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HomeMy WebLinkAbout2285 RUTHERFORD RD; ; CB001854; PermitJ~ City of Carlsbad 06/22!2d00 Mechanical Permit Permit No: CB001854 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: CRANE DANIEL 208 2285 RUTHERFORD RO CBAD MECH 2120620800 Lot#: $100,000.00 CALLAWAY GOLF AIR HANDLER REPLACEMENT 10670 TREENA STREET SAN DIEGO CA 92131 858-578-8865 Status: 0 Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 05/09/2000 JM 06/22/2000 06/22/2000 Total Fees: $1,061.00 / ~~I P~yments tcfoateJ'~"\" $0.00 ;\ ~~la\ce Due: $1,061.00 I c::-""' I~~ \ > t;'/ \ Inspector:~ FINAL APPROVAL Date: ~/4:r/4r:r--' 7 . Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" offees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date.this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. · You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 "'1 V::.. 1061-00 _, -~ -A/p PERMIT APPLICATION FOR OFFICE USE ONLY . 5// PLAN CHECK NO. C{3 {~ 7 CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL.----------''--- Plan Ck. Depa~ ~::i:_a_te_d_B_y:_»I_ ~_:vW'-.... __ -_ -_-_ -_5::1:~:;,-·_,_Z:~:u== ,,.~ '"" ,w~w,,, 'v,,.; ~ '', ' ',v ~--); ,',',''A~·'<'-""'<'.: - . Address (include Bldg_lSuite #J 2,2..5 5"'" IZvT;te(lfo(l() Ave Business Name (at this addres;,. CALL.A-wl\:::'t L-:>01-./::::' Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use ·212.-D (;. 2. ... otroo /'1A-1"''-'ffl-GTV'f2:Ji-VG .H-&w:B14':')1.-,,..,, Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms fi2~J~!~J.,~~~~~i:~:~a~l·.·=_,..,.,., .. 7:::.1,,-C,cl_f:·:-7:·::-:-.·:~::'"."°:~'.'.:7:·::r,:·,.r'T''.r7'.:'.::'.'.';;~'.';;'.",~t·:"":".';'.'·;';o·/f~'.:::·,;::7:l:'.;:"i·~-:-·.~,F-.-~:-:•:.··1 ' 32;;:,: (:;:~t-., C-,'J~, ""a~;;:~rr::, io'1;:i;"' i~.4"'si@"" .~s;,:;;01:;;::~«-···--q,;_"'cfZ:iir-o~.'·s:~ 8~6/ ')7-8,f}~l,~ Name Address City State/Zip Telephone # Fax # !?i: .. ~-~P.ru;t&*-tiit~ .::EI~c:o'iijia:ot<ir;,: "Q:~~entJo'i~~o,i'trat;tq{:::::GI:q;~il§~. · ,_;E1;Ag~~tJ'.ot;9.,;:.,~-:~,:-. · :';_::·~;:,.;_:, .? .. ::. ,;-'. ·· _;:,t·:;,. ::;;:. ·:-~?:yr,;-,·~:·1,_'~:t".~-:~:: Name Address City· State/Zip Telephone # rz1~e:~~~:~~-.. ,~ · .. '.--o_;~~·~-i~~~;~:~1·h)~,-,-~;~;;W~-(~Fr::~C/~1~~~i·'·:,,~ .. ~j~~,~-~~~-;,· __ : ·Name Address City S~ate/Zip Telephone # f!;!~:;.;.&Qf1'JR~~{o.,R ;_:Q§~PA~'lN4M~-. · .. .,:" : .. . .. · ,, : . . :.. .: . '"" :,w •. > (Sec, 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repai~ any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of S ction 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). (1, 6 d'"'ROloe XNCb ~D COLl.S z;;,-14 <! CJ9 '?<oo · °(g/l Name State License # 3 7 7 O .£:/ Address City State/Zip a. Telephone# License Class :J:> City Business License# // 7 d S-~3 Designer Name Address City State/Zip Telephone State License# _________ _ ii!iL5YQ~Kl;5R$:P.Q.r.'IP.!:.N$AT(9~,-: '" --~ •• :--:.· :.,~:,, --_ ·, .·---: .:~: -:~· -~"'.".. .. ,, • ;,::: ...... : ... ,.;.'_;~ .. : .. :.: .~·· /".?. _-::;, Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: ,'{--'r.:-"' ~--'' -~ t ,0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company ______ ~-------------Policy No.____________ Expiration Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS} 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000}, in ad!fition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE'------------------------------DATE ________ _ ri~o]i:ft~ji;jfmiP~Jt!'>EC!,;A.~Al'.fOti· , "; '-, .--~, ..... : . .-, -: .. --.-.:: ~:..:.:.::: ::. '.::'.: ,,... .., _ •• , .. ;· .v I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The' Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold Within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The C<intr,actor' s License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license·number): ________________________________ ~------------- 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone number / type of work): · PROPERTY OWNER SIGNATURE &.Q.M.e~ill.J:!:!J~;$t;.Qtt'91vo1i#J::;;:_Q:::IV~"f:l;;::E.;:J,.='D:-::'EN~.n::J;:4,L::::.s:::uw:11;:;:·r;i;;1N;:::J~;;,,P;;,e;;_!{J;;M:::..1t""~:;;.9;;.:;_'1(;;;;1,:-v~ ... =::.~::::;--;;::~=:.:= __ ,::-:~::::::...:::_,::::._~:::_ -::-,:--_ ~:--,,,,,,,,-,,.,-:;;:-;::::::::::;;:;-:;;-:;::::::-7~:::--::-:-:-: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registrati9n form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. l~;~--;COJl$11!9.~ft®.,k~QJN~ ~-q~tf¢X "·:'::".~,-::= :~:~ ',";..,,' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit~ of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every· permit issued by the · ing Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not comme d w· hin 80 d · the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commen cl or 80 da (Section 106.4.4 Uniform Building Code). APPucANT's s1GNATURE -~--DATE 9 ·h//7'-20a a YELLOW: Applicant PINK: Finance (fo~®------CALIAWAYGOLFCOMPANY~ GOLF OooYSSEY® Mike Peterson City of Carlsbad Building Department 1638 Faraday Ave. Carlsbad, CA 92008 Re: Callaway Rutherford Chiller and Air Handler Installation Plan check #00-1854 Dear Mike: 8 June, 2000 I am writing this letter to identify a change of scope for the above-mentioned project. It appears as if the as-builts for the medium pressure gas system of this building at 2285 Rutherford Avenue, Carlsbad CA are not available for this project. I am recommending to the contractor and designer that the chiller, cooling tower and gas fired make-up air units be installed as scheduled and designed, and that the gas for the units not be connected at this time. We will provide the city, in the form of deferred approval, plans to connect the gas to the make-up air units at a future date. I understand that final approval and inspection of the units will not occur until after the units are connected to the gas system, but that the units may be connected to the chilled water system immediately. Thank you for your support in this matter. Ut(-h Andrew M. Gracey Callaway Golf Company CC: Glen Adamek Esgil 2285 Rutherford Road• Carlsbad, CA 92008-8815 • Telephone: (760) 931-1771 l·nspection Li·st Permit#: CB001854 Type: MECH CALLAWAY GOLF AIR HANDLER REPLACEMENT bate · Inspection Item Inspector Act Comments 09/18/2000 11 Ftg/Foundation/Piers TP AP P.G.@ CLMN BASE 08/25/2000 11 Fig/Foundation/Piers TP AP 08/25/2000 12 Steel/Bqnd Beam TP AP P .G. @ CLMN BASES @ SLAB EXT 08/24/2000 11 Ftg/Foundation/Piers TP NR NDP.G. 08/15/2000 17 Interior Lath/Drywall TP NR WRAP BEAM NQTCOMP. 08/14/2000 17 Interior Lath/Drywall TP AP WRAP RE-INFORCED BEAMS 08/04/2000 24 Rough/Topout TP WC 08/04/2000 34 Rough Electric TP AP DISCOS @ UNITS IN ROOF 08/04/2000 44 Rough/Ducts/Dampers TP AP REPLACEMENT UNITS @ ROOF 08/01/2000 44 Rough/Ducts/Dampers TP co UNITS ON ROOF (27) NOT COMP. 07/31/2000 24 Rough/Topout TP NR 07/31/2000 44 Rough/Ducts/Dampers TP NR 07/21/2000 11 Ftg/Foundation/Piers TP PA 07/21/2000 12 Steel/Bond Beam TP PA S.O.G. PNDING SI REP. 07/20/2000 11 Ftg/Foundation/Piers TP co 07/20/2000 12 Steel/Bond Beam TP co 07/18/2000 11 Ftg/Foundation/Piers TP WC 07/18/2000 12 Steel/Bond Beam TP AP RAISED EQUPT PADS 07/18/2000 21 Underground/Under Floor TP AP EQUPT ENCL F.D. 07/18/2000 31 Underground/Conduit-Wirin TP AP @ RAISED EQUPT PADS 07/17/2000 11 Ftg/Foundation/Piers TP co 07/17/2000 12 Steel/Bond Beam TP co 07/11/2000 11 Ftg/Foundation/Piers PS co SOILS/ SEE ATTACHED NOTICE 07/06/2000 14 Frame/Steel/Bolting/Weldin TP AP PIER SUPP@ ROOF FOR HVAC 07/06/2000 14 Frame/Steel/Bolting/Weldin TP AP RE-INF @ ROOF MEMBERS 06/23/2000 14 Frame/Steel/Bolting/Weldin TP AP ROOF REINF SEE PLAN FOR LOCATION Friday, February 25, 2005 Page 1 of 1 ( .. " City of Carlsbad Bldg Inspection Request For: 7/11/2000 Permit# CB001854 Title: CALLAWAY GOLF Description: AIR HANDLER REPLACEMENT Type:MECH Sub Type: Job Address: 2285. RUTHERFORD RD Suite: Lot O Location: APPLICANT CRANE DANIEL Owner: CALLAWAY GOLF CO Remarks: total Time: Inspector Assignment: TP Phone: 6195205777 Inspector: p Requested By: DICK Entered By: CHRISTINE CD Description Act Comments .. 11 Ftg/Foundation/Piers Se21ls Associated PCRs lns12ection HistoD'. Date Description Act lnsp Comments 7/6/2000 14 Frame/Steel/Bolting/Welding AP TP RE-INF @ ROOF MEMBERS 7/6/2000 14 Frame/Steel/Bolting/Welding AP TP PIER SUPP@ROOF FOR HVAC 6/23/2000 14Frame/Steel/Bolting/Welding AP TP ROOF REINF SEE PLAN FOR LOCATION "( · CJ R~lftf'On:ed C-n,te D Shop Weldlt,g -tJI w CHRISTIAN WHEB..ER. [NGINEER.INC C] Pre-Strcaed Concrete D Field Weldlnv T!me Depcirt.d: . I P~# Permit# Atchitecr 0 Reviforced t-\asonry Cl Fireproofing P!Qn Fila# 4925 Mercury Succt + San Diego, CA 1 211 t + 858-496-9760 ~ (~\~ad co~ ~ ~OJ. J.:>ff&tSOHl 980ZOSS8S8 XVd ts:11 lOOZ/ZZ/10 -, . DAILY REPO_RT Prefect Name Contracf9r Subcontractor D Reinforced-Concrete D Shop Welding , Material/Equipment, Weather, Date inspector echnlciah (Print or T pe w CHRISTIAN WHEELER. 0-Pre-Stressed Concrete D Field Welding '.,, ENGINEERING _, . Engineer 0-Reinforced Masonry D Fireproofing Plan File# ~oxy Anchors o ________ _ I•,,•'• 4925 Mercury Street+ San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 -_ 'j .t' CARL SCH.MIDT REGISTE~D SPECIAL INSPECTOR P. 0, Box l 78403 San Diego. CA 92177_-8403 Phone ( 619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: C~ I I 'i., w °'-" V ADDRESS: t 2. 2 YS-//(VJ 7 /,, .V-:_f~-i} CllY: ~,. /.r/4 d PERMIT#: Cl.5' C)O I B~Y ', JOB START: .JOB STOP: PLAN FILE#: 7 :o·o lYPE OF OBSERVATIONS: MASONRY_ REINFORCED CONCRETE_ FIELD WELDING_ EPOXY _k . ' PRESTR~SSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:__ lYPE: ........... "---------------------'---~----------- MaterialslDesign Mix-Numbers/PSI: 4., l O 7 / I" /)-,1e7 J o 1 S' e T :T CI:?. o ,.r-z_. '? a, . Inspection Date: ?-z 7" ~ () 0 REPORT ,r ··,· ' ~u ,.. S-/o /~ r/4 ""..e c; · c/--e c/ f'-d cf :r /vi To Q f-1 //t-i e /;..)@ /'J / S:tJ. 0 J] /,"1-..e J LJ~ cl-e~,,'/ ~/2---9,' c,, ,,,,J. /". .r Te; (/; .J -r-t, "'., ~ .--/4 ,, -rt,,-.e :_j -e-./ ('-d ./ J" , C?, ,-,:,' JZ,,, XI f' 'I n :Y O t.-, C O v1 C.,., --<-·t .,t . :pc,---,-ca_ I u .,..,_, n 6 c:::c.,., .[ ,e I .-7 7 -I-0 /#'\ )~ re;_ // '7... ,.~a.,., . WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERMSE NOTED · ~ / ~L ;,,,,,1 '/T ( y"'"z Project Billing Information: Print Name Certification # · /J..e r-z_ ----.----------- Phone: ( Fax: ( ) _________ _ Signature of Special Inspector EsGil Cor_poration In Partnership with Government for Building Safety DATE: 6/16/00 ~G::~T JURISDICTION: City of Carlsbad PLAN CHECK NO.: 00-1854 SET:ll 0 .PLAN REVIEWER 0 FILE PROJECT ADDRESS: 2285 Rutherford Ave PROJECT NAME: New Chiller and HVAC Units D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D ·D D D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified in the remarks below are resolved and checked by building department staff: 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 . . 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 s$nt to: Esgil Corporation staff did not advise th~ applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tel phone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person [:gj REMARKS: City of Carlsbad to please att c he revised details on page S3 to City sets. Applicant to complete and attach special · sp,ection form for epoxy bolts per new foundation plan. Per co~ervation with Mike Peters n the City of Carlsbad to accept deferred submittal of medium pres urx pas plans. ' ~ ' . By: Doug Mooay Enclosures: Esgil Corporation D GA D MB · D EJ D PC 6/.6/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation 'J.n Partnersfiip witfi (jovemment for 'BuiUing Safety DATE: 5/18/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-1854 PROJECT ADDRESS: 2285 Rutherford Ave. PROJECT NAME: New Chiller and HVAC Units SET:I D~ANT CQ:_~ D PLAN REVIEWER d FILE ·o· The pians transmitted herewith have been corrected Where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor de.ficiencies 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: Beechard Long & Associates, Inc. 10670 Treena Street Ste. 208 San Diego, Ca. 92131-2437 · D Esgil Corporation staff did not advise the applic~nt that the plan check has been completed. • Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bechard Long & Assoc. Telephone#: 858-578-8861 Date contacted: .5 \' °r let> (by: 'F-) ( "'· H~ Fax #: 858-578-8865 MailL,...---TelephonElv""' Fax In Person D REMARKS: By: ;Mike Puckett Esgil Corporation D GA 'D MB' D EJ D PC Enclosures: 5/11/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208. + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 00-1854 5/18/00 PLAN REVIEW CORRECTION LIST TENANT .IMPROVEMENTS PLAN CHECK NO.: 00-1854 OCCUPANCY: B/Fl/Sl TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: · SPRINKLERS?: Yes REMARKS: · DATE PLANS RECEIVED BY JURISDICTION: 5/9/00 DATE INITIAL PLAN REVIEW COMPLETED: 5/18/00 FOREWORD (PLEASE READ): JURISDI.CTIQN: Carlsbad.·· USE: Office/Mfr/Warehouse ACTUAL AREA: No Change STORIES: HEIGHT: OCCUPANT LOAD: No Change DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/11/00 PLAN REVIEWER: Mike Puckett This plan review is limited to the technical. requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1-997 UBC. The following items li.sted need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note. on this· list (or. a copy) where each correction item has been addressed, i.e., plan sheet. number, specification. section, etc. Be sure to enclose the marked up list when you submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPL~MENTS (1997UBC) tiforw.dot Carlsbad 00-1854 · 5/18/00 1. The following note should be given with fl8Ch correction list: Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: _ 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. · 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculqtions/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire . Departments. NOTE:. Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering ~nd Fire Departments until review by EsGil Corporation is complete. 2. Per the City of Carlsbad, please note the following on the plans: a) Roof mounted -equipment must be screened and roof penetrations should be minimized (City Policy 80-6). b) No wiring is permitted on the roof of a building and Wiring on the exterior of . a building requires approval by the Building Official. (City Policy) _ c) All roof-mounted equipment shall be concealed from view. Provide structural detailing for the screening. d) Please note on the plans that "No AC cable or Romex wiring methods are allowed". 3. Please attach the accompanying City of Carlsbad Roof Mounted Equipment Policy to the plans. 4. On the first sheet of the plans indicate: ~) Type of construction of the existing building, b) Sprinklers: Yes or No c) O~cupancy classifications of the building, 5. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24 ), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. Carlsbad 00-1854 '5/fS/00 6. UBC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. The value shall include all ·finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing sy~tems and any other permanent equipment. -Please provide the designer's or contractor's construction cost estimate of all work proposed. 7. Please provide an existing/demolition plan for the equipment to be replaced. 8. Please note on the plans that the outside air intake locations for the air handling units are subject to the requirements of UMC Section 403.2. · 9. Please provide the manufacturer's listing information and cut sheets for the proposed Chiller and Cooling Tower. 10. Please provide design and calculations for the vertical and lateral loads for the proposed Cooling Tower/platform and Chiller for the weights shown on the equipment schedule from a licensed Engineer or Architect. Show all designs and findings from the calculations on the plans. Please have the Engineer or Architect stamp seal and sign with expiration date the structural sheets of the plans. 11. Please show the location of the smoke detectors in the main supply air duct for each of the HVAC units shown with over 2000cfh1. UMC Section 608 12. Please show the required electrical interlock between the dust collection system and the new air handling units. UMC Section 402.4. 13. Please provide design and calculations from a licensed Engineer or Architect for the roof support of the new air ·handlers and the chilled water piping as shown on the plans. Show all details and findings from the calculations on the plans. 14. Please show on the plans the location of the relocated equipment in the mechanical well as described in the scope of work. Show that all required · clearances for the equipment are maintained. · 15. Is the enclosure for the new chiller existing or new? _ If new, please provide design and calculations for the enclosure from a licensed Engineer or Architect. Show all details and findings from the calculations on the plans. 16. Ple.ase provide an updated Technical Opinion Report for the replacement of the air handling units as shown as make up air for the existing dust collection system. Show that the proposed cfm of the new air handlers comply with the dust collection design requirements. Carlsbad 00-1854 '5/i'S/00 17. Please show on the plans the condensate waste-piping diagram with all pipe sizes and the location of the discharge of the condensate waste in an approved plumbing fixture. 18. Provide. complete plumbing plans, including: a) Provide gas line plans and calculations, showing pipe lengths and· gas demands. UPC Section 1217.0 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made tq the plans not resulting from this correction list? Please indicate: Yes D No D · The jurisdiction bas contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Mike Puckett at Esgil Corporation. Thank you. JUN-21-00 WED 10:1? AH FAX NO, 48?-0206 pri111• .JUN-20-2000 TUE ·09:\3 AM ClTV OF CARLSBAD FAX NO, 180 602 8658 SPECIAl.. INSPECTION PROGRAM ·AOCR.E$S OR LEGAL PESCRIPTION: 226'5 ~~rt:~e-fcrd Av-e. · P, 02 P, 01 p. 2. PLANCttECKNUMBI!~: 00.,., 1854 OWNER'S NAME: C~t\~W~>' G-olf. I, a11he owner, or agunt of the own$r (contractors·m~y .QQi employ the special lnspactor). certify thal I, or the arc:hifect/en;lneer of rec:ord, Will h• ra$ponsible for employing lh'1 $petiel imipectof(s) at roqulrad by UnlfOffll B1.1ilding Cod& (UBC) Section 17D1 .1 for the consll\lc\lcn project located \ ,1;ite listed ~bo\la U!!C SectlOn 106.S.S. Signed-~~--=-....::.._...,._. _____ ;;;..::""""'"--~ .. 20-UC() I, u the 1mg(neertarc:hitect of record, certify th.at I !"111vE1 prapare" the following speciztJ inepett.iori progr..m H required.by UBC s~ttion 106.3.5 for the construction prolict rocatecl at Ula sil& llsled above. . Signed _____ ~--------- 1. List of work ntquf rini special Inspection: IX!· Salls compli~nce Prior to Fgu~atlon lnspecijcn D StnJctt,ral C01'r;ret& Over 25D0 PSt 0 Pre,-treued co11cret• CJ strnct~rar Masonry lJ Oesigmar Spe,;ifled t!l. Field Welding ~ .. ".,-~-. ..,.. ... _ D Htah Str~nsth 'Bolting 0 '=xpal'lsion/cpaxy Anchors 0 S~rayed-On Fireproofing 0 Othor · 2. N1me(s) of indivtduaJ(s) dtflrm(sl responsible r'orthe $pecial inspec:tions listed a.bove: A. • Ct1£1>1JA,O w,+gr_.eR. l;/JG1A)t;~ ,~~ B. c. 3. Dt.rtJH of the :special ins~ecto111 ror the wotk Jisted a~ove:. A. F'o1,1t1<:k~tio"11 e,i.;c~v<>,ti"cms · ~ 4000 ?"".:if. s. _AU stn"c~,·~1,.\ ffll:/\d _ wetdihf:t er ':>111,)p ~~Jlds .<-\t o.ny_ h,,°"trm ,rm~ ~V) 'thi:, ~\!OP &f C'Vl "-fP~Ol/'ed 1"~'-b,1<"'""1!'"· ! I:. .. '70 )(;(. --------------------------- e,c: C.~ vJ~ l't\~~ f4; $'Si··~· '/tf"' -q?fi'i Carlsbad 00-1854 5/18/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 00-1854 PREPARE:b BY: Mike Puckett DA_TE: 5/ 18/00 BUILDING ADDRESS: 2285 Rutherford Ave. BUILDING OCCUPANCY: B/Fl/S1 TYPE OF-CONSTRUCTION: VN BUILDING BUILDING AREA VALUATION I VALUE ($) I PORTION (Sq.Ft.) MULTIPLIER Mechanical Equip N/A Est. Valu~ 100,000 100,Q00 Air Conditioning Fire Sprinl<lers TOTAL VALUE 100,000 D 1994 USC Building Permit Fee • Bldg. Permit Fee by ordinance: $ 621.08 D 1994 UBC Plan Check Fee • Plan Check Fee by ordinance: $ 403.70 Type of Review: D Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Phm Review Fee: $ 322.96 Comments: Sheet 1 of 1 macvalue.doc 5100 •• .:i. EsGil Corporation 'ln Partnersli.ip witli. government for 'Buifaing Safety uATE: 5/18/00 JURISDICTION: Carlsbad PLAN CHEC.K NO.: 00-1854 PROJECT ADDRESS: 2285 Rutherford Ave. PROJECT NAME: New Chiller and HVAC Units SET:I REC'D MAY 2 2 2000 ~LI~ RIS. 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted.herewith will substantially comply with the jurisdiction's building codes when r:ninor 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 l,ist 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: Beecbard Long & Associates, Inc. 10670 Treena Street Ste. 208 San Diego, Ca. 92131-2437 D Esgil. Corporation staff did not advise the applicant that the plan check has been completed. •· Esgil Corpora,ion staff did advise the applicant that the plan check has been completed. Person contacted: Bechard Long & Assoc. Telephone#: 858-578-8861 Date contacted:.5 \-, °f lcc (by: 'F-) ( "· H~ Fax #: 858-578-8865 Mailvl'elephona.---Fax In Person D REMARKS: _By: M.i~~ ·i>uck~·tt ·: · ·. E$gil Corporation D GA ~-t~i' MB_·. D.-l;J • -• # • -- D_PC ·. · ·Enclosures:· .. 5/11/00 trnsmtl.dot • :: ~ I -9320 ·chesape~ke Drive, Suite ·20s + ·sim Diego, California 92123 + (858) 560.,1468 ~ Fax (858) 560-1576 ... . . . . . . . :.: ' -~ .. .-:. ~~ ; _;,_ -:·._ .. · .. · ... ~ :::~·. . . . . .. •· ... -.. -.. .-. . . : .... -' . ----._ l-' J ., Carlsbad QQ .. 1854 5/:J.:8/00 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 00-1854 OCCUPANCY: B/Fl/S1 . TYPE OF CONSTRUCTION: VN .ALLO'-'.'JABLE FLOOR AREA: JURISDICTION: Carlsbad USE: Office/Mfr/Warehouse ACTUAL AREA: No Change STORIES:. HEIGHT: . SPRINKLERS?: Yes REMARKS: OCCUPANT LOAD: No Change PATE PLANS RECEIVED BY JURISDICTION: 5/9/00 DATE INITIAL PLAN REVIEW COMPLETED: 5/18/00 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/11/00 PLAN REVIEWER: Mike Puckett -. This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical·· Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. .You may have other corrections based on laws and ordinances enforced by the Plc;m11ing Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or ch~nge. Alf items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any stat~. county or city law. · · To speed up the recheck process, please note on this. list (or a copy) where each correction. item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. --- TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUP}~LEMENTS (1997LJBC) · tiforw.dot . . _ I. . ,: . . ' '.·. -··. ----.. . ·. :. ' . . . -.. · /. ·-~ _: /:.·. _::-·.'·:-~~-:~;~.: ': :.~-:~.:~=·:·: .;_~~-~:_·:: . -' , . . . . . ---. ------. ''"' ) Carlsbad 00-1854 ~ 5/18/00 1. The foliowing note should be given with each correction list: Please make all corrections on the original tracings, as requested in the correction ,list. Submit three sets of plans for commercial/industrial projects (two sets of plar,s for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department! 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for touting to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. · 2. Per the City of Carlsbad, please note the following on· the plans:~- ' ' a) Roof mounted equipment must be screened ar:1d roof penetrations should t;>e .. minimiz~d (City Policy 80-6). · b) No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy) c) All roof-mounted equipment shall be concealed from view. Provide structural detailing for the screening. d) Please note on the plans that "No AC cable or Romex wiring methods are allowed". 3. Please attach ~he accompanying Qity of Carlsbad Roof Mounted Equipment Policy to the plans. · 4. On the first sheet of the plans indicate: ......... , 5.' a) Type of construction of the existing building, b) Sprinklers: Yes or No · c) Occupancy classifications of the building,· Pro,vide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24 ), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC . . . .. · .. : . : .·:,. ~ / I (_ __ _ / , , .. -··-.. Carlsb;;id 00-1854 ._ ·S/18/00 · 6. UBC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment.·Please provide the desi.gner's or contrac;:tor's construction cost estimate of all work proposed. · <· 7. Please provide an existing/demolition plan for the equipment to be replc1ced. · 8 Please note on the plans that the outside air intake locations for the air hand ting units are subject to the requirements of UMC Section _4Q;3 .. ~-- 9. Please provide the manufacturer's listing information and cut sheets for the proposed Chiller and Cooling Tower. . 10. Please provide design and calculations for the vertical and lateral loads for the proposed Cooling Tower/platform and Chiller for the weights shown on the equipment schedule from a licensed Engineer or Architect Show all designs and findings from the calculations on the plans. Please have the E:ngineer or Architect stamp seal and sign with expiration date the structural sheets of the plans. 11. Please show the location of the smoke detectors in the rnain supply air duct for each of the HVAC units shown with over 2000cfm. UMC Section 608 . 12. Please $how the required electrical interlock.between the dust collection system and the new air handling units. UMC Section 402.4. i. , t '" ·13. Please provide design and calculations from a licensed Engineer or Architect for 1 the roof support of the new air handlers and the chilled water piping as , <:\/"/ .. shown on the plans. Show all details and findings from the calculations on the · plans. · [14:: Please show on the plans the location of the relocated equipment in the mechanical well as described in the scope of work. Show that all required clearances for the equipment are maintained. - ,.. . ' 15.· Is the enclosure for the new chiller existing or new? If new, please provide design and calculations for the enclosure from a licensed Engineer or Architect. Show all details and findings from the calculations on the plans. -· : f6. Please provide an updated Technical Opinion Report for the replacement of the air handling units as shown as make up air for the ·existing dust collection system. Show that the proposed c;:fm of the new air handlers comply with the dust collection design r~quirements .. ·. . ... . . . : : : : i . . ,_. .• ~ . . : . -. .. . . . . ,:·.~: .·-·--·. -: .. --..... ·: ... :.:.: .. ~_:_~·-::~ ... :.:. ..... :~--·- l ---' -~-· .. -- Carlsbad 00-1854 5/18/00 17. Please show on the plans the condensate waste piping diagram with· all pipe sizes and the location. of the discharge of the condensate waste in an approved plumbing fixture. ' · 18. . Provide complete plumbing plans, including:_ a) Provide gas line plans and calculations, showing pipe lengths and gas demands. l,JPC Section 1217.0 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 nu~ber, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly · describe them and where they are loc~ted in the plans. Have changes been made to the plans· not resulting from this correction list? Please indicate: · Yes D No D 1he jurisdiction has contracted with Esgil Corporation located ·at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone n·umber of . 858/560-1468, to perform the plan review for your project. If you have any questions re.garding these plan review items, please contact-Mike Puckett at Esgii Corporation. Thank you. .. --. . . •. . . : : . :· .. : ~ ~--.... ~-~. : _.: ' ; .. ···'--... , .. , ... ·:.: .'. -.. , ·. . . .. -------.... -.. -· ·--. r-,· 1BER: 80-6 , EFFECTIVE: 5/1 /92 SUPERSEDES: 80-6·(9/10/80) 80-6(5/01/81) CITY OF CARLSBAD POLICIES AND PROCEDURE SUBJECT: ROOF MOUNTED EQUIPMENT SECTION: BUILDING DEPARTMENT I I I I ij PURPOSE: •l PROVIDE INSTALLATION STANDARDS FOR ALL ROOF MOUNTED EQUIPMENT AND I; PENETRATIONS ON COMMERCIAL AND INDUSTRIAL BUILDINGS. . i\ INTENT: · . POLICY: A. Maintain roof integrity. 1;3. Prevent hazardous condition to firemen who must fight fire on the roof. C. Provide an installation that is c;1esthetically sensitive to the building and the adjoining properties. 1. All equipment shall be concealed from view and the design* shall meet the approval of the Planning Department. 2. . All equipment shall be specifically designed and approved for exterior use and shall be approved by the City of Carlsbad Building Department.· 3. All roof mounted ·equipment shall be on a platform .which shall be an integral part of the roof--flashed and waterproofed. When a screen is approved, it shall · have as few roof connections as possible and be structurally adequate. . 4. Afl electrical, plumbing, mechanical duct work-and related piping shall be inside the building and not on the roof. All connections related to equipment shall be made in the same roof opening on the platform or have the prior approval from the building official. 5. Sewer vents shall be brought to one main vent below the roof and have one penetration where restrooms or other plumbing fixtures are back to back or in the general proximity. Air exhaust fans and bther equipment shall be within the building and. use the same roof opening where restrooms and other equipment are back to back or in general proximity. 1 6. Existing buildings and equipment, remodel or replacem~nt, shall meet the above · regulations or shall hav~ the prior approval from the building officiql. 7. Where new _equipment is installed, unuse9 or abandoned· equipment, including all roof mounted' piping, electrical, mechanical, duct, and other related appurtenances shall be removed from roof and unused openings properly sealed -to _maintain roof integrity. *The architect should, through design, conceal the heating/AC unit and other equipment whether they are on the roof or elsewhere. ~i_ated By: . -,. .... ~ .. --· · ... :,.-: T: .. ·-.. ; _,..,:: .. -. : . --·-... .. ·--.. :---. . . . ~pp.roved ,,j I e1 • , . , . . . . l' L V ~ ~ ··.· ..... :.~-.---··· -.... .. . .. ... . ... ··-· . -··--. . ,• . H I i ! r I I• t i· l: i· I PLANNINC/ENCINEERINC APPROVALS RESIDENTIAL RESIDENTIAL ADDITION MINOR < < $10,000.00) OTHER 1/fvrr ~ p ~ ~ TENANT IMPROVEMENT PLAZA 'CAMINO REAL CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDINC ------------------------ DATE ------- DATE oocs/Mlstorms/Planning Engineering Al)provals N .. -"' u Q) J:: (.) C: ro a: C: "'' a: DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST f f1 I Plan Check No.~-J{(l/Jf Address %"'z?£ {<,;I/~ Planner @. ~ · r . Phone (~9) 430-1161, ~~?n~ APN: --------~--,..,.-~,__----------1------ Type of Project & Use:_L/J.!_~'1/4J.'J15W"J:J1.~·et Project Density: vt DU/AC Zoning: ~ .... l,{A General Plan; __ --Facilities Management Zone: S: CFD lin/n11tl r Date of participation: -Remaining net dev acres: - Circle One (For non-residential development: Type of land used created by this permit: ___ -_______________ ) ~ Item Complete · ©J item Incomplete -Needs your action Environmental Review Required: YES NO TYPE ---- DATE OF COMPLETION:.,....--.....----- Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: ~ D D Discretionary Action Required: YES NO TYPE ---- APPROVAL/RESO. NO. _______ DATE ___ _ PROJECT NO.-----,----- OTHER RELATED CASES: __________________ _ Compliance with conditions or approval? If not, state conditions whi,ch require action. Conditions of Approval: -------------------------'------ ~ D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO CA Coastal Commission Authority? YES NO If Californi13 Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine stijtus (Coastal Permit Reql!ked or Exempt): Coas'tal Permit Determination Form already completed? YES If NO, complete Coastal Permit .Determination Form now. Coastal .P~rmit Determin'atiori Log #·: Follow-Up Actions: NO 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log a$ needed. µoo lnclusionary Housing Fee required: YES __ NO __ (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES __ NO __ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y /N, Enter Fee, UPDATE!) Site Plan: _D D D 1. Provide a fully dimensi9pal site plan-.drawn to scale. Show: North arrow, property lines, easements, existing and proposed strnctures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. D D D 2. Provide legal description of property and assessor's parcel number. Zoning: D D D 1. Setbacks: Front: Required -------Shown -------Interior Side: Required -------Shown -------Street Side: Required -------Shown -------Rear: Required -------Shown ------- D D D 2. Accessory structure setbacks: Front: Required -------Shown -------Interior Side: Required -------Shown -------Street Side: Required -------Shown -------Rear: Required -------Shown -------Structure separation: Required -------Shown D D D 3. Lot Coverage: Required _____ _ Shown ------- D D D 4. Height: Requir~d ---,----Shown ------- D D D 5. Parking: Spaces Required ____ _ Shown ------- OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE __ /;_-"_~_?_eJc) Carlsbad Fire Department 000129 · 1535 Faraday Av~. Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Reviewed by: Date of Report: 05/16/2000 ------------ Name: Bechard Long & Assoc Address: 10670 Treena St. #208 City, State: San Diego CA 92131 Plan Checker: Job#: 000129 ------- Job Name: Callaway Golf Bldg#: CB001854 __ ;........ ______________ _ Job Address: 2285 Rutherford Rd Ste. or Bldg. No. ~ Approved D Approved Subject to D Incomplete Review FD Job# 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 modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. 