015/Ei 19. 75 Dead 7156376/El midspan Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft Actual : 2.5" x 22.5" 24F-V4s0B Design per 1991 NDS Douglas. Fir-Larch. STRESSES (psi) Shear @ 'd' : V = 4.97 k@ 37.63 ft Fv = 206 fv = 133 64 i. Fb' = 2842 fb = 2850 10(1 i. <-- live LDF = 1.25, Cv = 0.951 Cl = 0.98 DEFLECtIONS (in) (E = 1800 ksil Total = 3.32 = L./ 143. Live = 1.64 = Li 289 Dead = 1.68 0.-K ' I s3P. I I I I I I I I 1· .1 s3B I I I ·I I :I 1; ., GLP 40; BAY s0Bl0ii3i'35 ------------95-330 sipi2vls0b414BTBEAM ANALYSiS PRDGRAMslp9vls0b4148T (6,60Js0pl0,00h12vO~Ob3i SPAN LENGTH::: 39.50 ft (Simple Span.i UNiFORM LOADS (k/ft & wd wl fti Xl X2 0.114 0,i28 0.00 39.50 0.010 0.000 o.oo 39.50 REACTIONS (U LOAD LEFT RIGHT r•ead 2.44fi 2.449 Live ·1 C:")Q i..1 \J•\.i . ., C'-;c ;_,,.;.:.u Total 4. 977 4.977 MAX IMIJM FORCES V max = 4.58 k @ 0.00 ft M max = 49,15 tft @ 19.75 ft DEFLECTiONS (EJ = f:in···2) LOAD De ii (in) X (ft) Total 1380293&/Ei 19.75 Live 7011015/E[ 19.75 Dead 6791920/Ei midspan Pas; Moment Lu= 1.00 ft Brace Spacing = 1.00 ft i3ov,. Deflection : Tc.tal = L/ 140 Required Ei = 4076817 kin-~2 GLB 2.5 ~ 22.5 24F-V4s0B Douglas Fir-Larch IN} STRESSES (osi) Shear @ 1 d1 : U = 4.50 k@ i.88 ft Fv = 206 fv = 120 58 % Fb' =· 2799 fb = 2796 100 Z Live LDF = 1.25, Cf= 0.93 DEFLECTIONS Cini CE= 1800 ksi) Total = 3.23 = L / 147 95 'I. Live = 1,64 = L / 289 48 i. Dead = 1.59 i A PIUME JC3 __ t j / -:A STRUCTURAL DA-:-::: __ , -·'C ENCrNi::~:::; ::;::T_fo ·I s3B I I I I I I I I I 1: s3B I I I I I I I'.-- I GLF 481 BAY ~(l_Bi0/13i95 '35-330 sipi2v!s0o4148TBEAM ANALYSiS PR06RAMsip9v1s0b4i4BT· (6,60)s0p10.00h12v0s0b3T SPAN LENG·TH :: 4 7. 50 ft (Simple Soan) UNIFORM LOADS (Uft & it) .,id wl JI X2 0.114 0.128 (l,00 47.50 (l,01)4 0.000 0.00 47.50 REACiIONS (k) LOAD LEFT RIGHT Dead 2.803 2.803 Live 3.040 3.040 Totai 5.843 5,843 MAXIMUM FORCES V max = 5.84 k @ 0.00 ft M max = 69.38 kit@ 23.75 ft DEFi..ECiiONS (El = kin1·2"1 LOAD Defl (in) X (ft) Total 28i76827/EI 23.75 Live 14661i13/EI 23.75 Dead 13515716/EI midspan Pos. Moment Lu= 1.00 ft Brace Spacing = LOO ft Gov. Deflection : Total = L/140 P.equi-red EI = 6920624 kin"2 GLB 2.5 ~ 27 24F-V4sOB Douglas Fir-Larch (N) STRESSES (psi) Shear @ 'd' : V = 5.29 k@ 2.25 ft Fv = 206 fv = 118 57 Z Fb' = 274:2 fb = 2741 100 7. 0,J<. Live LDF = 1.25, Cf= 0.91 DEFLECTIONS (in) (E = 1800 ksi i Total = 3.82 = L / 149 94 i. Live = 1,99 = L / 287 49 7. Deari = 1.83 I s3B I I I' ,, "' I I I I I' I I s3B 1: ,, I I I 1, I PURL.Hf 2 TD 3 BETWEEN D.5 f~ 5.57 Wi PARALLE~ DUCT s0Bl0i12/'35 95-33(1 ! A PRIME J03q._: -:, t j / 7;\ STRUCTURAL DATE...L,l!.} I s1p12v1 s0b4i4BTBEAM ANALYSIS PROGRAMs1:rMsl)b4148T (6.H1)s(1p10.00n12v0s0b3T -,!. ENGINEERS SHl_2'l.. SF'AN LENGTH = 47. 5{i ft (S1mpie Soan.l UNIFORM LOADS (kift ~ ftJ i), 114 (;,010 wi o. (l(l(! POINT LOADS (k Pd Pi O. iH1 o.oeo REACTIONS (k) LOAD Dead Live Totai MAX ItiUM FORCES Xi 0.00 5.00 & ft) X 5. (l!) LEFT 3.041 3.040 6.081 X2 47.50 47.50 Rli3HT 2.959 3.040 5.999 V max = 6.06 k @ 0,00 ft M 1m = 71.4i kft @ 23.6"3 ft DEFLECTIONS (EI = kinA2} LOAD Defi (in) Total 2'3025915/EI Live 146611iliEi Dead 143&477"3iEi F-os. ]foment Lu = 1. i)(i ft Brace Spacing = 1.00 ft X (ft) 23.73 23.75 midspan Actual : 2.5" x 27" 24F-U4s0B Design per 1991 ND3 Douglas Fir-Larch STRESSES (osii Shear @ 'd' : U = 5.54 1@ 2.25 ft Fv = 206 fv = 123 60 i. Fb1 = 2739 fb = 2821 103 i. <-- Live LDF = 1.25, Cv = 0.91, Cl = 0.97 DEFLECTIONS Cinl (E = 1800 ksil Total = 3.93 = L / 145 Live = 1. '3,9 = L / 287 Dead = 1. 95 Ar CJ~ I<. I s3B I I 1· I I 1 I I I I .,-SI-it'; I I I I I I 1:· 1: PURLIN: TO 3 BETWEEN 1.17 • J sOBl0/12195 ------------------------------135-33(1 ) slp12v150b4148TBEAM ANALYSlS PRD6RAMsip9vl!Ob4148T 15.60Js0p10.00hi2v0s0b3T SPAN LENGTH= 47.50 ft (Simple Span) UNIFORM LOADS (k/ft & ft! . v1d 1n Xi X2 0.00 47.50 POINT LOADS (k & ft) Pd Pl X 0.320 0.000 14.00 P.EAC: IONS ( d '..O~D Dead Live Total MAXI MUM FO~:CES LEFT 5, i373 RitiHT 2.802 3,040 5.842 ij fll~X = M ma~ = 5,'37 f; @ 0.0(1 ft 70.51 1ft @ 23.3E ft uEFLEGTiONS (EI = kin"·2l LOAD Deil (ini X (ft) Total 28684301/Ei 23.67 ~1ve 14661111/El 23.75 Dead t4022774/EI midspan Pos, Moment Lu= 1.00 ft Brace Spacing = 1~00 ft Actual : 2.5~, 27" 24F-V4sOB -------------------. . Design per 199i NDS Douglas Fir-Lar(h STRESSES (psii Shear ~ 1 d; : V = 5.43 k@ 2.25 ft Fv = 206 fv = i21 58 i. Fb' = 2739 fb = 2786 102 o/. {--,.. , OJ: Live LDF = 1.25, Cv = 0.91 1 Cl = 0.97 DEFLEc:iiONS (inl (E = 1800 ksi) fotai = 3.89 = L / 147 Live = 1.99 = L / 287 [iead = 1. % A8 I I I I I I I I I I· I I I I I I I 1.· I r-1 A PRIME Jc3ii:..:Jo /-~ STRUCTURAL DAT!: __ I , ~":. ENGINEERS SHT~ HAr-J~~ . Co>-Jr-J_ ._ ~ Due T .. /-IC.I PE:1A11-"2 /~ 4- p MA.K e. Ctf?, HAJG&/<. :-(f:>'r.oAc-r,o<.o4)E . -z.. + • O"Zs:, ,.. '450. h ot-t 6tJ T o,J &oL.,.. M :.c-(<'..?uB /2,. X ~./ ./-/,o~.;.}) == .G'/1., Life:, Ho-l lo~ -. ( 27,o )(. o 4-1 4-) =- /J {;(8 '<. .,.of,l) k f : (. 3o r ;i 1 )(, 1~4 ) -:t( 4 JCo4b ~ - '2. .$51 -• 'L.. -,D;>15 ,//"" Ct..f fo,11. %,/<Ac.~ l( 2-.513 ~ OJ<. f.o? k = - ,{pc, z.. k :i 2 -J/4-u f> IA,(:;, Ii e:A HAN~r;;-12.. I I !l I . BMc:.iiJc, To R.e'z>l. -$7. 'TLrJ t 1>-r,,Jc,_ ' O,k', I I I I I I I I .1 ,. I I I 1, I I I I I e "' * '0 "2,o =- "2.,25 0 -I M (.I I.I 1L-/, o +-/,"6 ,1-/,o t-).25 = 2. (,1s )( ;,t'..,o) = J ( c., )( I 0/4-;, ) '2..~3,., c.. =-,. 22 l .0,4:, = , l ~8-u,: 1 l A PRIME JCS_ ! / ~:~ STRUCTURAL CATE __ . . -~ ENG?NEEr.S z:-rr~-2-:-, H~2- 4 l/4-Be;rJ, PL .X ·3,t-' w, DE:. I- I I I I I I I I I I 1· I I I I I. I I . "'"I'~,;.:::~ ' \ ~ .......... ~.., I /.? STRUCTURAL DATE __ L":. ENGINEERS SHT~ HC.-5 ?/4 I( x. 4-v uJ,oe: r~e;-tJ T rt L.l>IJtJff:C.ToC< , ¼ I( 4 /11,tS. -re "?tl?i cF" Pvf<<-,J e 7oP. I .I I I I I I I I 1· I I I I I I I .. _ ! . ,·.....__., I I Mw,t-Jo = ( <,,.085 /)( --7 o ) -, &;7'8 I &-O•C/2. - t._ feR € I = • I k ,.. '2 4, 0 ' UR,74-""· ~ J~3c. ..... ,.,. .. A PRIME I., ,_~-.,. ... -:.~ STIWCTURAL c;.7:.leLz . -...:. ".;. ENGINEERS sHT-11._ i-! I 'S",e;e C;:,f-\.fJ Ti::. r.,,_ C-At-e.. W i4 ~ >-o IS o.~. I I I I I I I .I I I I I I I I I I ,. I RISA-2D (Ri Version 3.03 Prime Structural Engineers HOIST COLUMN W/ WJND LOAD fob _________ _ Page ________ _ Date ________ _ -----------.---------------------------------------------------------------- Units Option : US Standard 1USC Code Checks : '3th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : Nn A.S. I.F. : i.333 ---------------------------------------------------------------------------- Node Boundary Conditions No l-Coord ,-~oord X-dof Y-dof Rotation Temp. -----------(ftl-------~(ftl-----(in,K/inl----(in,K/inl---(r,K-ft/r)-----CFi- 0.00 0.00 R R R 0.00 2 0.00 20.50 0.00 3 0,00 24.00 0,00 ------------------------------------------------------------·---------------Material Elastic PoissonLs Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------CKsi)-----------------------CF)--------(K/ft3)------(Ksi)---- C:OL 2'3000.00 0,30000 0,65000 0,490 36.000 ---------------------------------------------------------------------------- Sedion Database Matl. Area Moment of As y/y labei Shape Set . Iner ti a Coef --------------------------------------(jnA2)---------(inA4)-------------. --- COL W14X30 COL 8.85 291.000 1.20 ----------------------------------------------------·----------------------- J I Releases J End Offsets No Node Node Sect i ein x y z x y z Sec Sway I J length ---------------·--------------·--------·--------------(in}----(inl------(fti 1 1 -2 COL 20.50 2 2 -3 COL 3.50 --------·------------------------------------------------------------------- J Unbraced lengths K Factors Bending (:oefs No Node Node Lb-i ri Lb-out Le In Out Cm Cb ------------------.-(ft)-----(ft)-----(ft)------·-------------------------·- 1 -2 o. 65 2 2 -3 2, 1(l A PIUMEJo::frS-., r=-~STIWCTUr,..;\L c.;,: __ A.-~ ENG!N:3E~S WT~ .• I I I .I I I I I ,. I I I I I I I RISA-ZD (R) Version 3.03 Prime Structural Engineers HOIST COLUMN~/ WIND LOAD Job _________ _ Page ________ _ Date ________ _ =======================-===============================================·==== ----------------------------------------------------------------------------BLC No. HOIST 2 WIND 3 SEISMIC Basic Load Case lie;cription Nodal Loads, BLC 1: HOIST Node Number Global X Global Y Load Totals Nodal Point Dist. ,., L ') L ,; L Moment ------------------------(Ki------------------fK'.1------------------(K-fti---- 2 -3.360 0,000 0.000 3 3.360 0,000 0.000 Member Point Loads,BLC 1: HOIST Memb I J No Node Node Direction Magnitude Location ---------------------------------------(K,K ·ft,F)---------------.-(fti--·--- 2 2 -3 Y O. 500 0. 000 Member Distributed Loads,BLC 2: WIND --------------------------, -------------------------------------------------Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 1 1 -2 y -0.113 -0,'113 (1,000 20.5(10 2 2 -3 y -0.113 -0.113 0.000 1.500 Member Distributed Loads,BLC 3: SEISHIC -----------------------------------------------------------------------·--·-Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(fti---- 1 1 -2 y -0. 010 -(l. 01 (I . (l, 000 20. 500 2 2 -3 y -0.010 -0.010 0,000 3.500 Load Combination No. Description Self Wt BLC: BLC: BLC BLC BLC: W E D'ir Fae Fae Fae Fae Fae Fae DYNA S V 1 HOIST+ SIESMIC: Y 1 2 HOIST+ WIND Y 1 3 HOIST Y 1 1 1 3 1 1 1 2 1 1 1 y y y y y A PRIME Jo395'·.3.2~ /. 'a STrtUCTUML CAT'.: __ /~ -:.:,. ENG:NEE:t3 r.:lT --_--:~) I I I I I I I I I I I ,, I I I I I I I RISA-2D (R) Version 3.03 Prime Structural Engineers HOIST COLUMN W/ WIND LOAD Job _________ _ Page ________ _ Date ________ _ -------------------------------------------------------------------------------------------------------------------------------------------------------- Dynamic Analysis Data Number of mode5 !frequencies) Basic Load Case for ma;ses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nocial Displaceffients None X only 32.20 ft/secH2 Node Global X Global Y Rotation -------------------(in)------LC----------(in)------LC----------(radi-----LC- 1 max (l. (l(l(l(l0 2 (l. 00000 1 -(l. (H)(l(l(l 3 min 0. O(l(l(l(l 3 O. 00000 1 --0. 00000 2 " max 0.00088 i.12193 2 min 0,0008R 0.5059':I 3 3 ma:,; min ENVELOPE SOLUTIOil Reacti t,n;; 1.44825 0.68859 2 " " 0.00088 (l,(1(1088 -0.00411 " "' i --0.00753 ,, ,. 1 -0.00446 3 1 -0.00789 -~ 1. ---------------------------------------------------------------------------- Node Global X Global Y Moment --------------------(K)-------LC-----------(K)------LC----------(K-ft)----:LC- 1 Illa~ -(l,(H)(l(l(I 3 -1.22275 1 39,10600 2 min -:2.48600 2 -1.22275 1 11.76000 3 ENVELOPE SOLUTION Member Section ·Results ----------------------------------------------------------------------------Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End ---------------(K,Kft,inlLCIK,Kft,inlLC(K,Kft,inlLCCK,Kft,in)LC(K,Kft,inlLC-- 1 1-'i ,. A -1.22 1 -1.07 1 -0.91 1 -0.76 1 -0.61 1 -1.22 1 -1.07 1 -0.91 1 -0.76 -0.61 1 V 2.49 2 1.91 ,., 1.33 2 0.75 ,., 0.17 ,., ,. ,. ,. 0,(10 " O,(l(l 3 0,(l(l 3 o.oo ,, 0,00 3 ,) " M 39.11 2 27.85 2 19.56 2 14.24 ·1 11.89 'l ,. ,. 11.76 3 11.76 3 11.76 3 11, 76 3 11.76 3 D 0.000 1 -0.032 ,, · -0.126 3 -0.285 3 -0.506 3 "' 0.000 1 -0,094 2 -0.340 2 -0.6"32 2 -1.122 ,., ,. ~ -~ I A P'"'"<o' J~J..1.>-?Jo I r -~ ---~:~·-"-r-·----. -:-. ST:tUC 1 i...., .. \L. "o __ , . ~-. . ,,,. .. ,,..,_-. .., .. __ '""'" E,,-... •. ,L ••.. J~;n ,c,c, __ 1 ~--1:.:.-~.: f-14- I I I I I I I I I I I I I I I I I I I RISA-2D (Rl Version 3.03 Pri;e Structural Engineers HOIST COLUMN W/ WIND LOAD Job _________ _ Page_. ______ _ Date ________ _ ============================================================================ Nodes Member Quarter Points ifo I J I-End 1/4 1/2 3/4 J-End ------~-------(K,Kft 1 inJLC(K1Kft1 inlLC(K,Kft 1inlLC(K,Kft,inlLCIK1Kft,inlLC-- 2 2-3 A -0.11 1 -0.08 1 -0.05 1 -0.03 0,00 1 V M D ENVELOPE SOLUTION AISC Code Checks -0.11 -(1,08 1 -0.05 -0.03 0.00 i 3.53 2 3.43 2 3.36 ., ,, ,,, ., " \J,~b "' 11. 89 ~:, 8.85 L tl. 76 .;., 8,82 3 .:, 0,000 -0.044 3 0.000 -0.08(! .-, ,_ 3.38 3.36 .-, L 5.90 5,88 2 -0.089 ., "' -0.161 ,, i. ., ').7 w,-w, 3.36 2.'34 2,94 -0.136 -0.244 2 2 3 2 3.36 1 3. 36 1 0,(10 1 -0 •. 00 2 -0.183 3 -0.32f. 2 ---------------------------------------------------------------· ------------ Nodes Member Quarter Points No I J Max IE O Jc 1/4 le 1/2 le 3/4 le L le Shear le ---------------------------------------------------------------------------- 1-2 0.917 2 0.92 2 0.65 2 0,46 2 0.37 3 0.37 3 0.03 2 2 2-3 0,142 3 0,14 3 0,11 3 (1,07 3 0.04 3 0.00 3 0.06 3 H-'--, I I I I ·I I I I I I I I I I I I I I I -¥-1--....1..-' D:_'~...1..1 !I---~1~ ;---------~' --1 t I 1000 :It- t"' ·.:., 11 iJo.ic ~ I'-· ~,:r'~ J /,~I" +- + lo«;/ h 0 f(/ ~II ft t·· t l 1 4, • P:':>· -:-,z:-~r .F-:-_STRLS"l t.'3.-\L. :.4--:1( ;(:;)',_ F,.,,,..,.. . .,_ ... -. •\.•L', '·. ,. .. I ----··-·· 's:·~ . "-J __ ---.112~·..:...1 -I> 1pe/' 1~0 t:700 1f H<.o . f /1',,1 "' r1~o/i(_ ~ ;.4,{' <-;rl'T,., rt 1~ ... ,, ~1 1(1 Gr:r-qpl-(17f r l4M.tl'-Mtrd G JM'>o--#tf''--v7 I I I I I I I I I I I I I I I I I / .. I I .. 1, 1/1,, II t'I ~ ~ I l,. rJ.c.f I'-" .. ,ur(V -++----~ve.· ~ u, '"I"' I_ l . .. . . ~ . 1:::. t>'~,c-~,c-f!> -p".,Pi., Pe.. t1t-:; j( ~ . -Z½.) -r G,)t4l.-L'ti->' (Q"' ( '½ -~) t, ,. . . .. • ! ... ., { .... PR.IME JOB -?-J;P STR.UCTURALDME,...L.:;;J.-= ENGINEERS SHT _,Y- H 7 I I. I I I I I I I ,. I I I I I ·1 I I I CDL,SIZE PASE PL.N BASE PL.B CDNC:, f'c ~--, . ., PL PE NE \FT-KIPS) VE I·EA)+SEISMIC T a D-=-L +SEISMIC T c J FRAME CDL. W12X30 1E.3S 1E..50 •• , C' -i..tJ f •j.i .. 1..i.'t 0.(10 (I, (H) 1E..44 0,25 11.93 0.80 11.93 0.80 H8 : s-3E PLATE DESIGN 0 0 ,., ,, !) ;. ,), 00 0.00 0.00 0,00 O,O(i !),00 0.00 o.oo 0.00 0,00 0 0 0 0 (} (!,t)() (1.(10 o.oo 0.00 o.oo ').00 o.oo o.oo o.oo o. (l(l :}, 00 0.00 o.oo 0.00 0,,% :), 00 o.oo o.oo o.oo o.oo (l,00 0,(l(l o.oo (l,(10 0,01) ERR ERR ERR ERR ERR ERR ERR ERR ERR ERP. ERR ERR ERR ERR EP~· hn ERR ERR ERR ERR -ERR ~ .... I I I I I I I I I I I I I I I I I I I ~:ISA-2D (R) Version 3,03 Prime Structural Engine21 s HOIST SUPPORT CAL.AWAY GOLF / ob __ .,1~::"-'f age ___ f?-4:,_ Date ____ f"_ =========================~================ ·=======================~========= Units Opti,)n A;SC: (:cde Checl'.s : 9th E.'.: tion ASD Shear Deformation: No P-D2lta Effects : NG ~de: Forces : No A.S. l.F. : 1.33~ iii:,:ie Boundary Condi ti'onf N;:, X-C:c,c,rd Y-.. · ·rd X-dof Y-dof Rotati~n Temp. -----------(ft)--------.·:)-----(in,K/inl----(in,Kfin)---(r,K-ft/rl-----(Fl- 0,00 ,:,. ::O R R R 0.00 .-, (:. 00 ·~··· -l1 -~.-t -•• : . ' ---------------------------------------------------------------------------- ;-;;;teri:11 Elastic Poisson's Thermal Weight Yield Stress Labei Modulus Ratio · Coefficient Density CFy) ---------------(Ksil------------------------(F)--------(K/ft3)------(Ksi)---- c:l 29000,0') 0,30000 0.65000 0.490 36.000 -------------------------------------------------·-----------·-------------- S~.c ti on / Database Area Moment of As y/y Label Shape Set Inertia Coef -----------· --------------------------( i n' 2 )---------( i n''4 )--------· -------- ,: ,:, 1 ~i2X3(1 col E.79 238.000 1.2!) --------------------------------------------------------------· --- J I Releases J End Offsets No Node Node Sectio~ x y z x y z Sec Sway I J Length ------------,-----··-------------:;-;-:--------------_(in)----(in)------(ft ) 1 -2 col 20.50 2 2 -3 col 4.00 -------------------------------------------------------------. ------------- J ~.:t,raced Lengths K Factc,rs Bendin; Gm:fs N·:, ~lode Node Lb-i ~ Lb-cu·t Le In Out Cm Cb --------------------(t;.;-----(ft)-----(ft)--------.------------------------- 1 -2 0.65 2 2 -3 2.10 A Pn.tM?JCB Q.f-"l,' o [-:f:t.STRUCTURALO.\iE 1--:..:.~~ ENcn-rn:.ms orr~ I I I I I I I· I I ,. I I I I I I I 1··· I RISA-2D CR) Version 3,03 ~·rime Structural Enpir:22·,s HOIST SU?PGRT C:ALLA;.JAY 60Lf --------------==--------------"--------------------------------------------- BLC: Ho. Bi::,~~ Load Case r;;scription Load Totals Nodal Point Dist. ----------------·--------------. -------------------------. ------------- heist+ ::?i:mic 2 2 Nvdal Loads, BLC 1: ho:;~ + seis.11ic ------------------------·-·-------------------------------------------------- No::12 Number t: .:,bal X 61 obal Y Ho:nent ------------------------;'.f'.)------------------(K)------------------(K-f t )---- 2 -3.360 0.000 (l,(l(l(I 2 3.36(1 0.000 0,000 i'lember P0i nt loads, BLC . : hoist + seismic -----·-----·-----------------------------------------· -·· .. __________ . ------- Memb I J !ic, Nc>cie Node ··: ·:,ct ion t1;;gni hide Location ----------------------.. ---------. ------( K J K-ft IF)-----------------( fa ; ------ . 2 2 -s Y 0.500 (l,(l(l(l Mer.:t:er Distributed Loct:::.BLC 1: hoist + seismic ---------0 ----------M ----------------------------------------------------- Mer.b I J Start End Start End No Node Node Dir t!gnitude , Magnitude Location Locatio11 · -------------------------c Kl_ t t , n-----<KI ft, n---------< ft)---------c ft )---- : 2 y -0.010 -0.0-10 o.Mo 20.soo 2 -3 y -0.010 -0.010 o.ooc .:.ooo .-, .,_ -----------f ---·----------------------------------------------------------- Load Co~bination '.fo. Description Se:' Wt BLC BLC BLC BLC BLC Di··· i"ac Fae fa.: Fae r ac Fae W E DYNA S V -----------------~---------------------------------------------------------- i hoist + seismic Y 1 1 uynar.ic Analysis Dat~ Number of modes (freqt;.;;,.:ies) S;sic Load Case for mec.:=s BLC mass direction of c,tion A~i:eleration of Gravi.t1. 3· ... None X only 32. 20 ft/ser.H2 L!:tcd C.;mbin.;tfon is ; , hoist+ seismic Nodal Displacereents Node 6lc1c2l X 6lobal Y Rotation ---· ----------------·(, ., ; ------. ----------(in)----------------(rad')--------- 1 ::; • :)0000 0. 000(10 -0. 000(1(1 f-1ro I I I I I I I I I I I I I 1· I =rsA-2D ·(Rl Vers:on 3.03 Priae Structural EnQice;·~ HOIST SUPPORT CALLAWAY GOLF Job __ !fz:~c? Page __ ~"::~-~ Date ' -, -11- ========================~=================================================== Ncde Global Y Rotation ---------------------( i ~; . ·--------------· -(in)--·-------(rad)--------- 2 :::, :·~528 0,00089 3 :.:1366 0.00091 Load Combination is 1 Reactions hoist + seismic -0.00682 N~·de 61 c.~ c · :! 61 obal Y Hon;ent ----------------------::; -------· ---------(K)---------------0:-f t )--------- -i:, 24500 -. , .:·4500 Load C,:,m~fna';io~, is 1 : hoist + seisffii,: ~~~b2r End Forces -1.23281 16,441~5 -1.23281 !E.44125 ------------------------·----------------------------------·---------------- Nodes .========= :-End========== ==-======= J-End ·========= t,:c l j Axial :hear Moment Axial Shear Moment. ---------------(K)--------(K)------(K-ftl-------CK>--------(K)------<K-ftl-- 1-.2 · -1.23 1 2-3 -0.12 Loij Ccmtination is 1 AISC Code Checks (l,24 3.40 16.44 13.52 hoist + sei st1:i c 0.62 -0.00 -(l.04 -3.36 -13.52 0,0(1 ----,-------------------··-~------'--------____________ .,_ ___________ -----·------- Nodes Nq I J 1Haxiau~ Member Quart~r Points 1/4 112 3/4 L 3heat ----------------------------------------------------------------------------1-2 2-3' 0,4510 0.1776 ,::, ~510 r., :7.76 0.4202 0,,1330 ........ 0,3965 0,0886 0.3B01 0.0442 0.3709 0.0000 0.0053 0.0736 I A Prm,m Jo:J H--3 I I '""'"t'c-·nn "L ~--~ I l.:J ..... • .. .lU.,..!I. L,-.:: __ ., r·---·---~-,-/,./ '-·· ·.