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. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. 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. Please resubmit to this office the necessary plans and/ or specifications required to indicate compliance with applicable coqes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 000129 2nd FD File# 3rd Other Agency ID MECHANlc·A~ AND E-CEC CONSOLTJN<i ENG.IN.EER ·: ...• ,;;l~~({· .·i{f ?tl~:~;'.:-.. ·; · .. ·-.t~f f )\:t :}f , .10670 TREENA ST. SUITE 208 SAN DIEGO,CA 92131 June 4, 2000 City of Carlsbad · Building Department 1 635 Faraday A venue Carlsbad, CA 92008 Re: Callaway Rutherford Project # 00691 To Whom it may concern Regarding-the Plan check comments dated 18 May, 2000, I have the following responses, per plan check requirements: 1 . Will Comply 2. Will Comply -See T0.0 under General Notes 3. Will Comply -See T0.0 under City of Carlsbad Roof Equipment Policy 4. Will Comply -See T0.0 under Codes 5. Will Comply -See T0.0 under Codes 6. Will Comply -The estimated volue the contractor is $350,000.00 7. Will Comply -See sheet M 1.0 and details . -a. Will Comply -See T0,0 under General Notes 9. Will Comply -See contractors submittal attached 10. Will Comply -See structural drawings and calculations attached. 11. Will Comply -See sheet M6;0, Detail 4 (Typical for all units) 12. Will Comply -See sheet M6.0, detail 2 indicating points monitored. 13. Will Comply-See structural drawings and calculations attached. 14. Not Applicable. Central plant _location moved. 15. Enclosure is existing. 16. Will Comply -See attached reports and calculatons. 17. Will Comply-See sheet M2. l 18. The Rutherford facility utilizes medium pressure gas to all rooftop gas · -fired units (excluding GF-14 which is,on the LPG system). All units· are installed with medium pressure supply to a local medium pressure to low pressure regulator at each unit._ Finally, the changes that have been made are as follows: A. All chilled water piping is no longer below the roof structure. Some piping is to be installe.d tight to the parapet wall (as seen on sheet M2.0) and along the existing.roof curtain (also as seen on sheet M2.0). B. The central plant location._hos been moved to a more convenient space as directed by the owner. C. The condensate piping, equipment demolition, diagrams of the 619.578.8861 FAX 619.578.8865 www.b echard la n g .cam _@ .). .f!i ---.-,.,_ ... . .... , ..(.,. •. \ ·' .;r··~-,• ~,lr ·· system and details are now indicateo. The concept and intention of the project has not changed. D. Structural drawings are included per comments listed above. 'Please let me know if you have any further questions on this matter. Re~ _/J ~&,e: Daniel G. Crane II Bechard Long & Associates, Inc. P:\00691\Corr\00691-Plan Check Responses.doc . . ... -. --. , ~ . ----------------------------------- , '! PRIME STRUCTURAL ENGINEERS 16980 Via Tazon, Suite 260 San Diego, California 92127 Tel (858) 487-0311 · STRUCTURAL CALCULATIONS CALLAWAY GOLF RUTHERFORD NEW ENCLOSURE 2K-200 SHT E1 -E5 . d -("' ' ' -i-. -i 1 ':----..-'--'------. ;-·; -·coLUHNS: @ NE-W ENCLOSUR6 ------_____ _ _____ -~fl.-_-~t'~n~~~-~;~ ~~~~:: ____ -- (MtDDLE CbL.) ________ _ _ _:_____ .a~~'e'J.;-~~~~~~-Ef..:S Sh'T ~=-~-----·-- --.-. (;.).;_-.,..r------'----- ~-~-=-·'' ___._ _____ i_ --: ~~~-'-2:_-.,.,-_ _,__F_.J...l<_D_,_~_W_I_N..:....:.D-.J,;.__,_____.!,____ _____ --'---_____ ·-··-______________ _ _ ___,_:,--· ..:-,_'-_."'"'-:--J-·-_; ,'?-1 -1---~-1---v.J---'-1 _=_Ce_· c_·g_-_'},,;:.....:S_· __ r_-1,J--'-: __ _,___;__ _____________ _ -~ ! i , .. i. f--f--~l-'-----=-(L_o_b..:....:.)(..:...:..l.3)_(12.6)(1.0),. 11.4_1--ps_f_. _____________ _ ------··--·· ··-------------------·--·- r . --:-ts!. _ --------------------------·-----------···-----------. e,u 1 '. W :2.-~ ( 1.t ~ )( 1.:3) CI 2.6) Ct-o) ~-_!_ 8-. 5 esf: _____________________________ _ --·-·-------·-· ------------· ----·----------------·--· -------------------· -... ---.. -------------·-------·-----------------·----------.. . ·--------------------------·-------------------------·-=-------------------------- FOH MAX. TR/B. VJ{Dfl-t OF 6'--11/z.'' ----------------------~--------------·-----------------------+ ---------· ---· -----· ·--· ----------- c,,..J L :c 11-4P-sf >( 6'-6·.2~ 1 :: \[5 elf : --------___ :·-~~;~ ·_Jii_r-~t--~--§._§i? .. 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M -= 16, 86 IC--ft_. . . . -.. ---.... ----·-----------. -. - <E--V V _-= __ (IISplf :x _IS').! (_122.~2~~)_ ,=_ _1-9_7 t< -. ---. . --.. ----- -________________ (-SQtL BEA~IN~ ___ 9.HEC_~-~~?.P) = D-rV\J FTG Df;_Sl<:rN (s.D.) :. J.2..D -t: \,3W ----------, ________ -------------------· ·----------. ----------------· -------. ------·- .. 6 !.:_o ''WIDE. x I ~-6 ,, nlK <?tRADE-BM. ··---·· --·---. ·-. ·------------~--··------· --·--. -. ·~--~-. ------. ·-·--W/ 4-.:\:\:4@ BoT .<l+-2-tt4 @: TOP. ----·--- ' • I ( , 1•' . f -1· I •! I ' . --· ----------.. -------------------------------------·---- -------~------'---/ • I }• ·l I 7. : , , . .., , , • , -·J .. - ' ~ ... -,-.---,,----'------,-----..:._ _____ -- :f • l . -----------'-·--·-----------. ----.. -. -.; .: I ! ' • • l • ,.,. i ;_ ' RAM BasePlate Vl.2 Prime Structural Engineers 2K-200 .NEW COULMN Detailed Design Results 6/30/00 14:30 CRITERIA: Analysis Maintain Strain Compatibility Use min. effective plate area for axial only compression load on plate. 0 Design Use LRFD 2nd to check plate bending Max concrete bearing per AISC J9. Anchor Shear Values Only. Anchor Tension Values Only. INPUT DATA: Column Column Size ............................ . TS6X6X.3125 TW Depth Dim: BfTop TfTop BfBot TfBot (in) 6.00 0.313 6.00 0.313 0.313 6.00 Base Plate Plate Fy ( ksi) ...................... . N (Parallel to Web) (in) ............... . B (Perpendicular to Web) (in) .......... . Plate Thickness (in) ................... . Anchor Anchor Anchor Anchor Anchor Anchor Footing Size ............................ . Area (in"2) ..................... . Material ........................ . Modulus (ksi) ................ . Strength Fu (ksi) ............ . Footing Strength f' c ( ksi) .......... . Concrete Modulus (ksi) ............. . Dimension (Parallel to web) (ft) ....... . Dimension (Perpendicular to web) (ft) .. . Design Load Building Code: UBC 97 Load combination: 0.90DL + 1.30W Axial (kip) ...................•........ Vx (_kip) ............................. . Mx (kip-ft) .......................... . RESULTS: Analysis 36.000 12.000 12.000 1.000 3/4" 0.442 A307-60 29000.00 60.00 2.50 2850.00 6 •. 00 6.00 0.45 0.00 21.92 YBar (in) ........................................ . Resultant Angle ( 0 ) ••••••••••••••••••••• ,-•••••••••• Plate Bending Max bending moment from anchor/s #1 in tension m [N-0. 95d] /2. 0 (in_) ................................ . n [B-0. 95b],/2. 0 (in) ................................ . Controlling effective width to resist moment (in) .. . Controlling plate bending moment (kip-ft) .......... . PhiMn = (0.9xMn) (kip-ft) .......................... . Mu/PhiMn ....... · .................................... . Thickness Required (in) ............. 1 , ••••••••••••••• Thickness controlled by 9antilever action. Page 1 3.31 0.00 3.150 3.150 3.150 1. 91 2.13 0.90 0.947 0 ., ·~·- • RAM BasePlate Vl.2 A PRIME J0a: 21('.-L.OO A STRUCTUR;..\L CATE: 6--iooo ~ ENG:;\;cERS SHI: 1=-3 Prime Structural Engineers 2K-200 NEW COULMN Detailed Design Results 6/30/00 14:30 Anchors Anchor X (in) Y(in) V(kip T(kip 1 -4.50 4.50 0.00 13.88 2 4.50 4.50 0.00 o.oo 3 -4.50 -4.50 0.00 13.88 4 4.50 -4.50 0.00 0.00 Bearing Eff Area of Support A2 (inA2) ....................... . Plate Area Al (inA2) ................................ . Sqrt (A2/A1) ......................................... . Capacity Bearing Stress (ksi) ................... . Actual Bearing Stress (ksi) ...................... . DIAGRAM: • 1 • 3 Page 2 # • 1 2 2 3 4 S6X6X.3125 \ \ • \ 4 PL 12.00 X 12.00 X 1.00 (in) 4 -3/4" A307 Anchor Bolts X(in) -4.500 4.500 -4.500 4.500 576.00 144.00 2.00 2.55 1. 42 Y(in) 4.500 4.500 -4.500 -4.500 0 -···· . - COLUMN FT6 GRADE BEAM ANALYSIS PROGRAM Footing LENGTH Footing WIDTH footing DEPTH Cone Weight = 6.00 ft = 6.50 ft = 1.50 ft = O.i5 kcf Surcharge = 0.00 ksf Footing+ Surch. = 1.46 klf POINT LOADS (k & ftl 1 2 X 0.60 0.50 3.00 MOMENT LOADS (kft & ft) 1 2 X 25,76 19,82 3,(H) RESULTANTS (k, ft & tsf} CASE 1 2 Pt 9.38 9.28 X 0.25 0.86 Q max 3.81 i.10 Q min 0.00 0.00 lfAXIMUM FORCES (k, kftl CASE 1 2 V max 8.30 5.87 M max 1'3. 18 13.24 M min -6.58 -6.58 (4.02) 06/30/00 2K-200 A. PRIME JOB: 2.1::-.2.00 ~ STRLC~JR,,.\L DA:c: 6 -~ ooc ~ E/\;G;,-.JfERS SHT : E-4- A '(,JI CilUlMN FTG GRADE BEAM DESIGN PROGRAM (4.(12) DESIGN DATA f'c = 2.50 ksi fy = &0.00 ksi Loaf Facteir = 1. (l(l b = 78. 00 n h = 18. 00 n d = 14.00 in · SHEAR DES!fiN v,ic;: = 8:3 k \In = 9.8 k \I·· = 109. 2 k \Is = 0. 0 k Av = 0.78 si/ft S ir,ax = 7. 00 in V~ = 01 stirrups are ootional ! # 3 Stirrup @ 3.4" 2 I 3 Stirrups@ 6,8 5 1 I 4 Stirrup I &.2" 2 # 4 Stirrups@ 7,0* FLEXURAL DESIGN Beta 1 = 0.85 As min= 3.64 si As max= 14.59 si fl+ P!ax = Mn+ = As str = As = 19.2 21. 3 0,31 o. 41 kft kft si si M-min = Mn-= As ;tr = As = -6.6 -7.3 Or 10 0.14 f, 4 Bottom Steel rio. Spaci: 2r{} 351flll Top Steel No. Spac2 0.7 'f + iL\- 1, '• ~ ! y si si 06/30/00 2K-200 ,i -. ~ 't1 l -, ~1!:' .~L"--"\':)"', ·, ~ ' c:• ... ;~ .. ·:;J PRIME STRUCTURAL ENGINEERS 16980 Via Tazon, Suite 260 San Diego, California 92127 Tel (858) 487-0311 STRUCTURAL CALCULATIONS CALLAWAY GOLF RUTHERFORD 2K-200 SHT 1 -126 ~LAN C-HECk CO~RE.CTION :-CARLSBAD 00-1g54 \.TEM kt \O ~ l3. CALLAWAY GOLF -RUTHERFORD STRUCTURAL CALCULATION INDEX EXIST'G ROOF FRAMING MEMBER CHECK SHT 1 THRU 103 EXIST'G COLUMN & FTG CHECK SHT 104 THRU 110 NEW CHILLED WATER PIPE SUPPORTS SHT 111 THRU 114 NEW CHILLER & COOLING TOWER SHT 115 THRU 126 SUPPORT ~ . .: ~ ,i, . ; _:· t • l ,: . :-.l ,--: .. -:-. ,~-i _,. ,-L, --_;r : __ ·-.,...-~- . eGF~-[-~-GF-2. . . J -.. .. . --' ----•• l • ' : ~ -A PRIME JOB: 21(-ZDo STRUClURAt DATE: S-2a:.2 ENGlNEERS SHT : I -' !~-. ' -. . ,. -.. l •• . ,. -.'--''---·------·. . ---. ---,-------. -. --. . . ; ~ . . i • i.:_:..,___J --'~., , .. ~ ~--t------·--·-, __ . ____ .. -___ ,_--_,._-,,_ .. _! ·_·. • ·-• ___ • ___ • -·------------·---. : i: : : p. ~-~----~~--P :, MAX.: Qpc::-RAT(N"(:r UNIT.: -=: [~2.5 lbs. . . . . ------. -------,--- -----~---~ ------· 1. NEN· ADAP!eR . . . -,L '.22~ ---L _ ___ l~e tre _____ -----.-----____ = l. 47 INf-___ --------------·----··-··-----·- -_ __ _ ____ ____ _ _________ ~ _( lA-7 ) (\. 625 ) '':; _ 2-~g 8-. 1. S-I 1-~_ ___ _ _ ___ _ ______ _ t PP tro ---·-·. . ... ..... .. ..... ---. . ... ------·--------------- 44'' ! . . 'Pf'.:·= 2.388,lS 'f-· ----X. -l A"' .. :: -34[2,5 ll~5---22'' ,-i--'· --~ --··-. --~ -----. ----. --------- HA-X. (fl;;t Pc=-) = 4225 lbs. --·--__ ------. __ ' ________ p;-_PE --~---:_--~~(20 __ 1E~---------·------------------------- ------------------- Af-.JC\iOMGE @: EXIST'& C.URB (87" LD\\f&) -------·-· ----------------------------------·-----------------------------·-·-·------ : 2600 12 . -LlPL::.IFT-=·-. · Y.. .01·" -·-::··-:.2{;,Cf:...6 pit. ·/ '1-~ 0 . . . ...... . ---···· --- ------. ~-----~-------. ··-. ----. ·--· . ... . .. -______ , ·---·--·-----. _ _ ----SHE-AR ,,__ ~ 23~8.!S i--.; _I_ ·x -. l ;,,--I~ 1-4 /-~3 2 87" ::: -a-i-.--s-p I f ·· - -----. ·-·-- . -----··-· -------~---. -··--·-·--lA"4> LAGSc;REW :e Lf.ff~_E.r~Tl£~--____ yv~_ .. ?..~ _t_b?_. _ ... ____ _ -~>--.: 2..600 x-1 _ 2:.-~~x:-Z:··:-···-~·C$E-·2-..l/~' 4' 0qSClcEw vJ/ ·· ---· I,~~ 378 2-1/2 11 ~ LAG &:.REW <t! e:A. Slr::E --·---------·h.' ----···--·· ·-····--·---. -.. --------------------------.. ···-··-----------,Z-::.--~60 )(2.._-=:-1\2..0 {1.?.s-'-..:.... 2.~8'.lS. X: _{_ ~ j_ -. · / , 1.4; 1.33 2 :::.-G4 I t b s . ---, · --: -····--·-·. ---·--' . . ' -·----·------·--•I -r ----·-'--~L---. __ -------· ·-·------·----~--. of· wJ -srt~--------------· · "-I I ! ! ~ 1 !' 1 ; -----!,'' t:. 0~ -.. . ' : ' --· ------...... 1------~---~~--------- ~-,-. ' l j $ .... ---,-~-_____ .........,..... l . ! "-1. 0 ' ' ·J ) ' ) GF-1 06/04/00 2K-200 8Us1p12v1s0b4148TBEAM ANALYSIS PR06RAMs1p'3vis0b4148T (6.43)8Us0pl0,00h12v0s0b3T SPAN LEN&TH = 8.00 ft (Simple Span) UNlFOkH LOADS (k/ft & ft) wd ·~l Xl X2 Os43B 0:000 REACTIONS {k) LOAD Live Total LEFT 1 I 581 0.000 ls 581 5s5(} Ri&HT Or828 0,000 0,828 V 1ax = 1:sa k @ 0.00 ft Vd max= 1=59 k @ 0,00 ft M 1ax = 2,85 kft € 3,61 ft DEFLECTIONS (i:' L.! = k~n"2) LDAD Defl (in} X (ft) iotal 3i562/EI 3.87 Live 0/EI 0.00 Dead 3152i/EI 1r.id!:pan Br iiCE Spad ng = L 00 ft I Sov. Deflection ! Total = L/!80 4 x B f2 Design per 1'391 NDS Dougl&s Fir-Larch STRESSES (psi) Shear @ 1 d' : tV = 1,32 k@ 0,60 ft ¼fy = 86 Fb' = 1420 fv = 78 91 ! · fb = ii17 79 'l. Live LDF = 1.25, (:f = l.30, C:1 = 1.00 ¼ &overned by Dead LDF = 0.90 DEFLECTIONS (in) CE= 1600 •sil Total = 0.18 = L / 541 33 h Live = 0. 00 = L / ---0 ! Dead = 0.18 .__~,----------------.----------~--"-----------· -------~ i}· .; -·i 1 F" .. -), ·;----;---. ;------·--..----,.,_ ----· --. ·---------..---.-.....----' . A PRIME JOB : '.2-K~:zco f ,L ---_ _..):~ ___ .. t _. . . . . . .. ---~ GF.-6 , Cf·, ( I .. -~· _ ~ .. _ l'·t~ STRUCiURAL DATE: ~-uio0 · · sa ENcNEERs SHT : ?, ' .. 0--..:...-~--'----~------,-~~---·--'··--·-·-·-' ... -·- . ; ~ ------------·-· --------------. ·-··-_________ : r-., _______ p_:_M_A_X_. _o_·P_ER-'-. _A.....;..T_(1:_: _v_i\JT_-_=_2 __ 25_-0_\_b_s_. _ ----------· -.. Fp-------------. , ____ . -----------·---·-··-···-·-------·--·--·-·· .. - --~--, _ ___ __ _ -__ . Fp -~_.07_~r_: __ 33~J~-~-~~~---____ __ _____ ___ _ ___ _ ~ I. ,, I -· J.. ,1 ·· · -V - --··------------·--yp~ ---tr~-·----· - -}B J~ -_____ , -· ·-----------. -----. -------------- . ---. . . 44;, -·-· .. ---·--.. ---- PE <:: 3'301.5 \1,s X "2l" X --· = 28-0C( J;--\l,s ";:l 1.4 PP =-··22SO·i--1--== l\2S-\b5:----- MAX-. (fp+ PE-)= 3'134,.s-(bS . ------···--------------. ------------... -----------· ----------. ----------· ------------------·· --.--, . PP -E--::. (6&4. S-1_1,s -----·------·---------·-----------------------------------·-· --··---------·-· -------·-·---- ----------· ----------. -.-· -' ----. --· --------. -·-------~--.. A1\'C.I-LOf<AGE ~ EXlST1G CU.RB (81'' LONG). -.. . ---··--. -'··-· . --. ·· -,-UPtlFf· ~---[~8-4.s ><-~~" ~. -(·14::7 plf ~ go\J'Q.vvts ~ k33 SHE-AR.==· 3:,07,S'lb.s f... 1 --;i(; _(_2.___ _ l, 4 1.33 X 2... 81'' 122.S plf; --.. . . -. -· -·· "-. --· ---. -------·4-------· - --·· .&:. 1/.2."_~ -~CiS.S:\<-~ .. W/ 2.Si(~ ''_ ~EI\JE.~A~~_()~--~ ·· W.:318[b$ x 2._,c. 2.62-S = l~84.f,(bs·-·> (6.84,S = l2.66 .fi lbs !~=33 . -·-·--· ·------· .. . .. -. --~ •· .. _ __ ·-· __ . _ ---. Otc ~/ LlPLli=T -330T5· I \ . --· --·--~:: S-66X-2. ;::· l\20 lbs> ----x.---x --::. 8881bs: · -. I .. 4 l..33 2 -: . ~. . .-. Ok-vJ / S\iEAR~-. -·-· ----·-------·--------------------·-·-· -. ··--·-·--------· ·----·· ------------.. I t • ' j -----------~------------------------------------ ------------·-----· ----1· • ; i __ .. __ ---·--- ----. ·' ' -:;:-; ·. f : 1. i . . ·: I I ... I _.,..c...-...;__-',--_~_ ....... _ -----'--~---C.--~---'-------,.-~-------'---i--ll -----------·-----·-----------------------·-·--··----------·-·· -- ~ -~-~ .:-•. --, . 'i ,--· ; . -~----~--~-: ------·--. -.. -·---·----------·---·---~------------------- ;~,,.. J. )·;·,;;-· ·,.. .·-: --,---=-·--· .-.;.-;---· ----~----=.-r < :~:GF-4.5.7,g.,10, t'.2,t3~ tG. n. •·-----I, -..-(4 A PRIME JOB : 21(-2.1>0 --~ STRUCTURAL DATE: !:,-2,DOO a ENGiNEERS SHT : 4- __ ;.___;-_:_l_.,__ __ :-:-_· ---:-<E fr-------~------'~-~----------------------.. ---------_____________ ~e·· =-_ ( -41 Wp~= Z829_~ 15 lb~._ : ____________ _ --. ~--------;--'....- ·-----.. -----';::::::::==~ -. -4¥ I --1, . .. . .. i'__ ... ---- l 31'' ~ ··~--~-~~~-~-_-if~---_..iPe· __ ~-------__ ·:~-~~-_____ _ -.. ---.---------------.------ -------------·-----· {PP _____ iPP ___ · __________ --------------------------------------------------------------- 44'' 31'' i )( --=--24-63.-~ {bs 1.4 -·. MA-X. (Pp-t p;.,_) = q366. l \vs . --------. ~------·c---.--·---·-----------------------. -----------------------------·- . Po-Pe:~ t44Llt1,s -----------·-----------·-------------'-,--. . -------------------------------------------------- ·---------------------------·--- Al'JG\O\<.A-6-G @ E-X\S.T'~ C..URB. ( 87" LON4-) ----.---------------.-----··--------·--·-----·-·-·-·---·-----·-· ·---------·--· ----·-----·-·--···--· · · (44L\ 12 · . " ·· -----UPUFT"-----'----x--,. · ,,_ ---l4-9.S:plT· -----------------·-(.?=> Sl . -SHEAR.::-.2829.15 __ )(-. 1 1.4 (,33 l ;,<. --)( .2. .. --SEE ( G:F -6, 9 , ~ \ \ ' , --... -... ------··----·------ ~---~------· -------·--~-~ ·-------·-·----------------·----------------------·--··----------·--------------·-·-· -- ----------------·--·----------··-·-- j ' • ' ________________________ , . ' ! . ' '---- ,. .• 1· I • L l . : t ·------------·--·--· f ' . . -"""---..----------"------ ,'.A 'J,.. _..,_ .. ~ _,:; :1--~ -;_,.._ ,-----·-----·-. ---......... -... -- , . @ .. GF-t4. IS. 18, 9J. (9 ------r----. ----: ---___ ,, ---- ---"---------------------·--~ - p -----------·--·----------- ' 1 ~ . -PR'.Y.:F:-·-·---x)'3: .2.K--200 V"' _ STRUCTUi"-<r-\L CATI:: S~g ".s ENGiNEERS SHT : -i:; --' . ·, ------ +-------1-,-----1--------------'----'--~-~---...:._ _____ ...;._. ____________ ·------- --F .:::: 3301 . .S lbs --...... Fr-·-------e ' I -------/ ----441' I I .L L L.4?'·_ ~ _______________________ .. 1.Ps 1'pE _____ ,i --------. -------- ___ ----· -------------l fp----tPp--. ----------- p=--= 44•1 4~" X _1 __ -= 1-4 _O ____ 22JLJO "· I. -C!('),-I ,,. --rp -a\ -r::: 2 ·---r--:L...::, 1bs· · - ---------------------- ·-----·---·-· MAX. (fp_~ PE') ; 3~42·. 4-lbs . ' -------- ________________ ;__Pt>-Pe-~-_[ 2_q_?-_, f_11,s ___ -~ _ _ _____ ---------------==~~~:~-:----~~-~~-----~~--~--- ·---··-· -----------------·---- .. i ¼ 1. ::1--. J -r- ' I l-I: j. ' L . _:_ •':.. ~-=Pf :~•2'.f. t_,\'. ~ ~~, :,:~J,,·~--;..t-'~'i?'··-.,, .... ,.,. · ..... -,;;·.,..:, 'J -.~ ,. --- ---------------------~- -;--,.~--....... -----~-----,----,----'~--t-~'----------.J i l j I ! "f .j_ ,_ 1 -j: l· .. f ·1 ------------'------------·----------------- :.,. !· !_': ,·.·. ) , \ .-·· J, ) J . .A----g @:GF-2-o -·· . . .. -. ,----,· p ·t-· --· ,,l 4~~ J 1 PE: tr~ t fp Lr11 3307.5 )<. 44 ;,< _1 PE.:,_ 42r \,4 PD::. '.22-50 'j:._ ~ ::. (\2.9 \ks 1' MAX.. (Pp+ Pe-) :,_ 3°2-Cf o,6 !bs ---. ---" ------. -·---------------· Po-PE-=-I 04-C?. G tbs ·=-2:.[6-S. G [bs A PRIME JOB: 2.K--.200 STRUCTURAL DATE: fli--'2C>pc, ENGINEERS SHT : b · . -------~------------·--~ '\J _______ ---· -----·-----··------·--------.. ----·-·:--~~-:=~--~~-==-~-----·--===--=~~-:~~-~--- -----------------··------~---------·---------·-... --------.------·---------- --:;-,,-----~--------------------------- -.. -------------·-·-.. -·-----.. ··-.. ~ 7( .:.t.~ .-··7 1 • • -------. --,----·--------· ------------~-----------------------------------·.-------· .. ~l , . ; :/, I ) 'l • -----·-__ , __ ----=-----_ .... __ _ ' e CrF-2..3. 2.(:, ' ~ ------~-- --. .-------,.------------------_. ---------·---· ------ '.---· ·-----\--:---~ ,----~----Pmo-.x. __ : __ 2_~---_l~s ___ _ ---,---'-----,---___ . __ ·_---~"--Fr-· : ------. ·---, --------· ----------· -----------------· Fp == I .41 Wp = 3~01 ~s-\1,s --'. ')-~0. ,· i i !· ~ ' . i ~,. . . ---------· ----------. -··----·-· ------------------------- -· . --------------------·--- ----------------------------·---------·44,,- ~· x-_{ --"'-{Cf-25 ll:,s -·------ (,4-·: . = MAX lPo +_PE-) = Po -P~ = 3o.s-o (1,s. -. ----. ..., 8-oo lbs. -------~------ SB;-( G F -6, Cf, 1\t ---------··------- : ' ! --,-·-- -1 t ------H-------- ----------------i ----------- ------------- t' ~ ,, :-:-r-~, 'l·. . .4:---:-~\ 7. -t -------------~--- .. ' -.. ·---------• --· -_._ J __ : ....,_..o;, ~ _..,... •• ..:-.1 -•· )" l • • ----------::::-·-------. -----... _ -.. -··-- ~ GF -2...1, 22, 24 ~ 25 ------.. --. . & PRfME JOB : 2K~200 ------· -· -·--· ·-·---· iV'1-STRUCTURAL DATE: :)-2.oi,o -· __ · _____ ., ··---· __ ---·.--Ba ENGiNEERS --~: 8· . __ _ . ----......... -.--------r. --------a .. t ~· . -: .---p---. __, ·------· --: _____________ ---Pmo-..x·;_ -=: 2425 1'~.s, ·, ----t:-·· . -~-----·--------~-··----·-·--· ' . ------··-----· .-------. · Fo =-1-41 Wb -=-· 39G4-. lb[bs, ---· ------... .. '·--·--·----\--------------------------· I· '-;::I ==-1 --· .. I .. I. . I s+'' I ~c"" • -·. -~'-------------------------·-Jre . tr1: J_rp __ tr~-. 44'' ~ )( --·-·-20{-6, S l'bs··--S~c \.4 P.P = -·242&.: lbs· )<· 1 · =~\,?:/2, S-·1(6~ · _ .. _ - .: MAX. (Pp+ Pe)= 3229 lF>s ----···--··---------. --· ------------·---~----.-------------------------------~-------··---·---. -----------··---· ---- · f'p -PE-=-804 __ lbs. _______________________________________ -····· __ -------------' , ____ ----___________ ,. ________ _ ~N.~l?_R¾f:_@· _ E;<LST1C:r ___ CURB_._ ( 81"L), _____________________ _ · 8;04 12. . . . : -LlpLl l=T ;:-··· ( -~ 3 -· >'··· a--r· · =-··8 3~ 4 plf-.·-·--------.----··--· :-··--· --· S.HE:AR-:-·-:3S-c;4-. 15 . y. -1 --x _I_ >< -~ ~ 132 plf--.---· l-4 l.33 2 . 87'' . --· ---·----· -. ---. . ------- 2 -_½/ 4> .. 0G-_SCRE-W ~-S.lDf: , _-· '.3 S64.l S-I I -t'. = !:,60 xz.::. l 12.0· lbs-> · ,<. --x--. ~--957 lbs 1,4 1-2>3 2 -------. -------------. . . . -"'.._ 0, \(:.. ! . ! : : ; ) : • : • ' : I ' ' ' : . . --,----------,--~~---;-. -----: _____ :. U' --· ' --'------------·--·----·-------------~-----------~--: ' "1 -----.--. ----·----'---~-----;--------.. L , -• I ! .J--~ : . ' : -i . } . l . j: 'l • -! I . -~ : -~. ! : ' . ' , ----·--· --_: _) ·- A P~IME JOB: 2k-2&>G STRUCTIJRi~J. DATE: s""2.U)O ENG;Ni:i:RS SHI : q ,, 4-8' -r-lS" (f>ANQ TI{K.) -6.l1S>'1/2 (GIRDER )-4" ( HG-R) ~ 46.1 ft.. C-01D = (\2.2psf X 8-') -t [6.4 p/f [ [ 4-plf e,-J(L~ [6.0psf-Y8°' = [28 plf. P, FRi?M EX\ ST'~ 2 -I 85D tbs UN [T PAD \8!50 los-< 1/2 ::: 92E (bs . .. p!I. FROM NEW G-F-tl ~ GF-'[G. ~~ .. --.Bt>-e.is-oo -tbs X 2/~ ,< '/2 :: 8-33 lbs, .. . . ~ ----. --· p:~~=--336S.!·;b~---~-·.2;~--; 1/~--~ -ft 2~--1~: ---.. . ---·--------------·-------------------------------- _P.;._.f_ROl'j_ . EXl?_I'.~--.G.'1_4' D_~cr_ . \?-b_plf -t -~ISC. 1-~plfl __ ><-~' =-40 (~s. P4 FROM ~~v\.J l¼.''(1) CHILLED WATER PIPE ?Xb pW· ~ 2 1 ::: -144: tbs. --------. D-t-L tv1 l'l'\!7--)(. :::. 8 b, O ::S l<::-J,t D+.SE{S[vt!c. P\<OV I PE Nc\JV :!;;./4-" x !3 'A-'' HIC~LLAH EA. Sl DE ~ HID. 1/2 SPA!\J ( SC-f. COMPUTER OLlTfUT) ------·----~------·· . -------------- ·~ SINCE 'Dtl,. CAc,£ . ubVERN"S,' ON"lY 'btL' CASE WILL BE. C-HeC.KED ---------·---' ·-------· -------------------------------·-·---··-· --·----------·----·--' •.. FO~ n-(E= REST OF ROO"F FRAHIN"G-MEMeERs. <.. \--,--.-. . -·--; ------·--,------. -·· --.------. ------.----, --;-·--.··--·.------·· ~ ) --:--·-----.--------·-·-~~-----. . ··------~-·---------------· ----·--~ --·· __ ., -----------· --~ ... I J' J aob N0 :, 2K-200 This beam is at: CHECK EXIST'G PURLIN@ E BETW 1& 2 : CASE I. A PRIME JOB: 2.K.-2.0<:> STRUCTURAL DATE: s-U>oo ENGINEERS SHT: to simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam J *copyright© 1997 by Szuchuan Chang* gth =46.700 ft, span =46.700 ft, I =0.00 inA4, E =O ksi point load =0.93 kip. at 1.67' point load =0.93 kip. at 21. 67 I point load =0.83 kip. at 36.47' point load =0.14 kip. at 40.97' point load =1.67 kip. at 42.75' point load =0.83 kip. at 46.05' uniform load =0.114 kip/ft start 0.00' end 46. 70 I uniform load =0.128 kip/ft start 0.00' end 46.70' ---cbm-~----cbm------cbm------cbm------cbm------cbm=-----cbm-----~cbm=== @11. 68, Shear =3. 64 Mmnt=60. 55 Slope=-1. #JE+OOO del ta=-1. #INF" @ 0.00, @ 4.67, @ 9.34, @ 14.01, @ 18.68, @ 23.35, @ 28.02, @ 32.69, @ 37.36, @ 42.03, 0 .70, Shear= Shear= Shear= Shear Shear= Shear= Shear= Shear= Shear= Shear= Shear= 7.39 Moment= 5.34 Moment= 4.21 Moment 3.08 Moment= 1.95 Moment= -0.11 Moment= -1.24 Moment= -2.37 Moment= :-4.33 Moment= -5.61 Moment= -9.24 Moment= 0.00 29.10 51.39 68.39 80.11 85.01 81. 86 73.43 58.99 35.96 -0.00 Positive moment =85.03 k-ft at=22.883 ft. Negative moment =-0.00 k-ft at=46.700 ft. Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO =-1. #JE+OOO =-1.#JE+OOO =-1.#JE+OOO = 1.#JE+OOO = 1.#JE+OOO 1.#JE+OOO L #JE+OOO = 1.#JE+OOO delta= delta= delta= delta= delta delta= delta delta= delta= delta= delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#IND" Deflection down =-1.#INF" at =23.584 ft.0 span to deflection ratio =0.0 maximum shear force =-9.240 kips. Reaction at left _support =7.39 kips. Reaction at right support =9.24 kips . 1-::.) v 'job No1:' 2K-.200 This oeam is at: EXIST'G PURLIN@ LINE E BETW 1 &2 -CASE II A PRIME JOB: '.2.k-100 STRUCTURAL DATE: ~-21:,00 ~ ENGiNEERS SHT : 11 simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam o *copyright© 1997 by Szuchuan Chang* gth =46.700 ft, span =46.700 ft, I =0.00 inA4, E =O ksi point load =0.93 kip. at 1. 67 I point load =0.93 kip. at 21. 67 I point load =1.12 kip. at 36.47' point load =0.14 kip. at 40.97' point load =2.24 kip. at 42.75' point load =1.12 kip. at 46.05' uniform load =0.114 kip/ft start 0.00' end 46.70' ---cbm------cbm------cbm------cbm------cbm------cbm------cbm------cbm--- @11.68, Shear =2.26 Mmnt=35.73 Slope=-1.#JE+OOO delta=-1.#INF" @ 0.00, @ 4.67, @ 9.34, @ 14.01, @ 18.68, @ 23.35, @ 28.02, @ 32.69, @ 37.36, @ 42.0~, .@.46.70, Shear= Shear= Shear= Shear= Shear 1 Shear= Shear= Shear= Shear= Shear= Shear= -4 . 52 Moment = 3.06 Moment= 2.53 Moment= 2.00 Moment= 1. 46 Moment = 0.01 Moment= -0.53 Moment= -1.06 Moment= -2.71 Moment= -3.39 Moment= -7.29 Moment= 0.00 17.08 30.14 40.70 48.78 52.82 51. 61 47.91 40.73 26~66 . ·. o. 00 itive moment =52.82 k-ft at=23.350 ft. Negative moment =0.00 k-ft at=0.000 ft. Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope =-1.#JE+OOO =-1. #JE+OOO =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO = 1.#JE+OOO 1.#JE+OOO = 1.#JE+OOO = 1.#JE+OOO = 1.#JE+OOO delta= delta= delta delta= delta= delta= delta qelta = delta delta delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" .1. #INF" ·Deflection down =-1. #INF" at =23. 8·17. ft. D span to deflection ratio =O. o Deflection up =1.#INF" at =46.700 ft.D span to deflection ratio =0.0 maximum shear force =-7.287 kips. Reaction at left support =4.52 kips. Reaction at right support ~7.29 kips i -·) ·v ·-----·-··------- f. t .,, 6 . () "l. ,,, •• TIMSER SEAM WII!::j CQMBQSIIE REINFQRCING AT BQTTQM TITLE: EXIST'G PURLINE @ LINE E BET 1 & 2 BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fa sterner= 0.75 Span= 46.7 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b b= 2.5 in. bs 1.75 in d= 27 in. ds 5.5 in E= 1800 ksi. Es 1900 ksi. A= 67.5 in"2 As 19.25 in"2 S= 303.75 in"3 d1 0 in I= 4100.63 in"4 Is 48.53 1--------"O Fb = 2400 psi. Fbs 2891 I Fv= 165 psi. Fvs 285 I bs 91 NOS= 0 (1 =yes,0=91 USC) ds I DESIGN LOADS ,_ ...... "O Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0.114 k/ft. SECTION EBOPERTIES Uniform LL= 0.128 k/ft. n = Uniform TL= 0.242 kips y bar = VTL= 5.6507 VDL= 2.6619 kips Ix M TL = 65.9719225 M DL = 31.0776825 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) VTL= 3.64 MTL= 85.03 kips ( at end of reinf. location) ft-kips 3.11 1.28 in Udefl in Udefl 1.06 15.99 5956.70 167.89 180.01 438.65 Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR SIRESS Case 1 =PL + LL Case 2=DL w/ Phi reduction factor Area Req'd= 41.10 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 9.28 kips 13.85 kips 26.89 in"2 Shear Stress o. K. in dia. kips --------1 I bs I I _, in. from top. in"4 in"3 CQMPOSITE SECTION BENDING STRESSES: M max= 85.03 ft-kips Case 1 =PL + LL Case 2=DL w/Phi Fb top= 2.74 ksi. 0.77 ksi. O.K. Fb bot= 1.89 ksi. 0. 77 ksi. O.K. F rnf = 1.99 ksi. 0.81 ksi. O.K. REINFORCING ATTACHMENT: At ends At 1 /4 point from end V= 3.64 kips 2.23 kips VQ/1 = 0.05 kips/in 0.03 kips/in Spacing = 28.51 in 46.59 in ~u---·-~··•"' u ! -~ : ! ~ 'i ........ • .. , .......... '/' ' i "''""'""""·----~---·; -·1--, -.. l ' ·•-..i....---:-..:L,;-.------,.--·------' -__ i ~ -----' ------ ) ----.--·-.---·-------r~~:-::-.. "";:--P~R/;;-:M;;:--E--JO-s ·--:-·2k:-"--_.;;;;.2.o::..o-~--- SffiUC1UR.Al C'ATI:; S-~o ENGINEERS SHT : ~ :,; L ' .. ---~--. EX \ST'6: . PURLIN CHE.Ct-: _ __,__, _____ ___':_::-:_ =--:-::-: ___ ::::-: __ ::--.::..:~=--::.:.:...:..:=::::::::::::J ----. --,------------· _c ______ · _____ . : __.:,___~· : -----·------------------·-------------------·-------------. '. .; -.. ~ LINE.: ~ . .J. BE:TW. ,(D:i,_.@ CE.7 8E:-TW ®~SIM.) ------C@L(l\)t_ F.'f; l?:Efv\J .. (D'i,-@ SIM .. ) ____ -----------------·:··-----.. ----·--------·· -------·------------·--·-·----------------·-------·--------- :_, ________ p ---------------------·-····--··--.. ' q~,+~~ . 4i.7' . . . l r-r J i i i r r r -------------------·· -------- t . .. 5PAN : 46.l ft .. ·-------·-. ---~ -·-·------+ -------· --------------·------------------· -· --. -·----·---------------.... -------: PURL! N _ ~T-.. = _ tf,4_ plf. W\D ~ [\4-p\f c-.1(L= 128p[f. G0;i. FRO_~ ___ N~~-'4:" 4> 0l~D W0~ ft PE. ___ (!6:_6_~_ 1·.~)'j'<_? '. . r __ ~ ---~ ~ _ _p\f ... _ ___ __ _ ------·-··-P ___ FRoH ·-N~lN __ 2." f 'ql_J~_~E~_ ~0TE/3 ____ ~( PE. _ ... . ... -i 3:><6f=>_ltx 8"' ·::. [44,{bs. ---·----·-· --· --'-----------: -------..------~-----------·----------·-------------1 ---------- -· -.. --. --,__ --------. --. ··--.. PRO~I ~ .... l:l~~--_I~/'.'/~ 51/.:2_" MlCROlLAM EA. S[DE e MID 1/2 SPAN. ----· . --------·----·---·--------------------------. ·-------------------------·------ 1 I . _. :·) -,0,-----,-------------------------------~• -----------------------· ------ -. ,--:----~.------------'----+--+,-------'--------,---·· ~_g.·J · . ;,_ . L -; -i • I .-~ ; ·f -i . ,. ! ~-.-! , f ' ) , ·: ' t • 1 , --. ::: :0 .,. ~ :-' • '-' ~ • • ' • . • ., ---.-.-,-• _'{J:J -·-----·-· ... -·------·· ... --------. --------------·------. -: .A I ':Job No~ 2K7200 ~ P~i\t.E JOB : .2..K-.2oo ~ STRUCrJRAL DATE: ~-~oo 'Tnis 'beam is at: CHECK EXIST' G PURL IN @ E. 7 BETW 1 & 2 &Pl.l';i/;;, ENG;NEERS SHT : 14 . Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam O *copyright© 1997 by Szuchuan Chang* gth =46.700 ft, span =46.700 ft, I =0.00 inA4, E =O ksi point load =0.14 kip. at 41~70' uniform load =0.114 kip/ft start 0.00' end 46.70' uniform load =0.128 kip/ft start 0.00' end 46.70' uniform load =0.054 kip/ft start 0.00' end 46.70' ---cbm------cbm------cbm=-----cbm------cbm------cbm------cbm------cbm--- @11. 68, Shear =3.47 Mmnt=60.70 Slope=-1.#JE+OOO @ 0.00, Shear = 6.93 Moment = 0.00 @ 4.67, Shear = 5.54 Moment = 29.12 @ 9.34, Shear 4.16 Moment = 51. 79 @ 14.01, Shear = 2.78 Moment = 68.00 @ 18.68, Shear = 1. 40 Moment = 77.75 @ 23.35, Shear = 0.02 Moment = 81. 05 @ 28.02, Shear = -1. 37 Moment = 77.90 @ 32.69, Shear = -2.75 Moment = 68.29 @ 37.36, Shear -4.13 Moment 52.22 @ 42.03, Shear = -5.66 Moment = 29.65 @ 46.70, Shear = -7.04 Moment = -0.00 Positive moment =81.05 k-ft at=23.350 ft.· . . . Negative moment =-0.00 k-ft at=46. 700. ft. Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope delta=-1.#INF" =-1.#JE+OOO delta = -1.#IND" =-1.#JE+OOO delta.= -1.#INF" =-1.#JE+OOO delta = -1.#INF" =-1.#JE+OOO delta -1.#INF" =-1.#JE+OOO delta = -1.#INF" =-1.#JE+OOO delta = -1.#INF" = 1.#JE+OOO delta = -1.#INF" = 1.#JE+OOO delta -1.#INF" = 1.#JE+OOO delta = -1.#INF" = 1.#JE+OOO delta -1.#INF" = 1.#JE+OOO delta = 1.#INF" flection down =-1.#INF" at =23.350 ft.D span to deflection ratio =0.0 lection up =1.#INF" at =46. 700 ft.D span to deflection ratio =0.0 maximum shear force =-7.040 kips. Reaction at left support =6.93 kips. Reaction at right support =7.04 kips V = 1-141::-, 0 11 ! i-I · I I • ;. • ~--:----._,:--,, -. ;...-t ______ _ 1 ,• : i . j i -----------_· __ .;. _____ ,. __ _ -----h PR!ME JOB : 21<-2eo ... __________________________ i ____ __ . ..6-~ STRUCTIJRAL CATE: s-za,o -• • • 1 --~:----·: _ . _~CHEC:K ,EX[ST 1G · FURL! N, @: GF-_20. : _ __;.__ ~~~--E~c'.,\i~Ei~S sHr: 1e. ; -;·-(L(Nt:-~jfeETW Cb ti-®)~ . -,--_-:---:---~-;_ i, -i_· : !_ • ----· ----------~------. ---------··-------------------- . --• '-~ -..::.1 _•···i'; -~ -:;---'. --~~ ~-' _'=-·p;~-p~-p~-p~_.__ __ . __ --_-------' : --------------- ' l j , , • : I , , • , . ___ -----'---=-~~-i--~t.!~==-y·--_1-="--41.::i 1i -'. -~_---lo,~.'lt:n:L~: ______ ; : -~--'.---·---___ · .... --········· ..... . ; : " . t . j; . "'· . .J, ~ :i; ' .1,· .J, .i, . J, .j, . .j; . .J, -l, : --i--· :::::...·-·-=====================;:::; ... =----:;:::;;, ___ ;::;: __ ~_ =----~~ ----------------------. _ : r -: -: _ 1 : _ ---. • ' • 1', / ----------------------------------···- . ' --·----------------------·---------·------------ ---··· ______ , __ :SPAN~ __ : 46.7 ft __ CS8= . __ CALS _ FD~_ .G-F-ll <h). GF-tG) -. . -· ----. -. --------. -. ---. -. _ ---··· -~-----'. _ PU!<L( ~----~S-= '.-[6,4 fl:f_ --_ ·---_. _______ --------·-· -----. --- • ·1 . ' . ' ' • ----· --···-·· - _ .. _ _ _ -~~p _" ___ ll4pJf . ------· ~I"' •••• ~\L. =. \~&plf P, FR0H NE-W _ CH \~~D _ WATER P(-PE ( 2''cp) -__ 3x: e:p(f -y:_ ~l -:=:-[44 (bs -·--·- P 2 FR.OH EXIST'~ 2<r1'-~ DUCT -.. --------·-------· -. -----_ U~_? __ 1:_~_,_<2.) p\f X ~~ _ =~-/2-8-(bs. ----··-----·----------------------------·------P:!, "FRON NEW G:f-2.0 2S-OD [ ~s x -:i./~ ~ 1/,2.. =-8 33 {bs.--- --. ---····-·,, .. ---. ·-----,._, __ --·--·- vJ1. FRON NE:W 41lcp C\-!ILLEJ> WA1ER PtPE ---------·----------·-------. ~--. . C !6.3.t 1.1 )".>e 3 = __ ~4 p(f _ . ---··---····------· -. -- VI (t~O\X: ~-83 ,OS {L-fl:_ <; K~x_ = 8.S,D3 ic. -~-@ L l NE· ® BErvv (1) ~® ·-. . ----· ----·-· -·- PROV l c:E. NEW { ¾-~\ ,c 51/2 11 M!cgQ1=l~H __ L:-Y~. _ E:_0, S(DE ~ M IP '/2 S_PA~ _ ----------·· -·-----·---------·-----~ -------------------. I I ' , , : f ( • • • ~ ---------------------,- -----'----·----------------------------------------- -------..---·---------------------------____________ ; ___ --------_________ , __ .....___ -: ,, ··-,1 1 . --~---. :~: --'-- ..c::..l.._ · ? • -· :..-.:.-:: _:-:. ::: •• : ::.. : ,:._ ----~--.. ···-··--· JI, ' ' . ' :Jbb N(!) ~ 2K-200 This beam is at: CHECK EXIST'G PURLIN@ E.9 BETW 1& 2 A PRIME JOB: 7.K-2.00 STRUCTURAL DATE: $""2t.o0 ENGiNEERS SHT: ltp simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam O *copyright© 1997 by Szuchuan Chang* .gth =46.700 ft, span =46.700 ft, I =0.00 inA4, E =0 ksi point load =0.14 kip. at 41. 70 I point load =0.13 kip. at 42.40' point load =0.83 kip. at 43.00' point load =0.83 kip. at 46.30' uniform load =0.114 kip/ft start 0.00' end 46.70' uniform load =0.128 kip/ft start 0.00' end 46.70' uniform load =0.054 kip/ft start 0.00' end 46.70' ---cbm------cbm------cbm=-----cbm------cbm------cbm------cbm------cbm--- @11. 68, Shear =3. 55 Mmnt=61. 71 Slope=-1. #JE+00O del ta=-1. #INF" @ 0.00; @ 4.67, @ 9.34, @ 14.01; @ 18.68, @ 23.35, @ 28.02, @ 32.69, @ 37.36, @ 42.03, @ 6.70, Shear Shear= Shear Shear= Shear Shear= Shear= Shear= Shear= Shear= Shear= 7.01 Moment= 5.63 Moment= 4.25 Moment= 2.86 Moment= 1.48 Moment= 0.10 Moment= -1.28 Moment -2.66 Moment= -4.05 Moment= -5.57 Moment= -8.75 Moment= 0.00 29.52 52.58 69.19 79.34 83.04 80.28 71.06 ·55_39 33.22 -o.oo_ sitive moment =83.05 k-ft at=23.584 ft. Negative moment =-0.00 k-ft at=46.700 ft. Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 1.#JE+000 = 1.#JE+000 = 1.#JE+000 = 1. #JE+000 1.#JE+000 delta delta= delta= delta= delta= delta= delta= delta delta= delta= delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" 1.#INF" Deflection down =-1.#INF" at =23.350 ft.O span to deflection ratio =0.0 Deflection up =1.#INF" at =46.700 ft.O span to deflection ratio =0.0 maximum shear force =-8.749 kips. Reaction at left support =7.01 kips. Reaction at right support =8.75 kips {.~\ \~J -----------~-------·---··--------------______ i______________ ·-----------____ ·_ -- --. : 'vlr+C,J.>: -, ---·-------i-·i:·--J,---i-1 t J J, i i-:i,--i-J, 1 t --- SPAN 4-6., ft_. • ---• ' ----I Pl.ARLIN WT. :. [?,4_ plf. C,vlP =-![4 plf W1 L = 12.8' pit. w 2. FROM NEW 3"cp CH \LLED WATER Pl P~ .. --. ---. -· ([0.8-t 1.2-)-X3 = _36 __ -f'.!f --·-· --------· --------·-· . ---··-·-. ------- tvJ m0x._ = ___ J·?~.l~·~_:-ft: ___ < _ M w.0-.x .. _ 85,03 !!.-ft _ 12:_ U NE ~ _ B§I~: 9?--~-~ . _ i· ----------~------~ -----~--------------. .. -· -·---------·-· --. ---Pf<.O V ( CE NEW I 3/4-'' x 3 1/2." M.!CRoll.,AH LV L EA. S{DE: -------------·------·---t @ HID -------· ------------··-----------------------------------·----~0-----· -----·--___ 1 _____ • __ • ___ -_,.___. ---• -• ----------------------- . -------··--·------------------------------------_________________ __,___.:._, __ ~ _ _ ! _, - j ., ----'f'---· ·---------______ _ -----------·-----·--,---. ----------41 _,( ",Job Nb,: 2K--:,200 ~his beam is at: CHECK EXIST'G PURLIN@ F.9 BETW 1& 2 A PRIME JOB: .2.1.-::-2.oo STRUCTURAL DATE: $::2,D~O ENGINEERS SHT : f 8 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam O *copyright© 1997 by Szuchuan Chang* gth =46.700 ft, span =46.700 ft, I =0.00 inA4, E =0 ksi uniform load =0.114 kip/ft start 0.00' end 46.70' uniform load =0.128 kip/ft start 0.00' end 46.70' uniform load =0.036 kip/ft start 0.00' end 46.70' -=-cbm------cbm=-----cbm------cbm------cbm=-----cbm------cbm------cbm--- @11.68, Shear =3.25 Mmnt=56.84 Slope=-1.#JE+000 delta=-1.#INF" @ 0.00, @ 4. 67, @ 9.34, @ 14.01, @ 18.68, @ 23.35, @ 28.02, @ 32.69, @ 37.36, @ 42.03, @ 46.70, Shear= Shear - Shear= Shear= Shear= Shear= Shear= Shei3-r = Shear= Shear= Shear= 6.49 Moment= 5.19 Moment= 3.89 Moment= 2.60 Moment 1. 30 Moment = -0.00 Moment= -1.30 Moment= -2.60 Moment= -3.89 Moment= -5.19 Moment -6.49 Moment= 0.00 27.28 48.50 63.66 72.75 75.79 72.75 63.66 48.50 27.28 0.00 Positive moment =75.79 k-ft at=23.350 ft. Negative moment =0.00 k-ft at=0.000 ft. Slope Slope Slope Slope Slope Slope Slope Siope Slope Slope Slope =-1.#JE+0O0 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 1.#JE+000 = 1.#JE+000 = 1. #JE+000 = 1.#JE+000 = 1.#JE+000 = 1.#JE+000 delta delta= delta= delta= delta= delta delta= delta= delta= delta= delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1. #INF" -1.#INF" -1.#INF" -1.#INF" 1.#INF" Deflection down =-1.#INF'' at =23.350 ft.O span.to deflection ratio =0.0 lection up =1.#INF" at =46.700 ft.O span to deflection ratio =0.0 imum shear force =6.491 kips. Reaction at left support =6.49 ·kips. Reaction ~t ri~ht support =6.49 kips ~ 11 . .SI ft:. V:: 1.62 r . .. . o·-~ ··rf L rd d km 1.1 .!,!*. '7>!_"::lf!ltiir'l-'*°'4<_\tl_,_,, , ...... oNIMd M •~ 'I ........ ~.-.W. -~:\ __ : ___ '!~;·,::··-'.--~ ~---·: ___ ·_ .,:. ____ · ___________ ! ___ ! ___ :-~-· :~~,:~_Ccj _:_~~ _J __ ··.····~~· ·~~~~~~~ ;i-~- _;_,i_ ___ ------· ·----· · _ _:_ _ ----------____ : --·-··.----------y-· Sl.,~ ENG,NEEi~s-SH_T : ·· l:f · . EXlsrcr REINFORcE-D : PURLIN C.HEC\<: : .. ~ I ' ' -' -----____ ,_ __ ----. -· __ . , __ : ___ ' ---------·--. ___ :_, ____ ~ ___ ; ____ : __ ----------------- ·--,-: <!: L! NE._'. @. I , BElW· CD ii-@; t _1 • • '"\ -": ' ------------------- --------, \'.L.'....,-----------------"--..;._--'-----------------.--. ---,----. ---· .. c,..)3::r-: ; . . (.,JI ,t.'£,.J ~ 1 -.,j;,-.' --i,1,r-, --ir--,---,---"'--...---,--..+-~---. .J. .J. i . ,I :i, 4, ------.--·.-ir--_~1-...;,:.....1 ---._ i......;...-,-1 -~-,---,----r----,--......---,,--:------------------ t:::::::=================== < --• --• ----------------· J :i, t l l J L J t ~ r SPAN = 46.7 ft PURLlN WT-=-l~.4 plf (,,.JI D ::- c,J \L =- \14 pl f L28-plf t w ... FROM NEW Z.'l<.p C.HlUE:D WA1ER. PlPE. -----------------·-- (?f I plf} 1} ~-C? plf __ _ Dl:lCf;_ : fflf -----. ---·-----· ---.----. -------·-----------..---------- ~~C\)( __ -~l~~~l ~-:ft - 0~ W/ EX!Sf'G- ----·--------~-·---·-----.. \: ! _ • -·---:--I ~-1 __ 4 ---'-~--·------·-•--·'--__________ _. f ·----------·-----------·! ---------------~-------------.------~-~,------.. -------------------------·----- j" 1.. . . .. , -~j-::_, __ .. "I . :.. ... , , ""::.i ---,-.. . ; ;.-oc----:-·. ! . .... --.. -·-.. --t-- ,:. ~ t' -~-~~.._ ______ !i---;--:------·-........:.....;----i,~--+----'-,,---t ; -i. -+ : '! J l-f . ! ·i . ! ----------~-_· -. -· ·-.. -----· ------. ----I 1. -ti-----·--·__ , __ _ 11 ':Job No~ 2K-:;200 'This 'beam is at: CHECK EXIST' G PURLIN @ G.1 BETW 1& 2 ~ PRIME JOB: .2k~ ,a.~ STRUC11JRAL CATE: s--2.01>0 As/'~Ta. ENG;N::ERS SHT : 2.0 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam O *copyright© 1997 by Szuchuan Chang* 9-gth =46.700 ft, span =46.700 ft, I =0.00 in"4, E =0 ksi uniform load =0.114 kip/ft start 0.00' end 46.70' uniform load =0.128 kip/ft start 0.00' end 46.70' uniform load =0.018 kip/ft start 0. 00 ,. end 46.70' uniform load =0.008 kip/ft start 12.00' end 46.70' ==-cbm------cbm=-----cbm------cbm------cbm----~-cbm------cbm------cbm--- @11.68, Shear =3.14 Mmnt=54.36 Slope=-1.#JE+000 delta=-1.#INF" @ 0.00, @ 4.67, @ 9.34, @ 14.0i, @ 18.68, @ 23.35, @ 28.02, @ 32.69, @ 37.36, @ 42.03, @ 46.70, Shear Shear= Shear= Shear= Shear= Shear= Shear Shear= Shear= Shear= Shear= 6.17 Moment= 4.96 Moment= 3.75 Moment= 2.52 Moment 1.26 Moment= 0.01 Moment -1. 24 Moment = -2.49 Moment= -3.74 Moment= -4.99 Moment= -6.25 Moment 0.00 26.00 46.33 60.97 69.79 72.77 69.91 61. 20 46.64 26. 24 0.00 Positive moment =72.77 k~ft at=23.350 ft. Negative moment =0.00 k-ft. at=0.000 ft. Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope =-1. #JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 =-1. #JE+000 =-1.#JE+000 = 1.#JE+000 1.#JE+000 = 1.#JE+000 = 1.#JE+000 = 1.#JE+000 delta= delta = delta= delta delta= delta delta= delta= delta= delta delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" iWlection down =-1.#INF" at =23.350 ft.O span to deflection ratio =0.0 ~imum shear force =-6.245 kips. Reaction at left support =6.17 kips. Reaction at right .support.=6.25.kips V-=-/-58ic . . (j~ ! -.:.,, .. ,. ,, 0 -. . . G J ,, ,, ' ,; TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IlIL.E:, EXIST'G PURLIN @ LINE G.1 BET 1 & 2 BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 1.463 b in dia. kips Span = 46. 7 ft. L.D.F. = 1,25 (for timber) b= 2.5 in. bs d= 27 in. ds I;= 1800 ksi. Es A= 67.5 in"2 As S= 303.75 in"3 d1 I= 4100.63 in"4 Is Fb= 2400 psi. Fbs Fast. Cap= REINFORCING CRITERIA 1.5 in 3.5 in 1700. ksi. 10.50 in"2 0 in 10.72 1-------- 1500 1 Fv = 165 psi. Fvs 95 I bs ds I ,_ 91 NDS = 0 (1 =yes,0=91 USC) DESIGN LOADS Uniform or special (uniform=O, special=1)= "O Uniform DL= 0.114 k/ft. SECTION PROPERTIES Uniform LL= 0.128 k/ft. n = 0.94 --------1 I bs I I _1 Uniform TL= 0.242 kips y bar= Ix Q= 15.01 in. from top. V TL= 5.6507 V DL = 2.6619 kips M TL= 65.9719225 MDL= 31.0776825 ft-kips SPECIAL LOADING: (if other than uniform loading) V TL= 3.14 kips -( at end of reinf.. location) M TL= 72.77 ft-kips Total Load deflection= · 2.99 in Udefl Live Load deflection= 1.43 in Udefl COMPOSITE SECTION SHEAR STRESS 5304.49 in"4 101.60 in"3 187.31 390.62 Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 41.10 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 9.28 10.11 kips kips 26.89 in"2 Shear Stress o K COMPOSITE SECTION BENDING STRESSES: M max= 72.77 ft-kips Case 1 =DL + LL Case 2=DL w/Phi Fb top= 2.47 ksi. 0.94 ksi. O.K. Fb bot= 1.97 ksi. 0.94 ksi. O.K. Frnf = 1.86 ksi. 0.88 ksi. O.K. REINFORCING ATTACHMENT: At ends At 1/4 point from end V= 3.14 kips 1.73 kips VQ/1= 0.03 kips/in 0.02 kips/in Spacing = 48.64 in 88.41 in -----------, --- --.. -------:---1-:0-tEC!( EX IST1 G-REINFORCED PURLINS_.:. ·-·· -----·-- O .:.; . . . .. ---------------.. SPAN : 41. I ft . PU!<LIN WT. ::, l~.4-p!f (i..J ID ::: ( 12.2psf ;,c. iS 1) i" (6'.4 (.,..) { L_ :,, l 6 , 0 ps f )( 6' I G-0:1-~ EXlST'Ci-{6'14' DUCT. ::, ( l4 plf = 128 plf -~ . . (C,.82.plf + l.(_6p~f OF f-,\\S~_.)/?-~ 8Splf P, FROM NEW ~F-6 --~---·- 2.s-ro ( bs ;,c _rif'? ~ ~2 .. ". g--3;3 lbs. ----. -.. ~ --- P:,, FROM NE I/IJ 3 11 cp. c..H \LLE:D WATER Pl PE ---. --. ----- -?; x 12 p(f X 25' ::. 2-8.c2 \ts -----. --. ---. .- PROVlDE NEW 1~/4:''_ X S;2 11 HICROLLAM @ MID 1/2-SPAN. ,-----. ---------- -----·---. ---..... ----' ' c-·J·-- -·-----------------------· ---·------·---··---·····---· ---------------~ .... -----. . ' ' ---·--~--------j -·----.... 1---~' ------·---·-· ------------------------ ,.)''-cw ,,..,~,w-" " < I '' ~--~A p-,~-"-1,r--', J·:..·a • i'K~2..oo ,l,\:,C .._,, • ---1 '''Job ~0·: 2K,200 vG:. STRUCTURAL DATE: 2-~ooo ''this ''b'eam is at: CHECK EXIST' G PURLIN @ E. 9 BETW 2& 3 ~ ENG;NEERS SHT: 2-3 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam D *copyright© 1997 by Szuchuan Chang* .gth =47.100 ft, span =47.100 ft, I =0.00 inA4, E =0 ksi point load =0.29 kip. at 30.83' point load =0.83 kip. at 32.50' point load =0.83 kip. at 35.80' uniform load =0.114 kip/ft start 0.00' end 47.10' uniform load =0.128 kip/ft start 0.00' end 47.10' uniform load =0.005 kip/ft start 0.00' end 40.30' ==-cbm=-----cbm~-----cbm------cbm-----~cbm-~----cbm------cbm------cbm--- @11.78, Shear =3.47 Mrnnt=58.01 Slope=-1.#JE+000 delta=-1.#INF" @ 0.00, @ 4.71, @ 9.42, @ 14.13, @ 18.84, @ 23.55, @ 28.26, @ 32.97, @ 37.68, @ 42.39, @ 47.10, Shear= Shear= Shear= Shear= Shear Shear= Shear= Shear= Shear= Shear= Shear= 6.38 Moment= 5.22 Moment= 4.05 Moment= 2.89 Moment 1.72 Moment= 0.55 Moment= -0.61 Moment= -2.90 Moment= -4.90 Moment= -6.05 Moment= -7.19 Moment= 0.00 27.32 49.15 65.49 76.34 81.70 81. 57 74.94 56.98 31.18 -0. 00, sitive moment =82.32 k-ft at=25.905 ft .. ative moment =-0.00 k-ft at=47.100 ft. Slope =-1.#JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope= 1.#JE+000 Slope= 1.#JE+000 Slope= 1.#JE+000 Slope= 1.#JE+000 Slope= 1.#JE+000 delta= delta= delta= delta delta= delta= delta= delta delta= delta delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" 1.#INF" eflection down =-1.#INF'' at =24.021 ft.O span.to deflection ratio =0.0 .. Deflection up =1.#INF" at =47.100 ft.O span to deflection ratio =0.0 maximum shear force =-7.190 kips. Reaction at left support =6.38 kips. Reaction at right support =7.19 kips · C..) V , ____ ----------- ---------· ----. r .. i . . ' ---·-----· --------------------------···------··----··-------·-----· --· ----·------------------------·----------------------- SPAN -:: 48 ' -615"(6-/RI::E_I~.)_ .-:--_4-,. ~J!G-R) " 47-/ __ ft.. ----------------~-----· ----------~- -_,. ---. ~--. ----- ( ( 2. 2 ps f )( 8 I) T (b ,4 pJf : 16 .o psf _ x es' = P, FRO!-'\ EXtSt'u UNIT. ---- -· __ 7._~~ _ (~s _ 'X _ 2/~ ,c V2. =-2-4'?, lbs . ll4 p(f _ IZ? pit_ P.z. FROH NEW l'/2.11 4 c.t-l ILL.ED WA.TER P{ PE-. .-------· :~~5_3, ~ ~; 1,4 2-2Jf_ __ ~--~--~--_6.l?, (bs::....__... __ . ~---·----·--···-__ · -------_ ··----··- : ,P; FROtv\ 0 \\)E.v\J GF-6!, , , . . -------·· -----···------······ . -·-... -j ------····--· 29t30ti,s,< 2/?..,c 1/2:'l8°3.1bs.., ... - --· . -------. -· M )'J-\171)(. :. 74-11, IL-ft. . < M ,')'\~)! ~ _ _§_£'_~??.1:.:-~-_@' ll_~E_® ___ BETW_ CD <?,L@) --------------. ----------. PR.OVID~ NE-W I ¾'' ~ S 1/2 " H ICROLlAM ~ H ! D t/2.. S{=AN . ' -. -. ----------··---------. - -------------------·----·-·--~---· -· ------------------' . ' -----··-··· ------~~---,--------,---,--~----,.--...;....-~--,----,-+----__;_-'-------~--~-----' i I -u:---.-_-----.------:=-_--,-----~---_-----~-==-~~_,___-'--'--__.____.................__________,____,___,_____,____,_--L....-------~~_ i :, I ----t . I ------·--- ~t i t Ki )=--A --l ~-·:-:.i~!= ~--J--.' ) --i-.· ' i ,. I t : t ; i . 1 .! 4 ~ • ! ' • I { I J.:.---·:~-+------.---+--+---.-........__,._.;._._--l-_;.... __ ---·-i ·· I · i · 1 1, . l ·.:· ! . .f, I<:. j ·. i -l. ! . 1,! -~,l ··· . j-·. l 1 . -· 1 · 1 j l . ; .' 1 ' . j l i . j ("'.' • 1. j ·.j .J __ --~---+-,----_---'-,_-+-, ----'-~ . ~ : . ' . . . --,~,~--------------'---- t .,z • ' ' ' ~ ---------·· f i ...----------~---..._,.·=· ""-'. "'-'' .... =··•"'"' --"''""•_......_ ____ ,,,, • ·····--··--- 'Job No~ 2K-200 Tbis beam is at: CHECK EXIST'G PURLIN@ D.9 BETW 2 & 3 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam D *copyright© 1997 by Szuchuan Chang* gth =47.100 ft, span =47.100 ft, I =0.00 inA4, E =0 ksi point load =0.24 kip. at 1.10' point load =0.24 kip. at 4, 50 I point load =0.83 kip. at 37.40' point lo,;3.d =0.83 kip. at 40.70' point load =0.06 kip. at 42.70' uniform load =0.114 kip/ft start 0.00' end 47.10' uniform load =0.128 kip/ft. start 0.00' end 47.10' ---cbm------cbm------cbm=-----cbm=-----cbm------cbm------cbm------cbm--- @11. 78, Shear =3.11 Mrnnt=54.77 Slope=-1.#JE+000 delta=-1.#INF" @ 0.00, Shear = 6.45 Moment = 0.00 Slope =-1.#JE+000 delta = -1.#IND" @ 4.71, Shear = 4.82 Moment 26.75 Slope =-1. #JE+000 delta = -1.#INF" @ 9.42, Shear = 3.68 Moment = 46.77 Slope =-1.#JE+000 delta -1.#INF" @ 14.13, Sh.ear 2.54 Moment = 61. 42 Slope =-1.#JE+000 delta = -1.#INF" @ 18.84, Shear = 1. 40 Moment = 70.71 Slope =-1. #JE+000 delta = -1.#INF" @ 23.55, Shear = 0.26 Moment = 74.62 Slope =-1.#JE+000 delta = -1.#INF" @ 28.26, Shear = -0.88 Moment = 73.17 Slope = 1.#JE+000 delta -1.#INF" @ 32.97, Shear = -2.02 Moment = 66.35 Slope = 1.#JE+000 delta = -1.#INF" @ 37.68, Shear = -3.99 Moment = 53.93 Slope = 1.#JE+00O delta -1.#INF" @ 42.39, Shear = -5.96 Moment = 31.04 Slope = ·1. #JE+000 delta = -1.#INF" @ 47.10, Shear = -7.16. Moment = -0.00 Slope.= 1.#JE+000 delta = -1.#INF" ()sitive moment =74.77 k-ft at=24.727 ft. Negative .moment =-0.00 k-ft at=47.100 ft. Deflection down =--1. # INF" at =23.786 ft.D span to de·flection ratio =0.0 maximum shear force =-7.164 kips. Reaction at left support =6. 45 kips. Reaction at right support =7.16 kips 1--· • . ·u·---,., _ .. · I ' E t f L' " !, t' ~ --·••~ .. ., ............. w~-_,__..,, ,_.,_ •'""' ' . -o,· --;-. - ·-0 ... ' .. -.. . , ---. -" ---· -·-·---·. -. ~ ----------· --· ---~ -· --... CHECl< EXlS.T'q REINFORCED PURUN S SpAN = 4-8' -6,1;'' (G(ROE:R) -4-!'(HG-R-)"' 47./ fl. PCl~LI N DL ::: (3S pcf )(2,Sl(2.)( 27112-) :e l6 .. 4-plt -'-LN·tD " (/2,2-psf )( 6 1 ) 1-(!6.4) = l[4p(f. Co-) (L ::: [b ,Q ps f >( ts"1 -· l 2.8-plf ?-.).2_1) FROH EX lST'(i;-(D'\<t> ·oucr t 8,0 plf Pt FRoH_ EXl ST'G-_ 3±" Cf'_ DL.\CT_. _33 pl f__X 8' _ ~ _ ~~1_1~£ ··-· . _ ---~ --·-Pi FROM N·Ew ctF-1 B 2500 tbs x 1/?> ;< ·y.2· = -833 lbs. PROV I DE. NEW L '?-/4'L x '3 1/2-,, H ICRoLLAM @ MID t/2-SPAN. --------------!" ' ----··-----·--··--------------~ ----------·--·:;·---:-------·--.---------.---·------. ---:! --·--·-------- t.. • Jqb N'i =', 2K-200 This beam is at: CHECK EXIST'G REINFORCED PURLIN@ GF-18 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam D *copyright© 1997 by Szuchuan Chang* gth =47.100 ft, span =47.100 ft, I =0.00 inA4, E =O ksi point load =0.26 kip. at 5.00' point load =0.83 kip. at 39.50' point load =0.83 kip. at 42.83' uniform load =0.114 kip/ft start 0.00' end 47.10' uniform load =0.128 kip/ft start 0.00' end 47.10' uniform load =0.008 kip/ft start 19.10' end 47.10' ---cbm-----~cbm------cbm-~----cbm------cbm------cbm------cbm------cbm--- @11.78, Shear =3.10 Mmnt=54.58 Slope=-1.#JE+OOO delta=-1.#INF" @ 0.00, @ 4.71, @ 9.42, @ 14.13, @ 18.84, @ 23.55, @ 28.26, @ 32.97, @ 37.68, @ 42.39, @ 47.10, Shear= Shear= Shear Shear= Shear - Shear= Shear= Shear= Shear= Shear= Shear= 6.21 Moment= 5.07 Moment= 3.67 Moment= 2.53 Moment= 1.39 Moment 0.21 Moment= -0.96 Moment -2.14 Moment= -3.32 Moment= -5.33 Moment= -7.34 Moment= 0.00 26.57 46. 61 61. 20 70.42 74.20 72.43 65.11 52.25 31. 43 ~o.oo ~itive moment =74.29 k-ft at=24.492 ft. 'k~ative moment ~-0.00 k-ft at=47.100 ft. Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO =-1.#JE+OOO 1.#JE+OOO = 1.#JE+OOO = 1. #JE+OOO = 1.#JE+OOO = 1.#JE+OOO delta delta= delta delta= delta= delta= delta= delta= delta= delta= delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" Deflection down =-1.#INF" at =23.786 ft.D span to deflection ratio =0.0 maximum shear force =-7.341 kips. Reaction at left support =6.21 kips. Reaction at right support =7.34 kips @ 17. 66 '25' '· S heay ~ I. 6 7 1<. V\ =-68, 62 ~-ft 'I ,.---. / 'r ~ ) I CHECK EXIST'G-PURL!N eGF -(I CG:F=4, GF-2.4 SIM.) ___ _ _ CbU':J(:.; __ @J) BETV_y. @ ~Q) ) __ -~ ~ .. -J-. . __ ,· --p, p, .2,1'}3.3't- f ·4-7.1 / J, ,!. i SPAN 48' -6.1 ~I/ (G!Rr:;ER.) -4-'.' ( H~R) "" 4 7, l tt Gu1p ::: (!2.2psf x 8 1 ) -t l6'4p If W(L:: (6.0 ps.f X 8' P1 FROM NE-~V GF-ll = t(4plf ::: \2~plf 2$"CO (bs K 2/3 X 1/:z. "' 8-33 I bs . P:i. FROM Ef!ST'G UNIT .. 7qQ (bs. . X 3/3 X ¼ ::: 263 (bs PROV[ D~ NE:·W 2.X4 EA, $1 DE ·f ~,.~ ,..,..._,. ___ ._____ ______ -·-·· --·-------------· 'job No ;I 2K-400 This ~eam is at: CHECK EXIST'G PORLIN@ GF-11 PRIME .10a : 2k-20° STRUCTIJRAL DATE: S--.2DOO ENG;NEERS SHT : 2.7 simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam o *copyright© 1997 by Szuchuan Chang* gth =47.100 ft, span =47.100 ft, I =0.00 inA4, E =O ksi point load =O. 83 kip. at 2.10' point load =0.83 kip. at 5.40' point load =0.26 kip. at 42.00' point load =0.26 kip. at 46.00' uniform load =0.114 kip/ft start 0.00' end 47.10' uniform load =0.128 kip/ft start 0.00' end 47.10' ===cbm------cbm------cbm=-----cbm~-----cbm------cbm---~--cbm------cbm--- @11. 78, Shear =:=2. 75 Mmnt=55.42 Slope=-1.#JE+OOO delta=-1.#INF" @ 0.00, Shear= @ 4.71, Shear @· 9. 42, Shear = @ 14.13, Shear= @ 18.84, Shear= @ 23.55, Shear= @ 28.26, Shear @ 32.97, Shear= @ 37.68, Shear= @ 42.39, Shear= @ 47.10, Shear= 7.27 Moment= 5.29 Moment= 3.32 Moment= 2.18 Moment= 1.04 Moment= -0.10 Moment= -1.24 Moment= -2.38 Moment -3.52 Moment= -4.92 Moment -6. 32 Moment = 0.00 29.37 48.27 61. 23 68.82 71. 05 67.90 59.39 45.50 26.15 -0.00 if11itive moment =71.07 k-ft at=23.079 ft. ~ative moment·~-o.oo k-ft at=47.100 ft. Slope =-1.#JE+OOO Slope =-1.#JE+OOO Slope =-1.#JE+OOO Slope =-1.#JE+OOO Slope =-1.#JE+OOO Slope= 1.#JE+OOO Slope= 1.#JE+OOO Slope= 1.#JE+OOO Slope= 1.#JE+OOO Slope= 1.#JE+OOO Slope= 1.#JE+OOO delta= delta delta delta= delta= delta= delta= delta delta= delta delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" 1.#INF" Deflection down =-1.#INF" at =23.315 ft.O span to deflection ratio =0.0 Deflection up =1.#INF" at =47.100 ft.0 span·to.deflection ratio =0.0 maximum shear force =7.267 kips. Reaction at left support =7.27 kips. Reaction at right support =6.32 kips 0 ! ,, ,, l l ,I . 0 EXIST16 PURLlN@ &F-11 05/12/00 2K-2i)O 8Us1pi2v1 sOb4148TBEhl1 ANALYSIS H:08RANs1p9v1 s(:b4148T (b.43)8Us0p10,00h12v0s0b3T SPAN LEN1FH = 47. iii ft (Simple Span) UNIFORM LOADS (t/ft I ftl wd ill Xl X2 0.114 0.128 0. 00 47. iO POINT LOADS (k & ft) Pd Pl X 0,933 0,000 2.10 0: 833 o. ~)(}(} 5. 43 0 263 0.000 42.00 F:EAC:TIONS (k) LOAD Dead Liv2 Total LEFT 4,252 3,0i4 7.267 RIGHT 3.309 3s014 V max = 7,27 k @ 0,00 ft M 12x = 71.08 kft@ 23.14 ft DEFLECTIONS (EI = kin .. ·2) LOAD Defl (in) fotal 28titi5745/EI Live 1417346 !iEI Dead 1449i338/EI Pos. Mor.,ent Lu = L 00 ft Brice Spacing = 1.00 ft X (ft) 23.43 23.55 r.iidspan Actual : 2.5" x 27" 24F-V4 Design per i99i NDS Douglis Fir-Larch STRESSES (osi) Shear @ 1 d1 : V = 5.89 k@ 2.25 ft Fv = 206 fv = 131 63 i. Fb 1 = 2742 fb = 2SOS 102 i. (-- Live.LDF = 1.25, Cv = 0,91 1 Cl = 0.97 DEFLECTIONS (in) IE= 1800 ksi) Total = 3,88 = L / 146 ~ N .0. Live = 1.92 = L / 294 Dead = 1. % ~_,_.,......,..,:_.,., _____ ...,..,...~~~'"""""-~-~--~---~-------·--------~----·--~-- ; I ,, r • ' ' ... A I~ j 'I TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IIILE;_ GF-11: LINE E.1 BETW. 6 & 7 BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 Span= 47.1 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFQRCING CRITERIA b b= 2.5 in. bs= 1.5 in d= 27 in. ds= 3.5 in E= 1800 ksi. Es= 1700 ksi. A= 67.5 inA2 As= 10.50 inA2 S= 303.75 in/\3 d1= 0 in I= 4100.63 in"4 Is= 10.72 !--------"O Fb = 2400 psi. Fbs= 1500 I Fv= 165 psi. Fvs= 95 I bs 91 NOS= 1 (1 =yes,0=91 UBC) ds I DESIGN LOADS 1 __ ..- "O Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0.114 k/ft. SECTIQN ERQPERTIES Uniform LL= 0.128 k/ft. n = Uniform TL= 0.242 kips y bar = VTL= 5.6991 VDL= 2.6847 kips Ix= MTL= 67.1069025 MDL= 31.6123425 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL= 2.75 kips ( at end of reinf. location) M TL = 71.08 ft-kips Total Load deflection= Live Load deflection= CQMPQSITE SECTION SHEAR STRESS Case 1 =PL + LL Area Req'd= 41.45 inA2 Full Length Composite not req'd Vallow= V comp. Allow= 9.28 10.11 kips kips 2.97 1.48 in Udefl = in Udefl = Case 2=DL w/Phi reduction factor 27.12 in"2 Shear Stress Q.K, 0.94 15.01 5304.49 101.60 190.13 380.75 in dia. kips --------! I bs I I _I in. from top. in"4 jnA3 COMPOSITE SECTION BENDING STRESSES: M max= 71.08.,.. ft-kips Case 1 =PL + LL Fb top = 2.41 ksi. Fb bot = 1.93 ksi. F rnf = 1.82 ksi. REINFORCING ATTACHMENT: At endl:i V= 2.75 kips VQ/1 = 0.03 kips/in Spacing= 55.53 in Case 2=PL w/Ehi 0.95 ksi. 0.95 ksi. 0.90 ksi. At 1/4 point from end 1.33 kips 0.01 kips/in 115.24 in O.K. O.K. O.K. ,. ' ;_ ' ~ ~ ·q. I < L : __ • -'\------· -· ·-·--··-• •l r r I , CHECK EX ls rer PURL! N e LlNE D.l BET"W ® <lJ-® (~!t"1 '~ .1::J.NE _p,7 _P:,ET. ~ ir-@) . t,J... ;;., 4 ... r-=· -1,J,JJ,i ·f t · i 1 I i t (i-) I D ('..,.J I L f "" (12.2.psf )(Es') + [3,1 plf : 111, 3 plf == \6,o psf ;,c. Es' ::: \28-plf CJ,_ FP-OM NEIN 21/2-cp CHIU.E:D WATER PIPE ( 1. 9 -t-I. r) X :3 = 'Z. 1 p (f --p, FROM 6:X lST16-UN l T ------- 780 \bs X o/?> 7' 1/2.. == 2.60 \bs. PRoVI DE NEW 2-t-4-EA. SI DE: P HID. 1/z. spAN. -·0·. . ' ----··-----· -----. --. -----·-·· ----··----·-· --------·--· -·· ·---· ---. -.. .. ·-----· ---·-.. ~-I':· ~: J,ob N<ai :\ 2K-200 'Ihis q~,am is at: CHECK EXIST' G PURLIN @ D. 7 BETW 3 & 4 A F-:-·•,r-1 ·~. 2.K-200 STRUCTURAL DA~; s-:2000 ENGiNEERS SHT : ;33 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam D *copyright© 1997 by Szuchuan Chang* gth =39.300 ft, span =39.300 ft, I =0.00 inA4, E =0 ksi point load =0.26 kip. at 0.60' point load =0.26 kip. at 4.30' uniform load =0.111 kip/ft start 0.00' end 39.30' uniform load =0.128 kip/ft start 0.00' end 39.30' uniform load =0.027 kip/ft start 15.90' end 39.30' ---cbm------cbm=-----cbm------cbm------cbm------cbm------cbm------cbm--- @9.82, Shear =2.51 Mmnt=37.40 Slope=-1.#JE+000 delta=-1.#INF" @ 0.00, @ 3.93, @ 7.86, @. 11. 79, @ 15.72, @ 19.65, @ 23.58, @ 27.51, @ 31.44, @ 35.37, @ 39.30, Shear= Shear - Shear= Shear Shear= Shear= Shear= Shear= Shear= Shear= Shear= 5.37 4.17 2.97 2.03 1.09 0.05 -0.99 -2.04 -3.08 -4.13 -5.17 Moment= Moment= Moment= Moment Moment= Moment= Moment= Moment= Moment= Moment= Moment= 0.00 18.40 32.03 41. 87 48.02 50.28 48.44 42.50 32.44 18.27 -0.00 Slope Slope Slope Slope Slope Siope Slope Slope Slope Slope Slope =-1. #JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 = 1. #JE+000 = 1.#JE+000 = 1.#JE+000 1.#JE+000 = 1.#JE+000 delta= delta= delta= delta= delta= delta= delta= delta delta= delta= delta= -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" Positive moment =50.29 k-ft at=l9.846 ft. ~ative moment =-0.00 k-ft at=39.300 ft. ~lection down =-1. #_INF" at =19. 650 ft. D span to deflection ratio =0. 0 maximum shear force =5.372 kips. Reaction at left support =5.37 kips. Reaction at right support =5.17 kips @ t4, l3 *· V= '-33~. tv1 = 46. 8'2 ~-ft. If -~.._,.....,.,........,.,. _______ ~ ----------------- . ' .,, -' t, (J cl l I . ' TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IlIL.E:. EXIST'G PURLIN@ LINE D.7 BET 3 & 4 BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 Span= 39.3 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b b= 2.5 in. bs= 1.5 in d= 22.5 in. ds= 3.5 in E= 1800 ksi. Es= 1700 ksi. A= 56.25 in"2 As= 10.50 in"2 S= 210.94 in"3 d1= 0 in I= 2373.05 in"4 Is= 10.72 1--------"'C Fb = 2400 psi. Fbs= 1500 I Fv = 165 psi. Fvs= 95 I bs 91 NOS= 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS , _ '""" "'C Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0.1113 k/ft. SECTION esoeEBTIES Uniform LL= 0.128 k/ft. n = Uniform TL= 0.2393 kips y bar = VTL= 4.702245 VOL= 2.187045 kips Ix M TL = 46.1995571 MDL= 21.4877171 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL= 2.51 kips ( at end of reinf. location) M TL = 50.29 ft-kips 2.47 1.21 in Udefl in Udefl 0.94 12.67 3144.02 80.09 190.89 388.48 Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 34.20 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 7.73 8.57 kips kips 22:09 in"2 Shear Stress o. K. /4.. PRfiv1E JC3 : 2.}(-'2..00 /lv)-1 STRUCTUR...s\l c..::;::: s--;i.o,,o B.t.1S ENGiNi:ERS SHT : 34 in dia. kips --------! I bs I I _ , in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 50.29 ft-kips Case 1 =PL + LL Case 2=DL w/Phi Fb top = 2.43 ksi. 0.90 ksi. O.K. Fb bot = 1.89 ksi. 0.90 ksi. O.K. F rnf = 1. 78 ksi. 0.85 ksi. O.K. REINFORCING ATTACHMENT: V= VQ/1 = At ends 2.51 kips 0.03 kips/in Spacing= 45.75 in At 1 /4 point from end 1.33 kips 0.02 kips/in 86.05 in [· f i ,- .~ __ _; ___ d_ \ ,, ' fl l ~ ------.. --, -~ ·--· ·Ex lsT~ ·-·PuRLl_N _ ~-G:F-~--7 -- -·-···------ -. · (.L \NE D.q B~TW. 3 °c)-4; ) . · . • ---··-----· --------··----------··-·----------(.IJ~ --·--.. --·-··-· ________________ ._ J -=~~ '!"~~~ , t _i__ r _:.l_~~--_ .J. ___________ . _ ' . p, ?1 , 1: P• : P2 0Jp·_-'; p3 P:. --·_ --· --o,4M't-=1.:i; ___ .j,~.2s' i-( 1,,2s'--·· _J,i!.f~----------- ~ $ ~ ~ ~ ~ ~ + ~ ~ -t t -,, . ---- SPAN ., 4t> 1 -s.t 2s c G-1 RDcR ) -~· CJ-IG:-r-<.) ,, 3'l 3 ,, ----------------. ·-. ------ PURL\ N DL : ~~Spc. i?( 2·;/l?-)(22:S-/1~.) == 13.1 p[f W[p =-({2-2psf :,1: & ') +-l?,/ plf W1L."-[6,0psf><&' ~ l l l. ~ p\f =-/'28 plf t,>0:i.. ~ NE:Vv -CHlLLED V\JATE:R PIPE (( 1/2 11 4>) + MlSC. . . - ( 3,b + 1-4) XS ~ IS ,flf ·-,. -. --------- EXlST"'G:-UNlT --·---·---· ____ t&-C>_(bS ><_ 3/3 X 1/2._ =_2bQ[bS. P2 FR_oH. ____ N'E-W GF -1 ' (925 lbs _'f 2/~ r-1/2.. _:. ~64-2 lbs p3 F1<.0M E-X\ST'Ct UNLT. . . ---- 7 30 (bs >< 2./? _ ,c ½. :. 2.4-'.3, ibS. - OJ?> · F!WH -~ E-W ~/2 '' 4> CH I LLE:D WATER Pl PE (1:9 :_ 1. t) _x 3> :: Z.l p(f .. V\.m°'x. ~ 62.2'1' k-~ PROV \DE-. 1·¾11 ·>< 7,1/4-MlCRoUAH EA.SIDE C!!' MID 1/2. Sf+\N --~--------·-------.-'--~~------------·----. ' ' ----· -----~--~-----· ---------------------· ----------·----o-----------------.------------------.. --.-·--:--·------------------ ~-~---+~-----__ ___,_ __ ·------~---·----------.. w ----- l : . --.=-=,...-: . -- -----• :r-:.' -:r------- ,, 1' ,:t l J.,...,b No.:·· 2K-200 ,,-i <) ) This beam is at: CHECK EXIST'G PURLIN@ D.9 BETW 3 & 4 A PRlME JOB : 2}(.-2.oo ~ STRU~.T!-E~AL DATI:; Z::+e"" &;i"/~~ ENG,Nt:1:RS SHT : 2C:. Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam ~ *copyright© 1997 by Szuchuan Chang* th =39.300 ft, span =39.300 ft, I =3545.31 inA4, E =1800 ksi point load =0.26 kip. at 0.60' point load =0.26 kip. at 4.30' - point load =0.64 kip. at 13.05' point load =0.64 kip. at 19.30' point load =0.24 kip. at 35.55' point load =0.24 kip. at 38.95' uniform load =0.111 kip/ft start 0.00' end 39.30' uniform load =0.128 kip/ft start 0.00' end 39.30' uniform load =0.015 kip/ft start 0.00' end 15.65' uniform load =0.027 kip/ft start 15.65' end 39.30' =--cbm------cbm------cbm------cbm-----~cbm------cbm------cbm------cbm--- @9.82, Shear =3.33 Mmnt=46.23 Slope=-1.25E.,.002 delta=-1.9063" @ 0.00, @ 3.93, @ 7. 86, @ 11. 79, @ 15.72, @ 19.65, @ 23.58, @ 27.51, @~.44, @~.37, @. 39.30, Shear= Shear= Shear= Shear= Shear= Shear= ·shear = Shear= Shear= Shear= Shear= 6.34 5.09 3.83 2.83 1.19 -0.50 -1. 54 -2.59 -3.63 -4.68 -6.21 Moment Moment= Moment= Moment= Moment= Moment= Moment= Moment Moment= Moment= Moment= 0.00 22.11 39.21 52.30 59.74 62.14 58.13 50.01 37.78 21. 44 0.00 Positive moment =62.29 k-ft at=l9.257 ft. Negative moment =0.00 k-ft at=0.000 ft. =-1.82E-002 =-1. 71E-002 =-1.44E-002 =-1.03E-002 =-5.28E-003 Slope Slope Slope Slope Slope Slope Slope= Slope:= Slope.= Slope.= Slope= 1.62E-004 5.52E-003 1.03E-002 1.43E-002 1.69E-002 1.79E-002 delta delta= delta= delta delta= delta= delta delta= delta= delta delta= 0.0000" -0.8400" -1.5895" -2.1763" -2.5463" -2.6680" -2.5325" -2.1553" -1.5705" -0.8291" -0.0000" Deflection down =-2. 6680" at =19. 453 ft. D span to deflection ratio =17 6_,JL maximum shear force =6. 345 kips. ~ate-BY IIJSPEc.T1ot0 Reaction at left support =6.34 kips. Reaction at right support =6.21 kips ·---~-------------------------··----------- ~ ,, l 0 -' ~ •, ' ' TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IJILE.:. EXIST'G PURLINE @ LINE 0.9 BET 3 & 4 BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 in dia. Span= 39.3 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFQBCINQ CRITERIA b b= 2.5 in. bs 1.75 in ct= 22.5 in. ds 7.25 in E= 1800 ksi. Es 1900 ksi. A= 56.25 in"2 As 25.38 in"2 S= 210.94 in"3 d1 0 in I= 2373.05 in"4 • Is 111.15 !---------0 Fb = 2400 psi. Fbs 2784 I Fv = 165 psi. Fvs 285 I bs 91 NOS= 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS , _ ..---0 Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0.1113 k/ft. SECTION PROPERTIES Uniform LL= 0.128 k/ft. n = 1.06 Uniform TL= 0.2393 kips y bar= 13.71 VTL= 4.702245 VOL= 2.187045 kips Ix 3545.31 M TL = 46.1995571 M DL = 21.4877171 ft-kips Q= 138.35 , SPECIAL LOADING: (if other than uniform loading) V TL= 3.33 kips ( at end of reinf. location) M TL = 62.29 ft-kips Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Area Req'd= . 34.20 in"2 Full Length Composite not req'd Vallow= 7.73 kips V comp. Allow= 13.76 kips 2.71 1.08 in Udefl 173.79 in Udefl· 438.06 Case 2=DL w/Phi reduction factor 22.09 in"2 Shear Stress O.K. kips --------! I bs I I _ , in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESS~$: M max= 62.29 ft-kips Case 1 =PL + LL Case 2=DL w/Phi Fb top= 2.89 ksi. 0.71 ksi. O.K. Fb bot= 1.85 ksi. 0.71 ksi. O.K. F rnf = 1.96 ksi. 0.75 ksi. O.K. REINFORCING ATTACHMENT: Ateods At 1/4 point from end V= 3.33 kips 2.15 kips VQ/1= 0.06 kips/in 0.04 kips/in Spacing= 22.51 in 34.79 in ----------.----..... _, _______________ _ ~.: • ~I ,· I -:-· -----~Exls"f'er R{RLlN ® cir-1 o. :~-----_-:-,(~\~t: © _es:n,~r@~ @?) _ 1'{1/1 .j, .J,. J; -l-. ,j,. J, l-.j, ------·-· -----f4 p, p, . 1"2. -P., --Fi- -----------'. 12:411'"-·J2.i7:-J'J---10.1:. -·J..51 J:i.~·~ "" J .J, .l,J.J .l,.J.,J, r t C..)tD = ((2,2.psf '>t 8 1 ) + l3.7plf :: /"ll,3pif 0J !L ~ I 6,C'.) ps-f-Y-2' = I 22-.o plf' P, FRoH EX.LST'G lHJ l T. 5()0 (bS X 2../':$ 7<-1/2.. " f671bs. P1 F~DM Ex.I ST'G-l4'' 4> .DUCT + HlSC. (_8-:..f~ plf_-t /,4p_lf)_ ;,c. 2' ~ 8-o /bs:. ----.. -... . -p?, FROM N"El/\J Gf-to ''(C/25-\bs >< 3/3 )( ½ = 64-2 lbs P4 NE.N 4'4> CH!U£D WAfER Pl PE 3>•{[6.3 + Ll) r-8 1 =-432-tbs . w2. ·. NEl./0 3"(() CH ll.LE-D WAfER. Pl PE _Oo.8 + i:.2.)pl'f "3 "' 3G pl-f. PROVIDE '" I¼ Y ·11/4'' MIC.ROLLAH <!: EA. Sll)E -=:.J-------·---------·------ ' _:~ -. . . ----·---~---:-:rs -=· ·; -------~---------------c------------------,, ... -- ~ .1' J. I ' 1 'J'ob ~o·: 2K-200 This beam is at: CHECK EXIST'G PURLIN@ E.1 BETW 5 & 6 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam O *copyright© 1997 by Szuchuan Chang* gth =39.300 ft, span =39.300 ft, I =0.00 inA4, E =O ksi point load =0.43 kip. at 12.48' point load =0.17 kip. at 14.48' point load =0.17 kip. at 17.38' point ioad =0.08 kip. at 27.48' point load =0.64 kip. at 32.48' point load =0.64 kip. at 35.78' uniform load =0.111 kip/ft start 0.00' end 39.30' uniform load =0.128 kip/ft start 0.00' end 39.30' uniform load =0.036 kip/ft start 12.48' end 39.30' ---cbm------:-cbm------cbm------cbm------cbm------cbm------cbm------cbm--- @9.82, Shear =3.37 Mmnt=44.57 Slope=-1.#JE+OOO delta=-1.#INF" @ 0.00, Shear = 5.71 Moment = 0.00 Slope =-1.#JE+OOO delta = -1.#IND" @ 3.93, Shear = 4.77 Moment = 20.60 Slope =-1.#JE+OOO delta = -:-1. #INF" @ 7. 86, Shear = 3.83 Moment = 37.52 Slope =-1.#JE+OOO delta = -1.#INF" @ 11. 