~ -·· .............. J c;,1 ~ H It I I I I I I .1 I I 1. I I I .I I I I I I FTB FOR HGiST GRADE BEAM ANALYSiS ?RaGP.AM Footing LENGTH = 5.00 it Footing WIDTH = Footing DEPTH = Cone Weight = Surcharge = Foc,ting + Surd1. = POINT LOADS (k & ftl i X i I 23 4, 50 3,(J(l ft 2.00 ft (l, 1'.'; k: i 0.1(1 tsf 1.20 Uf MOMENT LOA~S (kft ~ fti X lf.,44 4.50 RESULTANTS (k, ft & ksfJ (:ASE 1 Pt 7 •y:: '''-"' X G.57 ii max :2.84 Q min (l,(l() NAXINUM FORCE~ Ck~ kit) C:ASE 1 V me.x M 31ax M 111ir; i6.29 -0.15 l(l/23/95 '35-33(1 I I I I I I I I I :I I I I I I FTB FOR HDiiF BPADE BEAM DESiGN PROGRAM DESIGN Df'.JA f1c = 2.50 ksi fy = 60. 00 ks; Load Factor = 1.40 SHEAR DESiGN Vmax = 5.3 k Vn = 8.B i; b : 36.(H) in h = '.".4. !)(1 in d = 21.00 in \ic = 75.6 k Vs = 0. 0 k Vs= 01 stirrups are ootional I I 3 Siirrup @ 7.3" 2 tt 3 Stirruos@ iG.5" 1 I 4 Sti~rup @ 10.5" FLEXURAL DESIGN Beta ! = 0, &5 As mir. = 2.52 si As max= IU.10 si M+ max= 16.3 kft M-min= -0.2 tit Mn+ = 25.3 kit As str.= 0.24 si As = 0.32 SI Mn-= -0.2 kft As str = 0.00 si As = 0,00 si Bottom Steel Top Steel Bar No. Soace No. Space ~ 4 1.6 i5.0" (1,(1 t s ~.o o.o- 10i23f95 '35-330 A Pr.IME Jc3'.J$-3,.?:a I :,~\ STrtUC':'0::'.AL r:.-:-~-- / , r.,-, ......... ,,._. ·---.__ '•--:a ~1,,,.. .... _,~ • Jr··--/_a.._ . -'G7')' -----~ - / : ,-~ . '' L~ , '.;iet'.. ~ -~., . ! : >: --.-',< '·' ,• ,•.\ . I,:.- ,., ' '-, ( ,' \...,..,.....· . IU'll;!t~ titl\l'I 1'11 IH 1,urwu::.1 It l(t!NtUl(!,1f!\J /\I l:IUI 1ur1 . . . --------------------------------------------~---.,. TITLE: COND. 1A W/ MICRO-LAM BEAN CRITERIA: Type: (GLB = 1) 1 ·csawh = Ol O.K. b .= 2.5 in. d =-22.5 in. , E = 1800 ksi. A= 56.25 inA2 s: 210,9375 inA3 I~ 2373,046 inA4 Fb = :2400 psi. Fv = 165 psi. -Span=·· 39.5 ft. ds I I I I I I I. I d l I I I I I I b { · .. ' I , I I I , I I I I 1-I I I I I I. I. REINFORCING CRITERIA: bs . · : .... ~ ... bs = 1. 75 ds = 5.5 SECTION PROPERTiES: Es= 1800 n · = 1 As= 19.25 y bar = 13.41721.in, Is= 48,52604 Ix = 3457.774 Q = 1'21,9060 LOADING: uniform or special ~ · (uni for• = O, special= 1): 1 Uni form DL: 0 k/ft, Uni form LL: 0 k/ft. Uniform TL: 0 V TL= 0 11 TL = 0 - L.D.f. = -1.25 (for ti1ber) SPECIAL LOADING: ,(if other than uni fora loaqing) V TL= 2.9 kips ( at end of reinf, location) H TL = 59 ft-kips k = 1 . ' COMPOSITE 'SECTION BENDING STRESSES: I'! = 59 Fb top= Fb bot = F rnf = 2. 747255 ksi. 1.859753 ksi; · 1,859753 ksi. O.K. -< 2,"11 ~ O.K. REINFORCING ATTACHMENT: AT ENDS: V= QV/I= s = AT 1/4 POINT: V= QV/1= s :: 0,K,. -< , 'I ,?1) X (.'7..? --==-/, o/(? B FAST. ALLOW= 2.9 k, 0.10~241 k/in, , 17.48803 ini 1.45 k. 0,051120 k/in. . 34. 97606 in. 0;894 k. ... ~ A Pr..1MzJCS45,..)Jo \ ~'.\STRUCTUMLDATE_,_ ·--~~ ENC:rsmrms SHT_.'..L._ f1L I Ttr- .. :r .. ::: .. v,;. r,..:,·-·· ,,. ;i·r_ ... ,f' ,· jfif ::!\,>_. ,1 },. ... ;(>_:,:' ;,;_ { ;, ·, '. \ _, ' .,-' ., ' ' i/'.. . . "-, ' . ~-:--.... , . ; ' f ->,...--- -TIMBER BEAN WITH COMPOSITE REINFORCING AT BOTTON . , -. . -----------------. --------. --' --' -. ----'I'!.' -- . TITLE: , COND 1B W/ HICRO-LAH BEAN CRITERIA: · Typer CGLB = D 1 (sawn= 0) O.K. b= 2,5in, ·d = 22,5 in, E = 1800 krt. ·A= · 56.25 inA2 . s: 210,9375 inA3 I,.= 2373.046 inA4 ·. Fb = 2400 psi. , Fv = . 165 psi, Sp~n-= 39,5 ft. REINFORCING CRITERIA: bs = 1,75 · ds = 5.5 Es = 1800 As= 19.25 b ' -----A---I• , J I I I I d I I I I I I I ds I l 'I I I I I I I I I I I .I I I I I . __ , __ --._, __ . bs SECTION· PROPERTIES: n = 1 y bar = 13.41721 in. Is= 48.52604 Ix = 3457.774 :t ... -·· LOADING: . Unifonr or special - . (uni fora = o, special = 1): Uni form DL: Unffon.LL: Unj fora TL: V TL.= H TL= L.D,F. = Q = 121. 906'0 1 0 k/ft. 0 k/ft. 0 0 0 1.25 (for ti1ber} SPECIAL LOADING: (if other than uni fora loading) V TL= H 'Tl= 3.1 kips ( at end of reinf, location) 57ft-kips k = 1 COMPOSITE SECTION BENDING STRESSES: 1 ' Fb top::: Fb bot = F rnf = 2. 654128 k~tq 1, 796711 ksi, ' 1, 7.96711 ksi. O,K, O.K. O,K_. REINFORCING ATTACHMENT: Al ENDS: V= - QV/I= s :, AT 1/4 POINT: V= QV/I= s = FAST, ALLOW= · 3 .• 1 k •. 0.109292 k/in,· 16.35977 in. 1.55 k, 0.054646 k/in, 32. 71954 in._ ti ::: · 57 0.894 k. -.(• A Pr.1~.m Jos %<~Jo L -aSTP.UCTUML!lATl: . /,.:;;..,·,-.::,,, ENGlNEE!tS SHT~ .,-' ·\+. ,' ., 'l· l . ' ' ' 1·:. . ·. l ,,., ,- Li_·- U:. ,j '. TIMBER .BEAH WITH COHPOSIT~ REINFORCING AT BOTTON -.----~-------------------------· -.--~---------- TITLE: COND. 1C W/ MICRO-LAH REINF,· BEAK CRITERIA: . Type: (6LB = 1) · · ('sawn = 0) O,K. · b ~ 2.5 in. d = 22,5 in, E = 1800 ksi. · A=. ·56.25 inA2 s: 210,9375 inA3 I= 2373.046 inA4 Fb = 2400 psi. tV· = .165 psi. Span= 39,5 ft. RE·INFORCIN6 CRITERIA: bs = 1. 75 ds = 5.5 Es= 1800 . _A!;=· 19.25 · Is = 48.52604 LOADING: Uni. fon or special - Cuniton·= 01 · . ·special = 1): Unifon DL: · . Un~:forll LL} Uni fon TL: V.TL = H TL= LD.F. = 1 1 b --------- d l I I I I ds l I I I I I bs I I • I I I I I I I I I I I I I I I I I I I I· SECTION PROPERTIES: -n -· 1 Y. bar = 13;417i1 'i-n· ..... Ix . = 3457 .174 Q · = 121. 9060' ' . 0 k/ft. 0 k/ft, .o 0 0 1,25 (for timber) SPECIAL LOADING: Ci f other than uni fon loading) V TL= HTL = 2, 78 kips ( at end of teinf. location) ·54 ft-kips k = 1 COHPOSI.TE SECTIO.N. BENDING STRESSES;,. , '.H = , , ' : ' .... ..-~ ·' ,' ·rb top= fb bot= F-rnf -· bf-t . 2.514437 ksi, . . · 1.102147 ksL. • · 1.702147·ksi.. O.,K. : OiK. . O.'K. . REINFORCING ATTACHMENT: FAST, ALLOW= AfENDS:. V= .GV/I= s =. AT r/4 POINT: V= . QV/I= . s = 2. 78 k, . 0,09801Q k'l4n; 18.24291 in.. · . 1.4 k,' . 0. 049357 kiin • 36,22520 in. 54 0,894 k, ,.. ~ A PRIME J0:3 q.5 .... 3½ . If!:;~ STRUC:TUML DATE_ ~..::a ENG,NEtm.S SHT_4-_ H<-3 : . !' ! . ,,· I ; ,._.., llMl<l:.t< lll:flf'l Wl!H t;UMl'O:ilil:: REiNFOt,;C1N6 AT l<OffOM TITLE: COND. ID W/ PARALLAH BEAK CRITERIA: Type: (6LB = 1) (sawn= 0) 0,K, ~ = 3.5 in. d = 11.25 in, · E = 1800 ksi. A = 3'3, 375 in"2 S = 73,82812 in"3 I= 415.2832 in"4 Fb = 1800 psi, Fv = 95 psi. I ·' d I I I I I de I I, • I l .b l I I I I I I I J I I J t J I I Span = 19. 5 ft, REINFORCING CRITERIA: bs -------:-,.-" bs = 2.56 ds = 7,25 SECTION PROPERTIES: Es= 2000 n = 1.111111 As = 37 .12 y bar = 6,648188 in. Is= 162.5933 LO'ADING: Uniform or special - (uni form = o, special = 1): Uni form D~: Uni form LL: Uniform TL: V TL= ii TL= L.D.F. -= Ix = 676,5185 Q = 40.28804 1 0 k/ft. 0 k/ft, ·o 0 0 1,25 (for ti1ber) SPECIAL LOADING: Ci f other than uni form loading) V TL= H TL= 1,7 kips ( at ~nd of reinf. loc1tion) 18,23 ft-kips k = 1 COMPOSITE SECTION BENDING STRESSES:· H = Fb top= 2.1A9767 ksi. O.K. Fb bot= 1. 488048 ksi'. .O,K, F rnf = ·1.653386 ksi, O,K, REINFORCING ATTACHMENT: AT ENDS: . V= QV/1= s = ' AT 1/4 POINT: V= QV/I= s = FAST, ALLOW= . 1, 7 k. 0,101238 k/in, 28.05258 i-n, · Q.88 k, 0,052405 k/in, · 54.19249 in,. ..:::. < 18,23 ?..,, 2'7o tZ,A-oo 'lQ L'Z.'5 ~ t.42 k. ... ~.ooo ,, ' ; '• t .~ '' ; ~ .f '.' ,.' 'j ~ ! ~ : -. ', .. , ~ ',· : .. '. -f:.: '' ' ' ~ '' TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM --------------------------·--------------------- TITLE: COND 1H W/ MICRO-LAM REINF. - BEAM CRITERIA: Type: (GLB = 1) , (sawn = 0) O.K. b = 2.5 .in. d = 27 in. E = 1800 ksi. A= 67,5 in"2 S = 303,75 in"3 I= 4100,625 in"4 Fb = 2400 psi. Fv = 165 psi. d I ' ' I I ds l I b I I I I I I I I Span = 47, 5 ft. l __ l _______ ;t. .. t· REINFORCING CRITERIA: bs = 1. 75 ds = 5, 5 Es = 1800 As= 19.25 Is= 48,52604 LOADING: -Uniform or special - (uni form = 01 special = 1): Uni form DL: Uni form LL: Uni fon TL: V TL= M TL= bs SECTION PROPERTIES: n· = 1 y bar = 15,88~44 in, Ix = 5880.090 Q = 161.0176 1 0 k/ft. 0 k/ft. 0 0 0 1,25 (for timber} L.D,F. = SPECIAL LOADING: (if other than-uniform loading) V TL= H TL= 1,76 kips ( at end of reinf. location) 75,2 ft-kips k = 1 COMPOSITE SECTION BENDING STRESSES: Fb top = 2.437892 ksi, O.K. Fb bot= 1. 705717 ksi. O.K, F rnf = 1, 705717 ksi. O,K, REINFORCING ATTACHMENT: FAST. ALLOW= AT ENDS: V= 1.76 k, OV/I= 0,048195 k/in. S = 37.09927 in, AT 1/4 .POINT: V= 0,88 k, QV/I=. 0,024097 k/in. N = 75.2 < 1..14-1 ' <... l,'t(Q~ 0,894 k. A PIUl\'lE J03 9,5~3)0 7':\ STRUCTURAL D,;1:: -~ ENG!NEE!t:3 SHT~ /-1L-5 •<'· ' . TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM _, -------·----------------------. --------------- TITLE; COND. 1J W/ MICRO-LAH REINF •. BEAM CRITERIA: Type: C6LB = 1) , (sawn = 0) o.K. b = 2.5 in. d = 27 in, f = 1800 ksi. A= 67,5 inA2 cs~ 303,75 inA3 I= 4100,625 inA4 Fb. = 2400 psi, fv = 165 psi. d l I I I I ds I I b I. I . I I I I I. I I I I ·span= 47.5 ft. I I I I 1, ... -1··- REINFORCING CRITERIA: bs = 1. 75 ds = 5. 5 Es = 1800 As= 19.25 Is= 48.52604 LOADING: -Uniform or special - (uni form = 01 special = 1): Uni form DL: Uni form LL: Uniform TL: V TL= 11 TL= 1 I bs SECTION PROPERTIES: n = 1 y bar = 15.88544 in. Ix = 5880,090 Q = 161.0176 1 0 k/ft. 0 k/ft. 0 0 (I 1.25 (for tither) L.D.F, = SPECIAL LOADING: (if other than unifor1 loading) V. TL= H TL= k = 3.21 kips Cat.end of reinf. location) 79 ft-kips .1 /. ~··t COMPOSITE SECTION BENDING STRESSES: H = Fb top= Fb bot= . r rnf = 2,561083 ksi. O.K. < ~.'1+2- 1.791910 ksi, . O.K, 1.791910 ksi. O.K. -< 1-~~~ -REINFORCING ATTACHMENT: AT ENDS: V= QV/I= s = AT 1/4 POINT: V= QV/I= . FAST. ALLOW= 3. 21 k. 0,087901 k/in. 20.34103 in. o. 88 k. 0!024097 k/in. 0.894 k. -[·.~:. ,-,. , 'ti-: ·., '' '. ' ~ -. J: . ~--, ;_,-.. : '.~fA,J W.-;;:::: lJ,__ e ff -:::=. I;_ ~ I r: -:;:!: f,. ~ · , /} · PRIME JOB~~~¢ i , -,l STRUCTUi.1.J\L C'.\TE . _ . .,. E,,,...,,._, .. ~,..,,. - J --'--' ·~"i"-JHv!..!.e, .. .> CHT_~---··-----·--· ·-·-. -·· ·k,F-1 ., = 18$0 I~ ·U/\ftT~. 4 { \J :?> '!· . l t.-1 ?~~ 4-~.7~ l -'B -0 -7¼,. -?>'e -:::- <~r.o,4-~) Z' . tf4 (8 ').( I ctb ) -:,a.. ' /2--8 1/o r(pi Jr ,• l. r toeo )<1 -,, -~-.• /tJ(!J~ e:: · 7t(,, @_ 2:) /,960 )( --t i&th +1/t<JD i7lh t, 1 :,. .. ~ e., lb {'ff I 1/i) .. ~i,B 1 j~ ~02..o ·I = • 3z.o I. 6 (,'870 )(w) 'Z .-;,4~ ~ p{!,,2> I e- ,1_,..., ,.~ l l 77,# i,.. • ',9 "2.'Z.,~I ' , -- ;,~• . ' ' l ,' ,-• ' l · .. ;._,, .. j • •,'' ;, ,: -. ·( ·'-....· I. C:H,~cJ<-. ~ND 1-r,cJ 1.:r ~i'Z_ f-1 'ci~t -:,7 ~ 4-l, 5 8 "' ~ _H...,_,-1=&.=....J,..___ .. __ ~_"5_r _ei_&>_ = 111, 4-4-- Mq,ita...J ., Mt. '73 M ,Jr;:.w hv...-'"'C"o q,:.,. -{.p~~ -=,i -4-/,S'$ ""'" 1.-1,1 § ~ DF' NE t,J L..0Ar) ~lfi:J) /2,'f /2tr11\J;:',. '?~ ,t)l, -t,.,J,1 i = , z.2.17 35,3(.,. '\' ... ,1 l '. ' .. ·,' (' . :• ,L,-- ;., .,' ; ~-,' : r .. · •" t· .:t l"--· .. ,,.--. ,; - ·:' . '•'. ' ,;_v .. t';,,-' ,, i·; . ·-~ ½ i \' ' ~ ' PURLIN LINE D. 67 BETWEEN LINE .1 -Ii 2 . · .,--~ -----.---. ----------------------' ' s0B10/30/95 ·~ 95-330 A PRIME Joa'9f:'3,,-sc ~1pl2vls0b4148TBEAII ANALYSIS PR06RAlts1p9v1s0b4148T . L-,..+,'>~ STRUCTURAL DAT!:._ (6.60)s0p10. 00h12v0s0b3 -A!::'~ ENGINEERS sm__&__ j . ' SPAN ·LENGTH= 46,78 ft (Simple Span) ,UNIFORM LOADS Ck/ft & ft) 11d 111 X1 -X2 0.1.14 0.120 o.oo· 46.78 POINT LOADS (k & ft), Pd Pl , · ·X 0,716 0.000 0.00 .. 0.716. 0,000 16.00 o.~20 0.000 39.80 0.348 0.000 38.80 REACTIONS (k) LOAD LEFT RIGHT Dead 3,838 3,595 Live 2,994 2,994 Total 6.832 6,589 11AXIl1UH FORCES V max =· 6.83 k @ 0,00 ft H max = 77.44 kft@ 22.31 ft DEFLECTIONS (EI·= kinA2) LOAD Defl (in) Total 30807074/EI · ·Live 13792192/EI Dead 17012997/EI Pos. Moment Lu= 1.00 ft · Brace Spacing -1.00 ft X (ft) 23.22 23,39 1idspan Actual : 2.51 x 271 24f-Y4sOB ---' -------------- Dougias ·Fir-Larch (N) STRESSES (psi) Shear @ 'd' : V = 6.29 k@ 2,25 ft fv = 206 fv = 140 1 6~ X. Fb' = 2742 fb = 3059 Tl2 % <-- , Live LDf = 1.251 Cf = 0,91 ,DEFLECTIONS (in) (E = 1800 ksi) Total= 4.17. = L / 134 . Live ·-1. 87 = i. / 300 Dead = 2.3Q ~\/-3, !i...-,., I .T. .. . . -· ( . .. '...:_.,. -l: , f ' ~- ' ~' : ;· ' h·'· ? ' .. :. ;_: ,,_· __ ;.', ·( ! ... _., . ~--~~~=:~~=:~=-~:~~-~ET~==~-~:NE. ·~-~-=-~/ -=~::T_' DL 95_;~~10/30/95 · • • [ ,A PRIME JOB.:ll.:-J..b · J;,i:~ STRUCTURAL DATE s1p12vis0b4148TBEAK ANALYSIS PR06RAKs1p9vls0b4148T (6. 60}s0p10. 00hi2v0s0b3T i' ~~z.:. ENGINEERS s:-11.:u:= SPAN LENGTH= 46.78 ft (Siaple Span) ·uNifORK LOADS Ck/ft & ft) wd wl X1 X2 . · 0.114 o. 000 . 0~00 46,78 POINT ·LOADS Ck & ft) Pd Pr X 0.116 o.oot 0.00 · . o. 716 . 0.000 16.00 o·.348 0.000 38.80 REACTIONS Ck) LOAD LEFT ·oead 3.790 Live 0.000 Total 3.790 MAXIMUM FORCES V max = 3,79 k @ Vd 1ax = 3.79 k @ ··11 max = 41,58 kft @ Hdmax = 41.58 kft @ DEFLECTIONS (EI= Hn"2) LOAD Defl . (in) ·Total 16506799/EI Liv~ 0/EI . D~ad 16500771/EI ·. TOTAL Defl EI L / 180 5292903 L / 240 7057204 L / 360 10585806 RIGHT 3.322 0.000 3.322 o.oo ft. 0.00 ft 20.69 ft 20.69 ft X Ht) 22.98 o.oo 1idspan :1....~ OL ~ '' ' < ,:,•· .,f . ,, ti ' . '!,'!, !;, ---' t }···· .. J ~ :· ~ ' ,·,;·',. L . . . s3B s3B PURLIN LINE D.5 BETWEEN 1 & 2 PERP PARALLEL DUCTS sOBl0/31/95 -··-----.-~----------------------. ---------------... .95 .330, s1p12vts0b4148TBEAH ANALYSIS PR0GRAl1s1p9v1s0b4148T SPAN LENGTH= 46,78 Jt (6.60)s0p10.00h12v0s0b3T ·(Simple Span) UNIFORM LOADS (k/ft & ft} . wd · .wl X1 0,114 0.128 o.oo 0.020 0.000 16.00 POINT LOADS (k & ft) Pd Pl X 0.180 . 0.000 , 39.80 0.100 0.000 18,00 , REACTiONS (k) I LOAD . ·Dead' Uve Total HAXIHUH FORCES LEFT 2,948 2,994 5.941 -:-X2 46.78 40.00 RIGHT , 3.145 2.994 6,139 V max 6.14 k @ 46.J8 ft M max = 71.69 kft@ 23.52 ft DEFLECT IONS (EI= kin"2} LOAD Defl (in) Tota! 28195653/EI Live 13792192/EI Dead 14403288/EI . Pos, Moment Lu = 1. 00 ft Brace Spacing = 1.00 ft X ( ft} 23.44 23.39 midspan Actual : 2.5" x 27" 24F-V4s0B Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) . Shear @ 'd' : V = 5.59 k@ 44.53 ft Fv = 206 fv = 124 60 Z ' fb' = 2743 fb = 2832 ltif Z <-- Live LDF = 1,251 Cv = 0.911 Cl= 0,97 DEFLEC1IONS Jin) (E = 1800 ksD Total = 3~82 = L / 147 Live = 1.87 -L' / 300 Dead = 1. 95 :r.. ..... IH ,., ',,. !-•., ., \ ' ,.-. ',' ( ' ' ' . , ..__ t :' ••• ,,-- s3B PURLIN BETWEEN 1 & 2 lrl/ DUCT . . . .' · ·. ·: . s0B10l30/95 • • ·-~--------------------------95-330 ·. [ A PRIMEJOB~ J.::e STRUCTURAL D.\iE_ . s1p12v1s0b4148TBEAK ANALYSIS PROGRANs1p9v.1s0b4148T (6.60)s0p10.00h12v0sOba!=~ ENGINEERS SHT-12 .... -SPAN LENGTH= 46.78 ft f<V-<,,. <Simple Span) UNtFORK LOADS Ck/ft fc ft) wd 111 X1 -X2 0.114 0.128 o.oo 46.78 .POINT LOADS Ck fc ft) · . Pd Pl X 0.320 0.000 39.80 REACT_IONS (k) -LOAD LEfT RIGHT Dead 2.714 2.939 'Live 2,994 2,994 · Total 5,708 5,933 KAXIMUK FORCES V' ,ax = 5.93 k @ 46.78 f.t 11 ,at = 67.32 kft @ · 23.59 ft DEFLECTIONS (EI= kinA2) LOAD D~fl (in). · Total· 26588285/EI Live 13792191/EI Dead 12795902/EI Po~ .• Moment Lu = 1,00 ft Brace Spacing = 1.00 ft X C ft) 23,45 23.39 1idspan Gov. Deflection: total= L/125 Required EI= 5920507 kinA2 6LB 2.5 x 27 24F-V4s0B ----r------- . Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear@ 'd' : V.= 5.39 k@ 44.53 ft 1 Fv = · 206 fv = 120 ·'SB: X Fb' = 2743 fb = 2660 97 X 0 J<, Live LDF = 1,251 Cv = 0,91, Cl= 0,97 · DEFLECTIONS (in) CE = 1800 ksiL . Totai = 3.60 = L" / 156 ao z LLve = 1.87 = L / 300 42 ·x . D~ad = 1.73 " !, ;, '' l ' \ ' ' ' ',',c=··. .,,: . .· , TIMBER BEAM WITH COHPOSITE REINFORCIN6,AT'BOTTOH _, ·J ----~---0 -. ------------------·-----· ----, ----~ - TITLE: COND. 1F WI PARALLAN REI NF. Af BOTTON . BEAN CRITERIA: Type: (6LB =· 1) ·;<sawn = 0) O.K •. b = 6.75.in. d = 31,5 in. E = 1800 ksi. A= 212.625 inA2 s: 1116,281 inA3 I= 17581,42 in"4 Fb = 2400 psi. Fv = 165 psi. I I ds I I b r I I I d I I I ,, I I I I I I I I I I I I I I Span= 39.25 ft, I I l : '-~t .. - I I I I REINFORCING CRITERIA: bs bs = 3,5 ds = 4, 5 SECTION PROeERTIES: Es = 2000 n = 1.111111 As = 31,5 y bar = 17i65812 in, ,Is= 53.15625 Ix ,= .231P,65, Q · = 405. 7155 . LOADING: Uni .form or special - (uni forjfj = o, , special= 1): 1 Unifon,Dl: 0 k/ft, Uni fon Lt: 0 k/ft. Uniform TL: o V TL= 0 M TL = 0 L.D.F. = 1.25 (for ti1ber) SPECIAL LOADING: Ci f other than uni for1 loading) , V TL = 12.56 kips ( at end. of 'rei'nf. location) M TL = 269 ft:kips k = 1 ,coHPOSITE SECTION, BENDING STRESSES: Fb top= Fb bot= F rnf = 2,465667 ksi; O.K, 1',932789 ksi. '0,K. 2.147544 ksi. O.K. REINFOR~ING ATTACHHENT: AT ENDS; V= . QV/I= s = AT 1/4 POINT: V= FAST. ALLOW= 12.56 k •. 0.220428 k'tin • . 7,267665 in. 0.88 k. ti = ..;.· ·.) ...... ·' 0.801 k. QV/I=:: • O, 015444 k/in, , I _ _, lf ' ,,_ VV<--0,C. , A PRIME J03 9S··t,Jo -~ £.~ STRUCTURAL DATE ~--ENGINEERS sHT..:;;c IF-l I ~., -• ,, '. -~ -,, •r, ,., --i'i· ,: ,;, r .tf .: •.. '}·--':· ,':: __ .,. _,1··.' •. '! \ ' i'-'. ',._ / i"---. . (.o..lO 1,:::-. f' ,:-_ (A.,1{)(_?·7"r z.,t; ~$i) }'19. DF. ¼ L{f &>1..r~ ~ . ,. ' ' l k 23.S: . . ~::: 484- I, A Pnn.mJc3'.JS-33 ,.,_ ·\ STRUCTU:lAL t.\7:;_ L-~ ENGrnrmrr:, .,,_,.. t ~ ""11,_ 4; ,1; I< )!.. (St.f2..~ . 1 fv~ ~~L. ( ;5,0£ re- e A PMA <-V\ '1 Jt.. ....... _1rJ : 'Doui~U: <; 1-ee-p, R. • ½Be 10/~5 ,;,;} : . .,~, ~ ~ I',,-.... ' '' j' _..,,. i ;, .. ~ -' ~ l::.· ffc I i ;:: .· :t::;· ·,, ! 1_, -". ~;J(; 1 ' ' •: ., ii f j,; .. :, ; , ... --~ .. :i: l__,l I , • ;, > !: - : -.·· -·-· -i•,, . !'. 11-. -' • / • .. ,, , 1,· .• f' , ... ·. }, , . ·" . ,' 1·: ,. 'I \ ' , ....... _...,. ): ' -.:-. , ' ' 'V l S?J> ~i!1rJrOR.c..1:! t1 e;NT, A PRIME JOB~ If:~ STRUCTURAL DATE __ ,-..:;:,,~ ENGINEERS SHT /r.,,, ·- . tJP t,,a rJ .,q tv/ "51oe Re.1/Jr .w/o .JAck:,tJ Ct. · l \ , I 1 1M -:, 14-Si It!. r 11'"0,A~ ·V ~-r7~ . ~L. <? tz,IZ"wF . -;,, . . . , . . . I .. :,.i~w ·""' .tffl -a~,'3>-= C.04,? '<~ ' I. ,. l I. I i '. , ' .,_ .r.. ....... '27, I 4, . :::: •). (zX-tX .,-ia )(~·;-;iJ · _ //2. ~ (1((, ,,,ml ~ 11/4' ~ ft I,, .. Jr'1;. I..:: 2CJ, I 4 -,< 2 X /? ,7 =< 3), SP1,.1c;Ef .. l-J/ 2 ~ I "'</ A~o7 BoL15 e"'A E:'l'ID. , 1; t{__ U~G' t 1 + lkic..k 6v-l.P re_. -3°/ih I/ t1 Lt,,£! L,,Je LD 10 0,JO 1Z ¼,"' Pl\., va 1 'To r;'/~v.. R~1t--1p 'ft. l ,. < ~ ' ' TINDER BEAN WITH· CONPOSITE REINFORCING AT BOTTON ...,_ : -, ' ---' -----------------------------' --. ~ ----- TITLE: COND 1S II/ STEEL PL 11/0 .JACKING BEAH CRITERIA: Type: C6LB = 1) (sawn = 0.) O.K. ·-,b= ·6.75fn. d = 22.5 in. E = 1800 ksi. A = .,151.875 in"'.2 S = 569~5312 in"'3 I'= 6407.226 in"'4 Fb = 2400 psi, · Fv = 165 psi. Span = 28 ft. REINFORCING CRITERIA: bs = 0.625 ds = 5.5 Es =· 29000 1 I I I I" d I I • I I I I I ds I I I I • I I bs I I I I I I· I I SECTION 'PROPERTIES: n · . = 16!11111 . As··= 6.875 . •ls=· 17 •. 33072 y bar . = 14.83474 -in. •. - Ix , = 11314. 12 LOADING: UniJot1 or special - '!uni.form = 01 special= 1): Uni form DL: Unffora LL: Uniform TL: V TL= 11 TL= LO,F, = Q = 544.4329 1 0 k/ft. 0 k/ft. 0 0 0 1. 25 (for timber) SPECIAL LOADING: (if other than uni fort loading) V TL = 2.5 kips ( at end of reinf. location) H TL=· 64.7 ft-kips k = 1 COMPOSITE SECTION BENDING STRESSES:, ti = . 64.7 ... F.b top= Fb bot= F rnf = /, 1.017992 kit;t O.K. 0,526006 ksi,: · · O.K •. a.4745~2 ksi. O.K. REJNFORCING ATTACHMENT: AT ENDS:· V= QVtI= · s = AT: t/4 POINT: V= QV/I= s = FAS:r. ALLOW~ '2,5 k, 0.120299 k/in, 19.61772 in. ·_ 2.5 k. · 0.120299 k/fo, 19.61772 in. 1,18 k. A PRIMEJ03~ i:':-~ STRUCTURAL DAi!_ ,~-C. ENGINEERS sHT_jJ_ .,.-, ' I ' PRIME-STRUCTURAL ·~NGINt;ERS _. 2614 Gianelli t.ane Es.condid.o, Calitomia 92025 Tel (619) 746461'1' : ........ STRUCTURAL CALCULATIONS -~51~ M.t,.,fd-fo:!/o.su t""- [ A PRIME JOB 5- ~STRUCTURAL DATE_ A::.:-~ ENGINEERS SHT 1 --·-------===-=--=..i 1<c0Ftt-.lq_ 2. 2 f:>SF 1}2,IJ PLw.D I, S · M Zx 4-srrfP6rJea.s "-2-f-oc:.. o, 1 1--~,r} tN-SuL.A--r, o,J o. ~ ', \ I » ~ H ~y,\'l,, . ?tti )¢ 'ZJ c;,e..P "2.~ V/c,y,P, BP. 2, '2. t-JECJ--t l. ~ £L€""C. / [ ,o -:Sf~1N'i:::\..Bt.$ . h6 hi$<: , . D.9 4-1 ---:.;;,-~--· -··· - c;. 'tF' ~o · WA f" fZLA:ffiR5 Y2. ~ -:::c ; 2"'.3-.. ~-e fu~!.f,JS , 4 . . 1'.) · ' . l '-~ ,-s~ + . + /,8 . + ~t..B j S"fo"' -28 4,VJc., I ,Q \?,.:?? ~ I 7-I /. . ) C/-'teCJc( A'b r EA.1 rv~c..,,J. ,1::e:T <..Jc:€/'J <D ,. I :,, ~ -· i~~ L1 5PArJ -= "t2>·,0 ,:. -:-2. •• l.,_' w ... ( 3 ')( , o ,~,) == '12.'j 0 ( LJ I,.. :::. (Z;>{( ;oJe,) ;:, • 12-~ ,?