79, Shear 2.89 Moment 50.74 Slope =-1.#JE+OOO delta = -1.#INF" @ 15.72, Shear = 1. 24 Moment = 58.47 Slope =-1. #JE+OOO delta -1.#INF" @ 19.65, Shear -0.01 Moment 60.84 Slope =-1.#JE+OOO delta = -1.#INF" @ 23.58, Shear = -1.09 Moment = 58.68 Slope = 1.#JE+OOO delta -1.#INF" @ 27.51, Shear -2.25 Moment 52.28 Slope = 1.#JE+OOO delta -1.-#INF" @ 31.44, Shear = -3.33 Moment = 41. 31 Slope = 1.#JE+OOO delta -1.#INF" @ .37, Shear -5.05 Moment 24.24 Slope = 1.#JE+OOO delta = -1.#INF" .30, Shear -6.78 Moment = -0.00 Slope = 1.#JE+OOO delta = -1.#INF" Positive moment =60.84 k-ft at=19.650 ft. Negative moment =-0.00 k-ft at=39.300 ft. Deflection down =-1.#INF" at =19.846 ft.D span to deflection ratio =0.0 maximum shear force =-6.776 kips. Reaction at left support =5. 71 kips. Reaction at right support =6. 78 kips 0 t ' ' r:r"' : , ' --~ -·---·---• , --1 ,: ., lj ,, -. -- C.HE:CK EX\ ST'G-PURL! N @>.UNE.@) f?ET"W ® ~@ ~URL\N WT_= /3. 7 p\f c,J l P :;: l I l I 3 pl t V'J\L:: [28,0p\f P1 FR.OH EX lST'G ROOF SC.REEN '40p/f ~ 8' = 32.0 lbs -P2.. FRO\v\ i\)EW 4-'\ q:> CHILLED WATER P\PE 3Y(l6.3 -t I. 7 )X 8 1 ::.. 432 \bs ----P~ FROH EXISTG 9UCT ~ 6.124 Jc.. 0----. ·_ ... -~------. . . . ____________ : ____________________ , ___ .l..... ___ ·_ -;-'·-:---·------·.--:-~-·-------··-·. ------- ' . --------~ --___ , ___ --------· -- .--,,,. . PRrME JCB: 21'-- v e. STRl;CTUR.Al DATE: ,-21>po . ~ ENG1,\/EE:RS SHT : 40 >.t I' , '{Jbb NC: 2K-200 . This beam is at: CHECK EXIST'G PURLIN@ F.3 BETW 5 & 6 Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam D *copyright© 1997 by Szuchuan Chang* gth =39.300 ft, span =39.300 ft, I =0.00 inA4, E =0 ksi point load =0.32 kip. at 12.54' point load =0.43 kip. at 12.54' point load =0.72 kip. at 17.24' uniform load =0.111 kip/ft start 0.00' end 39.30' uniform load =0.128 kip/ft start 0.00' End 39.30' ---cbm------cbm------cbm------cbm------cbm------cbm------cbm------cbm--- @9.82, Shear =3.27 Mmnt=43.61 Slope=-1.#JE+000 delta=-1.#INF" @ 0.00, @ 3.93, @, 7.86, @ 11. 79, @ 15.72, @ 19.65, @ 23.58, @ 27.51, @ 31.44, @ 35.37, @ 39.30, Shear= Shear= Shear= Shear= Shear= Shear= Shear= Shear= Shear= Shear= .Shear = 5.61 Moment= 4.68 Moment= 3.74 Moment 2.80 Moment= 1.11 Moment= -0.56 Moment= -1. 50 Moment -2.44 Moment= -3.38 Moment= -4.31 Moment= -5.25 Moment= 0.00 20.22 36. 75 49.59 56.34 57.10 53.06 45.33 33.91 18.80 0.00 Positive moment =57.75 k-ft at=17.292 ft._ ative moment =0.00 k-ft at=0.000 ft. Slope Slope Slope Slope Slope Slope Slope Slope Slope Slope S.lope =-1.#JE+000 =-1. #JE+000 =-1.#JE+000 =-1.#JE+000 =-1.#JE+000 = 1.#JE+000 1.#JE+000 1.#JE+000 1.#JE+000 = 1.#JE+000 = 1.#JE+000 delta delta= delta= delta= delta= delta= delta= delta= delta= delta= delta -1.#IND" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" -1.#INF" 1.#INF" lection down =-1.#INF" at =19.453 ft.D span to deflection ratio =0.0 Deflection up =1.#INF" at =39.300 ft.D span to deflection ratio =0.0 maximum shear force =5.615 kips. Reaction at left support =5.61 kips. Reaction at right support =5.25 kips 0 •.,:- ~: '1 r 0 I 0 TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM I!.ILE;_ EXIST'G PURLINE @ LINE F.3 BET 5 & 6 BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 Span= 39.3 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b b= 2.5 in. bs= 1.75 in d= 22.5 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 56.25 in"2 As= 19.25 in"2 S= 210.94 in"3 d1= 0 in I= 2373.05 in"4 Is= 48.53 1-------- Fb = 2400 psi. Fbs= 2891 I Fv= 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS ,_ ...-"C Uniform or special (uniform=0, special=1)= Uniform DL= 0.1113 k/ft. SECTION PROPERTIES Uniform LL= 0.128 k/ft. n = 1.06 Uniform TL= 0.2393 kips y bar = 13.51 V TL = 4. 702245 V DL = 2.187045 kips Ix M TL = 46.1995571 M DL = 21.4877171 ft-kips Q = SPECIAL LOADING: (if other than uniform loading) V TL = 3.27 kips ( at end of reinf. location) M TL = 57. 75 ft-kips 2.55 1.09 in Udefl in Udefl 3502.76 126.88 185.20 432.81 Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 34.20 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 7.73 12.31 kips kips 22.09 in"2 Shear Stress o. K. in dia. kips --------1 I bs I I _, in. from top. in"4 in"3 . COMPOSITE SECTION BENDING STRESSES: M max= 57.75 ft-kips Case 1 =PL + LL Case 2=DL w/Phi Fb top = 2.67 ksi. 0.74 ksi. O.K. Fb bot= . 1.78 ksi. 0.74 ksi. O.K. F rnf = 1.88 ksi. 0.78 ksi. O.K. REINFORCING ATTACHMENT: At ends At 1/4 point from end V= 3.27 kips 2.09 kips VQ/1 = 0.06 kips/in 0.04 kips/in Spacing = 24.69 in 38.55 in ~ 17 ., ' )I' ' ., ~ E:)<.\ST'G:-PLlRLIN ~ GF-5 (6:F-(q S!M .) (LI_N~@. ~ET.:@ (t,i. ®; __ _ SPAN :: 40 t_ S,/2S'' ( e:riRD=R) -4" CHC:i-R) :: 39, 3' FURUN 'DL-::. (3S-pc-f)(6.lE;/t2)(2l;f2.) = 44,~ptf vJ10"" (l2. .2.psf ,<. 4') + 44,~p( f = C/3. I plf V0tt... '::. \2 ps.f-X 4' Rr:;,"' 6,2-4~ > FRoH oRlGIN'AL PtL :. !3 ,lb {< P.2. FROH E:X\ST1Cr DUCT. P~ FROM NEW G-F-5. -. 2..s-Ob. lbsX 2/3 _x 1/2. " 8 33 lbs. C-0:L: NEltJ 3"q:> CHlLLE:-D WATER PIPE. · . (10,& + /.2}pif" 3 ~ 3b pl_f ::-48.0 plf CAL. e;J"": NE-Vv l½" 4> Ct-{lLLc:.D_ VJATE-R PIPE' (;s.6 + lA· )plf >c g· ::. (S plf. P+: NEW 4'cp CHILLED ltJATER P!F'£ -3)(({6'_~ + 1,7) p[f -;: 8' = 4-:i2. lbs. Ps, EX'.\ST'~ ROOF SCRE.GN 40 p!f '/. 8' ~ 320 lbs A PRIME JOB : 2.K-2.00 SffiUCTURAL CATI;: .s-::2.000 ENG-iNEERS SHT : 4? .. -. -·-~-----------··--·----··----------·-----------------. ' Ok. W/ E-XIST'G 6 ¾ x 21 ~LB. -. . . ~: ,, J " ' ~ ~ >J ., EXIST'G PURLIN@ Gf-5 05/29/00 2K-200 8U;1p 12v1 s%4 i48TBEAM ANA.LYSiS Pf@3RAMsi p9v1 s0b4 i 4BT (6,43)8Us0p10,00h12v0s0b3T SPhN LENGTH= 39,30 ft (Siir;ple Span) UNIFiJRM LOADS Odft & ft) wd wl Xi X2 Or093 0,048 0' (H) 313 I 30 1:?,B5 34.40 O.Oi5 0,!)00 34:40 39,30 POINT LOADS lk I ft) PG Pl 1. i53 0.000 0, 432 0: (l(H) X i9.b5 34.40 37,70 12:85 REACTIONS (k) LuAD LEFT f:i!3HT 5.973 7,513 Live 3.823 3,823 T ..... +., 1 1:.H·-:il. '3, 7'36 i 1. 336 Y 1ax = 11.34 k @ 39.30 ft M max = 1~8.29 kft I 19,65 ft DEFLECTIONS (EI = ~inA2) LQAD Defl fin) Live 151627!5/EI Dead 22474724iEI P~sr Ko1ent Lu= i.,00 ft Broce Spac i n,g = i, 00 ft Couglas fir-Larch IN) S!RESSES (psi) Shear @ 'd1 : V = 10.15 k@ 37.05 ft X rn:i i'},68 19. E5 fv = 205 fv = 84 41 X fb 1 = 2742 fb = 2316 84 Y. Live LDF = 1.25, Cf= 0.91 DEFLECTiONS (in) IE= 1800 l:si) fotal = 1.8$ = L I 250 Live = 0.75 = L I 620 Dead = 1. 13 PURLIN. ---~ ---. ·---- r . ------. -.. SPAN" 2D, _ CG,/2.5' + 6.15') x 1/2 -4''CHGR.) ::: 19.2.1 . --. . ------- ?')to _.,_ .. ((2,2.p!f x 8 1 _ ) ~ __ {0,4-_ C4x! 2.) (.,J lL :: 20,8r.lf 'J'-8/ :: to8 plf =-_ lo ~ p l_f _ OJ.2. ff<OH NEW 2''c\> CH lllE:-D WATER Pl PE (12,_0+ (_O)p'lf·Y 3 :::. 18 p/f P, '-Ex ( ST' G RDO f 3:-Rff;N 4-C? plf y: 8 I : 32.D [ ~!, . -· . ---' . ----. . --0 .... _____ .f:__~~9~ --~§~ _ _?"-~--c~~-LL~J? .. ~~~-_ _P_I?~. _,.. ... ___________ ~!C?~·2._!__l:B_) _~ --~'-_: --~~?.. 1 ~~ ______ _ - PROV\PE !\)f.lAJ l¾'' i< 7 A 01 K\CRDLLAM eA. SIDE; ~ VllD. 1/2 SPAN -'.~----. ·--- ------·-----·---- ~ 1 ··!_··. ~~-. _:._..,._"::-: - --~--------------------' ----·-· -- ! ; ; _!_ . j •• ' -----·-·. ------_____ . ____ · __ ------.-~----~-.---·--··-· -----· -· .· . -.. -.l .:· ' ·•J'ob No.f. 2K-200 This beam is at: CHECK EXIST'G PURLIN@ G.9 BETW 5 & 5.5 A P~i~l:E J;::3 : 21(.-20o1 STRUClURAL DATE: 9'-.2o0 O ENG!NEERS SHT : 4~ Simulate Couples, Concentrate, Uniform, & Triangular Loads on a Simple Beam D *copyright© 1997 by Szuchuan Chang* 1gth =19.200 ft, span =19.200 ft, I =0.00 inA4, E =0 ksi point load =0.32 kip. at 12.85' point load =0.60 kip. at 12.85' uniform load =0.108 kip/ft start 0.00' end 19.20' uniform load =0 .160 kip/ft start 0. 00' e·nd 19. 20' uniform load =0.018 kip/ft start 12.85' end 19.20' ---cbm------cbm------cbm------cbm------cbm------cbm------cbm------cbm--- @4.83, Shear =1.60 Mmnt=l0.86 Slope=-1.#JE+000 delta=-1.#INF" @ @ @ @ @ @ @ @ @ @ @ 0.00, Shear = 2.90 Moment = 0.00 1. 92, Shear = 2.38 Moment = 5.07 3.84, Shear = 1. 87 Moment = 9 .. 14 5. 76, Shear = 1. 35 Moment = 12.24 7.68, Shear = 0.84 Moment = 14.34 9.60, Shear = 0.32 Moment = 15.45 11. 52 f Shear -0.19 Moment 15.58 13.44, Shear = -1. 64 Moment = 14.17 15.36, Shear = -2.19 Moment = 10.50 17.28, Shear = -2.73 Moment 5.78 19.20, Shear = -3.28 Moment = -0.00 Positive moment =15.65 k-ft at=l0.848 ft. ati ve moment =-0. 00 k-ft at=1·9. 200 ft. Slope =-1. #JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope =-1.#JE+000 Slope = 1.#JE+000 Slope = 1.#JE+000 Slope = 1.#JE+000 Slope = 1.#JE+000 Slope 1. #JE+000 delta = -1.#IND" delta -1.#INF" delta -1.#INF" delta = -1.#INF" delta = -1.#INF" delta = -1.#INF" delta = -1.#INF" delta -1.#INF" delta = -1.#INF" delta = -1.#INF" delta = -1.#INF" '.Election.down =-1.#INF" at =9.792 ft.D span to deflection ratio =0.0 maximum shear force =-3.284 kips. Reaction at left support =2.90 kips. Reaction at right support =3.28 kips CJ ~ E. , ' I I • . 0 . SC , , TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM I!ILE;_ EXIST'G PURLINE @ LINE G.5 BET 5 & 5.5 BEAM TYPE (GLB=1, SWAN = 0) = 0 O.K. Fasterner= 0.75 in dia. Span= 19.2 ft. Fast. Cap= 1.463 L.D.F. = -1.25 (for timber) REINFORCING CRITERIA b b= 3.5 in. bs= 1.75 in d= 11.25 in. ds= 7.25 in E= 1900 ksi. Es= 1900 ksi. A= 39.375 in"2 As= 25.38 in"2 S= 73.83 in"3 d1= 0 in I= 415.28 in"4 Is= 111.15 1--------"C Fb = 1595 psi. Fbs= 2784 I Fv= 95 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 USC) ds I DESIGN LOADS J_ ..... "C Uniform or special (uniform=0, special=1)= 1 Uniform DL= 0.108 k/ft. SECIION PROPERTIES Uniform LL= 0.16 k/ft. n = Uniform TL= 0.268 kips y bar = VTL= 2.5728 VOL= 1.0368 kips Ix MTL= 12.34944 MDL= 4.97664 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL = 1.6 kips ( at end of reinf. location) M TL = 15.65 ft-kips 0.93 0.44 in Udefl in Udefl 1.00 6.41 588.15 30.86 247.93 526.28 Total Load deflection= Live Load deflection= COMPOSITE SECIION SHEAR SIRES$ Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 32.50 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 3.12 9.14 kips kips 18.19 in"2 Shear Stress O.K. kips --------1 I bs I I __J in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 15.65 ft-kips Case 1 =DL + LL Case 2=DL w/Phi Fb top = 2.05 ksi. 0.55 ksi. O.K Fb bot = 1.55 ksi. 0.55 ksi. O.K. F rnf = 1.55 ksi. 0.55 ksi. O.K. REINFORCING ATTACHMENT: At ends At 1/4 point from end V= 1.60 kips 0.96 kips VQ/I= 0.04 kips/in 0.03 kips/in Spacing= 34.84 in 58.26 in . ------------------------------- i~ l! ) ' l -.-- C\--IE:C.~ E-XlS:r'G-&lROCR @ LlNE-® Wp EXlST'G-GlRDE.R WT. = (3S-Ff )(6·15?f2.)(.'.(2.~/!2) ,, 36.'1 plf. PP = ( 4. 4 psf ~ 8 ' ~ 4-8 ' ,, s. 5? 1<- p L.-= 12.0 psf >< &' .x 4B' ~ 4:6( ~- Pt : 0,271< (EX1ST'G-DJ,CT) P2-FROM t\)ElN c'.?F-(4, P2.D "' 2,2..13 ~ o/'.3 "' u; ic-PZE"' 3 ,1;42 ~ P:s ·-3~5plf x. 24-'"' a,:h~ ( NE\.:\) 2.''~ CHILLED VJATE.R PIPE) CASE. l ; D+L . . .. fv\mo-.)(. "' l4L 2. ic--tt. CASE ]I ; P+ SEISMIC (v{y,-.o..x. = 9o. t S-~-ft. OK. W/ EXIST1Q (;¾.x 22'/2 d:LB W/ l3/4X5"1/2 MlO<OUAH. SEE COHPUTER OUTFUT. ff SINCE 'ONLY I ~ DtL CASc. G-0VE-RNS, c DtL' Ct'GE:. . Wt LL BE CHEC.k-E-D. ~-, -,s.,.._____, ____________________ ··-··· ---------·· --·--------------~---·----------------·-··-..-------.... J ' ~ r:z;_-g ~ ~ LINE 2 BETH H & 8 -CASE I (lf,/01/00 2K-200 P'"''~ ~,.. 1,:1,v,!: J03, 2J::;..2C)0 Ji, STRU•'"'TI , .... AL . . B~·""' _ · '--, ...::,; DAT[;: 6-:i..ooo ,,...,..., 'Ne···---.., c: · a'-~.:ti-.:S Sh7 : ~1 8Us1pi2v1s0b4l48TBEAM ANALYSIS PROGRAHs1p9visOb4i48T (6.43)8Us0pl0.00h12v0;0b3T SPAN LENGTH= 27.50 ft \Si lllp1 e Span i UNIFORM LOADS (~/ft & ft) X1 0.037 0.000 (!: 0(1 27.50 PD1Ni LOADS tk !, ft) Pd Pl S.SM1 4.610 E-.i50 4:010 i z 500 0 I O(H) ! . 500 0. 000 REACTIONS (k) LOAD X 13.75 2L75 . 22.25 25.75 I EFT Dead Live fotai 6.915 12. 1 i(J 6.'3i5 ! tj, 025 V max = 1~.03 k @ 27.50 ft M max = 141,20 kft@ 13.75 ft DEFLECTIONS CEI = kinA2) LOAD Defl (in) X (ft) fotai Liv2 18451792/EI 13,84 7529045/EI 13.75 10931772/EI cid5pan Pos. Moment Lu= 1.00 ft Brace Specing = 1:00 ft Douglas Fir-Larch IN) STF.:ESSES (p~.i) Shear @ 1 d1 : V = 17.46 k @ 25,63 ft Fv = 205 fv = 172 Fb' = 27,38 fb = 2'375 84 % 106 i. Live LDF = 1,251 Cf= 0,93 DEFLECTIONS (i nl (E = !800 ksi) Total = 1.60 = L / 20& Live = (l,65 = L / 505 -Dead = 0.95 (-- , j, • A fJQI 0 1 I LiNE 2 BETW H ~ G -CASE II 06/01/0(J 2K-200 8Us1pi2v1s0b414BTBEAM ANALYSIS PROGRAMs1p·M~-Ob4148T (f .• 43i BUsOp i O, OOh 12v0s0b3T SPAN LENGTH= 27.50 ft \Simple Span) utHHlRM LOADS (k/f-t t< ft) wd wl X1 V') AL 0.037 o. !)()0 (1,00 27,50 POINT LOADS (1, ,. {,: it) !)' I G Pl X 5,800 0,000 5.75 5, B(H) (l,(i(lO ~., 7~ l,:1 ;-.J E.i50 0,000 21.75 3,542 0, O(H) .·,.; •"1'i: l,,l,.1 L.J 3~542 (1,000 25r/5 REAGTIOriS OJ Ln"n 1,,,li'lw LEH RIGHT De2d 10.184 15rb75 Live 0.000 0,000 Total 1 ,·, iQ-{ \.•1 .i.U't 15,&75 V max = 15,&7 k @ 27,50 ft 27,50 ft Vd max= 15,67 k @ '30, 15 kft @ 11 11;ax = i3.75 ft Md max= 90,15 kft@ 13,75 ft DEFLECTIONS (EI= kinA2) LOAD DEfl (in) J (ft) Iota! 120&2188/EI 14,05 Live 0/EI 0, 00 Dead !2055110/EI 1ids?an Pos, Hobent Lu= 1.00 ft Br~.:e Spacing = ·LOO ft Douglas Fir-Larch (N) STRESSES (psi) Shear @ 'd' : W = 12,06 k @ 25,63 ft tFv = 149 fv = l19 80 % tFb' = 2518 fb = 1899 75 % Live LDF = 1,251 Cf= 0.93 t Governed by Dead LDF = 0.90 DEFLECTlONS (in) (E = moo ksi) __ Total = 1.05 = L / 316 Live = 0.00 = L / --- -J' { :-1 V 0 I TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IlILE_;_ EXIST'G GIRDER @ LINE 2 BETH & G BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 Span= 27.5 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b b= 6.75 in. bs= 1.75 in d= 22.5 in. ds= 5.5 in E= 1800 ksi. Es= ,1900 ksi. A= 151.875 in"2 As= 19.25 in"2 S= 569.53 in"3 d1= 0 in I= 6407.23 in"4 Is= 48.53 1--------'O Fb= 2400 psi. Fbs= 2891 I Fv= 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 USC) ds I DESIGN LOADS ,_ ...... 'O Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL = 6.17 kips ( at end of reinf. location) M TL= 141.2 ft-kips 1.38 0.00 in Udefl in Udefl 1.06 12.25 7753.29 152.33 239,61 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =DL + LL Case 2=DL w/Phi reduction factor Area Req'd= 44.87 in"2 0.00 in"2 Full Length Composite not req'd Vallow = 20.88 kips V comp. Allow= 25.45 kips Shear Stress o. K. in dia. kips --------1 I bs I I __, in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 14-1.20 ft-kips Case 1 =PL + LL Fb top = 2.68 ksi. Fb bot = 2.24 ksi. Frnf = 2.36 ksi. REINFORCING ATTACHMENT: V= VQ/1 = Spacing= At ends 6.17 kips 0.06 kips/in 24.13 in Case 2=PL w/Phi 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1/4 point from end 6.17 kips 0.06 kips/in 24.13 in O.K. O.K. O.K. ·ff ! i;-,; I! I• ~'iil;"""*,_,.,..,....pus..,.,rb....,.,....,,., ..... ,,_~«r-,11-11 •-• ...,.,,.......,.,_.,.., .... ,.,.. . ...,I ,_w"""''""""' ,...._,,...15...,11,_ . .,_., =1;...,,, • ..,.,.._, "'"''tr"..i.·eh..i.lrit....,'C...u<'-':.:ai;;;}~;....;;,.· ;;.;;.:.;"•.;...· ..;;.-~"-"•'-«':..a)rc.::...· .;.• • ..:.,.· '-' .,;J,·''...!.·'-="-"-;;___,._, ........,,.,..• _.._......... _ ____..____. __ ' ' J. f : ~'I. .~-- ----------,---'t -· J: .{ .l l .. -----··.·ExisT1G G-lRDER ~ ((NE® ---·· ------·, f • ~.:~~,-~-:--;--:-=_::,-: ::--··-~--~~:·-~-------·--·-·· .. , ~ . ' ' .\ . . p~ ____ ' ____________ : .. : · __ p} __ ;_ E'c.: _____ " __ __:_' __ p,_ p,. ___ · --P+ . P1, . 1~·4;.~ P P f P1 P .'. P P p p -·-----572-%-i-a:.-J-rf,-_feA-"jfbl-€'--t-·s,-t B' -i · 15' · t l.? • [0.'25,. r r . ------- . ---. (Ne E.x_lST'G-GI R.DG.R WT. -= (~£:'Ff )(6.15/i':2.) ( 31.711) • p I" =-5,S-3 I' + 0, 211"-C EXlSr'G DUCT) :: S, 8 1:-• . ---P1.. ~ 4-G ! ~- P, i .2. :z:s k (NEW GF -Is) P2..: 6.37"° (~XIST'G 7Do11cs. UNLT) Ps ·. o.3,41.: (NElAJ GF-18) ·-p'\-' 0, 12.6 fc. _ _(f;XIST\:i-_. 4S-O !o.; U Ni T) p~ O:~G4:i<: ... \_N§~ _G-:F"_-8)_-t-2.(31 K(G-F-20) ::c 2,6Tlfc. s1. 7 plf p? _:3Y:_12p!f..~ ~-8 1 = kl-2~\,.(NGW 3'\q> CHILLED WAT~R P(PE: '). ~~-.... ----· ______ · ________________ ·-· ·--·---·---~ SEE. COH PUTER OUTPUT -~---... ---· ------------~---------. ---' PROVIDE !3/4''X'S¼" -/,CJE. M!Cl<OLLAM LVL FOR FULL LENC:rTH ... ---~ ----. -· -- • :..· •·"! ?,3,o.( 18..2. s· ~-· 6' 13' 8' V "l.84 -:20.0 ----------=2..!C::<},4.L.,_ _____________ --·-· 31,l~' ---- ------------------·--·-----··-------·------·-·----· ...:. )-··-...____,~---,fg·._'ct>_H_._B._1 s_. _11:_e_"J)-'--f4_''_4'_M._s._:s __ 1_/2_" <?--J(.._i_Ve_"_c:p_M_.B ___ • 1 .s 0 @' 8 '1·0.c,. e1r 1·O.c. @ 24 .. .,,c. ~ IZ"0,C, e 8'lo~ C. -------------------------------·--·-~----------r ,----. --·-·-·----~-------•. . . -----·-. ·-~; ,.· i:. -· ' ) < l' 0 " , 0 . LI NU BEHi St,F 05/2':Jj(H) 2K-200 8Uslp12vis0b4148TBEAH ANALYSIS PRDBRAMs1p'3v1 s0b4148T 16.43)8Us0p10,00hl2v0s0b3T SPAN LENGTH = 48.00 ft LEFT CANT= i0.25 ft RIGHT GANT = 10,25 ft UNIFORM LOACS lk/ft & ft) wd 1*11 0.(l52 0.000 POINT LOADS lk & ftl Pd Pi X i 1. 480 b. '320 5,B(lO 4,610 -10.25 ~4(; 4.510 -(!,(}(} 71528 4.610 8:00 2. 250 0. 000 ! 3, 40 5.800 4,610 16.00 6,170 4.610 24,00 6,296 4.510 32,00 5,926 4,610 40,00 9,477 4.610 48.00 5. 800 4, bl O 56, (H) REACT IONS I kl LOAD LEFT R1GHT De2d 43.188 4:3,1'33 Max : Live Td,:i Min : Live MAXHlliM FORCES 2'3.Sii 2'3, '311 73.liO V max = 33.01 k I O.OO+ft N rein = -274.60 kft I 0.00 ft (M<O full span) DEFLECTIONS (EI = kin-''2) LOAD Defl (in) X (ft) Total 8'33462'34iEI 23.81 6006'3815/EI L.G, 61565032/EI R,C. Live 672'37446/EI 24. (l(l 52054238/EI LC. 52054238/El R.C. Dead 22:i40602/EI trii dspan 8015575/EI LC. '35107'32/EI R.C. Ir • ,,am Span Cant. (1 ocal) · · TOTAL Defl EI EI L I 180 27920718 11635454 L I 24(1 37227624 15513'33'3 L I 360 55841436 23270908 LIVE Defl EI EI I; ,. 1 ,, '·• 0 . . L / Z4U . l / 360 L / 480 Zo040btl4 42060904 5$081208 bOi~bbl · '3110491 12147321 LINE2 BEHi G&F 05/2"3/(H) --------------2K-200 8Usip 12v1 sOb4148TBEAl'l DESI6N PROGRAMs1 p'3v1 s0b4148T (6. 43) 8lls0p 10. Mh 12v0s0b3T Left Cint Lu= 8,00 ft Right Cant Lu= 8.00 ft Brace Spacing = 8.00 ft Beim Braced@ Supports Pos. Moruent Lu = 1. 00 ft Brace Spacing = 1.00 ft Actual : 6.75" x 31.5" 24F-V8 Douglas Fir-Larch (N) STRESSES (psi) Max. Shear Main Span Left Cant Fv Fb' Fb' = = = 206 fv 2695 fb 2&'35 fb = = = 232 2745 112 'I. <-- 102 Y. {-:-- i 10 i. <-- F' I = 2t85 fb = D Right Cant 2919 108 'I.<-- Live LDF = 1.25, Le= 2,06 x Lu, Cf= 0.90 DEFLECTIO~S (inl IE= 1800 ksi) Totai ~ Main Sr,an = 2.82 = L I 204 left. Cant = 1. '30 = L I 4130* I Right Cant = 1 .~r: , .;J = L I 495* Live : Main Span = 2, i3 = L I 271 Left Cant = i.64 = L /125if Right Cant = 1.64 = L 1;:--,c--1 .. , I l.L-.Ji" Deid : Midspan = (l,70 Left ·c:ant = Ot25 Right C.;.nt = 0.30 * local ~t"•s?sit?t tt':tMM©tr 'l' J i '{ \ ,, ',, ¥It tt-rt ft,. illl "~» ... H •'<l,PrVI "hf"KW TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IJ.ILE;, EXIST'G GIRDER @ LINE 2 BET G & F BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.875 0 Span= 48 ft. Fast. Cap= 1.575 L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b b= 6.75 in. bs= 1.75 in d= 31.5 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A=, 212.625 in"2 As= 19.25 in"2 S= 1116,.28 in"3 d1= 0 in I= 17581.43 in"4 Is= 48.53 1--------'C Fb = 2400 psi. Fbs= 2891 I Fv = 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS I_ ~ 'C Uniform o.r special (uniform=O, special=t)= 1 Uniform DL= 0 k/ft. SECTION PROEEBTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) VTL= 33.01 MTL= 274.6 kips ( at end of reinf. location) ft-kips 3.05 0.00 in Udefl in Udefl 1.06 16.88 20767.10 241.11 189.07 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1=DL + LL Case 2=DL w/Phi reduction factor Area Req'd= 240.07 in"2 Full Length Composite Req'd Vallow= V comp. Allow= 29.24 kips 33.81 kips 0.00 in"2 Shear Stress O.K. • -•,, ">' • ·u. "·' • ,,.-,:,,-,• , .·, ,.,,__ .. --" .,. , ,· '] A-.. P~1:',1:f: J:::a : ~-.20° _f,.~ STRUCTL'i0\L c;.::: s-.2000 Slf=b ENG;,~::Ek3 SriT : n in dia. kips --------1 I bs I I _I in. from top. in"4 in"3 COMPOSITE SECTION BENDING STEsESSES: M max= 274.60 ft-kips Case 1=DL + LL Case 2=DL w/Ebi Fb top = 2.68 ksi. 0.00 ksi. O.K. Fb bot = 2.32 ksi. 0.00 ksi. O.K. F rnf = 2.45 ksi. 0.00 ksi. O.K. REINFOBCING ATTACHMENT: V= VQ/1=- Spacing= At ends 33.01 kips 0.19 kips/in 8.22 in At 1 /4 point from end 33.01 kips 0.19 kips/in 8.22 in ~,::..·,;1"'--1,w - -1 k -f ·t 1 • ~--~-~, -----· ., MI dthl •• tri¥'i:tCPril 1 1 llfl dl l~tz0cg6c,weff l 'fl tb U tG •' • 'i--. • f > l!'' ·1 l ' CHECK EXlST'G lilRDER ~ UNE-© --··. ----________________ __;::::c__ ----~=: =~--= ---f: __ P~ -P• _, P r P ---··-·-· · ·----·· s.1s; l--i,· -l· ~-,--_rs.1:s·· i 21.!, I i PD "' 5,531<:.. PL.. -: 4.6l ~ p, : NEW 4'¢ C!{lLLf:.D WATER PlPE ,3X I 8-plf )C. 48 I = 2,59 21<- p:,. : e:XlSf'G 2.bO lbs UNLT" = O .Ll8_ lbs. P~ ·. NEW ~'¢ cH.\ LLE:D WATER Pl PE _3x l~flf ~ 2.4-1 :: /.2.Cfb IC SEE COHPUTER CO,TPUT PROVIDE NE.Vv 2-l ¾ Y /\1/4 -I~[ MlCRolLAM LVL @ HID. lb' W/ 3>/411 4' M.B. C? 12 '' o.c. ------------------ -J ·-·----·-~-----------------~ ------------- J ---.,---.----.-~---------------'-: ___ ···-·-·-:· --· ···-·. -· J ··-·· --· --... --·····----· ··---··--·-···-·-.---... -··· i ·.-' , ' ~.,, .. , 't ,L I., 1 J LINE2 BETW F&E 05/29/00 2K-200 8Usip12v1s0h4.148TEHM ANALYSIS PR013f.'.AMs1p'MsOh4148T (L 43) 8Us0p10. OOh 12v0s0b3T SPAN LENGTH= 27.50 ft !Si !!ipl e Span) UNIFORM LOADS (k/ft ~ ft) wd \il Xi 0.034 0.000 POINT LOADS (k & ft) Pd Pi X 8.122 4.610 5,708 4.61() f.826 4.61{} REACTIONS (k) LOAD Dead Live Tot,;i C' "7'!:' ,..i, !J 13:75 ·j; I~ ~.!., t.J LEFT r C:"t:' Oi .;11,.1 1B-: 094 RIGHT }0,425 17i340 V max = 18.09 t @ 0.00 ft M max = 143.68 kft@ 13.75 ft DEFLECTIONS (El = kinA2) LOAD Defl (in) fotiil 18857537/EI Live 7529045/EI Dead ~ 13282'33/E I Pos, Moment Lu= 1,00 ft Brace Spadr.g = !. !)0 ft V (ft) r, 13. 70 1" ~c-.i:., I J illi~sp2n Actual : 6,75" x 21" 24F-V4 Douglas Fir-L,;rch IN) STRESSES (p:i > Shear @ 1d1 : V = 18,03 k@ 1,75 ft Fv = 206 fv = 191 93 X fb 1 = 2819 fb = 3475 123 i. (-- Live LDF = 1.251 Cf = 0. 94 DEFLECTIONS (in) (E = 1800 ksi) Total = 2,01 = L / 164 Live = 0.80 = L / 411 Dead = 1. 21 ' ! 0 < ,, ..... ,r • ,,., .. ~~ "' ..,_,~,.r ) d TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM I.II.LE:. EXIST'G GIRDER@ LINE 2 BET F & E BEAM TYPE (GL.B=1, SWAN = 0) = 1 O.K. Fasterner= Span= 27.5 ft. Fast. Cap= L.D.F. = 1.25 (for timber) REINFQRCIN!:2 CRITERIA b= 6.75 in. bs= . 3.5 in d= 21 in. ds= 11.25 in E= 1800 ksi. Es= 1900 ksi. A= 141.75 in"2 As= 78.75 in"2 S= 496.13 in"3 d1= 0 in I= 5209.31 in"4 Is= 830.57 1-------- Fb = 2400 psi. Fbs= 2622.9 I Fv= 165 psi. Fvs= 285 I bs 91 NDS = 0 (1 =yes,0=91 USC) ds I DESIGN LQADS I_ Uniform or special (uniform=0, special=1)= 1 0.75 1.463 b "O -,- "O Uniform DL= 0 k/ft. SECTIQt!! PROPERTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= YTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL = 5.904 kips ( at end of reinf. location) M TL= 143.68 ft-kips 1.48 0.00 in Udefl in Udefl 1.06 12.30 7331.29 255.44 222.66 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 42.94 in"2 0.00 in"2 Full Length Composite not req'd Vallow= 19.49 kips V comp. Allow= 38.19 kips Shear Stress OK ft PRIME JC-3 : 2K-2oo J\ .. ~ SffiUCTURAL c.-s.::: s-2000 .GJ~~ ENG,.\=:ERS Sf-il : i;;R in dia. kips --------1 I bs I I _, in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 143.68 ft-kips Case 1=DL + LL Case 2=DL w/Phi Fb top = 2.89 ksi. 0.00 ksi. O.K. Fb bot = 2.05 ksi. 0.00 ksi. O.K. F rnf = 2.16 ksi. 0.00 ksi. O.K. REINFORCING ATTACHMENT: V= VQ/I= At ends 5.90 kips 0.10 kips/in Spacing= 14.22 in At 1 /4 point from end 5.90 kips 0.10 kips/in 14.22 in ,, ,, "' _. .~;,.,cz~1··re:~-·wz:u1r1·-tcrt · .11. l :.-l'f.':",1 .. .!. · ·l · a,;~ ~·.,:.f· :~", 1· -· i -' ., ' '-~ . CHECK EX IST'G: G:lRCER ~LINE--® ---;---::--e~ __ f:r, P,. Pi!> P! P:1, -· · -:----:-c;; 6 ,'l:z..-pr -p;:_-· · -·-P.2-· p., --p.,--· ---Pa··- . p• 10-42.S .p p p p p p --------------+:r-·----i --1 · --r··-··· r---r 10.2!:,' I . 48'. -- vJp i EX[S"("'G:-GIRPER WT"-= (3G'pc.f)(6·11/i:i.)(34.y12)"' ;-6.G plf ------. -·- aJJ. -·1V- .. ( PP = S.55 1.:. P 1... ... 4,6t ~- f.194~ P :z.. •• NEW G-F -11 I. o 6 ~ ?0 ·. EXlSf'G 2-l&B011:>s UNIT "" 0, 311c-. p-+ : f)(°lST"'G 2..60 lb~ = 0,O6b, k. P:!> : NEW &F-G = o.44-1<: PG ·. E-X[ST'G: 150 lbs: UNIT "' 0,4Sl<'. ·-p.., \ 500 lb.~ ,, ':-0.?21<-.. P& -. I• 780 (bs ::, 0,496ic.. ---------. -----------·- SEE.· coKPUTER OUTPUT -. -. . --- PROV!DE. l~/4'' >< 13 1!2. -l,9E HlCROLlAM LVL W/ -¾' 4? N.8.'S k3 .3He>WN BELOW_ 34-.?. ·.21.4 \0,5 8' 8' ?' V 8' 8' 8' 2.G (?, 2. ___ _._ ... -----------------.---------------------------., . ;/ ··~ . -~ ' o/4 ~ -u-. --·-: ·----: ·' <e8'10 C ¾." H.B.'S -. ', ... ; .. ... --. --r------+-----~------------------·---·----- ! _..,, ' • ~ .24"0,c. l 1 .. • ' • ' ' -'-------··-------·-------·-·---·-· -----··---· .. - -·~ ) ' l J ,, 0 EXIST16 GIRDER@ LINE 2 BETW E & D ----------------------------.----- 05/23/00 2K-200 8Us1p12v1s0b414BTBEAM ANALYSJS PROGRAM;1pSvisOb414BT (6.43l8UsCp10.00h12vOsOb3T SPAN LENGTH = 48. 00 H LEFT CANT = i (l, 25 ft RIGHT CANT= 0.00 ft UNIFORM LOADS (k/ft, ft) (l,(157 0.000 9.3Bi 7:700 7, ]'3;) 5,850 5,530 4.6i0 4. £10 4.610 (l, (H)(i ~EACT 1 ONS ( k) LOAD Dead M2x Live Total Min J. LlVe Total "I ,,, -10,25 -8, (H) 24: (H) 32, (H) 40,(l() 48.00 LEfT 75,8&7 0.000 48.00 RIGHT 13.3i3 '1 C'•jC' ! "-r JL.U 24,838 -2.24& 11,057 V 1,c.X = 34. 28 k @ (l, OO+ft M ~in = -269l54 tft@ 0.00 ft H = 0 kit @ 13.98 ft 121831101/EI 24:94 -55784315/EI L,C. Live 672S744f,/EI -45725301/EI l,C, Dead 54213250t:/EI m1 o~-pan -1005900!/EI L,C. Marn Sp,;n TOTAL Defl cT L.i I I 180 38072220 L. L I 240 50762%0 L I 360 76144440 I L!YE Defl · EI L / 240 28040604 L / 360 42060'304 L / 480 56081208 Cant. (l c,cal) LT I.. 1i274297 15032396 22548594 EI 6073661 '3110491 12147321 . ' '' J ., -~ EXIST 16 GIRDER@ LINE 2 BETW E & D 81Js1p_12vls0b4i48TBEAM DESIGN PROGRAtislpMsOb4148T Left Cint Lu= 8.00 ft Br2ce Sp2cing = B.00 ft Beam Braced @ Suppc,rts f',:,s. M,:,ir;ent Lu = 1.00 h Brace Spaci~g = 1,CO ft Doug!2s Fir-larch CN) STRESSES :: iJsi) V = 34.11 k@ 2,88 ft Maxt She~r rv = 206 fv = 220 107 % <-- Main Spc:n l2ft f:aiit Fh' = 26&8 ft= 2407 Total: M;in Sp2n ~ 2,93 = L / 197 Left C2~t = -i.34 = L / 5£~* Live: Main Bpan = irb2 = L / 355 Left Cant= -li10 = l /1643f -i .,i -J. r -.Ji Left C2nt = -0,24 iOf % {-- 05/23/(1(1 2K-200 ~ PRIME JOB: .2.K-2.00 {.~ STRUClURAl DATi:: s-.2000 AL,;,; .... E11.v:-·\•::i::Rs c:Hr · Lr u.!1~~~ 1 '"-':' '"'-:.... x. "" . --!2.1.,_ C6~43)8Us0pl0r00h12v0s0b3T ' ( I i .., ~ ~ I ,1 TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IlILE;, EXIST'G GIRDER @ LINE 2 BETW E & D BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= Span= 48 ft. Fast. Cap= L.D.F. = 1.25 (for timber) .REINFORCING CRITERIA b= 6.75 in. bs= 1.75 in d= 34.5 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 232.875 in"2 As= 19.25 in"2 S= 1339.03 in"3 d1= 0 in I= 23098.29 in"4 Is= 48.53 1-------- Fb = 2100 psi. Fbs= 2784.4 I Fv = 165 psi. Fvs= 285 I bs 91 NDS = 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS , __ Uniform or special (uniform=O, special=1)= 1 A P~1ME Jc-a : ..2.K-200 /A~ STR' 'CTI I:'.') /\ I ,... ' --,-£..:~-~, '-U iUl'V''\I.. ,.,;,.;.;; ;,-,000 ,p •,.~."'-E" ,,... . ~. --,., ·'.f:.~ _,..--.;.;,.,.::tl'(S SHT : G.z 0.75 in dia. 1.463 kips b --------1 I bs I I ..--_ I "C Uniform DL= 0 k/ft. SECTION PROPERIIES Uniform LL= 0 k/ft. Uniform TL= 0 kips VTL= 0 VOL= 0 MTL= 0 MDL= 0 SPECIAL LOADING: (if other than uniform loading) V TL = 11 kips ( at end of reinf. location) M TL= 316.64 ft-kips 2.69 0.00 n = y bar= kips Ix= ft-kips Q= in Udefl = in Udefl = 1.06 18.41 27078.82 270.99 213.80 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECIION SHEAR STRESS Case 1 =DL + LL Case 2=PL w/Phi reduction factor Area Req'd= 80.00 in"2 Full Length Composite not req'd Vallow= V comp. Allow= 32.02 36.59 kips kips 0.00 in"2 Shear Stress O.K. in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 316.64"" ft-kips Case 1 =DL + LL Fb top = 2.58 ksi. Fb bot= 2.26 ksi. Frnf = 2.38 ksi. REINFORCING ATTACHMENI: V= VQ/1 = Spacing= At ends 11.00 kips 0.06 kips/in 26.57 in Case 2=PL w/Phi 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1/4 pointfrom end 11.00 kips 0.06 kips/in 26.57 in O.K. O.K. O.K. ~~~:}r·~·-'J ·· ~ I 1 , ''.•• -M-1---;,. ,-:-•. ' -• { J \. I • cHEd< EXIST'ct GIRC€:-R euNE. ® A. PRIME ~B • 2.k-2oc, ;?,!f'~ sm· ·crun . A::'.7.,,,,,._ '" I u_ '1\:..-'\l DAT.:: s-.2.000 iQ'L~ fNCd\:i:ERS SHT: 6t; ~ -·, :')--·. ~ f' ---· ---L ~ 8 ,llo D=l-4-S ~ - 3' 1 48' j {0-5. C0o ! EXlST'G-G-IRDER VvT !. (3£' psf )(!:,_!'2!ft2X 33/12.) :: 41.! p[f PD • {4.4 psf X 8 1 X' (48 t20) x 1/z. ~ 3.Cj 2" PL ~ 12. o os f x 8' "-3 4-' "' 9. 26 ~ \ P, Ff?OH EXtSftE 6 ¼ .,, 39' i4LP -P, D = 8 -3 e ~ , 'Pt L. "' l. 6 8' I{ P2.. ::. E=X lS T'G DL,\Cf "' 0 .10 ~ P::. ,. NE Vv G-F-21 q,. G-F-2.2. " 2.41.S f- P4 : EX[ST'G. PUCT c O ,0 B° !<= ,m} 0-) I ' NEV\l 2"' CH (L_LED WATC-R P!PE <op(f 1 3-:: (8 plf -q> .. ,, ----·--.,, ~ SEE COMPUTER OUTPUT O[< W/ E:Xl$T'G 51/&r )( 33~ G.LB '; 1 .._ ) ,, e . . 0 EXIST'G GIRDER@ LINE 3 BETH I & H 05/2'3/00 2!HOO 8Us1p12v1s0b4148TBEAM ANALYSIS PF:GGRAMsi"p9v1s(lb4148T SPAN LENGTH = 48. 00 ft (6. 43)8Us0p 10. 00h12v0s0b3T LEFT CANT= 8.00 ft RIGHT CANT= 10.50 ft UNIFORM LOADS (k/ft & ft) wd ·~l Xi V'i 1'~ 0.041 0.00(1 -8. (H) 58,50 0.018 0.000 -8.00 53.00 POINT LOADS (k & ft) Pd Pl X 12.oeo 10.140 -e.oo 4. 750 3,250 0.00 21425 0.000 4,(H) 4.000 3.260 9.00 4.000 3.260 16,00 4.000 3.260 24.00 4. 000 3. 2E~O 32: 00 4.000 3.260 40.00 8.400 7.680 48.00 2.?25 0.000 53.00 4.000 3,260 56,00 4.722 58,50 ~EACTJONS (k) LOAD LEFT RIGHT Dead Jt;x ~ Live Total Min : Live Tcital 30,909 32.163 23,940 25.388 54.849 57,552 -1.576 ~1,790 213.333 30.373 !1AX IMUM FORC:ES V 1ax = 23.54 k @ O.OO+ft M 1ax = 183.61 kft@ 24.00 ft M min = -184,45 kft@ 0,00 ft (M{O full ~-pan) DErLECTiGNS (EI = kinA2) LOAD De fl U n.J X ( ft) Total 65859e72/EI 23.87 30468836/EI L.C. 41294540/EI R,Cr Live 47589':!50/EI 24. 00 30538985/EI L.C. 38996817/EI R.C. 18267395/EI midspan -70153/EI L.C. 2297814/EI R.C. Main Span Cant. 0 oc aU TOTAL Defl EI EI L / 180 20581210 7360367 L / 240 27441614 9813822 L / 360 41162420 14720733 ~..,. __ .., __ ,.. _____ . •.u,.._,n.~------•·----='---------------- • J t L 1 ' EXIST1G GIRDER@ LINE 3 BETW I & H 8Us1p12v!s0b4148TBEAM DESIGN PR06RAMs1p9v1sOb414BT Left Cant Lu= 8.00 ft Right C&nt Lu= 8.00 ft Brace Spacing = 8.00 ft Beam Braced@ Supports Pos, lforr,ent Lu = LOO ft Brace Spacing ~ 1.00 ft Douglas Fir-Larch IN) STF:ESSES (psi) Shear@ 1~f V = 23r37 k@ 2r75 ft (15/29/00 2K-200 (6.43}8Us0pi0.00h12v0s0b3T Max. Sf:2ar Fv = :?06 fv = 207 iOi % <--Ok. B'( IN.SPECT/D~J. Main Span Fb 1 = 2bBi ft = 23513 Ba % Left Cant Fb1 = 2604 fb = 2380 91 !, Right Cant Fb 1 = :2604 ft = 2275 87 % Live LDF = 1,251 Le= 2.06 x Lu 1 Cf= 0,89 DEFLECTIONS (in) (E = 1800 ksil Total: Main Spin= 2:38 = L / 242 Left Cant= 1.10 = L / 7621 Right Cant= 1.49 = L / 6761 Live: Main Span= 1.72 = L / 334 Left Cant= 1.11 = L /1675• Right Cant= 1.41 = L /1527• eead Midspan = 0.66 Left Cant = -0.00 Right Cant= 0.08 * local ~-..,~.,.___...----~~--~--------------------------------------.. -,-...... ,_,.. ________ _ .-r;,.,.. y ':'it"/i:_., ·•t;}V'~t i •? _., • 'v ( ·ff J'mt ftsbh tr 4 I" It f\f t 1f:t\ S:tt¼Nffrt?! ~c/(1 t~rel I " -,. , I -t? ! ~ · 1 1 • ; • ;J ~ , • _ _,: ______ ~----~, -·-. ----------------. \ (. 'l ,1 4o' i {0.'25' - CtJp ·. E-Xl ST'G-G-lRPE~ WT. =-(3.S-p<=-f )( 5.12G/i.2.)(37·712) -= 46' .7 plf fp = ( (4.4_ rsf Y. ts' >< ( ~1_t~O') x 1/2.J-'r 1? ::1 ¥-(E:X/ST1G: v(ACT) :: S,LJ.4 !< _ PL=-12. D psf Y. & r ;>( q4-1 ~ 4. 22 IC P1.D:: =3'.32~. + O.l le _(E-Xl5T6 DLl(T)~ 4.D2i,., P1L ~ :3,2.6K P2p ~ l.04~ i: (). ( IC-" 1. [41'=-P~L .,_ 9,024.f:: f':!> • NEW GF-(2 ~ G-F-13 :. 1,~2.Sk p4 ·· NE.W 2.1/~''¢ C\-\\l.LED WAlEf<. PlPE ~ )('. '9 pl f-~ 24 \ ~ 0. 648 k P:; ~ NE\rJ G-F-[6 </;,!-GF-1 '1 : 2 i l.'145 =-3.S--Cf J:: p~ E:XlST16-4t;o lbs :: O. l 74 1' P, NEW G-F-8-:: l.38Gic SEE. c.oH PU.TER OUTPUT 8' 8' -;--· ·---··----·----·-------------------------· . ---... -<) ----------------------¾-.q.·-.,c:p--M~B~~s --------------------. ------~---~ ------{. ' es:· o\c. _ i ~r ~-~-. ------------------· -------------... --·--.-------·------------·---~-----------• ----------·-----------·--------------re. ~ ·------__ f -· -,_ ' < --. , \,J I ,I LINE 3 BEHi S&F 05/29/00 2K-200 BUs1pi2v1sOb4148TBEAM ANALYSIS PROBRAHs1p9v1sOb4148T (6,43lBUsOp10,00h12vOsOb3T SPAN LENGTH= 48.00 ft LEFT CANT= 12,25 ft· RIGHT CANT= 10,25 ft UNIFORM LOADS (k/ft ~ ft) wd wl Xl X2 o. 047 o. 000 -12. 25 58. 23 POINT LOADS (k & ft) Pd 5.150 4.020 ! ! . 030 6,088 5,440 5..440 5,614 5.614 1,925 6,826 i, 925 5.440 i(J,'3(10 Pl 4,720 3.260 9.024 4.220 4,220 4.220 4,220 4.22(1 (l,(100 4,220 0.000 4,220 6,330 REAC:iIDNS (kl X -12.25 -8.00 0.00 8,0(1 16.00 24.00 32,()0 40, (H) 42. (1(1 48, (H} 53,58 55,00 58.25 LOAD LEFT Ma::; : Live 2'3,302 Tot&l 64.211 Min : Live -2,055 Total 32. 854 MAXIr.lJN FORCES RIBHT 27.375 7i.i71 -L 748 42,048 V max = 30.83 k I 48,00-ft M m2x = 238.07 kft @ KOO ft M ~in = -267,0B kft@ 48,00 ft (F,{!) ful 1 SpiiD) DEFLECTIONS (EI= kinA2) LOAD Defl (in) X (ft) Total 85143751/EI 23,49 -53199803/EI L.C. 54945877/El R.C. Live 61604159/EI 24.00 ·De~d TOTAL Defl L / 180 L / 240 __ L / 360 51845698/EI L.C. 45538783/EI 23485984iEI -3175586/EI 9407091/EI Main Span EI 26607422 35476564 53214844 R.C:. midspan LC. R.C, Cant. (local) EI 11183500 14911333 22367000 ., ' , '., e . ' 9 . . LINE 3 BETw B~F 8Usip12v1s0b414BTBEAM DESIGN PROGRAMs1pSv1sOb4148T 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 Brace Spacing = 1.00 ft Actual : 5,125" x 37.5" ~4F-UB Douglas Fir-Lzrch (Nl STRESSES (psi) Shear is 1d1 Maxl Sti2ar Main Span Left Cant Fv Fb 1 fb' = = = 205 2643 2488 fv = 239 116 l (-- fb = 2378 90 % fb = 18£5 73 % Right Cant Fb 1 = 2488 fb = 2668 ! 