~( w;ut..T ,C7Q-6 F~M I 4r.,,[ , -= l '2. .1C) i l,\,'i;, ·;:. c~X-ot4-3) :::: 'l 14'1-....... w~ = (.s )( ,.ot<J -= · lt.B ;z.42 4- (,{)DUG.I ;. ,01-o PROt,..( 0 I l>ix.r :::. (i')( ,010) . ":-, 0 'rro e. 4r . 1 ";/z; II tf · r., 'SfA.-J =-4-~ -~"le, --2 r,z -'2. , ,-= GJ0 -(6 )( .o 143) :::. . 1.14 q. VJ l-!l"f ( 8 ) ( , 0 I (o ) % ' {-7,,:~ rl/4.C.t( ::! (5j(o40) ..... 12.-ol... Q: 10 1 ... ·: c.., -, I A-To I 1,,35 [{@ ';) 1/?.., L( 41."z> I H -ro :r I ~-PRIMEJoa'l5~3~ I [:,;-STRUCTURAL DATE '1-"f 5 A:;;:-ENGINEERS SHT ~ lt)I C.LC1..' = I I R-&> ~ 08 Dv~if. .57i<E $ :S'f:; D I, 1o '0e l?G;r,Jr. II ii l::.x.,s-r, c:;1..P zY-..1127 C)(< -· , -F6 ~ loo % .', ~K. I+-_?:. I jpA.,j PuRL1.J f;>~.:1wE£J-i <l . .Ef 3 f1<..ot-1 p (O H l.J D . ::. (8 y, O I 4 p ) ~ • /! ~ + iwi:.. :. ~ .· ($ J{ • 0/(p J =-#. (2-8 f\1-c.GH =-(8 j( '-03~) -:. ~ ~f. .<51. If; ( · ' '.) l\,., .. 6LU LAM PURLIN BETWEEN 1 AND 2 09/20/95 95-33!) 8Usip12v1s0b4!48.TBEAM ANALYSIS PR06RAMs1p9v!s0b4148T SPAN LErv3TH = 46,68 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wi X! 0,129 0,128 0,00 0.008 0.000 10.00 REACTIONS (k) LOAD LEFT De~o 3,126 Live 2,988 Totel 6. i i4 MAXIMUM FORCES X2 46.68 46.68 RIGHT 3,189 2.98~ 6.177 Y ,ax = 6.18 k @ 46,68 ft M max = 71.98 kft@ 23,37 ft DEFLECTIONS (El = kin-''2) LOAD Defl (in) . X (ft) Total 28219534/EI 23.35 Live 13&74643/EI Dead 14544883/EI Pos. Moment Lu= 1.00 ft Br2ce Spacing = 1.00 ft 23.34 midspan Actuai : 2.5" x 27" 24F-V4 Douglas Fir-Larch (Ni STRESSES ,osi ) Shear @ 'd' : Y = 5.58 k@ 44.43 ft Fv = 20'6 fv = 124 60 'I. Fb 1 = 2742 fb = 2844 104 Y.. <-- Live LDF = 1.251 Cf~ 0.91. DEF'LECTIONS (in) (E = 1800 ksii Total= 3,82 = L / 147 Live = L 85 = L / 302, · D2ad = L 97 .... ,. .... r . ,, 1· -: ~ .. 6LU LAM PURLIN LINE l TO 2 W/0 CLfi, -----------------·-------------·--- 0'3/20i'35 '35-330 8Us1 p 12:ti s0b414BJBEAM ANALYSIS PROGRAHsi p9v ! s0b4148T SPAN LENGTH= 46,68 ft (Simple Spar:) UNIFORM LOADS {kift & wd \I] ft) Xl X2 (l,114 (I, !28 I), (H) 46,68 REACTIONS (k) LOAD LEFT RIGHT Dead 2.&70 2,670 Live 2. '388 2.988 · Total 5.658 5.658 , HAXHiUH FGRCES V max = 5,66 k @ 0.00 ft K max = 66.02 kft @ 23.34 ft 1JEfLECTIONS (Ei = kin"'2) LOAD Defi (in) X ( ft) Total 25896350/EI 23,34 Live i367464i/EI 23.34 Dead 12221709/EI midspan Pos. r.oment Lu = 1. (ll) ft Brace Spacing = 1,00 ft Actual : 2.5' x 27" 24F-V4 Douglas ffr-Larch (N) STr:ESSES (psi) ~-"-=-'-------She a r @ ; d' : V = 5.11 k@ 2.25 ft Fv = 206 iv= 114 55 % Fb 1 = 2742 fb = 2608 95 i. Live LDF = i.25, Cf= 0.91 DEFLECTIONS tin) (E = 1800 ksi) Total = 3,51 = L J 150 Live = 1.85 = L ('-302 Dead = 1.6£ ~~ PRIME JOJqivy?1(? £\).STnUCTU::tAL[)AiS A::._,,:. ENG!N.::ERS SHT~ r 13LU LAM PURLrn LINE 2 TO 3 09i20/':!:5- 95-330 ··- A p-, '"3 t,;,\ ,dl\. Ev~ -'1.~ STRUCTUfu\L DAT;;_ ''--ENGINEERS SHT-E:2._ 8Us1~12v! s0b4 i48JBEAM ANALYSIS PROfiRAMslp'M s0b4148T lb"' 43)8Us0~, 10 t OOh ! 2vOstJb3T SPAN LENGTH= 47,35 ft (Simple Span) UNIFORM LOADS (kl ft t, it) wd wl Xl 0.114 0.128 0.00 POINT LOADS (k & ftl Pd Pi X 0.320 0.000 10.00 "REA.GTHJNS (k) LOAD LEFT Dead 2.'351 Live 3.030 Tote.I · 5.'3'31 NAEHUM FORCES V•1 A;;. 47.35 RIGHT 2. 776 3.030 5,806 V max = 5,99 k @ 0.00 ft r1 max = f,9,54 kft @ 23.40 ft DEFLECTIONS \Er = kir/'2) LOAD Def! (in) Total 28144530/EI Live 14_476793/EI Dead 13667397/EI Pc,s. Moment Lu = 1. 00 ft Brace Spacing = 1.00 ft X Cit) 23.60 23.67 midspan Actual : 2.5" x 27• 24F-V4 Douglas Fir-Larch (Nl STRESSES (psi) Shear @ 1 d 1 : V = 5.45 k@ 2.25 ft Fv = 206 fv = 121 59 I Fb1 = 2742 ib = 2747 100 i. <-- Live LDF = 1.25, Cf= 0.91 DEFLECTIONS (inl IE= !800 ksil Total = 3.8! = L / 149 Live = 1. % = L / 2'30 Dead = 1. 85 ,.,. ... 6LU LAM PURLIN LINE 2 TO 3 FROM D TO H 09/20/95 J35-330 / /\ PrtlME. J0S __ I / . \ ST:lUCTDr!.AL DATE __ . "-· -~ H:G:NEErt5 SHT_ll_ BUslp 12v! s0i:l414BTBEAri ANALYSIS PROGRAMs 1µ'3v i s0b4148T (6.43lBUsOolO.OOhl2v0sOb3l SPAN LENGTH= 47.35 ft (Simple SpBnl UNIFORM LOADS Ck/ft I ft) wd wl l.1 X2 0.114 0.12a o.oo 47,35 PG INT LOADS /[, '" & ft) Pd Pl X 0 •. 264 0,000 5.00 · REACTIONS (I,\ 1, I LOAD LEfT RIGHT Dead 2.945 2.736 Live 3r03(} 3,030 Total 5.'375 5, 7'o7 MAEMliM FORCES V 1ax = 5.97 k @ 0,00 ft M 1ax = 68.59 kft@ 23.56 ft DEFLECTIONS tEr = kinA2) LOAD Defl (in) X Ht.l Total 27730372/El 23,64 Live i447fi793/£I 23.57 Dead 13253504/EI ~idspan ·pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft Gov, Deflection : Total = L/150 Required EI= 7320584 kinA2 6LB 2.5 ~ 27 24F-V4 Dougias Fir-Larch (N) STRESSES (osi) Shear @ 1 d 1 : V = 5,43 k @ 2.25 ft Fv = 206 fv = 121 59 % fb' = 2742 fb = 2710 99 '!. Live LDF = 1.251 Cf= 0,91 DEFLECTIONS (in) (E = 1800 ksi) Total = 3.76 = L / 151 99 i. Live ~ 1,96 = L / 290· 52 % Dead = 1.ao )' Lu p .,_ ( o' )C o 1 4-'? ) ., LJL--(e:,'j( ,otrp) p \JUCT ~ (81 )( 1 D 4 D ) . \( tfr ) woe'-T,::,. (o4<> 'A 5 Put'ZL-1 ,_,. e:. L1t-1Er r-f,,B ~<f'{}-,J <:> ~s· r ,o -I?, t =- ,· \,' . rf?.or-t 4-l,S1 wf.l ':>, ('8){_ ,a r f;, + ,00"2.Z) WI-- P'i,0 t-r == @ To ~) . -·-.. ---I 13,2.. =--' /'2..2:, I -::. • ~2. Q. I '-I I A . PIU:-.!!! ~,:J ?5-33 /::~STRUCTURAL c.;-;-:; "l='o/2 /--::.-~ ENG?NEE!1.S t:11_:J __ . , ------- .' • 1< f:.IN F-o(,<'~~l-4"..,JT I f(wo __ ( I F~oM /7-To 47,'5 l I c.J J) vc.r = (. 04-o )( i, ) "" ,0;>0 ... /1 P~oM I '2. 7o t:l·i ,'f;, f\; IZ 1..r,-J' <!.I L.tiJE' d)_, flcOM ® 7o © ",.:' .. T ~f'A,J ~ 2.0.01 -,~'-._. 1qs' f;.X IS, . ' 4 )( rz. ss -I\, ,:;: 11 l ,f<l We ::-'p~z.. lv1-, :!. , /<oo (,o4o}( ;'/: Pi(:OM I 000c.:1 ::. ·070 £) ··jc, 2-),5 •t PtJRLI N ON L H.E l fRDr-1 2 TD 3 1Y~/2E.t35 '35-32,l) ·8Usip12v1 s0b4148TBWl /1Nf1LYSIS PR06RAMs1p9v1sOb4148T SPAN LENGTH = 4.7 .50 ft (Simple Span) UNIFDRR LOADS Ck/ft & ftl \Id wl Xi tL_i14 0, i28 0,(10 0.020 (l,tj(l(! 12. (l(l POINT LOADS Ck I ftl Pd Pl 0.320 0,000 REACTIONS (kl LOAD Dead Live fotal MAXIMUM FORCES. V ;, 12,00 LEFT 3.22i 3l(l40 6. 261 y-·, ,.,. 47,50 47,50 RIGHT 3.243 3,040 f.283 V ma: = 6.28 k @ 47,50 ft M aax = 75.21 kit @ 23.56 ft DEFLfIT10NS (EI = krn'··2) LOAD Defl (inl X (ft) fota1 30575516/Ei 23. 71 Live 14661116/El 23,75 Dead 15914290/EI midspan Pos, Moment Lu = L 00 ft Brace Spacing = LO!) ft Adual : 2,5" x 27 11 24F-V4 Douglas Fir-Larch (Nl STRESSE3 (psi) Shear @ 1d1 : V = 5,72 k@ 2,25 ft Fv = 206 iv= i27 62 i. Fb1 = 2742 fb = 2'371 108 X <-- Live LDF = L.25 1 Cf= 0,91 DEFLECTIONS (in) (E = 1800 ksil fotal = 4.14 = L / 138 liv2 = 1,99 = L / 287 Dead = 2,if, . '~~.. .. A PRIME JOB_ 1 1,' \ ST!'.UCTURAL DATE I "' E~•r1:,1 ..... r--~-, --!'......__ \..o 1\,._,u..:L.!.1-... Jr-'IT Q ,__ "'' 0 ) PUR~1N ON UNE H,8 FROM LINE 2 TO 3 0'3/26/35 '35-330 \ ST!'l.UCTURAL DATE 8Us1p!2v1s0b414STBEAM ANALYSIS PR06RAHs1p9v1sOo4148J ~ A PRIME"°8- ---~· r-. -•••• __ • -~ .. ;:··~ Ei\:G:1:c2~3 r,• (t,,<\;:;Jt1U:U~H:,fjt)h1ZriJSl't _ ~,.r_!l __ . St'AN LENGTH = 4 7, 50 ft (Simple Span) UNIFORM LOADS Ck/ft & ft) wd ~1 1.1 X2 Oi132 Oi128 l},(l(l 47, 50 0,030 0, (l(H) 1:2,00 47,50 POINT LOADS {!:. & ft l Fti P1 X 0,320 O,O(HJ 12,1)0 RfM:HONS ( ki LOAD Dead Live Total I~~~ ._tf I 3J040 6.Bi?. Rl6HT 3.883 3,040 &. '323 V max = 6.92 k I 47.50 ft H ~ax = 82.63 kft@ 23,63 ft DEFLECTIONS (EI = kinA2) LO.~D Defi {in) Total 335fi8773iEI .Li Vt 1%61116/EI Dead 18'3075i 1!Ei Pos-i Moment Lu = i,00 ft Bralt? Sparing ·· LOO ft Douglas Fir-Larch (N) STRESSES {!rs i) Shear @ 1d1 : V = 6.34 k@ 45,50 ft X !ft) 23,73 23.75 midspan Fv = 206 fv = 77 38 %. (b 1 = 2778 ,~ = 2015 73 Z Li':2 LDf = LZ5 1 Cf = 0.53 DEFLECTIONS. (inl (E = 1800 ksil Total = 3, 16 = L / 180 Live = 1. 38 = L / 413 Dead = L 78 ., .... ,. ., F'llRLIN ON LINE I FROM 3 TO 3. 5 0'3/26/95 "35-330 I A PRIME JOB_ 1 ' \ ST:'.".JCTURAL DATE 8Us1pl2v1s0h414ETBEAM ANALYSIS PR06RAMs1p9vJsOb4148T I. ,. .. r::·.,_,,.. . ._, .... ~,. -, - ' i --'-:i.::a ... , v .. ,-.;.....~ .. ~J r·1r 0 IC a':l)Dlic'°lnjii {J·,1,1,;··,,,r,c(Jr/'H ~, 1---·-\u.,w Q __ '\r .·z v1, ... ;;..~-.,_, '-1:rt----------··- SPAN LENGTH = i ';. 50 ft (Sir.iple Span) UNIFORM LDADS (k/ft i.1 ft) lid vl Xi (l, 132 o. i60 l),!)(l !},1)30 0.01}(! ij. (l(l REACiluNS (k) LOAD LEFT Dead L.579 Live 1.56(! fotaI 3.139 MAXINUM FORCES X2 19, 50 19.50 RIGHT 1.579 1,560 3.139 V max = 3.14 k @ 0.00 ft M @ax = 15.31 kft@ 9.75 ft DEFLECTIONS (Er = bn"'2) LOAD Defl ( ini fot-al 1047555/El Live 510524/EI De.;d 527031/EI Pcis. riowent Lu = 1. 00 ft Brace Spacing = 1,00 ft X (ft) 9.75 9.75 midspan Actual : 3.5" x 11.25• 96 ------.--------------- Dougl3s Fir-Larch CNJ STRESSES (osil Shear @ 1 d1 : V = 2.84 k@ 18,56 ft Fv = 119 fv = 108 91 % Fb 1 = 225(1 fb = 2488 111 7. < -- U ve LDF = i.25 DEFLECTIONS (in) (E = !BOO ksii Total = 1.40 = L / 167 Live = 0,70 = L / 336. · Dead = 0,7i ) PURLIN DN LINE H. a FROM 3 TO 3. 5 --------------------------------~ 09/2&i'35 95-330 8Us1p12v1s0b4148TBEAM ANALYSIS. PRD6RAMs1p9v!sOb4148T SPAN LENGTH = 1'3,50 ft {Simple Span) UNIFORM LOADS (Uft & ft) lid 1Jl X! X2 0.132 o. i60 (l,030 0.000 0.00 l'i,50 o. (l(I 1·~. 50 REAC:T!ONS (k) LOAli · Live Total 1 rr-r-Lr.t l 1,579 1.560 3.13':I RIGH'f 1.57'3 1.560 3. 139 iJ ·ffitiX = 3,14 k @ 0,00 ft M max = 15.31 kft@ 9.75 ft DEFLECHONS (EI = kin"2) LOAD Deil (111) X (it) foi;ai 1047555/EI 9,75 live 520524/El Dead 52703liEi Pos. Moment Lu = L 00 ft Brace Spacing = 1.00 it 9.75 midspan Actual : 5.125ij x 12" 24F-V4 Douglas Fir-Larch (Ml STRESSES (psi) Shear @ 'd' : V = 2.82 k@ 18.50 ft Fv = 205. fv = 69 33 % Fb 1 = 3000 fb = 1493 50 'I. Ltve LDF = 1.25, Cf= 1.00 DEFLECTIONS Cinl (E = 1800 ksil Total = 0,79 = L / 297 li1e = (l, 3'~ = L / 597 _; · Dead = 0.40 : ......... f'uR1,,1iJ~~-e~ Lt,-JE°" -:i:. r~Df1 5',5 'co .~ ....... Lui) :;:,. ., I ::> '2- w1-::: , /t,, C, w t>tJc. r z .0~0 r; Puc7 ""' G lcY4-J( b 1 r~ \ -== .4-Je,. (._ <2.. Pu'i<L1J-; -rn::;, 21.;f>p 01<:::r,t---1,; DI) q: WD 'C • l~'Z W L ::.. , i<oo I @. 10.S · Ce I 10.S ~~~1S7~ 4-,,.1_-z:·s..s 1b -125)6 . I ¥1:::11-lp;:: , f(.61.Q..i) O_k, {::)G, s-r fly 12 s ~ \ fZe:1M~, R~QD, · :L PURLIN ON LINE~ fROrl 5.5 TD b 09n519s -~-· I A P,,,:.:2~-::J_, .i!Jl STRUCTURAL DAT!: __ · 8Us1,p12v1s0b4148TBEAM "ANALYSIS P1WGRMls1 µ9v 1 s0b4148i (C. ,i·~}QHrl\n\1"• (·1;1;.F;.,(: ;'ea ENGINEERS SHT l'o I .i.,,1,.,. U1.,:,t.;.,,..\l1 ••,•ll!.J..1V ~ SPAN LENGTH= 19.50 ft <Si;npie Span) UNIFORM LOADS (k/it !1 ft) ~d wl Y.1 X2 (1,132 0,1£0 (l,J)(l i'3, 50 0,030 0,-000 0. 00 19, 5t) POINT LOADS (k & ft) Pd Pl .(},416 0,000 REACTIONS ( U LOAD Dead Live Total MAXH':UM FORCES 10.50 LEFT i. 771 1. 5&0 RI6HT i .804 i.5&0 3.364 V ma:,; = 3.36 r. @ 19.50 ft M max = 17.23 kft@ 10.35 ft DEFLECT IONS LOAD (EI= kinA2) Defl tin} X ( m 9.78 0 [C .fr J •J Tut al Un Dead 1157850/Ei 520524/El 63711tJE1 mid;;pan Pos. Noment Lu= 1.00 it Brace Spacing '° 1.00 ft Douglas Fir-Larch (N) STRESSES (psi) 3he_.~f @ I d1 : V = 3.06 k@ 18.56 ft Fv = 119 fv = 117 98 i. Fb' = 2250 fb = 2801 J25 'I.<-- Li ve LDF = 1 t 25 DEFLEGTWNS Un) (E = 1800 ksi). Total = 1.55 = L / 151 Liva = 0.70 = L / 336 Dead = 0.85 PURLIN ON LINE H.8 FROM 5.5 TO 6 0'3 /2f,/'35 135-230 8Us 1 p 12v l s0b4i 48TBEAt{ ANALYSIS PROGRAMs ip'3.v1s0b414BT SPAN LENGTH= i9.50 ft (Simple Span) UNIFORM LOADS lk!ft & ft) \Id wl X1 -. x-1 L 0.132 O.i60 0,(H) 0.030 0, O(H) 0.00 POINT LOADS lk & ft) Pd P1 X 0,416 0.000 10.50 REACTi ONS (kl LOAD Dead Live MAXIMUM FORCES LEFT l. 771 1.560 19.50 19,50 RIGHT 1,804 1.560 3,304 V 1nax = 3.36 k ~ 1'3,5!) ft -M ma;: = 17.23 kft ~ 10,.35 ft DEFLECTIONS <EI= kinA2) LOAD Defl (in} X (ft) Total 1!57650/EI 9.78 Live 520524iEI 9.75 022d 637116/EI midspan Pos. Moment Lu:; 1.00 ft Brace Spacing = 1.00 ft Actual : 5.125" x 12" 24F-V4 Douglas fir-Larch (rl) ' ~ ,. ... ' SIP.ESSES (psi) \J = 3.04 k @ t8.5(! ft Fv = 206 fv = 7' .'t ':V ,.;b fb 1 = 3000 ;;. = 1&8! 56 IIJ Live LDF = 1.25, Cf= 1,00 k 'I ,. DEFLECTIONS Cini (E = 1800 ksil Total = 0,87 = L / 269 Live = 0,3'3 = L / 5'37" Dead = 0, 48 : ,_,.~ .. ') ' rURLIN ON LINE H.B fROM 4 TO 5' 09/2U95 8Us1pi2'11s0b4i48TBEAM ANALYSiS P~:OSRAMsip'Ms0b4l4BT SPAN LENGTH= 39.50 fi (Si~:ple Span) UNIFORM LGADS (k/ft & ft) \.Jd wl Xi p ,. 0, 132 O.i28 0,1)(1 39.~0 01 o~:o (I, (l(H) 0.0(1 39.50 REACTIONS . (ki LOAD LEFT RHiH: Dead 3.200 3,200 Live 2.528 2,528 fotai 5. 727 5.727 MAXIMUM FORCES U max = 5.73 k I 0.00 ft M max = 56.56 kit@ 19.75 ft DEFLECTIONS (EI = kin''2l LOAD Defl Uni Total 15884330/E! live 7011015/Ei Dead 8873315/EI Pos. Moment Lu = 1. 00 ft ~race Spacing = 1.00 ft X (•+\ l" B.75 1'3, 75 midspan Actuai : 5.125" x 22 .;;;u 24F-V4 Douglas Fir-Larch (N) STRESStS (psi) Sh1:ar @ 'd' : V = 5.18 k@ 37.63 ft fv = 206 fv = 67 33 Z Fb1 = 2798 fb = i570 56 7. Live LDF = 1.251 Ci= 0,93 DEFLECTIONS (in) IE= 1800 ksil Total= i,R1 = L / 2&i:>. live = 0.80 = L / 592 Dead = 1.01 . ~ .. --.. ~ A PRIME JOB_ STRUCTURAL DATE ~ ENGINEERSSHT~ TYP, PURUN SUPP. DUCT BET:4, LINE 5, 5 ~, 6 09i26i95 I (\ PRIME JOB __ -1 -----------------------------------------'35-330 j /::':!I STRUCTURAL DATE __ , · · -~ ENGINEERS SHT~ BUsJp12v1 s0b4148TBEAM AHliLYSIS PROGRA1'is1p5v 1 s0b•t!48T (5, 43)8UsGp: !.'. ~1,)1ii2v(,;ri:m ----· SPAN LENGTH = i':t, S(t ft UN!FOR/1 UiA[)S (kl ft t, HJ wd wl X1 X2 0.132 ().16{) 0.(10 19.50 POINT LOADS (l• " t: ft) Pd Pl X 0,416 0, (H)O 10.50 REACT!JJNS (k) LOAD LEFT RIGHT De~ci 1.479 !.511 Live 1,560 1. 560 fotal 3,03'3 3.07! Y ~ax = 3.07 k @ 19,50 ft M aa: = 15.81 kft@ 10.41 ft DEFlETIDNS (EI = kin'··2) LOAD Defl (in} X ( ft) Totai 1060053/EI 9,78 U ve 520524/EI 9. 75 Ds~d 539517/Ei midspan Pos, Moment Lu = 1, 00 ft Brace S!}'acing = LOO ft Douglas Fir-Larch CNJ STRESSES (osi .l Shear @ 1d1 : Y = 2.80 k@ 18.56 ft Fv = 1 ! 13 fv ::: ,107 13(r X Fb' = 2250 fb = 2570 i14 'I.<-- Li ve LDF = L 25 DEFLECTIONS (in) (E = !BOO ksil Total= 1,42 = L / 155 Live = 0, 70 = L / 336 Dead = 0.,72 . --..~ .. )· (; u.J LAM f>M • 5PAtJ ::?-·47,~r r: A , =: { ~ )( :# J ~ 8 6·c I A ,--~ "5··/P--~ PRD,!E ,_., ' · "=-1 i ' -\ STRUCTURAL c.n::.i:L?' -/.: .. : ;:'. ENGH'lEERS <''11 1-, I ,,.,_/ _I 'BY.1Sf, ~1.-E:. ~¾ >c':Jo 6~K- f\, ~ (-2Dl)ti')(io(lf'o) f-(s'f,o+~)(.:/)+c~t,1°4-)(~:.1 ), 2J.:;J ! C j o_C.... ft L =-(~I){ z/}( • o /'Z..) ~,P : (-u, '}(·b/O) ~i) = 5fA.J 0-)p ..... (8 )( .OJtoJ,) -1-,f:)'Zo Wr..,. = (s)(.0,2...) F. :c '· l,f{ k:-· d-f'!-J,5 1 . I '~ ' P. '=--. 4.~. k H -It..· I• ... :',,..'•, f'2o -,80 k Cl,_ I 'l ~o ~ : 3i. k. --~ J-o , f4-p :::z , 1 '2.4. ~ r e... '2.t r~ D 2-4-~ I :i:. e.... ~~ ; ....... ::: • i 4-i -:: ~ OC/l, .·' ' l: ·! k / ---2.o GJ e,(,:;, ;:::.. , 02..~ kl, ... ~ .. : ' ~ GLB LINE 5.5 FROM B Tu H 95-330 /\ t·· .. · ··<-~---- 8Us1pi2v1s0b4148TBEAH ANALYSIS SPAN LENGTH = 47. 50 ft 0'3i27N5 ~--·--· -···-·--·] I--:.·~ ENc· ... ,.-.,~,. ---,( ,\S'•::ltJ.r.T·:.;::A!.:::.:·:a a PROGRAHs1p,9v1sOb4148'f (6, 43)8Us0p10. OOhllv05(1b:., 7 ... i....,. .J i:::1-1i_ __ !Simple Span) UNIFORM LOADS (k/ft ~ ft) , wd wl X1 X2 b.020 oiooo o.oo 47.50 POINT LOADS Ck & ft} . Pd Pl X 2.610 . 1. 920 · 2.610 1.920 2.610 ' 1. 920 . 2. 6-10 1. 920 2.610 1.920 7.75. 15.75 23,75 31. 75 39,75. I 0,200 0,000 26,00 REACTIONS ( k) LOAD LEFT Dead 7.091 Live 4,800 Total 11. 891 MAXIMUM FORCES RIGHT 7,109 4,800 11.909 V max = 11. 91 k @ 47.50 ft · M max 168.04 kft@ 'DEFLECTIONS (EI= kin"2) LOAD Defl Ci n) Total 66706315/EI Li_ve 26979144/EI Dead 39727170/EI Pos, Moment Lu = 1.00 -ft Brace Spacing = 1.00 ft 23.75 ft X ( ft) 23,76 23,75 midspan Actual : 6.7511 x 30" 24F-V4 Douglas Fir-Larch (NJ S1RESSES (psi) Shear@ 'd' : V = 11.86 k @ 45.00 ft J.~.:.~ fv = 20& fv = 88 43 Z Fb1 = 2710 ·-fb = 1992 74 X Uve LDF .= -1. 25, Cf = O. 90 ' DEFLECT10NS (in) (E·= 1800 ksil . Total = 2.44 = .L / 234 · Live = 0.99 = L / .57a Dead = 1.45 : 1 ....... ~ oLB LiNE B FRDFi 5 TO 6 ·---·----------------- 09/27 /95 95-330 BUs i p 12v 1_s0h4 i 48TBEAM ANALYSIS PR06RAMs i p'M s0b4148T SPAN LENGTH = 39.50 ft (Simple Span) UNIFORM LOADS Hlft t; ft) \Jd wl X1 p ,,. O.iH (l,(1% 0.()(1 3'3,50 ' POINT LOADS (k :;{ it) Pd Pl X 7.ii(l 4.800 i9,75 i),80(l (I, (l(l(I 7.00 0,320 (I, (H)(! i(l,0(! (I, 724 0,000 24.00 O.:NO 0.000 33.00 REACT!mis (k) LOAD LEFT RIGHT Deac 7. 71'3 7.361 Li 1Ee 4:296 4.2% rotal 1 .. ·, ,-.~ ?:" l.,t\J,h} 11.657 MAXIMUM fORCES H max = 176.18 kft@ !9.75 ft DEFLECTIONS (El = kinA2J LOAD Defl (in) X (ft) Total-42997372/El 19.74 Uve Dead 15<307906iEl 1'3, 75 2708943'3/EI midsoan Pus. Moment Lt! = L 00 ft Brace Sp3,:ing = !.!)() ft Bov, Deflec\:ioil : fotal = L/140 GLB 5:75 x 27 24F-V4 D.ouglas Fi r-L&ri:h (N} STRESSES (osi) .:-,··. Shear @ ; d1 : V = 11.46 k@ 2,25 ft Fv = Mi fv = '34 46 o/. Fb 1 = 2742 fb = 2578 94 t. Liva LDF = 1,251 Cf= 0,91 DEFLECTIONS (in) (E = i800 ksiJ Total = .-, iC .i..1 ,u = L / 220 64 '!. Li Ve = i).8(l = L / 5'34 24 '!. Dead = 1 ·jr J .i-~-0 . \~.-.. ¼t...tJ l-A-"1. f<JRLt,,J, L11vlii. t:,3 j i Wo -{8)(,oN~) ·. lv'-~ (2>1Y,Cit~) ·µ)_ ·-i. - .. ~-· r/?OM 6 . ~ /{/+ kt; .... .. +1.-.8 ~t; -to &, ii A.· PRIME JOB ~vr??o ;;;;;,. STRUCTURAL DATE _'~-~ ENGINEERS SHT~ \ S;-q·::tf c:;: fJfZL-1iJ OJ<'. GL PURLlN ON LiN.E E,83 FROM 4 TO 5 ---------------·----.----. -- tlUsip12v1 s%4 !48TBEAH ANALYSIS PRTl6RAMsip9vlsOb4148T SPAN LENGTH= 39,50 ft (3imp1e Sp;n) UNIFORM LBADS (k/it & ft) i,;d wl X 1 X2 0.114 0.128 0.00 39,50 0.010 (l,000 0.00 39.50 REACTIONS (k) LOAD LEr"T RJGHT Dead 2. 44'3 2.449 Live 2.528 2,528 fot~l 4,977 4. '377 ' MAXIMUM FORCES Y 1ax = 4,98 k I 0.00 ft K max = 49,15 kft I 19.75 ft DEFLECTIONS IEI = tinA2) LOAD De fl . ( in) Total i3802936iE1 Live 7011015/EI Dead 6791920/EI Pos. Momeni Lu = 1. 00 ft Br2ce Spacing = 1,00 ft X (HJ 1'3, 75 19.75 midspan Gov, Defiedi·Jn : fotal = L/140 Required EI = 407681_7 l:in1'2 GLB 2.5 x 22.5 24F-v4 Douglas Fir-Larch (Nl STRESSES (psi) Shear @ ;d' : V = 4.50 t@ 1,88 ft F v = 2(i6 tv = po 58 7. Fh 1 = 27'38 fb = 27% iOO 7. Li ve LDF = L 25, Cf = 0, 33 DEFLECTIONS (in) (E = 180(1::si) Total = 3.23 = L / 147 95 'i. Live = i. 64 = L / 289 48 'i. Dead = J. 59 ......... o;(_ r-------.. -·. - /1. p--, V., 't 'i" J~J l~..i\. 1.., .... c. - ., ,,,;·1-.-11 •• 1· ., .,.,, ,.·,. _/,~~STRUCTU.::'.ALD,;·;.: (ti,-t .... -tl.-S<.l!Ls.,,,)t,;1,.:.V' -~~~ ENGa·nmns SHT..a= I p'VK 1-1,J !7"-f P. ,_---F..-1. To c,.:z. 5f'Aµ I ?-~'1',~ w "'-{8 X.014? j 2: , I (4t p Jv'-::: (8}(,ori;,} -AO n5; ~-F, DvC.T ':1 l 8'K,03s 1 :: • 'ib - '. p'Z.-DuC:::T = (!!>1 ) F·(~o_Q74) ;f~ ~e;-,.J := (_e/ r 04-c;i) j • !~,t, ·a ,!If 1- rvL-.,,,. . 12-8 =- :z. e:.c.7.,Je;..E:1.J -s 1 ~ l IS ~,.~ ,12A---tc e-MfC> .Sf'ArJ • ~?.-o I e_ /6 "'2. "-· e. .·· 'Jor '.;.,'2-o .. ___ i! Ii 6° I< I -5 T, (;i l..f 2 Y2-~ Z"l./'z.. l rLlRLlN F,7 Tu B.2 BETWEEN 5 & f,, 09/27/S-5 95-330 8Usip12v1s0b4148TBEAM ANALYSIS F'RDl3RAMs1p9visOb4l48T SPAN LENGTH= 39,50 it CSir.ple Spar:) UNIFORH LOA~S (k/ft & ft) __ \.c;.;:·'O __ ..c.\il;;._.. __ ....;.X:.::.1 __ ...:,;X2 (:,(H) 3'3,50 POINT LOADS Ck & ft) Pd Pl X 0,280 0.000 23.30 0,725 (i,000 19.75 0.320 0.000 10.00 REACJI ONS ( U , LOAD D~;;d Live Tot2l MAWJUM FORCES LEFT 2.%5 2.528 5,433 RIBHT 2, 93"3 2.528 5.467 V ma: = 5.47 k I 39,50 ft M !i!aX = 5f,, 9(1 kft @ 1'3, 75 ft DEFLECTIONS (El = kinA2) lOAD Ds.JL.Uf.~J )_-"X_(-'-"-f-'-'-t )_ Total 15661736/Ei Live i'Oi1015!EI 19, 75 De-ad 8&506'36/EI midspan Pos, Moment Lu = i, (H) ft Brace Spacing = LOU ft Actual : 2,5u x 221511 24F-V4 Douglas Fir-Larrh CN) S!RESSES (psi) Shear @ 'd' : Y = 5.01 k@ 37.63 ft Fv = 206 fv = 134 65 % ;1., ..... Fh' = 27% fo = 3237 116 'I. <--~1,J fol{e,,G Li VE LDF = L 25 1 Cf = 0. 9-3· DEFLECT!OUS Cinl EE= 1800 ksil Total = 3,67 = LI i29 Live = i.64 = L / 289 Dead = 2.1)3 ,,, · .... : ~ PURLIN f.7 TD 6.2 BETwEEN 5 & 6 PLUS MECH UNIT, ------------------------------------· -----------95-33\) BUs1p12v1s%4148TBEAM ANALYSIS PROl3RAMs1p9visOb4148T SPP.N LENGTH = 3':l,5r) ft (Simple Sot?-n) UNIFORM LOADS lk/ft & ftl !Id •,.;J Xi X2 0.00 39, 50 POINT LOADS (k & it) Pd Pl X 0.230 0.725 0.320 0.400 o. 3ll3 0.000 0.0(10 0.000 0.000 0.000 REACTIONS OJ 33.30 i9,75 iO. O(i 6.70 34.50 LOAD LEFT Dead , 3.275 Lii1e 2,528 Tctai 5. 803 M'AWiU/1 FORCES RIBHT 3.27i 2,528 5. 7'3'3 V m~x = 5,80 k @ 0.00 ft rl max = 5.9.00 kft.@ 19.75 ft DEFLECTIONS (E! = kin,,·2l LOAD Defl Un) Totai 16345942/El Liv~ 70ll015/EI Dead '3334805/El Pos, Moment i..u = fir ace Spacin9 = 1 .00 ft LOO ft X (ft) 1'3,7(1 El.75 midspan Actual : 2.5" x 22.5" 24~-V4 Douglas Fir-Larch (Nl STRESSES ( psi l V= 5,35k@ l.38,ft Fv = 2% Fb 1 = 27'38 fv = .143 · 69 'i. fb = 3356 120 Z <-- Live LDF = i,251 Ci= 0.93 DEFLECTIONS lin) (E = reoo ksi) Total = 3.83 = i.. I 124 Live = 1.64 = Li 289 Dead = 2, i'3 . '-~ ... BL PllLm \// GNE DUCT ?UJS MECH. urm (l'°ji27J'3'5 95-330 ... k.:.,. PPI'F J'.:J l._::\ STRUCTUM L DATE-- 8Usip12v1£0b414BTBEA;i ANALYSIS Pf:OGRAl1s1p9vi s0b4 i 48T (f,, 43) 8Ust::p 1,J, ti()!",l~·vi;;;.:; ~ ENGINEERS SHT W"° SPAN LENGTH = 3,;, 50 ft (Simpii: Span) UNffffRM LOADS (k/ft & fi;) Yrl \l.i X1 X2 l), 114 0.128 o. 00 3':/, 50 POJNT LOADS lk & ft) Pd f'! X 0, 33':/ 0, l)(H) !}, 720 (1,0(ll) 0.320. 0.(1(;(! REACTIONS (k) LOAD Dead Live Tctai MAXIr!UM fuRCES 10,00 33. !)O 1(i. 00 LEFT 2.870 2.528 5.3'38 Rl6HT 3,026 2,528 5.556 V m2x = 5.56 k @ 39.50 ft K 1ax = 52.92 kft I 19.55 ft DEFLECTIONS (EI = kinA2J LOAD Defl (in) Tot.al 1505283?3/El Liv2 7Mi0i4/EI Dead 80417':18/EI P0s, Momeni; Lu = L O(l ft Brace Spacing =, 1,~0 ft X (fi) 1'3, 73 19,75 midspan Actual : 2.5" x 22.5" 24F~V4 Doug.las Fi-r-Larch (N:1 STRESSES (osi} Shear @ 1d' : V = 5.10 k@ 37,63 ft Fv = 20f Fb 1 = 27%1 fv = i3f 66 o/. fb = 3010 108 % <-- DEFLECTIONS (in) (E = 1800 ksi i Total = 3.52 = L / 135 Live = i,54 = L f 289 Dead = 1_, 88 / : ·-~--··- f·URUN SUPP. NHi MECH. 1850 LB UN IT 0'3 l2Bt '35 95-33{) BUslp12•1! s0h4 i48TBEAi'l ANALYSIS PROuRAM;;ip'3v1 s0b4 i 4&T SPAN LENGTH-= 39,50 ft (Simple-Sp,rn) UNIFORM LOADS (k/ft & ft) .. J w. X1 X2 0. 1.2B 0,00 39.50 POINT LOADS (k & ft) Pd Pl 1. 100 1). 000 Or &(H) 0 1 ()(}{) REACTiONS .Ck) LOA[! Dead Live X 32.50 37.00 LEFT 2:52S RIGHT 3,726 2,528 61254 V fil~X = 6.25 k @ 39.50 ft N ffi!X = 51,99 kft@ 20.71 ft DffU:GTIONS (EJ. = ki111'2) LOAD Defl (in) X <ftl i0tal 1477•732/EI 20,-01 Live 7011017/EI 19.75 Dead 7750676/EI ~idspan Pos, hor.ient Lu = 1. (H) ft Brac1? Spadng = 1.0(! ft Actual : 2.51 x 22.5" 24F-V4 Dougl.;is Fir-Larch (N} STRESSES (05i) Shear@ id' : V = 5,80 k@ 37,63 ft h = 2!Jii fy = 155 75 '/. Fb 1 = 2738 fb = 2958 iOli % <-- 1 :u0 ir\~ -i •')!:' r-+ -t;.:n.r;) Li ,1-. i..Jt -!rt.:..11 •.•! .. i r."Ju DEFLECTIDilJS fin) (E = 1800 ksi) T-0tal = 3,45 = L / 137 Live = i.54 = Li 289 Dead = 1.82 \, A_ PIUME .::3_ I ,~i~ STRUCTURAL f:ATE __ f!!._.~ ENGINEERS S!iT~-_--. 1vP. 1:::,--.1/.'c,,J '...u/ o,-JE. D1.JcT f He;c,H l lvp ::,.. • 0 '2,.¢ . P, C "' (t>')( '34·1 )(.614-i) = "3,&i ~ p -.,. ( 5 I) ( )4 I)( ~!:){ 2. } -~-2-~ I! It.. '( '.2 ~)(~J,') :::: ~ s, ·k e 1 ,q-I 2.1?. I ,vt:. r.. ~ < ,.,i. 'f . I !,. 1 ;; I.. ~2. ) '.?: .,7<1 132 JS,t' ?o f~, : .1..~-,. p . 4p .?: _( ,.,8 X ~:) :::, '10 at. • o· e!}.. 2.:3.tl p_ .:: j .. ,5k -,,,ax- 7o L-t/...6 LttJ€ (p r«of.f' 4,2? 1o ½: ,-8. -GPMf =-2.5 ,r:/ 5[1,'~:::: (24,01 X' 3 4,o') =-Bl~ p'2.. . . -·.?, fiD t, l ;:: ?,39 -~ f,L .,, '3, '2-(p ~ t 5.5' 8' . ~--::. ·: ; ;,.~G..-..... ~ ,, ' P,;~ zc;)(::~ql +z.zc'f.o,oJ· ~-s,i, p") P-z.. z.!-P,· 1 l t/ ! r .~~ OK, d I! ·1 I, I 4r j 1::><:1~-rc:; C..c..B "5)3' x 2.,'2 v,Z. o. \L,. 6LU LAM BEAM LINE 6 J HJ I. 17 0'3/27 /95 135-33(! 8Us1pl2v1s0h4i4BTBEAM ANALYSIS PR06RAMs1p9v1sOb4148T SPAN LENGTi-i = 3':l,40 ft (Si mol 2 Span) UNIFORM LOAuS (k/ft i, ft) 1Jd ~l Xi X2 (1,020 o. (10!) o. (l(l 3'3, 40 P01NT LOADS (!, ,. fr,) " \1 Pd Pi X 3.890 3.2fi0 7.40 3.890 3~250 15.4{1 3,&50 3.260 23,40 3. 8'30 3,260 3L40 (i, 590 0,000 7.40 0.790 0,000 15.40 0.'38"0 0.000 23,40 1 I 180 0,000 31,40 REAenmis (U LOAD LEFT RiGHT Dead '3. 89(1 Live fi,fi'3 f..421 Total if.,510 16,418 MAXiMUH FORCES V max = 16,51 k i 0.00 ft DEfLECTIDNS (El= kinA2) LOAD Def! (in) X (ft) Total 5413i463iE! 19,73 Live 2i51086i!El 15.68 Dead 32620498/EI midspan Pos, lfor,;ent Lt.: = l.00 ft Actull : 5,125" x 31,5" 24F-Y4 Douglas Fir-larch (NJ STRESSE2 (psi) Shear t 1d1 : V = 16,46 k I 2.53 ft Fv = 206 fv = 153 74 Z fbl = 2695 ih = 274(1 102 1, <-- Live LDF = i.251 Cf =.0.90 !!.ffLECTIONS (in) (E = 1800 ksi) Total = 2.25 = L / 210 Live = 0.90 = L / 528 DEad = 1.36 ..... ~ ~ .. l:iLU-LAii lirl LiNi:. o ,j, 25 IQ jj, 8 (J":Jli./1':0 r·--·-· ---------- '35-230 8Us1p12v1s0b4i48TBEAM ANALYSIS PROGRAMs1p'MsOb4148T SPAN wmrn :: 25,50 ft \Sir;pie Span} UNIFORM LOADS (k/ft & ftl 1Jd \Jl X1 X2 0, (l2(l O, {H)(l 0.00 25,50 POINT LOADS (k ; ::_~ ft) Pd Pl V F, 3~890 3,260 5,50 3,8'3() 3.260 i:3,50 3.8'30 3¥250 2i.50 0,810 0.000 5r50 0,830 0, (ll)O i~!, 50 ' 0,81(1 0.000 21.50 REAGTIONS (k} LOAD LEFT RIGHT Dead 6. 900 live 4,602 Totai i 1. 502 7,730 5.178 12.908 Mffili1Ji1 FORCES V max = M ffii'.X :: 12,91 k I 25,50 ft e9.78 kft@ i3.so ft DEFLECTIONS (El = kinA2J LOAD De i! (in) X ( ft) Total Live Deatl .9976211/EI 12,80 4002944/EI 12,80 5973159/EI midspan Pos. rioment Lu = L 00 it Br~.c? Spacing = LOO ft Gov. Deflection : Total F L/180 GLB 5.125 x 22,5 24F-V4 D@gias Fir-Larc!i (N) STRESSES (psi) Fv = 206 iv:: i67 f1' JI di /, Fbi = 2798 fo = 249i 89 % Live UiF = 1.2~,, Cf = 0,93 DEFLECTIONS Ii~) (E = 1800 ksi) Total = if 17 = L I 269 67 I Li ·re = 0,46 = L ! i:.c,:, wU.i 27 Dead = (l,&8 " !, % .,{,,;,.."':\ STRUCTU::tAL C.~i:: ~ /\ p;~i:,:2 ~~3-- ,6.43)8Us0pJO.OOhfrt §if3r,:. ENGlNEERS SHl~ j ' .. ..... ,, \• . ' . . -~·;0 =(ri){ s')(o,4?,)) ~ !.-~ (:34 1 { 3 )(, 01'2,) :: p ?p = (~}( .of?'? )(a')(,d) f. 4~~~ P,,_ i = cc. )(,oi-z-~( e1)(,_0 1) -r~.z.~ -'l-- ·p4 i= ( ~ 4-\( 1&. 1 )( ,01~, ) t-(f' )C: '?) /'P+L~ (-:,4 (!G)( 101"2. ) \, -. ( .. ·ffl . l :::, - == :z L P7 ~ -=-(: ~ }C t'J. ~ )( .-i) +(l'l.,$ Y,o·zel) p~L ;: ( ? ) ; ( ~ • 2(. J (~) . s::.. .t: .----------A Pm:11,m J:.J '75~.33 J:,,~STRUCTU~L [',\;::rtA'. ~\.:. ENGINEERS SHT o •P11 1~1. -) {Z., 8 J 'f,oz-- q;,?;__o 4 ~5-) l:.,i? 4,~0 :r. 6LB@ LINE 5 FROM ~TOH ------------------------ 09/14i95 '35-330 8Usip12v1s0h4148TBEAM ANALYSIS PR06RAMs1p9visOh4148T· (6.43)8Us0p10.00h12v0s0b3T SPAN LENGTH : 48. 00 ft LEFT CANT: 8.0Q ft RI~HT CANT= i0.50 ft UNIFORM LOADS (k/ft & ft) v.d wl Xi X2 0.011 0.000 -8.00-58.50 POINT LOADS (k l, ft) Pd Pl X 91 '300 6.530 -8,00 4,68(1 3.260 -8.00 4,680 3,26-0 0.00 4.580 3,260 8,00 4.68(1 3.260 !6.(1(1 4.68(l 3.260 24,00 4.680 3.260 32.00 4.680 3.260 40.0(1 12,810 9,020 48.00 4.680 3.2&0 56. 00 6. '370 4,600 58.50 · 1.020 0.000 52.00· REACTIONS (k} LOAD LEFT RI6HT Dead 33.238 39.623 . Max . Live 22,832 26.580 . Total 56. (l]{I 66. 2(13 Min . Live -1.550 -i.632 ' Total 31.68'3 37.992 MAXIMUM FORCES V max -24.94 k @ 0,00-ft M max = 187. 52 kft @ 24. 00 ft M min = -197.23 kft@ 0,00 ft (M{O fu11 span) DEFLECTfONS (Ei = kinA2) LOAD -Defl (in) v (ft.) ,, Total 65284184/EI 24.00 31465806/El L.C:. 42638716/El R.C. Live 47589950/EI 24.00 28436156/EI ·L.c. 37440444/EI R.C. Dead 1-7&'34222/EI midspan 302%56/EI L.C. 5198274/EI R.C. Main Span Cant. (1 ocal) TOTAL Deil EI EI L I 180 20401308 8i92625 L I 240 2720i744 10'32349'3 L I 360 40802616 16385249 LIVE Defi EI EI L I 240 19829146 4266018 L j 360 29743720 639"3027 / { .-1 ,~ .-.,:,-:c-'.:r•1;'"··-, f.,;:""J·-,f·l"t~ ·-•' .. &LB@ LINE 6 FROM 6 TOH 8Uslp12vls0b414BTBEAH DESIGN PRO&RAMs1p9v1s0b4148T left Cant Lu= 8,00 ft Right Cant Lu= 8,00 ft Brace -spacing = 8.00 ft Beam Braced@ Supports Pos. Moment Lu= 1.00 ft Braca Spacing = 1.00 ft Actual : 5.125u x 34.5" 24F-V8 DDuglas Fir-larch (N) STRESSES (psi) Shear@ 1d1 : V = 24.73 k@ -2.88 ft Max. Shear Fv = 206 fv = 210 102 '/. <-- Main Span Fh1 = 2668 fb = 2213 83 i. Left Cant fb' = 2567 fb = -2328 91 Y. Right Cant Fb' = 2567 fb = 2278 89 i. live LOF = 1.251 le = 2,06 x Lu1 Cf = Q;8'3'" DEFLECTIONS (in) (E = 1800 ksil Total: Main Span= 2.07 = L / 279 Left Cant= Right Cant= Live: Hain Span= Left Cant= Right C:arit = Dead : Midspan = Left Cant = Right Cant= * local 1. 00 1.35 1.51 0.90 1. 19 0.56 0.10 0.16 = L / 836* = L / 694¼ = L / 382 = L /209"3* = L /1776* 09/14/"35 95-33(! (6. 43)8Us0p 10. (H)h 12v0s0h3T .. - A, F~I:,rn J03_ zl STnUCTURA L DAT!:_ '~ ENG?NEERS SHT~ ~5-33(1 09/14/95 95-330 SPREAD FuOTING PROGRAM (3.30) fc' = 2 .. !)(l ksi WC = 0.15 kc f fy = 60.00 ksi sur = 0.00 ksf Qa = 2.50 ksf col = 7.00 in b (ft) h (in) Pa (k) Pu (k) As (in2) No-Size ----------------------------------------,-----------------3.00 12.00 21.15 33.84 0,78 3 # 5 3.25 12.00 24.82 39.Z2 0.84 3 # 5 3,50 12.00 28.79 46.06 0,91 3 # 5 3.75 12.00 33,05 52.88 0.97 4 i ·5 4.00 12.00 37,60 60.16 1.04 4 # 5 .; ·1r "7rL.J 12.00 42.45 67.92 1. 10 4 # 5 4.50 12.00 47.59 76.14 1.24 4 i 5 4.75 15.00 52.18 83.48 1.54 5 # 5 5.0(l 15.ov JL!L 92.50 i.62 6 # 5 5.25 15.00 63.74 101.98 i;'rO ,. 6 # 5 5.50 15.00 69.95 111. 93 i. 78 6 ii 5 -5,75 15.00 76.46 122.33 1.97 7 ii 5 6.00 18.00 81.90 131.04 2.33 8 # 5 '6.25 18.00 88.87 142.1'3 2.43 8 # 5 &.50 18.0() %,12 153. 79 2.53 '3 if 5 &.75 18, (H) 103.65 165.85 2.62 9 ~ ,: ,J 7.00 18,00 111. 47 178.36 2.85 j(I it ,: ,J 7.25 18.00 11'3, 58 191.33 3.2(! il # 5 7.50 21. 00 125.86 201.38 3.40 ii # 5 7.75 21.0(l 134.39 215.(12 3.52 12 # 5 8.(l(l 21.00 143.20 229.12 3.63 12 # 5 ~-·" f.\ PRIMEJCJ __ to: 1:\ STRUCTURAL DATE __ f~,;;:,. ENGrnEEitS SHT.2i2__ lt-Wur pi.. ,::: 15, 0 1~1: l0 ::: It, o ,P;,F I buc r '-o4a ~ { ;~){ .o 4-o J = 1 !>?,;o ~I, e-e11-1AJ(.,. WA;O ( tc)es--r ~P~j =-;,;s l-:77r r :=. 'o (a' )( ~u>' J(. o/$3 )· + (~ J( -z f 'f,1>a18 ) ~o :: ( 5 I)( 4~ 1 ) ( /0 IZ ) r.? I p..Jc.-r I I .., (8'J-~) ~ ;; ,O~o ~ PRIME JOB qt:>~ . STRUCTURAL DATE ~-ENGINEERS SHT~ I = ~22. '· ., -4-,..'-I k -= .z.>rql.! ,2.A-o 4 e>t-t '2.--1..-r ,Je (../ f\ f> f t·1.1s1 le} t f -:::.. l'f, 1 '2.. 1(1 . p1 (...:::. D.5/ 1:1,( ' . . ~· p f 81 ! . 81 J B'. tl-t I A PRIME JOJ 91?-?? ~STRUCTURALC.\7E r.~~ ENGINEE:1.5 c:11.12_ ___ I (? p p r <... 8:J s(J ,c, I 121 <.J j 1-o r .,. l ' I \ I IBM~ - I 1 i"TA -- I I ' [ I I I i ' j I l I ' ' ' f lo\, l f t<0,2. DL (2.r84-~ ·~ .. ··- f p e' /l g I } 2-sr [ A PRIME JO~~ p.~ STRUCTURAL DA,. __ r ..:::._"'~ ENG:NEERS S!IT]L{i?.__ . , (, I ti /0, 2.. DL. /2,'i,4-'-<.... .v1-o ,,Z4o , '2·1-0 ,'U\-0 ,'t-11 ... BMi -UNE 2 95-330 8Usi p 12v 1 s0b4l48TBEAM ANALYSIS PROGRAMs 1 p9v1 s0b41_48T SPAN LENGTH = 3'3,25 ft iSiinpl e Span) UNIFORM LOADS wd 111 0.025 (l,(100 POINT LOADS 0: 0' , 0 Pl 6.220 4,,610 &.220 4.61(} f,,220 4.610 6,220 4.610 5.220 -4,610 o.m 0.000 ·)41( u •. 't i),000 0~{{'4 0,000 (l,24"4 0.000 0;..344 0.000 REACTIONS (k) LOAD (k/ft i, ft) Xi 0,00 Z, ft) X 7.00 15.00 23.00 31.01) 39.00 7,0(1 i5.00 23.00 31. (l(l 39.0(1 LEFT Dead Live \ i. 6 'Z 1., J._4..-0'!9 "3,543 X2 39.25 RIGHT jj..-n3' 13.507 Total 23,622 33.230 MAr.IMUl1 FORCES .v max = 33,23 k @ 39,25 ft M max = 268.51 kft@ 23,00 ft DEFLECTIONS-CEI ~ kinA2) LOAD Defl lini X (ft} Total 7445'3311/EI 19.61 Live 30i68514/EI 19.61 D2ad 44290743/EI midspan Pos. lfom2nt Lu = 2.00 ft Brace Spacing = 2.00 ft Actual : 6.75" x 31.5" 24F-V8 Douglas Fir-Larch (N) STRESSES (psi} Shear tg 1d1 : V = ·2:L5ti k t 2t53 ft Fv = 2-06 fv = 166 81 7. Fb 1 = 2695 fb = 2886 107 7. <-- Live LDF = 1.251 Cf= 0,90 DEFLECTIONS CLn} (E = 1800 ksi) Totil = 2,35 = L l 200 Live = 0,95 = L / 494 Dead = 1. 40 .... ,.. ,. ~ /\ P"'i''..,. J:3 ,. \ ST!lUCTUrtAL D,\T~ '--'\::. ENG!NEErrs "' -- / ! -1 ':• ·, 0111:iln j ;·1 ,-J,-·i-.1 ".-df," {' vHT ...?21._ __ -.w 1 ,-u., uu ... -.. r .. i_, '-·-.hi-i.. \ ... ~ .. , .... _, - Bl'i2 UNE 2 09/ 15/'35 95-331) 8Usip12v1s0b4148TBEAM ANALYSIS PROGRAMs1p9v1s0b414BT SPAN LENGTH= 48,00 ft LEFT CANT= 7,15 ft RIBHT CANT= 10.00 ft UNIFORM LOADS (k/ft ~ ft) \Id wl Xl X2 (1,025 0.000 -7.75 58.00 POINT LOADS (k & ft) Pd Pl X 6.220 6.220 6,220 6.220 6,220 6.220 6.220 6,220 ,'2..4-o 1;1,,344 l,j 0~ 'I 0 •. ;H'4 "I o.m 4.6!0 4.610 4,610 4.610 4.610 4. 6i0 4,610 0,000 0,000 0.000 (l,(!00 0,00 8.00 16,00 24.00 32.00 40.00 48,(10 56.00 0.00 8.00 16,l)(l 24,00 "' 0~ 0.000 3~.00 11 (l_,.)41f (l, 000 40. 00 t.-t 10,'lfit 0.000 48.00 ,1-.4., OM4 0,000 56 .. 00 19.720 13,510 -7.75 ·10.200 6.910 58.00 REACT Imm (k) LOAD LEFT Dead 43.442 Max : Live 31.826 Total 75.26'3 Min : Live -2.208 Total 41.234 MAXIMUM FORCES RIGHT 40.633 29.liii3 70.4% -2. i81 38,452 V max = 33,42 k @ 0,00-ft M max = 254. 79 kft @ 24,00 ft M min = -261,74 kft@ 48.00 ft (M<O full span) DEFLECTiONS (Ei = ki n'·2) LOAD DefL (in) Total 89131347/El 41544320/EI 57002777 /EI Live 67297446/El 37411380/EI 4%24%7/EI Dead 21833844/EI 4132948/EI 7377813/El ifain Span TOTAL Defi EI L / 180 27853544 L / 240 37i38060 ' .:"'• X (ft) 23,98 LC. R.C, 24~00 L.C:. R.C. midspan LC, R.C. Cant. (local> EI 10830346 14440462 LIVE Defi EI EI ~ . L / 24t) 28040604 5849534 IA Pr-m-m JCJ 10-310 L f 360 42060904 8774300 ''k;"\ STR u CTU :t,\ L ex:-::: . I / 480 _,,,,. ENG'Nr.'"ll,.. -- 56081'208 11699067 ~ 1 • .!.L:. J c•11!2.1,_ L. -.,/1 ' ·~ ... .. BM2 LINE Z 8Us 1!) i2v 1 s0b4148TBEAM DESIGN PR06RAl1s1p'3v 1 s0b4148T Left Cant Lu= 8.00 ft Right Cant L~ = 8.00 ft Brace Spacing = 8.00 ft Beam Braced @ Supports Pos. Moment Lu= 2.00 ft Brace Spadng = 2,tj(t ft Actual: 6.75" x 34.5" 24F-V8 Douglas Fir-Larch (Nl . STRESSES (psi) 3~.~ ~ Shear @ 'd' : V = ~ k@ -2.88 ft 09/15/'35 95-33(1 Max, Shear Fv = 206 fv = p-8' 104 Y. <--213, 14-f-61 Main Span Fb' = 2668 fb = 2283 86 1. Left Cant fb' = 2668 fb = 2315 87 Y. Right Cant tb 1 = 26&8 fb = 2346 88 Y. Live LDF = 1.251 Le= 2.06 x Lu, Cf= 0,89 . --~ .. DEFLECTIONS (in) (E = 1800 ksi) Total: Main Span= 2.14 = L / 269 Leii; Cant = i.00 :: L f 866* Right Cant = 1.37 = L I 6'31:f I Live . . Main Span = 1.62 = L I 356 Left Cant = 0.'30 = L i2135t Right Cant = 1.19 :: L /1706¾ Dead : Midspan = 0.53 Left Cant = 0.10 Right Cant = 0.18 * locai ,"I .... Bri3 09/15/95 95-330 ~ --A P,UME JOB £,~ STRUCTURAL D.'.T~ _"""' ENG!NEER3 sm~ BUs1?12v1sOh4148TBEAM ANALYSIS PROGRAMsip9v1s0b4148T SPAN LENGTH= 28.00 ft 16.43)8Us0pl0.00h12v0s0b3T _J (Simpie Span) UNIFORM LOADS {k/ft i( ft) wd wl X1 X2 0.025 0.000 0.0(1 28.00 POINT LOADS (k ~ ft) Pd Pl X E,,220 4.t.10 6,(l(l 6.220 4.610 14.01) 6.220 4.6i0 22.00 ,Z.4-o ~ (l,000 li.00 .'lA-o {l.-d<f.1 (l, Q(l(l· 14.00 ,i..4-o_~ 0,{)00 22,00 REACTIONS (I,\ T\l LOAD LEFT Rll3HT Dead 10.1% i0.1% Li '/12 f..'315 6.9i5 Total 17 .111 17. iil MAXIMUM FORCES V max = !7.11 k I 0.00 ft M max = 147.71 kft@ 14.00 ft DEFLEGTIGNS (El = k1n"·2) LOAD Def! (in) X (ft) Total live Dead 1'3834634/El 8040~30/EI Ji 794198/EI Pos. Homent Lu= 2.00 ft Brace Spacin[ = 2,00 ft 14.00 14.00 midspan Aduai : 6.75" x 22.5" 24F-V4 Douglas Fir-Larch (Nl STRESSES (psi) Shear @ 1d' : , .,, .. V = 17.06 k I !.BB ft · Fv = 206 fv = 169 8? ~ ~ /, Fb1 = 2798 fb = 3112 -111 '/. <-- Live LDF = 1.251 Cf= 0.93 DEFLECTIONS (in1 IE= i800 ksi) Total = · i,72 = L / i95 Live = 0.70 = L / 482 Dead = 1.02 . ,._ ~.. .. . , R ~Q Ll I R 11..S c;: BM6. RE:"il'Jf~·-ce ~~ T ,,-~· . Pug1...-1r--l i ·s i-2 E:" ~f1-,,J M v; ;<.r r -=-: {6 ¼ ¼.c.e> , ' (Q,it;> k lot/--· 2 1. ~ 27 7t:(jc,· l~ lo'£ . 2Y-:i.. ~ :q 4-,., r 7 $'. '2-I (...Z-b :1,('. I ( I 4' ~-12. ss 1q ,;. t · 1 '?-3 I ?,(4- : .... -.... 120 4x I . 11. ?.~ ?,~(,., IP I 2.. ~.s 11·,S>. t( A.· rz. ' · l>,8 r '3,o7 l l q.., ~. . '55-\9.'S I~ l /c., Z?fb z_l/,z, }( z.?..rz... 39.~ jh.<f,o 5,1'7 IA /Zo ~I"/~ '2..1/,e_ X 22Y2. °?J't. $ . ?<f,o , S",'36~ i .-·· '. _ ·1c_ /0?; · 'Z-"F~ 2.'l't, .x 1:z. '/2.. . ,,.~. . ~ Z.)J?. .. 5.·,_ l;><. le. {O&, ?.17'b zr1.z_. )a z,z,' 4-Y,t,J '? /,'7'7 4--. 2-S 4LU-:--LA'1 BeAM j I, .. ~¾. .,1 .... "'$-11 if ' 4->o '31,:;:> . ,'1.25 · . 'Up8~~ : ~3--Z3' (ij,2,2, f l i=:--G,¼ >6 2.2.,7 '2,B; o;·. '(t/-7,7 I 1,11 A PnIMEJC!31S-r.~ STRUCTURAL DATE~ A:::'\:. ENGINEERS SHT~ t--o. <:A-7, o,...{ I to z. .--c~ .-;: e. '2 To 3 ·1-1Ne: r.. 3 Tc :,.5 l-lf.JE 7.. -5,> To(., ''f . 5,"5 To~ r:, 1 TD c;,z. · ft.2.01--1, 5 To<., __ j r.7 Tb <;:, z. F, / flDt-j 5 r o G:, -r-rf w/ 01v1;., Dvc,.,T -r ~cHL ~Ft~oM. 5. ·-ro· &, /8~b IL,. ke;O--r <.Jt--1 IT, L-1,.JB" '2... J'. Tu :r L,t-1e "2. ½-'2 7b ~-8 Oov~Le "t>He-Ar-. "f&Ot.7 \/.ALuf: roR ~4 11 f Ne ·: ... . ANO '2. -I~"'--~ H>e M~'M~~ -, I '-· . I ·2·. ~; ~I!?:<.) ,.:r F ,;;:. C:, 2~1) MAtN ME=M(b:f:'R..._ ' ,, •" f ?.0~ ~(i:;ol,.1 I.( = G ~ + MA1r--l HE.";tC€'R__ .@ ~1z. If_ NAtl\J MeC"\f)£~ ) 1..~.. , •• <Z-s% ~+ -& MA,rJ ME:'Mi'3€K __ ,. : i ,A PRIMEJ0:3 ~5~ ~'3. STRUCTURAL C.\T:::~ A:.:'~ ENGlNEERS SHT..A:'2_ ii _. I' • \i,'; . ' ' . ' ~: TIMBER BEAM WITH COMPOSITE REINFORC1N6 AT BOTTOM ·----------·---·-------------------------------- BEAM CRITERIA: Type: <GLB = 1) (sawn = 0). O,K, · b = 2.5 in. d = 27 in. E = 1800 ksi. A=. 67.5 inA2 s :· 303,75 inA3 I = 4100,625 in"4 Fb = 2400 nsi, . ' fv = -165 psi. : Span,= 47.5 ft. REINFORCING CRITERIA: bs = i.5 ds = 3.5 Es = 181)(1 As = 10.5 Is = !f.J, 71875 LOADING: Uniform or :pecial - (uni for.m = 01 sp?cial = 1): Uni form DL: Uni form LL: _Uni form TL: V TL= M TL= b ----·---- d I ·, ' ·3' I I I ds I I I I I I bs I I, I I I I I I I I I I I I SECTION 'PROPERTIES: n = 1' y bar = 15.08173 in. Ix = 5365,853 Q = 106,7668 1 0 k/ ft. 0 k/ft. 0 o· 0 L,D,J .. = 1,25 (for timber} SPECIAL LOADING: V TL= M TL= . t, -· .. - (if 0th.er than uni form loading) 6.28 75.21 1 I ,J:'•,,1• -. COMPOSITE SECTION BENDING SJRES~ES: 11 :;: 75,21 Fb top= 2.536700 _ksL O.K. -< "2.778 Fb bot =· 2,004615 ksi. · O.K. F nif ·-2,(11)4615 ksi.. O.K. < 1-1~ X A PRIME JDOl?~??O ~ STRUCTU:V.L DAT:: ~-~ ENG!NEERS SHT~. I, ?.-75 -::-2,/8 b 1'1 . = ,s.:2,1 , V = ~.-z..,~ (1 Y+ Pi: . ~V. ~ (10",71 )( &;:~«o. ).( .-½_}_ z .,002.S 1 . 1. ~ ;¼~-BS -z. 3 I I =, '3t;,.7~ .ol,,z,5 J • ,i~'-: A . PnIM~ Jo:ig1;,~~ /4'%,~ STRUCTURAL D.\TE __ ~~ ENmNEERS SHT~ lb "2.~ 4-*-I e.A t, 10 e: ;xi 'H.1(J f,z__ $fM W/ '.3/t, ~ f IA .i3 ~ Q. ~2.,., o,c., '. , TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTON ---------------------------------------------·-- BEAM ·CRITERIA: Type:. <GLB = 1) (sa1m = 0) O.K. b= 2,5in, ~ = 22.5 in. E = !BO(i ksL ,· I A = 56.25 in"2 d : I= 2373.046 in"4 Fb = 2400 psi. Fv = i65 psi. I I I i d• I I ::> I I b l I I J i ,._ ~·-1·· I I Span= 47.5 ft. J l i ! I __ I _______ 1 .. ~t RE1NFORCIN6 CRITERIA: bs bs = 2,5 rls = ,:-~ J:J SECTION PROPERTIES: Es = 1800 n = 1 As = 27.5 y bar = 14.04104 in. is = &'3,32291 Ix = 3776.838 Q = i56. 9962 LOADWG: Uniform or special ~ (uni form = 01 special = 1): Uni form DL: Uni form LL: Uni form TL: V TL= 0 k/ft. 0 k/ft, 0 0 M TL = O L.D.F. = 1.25 (for t.imber) SPECIAL LOADING:· (if other than uni form loading)_ V TL= 5.8 . . M TL = 5'3 k = CQl1POS ITE SECT ION BEND ING STRESSES: fb top= fb bot= F rnf - 2, 632111 ksi. 1.585702 ksi. 1, 585702. ksi. O.K •. 0,K, O.L. M = A PRIME JOB~ /,'.,~ STRUCTURAL DATE A: .. :~,. ENC:NEERS SHT~ 59 ' , .. , - ,':'. J '' .. ~ ,,• '' )~ ' ,.< .. ' \ -fr~ 2' 2i1/t... t-t :e· '?~ \/ "t:--?·& gJL ~ (1~,1.v)(?,80 ~). -::::: .21--, Yu~ .1-?71(,., ,84-- ? =- (IS, 7 )( '2 ,ct o L ?11<,.-,B4 /·Q' 1 l..t • . o,c, !1-.... --- ¼ PT. ~ CV+ Y ~,Bo) =- ( 1?1 'f ). 4,-s~-) ,.