07 % { -- Live LDF = 1.251 Le= 2.06 x Lu, Cf= 0,88 DEFLECTIONS Cini IE= 1800 ksil TiJtal: Mai.n Span = 2, 10 = L / 274 Left Cant = -1.31 = L / 820* Right Cant= 1.36 Live: Main Span= 1.52 Left Cant= 1.28 Right Cant= 1.12 De2d : Midspan = 0.58 Left Cant = -0.08 Right Cant= 0.23 * !(,cal = = = = L I &52t L I 379 L /i 772* L /1751 * 05/29/00 21(-2(H) (6.43)8Us0pl0.00h12v0s0b3T ' L O..,_ - I I TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM ~ EXIST'G GIRDER@ LINE 3 BET G & F BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 1.463 b Span= 48 ft. Fast. Cap= L.D.F. = 1.25 (for timber) REINFQRCIN~ QRITERl8 b= 5.125 in. bs= 1.75 in d= 37.5 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 192.1875 in"2 As= 19.25 in"2 S= 1201.17 in"3 d1= 0 in I= 22521.97 in"4 Is= 48.53 1--------"O Fb = 2400 psi. Fbs= 2891 I Fv= 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 UBC) ds I DESIGN LOAQS ,_ ..... "O Uniform or special (uniform=0, special=1)= 1 Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft .. n = Uniform TL= 0 kips . y bar= VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL = 30.83 kips ( at end of reinf. location) M TL= 267.08 ft-kips 2.26 0.00 in Udefl in Udefl 1.06 20.28 27277.59 294.02 255.33 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=QL w/Phi reduction factor Area Req'd= 224.22 in"2 Full Length Composite Req'd Vallow= V comp. Allow= 26.43 kips 31.00 kips 0.00 in"2 Shear Stress O.K. in dia. kips --------1 I bs I I __, in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 267.08 ft-kips Case 1 =DL + LL Fb top= 2.38 ksi. Fb bot= 2.02 ksi. F rnf = 2.14 ksi. REINFORCING ATTACHMENT: V= VQ/1 = Spacing= At ends 30.83 kips 0.17 kips/in 8.80 in Case 2=DL w/Pbi 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1/4 point from end 30.83 kips 0.17 kips/in 8.80 in O.K. O.K. O.K. f: fr I f, j ·,.::: '~', ,.,,.-•• ~.--.. ,-, -, -•• • j -Q!f''7' ",,f i -1 I • i"· . ., . --h-:~-,,-r , ·1 -- -~--~ <!?LING@ <? .. . . .. ---·r~---. ... ,. P1 p.,_ .. · · P;··- . . ... --- p p ... p p .... --· . i,75' .fs:3zi62r··s···· r 5j~· i 27.5' i . 1 . . . Wp : EXISrG <:+I RDE:R WT. "" (3!; Ff)( 5 ·121/,2.)( 2o/ii.) ::. 2.Cf. 9 pit PD ~ 5.34ic- PL ~ 4-22. K Pi : NEW 4 11 4' CHILlE:D WATER PtPE ~Xl&plf X 2.4' ::. /,2.46~ P:,.._ ·. E>c\~T1G Xbo lbs l{Nl T = 0,082 ~- p; 11 600 lbs UNIT .,_ 0\ I< P+ : NEW G-F -9 ::: 2 .2.51.:: -. ----.. -. .. -. -·-· .. ------, -- SE£ COHPLl ~ OUTPUT Pf<.OVI DE NEW 2.-( 3/4'' XS1/~1 -1-'lE Mld<O:..lAN LVL @ H( D 16' v0; 3/4'' 4' H.B. s e .12 '10.c. () .. -r ------------. , ··---~------~ :---·-·--· -• --·---------------------•-----------I . . .. ------------ s' -•----------------· --· ---. ----. ·------~--------.-------~--------.... -----· ···-·---------------·----. -------·--.... , ! • l t 1 ,, 0 ' . LI NE 3 9ETW HE 05/29/(H) 2K-200 ~ PRIME JOB : 2.K-2.00 .e.J-~.a STRUCTIJR/\L DA'!i;: s-20co .a.ll~~ E/\JG;:\!EERS SHI : 71 8Us1 p 12v 1 s0b4148TBEAM ANALYSIS PROGRAMs1 p'M s0b4148T (5. 43HlUsOp10. 00h12v(ls(lb3T SPAN LENGTH= 27.50 ft (Simple Span) UNIFORM LOADS (k/ft & ft) Xi X2 0.030 0.000 (l, (Ji) 27.50 POINT LOADS (k I ftl Pd X 2.250 5.522 4.220 0,000 4,22(} 41 22(1 5.75 i 1, 13 13.75 21.75 REACTIONS (k) LOAD D2ad Live LE?T RIGHT 10,897 9,773 V max = i7.-23 k @ 0,00 ft N ffi~X = l4j.31 kft @ 13.75 ft LOAD fotal Live Deid Deil (in) X (ft) i8352069/Ei 13,53 6892098/EI 13.75 11458318/El iidspan Pos, N•J11ient Lu = L 00 ft Brace Spacing = l,00 ft Actual ~ 5.125" x 24c 24F-V4 Douglas Fir-Larch (N) STRESSES (r;si) Shear @ 'd' : V = 17.17 t@ 2.CO ft Fv = 205 fv = 209 102 '/. {--al'=. BY U.JSFECTI oN . fb' = 2778 fb = 3447 124 '/. {-- Live LDF = 1.251 Cf= 0.93 DEFLECTIONS (in) (E = 1800 ksil Total = i,73 = L / 191 Live = 0,65 = L / 509 Dead = 1.08 --------·----· ----------------~------------ '. O ,I t} . () . ' 0 TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM TJILE: EXIST'G GIRDER @ LINE 3 BET F & E BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 Span= 27.5 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b b= 5.125 in. bs= 3.5 in d= 24 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 123 in"2 As= 38.50 in"2 S= 492.00 in"3 d1= 0 in I= 5904.00 in"4 Is= 97.05 1--------"C Fb = 2400 psi. Fbs= 2891 I Fv = 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 USC) ds I DESIGN LOADS j __ .... "C Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= VTL= 0 VOL= 0 , kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) VTL= 6.44 MTL= 141.31 kips ( at end of reinf. location) ft-kips 1.24 0.00 in Udefl in Udefl 1.06 14.30 8620.07 282.55 266.19 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 46.84 in"2 0.00 in"2 Full Length Composite not req'd V allow = 16.91 kips V comp. Allow= 26.06 kips Shear Stress o K. in dia. kips --------1 I bs I I _, in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 141.31 ft-kips Case 1 =PL + LL Fb top= 2.81 ksi. Fb bot = 1.91 ksi. F rnf = 2.01 ksi. REINFORCING ATTACHMENT: At ends V= 6.44 kips VQ/1 = 0.11 kips/in Spacing= 13.86 in Case 2=DL w/Phi 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1 /4 point from end 6.44 kips 0.11 kips/in 13.86 in O.K. O.K. O.K. -.-,--, • • I -l -.•.. i' i : . i 1•-, -• :__L _ _:_-_. ·---------- , I -t ·11 ,1 (, -il.. ,_ -I CHE.CK-E:)<\ST'G-GI RCER ~ LI Nf @) -·-------------------_'. _____ : ____ : '. ________ ;--'-f ,-~ . ' -·~-· -_ ---· ·-·---·--------- . . P.a. P?. P,+p., . : -,---R----P:i. -----P~-----p..,___ Pt----Ps--:--Ps--t-fa-P,-1: Pa------· -· -- _. ___ ----. -E: i~;: ~ &,---J--~-~ !--a·· J · ~-,-1-· ~-; I-e·,--i ~, · t _:_~· -r----+ ~:~·!:~--.. ------. ---- 10.2.s' t 4&'' j I\ 1 Np~ EX\ST1G PD ,. s,~4-i:: p~ ~ 4.22.~ P, : NEW G F-G ::: 2-o s t=- Pi..\ NE:W C:r'F-7 -=-1-01'=- p? ·. EXlST'G-lErO \bs = 0,4BS!<'- p~ ' !,oo lb~ "' 0,2,l6 r- Ps ·. ·· 400 t1:is ... o.s64 1<- p 6 '-" l &) I bs :: 0 , 2.!3 ~ I"- p, \ p8' •, ,, ---- 500 {b':, :,_ O.0651'- 4S-O lbs " 0 . l 2S-\(. -----------------. -------. SE£ CO/vlPUTER OUTPUT -----. PROVIDE:. NEW \3/4" x· ~'hi--.{-9E /vllCROLLA/Vl LVL ------. --- r-Ro\Vl Ltf\,)E@ TO_ 8'-0" TDWA~D LINE @ w; 3/411 cp M.B 1s @ g·'o,c.. ( V~x ~ 30.451c-~ V vno.:,( ,e_ 3o. €~ 1c ~ G-l RCER BET W .@ ~--®) - f"'.-I ; • ·----~-----.-·--~~ --.,-:---:----· ...... . ------~--------·----~ ~ I . ' ' .. 0 . ' 0 > I EX!Si'F GIRDER@ LINE 3 BETw E & D 05/19i00 2K-200 A PRIME JOB: 2.K-200 ~ STRUCTURAL DATE: s--2 ooo ~~ ENG:NEERS SHT : /4- BUs1p12vls0b4i48TBE/,M ANALYSIS FRDGRAME1p9v1s0b4148T 16,43)BUs0pl0,00hl2v0sOb3T SPAN LENGTH = 48,00 ft LEFT CANT= 10,25 ft RIGHT CANT= 11,00 ft UNIFDRK LOADS (k/ft & ft) 0,047 0,0(10 -10,25 POil~T LOADS (k & ft) V A -8,00 B,3% 0.{H) 24, (H) 5,E,5& 5,905 6.354 4,220 Or 1'30 5.375 4.220 0:000 55,00 REACTIONS (k) LOAD LEFT Ri!:iHT- DE?.d 4L 739 27.5% X2x : Live 27,375 21,584 63,114 491281 Min f Live Toi;al t,{AX 1 MUM FORCES V max = 30.45 k @ O.OO+ft M @2~ = 266,50 kft@ 24,00 ft M ~in = -243.14 kft I 0,00 ft M = 0 ~ft t 35,90 ft DEFLECTIONS CEI = kinA2) LOAD Defl (in) V (ft) ·' T.l..! t '-~ 1: 0 i 985'30~34iEI 24,47 -44616746/EI LL -61673872/EI Rif:r Live 61604179/EI 24, (H) 422'31&84/EI L1C, -4491%95iEI c, r· hi ... -, Dead 359352'30/EI 1F.idspan -275'3747 !EI L.C. -16754167/EI R,C~ " . narn Span Ca,,t. Ocie al) iOTAL Defl EI EI L I 180 3080'3542 1026~171'3 L I 240 4107'3392 13714292 L I 360 61615084 20571438 I LIVE Defl EI EI 'l· \ ' 8 ' . L / 360 L / 48(1 38502512 5133&816 8335500 11114134 EXIST'F GIRDER @ LINE 3 BEHi E & D 05/i9/00 ----------------------------------2K-200 ~ PRIME JOB: 2.IC-Qoo I"~ STRUCTUR/\L DATE: s--200-0 .c:iif'"'-' EN~··----l""' ..;.<~"'~ . ,s;..:.,\t:l:t<S SHT : ~ 8Us1 pi 2vi s0b4148TBEAM DES Il3N PRDl3RAMs1pSv i s0b4148T (5. 4:3) 8U;Op 10. OOh 12v0s!Jb3T Left Cant Lu= 8.00 ft Right Ce.nt Lu= 8.00 ft Brace Spacing = 8,00 ft Beam Braced@ Supports Po;. NGnent Lu= 1.00 ft Brac2 Spacing = 1.00 ft Di:ruglas Fir-Larch (N) ST-HESSES (rsi) She2r @ 1d1 : V = 30r30 ~ @ 3,13 ft Max. Shear fv = 206 fv = 236 115 % <-- Me.in S~a;i Fb1 = 2643 lil = 26Ei2 101 t. <--o~ B'( tNSPEC11oN · Fb 1 = 2488 fb = 242'3 Right Cant Fbr = 2488 fb = 1353 54 X Live LDF = 1,251 Le= 2.06 x Lu, Cf= 0,88 DEFLECTIONS (in) (E = 1800 ksil Totai: X~in Span= 2i43 = Li 237 Left Cant= -1.10 = L / 7091 Right Gant = -1.52 = L /1142* Live: Main Span= 1.52 = L / 379 Leit Cant = L04 = L /175!f. Right CBnt = -1,11 = L /2518t Dead: Micl;p2n = 0.91 Left Cant = -0,07 Right Cant= -0,41 r local ,,_ I ' ii -~--.·--:---·cr.tsfK--&x l5r'G: <it R.PER _j ___ ~ _;___ ' -@ LlNE-@ A PRIME JOB : 2.K-2oo ~ STRUCTL!R;..\L CATE: 1:5-2000 ..'i) ENGii\!cERS SHT : ,b ---------· ----. p"f- p J Pa Pt.+?-i p., -· P.?> -Pa 0 Pr P, (..:: 4,14 ~ __ P _ _ P_ P ? ~ 4 H!7 t J L -L.J. Wi:, :. E:X(ST"\Ci:" G-tRCER WT-= (B!;"f'c.f )(S.f2-1/,2..)(34o/i2-)" 43. plf PP -:. 4-b{ ic. PL -=-3. 8-4 ic.. Pt FROM NEW Gf-( l,Otc P.'.l.. FROM NE:vJ &F-7 -=-o,5'2..i<- p~ FRDt---1 E-XlST'G 130 ,~s UN l T == OA-5 J€. p-4- P !:> PG ,, ,, 450 (hs ,, 4SV !h~ " 18-0 lbs P7 " ,, .!?Oo \l:ls. Pg-,, • 74s· lbs ... Pci FROM N'E:-W 6~4' Clil L.LE::-D ---.. -. -12plf )( 4D 1 ~ 0,48 \<:.. ,~ -.. Q, 21 ~ l• :::. 0,[61: ''-.._ ()~~Ef t~ ,.,_ ... 0,2.1\L. "--=-0 , ¼Bf! . UVATE:R Pl PE C0 , : Nc..w '2." ,+, CH I LlED W /\ rcR DI l PE 6 1f I o.. 1.c. \.... '-1' M-\.1._ ::: p1 ){? =--Q p I SEE. CC}.,{ PLl TER our PUT PROVlDE l~/4-11 X r:_;,'/z_" -!,CfE /v1\CRoLLAM LVL FROH LlNE © To 8'--o'' TOWARD LINE@) W/ ~/4" cp M.B.'S e i 1\o.c. J · -------· --. --------··-· -· -.. -------· ---.., ---------------------------~--~------·-·-------------· ----------·-----·-. . I I l ,, t I, LINE 4 BETW E & D 05/2'3/00 2K-200 A PRIME JOB: .2k-2co STRUCTURAL DATE: s-2000 ENG;NEERS SHT : 17 . 8Us1p12v1s0b4148TBEAH ANALYSIS PROBRAl1s1p9vls0b4148T SPAN LENGTH= 48,00 ft ( 6. 43)8Us0p 1 O. 00!1 l2v0sCb3T LEFT CANT= 10.25 ft RIGHT CANT= 12.25 ft UNIFORM LOADS (k/ft & ft) 1,1d wl Xi p ,. Or043 0.000 -1(1.25 60:25 0.018 0.000 -10. 25 !'i O<"• !..s\J\l POiNT LOADS (k v, ft) " Pd Pl X 7,890 5,7&0 -10.25 5.610 3.840 -s,oo &1580 3,840 0,00 5.580 3:840 o r,t1 \." r ~)\t 5,350 3,840 i 5, (H) 4.880 3.840 24.00 e,UO 3,840 32,00 5r()6{) 3.840 40,(iO 5,870 3.840 48.0(J 5, 5(15 3.840 56,00 4.345 4.740 b0,25 REACTIONS (k) LOAD LEFT Ril3HT Dead 35,573 2',, 163. Max ' Live 24. 9i(l 23.870 . fotai 60,483 23,033 u· , Live -1,850 -1.870 nln . Total 23,724 27 I 2133 MAXIMUM FORC:ES. V ~ax = 26.34 k @ O.OO+ft H !ax = 217.52 kft € 24.00 ft n min = -218.72 kft@ 0.00 ft (M<O fol I span} DEFLECTIONS (EI = kinA2) LOhD Total Live Dead TOTAL Defl L / 180 L / 240 L / 360 LIVE Defl Defl (in) ): (ft) 78090413/EI 24.16 47075114/EI L.C. 52004530/EI R.C:. 560568'37 /EI 43200829/EI 52324533/EJ 22029057/EI 3874279/EI 24.00 L.C:. R.C:. .. rn1ospan LC. -320011/EI R.C. Main Span Cant. (local) EI EI 24403256 9201244 32537&74 12268325 488(16512 184(12488 EI EI ----------------------- f . -----· -------------.. ------__ , t C J J L / 360 35035560 8637305 L / 460 4fi714080 11516407 LINE 4 BETW E t~ D 05/2'3/(H) -----------------2K-2C10 ~ PRIME JOB: '.2.k-2oo c:,~'A STRUCiURAL DATE: 2-.2..00-0 .-,,;,£)~ ENG:NEERS SHT : JS 8Us1p12v!s0b4148TBEAM DESil3N PR06RAMsip'3v1 s0b4148T (6. 43J8Us0p10, (H)h12v0s0b3T Left Cant Lu= 8,00 ft Ri·ght Cant Lu = 8. 00 ft Brace Spacing = 8.00 ft Beam Br aced @ S•jpports P,?s, Moment Lu = L 00 ft Brace Spacing = 1.00 ft Douglas Ftr-Larch (N) STRESSES (psi) Shear @ I df . . V = 25,16 Na-x, Shear Fv = 206 Na.in Span Fb' = 2f.f,B Left Cant Fb' = 2567 k @ 2.88 p. !l• fv = 222 108 % <-- fb = 2567 fb = 2582 101 '!. {--CW-BY INSPEC--TION. Right Cant Fb' = 2567 fb = 2234 S7 Z Live LDF = 1.25, Le= 2.06 x Lu, Cf= 0.89 DEFLECTIONS (inl CE= 1800 ksi) Total: Main Span= 2.47 Left Cant= Right Cant= live: Main Span= Left C:ant = Right C:2,nt = 1.65 1.78 1.37 1.66 DEad : Midspan = 0.70 left Cant= 0.12 Right Cant= -0;01 t local = = = = = = L L L L L L I 233 I 518f i 628f I 324 /14'38t ii315f. , I l l 'J' TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM ~ EXIST'G GIRDER @ LINE 4 BET E & D BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 1.463 b Span= 48 ft. L.D.F. = 1.25 (for timber) b= 5.125 in. bs= d= 34.5 in. ds= E= 1800 ksi. Es= A= 176.8125 inA2 As= S= 1016.67 inA3 d1= I= 17537.59 inA4 Is= Fb = 2400 psi. Fbs= Fast. Cap= REINFORCING CRITERIA 1.75 in 5.5 in 1900 ksi. 19.25 0 48,53 2891 inA2 in 1-------- I ---- Fv= 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 USC) ds I DESIGN LOADS I_ ..--0 Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft. n = 1.06 Uniform TL= 0 kips y bar = 18.74 VTL= 0 VOL= 0 kips Ix 21420.62 MTL= 0 MDL= 0 ft-kips Q= 264.26 SPECIAL LOADING: (if other than uniform loading) V TL = 26.34 kips ( at end of reinf. location) M TL= 218.7 ft-kips Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Area Req'd= 191.56 inA2 Full Length Composite Req'd Vallow= 24.31 kips V comp. Allow= 28.88 kips 2.35 0.00 in Udefl 244.86 in Udefl #DIV/0! Case 2=DL w/Phi reduction factor 0.00 inA2 Shear Stress O K. in dia. kips --------1 I bs I I _I in. from top. inA4 inA3 COMPOSITE SECTION BENDING STRESSES: M max= 218.70 ft-kips Case 1 =PL + LL Case 2=DL w/Pbi Fb top = 2.30 ksi. 0.00 ksi. O.K. Fb bot = 1.93 ksi. 0.00 ksi. O.K. F rnf = 2.04 ksi. REINFORCING ATTACHMENT: V= VQ/1 = Spacing= At ends 26.34 kips 0.16 kips/in 9.00 in 0.00 ksi. O.K. At 1/4 point from end 26.34 kips 0.16 kips/in 9.00 in , 1 f;. ,, ;.~ I [· I' EX!ST1G-GlRDER @LIN~ @ _________ __; ___ ·,-· - . . . -.. ~ -·--. . --~ PRIME --··--JOB·· ~-200 ! . v A!, STRUCTURAL DAi s-.2.c00 ~~ ENGINEERS . si-fr : : $-o : . ! --~--• ----• --••·--· V ---•--·:t i . -_, __ -· --... ·-·· :_··---~-~----~Cf-· -. ·-.. -·-·.··· .. ___ ... ·--·· ·-p,_. ·-·· F~------. p... -·--. -·--. ·-.. ---· ---------·· --.. -. - 1, !I ~I . p p p . 13-6'2.S' j, €, ~ &-' J ~.{,2S' r 21.2~· t ---. ---- W ·. ~X[sf'G ~lRDER WT--= ( '?S' fcf-) ( ~112.712)( ~2·1/i:i..) -:: 2.Bplf Pi, " .. If. 4p_sf ,c. 8 1 x 40 1 :-4.6{ ,::. ---~ -----p I_ :,. [ 2... 0 psf )C &-1 >(. 40 I :: . 3.84K. 0Jt =-NElN I ¼1 ' 4> ct-t1u.1=0 VJAfE:R P[PE 4plf x3 ::..12p!f P, • EX\ST'G: PU.CT (to''¢) ~ 8plf,><: l6.G7' ~ '/2_ ~ o J)Gl 1<- p .2... =-,, 600 lbs UN\. T -: o. '3 1<:-. SE£ COHPLlTEf< OLlfPLlT. 0 ---. PROVlDE:. ~~A) l_~/~,,-)(_);},;·_·_:-=-/.9¢~·-_MIC.~LJ.AH LVL ~ .M[D (G.' W/ =?,(4"cp t---1.B, 1S @: 24'' O.C, .. -------------------------~-------------.. --· -------------. ' . -. ---------~ -,, __ _) ·-------------' ----;: -1----'-·--·---------· -· -· •--·--·---- ';.~ J -----+----'---~-------_,___ ____ ----·------~- ---·-·-·· --~ ---. -~--: -· !! I J . ' ' J '' LINE 4 BETW F & E 05/29/(l!) 2K-200 A PRIME JOB: 21(-200 smu~_ru,w DATE: 1:>-20oo ENGiNEERS SHT : ?1 8lls1p12v1s0b414BTBEAM ANALYSIS PR06RAMsip9visOb4148T ( 6_. 43)8Us0p 10. 00h12v0s0b3T SPAN LENSTH = 27.25 ft (Simple Span) UNIFORM LOADS (k/ft & ftl wd wl X1 0,(i28 O.t)OO t},014 0,(H)O O.O(i 27.25 0.00 27,25 POINT LOADS (k t, ft) p~ Pl V 1, 4.677 3.840 5.t3 4s'3i0 3.840 13. 63 4/310 3,840 21.63 REACTIONS (k) UiAD Dead Live Total LEFT 7. 75(1 5.758 1~:, 508 V max = 13.65 k @ N max = 112.07 kft@ DEFLECTIONS (EI = kin·"·2) LOAD Deil (in) Total 14241698/EI Live 6064931/EI RII3HT 7.892 5.762 13,654 27.25 ft 13.63 ft Y. (ft) 13.U E.63 Dead 8176757/EI raidspan Pos, Moment Lu = i. 00 ft Brace Spacing = i.00 ft Dougl2s Fir-Lire~ (NI STRESSES (psi) 3hear @ 1d1 : V = 13.58 k@ 25.38 ft Fv = 206 fv = 177 86 i. Fb 1 = 2798 fb .= 3110 i 11 '/. {-- Live LDF = 1,251 Cf= 0.93 DEFLECTIONS (inl (E = 1800 ksil Total = 1.63 = L / 201 Live = 0.69 = L / 472 Dead = 0. '33 f -=========~~---_;_----~-----··--··--···-------~~--- 11 II 11 :/' J ' C . ~·-. ,_ .• 0 TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM IJIL.E: EXIST'G GIRDER@ LINE 4 BET F & E BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 Span= 27.25 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFQRQIN~ CRITERIA b b= 5.125 in. bs= 1.75 in cl= 22.5 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 115.3125 in"2 As= 19.25 in"2 S= 432.42 in"3 d1= 0 in I= 4864.75 in"4 Is= 48.53 !-------- Fb = 2400 psi. Fbs= 2891 I Fv= 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS ,_ ..... "O Uniform or special (uniform=0, special=1)= 1 Uniform DL= 0 k/ft. SECTION PROPEBTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) VTL= 4.991 kips ( at end of reinf. location) MTL= 112.07 ft-kips 1.35 0.00 in Udefl in Udefl 1.06 12.52 6164.11 146.84 242.21 #DIV/0! Total Load·deflection= Live Load deflection= COMPOSITE SECTION SHEAB STRESS Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 36.30 in"2 0.00 in"2 Full Length Composite not req'd V allow = 15.86 kips V comp. Allow= 20.43 kips Shear Stress O.K. A PR:;-.,1E JOB: '.2.K-.'2.oo STRU~TURAL CATE: s-200o ENG1NEERS SHT : 8-;2.. in dia. kips --------! I bs I I __, in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 112.07 ft-kips Case 1 =PL + LL Fb top = 2. 73 ksi. Fb bot= 2.18 ksi. F rnf = 2.30 ksi. REINFORCING ATTACHMENT: At.ends V= 4.99 kips VQ/1 = 0.06 kips/in Spacing = 24.60 in Case 2=DL w/Ph_i 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1 /4 point from end ~.99 kips 0.0£3 kips/in 24.60 in O.K. O.K. O.K. it 11 ~:i-:f\-:fl I,,: t ',• t : ' ~ ' 1;_:..··f·~I __ ;., ( :~ • !t1,J ; ------------' .. @LINE© r_ _ _ f . __ r._ __ .- i B-' J 8-' J, a, p-----··--L-= ~-1b t'-- p Pc., .p D_:._ 7 /1:h-. J, 6 •1 ,_ ,f1t l f I0.5 • I Wo ·-EXlST'G G:lRDO< WT.: (?>S-pcf)(SJ2 712)(3+-71i)-= 43plf Po =, ____ l1:.4 psf ~-~· ?(. ~o~_::, 4-=-~-~~ __ _ _ __ P1.... " l2,o psf )( et :;,(. 40~ ~ 3B-4r-:: "' :3, 46 1i:-P11... :::. 2.&a-!<'- FROH NE:W G-F-(9 ,, o, 33'1 k. ~ 6,SB-~. P~t-::, €,64-1'-- FROM Ex ( ST'G 6 0-..) ( bs U tJ t Ts FRoM \\ 2.6o lbs '' : NEW Ci-F-2 ' -' ----·-· ··-----------·. --~ -----·--- SE.E COfv1PUTER DUTPCLT. -. ---. --. -----·--------------.. 1 t I j -·-----------. ·--------.---.. ----· ~0--,-----,----------... ---- -----------~---~-------- = 0,02.Sl<- ~ O.bli<- -·-----------' ' -----------. -· ----------·---··----· . . . . -. :-~ . - ~ .. : --. ,-.-; ~------,. __ ----·---------------.. --~-----------------· --------~--··-·----~-··- ! ;j ~, -. --~ ~ . ----·-. -. -~ r-. ....,.,.,.....,,.,...,.,~?-..,......,..---------------------- •' l e , LINE 4 BETW 6 & F 05/2'3/00 2K-200 A PRIME JOB: 2K-:zoo STRUCTURAL DATE: s-2oin, ENGiNEERS SHT : 5'4- 8Us1p12v1s0b4148TBEAH ANALYSIS H:OGRAKs1p9v1s0b4148T SPAN LENGTH= 48.00 ft (6. 43)8Us0p10. 00h12v0s%3T LEFT CANT= 12,50 ft RIGHT CANT= 10.50 ft UNIFOF.:H LOADS (k/ft ~ ft) wd wl X! X2 0,043 0.000 -12.50 58.50 PGiNT LOADS (k & ft) Pd Pl X 3. 795 4.140 -12,50· 3.450 2.880 -8.00 7.014 8.640 0.00 4,705 3.840 8. (ll} 4,510 3,840 Hi.00 4.b10 3.840 24.00 4. 51(1 3. 84(1 32. (l(l 4.510 3,840 40.00 4.610 3.840 48.00 ,1 rr1r: .L,0,:,1 0.000 54.10 4.610 3.840 56.(l(l 7.750 5,7f,Q 5fL50 REACTIONS (k) LOAD LEFT RIGHT Dead 26.358 32.704 :-lax ; Live 2&.8i8 24.S40 Tot2l 53,17& 57.644 Kin ' Live -1. 900 -1,558 . Total 24,458 31.145 ~Ai:IMUH FORCES V wax = 25.15 k @ 48.00-ft M max = 212.46 kft@ 24.00 ft M ffiin = -221.74 kft@ 48.00 ft (M<O full span) DEFLECTIJNS (EI = kir!"'·2) LOAD Defl (in) Y. (ft) Total 76708121/EI 23i50 -506357lB/EI LC. 492'3'3161/EI R.C. Live 5505&897/EI 24,(l(I 478302~2/EI LC:. 42835&€,9/EI R.C, Dead 20605895/EI midspan -4187076/EI LC. &463494/EI R.C. Main Span TOTAL Defl EI Cant. (1 oc al) EI L / 180 23971288 L / 240 31961716 L / 360 47942576 LIVE Def~ EI 9445509 12594012 18891018 EI -~------------"-----· ----------- ,, l ' C ' '' ! I I.. j i.'T\I L / 360 ' L / 480 35035560 4&714080 LINE 4 BETW 6 & F 7862895 10483859 05/2'3/00 2K-200 A PRIME JOB: 2.K-.200 STRUCTURAL CATE: z-2000 ~ ENGINEERS SH1 : 8-~ 8Us1p12vls0b4148TBEAM DESIGN PR06RAMs1p9v1sOb4148T left Cant Lu= 8.00 ft (6,4S)BUsOp!0,00h12vOs0b3T Right Cant Lu= 8,00 ft Brace Sp2cing = 8.00 ft Beam Braced@ Supports Pos, Moment Lu = L 00 ft Brace Spacir1g = LOO ft Actual : 5,125" x 34.5" 24F-Y8 Douglas Fir-Larch (N) STRESSES (gsi) Shear@ 'd' : V = 25,03 k@ 45.13 ft Max. Shear fv = 2% fv = 212 103 'I.<--o~ B'f IN~PE-C..TlotJ Main Span Fb' = 2668 fb = 2508 94 i. Left Cant Fb 1 = 2567 fb = 1809 70 % Right Cant Fb1 = 2567 fb = 2617 i02 '/. <--e, ~ (3'( l NSPECTtoN · Live LDF = 1.251 Le = 2.06 x lu1 Cf = 0,8'3 DEFLECTIONS (in) IE= !BOO ksi) Total: Main Spin = -; dlJ Ls,._; Left Cant = -1.f.0 Right Cant = i.56 Live : Mafn Span = 1. 78 Left Cant = 1 t;·i •.. u. Right Gant = i ~,-.1-, ~o Dead : Midspan = 0,65 Left Cant= -0.13 Right Cant = 0,20 * iocal = L = L = L = L = L = I I... I 237 I 752* i 602* I 324 /1522f /1445* !i I ,, !1 r, t I ti ., ' ;, ' _ , __ _ ----·--·----~--·-·--·----..L~ __ t.:_ ___ : ____ _. .. -~ ..... _· _ ------·--------· -----· ----.. -_ ___;.-..:.:.··=-~-;;.:..-'__a;_-· -----. '' CHECK · E-Xt-sfG GlRt:ER-~ u NE ® (LlriE-©) -cp---~--. -----·:···· ---------,---.... ® --. . . . -_ -·.: · ------ A PRIME JOB: :2.K-200 STRUClURAL DAlB S--.2t>oo ENGINEERS SHT _: -zh I .: ·· ' r --=--==----. t .'' , • 1 f •• ~--P3-·-P~---: Ps-'-.P.;-'. _p, _____ p? _ __; ___ f'~-t:~-4.14--------·---0---, -----------· ----------- '· p · ! P ; P . p P p,,_ p, p p: =3_7q5 ----------------.. 8' 1 a• 1 ~· J a' L ~, 12kl !:;.4-'J e-' i -" , t 4a1 i 1.::i...s· -' . -. --. .. -. --. . v--)P = E-XlS!1G: GIRDER W}-= (~SFf )( 51121/i2 )( 31·5/i':2.) -= 39_2 p/f. l"4-. 4ps.~ y:. 8 1 __ ~ ( 4o't2.0) ;,( 1/2-~ 3, 4G !( l2. o ps_f-;< · 8t _ x _3o 1 :: 2. 8-8 f--. P1 : F"R.OM E-X lST'G-G; 31,:.. ;,< 3'1 G: LP Ph) ~ 8.321<-Pi._ -= ,~68 ~ P~ : NE: W (1-F-2.q = 2.2.5 ~ -. -• ----Cl" ----•• " ---p3 ~ Ff<OM ExLST'G ROOF .SC.REE:N 'l,l.. NEW $'14> C...\-l\LLED VJATE-R f!PE . . --------.- = 0.4·[ 1,· --~-----·. - SEE COMPUTER OUTA'.J.T. '" . --. -. --. -- 'PR,.OVlQt. NEW __1'3/~ 1 x l::;_1/z'' -1~9<= MICRDLLA/vl LVL ~ MID.· 16' --.. , --e-------- __,_ _________ ---------· .. -> I --___ ! -! ""'\_ . --.... ~ --------------·---------~---··-----------··------~ -------.. -------------------------------- • • • I ' • ' Fi ---.-----------.. ----,---·--.------:----:--;------;----.------------------·--------~ ~ i • ! ; ; • ; I j l •. ', ' ~-~--·.:_"_' ------. ' ' ,.._,_ -..·:,· ---r , • ---......-"! ----f ::- ' ,. ' '' ' r.~ V 1 I LINE 5 BETW I I H 05i29/00 2K-200 ~ PRIME Joa : 2-k'-.200 es~~ STRU~~w DAii:: 5-2000 .tliii".-,'a ENGiNt:!:RS Sh7 : f?, -- 8Us1p12v1s0b4148TBEAM WALYSJS PROBRAMslpMsOb4148T (6, 43)8Lls0p10, O(lb 12v0s0b3T SPAN LENGTH = 48.00 ft LEFT CANT= 0.00 ft RIGHT CANT= 12.50 it UN!FDRN LOADS lk/ft I it) 0.00 60,50 POINT LOADS (k & ftl Pd ~,870 3,870 3. 87(1 3.870 2.250 8,730 3,870 Pl ·i oori J..it.U.JV 2,890 2,880 2i:880 2.880 0, (:(l(l 7.680 2"880 8,(l(l 16, (H) 24.00 32, (H) 40f00 42,EO 56,00 b0.50 REACTIONS (k) LOAD LEFT RIGHT Dead Max : Live Tot.al r.in : Live Total 9, i72 7,200 23.?58 -1,558 0.000 KAX ltt!JM FORCES M ma: = 219.63 kft@ 24.00 ft M 1in = -156,25 kit@ 48.00 ft M = 0 k ft @ 36. 11 ft LOAD Defl (in) X (ft) Total 85999016/El 23.36 '' L1Ve 42042&52/EI 24.00 -34836484/EI RaC, Dead 43879263/EI midspan -19497256/EI R,C. Main Sp~n C:ant. Cl ocal) TOTAL Defi EI EI L I 180 26874692 7682~!20 l I 240 ~:5832924 10243093 L I 300 53749384 -15364£39 LIVE Defi EI EI L / 240 17517772 4578786 L / 360 26275658 7468179 L / 480 35035544 9957572 -~· , , ' t' U .,-~ . I I . ' 1 LINE 5 BETW I & H 05/29/00 -----------------2K-200 A PRl:-,J.E JCtl~ 2~-200 SffiUCTIJR.;\L CAT.:: ;;-21»0 ENGiNEERS SHT : 88 8Us 1 p 12v1 s0b4148TBEAM DESIGN PROGRAMs1 pSv1 sOM i 48T (ii, 43i 8Us0p 10. (10fl 12v0s0b3T Right Cant Lu = 8, (l(l ft Erice Spacing = 8.00 ft Beam Braced@ Supports Pos. lfoaent Lu = LOO ft Brace Spacing = 1,00 ft Actu2l : 5,i25" x 3i.5" 24F-V8 Douglas ff r-Larch rn:i tia'l;. Shear fain Spin Right Cant V = 22.% k@ 45.38 .ft Fv = 206 fv = 213 Fb1 = 2695 fb = 2110 Fb' = 263'3 fb = 2212 103 % (--0\( BY t\\JSPE-CTION. 115 X <-- c.i 'I .... /J Live LDF = 1.25, le= 2.06 x Lu1 Cf= 0.90 CEFLECTIONS (in) (E = 1800 ksi) 10tal: Hain Span= 3.58 = L / iii! Right Cint = -2,26 = L / 5631 Live : Main Span= 1.75 = L f 329 Right Cont= -1.45 = L /1158* Dead: Midspan = 1.83 Right Cant= -0.81 * lor..;.i ~----~-------,,-~-----,----~ . .-,--,~---~--.. -·· ... ~---. ',-l 0 . , , I l ' TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM II]]£ EXIST'G GIRDER@ LINE 4 BET I &H BEAM TYPE (GLB=1, SWAN = 0) =-1 O.K. Fasterner= 0.75 Span= 48 ft. Fast. Cap= 1.463 L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b b= 5.125 in. bs= 1.75 in d= 31.5 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 161.4375 in"2 As= 19.25 in"2 S= 847.55 in"3 d1= 0 in I= 13348.86 in"4 Is= 48.53 1--------'O Fb= 2400 psi. Fbs= 2891 I Fv = 165 psi. Fvs= 285 I bs 91 NDS = 0 (1 =yes,0=91 UBC) ds I DESIGN LOADS '-.-'O Uniform or special (uniform=0, special=1)= 1 Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if othe·r than uniform loading) VTL= 6.7 MTL= 219.63 kips ( at end of reinf. location) ft-kips 3.08 0.00 in Udefl in Udefl 1.06 17.20 16450.17 234.62 187.25 #DIV/0! · Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 48.73 in"2 0.00 in"2 Full Length Composite not req'd Vallow = 22.20 kips V comp. Allow= 26. 77 kips Shear Stress O.K. A PRIME JOl3: ::t1<-2co smu~.TIE~AL DATE: s-p_p()o ~ ENGi;\!t!:RS Sh7 : ~7 · in dia. kips --------1 I bs I I __ 1 in. from top. in"4 in"3 COMPOSITE SECTION BENDING STRESSES: M max= 219.63 ft-kips Case 1 =PL + LL Case 2=DL w/Phi Fb top= 2.76 ksi. 0.00 ksi. O.K. Fb bot= 2.29 ksi. 0.00 ksi. O.K. F rnf = 2.42 ksi. 0.00 ksi. O.K. REINFORCING ATTACHMENT: At ends At 1/4 point from end V= 6.70 kips 6.70 kips VQ/1 = 0.05 kips/in 0.05 kips/in Spacing = 30.61 in 30.61 in , ' ~ -~-==c:=I .. ----·----- • I ---\.ot'-,--:r .. .._------------·-.. ----·-·--,.._ .... · .. _ A PRIME JOB: 2.K-.2W _ _ _ · ' . -_ _ · · STRU~TI:!!W CATE: 2-2ow -------·---·--· CHECK. E-XlST'G G\RDE~ @ LlNE::-(8 ·-------·-· _ ENGiNct:RS SHT: :10· ~:-· . '. .. -~--~ ·, -------·-·· -. ·--··· -.. --' ~ -:· ·->-: ---~ .. ·:--.· --WJ/ _____ _: __ p3.::_.:_ Pr,,---P"----------------·---.-------·----· . . p.. P3 t P+ P"!-. P; . , --,---'-----tr-?·,-·;--p,----p,----------·-.. -----· -----P~--c-.,·e;.i:a;; .......... --·--. --__________ r:r~-r~f-. -l ----r-----~------r-·----;----·r·----:~.:-~~'.01 ~-· -----···--····--· l0.25' t 4-&' · t --PP:, $,34 ~ H_"' 4. 22. k- p,: FROtv1 p .. ._ FROH pp '. FROM NcW 3'\4> CHILLED WATEf<-PIPE: NEW G:F-lo ~ GF-ll ,. 3,04 ~- EXLST'G ~OlbS UNIT: 0,l3S-~ p4--·. ,, ,_ 74S !bs '" " 0,41 t<- Ps : ,, " l B o I bs ,, =-o, 5-1~ Peo : ,, 14 s I bs ,, = o, I ~ . --------. -. -----... . --P, ·. . l&o (bs ~ 0,'2.0,=.. ---------------------------·-------· ----------· Pa-\ 7 4S !b~ ,, " D,4Jc. .. - SEE COMPU1ER OU TPl--lT -- .. -· . . .PROVIDE NEW l3/4" x 71/4~ -L9S MICROLLAiY LVL @ 8'-o'' BOtr\ sU)S. F!<OK LI NE @ W/ ¾''4> M.B,'S ~ 1''0,C., -----·-------- . -··--·-·--------------·------------- J~,__ ____ _ --------------~-------------· ------'·-......... ----. . ·---! .::__._______ I • • .J.-·, ; -r------:: ,--......-----'--~~-- •1 · .. J • ' I : 1 l . i----·----------- ' . ,, -. , . ~ . ----· . ----· -. --. . -' -.... ··I!· ' _!.' I f I' r ·~ . ' . , ' l It LINE 6 BETW E & D 05/30/0(l 2K-200 A PRIME JOB: 2K-wo STRUCTURAL DAiE: ts-2PCP._ ENGINEERS SHT: 9/ BUs1p12v1sOb4148TBEAM MMLYS1S PROBRAMsipSv1s0h4148T SPAN LENGTH= 48.00 ft ( 6. 43) BUsOp 1 (l, OOh 12v0s0b3T LEFT CANT = 10, 25 ft RIGHT CANT = 2. 00 ft UNIFORM LOADS lk/ft & ftl \Jd 111 xi X2 0.047 0.000 -10,25 50, 00 ?GHH LOADS (k & ftl Pd Pl X i0.890 8.608 6. 138 f:003 5,433 5,340 5,340 5,340 6.100 8.01:) REACTIONS LOAD De2d 6.330 4.220 4.220 . 4,220 4::220 4,220 4.220 (k) -10.25 -B. (l(i 0.00 s.eo 1b. (H) 24,(11) 32.00 40.00 50. (l() LEFT 44.676 RIGHT 25.340 M2x ' Live 27.375 2f, 364 . Td2l 72.051 45.704 Min : Live -0.264 'J AC'C' -.!..., \jJ.._t fot2l 44:412 23.285 MAXIMUM FORCES v max = 31. 17 k @ 0, O(H·ft K EiX = 261.48 kft I 24.00 ft N ain = -281.58 kft@ 0.00 ft M = 0 kft I 17,22 ft M = 0 kit@ 44.90 ft DEFLECTIONS (EI = kin·:.·2) LOAD Defi (ini X (ft) Total '37536238/EI 25.24 41887135/EI L.C. -134388%/El R.C. Live 6160417'3/EI 24.(l(l -41856998/EI LC:. -8167217/EI R.C. Dead 35587448/EI midspan 6442769/EI L.C. -5271676/EI R.C. Main Span c~nt. (loi:al) TOTAL Defl EI EI L I 180 30480076 11833068 L / 240 40640100 15777424 L / 360 60%0152 2%66136 LIVE Defl EI EI L / 240 25668408 5557067 fl f • t •I I J \ ,. L / ::;f,u ,jo;)lllblL lki3::ibUO L / 430 51336816 11114134 LINE f, BETW E & D 8Us1p12v1s0b4148TBEAM DESIGN PRu6RAMs1pMsOb4148T Left Cant° Lu = 8. 00 ft Right Cant Lu= 3,10 ft Brace Spacing = 8.00 ft Beam Braced@ Supports Pos, Moment Lu= 1.00 ft Brace Spacing = 1.0(l ft Actual: 5.i25":,; 37,5" 24F-V8 Douglas Fir-Larch (N) STRESSES (psi) Shear@ 'd 1 V = 31.02 k@ 3,13 ft Max. Shear Fv = 205 fv = 242 Main Span Fb' = 2643 ib = 2612 Left Ci=snt Fb' = 2488 fb = 2813 Right Cant Fb' = 2643 fb = 287 Live LDF = i •"jC' l ~ .l..Jf Le = 2.% X Lu, (:f DEFLECTIONS (inl (E = 1800 ksi) Total: Main Span= 2.41 = L / 239 Left Cant= 1.03 = l / 6171 Right Cant = -0, 23 = L / ---1 Live: M~in Span= 1.52 = L / 379 left C~nt = -1,03 = L /17511 Right Cant= -0,20 = L / ---1 Dead: Midspan = 0.88 Left Cant= 0.15 Right Cant= -0.13 I 1 OC al ·ff j 'P 'I <--1., !::. ,:.,:; ., ,!.! !, ii? "'' 'i. (-- l1 'i. = 0,88 05/30/00 2K-200 A PRIME JOB : .2k-20c, STRU~TIJRAL DATE: ?-2.Dofl ENGiNEERS SHT : '5.2-· (G,43)8Us(lp10,00h12v0s0b3T " r I l r 0 . ' 0 TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM TIILE.;_ EXIST'G GIRDER@ LINE 6 BET E & D A PR!ME .JC3 : 2K-.200 STRUCTIJRAL c;:.~: ;--.2000 ENGiNEERS SHT : q3 . BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= 0.75 in dia. Span= 48 ft. Fast. Cap= 1.463 kips L.D.F. = 1.25 (for timber) REINFQRCING QRITERIA b b= 5.125 in. bs= 1.75 in d= 37.5 in. ds= 7.25 in E= 1800 ksi. Es= 1900 ksi. A= 192.1875 in"2 As= 25.38 in"2 S= 1201.17 in"3 d1= 0 in I= 22521.97 in"4 Is= 111.15 1--------"O Fb = 2400 psi. Fbs= 2784.4 I Fv = 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 USC) ds I QESIGt:-1 !.QADS , _ Uniform or special (uniform=O, special=1)= 1 Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar = VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOAOING: (if other than uniform loading) V TL.= 31.17 kips ( at end of reinf. location) M TL= 281.58 ft-kips Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS 2.32 0.00 in in Udefl Udefl 1.06 20.60 28017.21 355.56 248.75 #DIV/0! Case 1 =PL + LL Case 2=DL w/Phi reduction factor Area Req'd= 226.69 in"2 0.00 in"2 Full Length Composite Req'd Vallow = 26.43 kips V comp. Allow= 32.45 kips Shear Stress OK COMPOSITE SECTION BENDING STRESSES; M max= Case 1=DL + LL Fb top= 2.48 ksi. Fb bot= 2.04 ksi. F rnf = 2.15 ksi. REINFORCING ATTACHMENT: V= VQ/1 = Spacing= At ends 31.17 kips 0.20 kips/in 7.39 in Case 2=QL w/Phi 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1/4 point from end 31.17 kips 0.20 kips/in 7.39 in 281.58 O.K. O.K. O.K. --------1 I bs I I _ I in. from top. in"4 in"3 ft-kips ii l: i . . ' --~,·1· ·-· ) f -~--... ------+·---:--· __ __. --·----. -... -------. CHECK EX \ST'~ t 27.5' Pp~ !3.?41<-- PL.,_ 4.22-1'- - G-[RDER ~ LINE: ® t A · PRIME -· JOB : 21(-200 k~ STRUCTURAL DATE: z:-~o ~~ ENG-iNEERS SHT : :11: ?, FRotv\ NE-IN 4'1('.j) Cl-llLLC-D WAlER PIPE ::._ o, (38-i:: R. FROM ar-to V GF -!l {,t;21c._ x2.. ~ 3.04-1c._ SEE COMpUlER OULPUT 'PROVIDE. NEW 2-1 3/4-" j _;y./ -(.9£ M\CRc>LLAtv\ LVt.. (!; HID. (6 I W/ 3/4 '14' M.B.'S ~ t.2 11 0.C.. -, .. ----------·--·----·------~----------- ' i ,, I . f I' LINE 5 BETW F & E 05/30/00 21'-21)0 A PR!ME JOB: 2.k'.-1o" ~ STRUCTIJRAL Dl-,TE: 2:2000 & ENG;,\1EERS SHI : C/"i 8Us1p12v1s0b4148TBEAM ANALYSIS PROGRAMs1;i9v1sOb4148T SPAN LENGTH= 27,50 ft (6. 43)8Us0p10, 00h12v0s0b3T (Simple Span) UNIFORM LOADS (k/ft & ft) 11d wl Y.1 X2 0.030 (l,(J(j(l 0,00 27,5(1 POINT LOADS lk & ft) Pd 5,478 5.478 8,513 Oi ! • 4z220 4.220 4,220 REACTIONS (ki LOAD Dead Live Total MAXIMUM FORCES X 5,7~ 13r75 21.75 LEFT RIGHT :3 t 264 1 i I 032 fi,330 5.330 V 1m = i7.35 k @ 27,50 ft M max = 134,00 kft@ 13.75 ft DEFLECTIONS (EI = kiir''2) LOAD Defl (inl X (ft) Total 17569734/EI 13.87 Live 6892098/EI 13, 75 Dead 10675873/EI @icsi:2n Pos. Moffient Lu= 1.00 ft Brace Spacing = LOO ft Douglas Fir-larch O{l STRESSES (osi) Shear @ 1 d1 : V = 17.30 k@ 25.50 ft fv = 205 fv = 211 102 '/. <--DI( BY !NSPEC'[lD~ Fb1 = 2778 fb = 3258 118 '/. <-- Live LDF = 1.251 Cf = 0,93 DEFLECTIONS (ifii CE= 1800 ksi) Total = 1.55 = L / 200 Live = (l, 55 = L / 509 Dead = 1.00 ! l I r TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM I1ILE.:. EXIST'G GIRDER@ LINE6 BET F & E BEAM TYPE (G~B=1, SWAN = 0) = 1 O.K. Fasterner= Span= 27.5 ft. Fast. Cap= L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b= 5.125 in. bs= 3.5 in d= 24 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 123 in"2 As= 38.50 in"2 S= 492.00 in"3 d1= 0 in I= 5904.00 in"4 Is= 97.05 1-------- Fb = 2400 psi. Fbs= 2891 I Fv= 165 psi. Fvs= 285 I bs 91 NOS= 0 (1 =yes,0=91 USC) ds I DESIGN LOADS ,_ Uniform or special (uniform=0, special=1)= 1 0.75 in dia. 1.463 kips b "C .,- "C --------1 - I bs I I _, Uniform DL= 0 k/ft. SECTION PROPERTIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL = 5.896 kips ( at end of reinf. location) M TL = 134 ft-kips 1.18 0.00 in Udefl in Udefl 1.06 14.30 8620.07 282.55 280.71 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=PL w/Phi reduction factor Area Req'd= 42.88 in"2 0.00 in"2 Full Length Composite not req'd Vallow= 16.91 kips V comp. Allow= 26.06 kips Shear Stress o. K. COMPOSITE SECTION BENDING STRESSES; M max= Case j =DL + LL Fb top= 2.67 ksi. Fb bot= 1.81 ksi. F rnf = 1.91 ksi. REINFORCING ATTACHMENT: V= VQ/1 = Spacing= At ends 5.90 kips 0.10 kips/in 15.13 in Case 2=DL w/Pbi 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1 /4 point from end 5.90 kips 0.10 kips/in 15.13 in 134.00 O.K. O.K. O.K. in. from top. in"4 in"3 ft-kips . : < : I • • , • : . . . t ' ------. -·.cH~-.--E-ilsf·G-· GtRt>ER -@ Ltt--JE ® ----. -·. ,-~-_;;-::. :-;PR~~:;;-IM-;:E~--=-..,..· _JO_B_: ..;2\<:::....-20_;_.,.o --f ~ STRU~.