-:: ':3T7G,,t>4. . t,"( "'2, ~I e 31 $ "' <:J,C.,. ,o(o I )A A.PO ~'><~ 4;--I e;' A ~(Oe f°l<'oM ¼f -f7 1o 1/4 P1. tv/o)/1MP r2 19t1 o,c_ ft A1 DU1E:R. y~ 5 ~ w I -$/4 I{</; 1;,.,,_,& e ~c. l(oc.. (2, 'N l D 1/2.. L€;.J<, ti-(. ' ''"- TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM BEAM CRITERIA: Type: (GLB = ii b (sawn = 0) O.L b= 2s5in2 I, d = 22,5 in. f :, ... -.. E = 1800 ksi. A= 56.25 inA2 s: 210,9375 inA3, I= ~373.046 inA4 Fb = , 2400 psi • Fv :: -165 psi. ' I 0 , I I I I· ds l l I I l I I I I I I I ~pan= 47,5 ft, ·, I I I REINFORCING CRITERIA:, bs :: 1.5 ds = 7.25 Es = 181)0 As= 21.75 Is= 95.26953 LOADING: Uniform or special - (uni form :: 01 special = 1): Uni form PL: Uniform ll: Uni form T~: V TL= i1 TL= L.D.F, = 1 __ 1, ,. _____ 1 __ 1 bs SECT.ION PROPERTIES: n = 1 y bar = 13.3762}1 in. Ix = 3380.257 Q = 119.5988 1 0 k/ft.· 0 k/ft, 0 0 0 .t ... ~ 1. 25 (for t-br;ber) ,SPECIAL LOADING: (if other than uniform loading) VTL= 5.47 M TL = 56, 9 k = COMPOSITE SECIION BENDING STRESSES: F~ top = Fb b·ot = F rnf = 2,701945 ksi. 1.842974 ksi. 1. 842974 ksi. 11 = O,K. ,· D.K. 0·,K, 56,':i [\ PRIME J:i3.1z:_ R'',i;l STRUCTUM t C,\iE ~--~ ENmNEE!t.'.l[HT_1L ,, . -------·----·---..... -·-·---·-···-··· ··----------------------.. ------.-----.. , ... TIMBER BEAM !mH COMPOSITE REINFORCING AT BOTTOM ------------------------------------------------ BEAM CRITERIA; Type_: rnLB = 1) (sawn = 0), 0. K. b= 2.5in. d = 22.5 in. E = 1800 1:si. b A= 56,25 in"2 d I S = 210. 9375 i_n"3 l = 237'.L 045 i n"4 Fb = 2400 psi. Fv = 165 psiL · Span= 47.5 ft. REINFORCING CRITERIA: bs = 1. 5 as= E--:, - 5,"fi 1800 As= 16.5 Is = 41.59375 LOAD ING: Uniform or special - (un.i form = O, special = 1): Uni form DL: 1 I I I I I , I .-i....-.. --,. I I I ds I I 1 l ~ 1 , I· I I I I bs I I l I SECTION PROPERTIES: n = 1 y bar Ix Q = 13.17783 in. = .3336. 386 = 108,4407 0 k/fL Uni form LL:· Uni form TL: \I iL = . 0 k/ft. M TL = L.D.F. = 0 (l (l 1.25 '<tor timber) SPECIAL LOAflING: (if other than uni form 1 c,ading·) V TL = 5.56 M Tl= k = COMPOSITE SECTiON BENDING.· STRESSES: M = , 52·,92 fb top = 2.508238 ksi, O,K. Fb bot· = 1.774358 ksi. .OJ. F rnf -1,774358_1:si. O.K. ·< I, 'SOTJ x 1,-Z:, :.. J,87S A PRIME JOsqJ5.?;70 /.;;A STRUCTUML CATE , ~~---~ ENG:NEE!tS SHT ;;pr- cQ \) e. 1/+ PT :::: I 2.'? I av <!j. v'r n :: -·.r.. ~ z:.. 2-,':>l 'C .. oio t >--1, ................ t l. ~ r-~I ______________ j_ _ .• c (/.'ti~-¥ ·? .4 1 X ½) 33~o.-~- ... !i...-.... le ?2llz. , v c s.s~ I . ' . I (109 ,44-){ ?,$~ )( ½) · = · ??~~-38 '· -· 1 ·. . ; t \_/ i._ ~ i -----. --. lB A-oo 2-"' & d:J;. / e;A , 51ci€ 1/4 P1 7,, ·//4_ P'7 . w( ¾, 'fcf IA$ •. <l.. 2.. 3 t, 6, C. , A Kt -00--re:~ 1/4 o l( f c.. ~2-oc; , e 11'1/JE~ 1 It.. Sfh..), iC::.. Aoo z.x<:,, ~ I 8:'A. ~l.06. i/4-P, "Tt> '/4-PT, Lu/ J/4 4f l,{,/3. tr I ' a, 2~ .:ic::.C?. !>JTe~ /cp (( e. .3 &: or:, .e. ltJt-\~12.. I/ 7.- : i TIMBER BEAM \.!ITH COMPOSITE REINFORCING AT BOTTOM "----------------------------------------------- BEAM CRITERIA: Type: rnLB = 1) . 1 (sa·\/n = 0) 0,K. b= 3.5in. d = 11,25 in. E = 1800 ksi, A = 39', 375 i n-'·2 S = 73.82812. in''3 I= 415.2832 inA4 Fb = 1800 psi. Fv = ·35 psi. Span= i9,5 ft. REINFORCING CRITERIA: bs = 2.5 .! I ds I I I I . I I d I I I I ! I I bs .b I. I I I I I I, 'I I I ,i.. ... f ! I ds = 7.25 SECTION PROPERTIES: Es = 180(1 As= 35,25 rs= 158,7825 LOADHlG: Uni form ,)r special - (uni form = 0.1 special = 1): Uni form DL: Uni form LL: Uni form TL: V TL= MR= L.D,F. = n = 1 y bar = 6.583577 .in., Ix = 649.5616 Q = 37.74.793 0 k/ft. 0 k/ft. 0 0 0 1.25 (for -timber) SPECIAL LOADING: V TL= H Tl= Ci f other than uni form loading) 3.36 !, -t, - 17.23 COMPOSITE SECTION BENDING STRESSES: Fb top= Fb bot= F rnf = 2.095630 ksi. 1.485322 ksi. 1.485322 ksi; 'O.K, O.K. Q.K •.. M = 17.23 . A PRIME Josgi:i~?~D ~'1. STRUCTURAL CATE __ 1.::.:_:~ ENG:"NEEP.S SHT 0f 1 ____ ------==-- ,,, -~t •• .. , . ' ' . l.·, ,- ._ TirlBER BEAM WITH COMPOS.HE REINFORCJNG AT BOTTOM ------------------------------------x·---------- BEAM CRITERIA: Type: <GLB = 1) ~sawn= 0) · O.K. b:; 3,5in. d = i1.25 in. E = 1800 ksi. A= 39,375 inA2 S = 73. 82812 in''3 . I= 415.2832 inA4 Fb = 1800 p!:ii. d : I I I I ds l l b I I I I. I I I I Fv = Span= 95 psi. 19.5 it. J i I 1 1_ •J , ______ 1. ,_J ..... -.. - REINFORCING CRITERifl: bs bs = 3. 5 ds = 3, 5 SECTION PROPERTiES: E;; = 1800 n = 1 As = 24.5 y bar = 7.111301 in. Ls = 25,!}1041 Ix = 667,0706 · Q, = 58. 52311 LOADING: Uniform or special - (uni form = 01 special = 1i: Uni form DL: 0 k/ ft. Uni form LL: I} k/ ft. Uni form TL: 0 V TL = 0 M TL = O LD,F. = 1.25 (for timber) SPECIAL LOADING: (if other than \mi form loading) V TL = 3.3& N TL = 17, 23 k = .. ·;,-._ ( . COMPOSITE SECTION BENDING STRESSES: Fb to~= Fb bot = F rnf = 2.204163 ksi. o;K, 1,282798 ksi,. O.K. 1,282798 ksi. 0,K, H = 17.23 .,. A\ PR!MEJoa~ /'.~\ STRUCTURAL DATE __ /,,_;_-:'~ ENGINEERS SHT.£2.L ,. '· ,;. : ~-.. ', . ' ' ' ·~ ,; :· ,-;• <. TH!BtR BEAM WITH Wl1POSITE REINFORCING AT BOTTOM BEAM CRITERIA: Type: (GLB = 1) (sawn = 0) O.K. b =·-') c; ,J.v in. .I d = 11.25 in. E = 1800 ksL A = 39.375 inA2 s = 73,82812 inA3 I = 415,2832 in''4 Fb = 1800 psi. Fv = 95 psi. Span , 1'3.5 ft. REINFORCING C:RiiERiA: ' bs = 1. 5 1' d I I I I i ds I l J I I I bs b ,. l . I 1 1 I I I I I I I I I I ds = ') ~ ..,,;) SECTION PRUPERTIES: Es = 1800 n = !1~.,-... ,4s = 10.5 Is = 10, 71875 y bar = 6.440789 in, Ix = 550.4735 Q = 32.12171 LOADING: Uniform or special - (uni form = 01 special = il: Uni form DL: .Uni form LL: Uniform Tl: V TL= M TL= 1 (I k/f t .. 0 k/ft • 0 0 0 1. 25 ( for timber) . SPECIAL LOADING: (if other than uniform loading) V 1L = M Tl= k = 3.(17 . 15.81 I 1 ,.f..," ', COMPOSITE SECTION BENDING STRES9ES: Fb top = Fb b9t = r rnf :: 2. 219809 ksi. L 657488 ksi. 1.657488 ksi. O,K. O.K. O •. K. M ·= 15.81 4 ~ Lt !,.$ ~v -. e. er.JO ""- :I:· $ ~ ·-,, 2B ,.i..97 ' ' ; •'-, :::. . I . Mc.. ·11.'23~; . ~..,.. (-?~G2}( ~-¾j_ ': I .:: ~"C,7~,'?-.1- :. I I, I 2 ti C> 'e,. . . Q .. 34,22 ,.., o.c... ~ A PRIME J'Jil0;~7io STRUCTURAL DATE ~ ENGiNEERS SHT~ ID f· ~4 .=#= l EA_ .~/Of£ X Fu\.,l_...-,~e:Nc;71--;1 3 /4-c.,_ / /A i:> e--- 4 11 oc. Q. E.t..fO .,,__ I ir IA ..,,(4 @. '2,2, t)(!__. @ /'-11,0 1/-z_ I~ ·z K 4-¾ ) fA ?t'(}f. .x '/,z_ $f' AN I w/ 'J/4-V <f IA, 8,, e :;,12, '< o~c' T1HBER BEAM WITH COMPOSITE REINFORCING AT BOTTON ------------------------------------------------ BEAH CRITERIA: Type: (GLB = i> . · 1 b (sawn= 0) O.K. b = S.75 in. ---------.... J I I I I d = 31,5 in. I I , E = ' 1800 ksi. I I A = 212.625 in"2 d I S = 1116,281 in"3 I= 17581,42 in"4 I I --Fb = 2400 psi. I I I I I I ol I Fv = 165 psi. ds I I I I I I I Span= 39.25 ft. I I I I I I I I -----------REINFORCiNG CRITERIA: bs bs = 1.75 ds = 5.5 SECTION PROPERTIES: Es = 2000 n = 1.111111 As= 1~.25 y bar = 16,93B20 .. in, Is= 48.52604 Ix = 20919.68 0 = 252.6412 lOADING: Uniform, or special - Cunifon = 01 special = D: 1 Uni for111 DL: . 0 k/f.t •. ·Uni for• LL: .. . 0 k/ft. Unifort TL: 0 V TL = 0 H Tl = ·O L.D.F. = ~-.1.25 (for ti1ber) SPECIAL LOADING: (if other than unifor1 loading) V TL = 33.23 M Tl = 269 k = 1 COMPOSITE SECTION BENDING STRESSES: " = ·· 2,613639 ksi,. O,K,. 2,246950 ksi, ·: o.·K, ~i,. ...... 269 Fb top = Fb bot = F mt = 2,496611 ksi, O,K, ~ 2, foO"D Xl I, 1-5 : .-., l,·'. ' TIHBER BEAH WITH COIIPOSITE REINFORCIN6 AT BOTTON ---------------·--------------------------------- BEAK CRITERIA: Type: CGLB = 1) (sawn = 0) 0, K. b = 6,75 in, d = 22.5 in. E = 1800 ksi, A= 151,875 inA2 s :•569,5312 inA3 I = 6407.226 inA4 Fb = 2400 psi. Fv = 165 psi, Span= 39.25 ft,· REINFORCING CRITERIA:· bs = 1,.75 ds = 5,5 -Es = 2000 As=· 19,25 Is = 48,52604 LOADING: Uniform or speci~l - (unHor1 = 01 . special = 1): .f b ·l I I d-l. I I· I I --I ''""!-I I I I I I I I ds I I I I I I I I I I I I . __ ,, ______ , __ , bs SECTION PROPERTIES: . n = 1,111111 . y bar = 12,29929 in •. Ix. = 7815,723 a = 159.3622 Uni for1 DL: 0 k/ft. Uni form LL: 0 k/ft, .. Unifora TL: 0 .VTL= 0 M TL = 0 L.D,F, = 1,25 (for ti1ber) SPECIAL LOADING: (if other than· unifor1 loading) V TL = 17, 11 ti TL = · 148 k = 1 COHPOSITE'SECTION BENDING STRESSES: Fb top= Fb bot = F rnf = 2,794821 ksi; 2,317948 ksi, · 2.575498 ksi, k = . 148 O,Ki O,K, · O.K. : ' ~ 2.,CPO)q,ZS · [4 PRIME JOa~J?-?-70 //fi';i, STRUCTURAL DATE __ ,'-;';.;.~ ENGINEERS SHT.lifL_ s =: C: .c~$2 ,(.,4 )(~3.'2~ )( "i) 'ZC>C/1'1·1 !1... .. -••. , t74-- ~ A PRIME JOB~ .~ STRUCTURAL DATE ~--:_ ENG?NEERS SHT~ 1F 3/ '-I (J t{ . 1 -I 14-~ Sr~ ; \I Nt~O I...AM., W.~S' <$AM€ /47 A:e>DvrE; TIMBER BEAN WITH COHPOSITE REINFORCING AT BOfTOH ·----------------------------------------------- BEAM CRITERIA: Type: (6LB = 1) (sawn = 0) O. K. b = 2.5 in. d = 27 in. E = 1800 ksi. A= 67;5 inA2 s: 3.03,75 inA3 I = 4100,625 inA4 Fb = 2400 psi, Fv = ' 165 psi, Span= 47,5 ft, REINFORCING CRITERIA: bs = 1,5 ds = 7.25 Es = 1800 As = 21.75 Is= 95;26953 LOADING: Uniform or special - C uni fora = O, special = n: 1 ., I ·d I I __ , I f. I I ds I I b I I ·I I I I I I I I I I ·--·-------·--· bs SECTION PROPERTIES: n = 1 y bar = 15.90651 in. Ix =. 5799. 985 a = 162.4396 Uniform DL: . 0.1144 k/ft, Uni form LL: 0, 128 k/ft, Unifor1 Tl: 0.2424 V TL = 5. 757 M Tl = 68. 36437 L.D.F. = 1.25 (for ti1ber) SPEClAL LOADING: (if other than unifor1 loading). V TL = 6.12 M TL = 80 k = 1 COMPOSITE SECTION BENDING STRESSES: k = 80 2,63280$ ksi. O.Kr":..:: ~1'2-'& 1.836167'ksi, O,K, ,\., ...... Fb top= Fb bot= F rilf = _1.836167 ksi •. 0,K, <... l,'!>oo -WJ,'2.1;::::. l,&7'$ I 5/04- 2.)o ~ .:rt-/ f:A StDfT ~ 1-t ID '/--z... SPA"1 ,{;:/·¾ lf 'f //t,P . <2 -z 4 u o.c.J _,:::;E::::..·LJ_c:._1_S_(.)_f_f_o_R._1'6 ________ P_£_1, ___ A~t-1..._@ !op. -rw1i-J Dv: fl::: .. 260 .lt ~ fz: ·~ ,. )54 l Ji = , i?.-s.+-x fs-~ ~ }~~ I 11 ~ .. ~~.;-:, I -<:>o.J 48' <: 1? ){~ '4,D )(t, ,1 J * ~ le&, \( ,O 148).: = :.: 11/7~ µ_ , . ·, V ... ? .. J1Dksr.J1 o,J l , . ·g ~PAc.1J~ ', (zis-.s )( B } : 1ao4 ~1 I . I ,_ • I,,;.,.,( ., \ I :·,, I I L 1,JC ~»¼ I !,,JG .: B k, , ,,. I.-• ~ PRIME J~~~-1~ :~~-~<lt!. STRUCTURAL C..:..: __ ~-,,:. ENGINEEns sm__&t)_ ½&:; l( -r 1-1 I(:.' I<, L O_!<'... IQ M. I rJ ) /./ W1 PF. , '?jZ... .• o 1-J. 1 4.2·.1 J3. '1 '.7,0 ~ I 1 • ..;. .• ', ;it·,, 1· { ,l ,'. :.~-·:. ,, . \tl I · . ~A PRIME JC:3•?i ;', r.:::!A STRUCTUllA L DATE..1l,1t /~-~ ENGINEERS SHT~ . -~ ,' :' .' ~ ' -:. . ·'.'. ~:. :: · . -MA'/: TF'l~ V'.hD'f~ -== &1-7 '' i' ,'' '.. . .. Q1 . :.-:. . . /; '. :::· ·, -~-~ND ~ Ce 4f/1;s ·rw . . ... ~ . ·. . --~)( rt'~IAiz.e. C,., ' . ' ~ ~ ... ' . '~ .. ·. ,..-' ' ; . -.· 1&cJ.. . .· ./::. _· ·_.<~-~-[~Pb ~ L~ . ·: _· .. ·. · .. ' C-c,, ~I.I·? L. Zo · ·' ,: ·. · : · le,.· e~ I.I"! "-.. zc:,J : I..,~.->,,,~ -r 1 ..J-.lf./ C ! • 0 vV1-::-\.O(f >< 1.Q 1 (1. & ·x l o ::: ·. \1. cf-.· )( · (o .tSg ::: 114. 0 .v,li =-i. \'3 ·.= . I~,· Si · x . {Q.R:l/ -= 12-1.1 ,t-1 ~-:;.. \. I 01 .-; : : I .?I.~ ·>c &. f;/l} =-I 2-6, 8 . \I~ !14'.0 {10')-r · li/.1 {.1?):+J~.-?'{i') e._ 2,,0~_ ~ G · ttxec1 t)/7c( M~ /I 4, 0 Li 0J'\ I i.(1 ("5Jt1;~~) *: 176. -3{ z,){ct) ~ W. "/2-Ht' ,z,, : . . . . ·-.. . · -·. _ . _ . e, --fi'l-ed e-vi~ M~-~-t _ ·/·.~_-_,ze;.'4.i·~ ~{2l;_) /; vJ~ II~,? PLP ~--: ·-: .·· -z_.. I Mf'lit:Ji. 4 MA/ -;/··. WJ4-. · =·:J;/ti!/,0 :'ZV 4 172-8) :: V8 --: ~t:r.: :\:: :_6_ 21ozw)r-L = 12 005 x22-:>f 12--· '·.-. '. ) ··~ . :,:,. ,.~z,." ' ' • • I . ~. : ', ·; ... . ; ·,. ' ,' ' '. ',; ·. ·' -· .. ' Tv~'d ~ 10-J ;v14- W?~ ·W t4 ~ Z2 ,J_ -::::-ICJ.t?J ivi.4-- "-? MUST E£ 8RAC€.O A:1 Hrt:>"HT ft>o-r.1,/'1(11 & ~ r, 1 -r lZ ,i : ' ''.! W1 ~ !1, 4 '/. ?;, Cl ~ ¥?2-~ Z-PL,f Vii :;, li.0 'X /,/JJ ~ ~-0 f'vf" Wv:;::, \Pl.to >< J;;,o ~ ~-QrvF .. · V-::. .!5'2-/2--{lQJ + 00. 0( t& ;· + ~,,0{_v) = I .18· ~ M z; P?~--2(10z.-) + fh,0( 0'jJ1J::y -F~J'J.{v)(t.1) ~ f?.;>, l~ p ·f-b 2, . . . t6ZVv\ \} A~t V\/ }Jl ~ VJ1-~ ,~.We~ :; I~. lv) {i) =: ~ . (rt,z,)Z-- t. M1--'-1 ~ ~~ ~ O.o~~(i2--) 4(112,,i). _ · 6 ~1-· · e{ivtow) 1- J: n~/d ~ 1 z,_ 11 Z-i vi 4 q0,01 == !,,~2 If I w;i;-'~ ct"'cz x 0/2re 1y :;-ry ::; 127 -1 [vi 1 , -/, .. ., ,, . ' ' :,..1-, 0 r 0 I ,I y;;lf .,2 2. . ~ l(o -~-' k < ·(<2 :( 1a:~ '( ,.~) = -t.:1/ z- '6o1.-1 i\p A~0 7 ; P:A. )1DE: (,A.) 01 "fA'- M = -fio:::4~x:2 ,;;,·ij) . s ::: -' .:-x9.;14-k . == ( 7? )( % ,o )( I, Y3) ·k -I cc, l( i7.f32. ) '. ~ 12.. ·.: . ' -c:.o . ~ .,o:2. .~,: ' .. .. . 11 ·--< .&1.,::: ,_,_ ·, i?,54' ./ ' / \ .. ~ I - C) l I I I I I I f;( ,, 2.1/-a. ,. ,. f~ ~ 25°0 Psi /,c; A, ~c~)[~ .-rr X 1e./(i),-(ooa:1tw,)(1 ){1,~'J-r(15,,;_ )lulJ f '1 --(t, I/ )( 1,p_,ttf) ."' -~A-~ :k V -. '1 - '\. " -.t\ -- .. ~(~{: zo_4. ~,} · =: A-0'1,4~ ' ./ ,o Lf-¾<t,p Ag c.J( "'I 4 et--{73tf P • P, 2.77.. (, = ., ,.,., z 57/1 C. -.T -~S ,. ; '/\ . PRIMS~::"'\'?--?? ~:~STRUCTURAL •. , . .:_ ~ ENGINEERS SHT.i:.1_ FRAME COL. BASE PLATE DESIGN COL.SHE W14X22 W8X31 .0 0 0 0 t· .... BASE PLN. 21.0(! 13.00 0,00 (l,(l(l 0.00 o.oo BASE PL;B 12.00 13.00 0,00 0,00 o.oo 0.00 CONC. fie "'I 'i: .L,.J 2.5 0 0 (I . 0 PD o.53 0.53 0.00 o.oo 0.00 0.00 PL 0.00 o.oo o,.(l(I, . o.oo o.oo o.oo PE o.oo o.oo 0.00 · · 0~00 o.oo 0.00 ME (FT-KIPS) 31.(11) 15.50 o.oo 1),(10 9.00 o •. oo VE 2s/(l 1.35 0,(10 o.oo 0.00 0,00 . . . DEAD+SEISMIC T 20.47 18.25 ERR ERR ERR ERR a 1:75 1.44 ERR ERR ERR ERR . D+L +SEISMIC ,. 20.47 18.25 ERR ERR ERR ERR I a 1.75 1.44 ERR ERR ERR ERR :1...-.. ,_. . ·. '~ ,,: ' ' -·; 1,, l' ' • • ~, ' I,~ J • •:, ,: .... '• ",:, ', ., '.. '..: ·}~· • rr,.t~ .,Ji.;: -: .. ·_ .. -~\'. -~--:!"le..·{':: ':,'_.;··: .·. ----~ve:.· :·_ PR.IMEJOBglz,1?0 STllUCTURAL DATE_ ENGINEERS SHT~Fj 1, 'l-i" ... ,·:, .: ·.· ·, .. I. ·J"": • 4-. I> '''" c·\ .. ,,.,,.~.,. j~,. • l'-§, ,,. C I , • . ... ,· l a, > t ·,' . 1 . . . . . r .... -... -........ . -f ·, • ,'. -_,~ -_ .. -·:t , :::. t "' a.,c. ~,c -e,-~: r~., Pi~-: r:;:;. !.:~ .. r1t ~ r( ~ _ .. ttll,,) .-r· -~-~~i~/ro "' ( "½ -~) *~ ~e l(·;;,,' '\' {\~41~ r+-~~~) ·'' .. . ... .} . . ,. •, . ,;-,. J. . fT6 FOR W14 CANP-L COL. GRADE BEAM ANALYSIS PROGRAM . footing LENGTH = 6.25 tt· .Footing WIDTH = 6.00 ft fo,)ting DEPTH = 1.50 ft · Cone Weight = 0.15 kcf 0,10 ksf 1.95 klf Surcharge = Footing+ Burch. = POINT LOADS (k & ft) 1 2 X O.ilO O. 53 3.17 ·MOMENT.LOADS (kft & ft) 1 2 X ' o.oo 33.70 3.17 RESULTANTS (k, f.t & ksfl CASE 1 2 Pt 12.99 12. 72 X 3.13 0.48 Q max 0.35 2.% Q min 0.35 0,00 MAXIMUM FORCES (kl kft) CASE 1 ,2 V Jll.3x 0.40 10.08 M !llax 0.62 24.45 M min -0.00 -9.25 0'3/1Bi95 (4.02) ! i.. •• ~ •• -A PRe.;~ Jc3tl?'?? ;;lSTRUCTUR,\L DAT~- ~ ENGINEE::3 sHT.l:aL_ .,. ry• '. . ,: FT& FDR W14 CANT'L COL. ----------------------- GRADE BEAM D1:SIIJN PROGRAM (4.02) DESIGN DATA fie = 2.50 ksi b = 72.00 in fy = 6().00 ksi h = 18.00 in Load Factor= 1.70 d = 14, 50 in SHEAR DESIGN Vmax = 10,1 k Vn = 20.2 k Ve = 104.4 k Vs = 0,0 k -Av = 0.72 si/ft S max= 7,25 in Vs = 01 stirrups-are ootional _ l li 3 Stirrup @ 3.7" 2 4 3 Stirrups@ 7,3• 1 li 4 Stirrup @ 6, 7" 2 i 4 Stirrups@ 7 ,;• .. , FLEXURAL DESIGN Beta 1 = 0,85 As min= 3.48 si As max= 13,95 si N+ max= 24.5 Ht ii-min= -9.2 kft Mn+ = 46.2 kft iln-= -17,5 kft As str = 0.64 si As str = 0,24 si As = 0.-86 si As = 0.32 si Bottom St.eel Top. Steel Bar No, Space No, Space li 4 4.3 13,(1" 1.6 32.5" t r: ,J 2,8 21.7" 1.0 09/18/95 · [ A PRIMEJOa1t:;v1?;· :-._~STIWCTURALDATS . ,/--~ ENC:NEERSSHT ~7 --· lt...-,.M C.Or-1 51 ,-J £ D 'i ·: I:· '' L. , ' ,:t...-... ~ A PRIME JOB_g;~? · ~a_ STRUCTURAL DATE __ -:'"-ENGINEERS SHT~- f:.-:::.-, Bo 1 t-< M-z-z.. 3o IL-, 'S:>t:f e C..bf'-\ P0 T€~ 0J7Pv1 r L.J'5 e 4 l;J •oc I ..,_ 'l<I I -G. o~aP WlD-C COMBINED FOOTING FOR W14 COL & ROTO-C:LONE SUPPORT -09/26/'35 --------------------------------·-----.-----------95-330 '] GRADE BEAM ANALYSI-S PROGRAM (.4, 02) Footing LENGTH -9.00 ft footing WIDTH = 4.00 ft . Footing DEPTH = 1.50 ft -Cone Weight = 0,15 kif Surcharge = . 0.10 ksf Footing + Surch. = 1.30 kl f POINT LOADS (k & ft) 2 ,; 4 ---5 X -., 2.00 2.00 2.00 9 • .40 -5,40 3.00 0.80 0,80 O.BO 0.80 0.80 6.12. MOMENT LOADS (kft & ft)' 1 'j 'j ., 4 5 X 0,00 30.00 -30.00 0.00 o.oo .. 6. 12 RESULTANTS (k, ft & ksf) CASE 1 .-, 3 4 t: ,. _,J Pt 14.50 14.50 14.5.0 21.90 7.10 X . 4.38 2,3·1 6.45 3,92 5i,q?- Q max (l,43 1. 04 (l.95 0.65 0,37 Q min (l,37 0.00 (l, (l(l -0.37 0.02 HAXIHUr! FORCES (k, kft) CASE 1 2 3 4 5 V ::-1ax 1. 19 5.'33 5.45 5.30 2,93' .M max 1.84 24,66 8.3& 8.42 0, 18 M fJin (l.00 -5.34 -21.64 -0.(l(l -4.74 V max = 5. '33 I, " M max = 24 •. 66 kft M " min = -21.64 kft ,~-'l '· , COMBINED FOOTING FOR W14 COL t, ROTO-CLONE SUPPORT 09/26/95 . _____________________________ , -~---------~---" ---95~330 BRADE BEAM DESIGN PROGRAM (4.02) . DESIBN DATA f'c = 2.50 ksi fy = 6(1.(i(l ksi Load Factor = 1.70 SP.EAR DESIGN Vmax = 5.9 k Vn = 11. '3 k Av =·0.48 si/ft b = 48,00 in h = 18.00 in -d = 14.-00 in Ve = 67.2 k Vs = 0,0 k S max= 7.00 in Ve~ 01 stirrups are optional 1 I 3 Stirrup @ 5,5" 2 I 3 Stirrup"s @ 7.0" 1 I 4 Stirrup @ ·1.0• FLEXURAL DESIGN Beta l = 0.85 As min = 2.24 si As max = 8,98 si Mt max = 24.7 k ft M-min = -21.6 k ft Mn+ = 4€..6 kft Mn-= -40. '3 kft As str = 0,68 si As = ·(l, 90 si Bottom Steel B~, a, No. Space # 4 ' " 't,,J 8.0" I 5 2.9 1 'J 'jiJ ""' # 6 -2.0 29,0" " 7 i.5 20.0" lf # 8 Li 20,0" As str = As = Top No. 3.9 ~, c:: .J.,.a~ 1.8 1.3 1.0 I _,.;,.,,, ,._ (l,59 si 0,79 si Steel Space 10.0" 13,3il 20,0" 20.0" I I..... ,.~ ---A , PRIMEJ03-=.i :\:. STRUCTURAL DATE_ I ''-ENGINEERS SHT.!2£__ __ ') ' -. -~ ~l~~o~~~p· .· p~_ f-:' ~~:n~~/n,_~ I'" • ' ;: A~SVMlf' ~ ,. :~ y} \;;i~i. i ' 1 .. : li< H~ = (%-)( -a,o: ): +(~ x..,_$") \ ... ; = iz.~,\_.. ' ,; . • . -. I c, ~.L == J z ..:.o ~f\( ~ J( 8,o 't }-z . it\C r K i,o~ ) ,: ",..·/' . ~ -. .. . -.. -~ . ' _J .· <:~-:<·. . ' ··1=-:.1: ' ' ,• ::'",~ .~ , -. . . ~; _· -. _: -· ' . / }~~~~;·,, : , . i-v-w /2,B) ,, , . ';;e.-6 ~Mf u1"~ 01Yf PvT F->" ~<;,!qi.\. '$e-1.:511,ii::. · ~---~.:J'!-c..1191,J . .J A: (v-;;_~~,eA<-~c::."ii~/\1 ) , , , I · ! p~ ~ _(~._3_oc,__µ,.c_,...;;c.~-:-+--.~- ' i I I I I ')Ii /'11.J [{c_ '-t Of£e:P W/ 1_:tfr.-4,-GDN7 T5{ B. (4 To74-1.._) "1' ,. FTG FOR BLOWER ISOLATOR PAD GRADE BEAM ANALYSIS PROGRAM_ Footing LENGTH = 13.00 ft Footing WIDTH = 1. (JQ ft Footing DEP1H = LOO ft Cone Weight -0.15 ~cf Surcharge = 0.10 ksf footing+ Surch, = 0,25 kif POINT LOADS (k & ft} 1 2 3 4.28 4.28 4.28 6.06 6.% 6.06 2,50 2.50 _ 2.50 o._oo 1.% -1.96 0.00 -1.% 1.'36 RESULTANTS (k, ft & ksf) CASE 1 •; ,. Pt 16.09 16.09 V 5,89 4.55 ,, Q max i.59 2.35 Q min 0,8"3 o. 12 · NAXIMU~ FORCES (k, kft) CASE V max . M max M min V max M max '!'1 min 2 3,27 4,22 2.22 .2.22 -2.91 -3.% = = = 4.22 k 2.22 kft -3.'36 kf.t X 1.00 6;50 12.00 1.00 12.00 3 16.09 7.23 1.66 0.82 3 3.32 -2.22 -3.00 (4.02) :i-...... . 091'18195 95-330 ~ PRll'rl E J03 9$-33 i 'i:r STRUCTt:::lAL D,iT/; q l10 ... -~ ENG!Nmm.s ZHT~- I , ,·,-' ' ! ' I ' ' ',, FTG FOR BLOWER ISOLATOR PAD ----· --,---.--------------- -GRADE BEAM DESIGN. PROGRAM (4.02) DESIGN DATA f'c = 2,00 ksi b = 12.00 in fy' = 60.00 ksi h = 12.00 in Load Factor =· 1.40 d = B,50 in SHEAR DESIGN Vmax = 4.2 k Ve = 9.1 k Vn -7,0 k Vs = 0.0 k Av = 0.12 si/ft S max = 4.25 in Vs= O, stirrups are optional 1 ~ 3 Stirrup @ 4.3" 1 # 4 Stirrup @ 4,3" FLEXURAL DESIGN M+ max = Mn+ = As str = As = Beta 1 = 0.85 As min= 0.34 si As max= 1.09 si 2.2 kft 11-min = 3.5 kft Mn- 0.08 si As str = 0.11 si As - ..:.4,0 kft -6.2 kft ,0,15 si 0.20 si Bottom Steel Top Steel Bar No. Space No. Space #4 (i.5 LO 09/18/95 , 95-330 :1.._.-··- .. ..... , .~ 1 ,·,, . r i2>M ?f°A,J = 4,,~ -r(,2 )(",'!i3 1 ) I . f ' .tr;p = l o ( o,Cl T. w, -= t/'2. :)t .( .. ~ <t?,171 2 0 0 ..., ( ~.17 }(, oci(... P~F} ~ ,010 J -.::. , o,t7 1..1, v~ _"""(4.n)(,,01-0} .::. ~12.3 R PL ::_ R l-L .,,_ ut?:>.o )(; X , 047 ) --,42) ( {·8, 0 )( i ) ( r \ 7.~ ) : t..~-· , ... .::. I, 107 /,Z;,~~ l,, ( . o4, -t • !?.'?, 1 ( 1e, )' 1 ~ =- cc. • g ~ )( 1 2. _ l • I!, -CZ .1 'Z.. ,.,, {,t,6 x-~.~ ( ~ --- -;2-z.5 )( ,J7c _ ·Bf> )4-_ ("2/l~O?> ( ~>:::. J,.:zou) 4~ 1/,51-t...., A PRIMEJ03q5-3 a £~STRUCTURAL DAiE.:J../5.2 t::;;:.-:'C,. ENG?NEERS SHT ~-i1'° . ------=--· - I' -r.; Cot..-,:.., . TS '3 ~ ;,i< -Pfi0 Pct tt ?c..J ,=.. 'Z, 1 k ' / \.' ! I. I , . "'f ,:.{ '2.:.Gf .~ ... \; ;, ~ -.. 7.4~~~ h ::: ·"2,""l~r : ... ~--... f'A,J e:1... "'" 17 ~ . "34-B '1 . T p~ ,.ts,/:)~ k. ... - \ -t • ~-;~J, ' t·. 1;) , .. \ . ··1 i. '.. ·: : .... l A PRIME JOB 9 ;5--0 ~ STRUCTURAL DATE __ 1~~ ENGINEERS SHT~ ~p ,::. 28,~ I k :::: 11,3)1 ''h = 12,7'3 I Sf~ C.oMf, ouyPu1 . I D~t\CC Q__ \'2. o.c.... r~V\-iO. w/ 6--r, ff e:iJ c;;;ti..5 .. ,,'~ C:OLUNN SUPPORTING PANEL OPENINGS 09/15/95 95-330 /\ PrtIMEJ0:3 __ 8Us1p12v1s0b4148TBEAM ANALYSIS PROGRAMs1p9v1sOb4148T / \STRUCTURAL DATE __ /-...:__ '~ ENGrNEERS sHTfl.(e_ (6,43)8Us0p10.00h12v0s0!:&f-----,--------' SPAN LENGTH,= 29,60 ft (Simple Span) UNIFORM LOADS (k/ft & ft) 11d wl X1 X2 0.005 0.004 o.oo 29.60 POINT LOADS (k & ft) Pd Pi X o,Mo 0.545 14.60 0.00(1 0.281 7.75 REACTIONS (k) LOAD LEFT RIGHT Dead 0.074 0.074 Live Q.543 0,402 Tei';al 0.617 0.476 MAXIMUM FORCES V max = 0,617 k @ O.~O ft M max = 6.12t kft@ 14,60 ft. DEFLECTIONS (EI= kin"2) LOAD Defl (in) X ( ft) . fotal 852073/El 14.44 Live ?t.5780/EI 14.40 Dead 86361/EI midspan Pos, Meiment Lu= 14.00 ft + Brace Spacing = 14.00 ft Gov. Deflection : Live = 1. 39 {n Required I= 19 in"4 W 6 X 12 fy = 36 ksi STRESSES (ksi) Fv = 14.40 fv = 0.44 3 I fb =: 17 •. 69 fb = 10.05 57 7. 1/3 Stress Increase Allowed • • I ....... ·. DEFLECTIONS (in) Total = 1.33 = L / 267 56 % . Live = 1.19 = L / 297 86 :t. Dead = 0.13 :1....-.. ~ . ·• ' , COLUMN SUPPORTING PANEL OPENINGS 09/15/95. 95-330 [ A PRIME Joa_ /--''.\STRUCTURAL D,\Tl: __ . ._:_,·.e,_ ENGINEERS SHT.§L L---_______ __, 8Us1p12v1s0b4148TBEAM ANALYSIS PR06RAMs1p9v1s0b4148T SPAN LENGTH= 28.60 ft (6.43)8Us0o10.00hi2v0s0b3T · (~i mpl e Span) UNIFORM LOADS (k/ft & ft) wd wl X1 X2 } 0.005 0.004 o.oo 28.60 POINT LOADS (k & ft) Pd Pl X . O.OOQ 0.348 22.33 0,000 (l,686 12.33 ' REACTIONS (k) LOAD LEFT RIGHT ' Dead 0.072 0.071 live 0.524 0.625 Total 0.595 0.696 MAXiMUM FORCES V max = 0,696 k @ 28,6~ ft M max = 6,655 kft @ 12,33 ft· .l-·· ·· DEFLECTIONS (EI = kin;'2) LOAD Defl ( in) X (ft) Total 877957/EI 14.22 Live 802691/EI 14.22 Dead 75269/EI midspan Pos. ifoment Lu = 13. 00 ft -a- Brace Spacing = 13.00 ft Gov. Deflection : live= 1.3 in Required I= 21 inA4 W 6 x 12 Fy = 36 ksi· STRESSES (ksi) Fv = i4.40 fv = 0,50 3 i. Fb = 19.05 fb = J0.93 57 Z 1/3 Stress Increase Allowed,. tl,·""~\ DEFLECTIONS (in) Total = 1.37 = L / 251 60 i. Live = 1.25 = L / 274 96 X Dead = 0.12 :,',, h -'lr PRE-CAST CONCRETE WALL PANEL DESIGN Considering P-Delta Effects SEAOC "Green Book" Tc, iterate P-Delta effects to convergence DESCRIPTION :PANEL 26 W/0 OPENING ALLOWABLE STRESSES > f'c : ·concrete > Fy : Reinf, > Phi: -. 3,000 psi = 60 1000 psi 0.89 > Seisn:ic Fact-or = 0.3 > Wind load ' = iB,5 psf > Reveal Dep.th = 0, 75 in ) Reveal to Bottom= 14 ft > Min Vert Steel 'l. : 0,0025 ) Min Horiz Steel i.: Max, Vert, Spacing= Max, Horiz.Spacing -~ Beta 1 = 0, 6 x .Rhow-Balanced= (1,(1025 16,00 jn 16,00 in 0.85 0,0128 Shall Uni form LL Be Used With Wind/Seismic loadings? Y=1 N=O ---> ,,w ..... DESIGN DATA ( Enter All loads UN-FACTORED. ) > Clear Wall Ht, = 29,6 ft > Total Wall Ht, = 32 ft Ht / Thk Ratio· = 45,B > Will Thickness = 7,75 in ) Eccentric Dead Load= > Eccentric live load= > Load Eccentricity = (default= t/2 + 3~) ) Re~ar Size 111 5 > Uniform Lateral Load= ) RebiJ Spicing = 7 in > X-Dist, to Bottom = } X-Di st. to Top = ) Depth fo Steel = 3,5 in > Seismic=!, Wind=2 --> (default= t/2) HiO pl f 210 plf 7 in . 0 pi f 0 ft 0 ft 1 <-- > Point Lateral Load = 0 j ) Axial Uniform DL = } Axial-Uniform LL= Steel at each face= 0 plf > X-Dist. from Bottom= 0 ft 0 pl f . > Sei s111ic=1 1 Wind=2 --> 1 <-- 1 (1 for single layer, 2 for double layers) i ------------------------------------------------------,----------------: l DESIGN SUMMARY : ------------· - M-n * Phi : MOMENT CAPACITY Mn * Phi > Mer 0,K. li-u : APPLIED MOMENTS OVERSTRESS .HEIGHT I SERVICE DEFLECTION I SERVIC:E LOAD DEFL @CONVERGENCE I DESIGN SUMMARY at REVEAL M-n * Phi : MOMENT CAPACITY Mn I Phi > Her O.~. M.-u : APPLIED MOMENTS OVERSTRESS HEIGHT / SERVIC:E DEFLECTION l SERV LCE LOAD DEFL. @CONVERGENCE = = - = = = = = = = ,SEISl'fIC WIND ./.··•<, ------------- 89 1271 in-I 89,271 inil 63,.153 in-I 321759 inll 0,0 X o.o 'l. I I 255 1,525 1.39 in 0,23 in l . P/A ( 0,04 * f'c, O.K. 891423 in-# 891423 in#! l1n * Phi > ricr O,K. 66,831 in-# 35, 1i6 inJI 0,1) i. o.o i. 21)7 1,120 1. 717 in (l,317 /4\ Pn.!ME J03~ ~~STRU~TURAL DATE_ · .,,_ ENG.NEERS SHT.filS_ LATERAL LOADINGS Nall Nt@ 150 pcf = 96,9 psf Lateral Hall Wt = 29.i psf Wind Load 11,275 = 23,6 psf Lateral ·wt 11,403 = 40.8 psf VERTICAL UiADINSS P-Axi al : P-t4a.11 : P/A = Pu-Axial: Pu-W.all : Pu-Total: . 370 pl f 1,f.76 II 22 psi 436 plf 1,759 • ANALYSIS VALUES . --------------- At revel 37(! plf 11744 n 25.2 psi 436 plf 1 I 831 u 0,04*f'c 120 psi --------- AT REVEAL -------- As(eff) = [ Pu{tot + (As1Fy) J J Fy 1a1 = CAstfy + Pu) /(.a5tf1ct12l = 0.568 in"2/ft-'0,569 inA2 I ( I : l il I / , 85 Phi : Capacity Reduction Factor Mn= As(efff I Fy I Id -a/2) Mu = Mn t Phi E : 571000 1 (flcA.5) n : 29,000 l Ee Fr : Mod, of Rupture : 51( f'cA,5) S2di on Modulus : (Gross) Moment Capacity @ Cracking = S I Ft iforne;1t of Inertia : rnross) Moment of Inertia : (Cracked) Un factored seismic Reai:tion at support level = 502.70 plf Reaction at Base = 427.29 plf = 1,114 in = 1.310 in = -0.89 = 100,304 in-I = 89,271 in-!t = 3, 1E+06 psi = 9.29 = 273. 9 psi = !20.1in"3 = 32,898 in-#t = 465.5 in"4 = 34.3 in"4 wind 320.00 plf 272.00 pl f 1,116 in 1. 313 in 0.89 !l...-.. 1001475 in-ll 891423 in..,ll 3,1E+06 psi '3.29 273.9 psi 98.0 in"3 26,838 in-!t .343,0 inA4 20,0 in"4 Kmax at 14,70 ft 14,70 ft. from base ,J, .. ; .. . ~ ' A Pr,IMEJcft0~~- L~ STilUCTURAL DATE __ .4::-,:_ ENGINEERS SHT~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 October 5, 1995 Smith Consulting Associates 5355 Mira Sorrento Place, Suite 750 San Diego, California 92121 ATTENTION: Scott Cairns RECEIVED OCT 9 1995 SCS&T 9511206 Report No. 1 SUBJECT: Allowable Soil Bearing Pressure, Callaway Golf/Rutherford Production Building, 2285 Rutherford Road, Carlsbad, California. Gentlemen: In accordance with your request, we have performed a Limited Soil Investigation at the subject site. The purpose of this service was to determine an allowable soil bearing capacity of the prevailing foundation soils, in order to determine of some of the existing footings can carry additional loads created by proposed improvements to the building. We are presenting herein our findings. BACKGROUND INFORMATION: The existing building was built in about 1990 and consists of a large approximately 105,000 square foot, tilt-up concrete building with a concrete floor slab and both continuous and isolated, shallow spread footings. The building pad is essentially a cut pad that was over excavated to a depth of four feet below finish pad grade and backfilled with compacted fill. (See Referenced Report By GeoSoils). We understand that foundations were designed for an allowable soil bearing pressure of 2500 psf. SUBSURFACE CONDITIONS: A hand excavated test pit was dug near the southeast corner of the building where the additional foundation loads are to be developed. This test pit was observed and logged by a member of our engineering geology staff and the log made is presented on the attached Plate No. 3. Plate No. 1 is a site plan that shows the location of the test pit. SCS&T 9511206 October 5, 1995 Page 2 The test pit exposed a one-foot thick layer of soft, humid sandy clay at the surface, over a 2-inch- t_hick layer of dry, very loose sand. This sand was underlain by a moist, stiff slightly sandy clay with gravel siz;e claystone fragments, which extended below the bottom of our test pit that was stops at a depth of 2.5 foot. As expected, because of the building pad undercut, all soils encountered were fill soils. We expectthat hard natural claystones exist below the four-foot thick fill cap. LABORATORY TESTING: An undisturbed sample of the foundation soil was obtained from the foundation level and tested by direct shear to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches and a height of 1.0 inch. Samples were tested at different vertical loads and at a saturated moisture content .. The shear stress was applied at a constant rate of strain of approximately 0.05 inch per minute. The results of this test is presented below. Sample No. Sample Depth Sample Condition ~ngle of Apparent Condition Pl 2.5 Feet Un9isturbed 36 600 psf ALLOW ABLE SOIL BEARING PRESSURE: Based on the soil condition exposed by our subsurface exploration and on the results of th~ direct shear test, it is our opinion that the allowable soil bearing pressure for the prevailing foundation soils may be determined from the following equations: Continuous Footings q = 2.90 + 0.87D + 0.53B Isolated Footings q = 3.40 + 0.87D + 0.43B Where q = Allowable soil· bearing pressure in kips / square foot D = Footing embedment in feet B = Footing width in feet •· SCS&T 9511206 October 5, 1995 . Page 3 The above equations may· be used to determine the bearing capacity of the existing footings, however, the allowable soil bearing pressure determined from th·e above equation should be limited to a maximum of 4.0 kips per square foot. If you should have any questions aft:er reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully Submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC. Charles H. Christian, R.G.E. #00215 CHC:rr cc: (6) Submitted 9511206 October 5, 1995 REFERENCES Page 1 1) GeoSoils, Incorporated: March 14, 1989, Preliminary Geotechnjcal Study, Carlsbad Research Center, Lots 16, 18 and 1'9, Tract 81-10, Work Order No. 989-SD. 2) GeoSoils, Incorporated: November 15, 1989, Interim Soil and Geologic Report, Carlsbad Research Center, Lot 16, Carlsbad Tract 81-10, Work Order No. 989-SD. \ / SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRtPTION GROUP SYMBOL TYPICAL NAMES i I. COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVEL_S CLEAN GRAVELS GW More than half of coarse fraction is 1 arger than No. 4 GP sieve size but smaller than 311• GRAVELS WITH FINES GM ( Apprec.i ab 1 e amount of fines) GC SANDS CLEAN SANDS More than half of coarse fraction is smaller than No. 4 sieve size. SW SP SANDS WITH FINES SM (Appreciable amount of fines) SC II. FINE GRAINED, more than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit greater than 50 Ml CL OL MH CH OH HIGHLY ORGANIC SOILS PT Water level at time of excavation or as indicated US -Undisturbed, driven ring sample or tube sample B¥: Well graded gravels, gravel- sand mixtures, little or no fines. Poorly graded grave 1 s, grave 1 sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. Well graded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand and silty mixtures. Clayey sands, poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity. Inorganic clays of low to medium plasticity, gravelly clays, sanczy clays, silty clays, lean clays. Organic silts and organic silty clays or low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. CK -Undisturbed chunk sample BG -Bulk sample SP -Standard penetration sample CALLAWAY GOLF CHC DATE: 09-27-95 ~ SOUTHERN CALIFORNIA ~ SOIL & Tl!STING,INC. JOB NUMBER: 9511206 Plate No. 2 .,. ,, \- w :z > > :-..: 0 > --, Q. I-0 t: I-:-.: wz .:: I-w --> w :z :z en -I-< z a: WW U'J a: I->2 -w z => ..JO HAND DUG TEST PIT => a: I-:z -:z -I-c:: w -I-I-0 ~ ii.I oii: I-< en w CJ w ... _, NUMBER 1 < Cl) Q. ii Q Q !: U'J I-<< A. i 0) ii Q. -Q. :z 0 :z ,_J Q. w 0) Q. 0 <o a: > ~ 0 ~~ C C < < ~ 0 0 a: 0 0 CD _, DESCRIPTION Q 0 0 Q CH FILL~ Brown to Greenish Dry to Soft . Brown to Rust Brown, CLAY, Humid - 0.5• BAG Heavily Fractuted, Rootlets -Humid -- 1 r--.· ' SM 2-Inch Sand Layer Dry Loose - 1.5-FILL, Brown to Greenish Moist Stiff -BAG Brown to Rust Brown, CLAY, -Trace of Sand and Gravel-- 2 lo, CK Size Claystone Fragments Very -Moist 2.5r -us . ~ Bottom at 2.5 Feet --------- -· -----------.. ---.. ---------- "!' - ~SOUTHERN CALIFORNIA PROJECT: CALLAWAY GOLF LOGGED BY: MF DATE LOGGED: 09-26-95 SOIL l TESTING, INC. 9511206 3 .JOB NUMBER: PLATE NUMBER: . \ ~ "· { :. . .•: ... ~; ' ·.~'\'·-..,,,,, '~ / i -~-. ~-) ---~ ,•, .. ·: '• .. -;, :. •, -t" -: - ·:'-. ' "' __ : ' ·1··~'-' .. . ' ' ',' ' f A '~ ' 0 Ztr<_::::.·• ... ·· .. .. ·:·-. .-,, .... , .:.'". ··i,: . . . ~ .l\ki:.:,. '. •. -·. ,.··_, . ' .( :-'' ,-· .. : ~ .,)::-'' ,'• .,, .... 'I,;,.' .. _., ":" ,.,_. •\ .. ,_' . :·{.. ''. ,-~ [r, ' "' --~ ~·· ·-·~ ... •. ... ,j··· . ', ~ '., ',. : ~--. -.. ;_ , ' ,' ' ·, ., .... :- ; ,;._ -{ !tf '.;':::;\}'./;<: •. : /., > '• '' -....... i·,,,, 'f _, r -~-'° ' ' ~-. 1:.-.. · '. '. ; -~ \- ..._.,, ' ~- . <' ·, . ;- .. ,, . ,. .. ,.,', .; ... -~·:, ··' ' : ) .:_ .. \ _,_,: ' i ~ •' I' . :~, .. , ... ,-.,. -, ,···: ·· .... ,_ ·, _J :·: .. ! ': \ .:,:.: .. '•. ,, _ '• ,'.,.rt ' ' ' .. ~ ; ~~,.- -.,, . , -· _, ,-.' , .. :,• .. _ : ~ -· -':, , .. ' '' ¼,,, • ·: •• , • -'. :.;_ \ .• -~ .; • ·.: ', .. _._ -~-:_ .; · .. ,· -. ' ..... ·~. .. " ~ ... ,\1_,,_,"',. ;-·.· ,-~.-:,.,~, : -,-··:.'-\~/-, ·:'., _, ·t· l ,-:···:, '•,,,. • • ,_1,,\ ... ·-:- -·:. : . -·~,._,. . _., ,, ~~-' ' , .. -i:&t?infJl:Y:,.()Oi1t .· . .-.. , t~'·: :::·· ·. ~--~,J.-•. { ,; .. ·;-:~····,(=·' ·-\~ .. ---~ .... 1·· .. ,", , ·I .-·r .· ,. ,,'.--; :,' ' .,. .·,'. ' ' ' ~-.~ :--. -.'·' '/·f- ,, ::,. -~'' :, ' . ; . ..' --. ~ . -' ... , ,,. '-._. .:. ';, ,':· !.,,\. ', '•, -• I ' •, ,~, :·:~ ~ .,;, • -~--· i -.~ ,•' i' ·, \, .s -' . r, ., ... -:- ~ ..... ,'..;, '• , !, ';' . ~ ,_: _. :' ·,,_ ~ ·.' ... : ~ ' : '·--') ' i •"/ ,·, J,;·· , .... -·':• . .. .. , 1_ ..... ~ ·-~·-:\·, :-·.: -. ' . . '-· .. I,., .-·-··- ' .' -:·_~, ~/:. \. ~. ' -- -ti ~-- ,~ --, . -- -.:· '(, '}. \ ., ---: ,-,.. ' ._t, :._:_ • '~ . ~~ .: ., . ~-•. '.'-,·,::: ' • :. ', '. -, -: _, • I ~', • , '• '• ". ,} "i ~' '"!'•--:• •: ·-:-· ·. ·. ,••, /,, 'a ' ~ _,. • 't -- _. :-·, \,.' .·-_,,, .... ' ,,·_;. •,,,I, '. :~ ' . ~';. " J ' ' •• . ''· ." ,i • :. -~ I . ~ :. ' .-' ' .-, .. -.... ' .. , ,:: -~-' ; . '' .. l ·«' . -1 )"' ,,. ..... ,·- F, -~, , ... ' -, ,. 1 '.~ ~ -,. .,,.,,-:- ,, -,, • J,, ( . ,; ., , .. _- '--~ ·,, 'r~,,: ·.,· :• ' ·., .. -. .. .. : . -·t. .. , -. ·-~,,, ,~ . ·-,,:·: •" .· ;: ... , ... -·~ ••• • f' i."' '. ,-.;. ·. ·-, . .,.,, , . ' ' .' .' - ,,'•', ., '. !•,/ ,:.,, \, '-,,' .'i) ... V •, ,' -> ~ ,.:>., -, .a..· , ....... , .. , •• 1.:. _ 1 i·. ~-·, , _ ::: ., ~ .. _ ,~ .,. _ .i1;1,'"\ ,-~r .. , :' ' ' . '· :1:,_',ii (", :>'<, . -, .. •·_\, . ·· .. ·, '/ :-: :. /: : \: . ,. .·· .· •... ··.·· ~ "-, .. , .. }. {"_;, ~ \ -,,.:_\·_ .,~, ~ ' ..... -· ·Fl~E·, · · ·-.··-·.: ·: , : ',-.:: ;· · ·';.-~-.' .t' .. ;·: t··· '.<-' . : ':$an: biegQ',' '2:ii-: · ,;'. :_, . Dearborn, Mi :· .· /-::· :'.; ~ \ ' . . ::DESIGN_:··.:' 'i· >~-:.,· ::·.:L:_ ,'.'' ·--~--·: :~:/--~--·/-.' -_-_:· ' . '. .·. ,,, GROUP CO,, · .. ·. , , · · · <·. . ···· -· · • -· I._..' i'<:,M~S.>'. c'N Ri~kLey . & · As~oc;" ~e,( · : · .. ;. (. .: . · . . · _-,: · : ... ' . · r\:~~.t·e·::~rj,J:t~ : ' : \.: . : .•• >· i;: .// \ : -:~ >; ; ,. : ·, i. •. ,. . . \ •.. · 'i . . ' -' . :; . '•. -,' -' ' ( .-f • '* .. ,,·: :· ; "· •• ' .. "~· ~ • • '. ~) ,, ·,:_,~:'~' .. ,·· _·:'..,':·,< ',• .. ·,·;, .,,,,.-· ·.,··~·/,,.·:"·,·-:.;-':· ,' ,1-· . ···RichatdMerk. · ·:--·. · '.,. . · .. ·. ·'· ,: ·.·<, ·, ... : '··-:·-·_·,. · :: -.· ,,.,, ·: _. .. ·~ :·· Vi9ej?~~~1tj'e~fcbf PlanniJ].g'.ang Op~~~tiQrn~ .:·· · · ' ·: ·. ,: : ··:<. t.. . .. · ':~ .· --· :-.--"- : -; .' .. ···.cAtiiiWAY-GOLF ·. · · · .. .: · . · " , · -·:-., \:· ... '· ·. -. ·· · . , . , ·:·1·~,~-:.·_22~s,R~theffoi~.R9~~>; . · .· :·· · ,., -._.:-..: -~-_:;:,:.>'·-.:··._..·.:::~·.\···>·;.:_::.:: ;· :-.. :. . _ .. : : :.·· ..... ·. ,· . , ,, .·: :Carlsbad;CA'.·9.2OO8 ·, ., , · ·_ , : : ·. ·r _ ·, ,, .. · .• ,,'·. -• •. ~ · ··:.< -· . · ·. · · · -· .... ~<: ,; ,-,.:-, 't:_,,'' -.,-;:_.., ... ·.,., ~_-:·: 1.!~. ,: ":·: • ', • 1 : ... ,_---~~" ~' _.' ..... '.> ',/·.,' ·/ --'< .. /f,,_,._ : ,, , :, -· > ,,-', • ··:·'., '' _. ·, ' . ~ : _', . Atlanta; GA · ' . I,' . .. (. -.-. .. ;I::'.~:-:_. ,$.~~J~~i~~:· :·,~ ~--:::~i~e:'And-i,ire:Sai¢~ ~P9tl. ~~t::±!te, ~-~~~?.~!~ h,u~~:_:~o·~~dio'~$~st~~ :iior. 'c-~n~~y Go~f~ :.,,, ,.~~-, .. ·. -~-·; . , ,,Rutlierford Production· :. ,.-~::-' ,· · · ·, ~ ··: . ' :· . · · : · · '· ' .. · - i,?•+1 '1-¥,~ ·.J> :<> , · · ..•.. : ·},)'. ;:/:/ '.,, .. :> ·:/ >,i ..• , :·.·· .· ......•... ·.·.:······ .... / .•.... :. ii-· :: :· _.: ·To:rp,e's,;_Vatr Rj,9kley &:_;¢\,ssog,i~te~ (TYA),, lia$ fe'{iet~d 1h~ pl~~ ~d-do,<?wn~n;ts-fo~ tµe 'pr~pos~q ins~allaticni, :: .'. , '. -.· , ,· . /:: ... ''of~he 'd-1;1,~f epUectjoJ?, :syst~ID: '.for_-C8;liaw:ay. Golf;. Rutherford<Pioch.~¢fio~>. Ba~e<t bp._ ihe :l:fo.di_rigs ofthis t~po1t :_.; . . . ., - ,: .· , : J'.VA recqtrtpynds. appi;ov~1l of Caj1away ~9lfs prop~sed 4uit c~)l~~Jioh sy,stem:,by tlre local -~uthorities ha'7ing .· . ,_· , :. ~-I_:, ( ·=~:}~~:~~fi;:;aJ;}!;~ s6':J:~liof !~-:fy~i~f =~~~:~!tJ;!~Ef~;i;f:rr!;:!:~~6g!~~~:~rati?:n, ~--,. . . .. ' .. : -' : . ~rtii~m~ requir~fufrits foi-the partjcu,l'ar;-use 9f tit~m.1{:·gtapjlite·aA~&taiJtl~is sted by:Callaway Gplf, and t~ .. : : , . . ·iii:>_-~-~?~P·~~:-~Jr~i;._0p~!~tio~s'~d ~$~ otthe~e m~teti4l_s::to·~-~e}tppropita~e i~:e,r_,0f'fi~e-:~c1·li~e·,~:~(e!Y_~iskthat th~y_· .· ·: ·,: _ _': ·· -' , .. ':. ,i:epresent. ];he -~o.~ts. qfdust-created -~Y the··pro~u-~*9n-prqc~ss· ~nvolvmg _the,cuttmg,and poh$hmg operat10ns .· _ ·. ,:,1· ~< ·: > t\s.:mi#~a'L_. tt\s:f~e:itite1:1t·6f this tepqtt, fo,ecpia~e. !h~,'~i'e:an~}tf.e ~~~tf: 'jisk:~f <l,u_srprq~iic:e~·{d _that conipar~d .. :· '. :.,_ :; ' · ',· .'. <;'witbAJaitunaol~:ca1,1stitue1ttsthat ~e less thc;in 25 perci;?nt·of th~it)owet flllm1ilability le_vel (LFL); · : · ; -' . . . -: .. · : _;····:"<:<,:'i~--·,., __ ~.--.;·, ::•:,_,.: ·,, ·-·<:··:.·:_· .. ,,_:./ ... :·:-:)~:.,::,:,-::_~>:;:-'.'·,>_.·,·.-. ·,.-:.· ...... · ·-;. :-~1--:_-:_:~.'/ffll-'.:~~ffio_~_~-(!,~~",~~ifo~mM~ch~~l~al.C<1~~,.rllf-q! _·.':'_·::·~-· ·:· ~-,-~-;-: .. '-:-_· :·. _ : ·._·,_.: , _ . _ .. · , , .. · .. , : ·.-. :: .:·. ·}he, 199.FedJifo,/ o_f th~ Ufilf~qrt MeeliariidaliCcide{OMC);' 'Ch~~t~t, I. f sets 'i~rth mi~mfun ;e~~ire~en,ts: i or -· . . . ;·1·: -_._ .:. -~~ :~ijri~!~1~-~ti_9n!?f ie?t~I.at~o~ ii~temi<ar4 ~prp.4~ct~~;~f eilns.:¥rstepis·. :.secH?:11· 1 '1' os; (~f.o~i},~!~1,-.i~cludes _t~e . · · · ' · -followmg i:eqmrements·· · -· · · ·· · · · · · · · · · · · , · · · · · · ·· ·':::(\::··:, ;.'·>--/"> ·:'·;: :.>_:_.: .·(: ':>,·_: . : :· ;~ . '> :. _ ..... --. :_··: ~,.:,::/:/:~,'.-~}>:. < -:;: ::·, :> :>: _.: .~ .. -_: :·~"'.' <' . ':: : ,·· : · _,:.. . :. ,' ': :-. ''I·'. : >-::-.·.-;. :_ ':_, ' ,?n?.c!~: ~~~Vey!ng,_ ex:plo~i;~s'.~r-~~a~~7·,vapqr~,.,-~ei:~t du:~t~·is~alf e~t.\l:fid df~ef!1y·~~ 1he_ ~x~etfor· of : . ,; ·: ,: ,~ :;-. • -'. · ..... · t~e. b_mlµmg _'YJ:thqut_·entering. o:ther spa9es. ,'EXhaust -~U;9t~ shalHmt extend mto or tlir6,tJ&h:ducts ~d . . · , · .: · ·::::~.i:/.;(, ·;\lI~~~~·.'·'·~::. -'. : --~-.: :: ~-. ·. , . .._-.~/;, <· .:,·:, F .. ~-~;,. \\} --~/:'·-; ::. ·~ . .-~(·.: ':, , -, . . . .