~RAL CATI:: s--2000 .,Q'£>~ ENGiNt:cRS SHT : q 7 ,. -·------ , ; ·:·-,------------.----------.--:T·· --- i • 1 · ; .· t j '.· , , , • ----------"'"" . -. -· ---,_ -. -·· -·-p~+rs fG P, ___ -----1 .....,.--=-=: ,--;-i __ p~..:...-1--Ps-----· p~----Ps--Ps----· --P;---P~---· Pr.--· ---------· ------------· ---· --·-p;:4.-rz ; . ' p-q \2-b _______ 1,..«S-.IS-I p, f'.'.,': __ . _ _f ____ _f ____ _f_:_\ _____ _f ___ t. ___ y. L:,,~3- t t ~' t ~· J 8'' J.. €' t gr t 8' . -1, &• -1, e ' l J 1..z.2s' t t 10.2s-1 . -·--- (;-) D: E.Xl5T'G GIRDER W~ ,, (3Spcf)(5•127t2.)(31-~/i2.)"' 4G.7 plf PP ~U4:_1psf_ ~-8'-~-~·)_: __ a,2.t~(FRo'.~--EX!_S.T'6: ___ Dy~T_?: S,541< p L "° r 2 pS f _ ~ a 1 ;( 4'7 1 _ _ = 4-. 2_2_ ~ Ro= 3,q'2.IC + 0307 (EX\Sf'G: WCT) =-4,22...11'-- P1L ':. 3,2.b IC-. P2.o = l,04 + 037~ (E--XlSf'4 Dl\CT) " 7~4( '"· P.2.L --Cj.02-4 ~. p3 , NEW GF-!3' -GJ-GF-4 :: 3.328-~---· . . .... -. --. P"" ' NE:-W 3 .~ ct> C\-llU..E:D \fJATER PIP~ "" -" ---~ ----·----- ~)< l2p\f-.e .20' -=-0, 72 !<'. --·--, ·------·-·--·· ·--· ·---~ -· --.,__ ·------. --· O P~ : FROM NE-VV 4•\cp C\-l\LLE-P WATE:R PIPE ~ o. 138' f . . ,. p 6 : F(<DH EXlST'G: 60o lb!. llW\T = 0, 277 I<-----. -. -' ------( -··--. ----. . . ---· --(J·----- SEE-COMPUTE:R OUTPUT PRDVlDE-NEW l¾~ X ri'/2-'t - FRO~ LI NE --CE) ··To -8 .Lo" . . -.. -. _W/ o/4'1 'f M,B.'s ~ 8''o,C. --- !,qE HlCROUAM LVL rowARD l(Nf ® ~I 1 I . ' ,, .i • --.-·; 4 • l I j ...:..! __ --------~½ . i 1 ; _,__ • ----------_...J__ • ---11 .. .. --·' : . ·-----_·_ ·-·-~--·-,_.i ,', I --' ' , ~ • I' ' 'I LINE 6 BETW 6 & F 05/30/00 2K-200 A PRIME JOB· 2.K-.2.00 SffiUCTIJRAL DATE: s--2000 ENGiNEERS SHT :· t'/8 8Us1pi2v1s0h4148TBEAM ANALYSIS PR06RAMs1p9v1s-Ob4148T SPAN LENGTH= 48,00 ft ( E.. 43) BUsOp 10. ooh 12vCisOo:n LEFT CANT= 12.25 ft RIGHT CANT= 10.25 ft UNIFORM LOADS (k/ft & ft) wd wl X! V') 1,L 0.047 0.000 -12.25 58,25 POINT LOADS (k ; ,,: ft) Pd P1 X 4t720 5.151 -12.25 4 ··,n rl-•1 3.26(! -8.00 11, 5'36 :31024 0.00 r i•t"C JrJJ:J 4J 22(~ 8.(H) c:-,:ire J •. 11.iJ 4s220 16:(H) 5.678 4.220 24.00 5.£78 4,220 32100 5.678 4.220 40, (H) 5.678 41220 48.00 5.678 4.220 56.00 9, 12b 6.330 58.25 REAGTIONS (k) LOAD LEFT RIGHT Dead 35.882 37.379 Max . Live 29,843 27,375 . Tc.tal 65,725 f,4,754 Hin . Live -21055 -1.858 . Totai 33,827 35.521 MAXIMUM FORCES V max = 29,02 k @ 48.00-ft N max = 254,82 kft@ 24.00 ft H min = -240.06 kft@ 48,00 ft M = 0 kft@ 18.60 ft M = 0 kft @ 26.15 ft DEFLECTIONS (EI : kinA2) LOAD Def! (in) X (ft) Total '32712276/EI 23.60 -59658135/EI LC, 47004314iEI R.C. Live 6160417'3/EI 24, (H) 540%263/EI LC. 46286903/EI R.G. Dead 31073i58/EI midspan -%33917/EI LC. 717412/EI R.C. Main Span C,;nt. (1 c,c al) TOTAL Defl EI EI L / 180 28972584 10133443 L / 240 38630112 13511258 L / 360 57945158 20266886 LIVE Defl EI EI f . ·' i ' ? 0 , ' ( ,., LI i4\J L / 360 L / 480 LJbbcMld 38502612 5133681E, .:iobiJ:JJ 8793831 11725109 LINE 6 BETW 6 IF_ 05/30/00 -----------------2K-200 A PRIME JOB: 2.k-2~ STRUCTURAL DATE· s-200o ENGINEERS SHr ; 31 = 8Us1p 12v1 s0b4148TBEAM DESIGN PRO&RAMs1p'M s0b4148T (6. 43) 8Us0p 10. OOh 12v0s0b3T Left Cant Lu= B.00 ft Right Cant Lu= 8.00 ft Brace Spacing = 8.(1(! ft Beam Braced@ Supports Pos. Moment Lu = 1. 00 ft Br 2ce Spacing = 1. (l(l ft Actual : 5.125" x 37,5a 24F-V8 Douglas Fir-Lerch (NJ STRESSES (psi) Shear@ 'ci' : V = 28,SB k@ 44.88 ft r.ax. ti!1ear Fv = 2i)6 ~2in S?an fbf = 2643 Left C.:;nt Fh 1 = 2488 fv H, ;u fo = 225 = 2546 = 1841 1(1'3 % <-- %% Hi. Right Cant FOt = 2488 fb = 2398 9E % Live LDF = 1.251 Le= 2.06 x Lu, Cf= 0.88 DEFLECTIOi;S On) (E = 1800 ksi) Total: Main Spin= 2.29 = L / 252 Left Cant= -1.47 = L / 814* Right Cant = 1.16 Live: Main Span= i.52 Left Cant= 1.33 Right Cant= 1.14 Dead : Midspan = 0,77 Left Cant= -0.24 . Right C2nt = 0.02 * lc!l:al -~ J = = = = L I 720* L I ~·t:::i -.JI J. L /16b(H: L /1751 * ~-·'"''" ·~ -........ ,_ ..... _ ... _..,, ..... _ ......................... :..,,.,.,_. -~-···-~ . -~ ~ I X TIMBER BEAM WITH COMPOSITE REINFORCING AT BOTTOM II.ILE;_ EXIST'G GIRDER @ LINE 6 BET G & F BEAM TYPE (GLB=1, SWAN = 0) = 1 O.K. Fasterner= Span= 48 ft. Fast. Cap= L.D.F. = 1.25 (for timber) REINFORCING CRITERIA b= 5.125 in. bs= 1.75 in d= 37.5 in. ds= 5.5 in E= 1800 ksi. Es= 1900 ksi. A= 192.1875 in112 As= 19.25 in112 S= 1201.17 in113 d1= 0 in I= 22521.97 in114 Is= 48.53 1-------- Fb = 2400 psi. Fbs= 2891 I Fv= 165 psi. Fvs= 285 I bs 91 NDS = 0 (1=yes,0=91 UBC) ds I DESIGN LQADS I_ Uniform or special (uniform=O, special=1)= 1 0.75 1.463 b "O .,.... "O Uniform DL= 0 k/ft. SECIIQN PRQPERIIES Uniform LL= 0 k/ft. n = Uniform TL= 0 kips y bar= VTL= 0 VOL= 0 kips Ix MTL= 0 MDL= 0 ft-kips Q= SPECIAL LOADING: (if other than uniform loading) V TL = 29.02 kips ( at end of reinf. location) M TL = 254.82 ft-kips 2.15 0.00 in Udefl in Udefl 1.06 20.28 27277.59 294.02 267.62 #DIV/0! Total Load deflection= Live Load deflection= COMPOSITE SECTION SHEAR STRESS Case 1 =PL + LL Case 2=PL w/Phi reduction factor Area Req'd= 211.05 in112 Full Length Composite Req'd Vallow= V comp. Allow= 26.43 kips 31.00 kips 0.00 in112 Shear Stress O.K. A PRIME JOa: 21:::-.20" STRUCTIJRAL DATE• S--.20(:)o ENGiNEERS SHT ; / oo in dia. kips --------1 I bs I I _I in. from top. in114 in113 CQMPQSIIE SECTION BENDING STRESSES: M max= 254.82 ft-kips - Case 1 =DL + LL Fb top = 2.27 ksi. Fb bot = 1.93 ksi. F rnf = 2.04 ksi. REINF.QRC!NG ATTACHMENI: Ateods V= 29.02 kips VQ/1 = 0.16 kips/in Spacing= 9.35 in Case 2=DL w/Phi 0.00 ksi. 0.00 ksi. 0.00 ksi. At 1/4 point from end 29.02 kips 0.16 kips/in 9.35 in O.K. O.K. O.K. ----- -.. -. ·---. - CJp : EX.!ST'G-G-lRD:::R WT_-:: (3S-p=f )(3 ·127'12)(81:'o/1:2) = 43 plf. ___ Pp ,._ _l~:_4 p~f ?" 8 r-(48_~+20'? x '/~ : 3:~_2_t=-____ _ PL._~ ( 2 .o psf x a1' ,<: 34' =-. 3_.3-~ "- P1 F~oM EX \STG t7vtCT = 0.4!6 I<. P2 FROM NE:W G-F~24 ::, 2.31<. P3 t NE.\,\J 2"4> CHlU.E-D WATffi P!Pf: ?X6pl-f ,c l0 1 ::: (80 t\:ls p4 · FRoM E:-X\ST'G: 450 lbs -= 0,632 1<:- p~ F~H G:XlST'G: DUCT = o. 301 fc. . ·--. - Pb NEW GF-25 :: .2.S\< ·-·-·. --. p, FRoM f:Xl ST'G-DUCT " O, 2!:>I I'=--·------·-•4 .. ----------. --·------· ···--··---·-· --·-· ' : -·-·--------+-. ----.·--·-··--. . _-'---: ; --: -.·--. ·---:---~-- 1 '. . ' ; : ; -,--·-... ___ -. _.j_' -·----._.--. ___ • · __ -----·----'-------------__ , -·-----·-{ -, . . ------. .. . ;!f · . --·--------- j t. 1 f, LINE 6 BETW I & H 05/30/0(1 2K-200 A PRIME JOB: .2K-.200 STRUCTURAL DATE: s--.2000 ENGiNEERS SHr ~ /02 8!.is1p12v1s0b4i48TBEAl'i ANALYSIS PROBRAMs1p9v1s0b4148T SPAN LENGTH= 48.00 ft (6.43}8Us0pl0.00hi2v0s0b3T LEFT CANT= 8.00 ft RIGHT CANT= 10.50 ft UNIFORM LOADS (k/ft I ft) .wd 1,11 X1 X2 (1,043 0.000 -8.00 58.25 POINT LDADS (k & ft) Pd r,1 r. X 11.816 11. 420 -8,00 6. 745 3.26(1 0.0() 4,265 3,260 8.00 4.277 3r2fi(l 16,()0 4.478 :3,260 24,00 4.478 3,260 32. (H) 4.~78 3.260 40, (10 4,478 3,260 48.00 2.500 0.000 51. 90 4.227 3.260 56.00 4,722 5,151 58.50 f.:EACTIDNS (k) LOAD LEH RIGHT De2d 30.831 28.482 Max : Live 24.733 21.491 Teital 55.564 49i :373 Min . Live -1, 570 -1.%3 . Total 29.161 26.579 MAX Il'iU/1 FORCES V max = 23.58 k @ 0.00-ft M ffi2X = 1'32,84 kft @ 24,(10 ft M Rin = -187,26 kft@ 0,00 ft (11{ 0 fu 11 si:;ad DEFLECTIONS CE! = kinA2) LOAD Defl (in) I (ft> Total 69402582/EI 24. 04 31004982/EI L.C. 39946093/EI R,C. Live 47589'350/El 24. 00 32440921/EI L.C. 41380168/EI R.C. De3d 21812384iEI midspan -1435947/EI L.C. -1434076/El R,C. Main Span Cant. (1 o,: c 1) TOTAL Defl EI EI L / 180 21688308 7310255 L / 240 28917744 9747006 L / 360 43376616 14620509 LIVE Def! El EI L /" 240 19829146 4615925 J , A ~ ·O 1, t , , L / jbO L~J4JJLO L / 480 39658292 LINE 6 BETW i & H b'.Wc/\31 9231850 8Us1p 12v1 s0h4148TBEAM DESil3N PR06RAMs1 p'M s0b4148T Left Cant Lu= 8.00 ft Ritht Cant Lu= 8.00 ft Brace Spacing = 8,00 ft Beam Braced I Supports Pos. Mo1ent Lu= 1.00 ft Brace Spacing = 1,00 ft Gov. Deflection : M2in Span Total =-3 in Required EI = 23134194 kin-'2 GLB 5.125 x 34.5 24F-VB Douglas Fir-Lirch (NJ STRESSES (psi)_ Shear I 1d1 : U = 23.46 k@ -2.88 ft Hax. She;;r Fv = 205 fv = 199 % ;( Main Span Fb1 = 2668 ib = 2276 85 7. Left Cant Fb; = 25f:7 th = 221n 86 'J. Right Cant Fb 1 = 2567 fb = 2072 8 i 7. live LDF = 1.251 le= 2.06 x Lu, Cf= 0,89 DEFLECTiONS (inl (E = 1800 ksil Total: Main Span= Left Gant= Right Cant= Live : Hain Span = Right C:int = Dead : ~idspan = 2.20 (),98 1.27 1.51 j,03 1.31 t),f,'3 Left C:rnt = -0,{)5 Right Cant= -0.05 f iocal = L = L = L = L = L = L I 2f,2 i':> X I ,., I 880* 33 1. I 777* 4'1 ,. % I 382 p <J-.J A I 800¼ 34 'I ,, I 541* 44 'I .. , !)5/30/00 2K-200 A PRfME JOB. 2k.-:2to STRUCTIJRAL OAlB S""2Cei'" ENGINEERS SHT : / 0 3 - (6.43)8Us0p10,00hl2v0s0b3T .. --, \.J '1 ,.· , .. • • EXISTING COLUMN CHECK LOCATION NEW AXIAL LOAD EXIST'G COLUMN 2-G 2-F 2-E 2-D 3-G 3-F 3-E 3-D 4-E 4-D 4-G 4-F 5-H 6-E 6-D 6-G 6-F 6-1 6-H 73.1 73.1 75.87 v 24.84 64.21 71.17 · 69.1 49.3 60.5 53 53.18 57.64 54.65 72.05 V 46.7 65.73 65.75 55.76 49.77. TS 7X7X5/16 TS 7X7X1/4 OK. "'4/ EX\ST'Ci C..OU..4HN l:r-FT6-. SEf coHFUTER OUTPUT. A PRIME JOB: 2.1<-zco STRUCTURAL DATE: G-zoe.o ENGiNEERS SHT : 104; = EXIST'F FTG 5'-6" SQ.X15"THK W/ 5-#5 5'-0" SQ.X12"THK W/ 5-#5 · ., t' ._ ... \ :__J STRUCTURAL TUBE C:OLUMN DESIGN (2.1) 2K-200 EXISi'B COL@ 2-E LDf = LOO UNITS = INCH-KIPS U.O.N COL.HTS Lx= 27.00 fTS COL. HTS Ly= 27. 00 FTS LOAD FROM FLOOR ABGiJE = PlD, Pil, e1 = 0.00 P2D1 P2L1 e2 = 0.00 P3D1 P3L1 e3 = 0,00 P4D, P4l 1 e4 = 0,00 Nx= O.CO INCH-KIPS My= 0.00 INCH-KIPS Fy = 4LOO f-:SI Cb =1.00 Kx 1Ky = 1.00 1.00 Cmx 1Cffiy = 0.85 0.85 LOAD LOAD CASE 1 CASE PT= 75.87 75.87 Mx= (1.00 (l,(i(l My= 0.00 o.oo TS 7.0X 7.0X0,3125 WEIGHi= 27. 59 LOAD CASE= Fa= 10i45 fa = '3,3& Fbx= 27.60 2 75.87f<iPS 0.00 0.00 0.00 0.00 LOAD CASE 75.87 0.00 G~OO fbx= (l, (H) fby= 27.60 fby= (l. (l(l 1A = 0,90 1B = 0.34 per AISC: 1.6-la per AISC 1.6-1b BASE PL= 0.75(1 X 13.000 X13.000 3 0.00 0.00 0.00 LQAD CASE 75.87 l),(l(l 0:00 LOAD 4 CASE 75.87 0,0(! 0.00 5 A PRIME JOB: 2.K~2oo STRUCTURAL DATE· G :;:29;2o ENGiNEERS SHT; -lo~ I <' (' '' STRUCTURAL TUBE COLUMN DESIGN (2.1) 2K-200 EX iST' 6 C:OL @ 6-E LDF = i.00 UNITS = INCH-KIPS U.O.N CDL. HTS Lx= 27, 00 ns C:OL. HTS Ly= 27. 00 FTS LOAD FROM FLOOR ABOvE = P1D, PIL, el= 0.00 P2D, P2L, e2 = 0.00 P3D 1 P3L 1 E3 = 0.00 P4D1 P4L, e4 = 0.00 Mx= O,(l(l INCH-KIPS My= O. 00 INCH-KI PS fy = 46.00 KSI Cb =1.00 Kx,Ky = 1.00 1,bo C::nx,Cmy = 0,85 (l,85 LOAD LOAD CASE 1 CASE PT= 72.05 72.05 Mx= 0.00 0.00 My= 0.00 0.00 TS 7.0X 7,0X0.2500 WEISHT= 22, 42 LOAD CASE= Fa= 10,68 fa = !0.'33 fbx= 27.60 fbx= 0,00 fby= 27,60 fby= 0,00 72.05KIPS (l.00 0.00 2 (}. (H) (l,00 LOAD CASE 72.05 0.00 0100 1A = 1.02 per AISC 1,6-1~ IB = 0,40 per AISC 1.6•lb 0 OVER STRESSED BASE PL= 0,750 X 13,000 X13.000 ~ " 0,00 0.00 0.00 0.(l(l LOAD CASE 4 72,05 0,(H) 0,00 LOAD CASE 7V)5 o.oo 0.00 C .J A PRfME x,a. u-20c> STRUCTURAL DATE: b-U>o£ ENGiNEERS SHT ; / Ok J ,, ' J, . , .. ) ~ L ns@ 2-E ------------ 6RADE BEAM ANALYSIS-PROGRAM (4.02) footing LENGTH = footing WID1H = footing DEPTH = Cone Weight = 5.50 ft 5,50 ft LOO ft 0.15 kd (l, 00 \;sf Surch;rge = Footing+ Surch, = 0.83 klf ?OHlT LOADS (k t, ft) X 75.87 2, 75 RESULTANTS (k 1 ft t ksf) CASE Pt B0.41 1. 2. 75 f! maI 2. fit, < Q c?,\\oW -=-4 o )(. 1.;~ Q min 2,&& MA'tHiUM FORCES (k 1 kft) CASE i V max 37,'34 I'\ max 52, 16 M min -0.00 %/04/{lO PRIME JOB • 2.K-'.ZbO STRUCnJRAL DAiE: ~-gpco ENGiNEERS SHT; /o] ~ ,, '· .11 '' ,.---\ \;,_J ,: .1 ., E. HG @ 2-E BRADE BEAM DESIGN PROGRAM (4.02) DESIGN DATA fie= 2.00 l:si fy = 60.00 ksi Load Factor = SHEAR DESIGN Vmax = 3719 k \In = 62. 5 I: 1.40 b = 66.(l(l in h = 12,00 in d = 8. (JO in Ve = 47. 2 k Vs = 15.3 I:: Av min= 0.66 si/ft S max= 4.00 in Av str = 0.38 si/ft Av = 0.66 si/ft I I 3 Stirrup @ 4.0" 1 I 4 Stirrup @ 4,0" FLEXURAL DESIGN Beta 1 = 0.85 As min= 1.76 si As m~x = 5,64 si M+ ma = 52.2 kft M-min = Mn+ = Bi.1 Ut Mn-= As !:tr = •j •H"'i .S:. Ii j si As str = As = 2.19 si As = -010 -0,0 0.00 0,00 Bottom Steel Top StEel Bar #. 6 I 7 l1 0 n u # 9 No: Space . 5.0 ii,t/ 3.b i4,511 2.8 19.3" 2.2 19,3" ~fo. Space 0.0 (l,I) (l.0 kft L· +i !-.I\. si si 06/04/00 A PRIME JOB: 2K-2-0i:1 STRUCTURAL DATE: G-~oo ENGINEERS Sh7: to¥ . . ' {-') V ,,, 'J t, E. FT6 @ 5-E GRADE BEAM ANALYSIS PROGRAM Footing LENGTH = Footing WIDTH = Footing DEPTH = Cone Weight = Surcharg~ = 5.(l(l ft 5.00 ft 1.00 ft o. 15 r.cf 0.00 ksf Footing+ Surch. = 0.75 kif POINT LOADS (k & ft) i X 72.05 2.50 RESULTANTS (k 1 ft & ksfl CASE Pt 75, 80 X 2.50 (4.02) Q max 3.03 <~~llo()l .,,_, {ox 1--:?>3 Q min 3,03 MAXIMUM FORCES (k, kft) CASE 1 V «;ax 36. 03 M max 45,03 M !fin 0,(:0 06/04/(10 &. PRIME JOB : 2j(:.--2Dc> ~ STRUCnJRAL DATI:: b-z.ax> 8a ENG~NEERS Sh'T: Jo-t_ (I I I 1 f !I " .........-•-----.!... 'j,f' 1 J_, 1 \, .... l '3 L FTS @ 5-E GRADE BEAM DESIGN PROGRAM (4.02i DESIGN DATA f'c = 2.00 ksi b = 6(1.(l(l in fy = 6(l,(l0 ksi h = i2J.i0 in Load Factor = i. 4(l d = S,00 in SHEAR DESIGN Vmax = 36,0 k Vil = 59,3 k Vs = 16,4 k Av min= (l,60 si/ft S max= 4,00 in Av str = 0.41 si/ft Av = 0,60 si/ft 1 I 3 Stirrup I .4.0' I I 4 Stirrup @ 4,0" FLEXURAL DESIGN . Beta i = 0.85 As min= 1.60 si As max= 5il3 si M.i. '" n;ax = 45,(l kft M-min :: Mn+ :: 70,0 Ut Mn-:: A-str :: 1.88 si As sh :: r.=> As = L88 si As = Bott.om Steel . f 1;tp Bar 'I f;(r, Space No, # 4 9,4 C' ')!i .J1L. 0,0 Jl 5 6.1 7 ti" 0,(l ti' ,, . I 6 4,3 i0.4n 0,0 ll 7 3,1 13.0" 0.0 T1 J! B ·1 ,4 i7.3" !),!) 1r .<.,'t ·ff ,' ,, 0,0 k ft 0,0 kft (l,(l(l si o.oo si Steel Spece 06/04/(ll) A PRIME JOB: 2\(-200 STRUClURAL DATE: ~-'2.i)DO ENGINEERS SHT : /Io · .... ...-1," .... ~0·r ' ~ ~ l' I I t -,: • -~-----:,~-;~-----------·· ------. -.. -. -----. " --· -····---. -----.. --------------------------·-. ----·-. --w -----·--·----• ---~ -• ----- prPEs ~ ROOF SCREEN. -·-------- -·---·---__ .... ___ (f~-~ f!~S~ ... -. --p: 3 .x. (8 plf J<.. 8 ,. = 0.._4'62. \bs . ------·--------------------------------~-, ______________ ·------~----------------··-------------·----· -. ---------., ____ ·--·---·----------' Op· C,..-·If' ( [1--:> ~n: )W. _ (l,D)(0.44)(t.o) (lt?>)Wp·-·--· --~r_ ___ ---~! ___ .. r . ______ .. ____ 3-·? ___ ... --. --------... ---------~ -··--------· : p~E:81 w p .,,_ 25 3. 6 \~s ) $7 I \!)S F-RDlv\ VJ l t\.)D_ -•·· ----- ( O .432.) lb') 4 --· . -----· --.-----·-·---------------. -----·------·--------------------~ ··--·--, .. : . COHB{ NE-D srRL=-ss. . . ~' ·_, .. ; # • -(It---~---· L 3?<-3;/y~~A-: .. ~-44-i~~). . ~~ .. -~-~~-~~~=~=~---=---~:~~~=---~~-~:-~:.---:-_:_--~---_:~~~-~---·· -~-- . p . Fp o. 253b -· --· ----f~ :.· A. ::... A. -,,,--I, 44--· ::.. 0 .-3'65-· ~Vi."-· -.. -.. --- ----~---·---·-----·-· -----~---·-·-------, --· -· -----·-·- -.. . . E~=:... _g~9§ fi ~ .. ~ -'2..~-~-36 ~S! ) _:: . 2. Lb k-?i:. --. ---. . . -··-. . -.,. . ....,_ ____ -. __ ,.. -- 0 2:::-.L 3>'3 1< 1/4-( S~ = 2, / ivi3) .. . . --· . . ·---. -. ----------. .. -· +b· -. N .: .. ·_____ 0 \ G48 ;,(. I 2. . :,---3 ~1 /<Sf .. ----- s 2.l1r1?> .. --·-----.-----·---------·-·------·--.. -··--···-"' ·---· ------·-... ___ . __ __ _ _rb ~-.E..-.~-f ;;( ~ ( 0 • -~ 2s~_§>E1 .2 -~---~-'-~_!:=-_:_I_ ____ .. _____ ...... _. _ ___ _ _ _ _ ·· ____ . __ . 3,l + ----2-1-b . : OJ:::_ ---·-----------------·--· . ',.. -----'---------·--·---- -:-i_, ·.· "'-- Tr7 ta; j ,-t. q·,. ·:J?S =i;:,··. 53: 4 -~--. -. ~ ~ . -----------------__________ ., ___________ ,., .j 1 . ! l. : ---~------~~-~----·-:-·---~~~-------1...- ·~ ----------'. ~ . ·----- 1 •. .1-a ·-: ·-! i' --------· ------· -1:,~--r~10;~ ~"~~'J. ~:.;= ~~ ...,;.1:,--'------·J-·J~------- ·----:...,__ ---,__ ----------· -.. ---... ---· Jlila ENG1NEERS SHT : 112 ~----· __ _. . _ .P( pe,; SUPPO!<.-r C.tiEC.K. -~--'-__ ::,___ ~------. _________________________ . ----·-· .. ~ 4-'tq P{PE-S @ PAMPET WALL (..f4Lo''o,c.) ···------· _ _ -_____ :. __ ·..::._· __ ·-_ ,___f? _____ ·-, ___ p_;,,, Cl6'.3 +_l-l_)(if_)(_!4 1 == __ 252.11,s _______ _ -----'~--!'---. -l,.. J, · .. i-r __ . __ : _______ ! __ ~_-, __ : ___ ----------·---· ·-····--·--·· _: . . ,·(Af_. c~-Ir : ' \--ix· ' . --------------------0.---------__ l='r -----:------((t 3 -)--Wp----·---- .. ?" -r . -o --· • • R p · hr . ·. , ·-·---P-----------------------·-·· ._ -----·-· ---·-... ··-···--···---· ---··-------··-· . -J, I="OR Pl P ! NG-, O..p ;_ I, o., Rp ~ =3. o . '2.'-r.--·. --~--Fr.. -· --. -. . -·--··---·----- 2 J __ B ___ . __________________ ,:Fp_-_-U 1 .o)coA4)CLo> _ C\+-3)Wr ,V . G5" J 6,!;" 71: _ :3,0 ---------------------------------___ :_ -~·_?§~-~e-----~ Ji7_·_~1.!..~~-____ _ ---·-· -------------- r->xMA =-o 2(6-.5"P) + 2.Fp -&FD -10 B =-o. ---. ----------------------------------\-----------· . ----·- .: lOB-=-l3P-b'Fo -~-----------.. --\ --------. -~ B :o.. 1-3 p -0.6 i=p .'.2.'3'1 11:>s. -~-:-B __ ~ -~!=f --. -·-. _.__ ~ ~--~f p_~8-. =-__ ?CJ~'-=-~4} __ + 23'1 :: .!334. G lbs. ¥ -• -• -·-. --------· ·--•• -· -----------• -- .: HA-X. TErJ~LO\\.l @ BOL t · =-534~6 tbs. ----------------·· -··-------·-----·--------·--··-------------------------·-----------. -·· Ot::= IJJ/ ~(~'' 4> >< 5'' EH BED.·_ ReDHE-A.D. (ALLOW.= ~ ~ 4/;-= 773 lbs) -. -----' . o,~zr . -+I'-· --·--··cJ{A.NNEL_ CrlECK-·.:·---~~--C4;~~\i: _(_014:· -. A =-1._2-s~;-~> s~~ o.0J_11c~ M Wl°'-X. = 252.!bs '\ 6.5 fn: ~ \_ 6~8 !:::.-TV1 . . ,--. . ------. ---· -·----~ -- . . {Vt 1.6 32 ~-Tr1. · 11 -~ f ~~ ~ "' Q,Ol :: ·· 2~-.8'1--le.Si ·---·-Fbf'-_ O.f>_F1_=-. -~'· -~/'.'.~_;- . . --P 2 'I-o, '2.!:, 2 ···-to..= y· ::.· -l,ZB4-.. :: 0.-?,9 3-\c.Si ·· ··· ----. ----~ -------. -- ~(\_ = Q_.06 F~_:: __ l~,06)(?_bi:.$>c) = ~~[6(<::.si_ -----,~------. . · : OK. ·w; c4i1.2-G -------·-~ ---·-----------· ·--------- ------·~----·-·--------·--------------------- -----!;--- ., •• l . ' ' ' . ' ---------------~-- ----·----------.~----·--. --. -·------· ---·-·. ------. --. __ ------------. ----·---·--. ·------------- . . ' . ' . -·------··---------------------·-----·· -----------,_ . -----... { t . i --'. . : -.-f TO,~ J :·. R_ _____ . ___________ '.__ _______________ . ____ -----.:. ___ ---· ·----·-·-·--·-------·-----. p,,,. (SO. I -+ /. '1)Dlf X 4 '. -=-468 lbs. --------------------·, ----{-. ------------------- ··---· ·--------··--··-------·-.. -... ··-------·-·-·-··-·----·-... ···-·-····-. ------~ -_________ p ______ -------F p -~ ?· ~~1 ~AJ p . ( ~-€: ~, PI_PE CAl:S )'··· · -----·-·--·-···. ----------P--····--. --- _, ::.. (0.5'~7)(46g) J ,--~---~ F p -· --=-. =-214. 7 lbs ·------------------·-----------------·--------··------ ------~ .. . ' ' -----···---.. .,, f'-:E.. M-A ~_o_._ ···-..... _ _ _ _ . _ _ (2p x t?." )_~ _ ( Fp x __ 3J .~ _ (~p x l4'.) + (Bx l7 ') ::-C?. ·, · ·· 2.4 P -I [ F + ll' B = o . --. -· -.. . t?.. . -. . - __ <_ 8--_ __ _ { l F p -24P-., _ __._ _______ ~ --482_. 'LG 11::>s · · [T --------. -. ·-----. -. -----. --------·. -----· . ---. ! ~f'X_~O -~--------· -----------~---------------··-· ------------------------· -·---·-· ----------------··-- , ____ A+B_.,::._2-Fp ___ _ _______________ ---·· _________________ _ ' . -'-A = .2 F b -13 "" . L D 3 2. ~ I' hs --· ----------·------·-----f------------------ ' ::' MAX. 10-jS[ON e 801... r ":,. l032, ~ {l:,5 ---·---·----·-----. ¾··-~ · x.-s'· E-HeE6---·RV\H"e.Ao:· ;;·-·scio-i 4 /~ ... . ---. -. -•• ll8'b:(b s. -~ 0 [~. -----··--_CA_· ·_·N_T_.(LE_-·_v_E_R_B_M_._ .... _· _·_c_q!.._o_·,·_o,_c~.) ·--·----· . --·--·-· ... -·-· ..... -··---· -··· · t-1\'Vl?I-X. :: (468' {bs-)(12·): S6l6 l1;-Tt1 ----·-~ -----·-·-·. -·--------------------~--------·-------..------------·-----·------------·------------------·-- ---;· .... S·ve-id ::-, 11 . ..,,_----5 ~1b: !lb~>T~,: ·-0~'26-·rn1--------------- ___________ ·_o,--:()·f:'~ 0,6"':>bl:=Si : _______ . _________ _:__1 -::--~D~~-!?b~ {~k-b·-)-:.,_ __ (0,~8:)(_!2''f (3xrt-l2) __ :~L! ~, (!.: ·O;:el-in-____ __,_...,. __ · . : . 1 r_ . 6' El . ; 6 (2.q ooo J I . ~ · -. 2 4o · ; ; : }·:, .: I~_-!.._:_-_2._&----'-ih_4__;._ . _ __..... ____ , ,,,__,_, --.---------------------• ~: .. .L.J ,l-j ·: '.' • . ·. '.,.::) ~-;;TV··+··~ < l i. 1 ·i -. -. -~_°,_?~ 7::c:.,~ ~:s '...: -~ LlSE. TS 37< 3)(. 1/4. (I:: 3.l6 i~ 4. • S = 2. \ ,ri a) ___ ., . '· JI •l t. ~t ·1---:--~y1--·.--------------··-. ------.---~----~ -. , __ ···-. --· ----------·---·-.... ---~-,---·-----~,.------------ PlPE ------,----SUPPORT .. ----- @ 8-,\-?IPE-S. (coN'T) . . ------A" . PRIME . JOB : 2.K-20° VG!> STRUCfuR,..'\L DATT:: S-2.c:t:lO -----------.. --------~' --a ENGiNEERS · SHT: 1/t-i . ' II \'.?:-~-: ___ CHANNEL CtiE:CK. __ Q. . ' • • ' I • --... ------------------ ' . ------------·--· -----------------· ---------------------. --- . ' -------.. -~=--· -. ti H YrlO\)(. ~ . 468· ;,< 12_;' ~ S.6(6 Ii:.-if\, . --·--------------- -. --. . ---.. ------. ----... ·-c-~\Eci" W/ ~s · ~:_>:_ ~_><-_Y4~ ____ (S~--~ 1,9_?:_i-n~,_ A: -~-:93 ft'I_~) 13 . b I G ~ _ 2-: '12.f;-l"-$f-_ _ _ _ _ .. __ . (.9,2.. ti -.. ------·--li !I ii fl !i i Fb~=-~-G_ fer ... ~-__ \?:~1s.~~!)~ __ ?l:? __ !~~L ________________ _ ---• --... -·. -------------------.. ___ ----§ p A ~ o·. 216 << 1.33-.. 0~. -· ----------· ---------~-------------·------------------------------- (0" Pl PE . --~-------------------------··--------.... _ FF<DM g" Pl PE-· · . . -..... ·---.. ' .. · j··--------~-----------·· -----. --. -·-' ... ,_ -----. -----------------------· .. --···---- ' 468-lbs . -~-6.15 ft--~_;-USE---~-ME HAN"G:ER · ~ G!....D !'. O,C; (748+_L2)pl-t ________________ · ___________________________ _ , : ., . --· --- ----------------------.-·---------~----. ---,--.-----1---,-,-·.· -----·-, -----. ·------------·------~-_.,__ ____ _ -----,-------·-----------·· -__:J' -----·--·· --------------------; -' . • ... --------------"--...,.- ~---- ' .• -~------'-'-~--;.._' __;..-~---=--'---+---+-----,-----~--,--;~ I - ' ' ' I ' , I. l, ,ti l )j ~ \) ' -'f,-'-. -"11:J"· -----'l,J ---------• -. . ---A PRIME JOB: :2k-20o . . . -· STRUCTURAL DATE: !:>-2000 SUPPORT FOR NEW CJ-llLLcf<. i;z.. CCOUNG ToweR. ENGiNEERs SHT: u~ • -----• ?•--•• -.. • ---• --• 6---·-__ .M~0~ __ Qet?J~ATl_l'y(i __ J.NT_._: c::_l:ll~~~--.. = --~9.;~ J~-----~ ~y~N_s r · ·' . COOLl NG-TOWeR::: t 44 qo lb$ --·-----------·-------------~--------· --·--------------------------------". -------·- -------·-.. -----· --·---· ---·-·--· -.. -· ·-· ---·-_____ .... ___ ,. __________ ------·-----. pl> - J !;;6'" 1 Pe PE. ::. 8.86~-X -. --..... p. ;~ i f'1:: rFp Fp = O.lCo..·l·W =-(0.7)(0.44)(1.0)(l.2.S)W :. o,~8.si w ~ (0,~5)(23.0231=-) -:. 8.8b(<::. 4-&'' >( . . -I S8~ 2. ~-.:::-3.67-1< = ( AsD ; 3i,b l ,:. 2.b21<:-) t.4- ~~F·S~P~RT-1 . --. --0-·-· ·--PP::-23·;02..'?,~---x-~ --==-S.16 \:'.:-:---·-) U~E:--1/g!:-~-BC>lTS-W/-7'~M!.t\/--E.Hf3eD~ ------- ---· · ----·----------------------·--------·· (SEE-COHPGf/"E~ ·OCffPUT):- -. -------·--· ·-. -- 50~~ _ BE~~l N6-_ f-K~: .C~D) CME l'; D , ·-· -.. ·- _ J[: _ D± E:/1~4: [-. 0,4D± E/1.4 .. ·---. - ----· . SLAS DEskiN C S~Ci-TH . CESlG;~j) CASf.. 1.: 1.4D I._: (L 2 D + L oE ) x /, I 1[ : ( O.Cf D + !-OE:) ~ k I --• • 4 --T <- --. ----~ --------·- -____ -------· l2"TH¥. SLAB w/ #'G ~ [!:>'10.c. <e TOP, * 3 @J \S'.'Q,C .@: BOT EA. WA'(. --------------------------___ ?f§ ___ Q?Mf'½~~--Q~X(f'_UI ----------------------------· ------------------·----- \ ' --------------------------- _. \ _________ _,___ 'J • I • -----------------------~------------------------------- -----------------·------------------------·----------------. ------· -· .. ---------------- --'-------------------~ ; . . i : .I -j --_:-,:::.5 =: - .. · ... _ ------------------·-----------------. --. ----. -. -------------·. -----------·--~ - ~ V (-~.\ 0 A PKi\1E JC3: 2.K-2.oo STRUCTIJRJ-.\l CATE: s--2000 ENGiNEERS SHT : l1t:. TENSION ANCHOR PER SECTION 1923 OF 1997 U.B.C. ANCHOR DIAMETER= Le= o. 875 inches 7 inches f•c = f's= V = 1. 582 kips (service load) Special Inspection (yes=l, no=0) = Embeded in tension zone (yes=l, no=0) Dh = 1.3125 inches Ap Phi*Pc = 0.65*4*Ap*SQRT(f'c)= PSS= 0.9*Ab*f's = Load Factor 7 3 Vss = 0.75*Ab*f's = Phi*Vc = 0.65*800*Ab*SQRT(f'c) (Vu/Vc)"(5/3) = 0. 08 Pu (Vu/Vss)"2 = o. 01 Pu Pu <= Phi*Pc Pu Tension Allowable= @min(Pu)/1.4/Load factor - ·fl j• = = = 2500 psi 60 ksi 0 1 217.08 in"2 28.22 kips 32.47 kips 27.06 kips 15.63 kips 31.02 kips 32.36 kips 28.22 kips 6. 72 kips > PD.:. .S,7b ~- . ' . i ;_') 0 • J SUPPORT FOR CHILLER : SOIL 'c:€::,A,fa-\NC:r c..KE-C.\:: 05/24/00 GRADE BEAM ANALYSIS PF.:0:3RAM Footing LENGTH Foo.ting WIDTH Footing DEPTH Cone weight Surcharge = 5. i7 ft = 2, (l(l ft = L 00 ft = Or15 tcf = 0,00 k~f Footing+ Surch, = 0130 klf ?OJNT LOADS (k & ft) 2 5.76 0.00 CASE •j " 5175 ·i _,. 4 (4.(12) 5 5.18 (U7 5,0(l (l, 17 5,(H) 5 Pt . i3,07 13,07 !3,07 1L9i 11.'3! X D max i = 27 2,70 3,55 2, 6'3 2, 51 M m;x 0,03 0.07 0,07 0,07 0.07 M min -5,47 -6,b7 -61b7 -5,98 -5,9B V ~ax = 7,53 k M iax = 0,07 kft H min = -6.67 kft A PRIME JOB : 2.K-zoo iv~ STRUCTURAL DATE: 13-2000 ~ ENGi:--lEERS SHT : /17 f ( (:.) (;:) 'l,l, SUPPORT rnR CHILLER : SLAB DES\ezN. GRADE BEAM ANALYSIS PROGRAM (4.02) Footing LENGTH = 5. i7 ft Fc,oting WIDTH = :2.00 ft footing DEPTH = i.00 ft .. Cone Weight Surcharge = o. 15 kcf = 0:00 ksf Footing+ Surch. = 0,30 kif POINT LOADS u~ & ft) .-, 3 ;_ fLOb 7.50 7.50 8.05 7.f.O 7.60 0.00 4.04 -4.04 0, (H) -4.04 4.04 RESULTANTS (k, ft & ksf) •; L I ., 5.70 5.70 4,04 -4,04 3 Pt 17.f,8 16,75 16.75 X 2.58 1.42 3. 75 Q max 1,7i 3.93 3,93 Q min 1.71 0.00 0.00 MAXIMUM FORCES (k1 kftl CASE 1 2 V max ii max M min 7,53 0.05 -9.05 10.38 0.11 V m~x = 10,38 k M @ax = 0,11 kft M min = -9.05 kft ". 3 10.38 0.11 _o r:,.1 ,U1:.J.,- 5 5,7(1 5. iO -4.04 4,04 4 12/35 L08 4.00 o. (II) ·' ., 8,46 0.11 -5.80 X 0.17 5.00 {J. i 7 5.00 5 ;-; 1·:t: •.L.r)J 4.0'3 4.00 0.00 C: " 8.46 0.11 -5.80 05/24i00 2K-200 A PRIME JOB: 2K-2oo STRUCTIJRAL DATE: iz-.2000 ENGiNEERS SHT: //8 ·-r-----' .I);. I L •t '( ).} 6 . . SUPPORT fGR CHILLER : SL.AB PESl&N. GRADE BEAM DESiGN PROGRAM (4.(12) DESil3N DATA fie = 2.50 ksi fy = 60. 00 ksi Li::ad Fact(:T = i,00 SHEAR DESil3N vmax = 10.4 k Av = 0.24 si/ft b = 24,00 in h = 12.00 in d = 8. 00 in v~ = o.o k S max= 4,00 i~ Vs= 01 stirrups are ootiofial 1 ft 3 Stirrup @ 4,0n 1 t 4 Stirrup @ 4,0n FLEi:URAL DESIGN Be;ta 1 = 0.85 rls rain= 0.&4 si As w.ax = 2.57 si H+ g;x = 0:1 kft Mn+ = 0.1 kft H-@in= -9.1 kft Hn-= -10.1 kft As str = 0.00 si As str = 0.26 si 05/24/00 2K-200 A-r.::-= G.00 si ..:..A=-'=--=~(1,c--=-3--'--4-=--s=-i -!,> #6~ (s"O,C. No, Sp2ce 0.0 0. fl 0.0 No. Space L7 8.on OzB (As= 0.35'2 Tn~) A PRIME JOB: 2k-2.oo ST~UCJ!._~'1Al DATI:: 5-.2@ -ENC,Nt:i::RS SHT : ! I q ) I I I -1-• .( -_---1 ), -- BM <!?: CH l LLER Rro "F PL. 6,S..' -J ·-~ . .i;;~./"'C,., . .J.i~J .j,.J,J Ji i \:,Lo" r·---· {'~!(. c00:: (2psf x /2' ) t 26.0plf (BM SELF \IJT.) ::-so plf' 4195D 1 ----~o-2s :::: -,--=._ (SEE:-COt0PLlfcR. OUTPUT)· 29oooxr . 624 -·0-----.. -- --------------·-· ---------·----- --------·-------··-----~-------------------··-------. --. --------------~--------------... ' ' -·J---·· -·---. -·-···----------------.-------------------- -----------------------·--· ------------· --------------·-···---------. ---·-···--·---·-~----·. . . i ·-· ---. '--------------------- ~. ' '' ';' '.··:!" -.-------· -·-------··· ··---·------------. ~--·· --· -------- f 1 -~ • ~ J I' 0 . . . . ~-·, ·u l )• BM@ CHILLER 05/24i00 2K-200 A PRIME JOB: 21'-20" STRUClURAL DA'!E: ;a-20~ ENGINEERS SHT : 12-/ 8Us1p12vis0b4148TBEAM ANALYSIS PRDBRt.Ms1p9visOb4148T (6, 43)8Us0pi 0. (H)h 12v0s0b~:T SPAN LENGTH = 13,00 ft (Simple Span) UNIFORM LOADS (kift ~ ft) 1,;d wl Y.1 0.050 0.000 0. (l(l 13, 0(1 POINT LOADS (k & ft) Pd Pl X REACTIONS (k) Liv~ ~AXIMUM FO~:CES LEFT (·1 •j•jt" _.,,.u . .J 0,100 0,425 (i,325 0,100 (i,425 \Id f.::'.X = (1,325 k @ 0,00 ft M 1ex = 1,706 kft@ 6,50 ft DEFLECTiDNS LOAD Tc,t~l live Dead TOTAL Defi L / 180 L / 240 L / 360 LIVE Defi L / 240 Li 350 LI 480 /':"'! = kin·~2) \C.i tie fl \in) 47950/EI 15818/EI 32131/EI EI 55326 110£.53 ~, t! 2433f 3&504 X (ft) 6,50 6.50 midsp2n • ,.1 . -. ~-~ ---·-· ·--· .. . .. ·-· ------.... ·-. .. .. --0 ...... ;, .. : .... - ___ . ~~: _: ~~---~ ---------~·-· F_~_M_ .. _V;JlND· ,_',:e_Ce_·C1_··""'~ts_·I_w ______ · ________________ _ ' ---------1 ---- _ . : .. CLOG)(l.~)(12.6F-£)Jl~----··-__ (µ . . , _ . . • : = 11·.:4 psf_. ------------'·------' HW\o.X. : (µ ;· "-. frt.4ii!)il2')' ~ . 31 ~' 2 1b3tt --·-,-- 5 w J. + 'L ..... ________ --·6 m0\:,t:··=--32-4E1 -3Go ~-~~4 ,;,,·-----------· ·---- . «: -·----. ···-·-.. -------··-··--·------.. -----------.... . .... L .. -------__ ··---. 5(0,0ll4klf-)(\2')4 (tl28)_ =-() t· -·------__ 3~1--~~q_oQQ) ___ ~~o:· J .. -. . ·--·---.:.~ I ve:i-' d-= 0 ~ 1-i V"\ 1--·----· ·--. ----- ~(J,$§ TS 6-)(:~.~;(4-_( __ I.,,,_ 3D,3 ivi 4 ) --------------------------·-----------------_...._ ---- ----~ --·. -,._ ------------- COLUMN FfCr. ---------. p --. ---------... --· . ·t ----.... ------·------------------·------~----------· -- . : ____ V ::: __ P·~plf ( 12.'><_ I'?' =-3-:.41~~ (COl\J~V~TIV~) L Po = o.3 :2.S1<. ·· ·· ·· ----1-FROM BM l:::E;Sl&N ,----PL= O. I t<. .. CASE. I : U" \. '2D -t-O.Slr -t-1-~W -. ----. ----... ------. . ---, ]I : U ~ O.'l D+ l,=,W ---------------------~·--~---- ~~i---: -r---r-------+----'----~--,----~-------'• i· ' ' ·-....-----·------~--,------------- j t • J 1· "! -t ~-j .. ,! :· ./ · :~ 1 -i . I ~ . -~-. . . _, -~-~~~-~~~~----------'---~ ---'--·------ ; T:)PS F:-:=-.:,.1. :.:_:.·.:;. ' •. t .. , .. N.~ ~ • ~ .: ,_ -. --------·---· --·------.-·------------ ' ., ~-:~1;··:~~* .. ,:~~· ' . -Yr . ' r •) 0 . NEH COL FTG@ CHILLER GRADE BEAM ANALYSIS PROGRAM Footing LENGTH = 4.00 ft Foc,ting WIDTH = 4.00 ft FcuJting DEPTH = i.00 ft Cone Weight Surcharge = 0.00 ksf Footing+ Surch. = 0,60 k]f POINT LOADS (k & ft) 2 X 0.44 0.29 2.00 MOMENT LOADS (kft & ft) ·.: .•. 4.43 d d':'i 11: uJ 2.00 RESULTANTS (k 1 ft & ksfl CASE 1 2 Pt ·j Qt ~J:\J: 2.69 X 0.44 0.35 Q max !.OB 1.27 Q min (l,(l(l (J.00 MAXIMUM FORCES (k, kft> CASE 1 2 V max 2.10 2.09 M ffii:X ,, .-,t'J J,.LsJ 3~23 !I, .I min -i. 20 -1.20 (4. 02) 06/04/00 2K-200 PRIME JOB: .2.t-.20o STRUCTURAL DATE: G-2.00"' ENGiNEERS SHr : .J,_.2.3 .. , A' V : . ) ~ NEW COL fT6@ CHILLER GRADE BEAM DESIGN PROGRAM (4.(12} DESIGN DATA f'c = 2.50 ksi b = 48.00 in . fy = f,(l,(l(l ksi h = 12. O(l in Load factor = 1.(l(l d = 8.00 in SHEAR DESIGN V1i1iH = 2. j k \ic = 38.4 k \In = Av = 0.48 si/ft S max= 4,00 in Vs= 01 stirrups are optional I C 3 Stirrup @ 4.0" 1 I 4 Stirrup @ 4.0" FLEXURAL DESJ!3N Beta 1 = 0.85 As min= 1.28 si As max= 5.13 si n+ max= 3.2 kft M-filin = -1.2 kft Mn+ = 3.6 kft Nn-= -1.3 kft As str = 0.09 si As str = 0.03 si As Bar I 4 = 0.!2si As Bottom St2~l Top Steel No. Space N,;, Spa(e 0.2 06/(14/00 2K-200 A PRIME JOB: 2k'-2.PP STRUCTURAL DATE: G-2.a:,o ENGiNEERS SHT : LM: ·,rus ~; -~t j~~"1~1~~ ! r .. ~.' f .. & --, , v r b tMOKMlt> ;Uw,wJ[I X 1 e(t H • ·, ,_ ; ·) j-. ~ r 11 _ .. ::, . -· ----·: · ·0 Bill @ COOL[ NG-rowER SUP PORT. --!---._ ---~----------~------ . ~---f'RrME .t,s: 21:'.~2.0o . STRUCWRAL OA7e ~-.20 ~ ENGINEERS · SHT : /2.s s'2e. J!{F\·_·: --·.:---· -· ·-·· --. .-------· ... ·---------------···-.. ·-----· -···-· -·-·-··-----·--·. -·----. --· --------..... -~J ______ . __________________________ MAX. OPERAT(NG:_:-: _ t4~4q_"-·---__ __ ·--· -· ·--.---------Fp-:,-°'P c·"'·Je ~ t1-i-3: h?<-' )-W _· ______ ---·· · ·--· · R hr P ·-· .. Fp .. ---....... -·· f ·--·----· ....... ---·-·---------.. .. . . R[O:-ID _CO.MPl?~~T W/ NONDUCT(LE. ----·------------·----· --'\ r-: _ _ .. _ A TT /\CH ME r"5 T ~ °'? -=-/, 0, Rf .,_ I. S-. 1.1) , r-_ (/,0) (0.# )((.5) '\ ')' .. rp -------\. tO-· Wp .D~~r ..... •o,#(~~ ... 11,.Ji M_~_N._ F_p=-_l?_-1_~°'-~I~·W p "' (~~1_2\~-44)(.1.S)Wp Per· '° 0.462 Wp. ~ B6_V0rYIS ~ 8-32' J -:. Fp ~ OA-6'2 x l4.4-'h_ = 6 .7 1'=- 6 l 1 _J_ PE::,. G-1~ x 8 :32 , x 1 •4 ~ 3. s-s-l'- PD~ o.;:!? x [4.491< = 7:91\c ------·· . . . --· -·---· -----···· ____ , -. -' 0 -····· . ·-· -·· t!.821: "7 GOVERNS I. 4. 12. ~ ~ NO UPLIFT. -. --· .. --·--. -·-----___ _._ ----. - J, J i J J ~ J, ... . --- t t ~ ---• •· -M- MA-X-. SPAN BE:TW. .SU.P~RT =-TS'' "-G ~ 3" vS::. [\_8'.2.~ X (1.~l' :. 66C\ plf. . -~ --· . - M«.l'l'IC\)(_"' 3.2.l ~--ft. (Se:E. COMPUTER ou.rpux). j . . -1- -' ------,--~------------~~-----:-----------~------ -. . ,,-~-+-~--~-~---............... -------~-~----'---'-----~- ----.----·--• ------Y---· ------------,--,-v--• ·~----.....----·-·---------·- f l I . ~ i i ! ; : ' ' ~ ; --: . ! • : ----":V?.S r-: .-. : ~ .. _ --,.-··-------------··--·--···-·-It ····-· -.--·,-,--.... ,.~ .... ,.,.., ....... ---· .-:,- COOLING Tu~ER SuFPG~T 05/26/00 2K-200 A PRIME JOB: .2.K-:zi,c, STR~TURAL DATE: 2-~()o ENG1NEERS SHT: -121:, 8Us1p12vls0b414BTBEAM ANALYSIS PROGF:AMsip9v1sOb4148T (6.43)BUsOp10.00hl2vOsOb3T ' 0 SPAN LEN13TH = f,,25 ft (Sirr,ple Span) UNIFORM LOADS !k/ft & ft) \Jd wl X2 0.00 6,25 REACTIONS {k) LOAD Live I C''""T ... 1..t t 0.000 2.091 2.091 0.00() V ~ax = 2,09 k @ 0:00 ft Vd ,ax= 2,09 k @ 0,00 ft M max = 3r27 kft@ 3,13 ft Md [aX = '3,27 kit@ 3ri3 ft DEFLEGTIOriS LOAD Total Live il2ad (EI = kifiA2) Defl (in) 22%8iEI 0/Ei 22%8/EI f'c<s. Mor,;ent Lu = L 00 ft X UtJ ,;, ,,::, __ . _,,,, Ai ""•: .l~ / L.J 0,00 r.ndsp2-n Gov. DefiEi:tion : fot2i = U180 = 7:!i/121, "-o.4/in W B x 10 Fy = 36 !:si ~ U.SE ltv 8-X 13 STRESSES (ksi) Fv = 14.40 fv = !.56 i1 7. Ft= 23:75 fb = 5,02 21 % DEFLECTIONS (in) Total= 0:03 = L /2917 6 X live = 0,00 = L / ---0 X Dead = 0,03 22-~68 ( '2. q OOD) (3'1.6 TYl'l) ~ 0,02 1n ,t W 8-X \'3. '.~'I:--: ,tt·\ •••• ,1··--;,:·, 1,-, :-, ', , _ _ ,, _,. I., -'I,' .. .... '.···· jl},,.,_._ :·\' i ,,: ;-,-,...-"'/ ~ -' ,, .... u .\~_ '\·1·; .. "':' ;:-:,_;:. - ~ ~ ,, ,_ -\ ' ,, . ' ' :, ......... ,·:_ I ,:1·· I • 1 ' t.;,, --:--.~; I' I I I I I I I I I I 11 ·1 I I I I. L :I I -I A.O. Reed &Co. SINCE 1914 MAIN OFFICE: 4777 RUFFNER ST. AT ENGINEER RD.