• l/:.;~'th~:~dtq~pti,ijri;ui'lli~~VM.C-to'.tni~,:~¥4Uire~~~t ls:iir~i{qws:f :··,,-. ·~ ·.· : : \_·-: .... . ,_' .1: :_: -;. ,_"'' '.:.•., ·.::.·,_.,: . .-·,-~·. ', ~· ': -:· ', :·,-,, ,., ''_,:!, '.-' -.~ .;.', :·~: '"~. ~:•. ': ,,. .~.·-,_ I_.',., ·,: :·, ',. ,_' , ·: •, i;-;i k· :.~r ·, :,:~\}~~,C,~~:Ji6N.=,: D~~t~ -~o?V~yilig._;ap~;s _or~fu¾[s'.~,y~g::i~a~~i :~ons~i~~~t~ ie~~ ~haµ·,25 pe~c~rt o/ 0 ' ,, .. · . .1.: ':_':,,·)~:/ {he1t,lq:wei::flammab:tl1tylu11-1t(LFU,;):tnay,pa,ss.tbrouglg0ther-.spaces.": · . ·· · ·. . .... ,, .. : ' /} -i) / " . :, ', . ' i _·, .·. < .::·(::?(:,(: ' i .• . ·. . ,. ··,. .. . . . . I>::~\ /.~::. ~. ~-~::-::. · ·<:-82~5~.~ ~iGkERi ;r~~E~-~.::s~~ ;o,~~~:---~A9;m.~ .i~[-(~19)·.~16"64~6 ·• FAJ,(619) 576·-~~!>5 ',, ~. , ;.. r • , • • >" ' v , ! • } '" , • ,, • ;:. (v : \ '. 1,_ • ' -, / • ,, ' • .,~ .• ' '' -~-~~_:·~ '·. :' ··-.'~ ._.' . \ .:.,, .. -. ,· : ·::,,~-6 , ... ,' ,.. ~ ;. . ~-., • ., ~ _ r , r _ • ,, • , _,.· , • '' •, '. ,, \ ,,_-_,• '·, ~-! ._. J ~ ,, •• , t ' • • •• ,·'-.-(. '··-" .~.-~··' ~ .':-··:1-:,": ... ·_·· '· -1 I _., o ~ ' • • ' , < / < 1 :. , ~ , _ I •· • • • , , ' ., • ' ' _; • , ~,... • ' " .-. :. ' ' : -:; ,::: ·:: :',.::. :;: ;; ;:':_;:i,'.,:_· .. _-.·.,:. " .. ,:'_· .. ,· .. _:·,.··:·_ . .-' -,, : -·.~.~.'·_:~·::.~:-l~'-:~·,, ,,• 'f .. ·:: :· •• _;i; ,:·.' -,-.,-: -•. , • ' --: .• ---_· . ' ' ~ , ",• ,, }. '· .. f., ,. J· ·-:'-',I ';:·.,_··.,-,_. •, .. ' ' :'•' I ' ' :" -,F, .. <. ,' i,I'·. 1~~F:i.~al-R~po~:_ :,: <. :· . . . , ·;; .. :-. · ,._-': . ,:: ::::.\· ' .. '.\:}'.>/?::, :,\ , .' ··; <··· -.-September.13 ·1995,:,:; -: .. _:· : -~.: ·· _ · ; · ·_,,,._-.· .. ,.-_, .. , > .. ;., . · ·., ~ ', -; ,-· ;1~n~tt\'):}.' : · ·'-' : ~ ><":-, · -r-·::ifr:,,::?••··.·•·· ...... _. ,·:-·· _ ..• · · · . .. .. . . :1··<; .. ?~!J.t:'Jfil_itiq!(_'J.(T~eJJ.liifqrtnfu~l<l(~g_C°'de fll~<ll ~> .'.' \:·_. /_\-~-. ·:., :.'. :_ _: :.··. · ,-·,_·.:: · : . · ;_ -:· .. ·.. , , _ ·: · · ·· ·:. ~:1._,..,:;,t":~'.,.·l,•~:·,.~,~:·:,~I•.':•' .. ,-_' I~,: ~, ,:·<',1:'4,~,:-•,,: ,'_,,, .. ·,-,'/·,-,: ,''.': .. · ,', ,.,-<-, :, .. ·,'',',,r.:~ ~,-~· ""•, ,:~ • _.:-,: :.. .·· Th¢-. 1:°99,f editidri_'qfthe Unifo:i;rn:Buildiiig Code~·Table Nd. 9;.A, allows an ciggiegate qu~tity:of i pound of .. · ::1· .\ .... G~$b-iistiliie: <lust i1fµse:,~J stqrag~·for 'ey~ry· tp·00.\~ubi,c·feet 9{:;11ace .. this3n¢Iudis th~ u~e of bp.en and ' . :·.'.: .-c1ti&~4 systeb;l_s:·Tli~:pxoppsed d1:1st c9ll~cti01i· syst~m Js' de.~igli~d '.to, prbyidi -~ppr6xima~e}y 1 ;220 cubi~ (~:et of · / r:' · ~ _, ;iPili~ ~"1ithfn:t~e·ma;i11, ·~xhaust clµ,/ Thi~ :~xha?~f<iuc{j{app~~ii~ately}2~·.feet 'in lengt~, ~ with .a tapered · · · · '·I·:·. : dia4Iet~F9fA,4, =4,0 :and'.36 i1?,ches;_:_Th1:f syste11,1 ·9pei;~tes ,at4~;oo.o, cubic' feet per. minute; wW.ch will-provide 36 :~--·. :._")hf6han~es:p~t:iwnute·~hr.dughout the:4ue(systeµi.:' A wat~r'c:61.l~ctfon.syst~b1 i~·also par,t 9fthc d_esign. While. · '. ·,.r' .:•. _:, ~ '.rp.qajtt>ting }h~ -~xistii}g. system ,f6i,one. hour dtiri?g,pe~ op_ei~#otis,:'tht(rlraximtilµ amo:unt pf dtist produced :and . · · - :_,I·,';':·· sµ,bsetJ.U~nfly :c~He,ct~d;' was =g .1 pound'.s'. ' .. it slioiJld 'be:·not¢.d"':thaf, this am0tmt '\1/a:S ·in,. the form of w~t sludge;. . . ' . \ ... ·.-; )wlficµ Jjici~4e_d _the··.&4~ii1orial :We1glif 9fthe;J-~tain~<l ~ate( . T~et:~f.q!-e, '.!~e. ~~um rungunt · ~f 4u1't prod1,1c~il · > · ~-\·~:~~·~cplle.cted. :within: tiu{ cltiiation· of oti(min'ute,.,qohve:cys toJessj~ari:0: 1.4 lb::' With.36-·bornplete air changes· _ ·I: : : /,ev~cy_ ~J~~t,e, .th~~~ is --~~~~t:a;t~~· w~en .~~e ,ent~i;eAu6(~Y.st~~:-~~J;i~nt,a.in ·~~r~ th~. ,o.:' f 4 1~. of du~t,, w1?cli ~s . . · ·~-, -· fai:~befow ~e.:allqwaple. aµi01.11).t of:1 po:unif. . , : . -'., .. ,\,, . :/ ~, : . ··. ·"> .. _ -· . , · . · :.1 .. ~·-... :·:·-·~·:,", ,:~ ;.·.,. ,·:.--.·_.1::· ... ·.': "l·.:,.~ :·: '-.. ·_: "_ .: . 1_:-~:,:.,t_·::-·"-1_1,~_-::"t .. : ..:1~_,,,.;·_ ,· ·,·~ ·. ·.,-·.._ ,·, ·,..~ \ ,< ·':',Squa~i~q.;T#~ L'~vel, Qf,~,r~.And_fif~S.a/;'tj,_'lf,[jk \·:· ~:~ ,, :<: :::.;··: <: -._:. > .·' .. · ,· .· ' C ", ... • -' ' ' • ,· • ::, ':t\.: ,! ,~h~ ,~ ;·-, ·,~ • ,_''', • • ,.--·,\~ I •! •' .,, • ·~., ,,' ~ ~'...'._,•;~ •• •\ ":• ' ',• • :._.:,•' <,! • '• ( • • • • .' ·,, -. •:_ ,' • • /.I' ·: :--'j:i~~i~,.~fg~~~hh~·hre.:both·~ii1~sifiled'$y'th~;~~f~~~i1:F~;~-~t~tec~!~~.A~~o~.i~ti~n·_~?~) ~~ ·com~~~!ible,. ·. . ' , ·. . f:Ichy~v~r, ··the ,size ,and .sh.ape of the m~tal determme;.tq :a gn~at ~:,qen,t, -whether _or not it will, ign1te1 Test~ ,have· . ::··. ·;: · ·. :-:~~o~: th~t ye~._thi~· _c~p~ · f;ltj~J}n~ ~rni~gs_,~t\i!,t~i~;.9qh~,d:bf iknf t~~ by,._~;¢~tch and' ~e~vi¢r, chip·s artd · : · ·, · ·, .~1: :·.~~g~:;?Y:_ll-~.unsen ~~er'.~ 9oars~.chips.~d,·t~».?~· ~!32 bt.3(28. ll1:~~{~/f9 b~~2.'7mm) 6{ l_argerare:.. . · . : ···:- ~/:·\.'·:::;:d:~~::f~ ·~f}:~t~. ·~· ·:··-~-~;: ... i· :· > :: _:: ; ' /:.·~. ·:. :· . ;.,: ·:' '.·:~·::'' ·,.:: ','{)' ··:-~.·: .. :> \>: -~ ··'..::··, -~ : ~ ..... ~ ·.·.. ·: .. /,:·· .. ':' ' . ,: '. ·-:1:::> -:¢~1J~:fyay 'Goif·s:-aJrqduc;fion '6pernti:ons· 9r&ate stn,aff :~ol.J!lts ·of:titamwn:dust~ which ~11 not-ignite, · · .. > ~ .:: .spoµt~~ously:. 'Firi.~ly, divid~d tit~wh ,i,~ihe f~r~i qi°<lu~t¢f.~µ4$· (~1ic1~ciµ1g_;i~y¢is) do.~s ii~t ignite, . . '.\>" : -C: isp.ont~eous\y~, :W:iu~Irdiff~rs 1n.this.i-espect :frorti.zfrconiqni, ph1t9mum; ·.and ,certah1 other .metal$. In fact/ : :I\ ".:·:.~~~t!?P:.'~.~~peii~~:S. qf'thamuin d~sj cl:o~,l'~; ~ ~fie,,~ir :f~~·~:~~~: ~30:~o J}J9,?°F. ~~32 td :s~s;,8_9C) ,and· ?f._·_. -. : · -·-.' · . .' :~ '\ . t~~~UJ.1:?. c;lµst)ar,ei;s:·:g:qm 7~O.to 950°F (382 to :S'!9~~:). ,Jt ha~:,b~e~fo'1114 un~er,t~st c~nd1tiott,s ':th~t.spo~~eous · · I:, .. : ·:,_·. :ignitio)i ,will cfnly take·place ih pure oxyg~J.i a(pre§s:ur¢s: of ~tJ.eist 3 50 ,p~i:, If th~: O¥ygen. W,aS qiluted~ and the' , . . ,': : .~ -rf ~qiiJre4· pt~$,;ut~ ,ipct~~~ed,_ .no sporttap.~·~.~~ ~h~at.frig~ \yQ~~d'. ~~~o;r i~ ~Q~y,gen 'c,oncerj.~ratfoiis· i~ss than .3·5. p~r9ent.' ·:. · -~· /: '.->Wf th ·~*:½~61: ¢~mptising-:~b?-~t~2.l;J?~i;c~nt p{ ~i:rr ·flt~~sp~~i:~~ ~d Wjth f~Qn,riaJ ,a:tn.msplieri.c' pr~ss:ure-of 14: 70· , 1· . ' · p~t! :t4e--leye;t !:>f :fite.-risk. ft.:om. ~pqntan.(\loti~ coml;>µsfiqri.:yit;fu&llY, qcjes riot e:xoist. Aiso, NF];> A,'lists. the auto . - ~ -· jgriitiOll iell}.p~rature ·qf tjtapium_ at 86()0f\-· ~'COJ).Certi{ng, grapfilt~,: ~tc 1s"iri,C011lp1;ttible;wi_th 'Chlor:inetrifluQrid_e, -·. · ... _ :.· . . ·: fli1oifoe;-ancf pot~ssii.µn 'sup~r~~ide: · lt ·reaq~~ at.' s9o~'E. with ~ot~;~iuin, socliutp, riibiciimn .~d pesium to give ,:1::/·.~~n~~~~~~~i?~·~.om~ounctt.,Tliefr~~:-P:~~~.igm!f ~~~ .. ~i~)u~~~~~!?e~~i ~x~1~:~i~~1fw.ith}~~1~~ ... · . : . · -· ..... · · ... , . ·: -: '. : ·, · .. Fptfun~t~ly; -~qne· ~_tithe~~ liazardo\1~ cci~<;liti~ri~· µi~~ti~~~d-ribo~e ·:erist at the Callaway G6if facility. Between ·. . ;1;;:!~~i =t:~tr:t~t~·,rit:t~t~t:::~t t ::::;~1~:i9 ~ t!e:11:1::;t·~ · .... ·,;1.·••.·~.! .. ,·n·i.¢,:_._;_::~---···,~:,:',•·-.·:::_._:,-_:_~_·• .. ·.·••-· .. ~-.";_ .. '·.;_.:_·: .. :>. :_· } .•...•. :. ___ ·_:,)_< :,h; :·;·" \' " , C: ·· . · ·... . .. ; . . . ' ·,., · .... .':_, ·_ : ·. ·:·: .· -l.;:: ·.':t(}~.; ... ~·,.~:·-~.:-,\ ,,·, ,·." '·-,·,..·.·;.,~ ~ ,:..;;:,:·, ,, _, ,., ,f ''; -~-,.~---:· ,.,. , :I -~ ,· ,; • 1 , .... , ... -' . ., .. · ', • I~ , • i •' . ~ ' ... ---~---,<·:" ,'_: ::<:,:/<-··_::-~:~i,:··,._,, :_ -. · ·-.· Septem.J;,er,:l3/l99·s;, · -·: ·, --: ·-.. · .-, :·i.-_>:_:, ·: ::: :.,:._\··---.-·~-? ·<, .. · ... :·:._.. :-:·_.._, -,.\ ·, . ':·•. : ' . ' l?'t;ff°//:·.>'): Ci ·.:·i /·: .(·/,\. >···· ... ··.·· · ····· · ;'", .~-' •:.'-; • :'\' ;,' .. ·.',.._·:;·:·. l, _.•,•it,.., ~ • .• 1 \,, ,· 't ',, •-,! ,.·,,. ':i',~I; .. ',; .... ·.·~ • .'',. ·,.,t~, • ·•·, • . ,·1· ·-·;:_ Vis'uil~{il;fp~c_ti(!11s pJ{ns{de_J)u~tSy_~(.e;m·-:: :· · __ ,., ·--. :-:·_-,-.: .·-:_'. 'T-> __ ·: ·_:. _ ,_. , _. -~ ~ , 1 ,_,:'( ;·,·:·:,l ,".-'.:~..,.,·T • :.,.': l, .. ~·-, ·. _. • .,_, -~ _,. ~:•, t:I • '' 1 : "1; 1 :'• ::,<:r:·~: {"'".: ,,'( _.,"'-: ·_ • ' :•: : ': ~----; ::_-: ~-'Eq~ajly-:.hnp·9~t~s· ~9inply1ng with ;t~~ w'~µt~n~~e. r~~~~~~~nts_. _. J~_particliJ~,,_c~ntin1,1;al, yis~~i insp~ctjo;ns ,·.:-, '( _ .. , . '' ; 1· _-(: --~c/t1:i~)nsi4~~~1~e dp.~ti_ng -~!stern:piu~tbe pei:°-~ed 'tq_]lt~:"~~tJ1~t·:~-s~f!,·~~ld~p ofco~pustib_le .d?s~: The, . · · . :_ . ·: -s~aff-a,t Calla.w~y Golf checks. the ductm:gwe~Rly .anq, ,ta,ke_ pictwe~ df ea~h 11).spect,1on, _which-·ar~ filed with the · , ,_, .. -. ·:_ ·. Ja~ilities:ilispt?¢tion tec~tcls. ,S~ple's.-of !he pi'c@~~ -t~eti:qf-Jh~-1n~i4~ 0f the'.e?Cis#ng0.duc~ system··are -attache~--. . --- ; _1·· _. :J : .. iri_\,hJ9~9t~gicc1:l ·0:r,~~1::;:4ati:qg-from ~e:pre~~_p.t:b~6]<:Jo ~~~etnt;ei:_ q(t99~.;-; ·th~se pictures_ ciearly demonstrate. : · -· , .. ::-.: '1Jhe~e{foctiv_e11.¢~s _of the: ~.0U-ec!i9n.systen1:, ]?y -~?W ,cleAA" ¥-~ fre~ __ o,fchi~t, ·t~e Jp.side wall~.a_pp,e:ar ... F.rom _ · : _ . , "· _., i.'.l)_eC~!TIJJe:r bf 1.294 t~;the-.pte~ent;_ ea,ehj,i~:ture ~ho:ws')i<:>w ~e~c~pfi:dp.ally clean th~ .systeµi rema}ns: Th~ , _ _ _ · . , .-:·1· ·;· ~-}11-~t~p.~~~ progrfil!}: al~n:e_proyi~e~ ;~:1mme,diat~ ine~:S !O ~~~-~or-~~ pe~f ~ll}l$1C~. oft~e· ·syst~m. for , . ' : .- .. -. ' .. ·-.ef4qi~n~Y-.~~:~afety.:v{~-E~.AT.~AC~D_P:f10T€JS;): .. ·, .·. ::· -:·;·,._ ··: . · · ... ~.. . ,_ ·. :· .',, ·. · :- '>1·'.·.';'.:·· _..•,;~i~i:1~1iJk:,~, ---:·~.:\•"_,~,,,:;,:.-\<::\.:: i( ;,:/~.<;·,\/ ,_', ·:.;:::_·i · ,'.'"',_;,_(:·.: ,~'/, ::~ \··:. • '·._;,' ,• C \ ,' t• • • ~ ' •. • I ~ j. ~·. ' .; ; • ', ·~,: ·,,·'~ ••• : -·~,..: ·:~· '/i<;_ .. ·:=::--i:.: ~,;.·J·~) :: .. -\. _·' -::'..· __ ;>_'(_.'·:· />-'·.:-_--~-<: ::,:_/:,·: />_:_'·}·;,,,.: ·.::,'-': ·::: ' ··: . ': . ...;_ .. ' ·-----. .. '< . ' >iii:-~~ ~~~~u~~: ot-t~e p~_~itiv~: fifo_:~d life'._ saf1/ty fs~u.~s· !P~rt)iQrt~~faopy~, ;toge{~e~ -wi~h th_t:1 ~xceptio11al =recovery_-· , -. · : 1 _·.'. '.. i~pa:~Wties '.qf t4e.;prop~sed::dt;t~t--9olle9tio1fsys\ein,. '.fY ~ $trqngly -r~~~rtiijiend~ -~pproval bythe loc~J: authoi:iti,es · . ·'-· :: ; _,;: p.avh.ig Jiµ-is_dictiop.. --.TV .A .e.quat~s-·ca}law1;ty Gplf s--iis~ :of tit~tiin/ gfaphlte ap_d staiajess· &teel -to a· fire a,nd 'life · . . . :;ii)-: ··~-~~~-F~s~.~~~~~;!~::~~-le's~,t~~;t1~~~1~:.co_fi~tit:u~ni~ ~~t.at~lis~ ~~ap_~S-p~~ceiit of~~ei,r ~owet flainrriability :· ·. · . -' _ hiW:t(J;fL);·whi~,li compir¢s.witli the Etcept10n~·µi-S_t;ict,1,on, 1'.10~ .. (a) ' -,._. ·,: -. , · , --, : · ';;:'·,)\.·_ );,<'. '. ·. ,,_ :.:·:.--\\_ .. _ ' .•.. _._:-, ._, .: .• < .. · :·, .:·---~-, ,:\_·: . .-: -. ,._---::~. )····:\ .-:--:· ::, ._.· .:_' ' ... , ~-.--.. ·_.' ' .. ' ' . . . )I' ~\: _s~~~i~ :tb1\ha\te 0c.m\qu~stf?ns 'qt :Cb~-e~tf ~tfr,~~~~-fo ~~:·t1ij~~¥:g~:i~ t~s '~~p~rt;, ple~_$e cont~cJ me:·a(thi$ _ ,_. _ : , .·-office,:-(6-1'9) 576,.6460 . ·-· · --· -· ,. .. -. --·· ----.. . ·. · ·.. . -· --. · · -· · . . t·;:-.~\;·::·\·t;·.,._::i:;: -~·_:-_'.:.:,:.),:',---.,; __ ;'· ':~_·).-.. --._~-~--~:: -_)·i·~·_:\,:-\:{t.;;' >::>·:··. :.·., .. ' _:,·. ·' ; ,.· -· ._ ~:I:::----~7s~~~t~ll):·~·~f1mft~_d,_. '.· ·,·-.:. )',,"-< ,::·.·;.:\,: ·<.\.·,._,:'.: ::.-·,_. _ _ -.. . · · · .. Tqfu.es-,.V ari,Ricklet:Assoc~~tes · -: :.~ ·. -.• ,' • . : . :: ·. _ · ;:: -_ :_ r -:. ,. -_._ : . ,/: '_J\~·:."J.;(;: .\ ·:: ·'._, :-_'/;:::;.-:: .,-. -,_. ~-.:·:\··:-'., . .-,:··. -__ \'///.~-'-·~ -~·::(:·/::\::·\ ',' : ; ' > /.; ,_ .:: -_:: -. .-:· --~'. :~4!-7--~:;~· /.-:__-c -_· , .. -·:·i: />; :·.-(-~:,.·::~. '..--·:_ :.<~!~._:---.I{\,'.:.:·':---~-::-: .· . -.. : _ . ·,.·-- , · · -• ·· 'iclia'eLLChiHinsky' · . ' -.· · ·: -. : · · , ,;.,-,. · ' -· : 1 • ... • • ... • ·'-•. •• • -~1--.:_: S~rtl~~-"<~~~scltant, L~~-~l-S¢rvices. · . '._· ,: : ><----~--: -.---~ :·". _._:':·: -.. · · : ,-'..: ·.; ·;: . .--. -· - ,•:. ''.', :.;,<; :-,·:.·,-~·,t;:,/;,.','. ,· ·,, • · / ._·.-:-. ·. '. • :.·, , ' . .':_: -:.,~:: •,'.',._-,:\-·,:-;'..:· • :.'·_-';,' ,: '.•> :~'. • : .,~•!~tt}~'.thGonsultjri~ 1?~IB.~;• \ :: ~::\:/•· .. ·.; · .. · .. , .· ·. • : .. 1:\:~'·_,n;'i~;~~r~.,~~_: __ 1i~w,~Y~~~h~t-~o~: -./ . .-:::·:. . . · --·-, -.·. · -: ..... ':. · ,.-: · :. ,., · .. -·---: '; .. • ~ \ ,-' • <' -•r, '• Y , : ' • ,~ ·, •,. ',,'.'·;' '.,· :• ;~-' • , -: '· .. ~. '·'',: · .. ' ,, ~-.. , ... ,, .. · . ·.,:, · ..... ,~ :i':·t!-. ·· .. ~ ... , 't-.;, .=~ .· .. ' _·_, :'..:'·,_:_-·.~-~:_·.-·:.,_ •. ,·,{:; ',~,~-_.:_,--:·,~ .. ::. __ ', . .r: · .. ~-.··,_, ,. ,·, ';.· :; , '-,,,; . l.,. • •• ' --~' ' • ' • • ,, : ··: .' :: (•, A( •, '~-' :_:_:,' • ,-,':_ ',: •' r'• "'I. J~ ... ,t• . , • '••, 0 .t• :._i,.~.:,r,, ~--,, ',•' ,, '.···' ·., ... /v{\~r!}'.):(< :>,·· ' ' -:, " . )-~ . . _:-r ·,. -;L ', ·' '• '' \.., -: ·. / ·:, , ... ·:, ,-1·: ,u •• ! -:. '' •• '~:.' ~ ,~., :..·, .,it. ','' -~: ,) ' .( . ·~ ··~ -· - >\ ' • ' ,,.,,~' • ' • . '_· .. , ., .... ; 'I,,, . -'~ ,". ,, ;. •r,_·. '. -~ , ,~ '. :, -~ . . I '". .!.~. ' 1' ' ·_, • ·.: ••• '~ '· ,.,· . ; ',~ . -..:_', :.~-·_:; :· ·, -,"- .. ' I . '•, ', ~, ':, ', --~ '., \ ,',· ·t·-·,.,:-•' ',t· .111_ •• " · •. ; i -~ , --·-~·. ;· .. ,\ ~. } '• -'!, ' ,· : . ~ ·,·:· . ' . . ,,, ~ . ' ~- '' , .. ~. . ,., . ' ·, ,~ . -' • • ..,, . ,,J ', . , , ::,_ • \·,.' ', I; • ·/ r':.,: ~, •• ',.:· ... :. . :.. ,· .·., :-;;- ' .. ' ~- -;' ..... _ .. , . . . :-,·. -. . '-, . ' ; . . ' -,.: ' . ,', ; ' ·,: . •. . '· . ·,·.:·. _·, ·' :,-: _· ,_'' ·' -<· .·_ -~. ,·'. ~ : > ,<. ,::,'··.: -:,,: ··./.-,.·;.,::. <_.,_ .· ..... : .:· ... :: . ·-., ~-' ·f:· ,· (' ,. ,~ { .... ": .· ,,,' 1·,,~··.".·ff' ·,1,:,.";, ~-'· --~ .. • r',···, ,-.-:• -._-; _,1-;, .... · ·J ,-.. ,.,,, ··, , . ,, ,•, . ' ' 1-\.'-:· ;•,''· ··,. -: ' .. · ·,-••' --. '. ·-. ::,::·t ., ( -J -~·. ·_. ~~ -:, . -.· ,_ ,..,. .. ' --~-,: :::1· :.;(;·~· •,> .; '' !, ~ -~-.' , _\ • ~1 •• ,: -~ . -: . . ... ~ ~ . ~,,-'1,-' ~·,·1': . ,\ -· .. _ .,,_. µ' : 1· .:I_;_·., • 1' • :_. _ .. _ .. ~-. '. ,.."'.'" ·, l ~I'!. • •• ·• ,','r,-,. ·-.' ' •• 'l ~· . . ,. -: .. · --~· ~-. •, .}' ,. ,. . \ .\. 'i,, ': ;; ,,.. ·, . '; -~. -i-·· ' . ~ . ._• • > , .I,., ',/' ,, I •;;-., -~ \ ' , . .,.,.,, .. ·,·r, .... ; ,. "~ ' ,_:..; .. '--· ' ·, ..,, " -" . ' ,r, '.-. ·t-·:,·~/·' .. ' ., ··"':..., 'l,' ~· '• .,. ' ... · ' ' . ,-; ' ...... ·.:._ l , ,• ~ . ,-{·,,, •'' \, c ', f . .. _ ··,, ., '. , , .;, ; l • ., ~,' ,, ; .. ,, .. , , ', '. ',, , .. , ...... . ,,· . ~: ' .. . r--.. .· . ' . \," ;','; ... ;,,_ ... ·' .·.·· . ;,, ...... -. . ·. t . ·,:-:,! ... -': ; .. . ' ~ .. . ' ' . ·,_,. ~-' :-• ::· ·t_. -- ·~ · .. : ._:-.. ·.r. •,' • -· Jr ~ ' .. ' ;:_,~:, ':·::.i '''·, . ~ .-_, ·:, . .. , ' , ~~-~-~~:,.· , ): }·_·. (>~-__ ,.-_ ·:._,''. :.,..-···.,., ,,\ 1.'.; • ' .. -,' • • .' ~ C • .,·" ....... J' . '· · .. ,.· · .. ,_; . ·'· '.,· ,}- ·:',, .. ' - -~· ,.: t ~-. , ··.'\•',. ,, :''• .. ·:' ·'-" h ·_-JI I -PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT I CALLAWAY GOLF 1. I I I I I I I· I I I I I I I I I I .Rvrfl-r~fat?JJ lr-Jsi ce: \Bu 1 <-t>, t-l~ t.,.~0K1,-..l~ CUT -rt> \).(.. 1 A· 'Run3/ (j /u/q.s ---"-"'----------·---·----·-•<·----------- Photograph # 1 Photograph # 3 ,___ _______________ __, Ar o~Lte wALL.. 1-00Ki~-"- . ~ m" Gf2..l.~O L k.)e:, I< H .-j_ 8 'R/ fi:)t<-"C:) ~, Z>,,~~ Photograph # 2 Photograph # 4 I . :. . ! . ;f' . . ./ . ·~ j ' ~ I . '. . i ._.·,/c. . .· .. / ---: -l ' ' l ,-t - .. _:, ·/ -~ • • l • _:...., ~-• I l --~-----'---· _Ld I I I I I I I 1··. 1. I I 1· I I· I I I I I. PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF I -·---····-·· ~---------.--------· ....... ---.. ------ . ·3~~.tAC..S t}lif't', ~~-~s 'D .. C. Photograph # 5 Photograph # 7 ' Photograph # 6 Photograph # 8 __ .. __ -~--------~ ----.. " ____ ------ sPeLltlCS .; ft r ll* l iO O o e: ,cJ D 3 ~8 -. -. -. -~-~ ---. ~ --------· I I I I I· I I I I I I I I I I I I 1. l PHOTOGQAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF -----.--------~ __ , " ---------------- Photograph # 9 Photograph# 11 ·"'-----------,-----·-.--~ --·--~ ----.. -------- , I MAtyj D0c.r L.60·1<0.Jb ~HA PT 'Reo LU\-· R/fo62.~ i.f ,z..Co/q£ Photograph # 10 Photograph # 12 ------------------------- I I I ·I .I ·1 I I I I· I I .. . . I 1. I I I I I PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF --··~---~-.----------·------·-·----r- . ' l,it)S r DE-~Utt)~ o/ ~/4~ ~ r p rw 13<,,, 4 FfGfZ.. 1 ? ,C. 4-60 'J--·BE-DD 'l ·_ 'l--4.0 ~ Cl; ( 7-b ! qs- ... _________________ ,. ,.----,1...,.. ·--.-·---------"'------· Photograph # 13 Photograph # :15 Photograph # 14 Photograph # 16 --------~-------------------. \1-' ' . ' I ~---'--------·· --------. --,·, · 1 A-r D Rep .jt)$1: .pJ~lO~ ~(lt6J!~(o <" · Q._, i'¼ 'R>IR0 "TT\-€-. · Lf R=< 4-<r" Ftf2-£T -o ~. ~ · t-J ~{l.,i~ f.>o.J ~ v<~ . . , [. 8a4l-'Lti ~ 1:,~'r _ ~~-~~-----·-· ~!_zfp/~~----. _ µu:trrc-fl[_t/2-&/CJS' Pc.-4~ I I I I I I I 1· I I- I I I I I I I I I I -PlIOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF ---~--------.,.;,.., ----- Photograph # 17 Pli6tograph.'# 19 l ,..___ _____ -----~- Photograph# 18 Photograph # 20 --------· -..-.. --------· -----~-----------------" ----" --- I -----,-------=------_____________ j ' ------------·-.-------_______ __:J . ArWE: '( Jc)~ r r f{ZOl>-Jl. µ,A 1 ~ TO '8 C7A t0dl'"t 4 O {2c:)f (\ ~£ ~ Cc:, r 'TD~'l ~ to ; itZ ~ + r; . Hv N-r&t .c\0~~ r~11-~-1};A'$ "Tf\lc'.:~ r 1< 10 /3rJrF<--~g1/ i/20/75- --~½. ---~ -~---------~-<' -.,. ..... -......... ·~-----------~ I I I I. I I I- I I. I·. 1·, 1:. I I I I 1· I I PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF -----~-----~---..... ------~----------· --·-· '---------------- Photograph #' 21 Photograph # 23 Photograph # 22 Photograph # 24 ------·----------------------·------·---------- f!rSCl!l - \ l :4 I ~ PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT 1· CALLAWAY GOLF I I I I I I I I I I I I I. I I I I 7 • ~;,-----. , I ( . I -: ; . ! > -i ~:c '• ! . I . ' . . . . _..,_ - t . j ----------------,--------------- $ A u.c; A-5 ~~&, \f l(~C)~f5 Photograph # 25 Photograph # 27 ----------------------.-----·---- ~- ----7 I i ~--~D ot=::: Ll'0E:.. -~ ~-t-J\)) · ~SlBR-S ff '7~t,¾3 ~l\'S(~ ·---·---~---------------------. ·--------, --·----- ..-------------------------------. I ----------------------' "SAME-AS ~6 . Ce? As C' /ic '-"t, I 7,. &, / c;,) .. -!">---_...-_ Photograph # 26 Photograph # 28 --------- ' ~-·. I I I I- I I,.' I 1· I I. I I I .. I I I I , PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF ----~---·---------------------------------·· -------------· Photograph # 29 Photograph# 31 ___ __.._,_ ___ ·-------------- , / ,· ----------------_..... -. -. ____ j '. 'f ' ·':>-·--~ :1 [ ~ ~:f-JC b) L l JJ 6 TO St/ tU D l~ ~L4STC-te 5 ') ·-PAft~c -~ ~ I zrc/_C?_s __ ____. Photograph # 30 Photograph # 32 ...,..-----------·. -------------·-------- ,~ ........ ,,,,,..,. ..... \ -.. I , j f11-sc11l 8/zb( <?> (()()7S/i~-. 1 I ' I I I I I I I I I I· 1· I I 1· I I- I -- 1- I PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF ---~------~------- -----------~----------------~--·-· Photograph # 33 Photograph # 35 Photograph # 34· Photograph # 36 ... --·r_-~:..-; ---: -----_ ---, --, -' ---' -., -.;,_ :_ ----: -~ . ---, ---. -- ----__ -' .-~ - ---' -' ,.;; -:_ ~ :~ i ,____---.; ______ ---_J ~A''-' 'INc.T ToulAfl I> _ .2A o u,,-,o'-a..,c,,,,,- -7-1'11/-15 -~ -----~------_, -------·----------· --------------~ I I I I .I I I I I I I I I I I I I I I PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF . r·_----.. . , . ' . Photograph # 37 Photograph # 39 Photograph # 38 Photograph # 40 -., .... 1 ----.. ·------------------. ,------~---------------·----•l'ee-lALS ~,a,c 1$Wd'T' Jlcotll ~A,tJ -over 1''111180 is frloDocr10~ A•tA 1-2.,-'ft. -----------·------- _. :. \ i ·. ., - --·----., -----1 I I I I -----'--------·--_J I I I ·1 I I I 1. 1· I:' 1 ·. 1··. I 1-.·. I I I I I ~ PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF _ t!l?t,l~IIJ OUcn'" -rPWA"O .31:1· ~ION lctt.eA 7-'l,,, •. .,~ ---,---~-_;;,.__________ Photograph_# 41 Photograph # 43 -------------~--~ -------------~~---- IV'AltJ PUCf TowPt'O AC«SS Pootl I . -. ~------7 MMtJ ooc:r Tow~~o 3JS ~~8"ett•N Arte P.. . 7-2111-95 _ ---------·- Photograph # 42 . Photograph # 44 -----~-----~ ------------- . -. . . : : . I -• -l ' ' ' ~. -a • -.. ; , • . l ' . -l • -! ' --! . ,. M/flN ou~, -rowAt-o ~«.SSS 'Doof2 I ' ; _, i -' :J l l I l 1A 7--ze,.,, -~ 7-2,-c;, / I I I I I I I I I I I I I I I I I I I ' PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF I ..___ ____ _,__ _________ _j tJ\A \'IJ Qucr 1"ow~ It c> PtE-ol>\lorlotJ Aflffl 4J 7-?lf .qs- Photograph # 45 Photograph# 47 .---:;. -~------------···--·----------"'-'--------' MP.1,-a p~-r--rowAflO f'fE.Opc,e,,.., ~ PcPeA 4t5 · 7-1.9 .. q~ ---___ ,.. ____ ,.._~ ~ -------·---------. ---·- Photograph # 46 Photograph # 48 -----------------·----------------------------···. --·-··· I I I I I I- I I I· I I· .. 1· . ' ' I·.< 1·· • PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF -----.... _ _,,_. ----------~--... ------, -- ._,..._ ____________ ·--~ ---~-----------' ; '. ,J : ,:{>hotog:rap4 # 49· · ·· :Ph9tograph # 51 Photograph # 50 Photograph # 52' _______ _____,_. __________ ~-) .,,...,+ ... ~-·~--_, __ ...... .._ ___ ...,,__ _______ __ :, ; .' I-.·: . . I I 1- I /?ut~ll-rN6 Jf&9n Pvor ;1}131,, · f/c1t.<tf; Z ~-: ·&r c:flrtf?N· -------------- I I I I I I I I I I I I I I I I I I I PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT CALLAWAY GOLF -~--~-,. .... ¥~------.,.,. -------,~~ ~--··-------.---- PJiotograph '# 53 Photograph # 55 . ' ,_, _______ ...,._ .. ---~--------· I i I 1 7 I I I I -----·---··----- Photograph # 54 Pbotograph # 56 -----·------------------ \ : -~· . ~-. -· ._. -<,1;,,.,_:· ,.. __ l .__ _____________ __J lt-/o..-iJy _ _ . :4-l'--f~ 7IJll/~Z' ~4tt .. H~:f-~ :/q ·.·· ~ ----------- I ~ PHOTOGRAPHIC INSPECTION RECORD OF DUST COLLECTION SYSTEM AT I CALLAWAYGOLF -------- I I I I I I.· I I 1· I·· .. I I. 1· . ·, ' .. :· . ' .~.~ . ' .~ . : ' . .. . ' . . .. : ,, I .. ' .. ·, . .-. . . ' . . . . . . . . \ . I . . .·. ' . ... ~ . . ' . . . . . . . . . I . . . . . . ' ·, . . . . ' > '• • • • I ._ .·,' . ' ,• ' I Photograph # 57 . ~ . . . .. ' ' • J • . . . 't FROM AMER. FILT. SYS. 11.16.1995 10:03 p, 2 TYPE K EXHAUSTER, H·IGH PRESSURE The AAF Type K Industrial Exhauster has met the si,vere requirements In thousands of applications of AAF dust con- trol equipment. AAF engineers, using 1he Innovative con· cepts that made the Type K Exhauster a succesi;, have developed the High Pressure K Exhauster. Fourteen sizes are available in Arrangement 1 giving capa· cities from' !500 10 99,000 CFM at total pressures to 40 Inches w.g. Selection charts are shown on pages 3 and 4 with dimensions shown in Figure 1. A number of desl~n advantages make the High Pressure K attractive for dust control applications: * Spilt Taper Hub -Exclusive feature eliminates Impellers freezing tQ shafts. · * Completely Reversible -Clockwise or counter-clockwise rotation can be selected in the field, * Completely Rotatable -Field selection of discharge posi• lion can be made M indicated In Figure 1, All standard discharge arrangements are available except down blast and bottom angular down. * New Impeller DHlgn -Continuous welded radial blades and narrow impeller provides the ruggedness required and reduces the lever length caused by wider Impellers. The reduced lever length minimizes the effects of material accumulation. * Heavy Duty Shaft and Spherical Bearing, are Included on all sizes to give longer operating life. * Heavy-Gauge All~Welded Winged Rib Hou1lng1 eliminate hou1lng deflectron. and distortion. Added reinforcement Is included on larger sizes. * Inlet and Outlet Tr1n1ltlon1 are included. Performance data Includes the effects of these transitions. * Quick Opening Access Door allows quick and convenient impeller Jnspeclion. SPECIAL CONSTRUCTION AND ACCESSORIES Special Coating, -The High Pressure K Exhauster housing_ can be furnished with rubber lining or other corrosion re- sistant coatings. Speclal Alloy, -Stainless Steel, monel or other special alloys are available. ~lgh Temptralure Con,tructlon -Speclal lubricating systems and cooling discs are available for elevated temperature operation. When design conditions are known, consult the nearest AAF field office for addllional Information. 2 Abra1ion RHlstant Wheel -When conditions warrant, a special abrasion resistant wheel can be provrded. Standard accessories are available including: Housing Drain Shaft Seal Shaft and Drive Guards Inlet and Out1et Flanges rm _., . ' r-.. :: FROM AMER, ~ILT, SYS .. 11.16.1995 10:04 P. 3 - BLOWER SELECTION CHARTS '0•'""'-........,'"',o,....,.,,,_,_,,_......,,,._,_.._•...._.••"""'"2""'0 "-,'-', ......_.....,,. WLU\/!( ll,j tr"1 (T~OuSAt.D,!,} (Sizes 21 thru 42) SIZE 21 SIZE 23 SIZE 26 SIZE 30 Note: Oirect drive Is recommended above 300 brake-horsepower ~a=, ; f' . ,-i. ·,~ ' ~ ,o . 10 :io ~· ,.oi_UM( I~ ,rM ~fHOUJlt.N:i£) SIZE 34 ., ............ ..._ ........... _ ...... ~ ...... ....w ...... ~~ 10 3r., •~ ~o ao 10 iov0 V/)l,J,IM( fN U'M lTt10-JSANDS) SIZE 38 4 ')l,-. .... ' ,~L........i......J, •• ....,J--'~ ....... -................. .J...J..i.....J~.W..iJ.! V0LUMC IN (:rt.< lTHOV$AN0Sl SIZE 42 ••;.:,,1 ti "~,· . ,, .,., l ' ._,,;.::-: .=· :;·-. ,( • ,•i P, 4 FROM A~ER, FILT, SYS, 11.16.1995 10:05 .,.. EXHAUSTER DIMENSIONS b. ACCESS W DOOR F COUNTER CLOCKWISE ROTATION MOTi: Exh1u1tera sra available with etandard dlacharge po1ltlon1 - TH, BH, US, TAO, BAU, TAU-- Fleld 1dJu1tm1nt may be made In Increment• of f>•. DISCHARGES ARE IN ----...:INCREMENTS OF p• CLOCKWISE ROTATION Exhauster r;>ischarge Arrangement D~~ ' r----17 C K -+ "+,· 7 A ----···---o.o. J · STIFFENING REQUIRED ON SIZES 2&, 30, 34, 38 & 42 ffi ¼.'' r-AAOIA. 8 HOLES 1. AL.L DIMENSIONS !N INCHES. 2. AL.L ARAANGEMENT VIEWS TAKEN FROM SHAFT ENO OF FAN. 3. BOTTOM HORIZONTAL & EIOTTOM ANGULAR UP DISCHARGES ONLY, ~ STIFFENING REtQUIREMENTS VARY WITH 01$CHARGE ARRANGEMENTS. ~ ACCESS DOOR LOCATION STANDARD AS SHOWN, SIZE 7, 9, 11 & 30 THAU 42 SIZE 13 THRU 26 Slz. A_, I C D E F 8 H J K L M II p D " s T u y w I X y z AA Al AC• AD 7 u IU~ l'/l ,. ' ll •1z1,1i 7¾ 10~ 1u1/4 5'/4 17¼ l¾s ¼ 3 45 l31/i 111,4 ~ 141/i 11\/z 2¾ 5 9 4 -,,,. -l¾ i;, 9 13 13¼ 18• , ll½s. 15 9'1, 1213/Jg ll'/4 J'/4 171¾5 13/t, l/4 3 45 161/4 111/4 8 17¾ II'/, 2¾ 5 9 41½6 -o/16 -L'/4 '/2 11 15 17 21' 13-½. 18~. 111" 15,So 13'/4 8% 27½, Jl!/,. '/2 4 45 20 -18¾ 17 201/2 11'/2 31/: 911, 161-!, 5111. -,1s -,,.4 1 l~ I/ Ila ~4l 1:Wa 21~ lo· 16¼ 151/4 ; 101;, 21!¼ l"Yu 1/, 4½ ilZ1/2 ll4 -1163/1 18¼ ,20¾ 11113/io ~'/2 10'½• 10 12¼ 61/2 '½• -2½ l¼ 15 21'22 129• I 18½& 25 157,, 2HI, 181/4 11% 37¼ 2½• ¾ 6½ 22½ 27 241/e 22½ 27½ 151¼6 51i2 12% 15 13 7'1, l½s -21/i 11/, 17 23 251/i W/4 20¾ 28¾ 1712 24 201/4 131/4 39'1, 2½. % 71/, 22½ 30½ 25¼ 24 301/2 !51l/2o 6½ 13¾ 15 131¾6 S½s 11/is -2½ I¾ 19 26128 131W1 23½, j:,J'!i! 19 ,. 251½• 231/4 • 14I~ 44o/u 12½s ¾ 7½ ii11z 34 29¾ lQJ/4 333/( l7o/,& 6'h 141/4 19 14¾. 8•715 1½6 -2'/2 13/t 21 30 JOV! 39Va 25¼ 341½6 '21¾ 29~ 25¼ 16¼ 47¾ 2½s ¾ 9¾ 22'/2 37½ 29¾ 30 37 2lo/is 3¾ 16¾ 19 15¼ 91/a '½6 -2'/2 l¼ () -23 ,34 34 44¼ 281/io 38o/,, 2311/is 32½, 28¾ 17o/, 49¾ 3½s :/4 9'/4 15 . 41 30% 31¾ 401/2 25 8•/4 1]1/4 2! 16¼ 10¼ '½, -21/, I¼ . 26 3! 38 '491/i. 31¼ 433/ts 2~3/1 '~~,,. <!Iii 201/4 IQOo/J.s 31/is ¾ 9¾ 15 45 . 35¾ ~~1/z 451/i 261/g S¾ 181/4 25 171/4 ll'/2 13/1• -21/i l¼ 30 42 44 56½, 36¾ 50'/4 30V1 42% 361/2 23'/2 54o/i, 33/is 3/4 121/4 15 52 ~O½ 33 39 27171s 10¾ 18'/4 28¾ 201/4 1313/i, l3/ig 14111 3 l¾ 34 46 50 661/,, 411/2 56¾ 35 48 421h 25½ 68'!1g 3lo/,& 1/1 ]21/4 15. 59 43 371/, 431/, 271o/j0 103,i '20'/2 3l'1s 21¾, l5¾s 13/t, 16¾ 3 1¾ 3!1 ~~ 04'{' u,r,g 46111 531,', 383/, 531/t 461/i 29¼ 751,1, 13''½• l llZ'/4 ll'/4 ,5511, 411½ 4Z½ 481/: ,311½6_ 10¾ 123 35'/4 124½6 16¼ 13/J6 191/4 3 l¼ 4Z .58 601/2 771,y, •. 51 . 59% -421/, 59 501/, 32¾ 79 41/., l 121/4 ll!/4 72'/2 50'/2 47 ss 35¾ 10¾ 26 381,/4 25½. 19 11/i. 211/2 4 2:/2 FIG, 1 5 ! I C -\ "-' (.J () Hydronic Boiler Manual Document 1065A FOR YOUR SAFETY Do n<?t store or use gasoline or other flammable vapors and -liquids in the vicinity of this or any 0th.er appliance . ,:, ' WARNING: Improper installation, adjustmem, alteration, service or maintenance can cause injury or property damage. Refer to this manual. For assistance or additional information consult a qualified installer, service agency or the gas supplier. FOR YOUR SAFETY -WHAT TO DO IF YOU SMELL GAS • Do not try to light an_y appliance. • Do not touc;:h any electrical switch; do not use any phone in your building. 1 • Immediately call your gas supplier from a neighbor's phone. Follow the gas supplier's instructions. • If you cannot reach your gas supplier, call the fire department. <O ~ T"" 0 :c ~~TELEDYNE LAARS. Pages 28-2. Venting. 1. Teledyne Laars boilers have built-in draft diverters for natural draft operation and must not be connected into any portion of a mechanical draft system under positive pressure. The flue outlet must be connected to" a clear, unobstructed vent of adequate capacity terminating above the highest point of the building with an approved vent cap. The venting system should be installed according to the latest edition of ANSI 2223.1 and any local codes having jurisdiction and/or in Canada-follow CAN1-B149 standard. Control Wiring for Draft Inducers or Power Venters TANK/HTR LOOP PUMP MOlOR DRAFT FAN MOlOR 24VMOTOR RELAY Figure 5. Draft Fan Wirin"g Diagram IMPORTANT NOTE: Do not use sheet metal screws at the snap lock joints of Type B gas vents. 2. Do not weld or fasten the vent pipe to the boiler draft hood. The weight ·of the stack must not rest on the boiler. The draft hood and boiler top must be easily removable for normal boiler service and inspection. 3. Avoid long horizontal runs of the vent pipe, and too many 90° elbows, reductions and restrictions. Horizontal runs should have at least a 1/4" rise per foot in the direction of flow. A vent connector shall be supported for the design and weight of the material employed to maintain clearances and prevent physipal damage ~nd separation of joints. 4. Avoid terminating boiler vents near air conditioning or air supply fans. The fans can pick up exhaust flue products from the boiler and return them inside the building, creating a possible health hazard. A minimum of 4 feet horizontal (:listance must be maintained from electric meters, gas meters, and relief equipment. Teledyne Laars 5. Always use double-wall or insulated vent pipe (Type B or equivalent). In cold weather, uninsulated outside vents can chill Jhe rising 'f!ue products, blocking the natural draft action of the· venting system. This can create a health hazard by spilling flue products into the boiler room. 6. Avoid oversize vent piping or extremely long runs of the pipe which may cause excessive cooling and condensation. Rule of Thumb: The total length of the vent, including the connector and any offset, should not exceed 15 feet for every inch of vent diameter. Longer total lengths shown in venting tables are based on maximum capacity, not condensation factors. 7. When the installation of a draft fan is necessary in the venting system to which a Teledyne Laars boiler is to be connected, the installation should be engineered by competent personnel following good engineering practices. The draft fan supplier should be consulted for correct size. The installation should be in accordance with the latest edition of ANSI 2223.1 and any local codes having jurisdiction, in Canada follow CAN1-B149 standard. When a draft fan is installed, a suitable draft switch must be used and wired into the boiler control circuit at terminal designated "Field Interlock," to prevent firing of the boiler unless a positive draft has been established (see Figure 5). 2C. Installation of Outdoor Boilers 1. Locate the boiler to provide the minimum clearances as listed in Section 2A, "Placement of Boiler." 2. Do not locate the boiler in an enclosure or wall recess. Avoid location where wind deflection off structures might cause down draft. When such Wind conditions are possible, locate the boiler at least three(3) feet from the structures. WINDOW OR GRILL N Figure 6. Incorrect Outdoor Installation of Boiler ~\ VJ) A1, ~ 1 I I ~- t:~ '• Series HH Boiler 3. Never install .the boiler under any kind of roof over~aog. Do,.not locate the boiler below or adjacent. to ahy doors, windows, louvers, grills, .·· etc. which corrimunicate in any way with an inhabited area of a building. Even though such communication might be through another structure such as a garage or utility room (see Figure 6). 2D. Freeze Protection Boiler installations are not recommended in areas where the danger of freezing exists unless proper precautions are made for freeze protection. Maintaining a mixture of 50% water and 50% ethylene glycol is the preferred method of freeze protection for liydronic systems. This mixture will protect the boiler · to temperatures of about -35°F. To get the desired temperature rise across the boiler when this mixture is used, increase the G.P.M. flow recommended for water by 15%. Increase the head loss requirement by 20%. 2E. Gas Supply and Piping Review the following instructions before proceeding with the installation. 1. Verify that the boiler is fitted for the .proper type of gas by checking the rating plate. Teledyne Laars boilers are normally equipped to operate below a 2000 foot altitude. Boilers equipped to operate at higher altitudes have appropriate stickers or tags attached. 2. Use the figures in Table 4 to provide adequate gas piping (check local code for BTU capacity required). 3. A trap (drip leg) must be provided ahead of the gas controls (see Figure 7). Where required by code, provide a second manual gas shutoff valve. Do not remove manual valve furnished with the boiler. TO EO.UIPMENT- INLET GAS SUPPLY INLET TEE ,__ __ FITTING NIPPLE 3 .. MIN. CAP~ Figure 7. Method of Installing a Tee Fitting Sediment Trap Page9 Table 4. Gas Line Selection Chart For Natural and LP Gas Distance from Gas Meter or Last Stage Regulator 0-100' 1,00-200' 200-300' Model Nat. LP Nat. LP Nat. LP 2000 2-1/2 2 3 2-1/2 3 3 2450 3 2-1/2 3 2-1/2 3-1/2 3 3050 3 2-1/2 3-1/2 3 3-1/2 3 3500 3 2-1/2 3-1/2 3 4 3-1/2 4050 3-1/2 3 4 3-1/2 4 3-1/2 4500 3-1/2 3 4 3-1/2 5 4 5000 4 3-1/2 4 3-1/2 5 4 NOTES: Tt)ese figures are based on 1/2" water column pressure drop. Check supply pressure and local code requirements before proceeding with work. Pipe fittings must be considered when determining gas pipe sizing. 4. The boiler and its individual shutoff valve must be disconnected from the gas supply piping system during any pressure testing of that system at test pressures in excess of 1/2 psig. The boiler must be isolated from the gas supply piping system by closing its individual m,anual gas shutoff valve during any pressure testing of the gas supply piping system at test pressures equal to or less than 1/2 psig. 5. Provide gas supply pressure to the boiler as follows: Natural Gas Min.(inches water column) 7 Max.(inches water column) 9 LPG 11 14 Note: The boiler and all other gas appliances sharing the boiler gas supply line must be firing at maximum capacity to properly measure the inlet supply pressure. Low gas pressure could be an indication of an undersize gas meter and/or obstn,.1cted gas supply line. 6. The correct burner manifold gas pressure is stamped on the rating plate. The regulator is pre- set at the factory, and normally requires no further adjustment. TYPEN RotoClone® MODEL B HYDROSTATIC PRECIPITATOR SMCP-1-511 P l ·'' American Air Filter· SnvderGeneral ... --~"".""."":--------··--·---------------p, . 3/3~" ...,. SEP 29 '~5 13:iij SMITH CONSULT. ARCH, I • , -. , rlazarcroi..1$ -~aterials SAN DIEGO REGIO.NAL HAZARDOUS MATERIALS QUESTIONNAIRE Management Division ....,,,.-:-...::. ........ --------------~-~~----------...... ------=--~o;:-:"'.~--------~-Bu•i11tH N•rn• C:or,tt~l Person 'T'elfphor1• ·~~ ~ ~M ~~ $! -t 11 I Mailing Addrest CiW . State : Zip P!ar, l=ilo#' ;2:;.35 ~It&?~~~. . City &tat, Zip If al\y i>f tho lt"ms ate t. cxp\Qsive or Blasting Aaontt · 4~ Fl•tt1mabl• Sflllda 1 ,' Pvrophoric• 1 o. C,YOCl!f\,li::s 13. Cor,otlv11 Compressed G1Hf i,. Orv1rilo Paroxid.. i, l.ll'Jt1bl• RHctiv•~ 11. Hli,hly To~lc;: or 1'0.xJq Materlal1 14. Oth•r H•Jlth HtlffdS , Flal"l'li'n11ble er CQrnb~s~bt, Uq1,1ld1 e. · QxJdlnrt • .. ~. W•t•r·Reacijv~,; -.-·,·~··R~dl9!.;~\!H i'AA'r II!, COUNTY OF SAN D1Eg2,H§A.LTH QiPARY~ENT ~ HA'ZAROOUS MA!jRIAL$ MANA!U.M!NT QIVISIONi . ~f;iY.INGgNCY PLA.N REVn~wJ . . OFFICl! ·IJSe ON!.', hh• aon,er ~o 1my o.f ihe ques~c,r,• i• yes, •PPlioan, mu,t contect the COI.I/\W ~t SaB Oiego H11i11rdou* Meterials ManctQ~ment ~Mslon, USS lmpetlal Avenue, 3rd Aoor, San 01ec;o, CA S:118~·ijU1, Tele~l\ono (~19) 3SS•2.Z22 prior to tho iuuencc of• 0 RMFP E'lCl'lm,c,~ )1,1ildit10 Ptrmit. __ L.-.,,..~- ;EES MAY BE REO.Ul~ec Y&s. No ,, Oat• l,1,tl;alw O fl.M?f' RtQ1J1ml 1,§·· ~ lt your bUslnes, listed on tht t•v.•111• tide et thlt fcrm7 ' · ·' · z. . c::J Will your ~usinoH di,po•• ~f Ha:r;ard~u• Sulm•neu o, Mec!Ic•t Waste 111 eny amt,11,int7 ~-CJ Will yo1ir business ftore or h1ndl~ H•iardou~ Sub,tlM•, In quai'ltitlH ctQual to or crit~ter than 5S g~llont, I / -O•tt lnldats O RMP? Completec · · SOO pound,, 200 cubie fett Ot c1roi('log11ns/reprod1.1otiv, ti:,xin1 In lt\Y \'\ll11,11tity7 ;. CJ · Will your butlneH u11 •n e;datlnG ar in1t1II •n undat9rQund ,~ore;• t•nk7 • _ ~-c::J -Will your butfnH, ,tor• or '1endl• Aeu~•lv H•i11rcS0u, Mti11ri•ld Ot~• Initial, a6JlTl!lj SAN Qt,go ~OUNT)' AIA POL~!,!rJON CQN~OL 0l$TRIC1' fthe answtr to any of t~t question• I• yes, 1pp1iQ1tl'lt must contAq~ tho Air ~ollt.1if61t Ccmtrol 0istrl~t, 9 l 50 Che,apoake Orivt, San Olego, CA Sa 123 r-11I~phone (e1&) G94-3307 ptiot to tho l~au•nce of II bulldir1; permit, . YiS. NQ · · ~4111 Mil.wm th, lr,tended ocolJ~tnt IMflll or uu ilny r;f th• ,qulpme1U U:ned on the U~l5ng of Air Polluilon Corwol Oistri¢~ ·p111,mlt Categortes, on th~ ,,_. ~reverse side of thl• form?. . . . ?, CJ Ez!1_ (ANSW!iiR ONLY IP: QUESTION 1 IS Y!S.) Will tk• 1ubja~, faeility be loCjte,J wii:hh, 1,000 f .. ~ of th<!I ~~ullt b~undaty 9f ~ $i;llool (l< ~hrQugi- , · 12) as listed in 1M c1,1rrent Ofroctory of School and Comrmmitv Cq\legi Oistflett, p1,1b1isht'ld by thi, s,m Oi6go Counw Offlo, of l;duQatiott ll.l'\,: the CUrt$nt Catlfornla Prlvat• Sc:hoot Oir,ctory, i;,ompilaq in 1~¢Qr(.f1nc• with i,rovislQM Qf eduea?ico Cod~ so~tion 331907 ri:fo~~/lir.'ly~dr.~~ao~r~,b~&"::n~at!!!"u!'!'r•~6~fRii!!fi'!'t '!"!IO~t,~nd~.J'!'. ~b~us~,n~.~-~."'!!!1'!'9tl~Vl'!t~~~. --...iiab ____ , _, --------=-------, ____ , .,..,, __ _,._,,,_ · -rl -: Go ( £ .d4, As?fN\£(, _ _ :u~e D!PARTMENT OCCUPANCY CLA&SIFICATION!. ____________ _,.., _________________ _ lY: __ .....,_ ____________ __,, _______________ Cato: _______________ ,..,__ A,iiltOVlD 10lt IUll.i COUNTY-HMM l' v+r ,ouNTY•l-lMMCI ... , '""'