• P.O. BOX 85226 • SAN DIEGO, CA 92186-5226 PHONE (858) 565-4131 • FAX (858) 292-6958 MECHANICAL CONTRACTOR Contractor's License t-lo. 7731 SUBMITTAL DATA PROJECT: Callaway Golf-Rutherford HV AC 2285 Rutherford Road Carlsbad, CA 92008 GENERAL CONTRACTOR: Callaway Golf Company 2285 Rutherford Road ARCHITECT: MECHANICAL ENGINEER: MECHANICAL CONTRACTOR: SUB:MI.TIED BY: SUB1\1ITIAL DA TE: -Carlsbad,. CA 92008 760-931-1771 None Bechard Long & Associl:}.tes 10670 Treena Street, Suite 208 San Diego, CA 92131 858-578-8861 A. 0. Reed & Co. 4 777 Ruffner Street San Diego, CA 92111 858-565-4131 A. 0. Reed & Co. 5-12-00 (Set #1) 1· I I I I I I I I I 1· I I I I I I· I I ., JOB: SECTION: .. ·c:a-1 Chiller Trane CVHF0485 centrifugal chiller, 400 ton capacity. .CT-1 Cooling Tower Evapco AT 29,.918 twin-cell cooling tower with inverter-duty motors. P-1 and P-2 Chilled Water Pum):!s Bell & Gossett Series 1510 base-mounted centrifugal pumps, 20 · HP premium efficiency motors P-3 and P-4 Condenser Water Pumns Bell & Gossett Series 1510 4E base-mounted centrifugal pumps, 15 HP premium efficiency motors. GF-1 to 25 lndirect Gas Fired Furnaces. Trane GRAA series· indirect gas-fired 100% outside air furnaces with chilled water coils. ·. ., ---· -·-·-· .. ·-··· .... (AOR Job# 8861) (File: Submittal I.doc) "O -(1) -Cl:I l'Jl!E Cl:I (1) "§ Ct! < 0 & (1) ~ (1) p::i Cl.l ,.0 "O 0.. = Cl.l I'll X X X X X X X X X X :·I' I I I I I I :I I I: I I I I I I I I I JOB: SECTION: .. (APR Job# 8861) (File: Submittal 1.doc) "tj -4) -C';I tll ~ C';I 4) .E C';I ::s 4) s "tti < Q C" 4) ~ Cf.l ..0 "tj 0. ::s Cf.l tll - ------------------··-. . . -I ., I I I I • . Prepared For: A. 0. Re({]d & Co. 4777 Ruffner Street San Diego, CA 92111 Submittal Date: April 22, 2000 .Job Name: Callaway Golf Chiller 2285 Rutherford Carlsbad, CA 92008 The Trane Company A.Division of American Standard Inc. I The Trane Company is pleased to provide the enclosed submittal for your review and approval. I I I I I I I I I I I- I Products Included in this Submittal Package: Qty Description 1 Centrifqgal Water Chiller San Diego -Dave Troyan 9555 Chesapeake Drive Blcig.2, Suite 201 San Diego, CA 92123 Phone: 858-576-2500 Fax: 858-576-2554 J:IJOBS\116\8731\SUB\CALLAWA Y.DOC . ------------------- Tag(s) CH-1 . The attached information describes the equipment we propose to furnish tor this-project, and is submitted tor your approval. Trane Submittal Page 1 of 12 .1 ·· I ·I I. I I I .I I I I .I I I I I I - I I. Callaway Golf.Chiller _ Apnl22,2000 Table of Contents Centrifugal Water Chillers (Item A1} . Tag Data ................................................................ _ ................................................................................................................ 3 Product Data ............................................................................................................................................................................ 3 Mechanical Specifications ........................................................................................................................................................ 4 Unit Dimensions ...................................................................................................................................................................... 7 Weight, Clearance & Rigging Diagram ..................................................................................................................................... a Accessory ....................... , ......................................................................................................................................................... 9 Field Wiring ........................ : ........................................................................................................... _. ...................................... 10 FLO = Furnished by Trane I Installed by Others trane Submittal Page 2 of 12 1· I I ·.1 I I I I .1 ·1 I ·I I I· I I .1 I I Callaway Golf Chiller Tag Data -Centrif1,1gal Water Chillers Item Tag(s) Qty Description ModelNumt;,er A1 CH-1 1 Centrifu al Chiller-400 Tons CVHF0485 Product Data Item: A1 Qty: 1 Tag{s): CH-1 Centrifugal liquid chiller with 2 stage compressor R-123 refrigerant Compressor hertz: 60 Compressor size: 485 nominal tons Compressor voltage: 460 volt 3 phase 60 hz Compressor motor power: 231 kW . Compressor impeller cutback: 255 Economizer: ·single stage standard ·1;:vaporator shell size: 050 long Evaporator bundle size: 500 nominal tons Evaporator tubes: 0.75 inch (19.1 mm) dia. internc1lly enhanced copper Evaporator tube wall: .028 inch (0. 7 mm) thick Evaporator fluid type: Water -Evaporator waterbox type: Non-marine Evaporator waterbox construction: Standard Evaporator waterbox passes: Two pass Evaporator waterbox pressure: 150 psig (1034 kPa) Evaporator waterbox connection: Victaulic Evaporator waterbox arrangement: in· LH end -out LH end Evaporator insulation: o. 75 inch Armaflex C.ondenser shell size: 050 long Condenser bundJe size: 450 nominal tons Condenser tube: 1 :OO inch (25.4 mm) internally enhanced .copper Condenser tube wall: .028 inch (0. 7 mm) thick Condenser shell construction: Standard Condenser .fluid type: Water Condenser waterbox type: 2 pass non-marine Condenser waterbox construction: Standard Condenser·watetbox pressure: 150 psig (1034 kPa)- Condenser waterbox connection: Victaulic Condenser waterbox arrangement: in LH end -out LH end Orifice size: 460 nominal tons Agency listing: California code includes U.L. listing unit Factory performance test: Standard air run and Vibration test Factory tolerance test: Standard air run and vibration test Mylar (plastic) logo Shipping package: Domestic Control option: Monitoring package Control option: Tracer Summit interface control module Starter: Unit mounted . Starter type: Star-delta Starter maximum RLA: 346 amps . Starter power connection: Terminal block Starter power connection maximum RLA: 296 amps Starter agency listing: California code Oncludes U.L. listing) Factory start-up service and first year labor warranty FLO = Furnished by Trane I Installed by Others Trane Submittal April22,2000 Page 3 of 12 ,~E CENTRAVAC SELECTION ... ROGRAM • ROJECT OCATION LDG. OWNER PROGRAM USER OMMENTS CALLAWAY PUT FILE D:\JOB\CALLAWAY\CTV400 Rev Leve 1 5 5 v _,,4 Version 20.02 Mon Apr 17, 2000 · CHINE :. CVHF OSOL 500 TECU 28 OSOL 450 IECU 28 ***** INPUT CONDITIONS**************************************************** ·1ESIGN DUTY XITING EVAP TEMP EVAP FLOW RATE. • NTERING EVAP TEMP VAPORATOR PASSES LUID TYP:S FLUIP % WATER l,OLTAGE 460 IIJREQUENCY 60 REFRIGERANT 123 400 45 55 2 0 ENTERING COND T,EMP COND FLOW RATE EXITING COND TEMP CONDENSER PASSES FLUID TYPE FLUID% 80 1200 .2 WATER 0 .**** OUTPUT DATA**********************************.,,********************** 'loTE -Certified in accorqance with ARI Water-Chilling Packages Using the Vapor I Compress.ion Cycle Certification P:rogram, which is based on ARI Standard 550/590. %LOAD f ESIGN DUTY OWER CONSUMED W PER DESIGN DUTY NPLV .XIT 'EVAP TEMP ~VAP FLOW RATE ···• ENTERING EV.AP TEMP IVAP PD (NON-.MAR) VAP PD (MARINE) EVAP FOULING FACTOR afLUID TYPE ILUID CONCENTRATION ENT~RI~G COND TEMP • OND FLOW RATE. XIT COND TEMP OND PD (NO~-MAR) COND PD (MARINE) ~ OND FOULING FACTOR LUID T~PE . _LUID CONCEN'rRATION · TONS KW KW/TON F GPM F FEET FEET F GPM F FEET FEET IPLX-A LRA AMPS PLX-A RLA@ SEL KW AMPS SGL-A/DPLX-B LRA AMPS 11i3GL-A/DPLX-B RLA@SEL KW AMPS llEFRIGERANT CHARGE LBS SHIP wrr. W/150# NMAR WB LBS ~PER WT. W/150# NMAR WB LBS 'odl-CVHF nton-485 volt-460 · evtm-TECU evth-28 evsz-OSOL fdtm--,IECU cdth-28 cdsz-·050L I 100% 400 193 0.482 0.440 4.5. 00. · 960. 0 55.00 22.25 22.86 0.00010 WATER 0 80.00 1200.0 89.15 20.21 21.16 0.00025 WATER 0 0 0 1933 269 940 15556 18059 hrtz-60 evbs-500 cdbs-450 75% 300 129 0.430 45.00 72.50 type-SNGL evwp-2 cdwp-2 50% 200 85 0.425 45.00 65.00 cpkw-231 orsz-460 cdty-STD --·-·---· --~------------~-----·· 25% 100 55 0.550 45.00 65.00 cpim-255 refg-123 typo-STD I I I I I I I I I I I I I I Callaway Golf Chiller Mechanical Specifications -Centrifugal Water Chillers ltem(s): A1 Qty: 1 Tag(s): CH-1 Compressor-Motor Direct drive multiple-stage compressor, multi-stage capacity control guide vanes. Shrouded aluminum alloy impellers dynamically balanced. Motor- compressor assembly balanced to .15 in./sec (.0038m/sec) maximum vibration measured on motor housing. Refrigerant cobled~ hermetically sealed, two- pole, squirrel cage induction motor. Two pressure lubricated bearings support the rotating assembly. A direct drive submerged oil pump with 3/4 horsepower (, 186 kW) 115V/50/60/1 motor provides filtered and temperature controlled oil to compressor bearings. Evaporator-C::ondenser Shells are carbon steel plate. Evaporator includes rupture disk per BSR/ASHRAE 15 Safety Code. Carbon steel tube sheets ate drilled, reamed and grooved to accommodate tubes. Tubes are inqividually replaceable externally finned• seamless. copper. Tubes are mechanically expanded into tube sheets. Eliminators are installed over entire l~ngth of the evaporator tube bundle. A welded or optional flanged multiple orifice control system maintains proper refrigerant flow. Condenser baffle prevents direct impingement of compressor discharge gas upon the tubes. Refrigerant side of the assembled unit is tested c:1t both pressure and vacuum. Water side is hydrostatically tested at one and one-half times design working pressure, but not less than 225 psig (15.8 kg/cm2). Water Boxes Drains and vents -All water boxes have 3/4-inch NPTI {19mm) vents and drain connections provided. Evaporators have 2 vents and 2 drains, condensers have 1 vent and 1 drain. FLD =; FumisheiJ'by Tranel Installed by Others Non-marine water boxes have water connections that extend out from the end plate. On condenser shell sizes 032 or 050 with 150 PSIG non-marine water boxes, cast water box is furnished with cast flange connections (AMERI.CAN STANDARD FLAT FACE). For Victaulic connection customer must install Trane furnished adapter. Economizer A patented economizer with no moving parts provides power saving capability. Purge System The Purifier(TM) purge includes a 1/4 ton 115V/50/60/1 air cooled condensing unit, purge tank with drier elements, a.nd a 1/20 hp (.037 kW) 115V/50/60/1 pump~out compressor. It includes an activated carbon canister which results in a normal operating efficiency that does not exceed 0.002 pounds of refrigerant lost per pound of dry air removed as listed in ARI standard 580. The purge unit is controll~d by the chiller Unit Control Panel. Purge operating mode .and adjustment, status of system parameters, and diagnostics are all included in the purge system. Purge can operate when chiller is idle as recommened in ASHRAE guideline 3-1996 (paragraph 4.4.t.2). Con,rol Panel The UCP2(TM) is a microprocessor.:based chiller control system that provides complete stand alone system control for Water Cooled CenTraVacs(TM). It is a factory mounted package including·a full complement of controls to safely and efficiently operate the CenTraVac(TM) chillers including oil management, purge operation, interface to the starter, and three phase solid state overioad protection. It also includes comprehensive status and diagnostic monitoring controls. Trane Submittal April 22, 2000 Class 1 control panel voltage (120V max) are in right rear of control panel. Class 2 input voltage (30V max) are in left rear of control panel. All data, diagnostics, and configuration information is communicated to the operator via a 2-line-by-40 character LCD clear language display. All system setpoints and configuration is entered through the 16 function, membrane keypad. Historical diagnostic summary indicates time and date of occurrence with help messages suggesting corrective action. Countdown timer displays remaining time(s) during wait states and time out periods. Independent chiller operating modes (i.e. normal vs. HGBP) hours timers. Smart Purge is integrated into chiller system control; purge is configured, monitored, and, if desired, controlled through the operator interface. Password protection is provided to secure unit configuration and setpoint adjustment, or to completely lock out the operator interface. Nonvolatile memory saves unit set-up information during power loss without the need for batteries. Capable of displaying: chiller parameters in English or SI units, any of the following 7 languages- English, Italian, French, German, Dutch, Spanish, Nippon/Japanese. Safety <;ontrols Automatic safety shutdown for: Low chilled water temperature, low evaporator refrigerant temperature, high condenser refrigerant pressure, evaporator and condenser flow status, tow evaporator/condenser differential refrigerant pressure, IQW oil pressure, oil pressure overdue, high or low oil temperature, high bearing oil temperature, high motor current, high motor temperature and starter function faults, critical temperature and. pressure sensor faults. The Page 4of 12 I ' ,. Callaway Golf Chl/{er April 22, 2000 devices are of a latching tripout * Separate starts counter and type requiring manual reset. Non-running hours meter for both Provide and install field wiring to I latching safety tripouts for compressor and purge unit. line side lugs of starter. operating conditions external to * Custom report generation the chiller automatically permits capability Required Installer unit to resume normal operation * Time and date stamping of Responsibilities I When condition is corrected. diagnostic faults The following are considered Advanced motor protection * Diagnostic history report functions normally required of the monitors 3-phase current to equipment installer. provide latching tripout protection Tracer Communications - .I from adverse effects of phase provides for bi-directional _ Install unit on a foundation with loss, phase unbalance, phase communications-to Trane Tracer flat support surfaces level within · reversal, loss of phase reversal Building Automation Systems. 1/16" (2mm) and of sufficient I protection, and electrical length to support concentrated distribution faults by Paint loading. (Spring isolators should instantaneous tripout of motor. All CenTraVac(TM) painted be considered whenever chiller surfaces are coated with a primer installation is planned for an I . Surge protection -Oetects surge and an air-dry beige primer-upper story location.) and limits chiller loading through finisher prior to shipment. inlet vane modulation. Head relief Place isolation pads or optional I through lowering cooling tower Shipment spring type isolators provided by water temperature can be All units are of hermetic design, the chiller manufacturer under the requested. If not corrected within leak tested, charged to 5 psig unit. 15 minutes, chiller is shut down. (.352 kg/cm2) ahd shipped as a I single factory .assembled Install unit per applicable Trane Enhanced Adaptive Control(TM) -package. Full oil charge shipped Installation Manual. Built in intelligence to keep the in oil sump. Refrigerant shipped I chiller on line (safely making to jobsite from refrigerant Install purge (ships separate on maximum tons) while manufacturer. heat recovery units only). simultaneously preventing chiller damage/failure. During any chiller Unit Mounted Starter Complete all water and electrical I limiting mode of operation, the Star delta, NEMA 1 (vented) . connections. control' panel enunciate~ the· enclosure. Starterfactory condition via a relay outpt,1t. mounted and completely prewired Where specified, provide and .1 to compressor motor and control install valves in water piping Control Capabilities panel. Factory run test assures upstream and downstream of the Evaporator Limit Control and proper circuitry and operational evaporator and condenser water Freeze Protection -The reliability. Starter door designed boxes as means of isolating I UCP2(TM) constantly monitors to accommodate padlqck. Top of shells for maintenance and to the evaporator refrigerant starter removable for balance and trim system. temperature. As the temperature convenience in cutting wiring approaches .the safety trip point, access area. I Enhanced Adaptive Control Furnish and install a flow switch corrective control action is Features include: with timer or equivalent device in engaged to help keep the chiller both ,he chilled water and I safely on line. The UCP2(fM) 115 volt control power condenser water piping properly control panel provides transformer to power unit control interlocked to insure that unit can comprehensive, clear language panel {UCP2), purge and oil operate only when water flow·is display of system status, system. established. I configuration, and dlagnostics at the front panel. Including: Terminal block connection Furnish and install taps for * Current chiller operating mode thermometers and pressure I * Chiller operating status Starter installer responsibilities gauges in water piping adjacent * Setpoints, setpoint authority, The following are considered to inlet and outlet connections of and water temperature display functions normally required of the both evaporator and condenser. I * Chilled Water Reset -provides equipment installer for unit for load based reset of control mounted starters. Furnish and install drain valves to point (senses chilled water each water box. return temperature) or ambient Remove top of starter panel and - I based cut access area for line side Install vent cocks on each water * Current Limit Setpoint-provides wiring. Front left quadrant of top box. for setpoint adjustment of control provides recommende.d a<;:cess to 1. point starter lugs. FLO = Furnished·by Trane I Installed by Others Trane Submittal' Page 5 of 12 I I cal/away Golf Chit/er .. April22,2000 Where specified, furnish and Start-up unit under supervision of Because of cumulative tolerances install strainers ahead of all a qualified Trane field engineer. in manufacture and field I pumps and automatic modulating installation, prepiping of water valves .. Where specified, insulate connections closer than 36" evaporator and any other· portions (914mm) is not recommended. Furnish sufficient refrigerant 25 of machine required to prevent I lb.(1'1 .34 kg) per machine and clry sweating under normal operating Furnish and install vent lines for nitrogen 50 lb. (22.68 kg) per conditions. rupture disk and purge venting to machine for pressure testing atmosphere per ASHRAE 15 and I under manuf ~cturE;ir's supervision. Water connectlon piping must not unit installation manual. transfer forces to the chiller. I I I I I I· I I I I I I I I I FLD = Furnished by Trane I Installed by Others Trane Submittal Page 6 of 12 --------_,_ -------· ~----·---. -------- ... j __ l ------.. -,. __ _ -------·-.:n G Ii ~ 3 ii;•I I ::l-CD 0. ~ ;t I • Qi I· ; I 'I· ::, (/) ii!' ii' Q,,. ~ 0 s: CD in. i ::i CD (I) §. I QI ,. - "ti £ ID --.I s. ... I\) 60 3/8" j,f81/2' . 1 .. J, ~ 96 4-t11 CUSTOMER NOTES: RIGHT SIDE VIEW conomizer Rupture disk '3"·NPT external 42 1/4" J J 38 ~12· ' . + 11 7/8" LEFT SIDE VIEW UNLESS OTHERWISE SPECIFIED DIMENSIONAL TOLERANCE +/-1/2' (13mm). D I II I ---=-1 1" ~ 1518"t L=-:J\ l<------1481/2'---1.------>t TOP VIEW K-----1141/8"·-----oi -c---'---i ~vaporator I 12 3/4:f"----==-~o 1d·1 180 1,4 .. FRONT VIEW CONNECTION SIZE in EVAPORATOR 8" COOLING COND 8" COOLING CONDENSER CONNECTIONS ARE STRAIGHT OUT THE END OF THE WATER BOX, WITH INLET ON THE BOTTOM AND OUTLET ON TOP. WATER BOX DRAIN AND VENT LOCATIONS ARE INDICATED BY PLUS SYMBOLS ON THE WATER BOX END PLATES. EVAPORATOR INLET/ OUTLET CONNECTIONS ARE INTERCHANGEABLE. .star-delta Starter Cooling ·condenser CONNECTION TYPE VICTAULIC VICTAULIC • ::;: C: ; S:L ;;. 2 .... 3 CD £) :I .... rn '< -· •• 0 .... :I . II) ~o CQ CD -::i In .... _ ... n~ :cCC I Al .... --~ i ... 0 2: !f,, In ·&> ·i ~ ~ g> :;; g ;:: ~ )> "C =: I\) ·"' g 0 -·------· -----------;n 0 II ~ 3 ~ CD Q. ~ ;t ~ CD ...... [ iii ;;' Q. ~ 0 & ~ ;I ::, (II Cl) §. 9 a: st "tl c2l (II 0) a ... Is) WARNINGS: 1. DO NOT USE CHAINS (CABLES) OR SLINGS EXCEPT AS SHOWN, OTHER UF(ING ARRANGEMENTS MAY CAUSE EQUIPMENT DAMAGE OR SERIOUS PERSONAL INJURY. 2. EACH CHAIN (CABLE) USED TO LIFT UNIT MUST BE CAPABLE OF SUPPORTING THE ENTIRE WEIGHT OF THE CHILLER. 3. USE; 12'{3600mm) LIFTING BEAM AND ADJUST CHA)NS (CABLES) FOR EVEN LEVE!-LIFT. 4. ATTACH SAFETY CHAIN (CABLE) AS SHOWN WITHOUT TENSION, NOT AS A LIFTING CHAIN (CABLE), BUT TO. PREVENT THE UNIT FROM ROLLING. 5. 36"(900mm) RECOMMENDED CLEARANCE ABOVE HIGHEST POINT OF COMPRESSOR. 6; WEIGHTS SHOWN BEi.OW INCLUDE STANDARD MARINE 300 PSIG WATER BOXES AND UNIT MOUNTED ST ARTER. FOR UNITS WITH AFD ADD 500 LB(227kg). MORE DETAILED WEIGHT INFORMATION IS AVAILABLE UPON REQUEST. WEIGHTIN SHIPPING OPERATING lb 19241 23023 4 X .88 (22mm) DIA HOLES FOR ANCHORING UNIT .N-UTS SHOULD NOT BE TIGHT LEAVE 1/16 TO 1/8 GAP I TO MEET LOCAL CODES. UNIT MOUNTING PAD 1/2THICK (BY TRANE) 3"STLPIPE· 1/4 1/8 V \.. CONCRETE ANCHOR BOLT DETAIL RECOMMENDED PROCEDURE TO ALLOW FOR THERMAL EXPANSION. (UNLESS OTHERWISE SPECIFIED, PARTS ARE FURNISHED BY CUSTOMER) ANCHOR HOLE DETAIL EACH CORNER EVAPORATORTUBESHEET f SEEANCHORHOI.EDETAIL ~-= = = = = c:=~ = =::~. -~~~~:,~~.~~~ -. --:n4 • , I ,--JI JI I TUBE PULL CLEARANCE DIMENSION TO " Ill---------i I I --i:;-LEFTENDFORLEFTHANDTUBEPULL. I 1605/8" 1111 A I I / . I 111 I REFERENCED TUBE PULL IS GOOD FOR JJ ~ I h 1--II BOTHEVAPORATORANDCONDENSER I 1111· \ -7. 7 -,-,1 -=r-I I -.i,.. __ -t--1-_ -='---_L __ J_ __. I t -r ""'"":_::mR'""'"""' -1----------------:153 /4" 44 1/2'' -180 1/4" ~, 186 1/4" :· --------------------4411"-------------------- --::; :E n, n,• 3 -· •• IQ )> =: ..... y 01. em-'< ~ •• Al .... :::, n -I n, Al RO ~;;a (/) -· -=10 •• IQ o-· !~ ~- iil 3 I 0 n, :::, -::!, 2' &> IQ ;::; Al Ill i~ Al'-=: ;-&> ~::;; o,g ::r_ 5:f n, ., iii l> -0 :!: Is) .N g 0 I I ·1 .. I I I I I I I I I I I . 1 I I I Accessory -Centrifugal Water Chillers UNIT MOUNTED STARTER Item: A1 Qty: 1 Tag(s): CH-1 Callaway Golf Chiller SIZE MAX BREAKER SHORT CIRCUIT WITHSTAND LINE CONNECTION LUGS PANEL RLA AICAMPS RATIIIIGS (RM~ SYMETRICAL AMPS) WYE-DEL TA STARTERS 4DP ?46 NIA POWER FACTOR CORRECTION CAPACITORS, WHEN SELECTED, ARE NOT INCLUDED IN THE UL SHORT CIRCl,JIT RA TING OF THE STARTER. 5. ELECTRICAL ENTRANCE 7"x10" (17Bmm·x 254mm) TOP 17 • · 18000 (2)#4-500 TERM= TERMINA.L BLOCK · COND EVAP TOPVIEW L3 l.2 L1 + + + STARTER PANEL COND CIRCUIT BREAKER HANDLE (IF .USED) EVAP FRONT ELEVATION FLD =Furnished by Tiane I Installed by Oth,rs Trane Submittal CONNECTION TERM . 14 t2 .. l April 22, 2000 INTERNAL WIRE LENGTH 27" Page 9 of 12 I I. .... ·-· ;:!l t:) II ~ ::I ·ii;· l Q. ~ ;t l!l (I) ' S-C/I. iit ::::: (I),. Q. ~ 0 s: ~ ;« Iii l;i:, ti> §. = ~ - "ti Dl IQ Ill .... 0 2, .... N ----- 55& 1 -oy--f 1U5J3-5 EXTFC _J --1U5 J3-6 SWITCH L __ . 5S7 ICE -( _J \_ -1U5 J3-7· MAKING I . ..__ / _J-' -1U5J3-S L __ , %RLA 2-10VOC 1U5J7-3 COMPRESSOR 1U5 J7-4 ----11111 - SEE FOLLOWING-PAGE FOR PANEL LAYOUT 1TB1-10 1TB1-12 1TB1-11 1TB1-13 _JKL ~5s10-, ~APWATER ---i r--' I FLOWSWITCH _ _J SEE NOTE 3 ---::--- 5K2 552 ~ L,.._ ~o-CONDWATER ---i r--I FLOW SWITCH SEENOTE3 CUSTOMER PROVIDED ,--L2 115 VAC 15A ---- Lt, WARNING. HAZARDOUS VOLTAGE! DISCONNECT ALL ELEl:;TRIC POWER INCLUDING REMOTE DISCONNECTS BEFORE SERVICING. FAILURE TO DISCONNECT POWER BEFORE SERVICING CAN CAUSE SEVERE PERSONAL INJURY OR DEATH •. it CAUTION 5RT1 1U1 J12-1 TRACER TEMP ~ -. 1U5 J7-7 SKl J (OPTIONAL) --o{}-o--CHILLED WATER PUMP RELAY 5K2 I USE COPPER CONDUCTORS ONL YI UNIT TERMI_NALS ARE NOT DESIGNED TO ACCEPT OTHER TYPES OF CONDUCTORS. FAILURE TO DO SO MAY CAUSE DAMAGE TO THE EQUIPMENT. SENSOR --_r-1U5 J7-S (ORDER W/TRACER) 1U1 J14-1 • --<>{1-o----t (REQUIRED) CONDENSER WATER fUMP RELAY EXT CURRENT 2·10VDC LIMIT SETPOINT EXT CHILLED 2-1oyoc WTR SETPOINT EXTERNAL AUTG-STOP [!) (MUSTBE_ JUMPERED ~ IFNOTUSEO) - 552 EMERGENCY STOP II) (MUSTBE JUMPERED · IF NOTUSED) RT1• •PROVIDED BY ~ TRANE;INSTALLED • _.~ _j INT!1EFIELD 5S3 HEAT fUMP CONTROL 0--0-L_ RFGT MONITOR 4-20ma INPUT CONDPRESS. 2·10VDC OUTPUT NOTES: 1U5J7-11 1U1 J16-1 1U5J7-12 1U5 J9-4 1U1 J18-2- 1U5 J9-5 1U1 J5-1 1U1 J18-1 1U1 J5-2 1U1 J20-1 -1U1 J5-3 1U1 J5-4 1U1 J22-1 1U1 J5-5 1U1 J5-6 1U5 J8-1 ·1U1 J7-5 -1U5J12-1 1U1 J7-6 1U5 J14-1 1U2 JS-5 1U2J5-6 1U5 J18-1 1U2J7-1 1U2J7-2 1U5J2().1 UCP2CONTROLPANEL 5K3 (OPTIONAL) COMP. RUNNING RELAY -_,J1_,._____ -..l 5K4-~ l --<>{1-o----I MMR (LATCHING) 5DS1 (OPTIONAL) _ -b-_ j ALARM RElAY SK5 I (OPTIONAL) ~ . -~ --, \ LIMIT WARNING RE~AY -~5DS2 D-i (HON-LATCHING) ---ALARM RELAY 51<6 (OPTIONAL) -:5i<7 --o{]-o-j ICE MAKING RELAY _-,__n_~ ____ J HEAD RELIEF ~ I REQIJESTRELAY 51<6 . -'--_,Jl,.__ ---1 MAXIMUM CAPACITY ·51<9 ~u-~ I RELAY __,__fi_,,__ ----t TRACER CONTROLLED ~ RELAY --'°:fl -_j FREECOOLING ~ AUX RELAY 1. DASHED LINES INDICATE FIELD. WIRING BY OTHERS. CHECK SALES ORDER TO DETERMINE WHICH OP1!0NS ARE SPECIFIED. 2. DO NOT ROUTE LOW VOLTAGE (30V MAX) WITH CONTROL VOLTAGE (115V) AND DO NOT POWER UNIT UNTIL CHECK-OUT AND START-UP PROCEDURES HAVE BEEN COMPLETED. 3. EVAPORATOR AND CONDENSER FLOW SVoilTCHES ARE REQUIRED. THEY MUST BE INSTALLED AND WIRED TO THE TRANE PANEL BY THE INSTALLING CONTRACTOR. PURCHASE OF SWITCHES FROM TRANE IS OPTIONAL. (D AUXILIARY CONTROLS FOR A CUSTOMER SPECIFIED OR INSTALLED LATCHING TRIPOUT. THE CHILLER WILL RUN NORMALLY WHEN THE CONTACT IS CLOSED AND TRIP THE CHILLER OFF WITH A MANUALLY RESETTABLE DIAGNOSTIC WHEN THE CONTACT OPENS. MANUAL RESET IS ACCOMPLISHED AT THE DIAGNOSTIC KEY ON THE FRONT OF THE UNIT CONTROL PANEL (UCP2). LINE VOLTAGE (SEE UNIT NAMEPLATE) G L3 L2 L1 2CB1 OR 2TB3 2TB1 0 1 0 0 2 0 0 3 0 0 4 0 0 5 0 0 6 0 0 7 0 0 8 0 0 9 0 1 JJ1 ,l 2U1 STARTER MODULE 2TB2 r--r- <i) AUXILIARY CONTROLS FOR A CUSTOMER SPECIFIED OR INSTALLED REMOTE AUTO/STOP FUNCTION. THE CHILLER WILL RUN NORMALLY WHEN THE CONTACT IS CLOSED ANO STOP THE CHILLER WHEN THE CONTACT IS OPEN. RE-CLOSURE OF THE CONTACT WILL PERMIT THE CHILLER TO AUTOMATICALLY RETURN TO NORMAL OPERATION. UNIT MOUNTED STARTER PANEL -- ::. "'11 CII _, 3 !,;•- •• C. >:E .... _, :I. o= .... 10. '< I ::. fJ :::S· -I -A> :l. $!. c' II) IQ ':":"e!. o:e :c I» ~S' ., 0 :r = iD ii1 J? ::::: Ill i '< ~ .::;; g =:, ~ )> "t:I :!: N _N ~ 0 0 -;!! c:, . IJ ~ 3 fii' :,, . Ill Q,, ~ ;t Qi :::,.•· Ill ' :5" Ill iit iii' Q,, ~ 0 s: Ill• iii 5' ::::i Ill g,. [ ~-e. .,, ~ (D .... .... 0 .... .... t-.) -.. ---SI-DIRECTIONAL COMMUNICATION LINK I I I I I· I I 1_L J1 1U11. J2 J3 TRACER COM4 MODULE , i IJ· 6 . 7 8 1U5 - 2 1 J6 J12 J14 OPTIONS MODULE J7 J18 3 2 ---.. __ _ - 1TB1 -~7. o GD o --7 0 0 1 00 ---t r 0 0 2 00 0 0 3 00 0 0 4 00 I 0 5 0 0. 6 0 I 0 7 0 I 0 8 . O 0 9 0 ----4 I 0 10 0 O · 11 0 O · 12 0 0 13 0 I J9 J2ohl---t 0 14 0 6 0 1 2 ti J1 3 4 6 -. 1h 2 3 11J5 4 5 6 s nJ1 6 1 2 3 4 J5 5 6 'T 0J7 2 1U1 CHILLER MODULE 1U2 CIRCUIT MODULE I 0 0 I 0 0 _ ~ + _ CUSTOMER PROVIDED ---1 L1115 VAC 15A ----4 I ---t I ---t __ _j UCP2 CONTROL PANEL PURGE CONTROL PANEL -- J14 3U1 PURGE MODULE J16 J26 .. --- ~WARNING HAZARDOUS VOLT AGEi ~~8~~~~:~~~~6~~T~ BEFORE SERVICING. FAILURE TO DISCONNECT POWER BEFORE SERVICING CAN CAUSE SEVERE PERSONAL INJURY OR DEATH. LhcAUTION use COPPER CONDUCTORS ONLY! UNIT TERMINALS ARE NOT DESIGNED TO ACCEPT OTHER TYPES OF CONDUCTORS. . FAILURE TO DO SO MAY CAUSE DAMAGE TO THE EQUIPMENT. L1 L2 l:,_ CUSTOMER PROVIDED _,,,j 115VAC15A · I 5DS3 I - 7 n_ I PUMPOUT RUNNING -_ _ 'L._Jl-_ _ • (OPTIONAL) _J 5K10 I ,_ ---sos1 -o-{J-o-T n_ ALARM RELAY 1-._f--' --I (OPTIONAL) -::;_.,, CD _, 3 !2,,- •• C. )> :E --· :::i; o:::i ... 10 '< I :.: 0 CD :I iii' s: .!2. 2' tn IQ' '::":' !!. 0~ :c Al' .!a. S' "'I 0 2: iD cil "&> ir ,,::e ~ Ci) ~ :g ·;::: ~ )> "CJ 2: t-.) .J'l g 0 I I I I I I I I I I I I I I I I· cal/away Golf Chiller Field Wiring -Centrifugal Water Chillers Item: A1 Qty: 1 Tag{s}: CH-1 & WARNING HAZARDOUS VOLTAGE! D.ISCONNECT ALL ELECTRIC POWER INCLUDING REMOTE DISCONNECTS BEFORE SERVICING. FAILURE TO DISCONNECT POWER ·BEFORE SERVICING CAN CAUSE SEVERE PERSONAL INJURY bR DEATH. .&. AVERTISSEMENT VOLTAGEHASARDEUXI DECONNECTEZ TOUTES LES SOURCES ELECTRIQUES INCLUANT LES . DISJONCTEURS SITUES A DISTANCE AVANT D'EFFECTUER L'ENTRETIEN. FAUTE DE DECONNECTER LA SOURCE ELECTRIQUE AVANT D'EFFECTUER L'ENTRETIEN PEUT ENTRAINER DES BLESSURES CORPORELLES SEVERES OU LA MORT. NOTES: · ~ CAUTION USE COPPER CONDUCTORS ONL YI UNIT TERMINALS ARE NOT DESIGNED TO ACCEPT OTHER TYPES OF CONDUCTORS. FAILURE TO 00 SO MAY CAUSE DAMAGE TO THE EQUIPMENT. April22,2000 1. DASHED LINES INDICATE RECOMMENDED FIELD WIRING BY OTHERS. CHECK SALES ORDER TO DETERMINE ·1F WIRING IS REQUIRED FOR SPECIFIC OPTIONS. 2. CAUTION -DO NOT ENERGIZE UNIT UNTIL CHECK-OUT AND ST ART-UP PROCEDURES HA VE BEEN COMPLETED. REQUIRED 3. 4. 5. ALL CUSTOMER CONTROL CIRCUIT WIRING MUST HAVE A MINIMUM RATING OF 150 VOLTS. ALL FIELD WIRING MUST BE IN ACCORDANCE IMTH.THE NATIONAL ELECTRICAL CODE (NEC), STATE AND _LOCAL REQUIREMENTS. OUTSIDE THE L!NITED STATES, OTHER. COUNTRIES APPLICABLE NATIONAL AN[){OR LOCAL REQUIREMENTS SHALL APPLY. EVAPORATOR·AND c;oNDENSER FLOW SWITCHES ARE REQUIRED. TH.EV MUST BE INSTALLED AND WIRED TO THE TRANE PANEL BY THE INST ALLING.CONTRACTOR. PURCHASE OF SWITCHES FROM TRANE IS OPTIONAL. I TRACER OR OTHER TRANE REMOTE l r.;;i (" L__ D_:'I:: ('::M~N~AT~N~NT~F~E)-J ~ I 2 WIRES, .115 VAC CIRCUIT. MINIMUM CONTACT RATING AT 115.VAC-2.88 INDUCTIVE 1/3 H.P.(.25 kW) OPTIONAL <!] 3 WIRES, 115 VAC CIRCUIT, SEPARATE 115 VAC POWER SUPPLY IS REQUIRED. CONT ACTS ARE NO/NC RATl!'JGS-2.88 INDUCTIVE 1/3 H.P.(.25 kW) AT 115 VAC. (!] 2 WIRES, 115·VAC CIRCUIT, SEPARATE POWER SUPPLY IS REQUIRED. CONT ACTS ARE fll.O. CONTA<;:T RATING -2.88 INDUCTIVE 1/3 H.P.(.25 kW) AT 1:15 I/AC. ~ 2WIRES, 30 VOLTS OR LESS CIRCUIT. DO NOT RUN IN CONDUIT WITH HIGHER VOLTAGE CIRCUITS. @ SHIELDED PAIR. 30 VOLT OR LESS CIRCUIT. MAX ·LENGTH 1500 FT. BELDON TYPE 87'.60 RECOMMENDED. THE UNIT-CONTROL PANEL (UCP2) SUPPLIES A CONTACT ·ourPUT TO CONTROL THE CUSTOMER SUPPLIED DEVICES SHOWN BELOW. MAXIMUM FUSE SIZE PER DEVICE-15 AMPS. ,. ,-]puRGEPUMP-o~ RUNNING - ~ lpuRGEREMJTe";,LARM -- ~ fREMOTEALARMIND~WR - ~ !REMOTE ALARMIND~T-;;R - ~ lcHii:°LER RUNNING 1N'o1000R · -'-r lcHii:°LEDWATER~U;;;STARTER - r lcoNDENSERWATERPUMPSTARTER-: j,-lt.JMIT WARNING INDl~TOR T <fl -...._ ______ -J 2 WIRES. 115 VAC CIRCUIT, MINIMUM CONT ACT RATING AT 115 I/AC -6.9 VA INRUSH, 2.88 INDUCTIVE 1/3 HP(.25 kW) lQJ -I . -1<II -1<II -IQ] -IQ] QJ ~QJ _, COND COND WATER WATER FLOW PUMP S\IVITCH ( " -'-/ .1 CHILLED WATER PUMP I FLD =.Furnished by Trane I Installed by Others I _.) I -. EXTERNAL AUTO/STOP (CONTACT) ---------7 I,-I AUXILIARY CONTROLS FOR A CU?'fOMER SPECIFIED OR INSTALLED REMOTE AUTO/STOP FUNCTION. THE CHILLER WILL RUN NORMALLY WHEN THE I CONTACT IS CLOSED AND STOP THE CHILLER WHEN THE CONTACT IS OPEN. RE-CLOSURE OF THE CONTACT WILL PERMIT THE CHILLER TO AUTOMATICALLY I RETURN TO NOMAL OPERATION. I I EMERGENCY STOP NORMAL/TRIP (CONTACT). I 7 ,,--I AUXILIARY CONTROLS FOR A CUSTOMER SPECIFIED OR INSTALLED LATCHING 1 TRI POUT. THE CHILLER WILL RUN NORMALLY WHEN THE CONT ACT IS CLOSED I AND TRIP THE CHILLER OFF ON MANUALLY RESETTABLE DIAGNOSTIC WHEN I THE CONT ACT OPENS. MANUAL RESET IS ACCOMPLISHED AT THE DIAGNOSTIC L ~ ~ Tf!_E~O~ O~TH~C~~L ~AN~ _ _ _ _ ____ _I I l UCP2 .CO!'lTROL PANEL EVAP Trane Submittal LINE VOLTAGE (SEE NAMEPLATE) ~ CONTROL VOLTAGE 115VOLTS UNIT MOUNTED STARTER FRONT ELEVATION LEAVING CONDENSER WATER LEAVING CHILLED WATER Page 12 of 12 -I I -I I I I I -1 I .·1 I- I I I I I I I I EVAPCO® SUBMITTAL PACl{AGE PROJECT: Callaway Ruthexford UNIT: 1) AT 29-918 Cooling Tower CUSTOMER: AO. Reed PO NUMBER: #J26742 EV APCO SERIAL NO. #W006906 SUBMITTAL DATA ENCLOSED: UNIT CERTIFIED :ORA WINGS THERMAL PERFORMANCE GUARANTEE RECOMMENDED' STEEL SUPPORT DRAWING MECHANICAL SPECIFICATIONS WARRANTY STATEMENT ENGINEER: Bechard Long Associates San Diego, CA ACCESSORY INFORMATION CHECKED •./• WHEN INCLUDED: D D ·o D D ~ D D ~ D D D D Electric Damper Controls Electric Pan Heater Electric Water Level Control Discharge Hood Discharge Hood Witb:Dampers Vibration Rails Ladder (ff not shown on Certified Print) Two-Speed Motor Wiring Diagram Inlet Sound Attenuation Drawing Outlet Sound Attenuation Drawing Vibration Cut-Out Swit<;h Pony Motor Diagram EV APCO® TAKING QUALITY AND SERVICE TO A HIGHER LEVEL ---~-------------- ----·--------\ ------------ r=""_:: ___ :::: _____ . ___ 52 7/8 2 ---...:_ -_..,:::_ --=--=--:_ --::-1 I -7 I ACCESS 7 L -_J L DOOR J ~ -,,-- ~----+-,-----OB BFW/GROOVED INLET 13'-5 5/8" 53 3/4 6 BFW/GROOVED EQUALIZER . 108 3/4 3/8 I• , I 18 1/8 116 3/8 2 MPT MAKE-UPIC!KXXXXX>Oa 23 1/8 0 3 FPT OVERFLOW 0~ FPT DRAINO 4 3/4 17 3/4 I• ., I 53 3/4 8 BFW/GROOVl;D OUTLET ::..:.--__ .,.::: ___ -__ -, , -7 · r ACGE$S 1 L -_J L DOOR J •· -~----:- 0 8 BFW/GROOVED INLET ., 53 3/4 0 --,.----,-+----'- 8 BFW/GROOVED I 7 1/2 J OUTLET 53 5/8 -----8' -5 1 /t' -------i -----------,-----1 s··-0" -----'----------i .NQIES; 1. @ -FAN MOTOR LOCATION 2. MAKE-UP WATER PRESSURE 20psi MIN. 50psi MAX. 3. 3/4" DIA. MOUNTING HOLES. REFER TO RECOMMENDED STEEL SUPPORT DRAWING. 4. HEAVIEST SECTION IS LOWER SECTION. 5. BFW DENOTES BEVELED FOR WELDING. FPT DENOTES FEMALE PIPE THREADS. MPT DENOTES MALE PIPE THREADS. MODEL NUMBER: 1) AT 29-918 COOLING TOWER CERTIFIED FOR A.O. Reed Project: Callaway Rutherford CUSTOMER ORDER NO. #J26742 EVAPCO NO. __,_,__#W.:....=00=6=9=06,.__ _______ _ CAPACITY 1 200 GPM _2Q_ 0 IN ..Jill_ 0 OUT .B._ 0 W.B. FAN MOTOR HP (2) 20 HP Inve1ter Duty ELEC. SPEC. 460/3/60 TEFC INLET PRESSURE 1.9 P.S.l.G. REMARKS: ACCESSORIES: Ladder, Vibrati~n Cut-Out Switch. 5/2/00 dab WEJGHTS (LB) NO. SHIPPING I 8600 I OPER. I 14490 I SHIPPING HEAVIEST SECTIONS SECTION 4950 2 COOLING TOWER T2091848ERA-16 !'' -I ---- 75 . ·1 28 1/2 .. I r UNIT Ol,JTLINE 99 7/8 V I _I 13/16- ~(12) 3/4!6 . MOUNTING HOLES -----·--18'-0" =1 J:5 1· 75 C · ~ • 28 1/2. .\.;-2 -J .__ V UNIT OUTLINE --------- I 8'-5 1/2" - 'I 1 :::i b . 1 P/ STRUCTURAL BEAM I . I ALL 8.5X 18 INDUCED bRAFT UNITS NOTES: I. BEAMS SHOULD BE SIZED IN ACCORDANCE WITH ACCEPTED STRUCTURAL PRACTICES. MAXIMUM DEFLECJ"ION OF BEAM UNDER UNIT TO BE 1/360 OF UNIT LENGTH NOT TO EXCEED 1/2". 2. DEFLECTION MAY BE CALCULATED BY USING 55% OF THE OPERATING WEI.GHT AS A UNIFORM LOAD ON EACH BEAM. SEE CERTIFIED PRINT FOR OPERATING WEIGHT. 3. SUPPORT BEAMS AND ANCHOR BOLTS ARE TO BE FURNISHED BY OTHERS. 4. BEAMS MUST BE LOCATED UNDER THE f"ULL LENGTH OF THE PAN SECTION. 5. SUPPORTING BEAM SURFACE MUST BE LEVEL. DO NOT LEVEL THE UNIT BY PLACING SHIMS BElWEEN THE UNIT MOUNTING FLANGE AND THE SUPPORTING BEAM. ----- LOAD l 1-1 5/8 13/16 lYPICAL END VIEW RECOMMENDED STEEL SUPPORT T20918ERA-SL .... ,.. --------------------- .__,_ ---.... ~~---_ :_-_···n· r.---___ ;::..,. _____ ~ ACCESS 117 DOOR ~ DOOR ,:c;] • • SIDE VIEW *RIG LADDERS BEFORE PIPING UNIT* @ -FAN MOTOR LOCATION • THE BOTTOM OF THE LADDER IS AT THE BASE OF THE UNIT. IF THE UNIT IS ELEVATED THEN A LADDER EXTENSION SHOULD BE CONSIDERED. (CONSULT FACTORY). LADDER EXTENSIONS OF UP TO 3 FEET CAN BE ADDED WITHOUT ANY ADDITIONAL SUPPORT. FOR A LADDER EXTENSION LONGER THAN 3 FEET ADDITIONAL SUPPORT MUST BE PROVIDED. BY OTHERS. CUSTOMER INSTALLATION NOTES: · a. REMOVE LADDER BRACKET MOUNTING BOLTS (1) FROM LADDER MOUNTING CHANNELS (2) ON PAN AND CASING SECTION$. b. LOOSEN, BUT DO NOT REMOVE, LADDER BRACKET AND ASSY. BOLTS c. TO ASSEMBLE, SLIDE LADDER BRACKET ASSY. ( 4) OVER LADDER MOUNTING CHANNELS (2) LOCATED ON PAN AND CASING (DO NOT REMOVE LADDER BRACKET ASSY. (4) FROM LADDER.) d. ALIGN HOLES AND REINSTALL LADDER BRACKET MOUNTING BOLTS ( 1) THROUGH LADDER BRACKET ASSY. ( 4) AND LADDER MOUNTING CHANNELS (2). e. TIGHTEN ALL BOLTS. f. TIGHTEN ADJUSTING SCREW (5) IN THE ADJUSTABLE MOUNTING BRACKETS WHEN APPLICABLE. ADJUSTING SCREW (5) (WHEN APPLICABLE>-\ (3). ,--, n \ LADDER BRACKET ASSEMBLY BOLTS (3)--~ LADDER SHIPS LOOSE FOR f:iELD MOUNTING (BY OTHERS) . r -------..,. _____ _ • •• 26J LADDER MOUNTING CHANNEL (2) PAN OR CASING PANEL LADDER BRACKET MOUNTING BOLTS (1) BRACKET ASSY. (4) END VIEW T20918ERA-LD -------------~----- 31/8~ ·I ... 11/16 lfi2IES: · 1. DASHED LINES INDICATE WIRINC(BY OTHERS) I 9'SIM.I. •JN M//IO# IP II ~ & u f~~ l ·f1Tl7 ·• PUSHBUTTON 4 1/4 · RESET ----------------, 0 yyyy-- -~ _)_ '..) .CIRCUIT · y1 y] y7 BREAKER ~ VS-2 l ~ ....... "* -- I I I I I I · 4-:_,.1'-J.-m:n-11.11~ ~ m -1 1 1/s i--· I I I . I 1 ....-A..r"'""-E:J--l--2 1/4--l Ill '© I t--'1'-rrrn-1 ~B--FAN SIDE VIE.W ~ ~ I MOTOR F· -~J I_,,...,. _ 1T3 .,,, · . I rv-.A.JV""' S·--. I L----I, -"""7---SUPPLIED vci°TAGE -----, L _____ ..;.... _____ JjJ H3HH2 ~ I ~ ,;I ----_ _J . . CONTROL TRANSFORMER r----m:D-----~ (BY _OTH~S) X2. I OFF Xl 11!5V X2 --------, ... ~(I I IWID_I AUTO I r-:------o ~.0.Q .. _r.:i J .-1,: OL1 I OPTIONAL -UJ-z 1 • Mt 4 I THERMOSTAT _I I MURP~ --& :-®--H-• MOTOR [B~o-E:f--c! '"oQ2~_J VS-2 • OFF VIBRATION · SWITCH ADJUSTMENT ADJUST THE SWITCH SO THAT DURING START-UP AND UNDER NORMAL CONDmONS, THE CONTACTS DO NOT TRIP. FIRST; REMOVE THE PLASTlC PLUG AS SHOWN IN DETAIL •1: IN ORDER TO ACCESS THE ADJUSTMENT SCREW INSIDE. NEXT, WITH THE MOTOR OFF. TURN THE .M>JUSTMENT SCREW COUNTER-CLOCKWISE (MORE SENSITIVE DIRECTION} UNTIL ~niE SWITCH TRIPS. NOW, TURN THE ADJUSTMENT SCREW CLOCKWISE f/'8'lURN (LESS SENSITIVE DIRECTION). RESET THE SWITCH BY DEPRESSING THE P,USH-ButrON LOCATED UNDER THE RUBBER DUST COVER ON THE LEFT SIDE OF THE SWITCH. START THE MOTOR. IF THE MOTOR TRIPS THE SWITCH, THEN TURN THE ADJUSTMENT SCREW CLOCKWISE AN ADDffiONAL . 1/8 TURN. RESET THE SWITCH ~D START THE MOTOR AGAIN. REPEAT THE NJrNE PROCEDURE UNTIL THE MOTOR CONTINUES TO RUN. :··,--:t····~'-':•:~,'·\: .. ~····.!·,. , .... :·· • "" •• t .... ~ ... . ........ . ·J 8mm X 13mm SLOT, 'NP. 2 7/18 NEOPRENE&: CORK DUST & MOISTURE SEAL FRONT VIEW (COVER REMOVED) MURPHY VS-2 VIBRATION SWITCH MlY REMOVE TO ADJUST SEN~D TURN THE 1HE C>P PUJG SCRf.W INSlllE.-------~ = ~ DETAIL •A• . · . .-:.·.-;,:-: '. ··.·'' . ~' ~ CAP PLUG AND SLOTTED SENSffiVITY AOJUSTMENJ. SEE DETAIL 1.•. 1/2 CONDUIT "THREADS w MURPHY VS-2 VIRRATTON SW1TCH VIB01ERB-WD • : •• • ··: ·, :-1 ! ·~ ·1 I I I I I I I I I ...... .I I I ·1 I ·1 I I I ,t Manufacturers of Heat 1l'ansfer Equipment Project Name: Callaway Rutherford Model Number: 1) AT 29-928 Cooling Tower Serial Number: #W006906 EVAPCOWEST P.O. Box 959 Madera, CA 93639 U.S.A. TELEPHONE (559) 673-2207 FAX (559) 673-2378 EVAPCO® STANDARD INDUCED DRAFT WARRANTY Five Year Mechanical Equipment -One Year Total Product This warranty applies to: AT, UBT; KT & REP Cooling Tower Products; ATW & UBW Closed Circuit Cooler Products; ATC&. UBC Evaporative Condenser Products. EV APCO warrants the mechanical equipment components consisting of the fan(s), bearings, pulleys, shafts, belts, gear reducer(s), drive shaft(s), drive couplings, electric fan motor(s) and mechanical equipment supports to be free from defects in materials and workmanship for a period of five (S) years from the date of shipment by EV APCO. Any component not listed a,bove is warranted against defects ·,in materials and workmanship for a period of one (1) y~ar from the date of start-up, but not to exceed eighteen (18) months from the date of . .shipment from EV APCO. The product warranty includes all structural components, fill and fill supports or ,coil, drift eliminators an,d their supports, air inlet louvers or screens and their supports, fan belts and electrical components. In addition to the unit warranty above, EV APCO warrants the thermal perrormance of the unit as shown on the certified drawings delivered to the customer for a period of one year from the date the installation is co.ID,pleted Ill accordance with good engineering practices, but in no event shall the warranty period exceed eighteen (18) months from the date the unit is shipped by EV APCO. If after installation and start-up there is any question regarding thermal perrormance of the equipment, at the o_wner's request EV APCO will send its engineers to the jobsite-to conduct a perrbrmance test. Tiris test may be observed by the owner and the consulting engineer or by their authorized representatives. If the results of the evaluation show the equipment to be deficient, EV APCO will make the necessary repairs or alterations to correct the deficiency at no cost to · the owner. If the equipment is found to be perrorming in accordance with its certified drawings, the owner · will reimburse EV APCO for all direct expenses incurred in connection with the performance test. All other ·expenses or implied warranties of any kind whatsoever, including without limitation any warranties of merchantability or that the unit and equipment are fit for .any particular purpose and any warranties that might otherwise arise out of a course of dealing between the parties or usage of trade, are hereby excluded. The sole remedy for breach of the warranties set out above shall be repair or replacement of the equipment by EV APCO at its option. Under no circumstances shall EV APCO be liable for lost profits, lost savings, personal injuries, incidental damages, economic loss, property damage, or ~ther consequential, incidental, special or contingent damages. Even if EV APCO has been advised of the possibility of such damages. In addition, EV APCO shall not be responsible for any j.njuries or damages of any kind whatsoever under any th,eory of tort to the extent caused by misuse of the product by huyer or any .third party. I ,,, I I 1: I I I I I I I I I I I I I I .I DATE May 2, 2000 MECHANICAL SPECIFICATIONS EVAPCO® AT COOLING TOWERS PROJECT Callaway Rutherford CUSTOMER A.O. Reed EV APCO SERIAL NUMBER #W006906 UNIT 1) AT 29-918 Cooling Tower P.O. #]26742 ENGINEER Bechard Long Associates San Diego, CA UNIT TYPE Factory assembled, induced draft, counterflow cooling tower. CONSTRUCTION Heavy gauge mill hot-dip galvanized steel casing and pan. Hot-dip galvanized steel channel and angle :supports. All galvanized steel is coated with a minimum of 2.35 ounces of zinc per square foot of area (G- 235 designation). During fabrication, all panel edges are coated with a 9596 pure zinc-rich compound. MAKE-UP FLOAT Brass float valve with adjustable plastic float. VALVEASSEM:BLY* PAN STRAINER* All type 304 stainless steel construction with large area removable perforated screens. ACCESS Hinged door in the upp~r casing for fan drive and water distnl>ution system access. Removable louver panels on all four sides of the unit for pan and sump access. Hinged swing away cover for motor access. FANS Fans are axial propeller type constructed of aluminum alloy and statically balanced. The fan is installed in. a closely fitted cowl with venturi air inlet. Fan screens are galvanized steel mesh and have steel frames bolted to the fan cowl. · FAN SHAFT Solid shaft of ground and polished steel. FAN SHAFT BEARINGS Heavy-duty, self-aligning ball type bearings with extended lubrication lines to grease fittings on the exterior casing. Bearings are designed for a minimum L-10 life of75,000 hours. FAN MOTOR Inverter duty,. totally enclosed, ball bearing type electric motor with 1.15 sernce factor suitable for outdoor service. The motor is mounted externally on the unit with an adjustable motor base and swing away protective cover. FAN DRIVE The fan drive is a multi-groove, solid back, reinforced neoprene V-belt type with taper lock sheaves designed for 15091, of the motor nameplate horsepower. Fan sheave is constructed of aluminum alloy. The motor sheave is external to the unit for dry-operation. FILL ·Polyvinyl Chloride (PVC) of cross-fluted design. PVC sheets are bonded together for strength and durability. Fill is self-extinguishing for fire resistance, has a.flame spread of 5 under A.S.T.M. designation E-84-Sla, and is resistant to rot, decay and biological attack. WATER DISTRIBuriON Precision molded ABS spray no~es with large 3/8" x I" orifice to eliminate clogging. Spray header and branches SYSTEM are schedule 40 Polyvinyl Chloride (PVC) for corrosion resistance with steel connection to attach external piping. ELIMINATORS The eliminators are constructed entirely of Polyvinyl Chloride (PVC) in easily handled sections. Design incoiporates three changes in air direction and limits the water carryover to a maximum of 0.00196 of the circulating water rate. LOUVERS The louvers are consµucted from Polyvmyl Chloride (PVC) and are mounted in easily removable frames for access to ·the pan for maintenance. There are two changes in air direction to prevent splash-out and block direct sunlight. . *OMITTED ON UNITS FOR REMOTE SUMP OPERATION INVERTER DUTY 8.5 FT. WIDE BELT DRIVE 3100 -------~-~--------- Guarantee of The:rmal Performanc-e by EVAPCO EVAPCO® unequivocally guarantees the thermal performance of its equipment as shown on the certified drawings, when the equipment is installed in accordance with good engineering practice. If after installation and start-up there is any question regarding thermal performance of the equipment, at the owner's request EVAPCO will send its engineers to the jobsite to conduct a performanc~ test. "this test may be observed by the owner and the consulting engineer or by their authorized representatives. If the results of the evaluation show the equipment to be deficient, EVAPCO will make the neces$ary r.epairs or alterations to correct the deficiency at no cost to the owner. If the. equipment is found to be performing in accordance with its certified drawing, the owner is expected to reimburse the company for its costs associated with this performance test. Giiiii' ·········'.?·:~~·; .•••••• -···· c: . .-o~· ···· .. ••• . fl . ...:..~ . / ... .. 1 . T .. , .. I . • . ·.,;: ~ ~-.,·~~!~ .. ·.--~·,.... ,s,,,. ·~ ... ~ :l.~a ..• -·~ d. ,=o-~JS':···.; 1.-.;:· \ ·~1; .:~·.·· a~--:j·.-.""'f .•••. 1!.· ~ -r;_ t;/·:;t{-:-_-,~\ ·i:\ .. ,:t·: Jj-·::.MCMLXXVI : J.-' i :· ·:·:'{>~ ._.~ ~~·:.;~· .\.!: -~\~:;> -~· \.~·:· ... ! . , .. ' +'· ~--;.t .. ~"',\'' . ···~ .••. • • •••• • • ,1;1,• ••• •• •, A ·~•••••••' -.\.. ,• ······ ~·11·v· t.. r-..~ .... ·{·.-~ . . ·.-~ . . ~ ......... ~ •• N.ll~:.,1••· -. ~-:· I .• BE~L & GOSSE . I SUBMITTAL I B-225.6C I. ( \ 1, I I I I I I I I I I I I I JOB Callaway~ Rutherford P-1, P-.2 N/A UNITTAGNO. .ENGINEER CONTRACTOR A.O~ Reed & Co. FLANGES ARE 125# ANSI -STANDARD 250# ANSI -AVAILABLE DIMENSIONS PUMP SIZE & SUCTION MOTOR HA DISCHARGE. SIZE FRAME 213T 16 HB 461/z 215T (406} (1181) 254T SBC 6' >>> 256T 16 284T (406) ~ SIZE & suer ..... HA t HB I HCMAX. B & G REPRESENTATIVE Dawson Company ORDERNO. J 26866 DATE suBMJTTEDBY Mike Caffrey DATE 5/8/00 5/-10/00 APPROVED BY DATE SBC Series 1510 Centrifugal Pumps -Base Mounted SPECIFICATIONS 6 0 0 GPM ___ 6'--5~ __ FT. MATERIALS OF CONSTRUCTION gJ BRONZE FITTED O ALL IRON aECTRICAL DATA 2 Q HP 4 6 Q VOlTS -6JL CY _3_ PH MOTORENCL_T .... E ....... F-C-_______ _ sPEc. coNSTR. Prem j um E ff . APPROXl~TE WEIGHT 2 4 Q LBS. MAXIMUM WORKING PRESSURE 250 PSI (17 BAR) . STANDARD SEAL 1510, 1510-F . PUMP DIMENSIONS INCHES. MM Hn HFz HH 36¼ 18¼ (927) (464) .36¼ 927) 18¼(464)· PUMP DIMENSIONS INCHES IMMI HO I 2HE I HF1 I HF2 I HH I TYPE OF SEAL .6o 1510 Standard Seal (Carbon/Ceramic) D 1510-F, Standard Seal with Flush Line D 1510-S, Stuffing Box Construction with Flushed Single Mechanical Seal (Carbon/ Tungsten Carbide) D 1510-D, Stuffing Box Construction with Flushed Double Mechanical Seal (Carbon/ Ceramic) Requires external water source 0 1510-PF, Stuffing Box Construction with Packing WORKING PRESSURE @ Standard Seal 175 psi (12 bar) W.P. with 125# ANSI-flange drilling D FlushedSingle Seal (-S) 250 psi (17 bar) W.P. with 250# ANSI flange drilling HL HM MAX. HO HP y z 49/ta 207/1 25 5 6 7¼ (116) (530 (635) (127) (152) (191) 2F/1(556) 511,1 217/1(556) 25 5 6 7¼ (164) 23(584). (635) (127) (152) (191) HL I HMM•Y HP I y I z DISCHARGE SIZE FRAME --•t• FRAME ~ 213T 461/z 457/1! I ,vv -36.11!_- (464) 207/1 215T (1181) 4'73/,(1203 (530) 16 -'"'14 _ _!/a 511n 25 5 6 7¼ SBC 6' 254T .w 217/a _@61 '" ,~~ (381) (356) 41¼ 207/1 (22) TfO'it-(635) (127) (152) (191) n•~ -,i 527/1(1343 284T (1314) 535/1/1362 (1060) (530) 23/584) Dimensions are subject to change. Not to be used for construction purposes unless certified. © COPYRIGHT 1978, 1994 BY ITT CORPORATION 45 12 40 35 10 30 en m m 8 25 25 ::E ~ 25 Q 6 :c 20 iii ~ :c ... g 15 ~ g 4 10 2 5 0 0 0 0 30 100 90 25 BO m 20 70 60 ::E m 25 Q 15 50 ifi. 25 :c ~ ... 40 ~ :c g 10 ... ~ 30 g 20 5 10 0 0 PRINTED IN U.S.A. 10-94 I SERIES 1510 PUMP PERFORMANCE CURVES _l~,!D 9" I -B¼" -8~ ...,_ 7¼" I .._ 7" 0 0 PERFORMANCE CHARACTERISTICS CURVE CENJ,IIFUGAL PIMP SERIES 1510 200 50 400 600 800 CAPACITY IN U,S, GALLONS PER MINUTE 100 150 200 CAPACITY IN CUBIC METERS/HR PERFORMANCE CHARACTERISTICS CURVE m 25 i z 15 10 5 0 1000 1200 250 .ca<rRtFUG,L """'SERIES 1510 . ,,.,,_ <-21-,a 11--H--·• •. 1/j o •'!.• I ... "!--~-.,__ e· --r0· ,,£: -~ • Qjlli •\•· ..... I _"'f!',,hS'--;,.\·--- .. .:: • ... Ri ----•\• .... I .... -., ... -~ 200 400 50 100 I J ""'• -~ ,rt' J·I l .... 17"""-!"lo,, . ~~ ~. -l ,, .... ... -""'-... / ..... ~ .. •\• ' I -......~' / ......... l\fi') ·l· ,_ ~ ""' I,._ ..... --"" -,,""'ii-..,.,0 l .... -,... ... loo... I./ ..... ,, .._I\. ~ loi,,,. , __ r:"'111 .... ,..,.. ...... """ !!'Ill,, cs. ~i... ... """' _I,'"' ""'-. L_... ,.~ -,,-. -... ...__ v7 0~ >~ r"'lli.... ... ~ .s-¾<:; .... IQ' ~,... . ~ 'NPSH REO . t..-- 600 BOO 1000 1200 1400 CAPACITY IN U.S. GALLONS PER MINUTE 1·50 200 250 300 CAPACITY IN CUBIC METERS/HR ~.s-~-,__ 20 10 0 1600 350 I ( I I en I m ::E 25 :c If I z 4 I 2 0 I ·1 rl I I en I m ::E I 25 :c If z 10 ·1 5 0 I I / I For further information, contact ITT Beil & Gossett, 8200 N. Austin Avenue, Morton Grove, IL 60053, Phone (708) 966-3709 -Facsimile (708) 966-9052. I mm Bell & Gossett . · .J.. ..L ITT Fluid Technology Corporation . I I I I I I I- I, I· ••• a. BELL & GOSSETT JOB S & G REPRESENTATIVE I SUBMITTAL I B-225.9C Callaway--Rutherford Daws.on Company P-3, P-4 N/A UNITTAGNO. ENGINEER CONTRACTOR A.O. Reed & Co. MAXIMUM WORKING PRESSURE 175 PSI (12 BAR) . FLANGES ARE: 125# ANSI -STANDARD · ~50# ANSI -AVAILABLE DIMENSIONS .• •. PUMP SIZE& SUCTION MOTOR DISCHARGE SIZE FRAME ' 213T 215T >> > 254T. 256T 4E 5' 284T 286TS ·ams 326TS 364TS 365TS 404TS 4E 5' HA 16 {406) 16 (406) 24 (610) . HB 42¼ (1073) 46¼(1181) 51¾ (1314) 56 (1422) 56 (1422) : ORDERNO. J 26866 DATE-5/8/00 SUBMITTEOSY M.:j.ke Caffrey DAT!;· 5/10/00 APPROVED BY DATE 4E Series .. 1510 Centrifugal Pumps -Base Mounted SPECIFICATIONS 4 8 Q ~PM_..,.8,....5..,__ __ FT. MATERIAl:.S OF CONSTRUCTION [DRONZE FITTED O ALL IRON ELECTRICAL DATA ...1..5_ HP 4 6 Q VqLTS __6_()_ CY ~ PH MOTORENCL_ .... T .... E .... F ....... C.__ _____ _ sPEc.coNsTR. Premium _Eff. . APPROXIMATE WEIGHT_.1_9"O,,,_ ____ LBS. *NOTE: If your discharge pressure Is GREATER than 175 PSIG, but your suction pressure plus 5% of your dis-charge pressure Is less than 175 PISG, you may use this construction. This applies to cold water only. · STANDARDS SEAL 1510, 1510-F PUMP DIMENSIONS INCHES IMMI HCMAX • . HD 2HE HF, Hn "S"FRAME 37¼(953) 39 991) 14 14 32¼ 161/1 42¼(1086) (356) (356) (819 (410) "L" FRAME , 483/1 (1229) 36¼(927) 18¼(464) 491/1 1248) 14 ca\~> 505/a (1286) (356) 41¼. 207/1 511/1 1299) (1060) (530) 525/a 1337) 543/, 1381) 161/z 211/z 44 22 551/1 14001 (419). (546) (1118) (559) 573/11 1457) STUFFING BOX 1510-PF, 1510-S, 1510-D 21¼ 44 (546) (1118) 22 (559) HH 7/1 (22) 11, (22) 1 (25) 1 (25) TYPEOFSEAL Ii! 1510 Standard Seal (Carbon/Ceramic) D 1510-F, Standard Seal with Flush Line D 1510-S, Stuffing Box Construction with Flushed Single Mechanical Seal (Carbon/ Tungsten Carbide) . D 1510-D, Stuffing Box Construction with Flushed Double Mechanical Seal (Carbon/ Ceramic) Requires external water source D 1510-PF, Stuffing Box Construction with Packing WORKING PRESSURE oa Standard Seal 175 psi (12 bar) W.P. with 125# ANSI flange drilling .. D Standard Seal 250 psi (17 bar) W.P. with 250# ANSI flange drilling D Flushed Single Seal {-S) 250 psi (17 bar} W.~. with 250# ANSI flange drllllng HL HM MAX. HO 197/a 5111,1 (505) 233/• (170) 207/1(530) {603) 207/1(530) 45/1 22 23¼ (110) (559) (603) 231/1 (587) . 415/,1 263/4 261/i (125) (679) (667) 283/1(721) HP 5 (127) 5 (127) 6 (152) y 591,s (141) 59/,s (141) z 7¼ (184) 7¼ (184) 71/i (184) 59/ia 71/i (141) (184) Dimen~ions are subject to change. Not to be used for.construction purposes unless certified. I. © COPYRIGHT 1980, 1994 BY ITT COREORATION 40 40 20 35 30 00 Cl) IC m ~ :ii 25 2: 80 2: ~ ~ :c 5 20 ..I ,c ~ 6 60 g ... 15 40 10 5 20 0 0 440 20 400 360 00 320 1/) m 280 IC ~ 80 ~ :Ii ~ 240 ~ :c ~ 60 ~ 200 :c g ..I ~ 160 g 40 120 80 20 40 o o PRINTED IN U,SA 10-94 ' . SERIES 1510 PUMP PERFORMANCE CURVES PERFORMANCE CHARACTERISTIC CURVE CENTRIFUGAL PUMP SERIES 1510 •• -I ~ I ·11"0 (£)-tJ t· I '°~",c--.... -t· •l• -~,°* .. . ~- Approve&° OQt1 2•1•80 ii 1,\• -I I -,.._ I " I ,_ ~- 10". I ~ -.... , . '"" ~\• -1 .. I I..., ...... , ...... 92" I. I . -;'v -...... ... '(l<!JI• -" I ' ,..._ ,, "' ...... /, 9" ~ I ...... ... , /'. '.I ....... ... ~I· ... J ....... ......_ ~ ....... ,, ~ ~di• ~ ..... ..... -..,._ / ' ....... X ~ ..... .... ~ ,r ' ... ,...... ~/· ,..~ .... .... ~ ....... .... .... ~ ... ~ '~ "" ... ,-..... 'I ~ ....... )<-"'" '5¼ ....... X '\. ..... -...... ~o~ ........ ~ m 2: :c ... . "' ~ If ,z I ./ 30 ./ ~ f>.€.0~ Nr';;:;;.,.;..r 20 10 I 0 0 I 00 200 300 400 500 600 700 800 900 I 000 i I 00 I 200 1300 CAPACITY IN U.S. GALLONS PER MINUTE 0 50 100 150 200 250 CAPACITY IN CUBIC METERS/HR PERFORMANCE CHARACTERISTIC CURVE CENTRIFUGAL PUMP SERIES 1510 ....... ' ' ... , ' ' 'r-.. $" ' ..... , ?>.• ,_l}._ ·-1---€--•\• / . ti ,...o ~\· I/ I ,_ --:rt\• ~·--c--<I)\• I "/..... ' 11 ... J -;.!..~ v /,, -~ ~9" l"I~ -,:,.'b' ',L I 11""' / ...,v --~ .. ... ----,j .,... k ' "' r--11,I• , / , .... ~ 1--. -~ ;'It/•' -! .. -' ·i-:::: -..... .... ,...,. k: ,..,;)· .... --1, .... -.......... I>< k' >: 1,l"I -,_,,. ' ... ~ .. , ,; .... .1\0 72" r--, -"' ' ...:'C ...... ~ V ~ f'\---~1-~ ' \~ .<!.' ) :::.. ' r--. .......... l""'l .... 'K, ·--._.,) r "' ....... :> ~ It,.' V "} , '"e ',,~~ ' ..... .., I' :,,-,.. ~ / \:'oa --...,v / ~ ~ " ~~ >.:--,_ % .,,/. / .~ ~&a ~ ...... ....... /,,; -~ ' 1-...., /v" .,,,,. .... ' ....... .... ,, 'o ~-...... .......... ' /v l'l~~ / / ' .... I"-.. I/ ,; ,; .,,,. / ......... ' .... m ~ :c f z 40 30 // ,1, 20 0 200 400 600 800 1000 1200 1400 1600 1800 2000 I I I I I I 0 50 I I 100 CAPACITY IN u~s. GALLONS PER MINUTE I I I I I I I I I I I I I I I I I I 150 200 250 300 I I 350 I I 400 Cl) m :Ii 2: :c If z r 5 ,, 0 1/) m :Ii l!: :c f z 15 ID 6 CAPACITY IN CUBIC METERS/HR For further information, contact ITT Bell & Gossett, 8200 N. Austin Avenue, Morton Grove, IL 60053, Phone (708) 966-3700 -Facsimile (708) 966-9052. I mm Bell & Gossett ..L .J... ITT Fluid Technology Corporation I ( I I I I I I I I I I I I . I 1 ·· I I I I I I I I I I I I I I I I I I • Prepared For: A. O. Reed & Co. 4777 Ruffner Street San Diego, CA 92111 Submittal The Trane Company A Division of American Standard Inc. Date: May 11, 2000 Job Name:· Callaway Golf-Rutherford Building The Trane Company is pl'eased to provide the enclosed submittal for your review and approval. Products Included in this Submittal Package: Qty Description Tag(s) 25 Outdoor Indirect Fired Gas Heating Units with Cooling Section GF-1, 2, 4 thru 26 San Diego -Dave Troyan 9555 Chesapeak~ Drive Bldg.2, Suite 201 San Diego, CA 92123 Phone: 858-576-2500 Fax: 858-576-2554 J:VOBS\116\7427\SUB\CALLAWA Y.DOC ------· ·-··--- The attached information describes the equipment we propose to . furnish for this project, and is submitted for your approval. -Trane Submittal Page 1 of 20 -I I I I I I I I I I I I Callaway Golf-Rutf,erford Building May 11, 2000 Ta'ble of Contents Indirect Fired Gas Heating Units (Outdoor) (Item A1 -A16) ;:id~~:~~t~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::~ Performance Data .............................................................................. , .................................................................................... 5 Performance·Data ....................................•......................•....................................................................................................... 6 Mechanical Specifications ........................................................................................................................................................ 7 Unit Dimensions ...............................................•.................................•.................................................................................... 9 Weight, Clearance & Rigging Diagram ................ : ....•........................•............................................................ _ ........................ 13 Field Wiring ........................................................................... _ ................................................................................................ 20 FLD = Furnished by Trane I Installed by Others Trane Submittal Page 2 of20 I I I I I I I I I I I I I I I I I I . _ Callaway (;olf-Rilthf3rford Build! ng Tag Data -Indirect Fired Gas Heating Units (Outdoor) Item Tag(s) Qty Description Model Number A1 GF-1 1 Outdoor Gas Heating Unit GRAA 1 SGFBE0 A2 GF-2 .. 1 Outdoor .Gas Heating Unit . GRAA1 SGFBE0 A3 GF-4; GF-7 2 Outdoor Gas Heatina Unit GRAA25GFBE0 A4 GF-5, GF-16 2 Outdoor Gas Heating Unit GRAA25GFBE0 AS .GF-6 1 Outdoor Gas Heating Unit GRAA30GFBE0 A6 GF-8, GF-17 2 Outdoor Gas Heating Unit GRAA25GFBE0 A7. GF-9, GF-18 2 Outdoor Gas Heating Unit . GRAA30GFBE0 ·AB GF-10, GF-12, GF-13 3 Outdoor Gas Heating Unit GRAA25GFBE0 A9 GF-:11, GF-19 2 Outdoor Gas_Heatirig Unit GRAA30GFBE0 At0 GF-14, GF-15 2 Outdoor Gas Heating ()nit GRAA30GFBE0 A11 <3F-20 1 Outdoor Gas Heating Unit GRAA35GFBE0 A12 GF-21. 1 Outdoor ~as Heating Unit GRAA40GFBE0 A13· GF:.22 1 Outdoo·r Gas Heating Unit GRAA40GFBE0 A14 GF-23 1 Outdoor Gas Heating Unit GRAA35GFBE0 A15 GF-24, GF-25 2 Outdoor Gas Heating Unit GRAA40GFBE0 A16 GF-26 1 Outdoor Gas Heating !:)nit GRAA30GFBE0 Product Data Item: A1 Qty: 1 Tag(s): GF-1 Rooftop gas heating unit Standard temperature rise furnace 20 -60 F (-7 -16 C) per furnace -left hand 1.50 MBH input <;;ravity venting 460/60/3 mc!in power supply Two stage gas control Natural gas 409 stainless steel heat exchc1nger package (first furnace only) Rft arrg L -High cfm blower/cooling coil .section/downflow supply ·plenum Single speed open drip proof motor · 2 HP suppiy fan-motor with contactor Chilled water coil 4 row 100% outside air opening with outside air hood California shipment. 2" (51 mm) pleated media filter 409 Stainless steel furnace drip pan Copper Fins for Cooling Coil Item: A2 Qty: 1 Tag(s): GF-2 Rooftop gas heating unit Standard temperature rise furnace 20 -60 F (-7 -16 C) per furnace -left hand 150 MBH input Gravity venting 460/60/3 main power supply · Two stage gas control Natural gas 409 stainless steel heat exchanger package (first furnace only) Rft arrg L -High cfm blower/cooling coil section/downflow supply plenum . Single ~peed open drip proof motor 3 HP supply fan motor with contactor Chilled water coil 4 row 100% outside air opening with outside air hood California shipment 2" (51 mm) pleated media filter 409 Stainless steel furnac;e drip pan Copper Fins for Cooling Coil FLD = Furnished by Trane I Installed by Others Trane Submittal May 11, 2000 Page 3 of20 · I I I I I I I I I· I I I I I ·1 I ~, -I Callaway Golf -Rutherford ~uilding Items: A3, A4, AG, AS Qty: 9 Tag(s):·GF-4, GF-7, GF-5, GF-16, GF-8, GF-17, GF-10, GF-12, GF-13 R0oftop gas heating unit Standard temperature rise furnace 20 -60 F (-7 -16 C) per furnace -left hand 250 .MBH input Gravity venting 460/60/3 main power supply Two stage gas control Natura.I gas 409 stainless steel heat exchanger package (first furnace only) Rft arrg L -High cfm blower/qooling coil section/downflow supply plenum Single speed open drip proof motor ·· 3 HP supply fan motor with contactor Chilled water coil 4 row 100% outside air opening with outside air hood California shipment 2" (51 mm) pleated media filter 409 Stainless steel furnace drip pan Copper Fins for Cooling Coil Items: AS, A7, A10 Qty: 5 Tag(s): GF-6, GF-9, GF:.1s, GF-14, GF-15 Rooftop gas heating unit · Standard temperature rise .furnace 20 -60 F (-7 -16 C) per furnace -left hand 300 MBH input Gravity venting 460/60/3 main power supply Two stage gas control Natural gas · 409 stainless steel heat exchanger package (first furnace only) . Rft arrg L -High cfm blower/cooling coil section/downflow supply plenum Single speed open drip proof motor 3 HP supply fan motor with contactor Chilled water coil 4 row 100% outside air opening with outside air hood · California shipment 2" (51 mm) pleated media filter 409 Stainless steel furnace drip pan · Copper Fins for Cooling Coil Items: A9, A16 Qty: 3 Tag(s): GF-11, GF-19, GF-26 Rooftop gas heating unit Standard temperature rise furnace 20 -60 F (-7 -16 C) perfurnace -left hand 300 MBH input Gravity venting 460/60/3 main power supply Two stage gas control Natural gas . . 409 stainless steel heat exchanger package (first furnace only) Rft arrg L -High cfm blower/cooling coil section/downflow supply plenum Single speed open drip proof motor 5 HP supply fan motor with contactor Chilled water coil 4 row 100% outside air opening with outside air hood California shipment 2" (51 mm) pleated media filter 409 Stainless steel furnace drip pan Copper Fins for Cooling Coil FLD = Fumrshed by Trane I Jnsta/Jed by Others Trane. Submittal May 11, 2000 Page 4 of20 I I I I I I I I I I I I I I I .I i ·1 \ .• \ I ··1 I Callaway Golf-Rutherford Building Items: A11, A14 Qty: 2 Tag(s): GF-20, GF-23 Rooftop gas heating unit -Standard temperature rise furnace 20 -60 F (-7 -16 C) per furnace -left hand 350 MBH input . Gravity venting 460/60/3 main power supply Two stage gas control Nc1tural gas 409 stainless steel heat exchanger package (first furnace only) Rft arrg L .. High cfin blower/cooling coil section/downflow supply plenum Single speed open drip proof motor 5 HP supply fan motor with contactor Chilled water coil 4 row 100% outside air opening with outside air hood California shipment 2" (51 mm) pleated media filter 409 Stainless steel furnace drip pan Copper Fins for Cooling Coil Items: A12, A13, A15 Qty: 4 Tag(s}: GF-21, GF-22, GF-24, GF-25 . Rooftop gas heating unit .--~tandard-temp~ature rise furnace 20 -60 F (-7 -16 C) per furnace -left hand . .-.. 400 MBH il_!P-_yt/ ~·--·Gravity-venting 460/60/3 main power supply Two stage gas control Natural gas 409 stainless steel heat exchanger package (first furnace only) Rft arrg L -High cfm blower/cooling coil section/downflow supply plenum Single speed open drip proof motor 5 HP supply fan motor with contactor Chilled water coil 4 row 1"00% outside air opening with outside air hood California shipment 2" (51 mrri) pleated media filter 409 Stainless steel furnace drip pan Copper Fins for Cooling Coil Performance Data Tags GF-1 GF-2 Cubic feet per minute (cfm) 1900 2300 Revolution per minute (rpm) · 1340 1430. Total E.S.P. (in H2O) 1.80 2.00 GF-4, GF .. 7 3400 975 2.00 GF-5, GF-16 GF-6 3500 3900 980 1005 2.00 1.80 Tags GF-9, GF-18 GF-1O, GF-12, GF-13 GF-11, GF-19 Cubic feet per minute (cfm) 4100 3700 4400 Revolution per minute {rpm) 1005 985 1065 Total E.S.P. (in H2O) 1.80 2.00 2.00 Tags GF-21 G.F-22 · GF-23 GF;.24, GF-25 GF-26 Cubic-feet per minute (cfm) 5600 5300 · 455·0 6300 4300 Revolution per minute {rpm) 9~0 980 975 985 1065 Tot~I E.S.P. (in H2O) 2.00 .2.00 2.00 2.00 2.00 FLD = Furnished by Trane I Installed by Others Trane Submittal May 11, 2000 GF-8, GF-17 3300 975 2.00 GF-14 GF-15 GF-2O 3950 3950 5000 1005 1005 980 1.80 2.00 2.00 Page 5 of20 -I Callaway Golf· Rutherford Building May 11, 2000 Performance Data -Indirect Fired Gas Heating Units (Outdoor} I I TEMP OPER. I TAG MODEL CFM ESP TSP ··BHP. HP MBHIN RISE WEIGHT* GF-1 GRAA15 1,900 1.00 1.80 1.4 2 150 58 1225 I GF-2 GRAA15 2,300 1.00 2.00 1.8 3 150 48 1225 GF-4 GRAA25 3,400 1.00 2.00 · 2.1 3 250 54 1525 GF-5 GRAA25 3,500 1.00 2.00 2.2 3 250 53 1525 GF-6 GRAA30 3,900 1.00 1.80 2.6 3 300 57 1850 I GF-7 GRAA25 3,400 1.00 2.00 2.1 3 250 54 1525 GF-8 GRAA25 3,300 1.00 2.00 2.1 3 250 56 1525 GF-9 GRAA30 4,100 1.00 1.80 2.7 3 300 54 1850 I GF-10 · GRAA25 3,700 1.00 2.00 2.5 3 250 50 1525 GF-11 GRAA30 4,400 1.00 2.00 3.2 5 300 50 1850 GF-12 GRAA25 3,700 1.00 ·2.00 2.3 3 250 51 · 1525 I GF-13 GRAA25 3,700 1.00 2.00. 2.4 3 250 50 1525 GF-14 GRAA30 3,950 1.00 1.80 2.6 3 300 57 1850 GF-15 GRAA30 3,950 1.00 1.80 2.6 3 300 57 1850 I GF-16 GRAA25 3,500 1.00 2.00 2.2 3 250 53 1525 GF-11 GRAA25 3,300 1.00 2.00 2.1 3 250 57 1525 GF-18 GRAA30 4,100 1.00 1.80 2.7 3 300 54 1850 ~F-19 . GRAA30 4,400 1.00 2.00 3.2 5 300 50 1850 I GF-20 GRAA35 5,000 1.00 2.00 2.9 5 350 52 1850 GF-21 GRAA4d 5,600 · 1.00 2.00 3.4 5 ·400 53 2025 GF-22 GRAA40 5,300 1.00 2.00 3.2 5 400 56 2025 I GF-23 GRAA35 4,650 1.00 2.00 2.8 5 350 55 1850- GF-24 GRAA40 6,300 1.00 2.00 3.7 5 400 47 2025 GF-25 GRAA40 6,300 1.00 2.00 3.7 5 400 47 2025 I GF-26 GRAA30 4,300 1.00 · 2.00 3.1 5 300 51 1850 I * Includes copper fin weight I I I I ~I I FLD = Furnished by Trane I Installed by Others tran~ Submittal Page 6 of20 ---·-·-------------------- Cooling Coil Job Information I JobOI San Diego .1 Comments I· Coil Information Tag I Quantity · System type Unit size and type Coil type I Coil tube drain.ability Rows Finned length I Nominal Coil height Fin coating Fin material I Fin spacing Fin type · Tube matl/wall thickness Coil coating I Turbulators Rigging weight Installed weight I Actual airflow Entering dry bulb Entering wet bulb Total capacity I Sensible capacity Leaving dry bulb Leaving wet bulb I Actual coil face area Air pressure drop . Volume I Elevation . Face v~locity MaxAPD I Max face velocity Max :fin spacing GF-1 1 Chilled Water W coil 4 23" (584 mm) 30" (762 mm) Copper, 103, Sigma-flo .020 (0.508 mm) copper No Yes 192.1 lb 217.0 lb 1900.0, cfm 88.00 F 72.00 F 84.62 MBh 58.91 MBh 60.00 F 58.99 F 4.79 sq ft 0.46 inH20 2.98 gal 0.00 ft 396.52 ft/min Note: Rate~ and Certified in accordance with the current edition I of ARl standard 410. I Stacked Coil lf!formation Qty of stacked coil # 1 Qty of stacked coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #2 -I Nominal ht stacked coil #3 Coil bank airflow I 5/5/2000 Product Version 1.30 -Chille~ Water Information Fluid type Fluid concentratio11 Standard flow rate . Entering fluid temp Fluid temp rise Leaving fluid temp Fluid PD MaxfluidPD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid temp Suction temp Circuiting type Distributor size -ent air side Distributor size -lvg air side DX circuits -ent air side Water 20.00 gpm 45.00 F 8.46 F 53.46 F 0.86 ft H20 1.11 ft/sec 0.00000 hr-sq ft-deg F/Btu 3901.96 DX circuits -ivg air side Number of distr -ent coil type #I Number ofdistr-lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB -ent air vert split Total cap ent coil type #1 84.62 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight- Coii bank ·fluid PD J:\Young\r\prilOO\Calla-m1y graa coils.psd I· · Cooling Coil Job Information I JobOl San Diego I Comments I Coil Information Tag I Quantity System type · Unit size and type Coil type • 1 Coil tube drainability Rows · Finned length I Nominal coil height . Fin coating Fin material Fin spacing I . Fin type Tube matl/wall thickness I Coil coating Turbulators Rigging weight Installed weight ·1 Actual airflow Entering dry bulb Entetirtg wet bulb Total capacity Sensible capacity Leaving dry bulb Leaving wet bulh Actual coil face area Air pressure drop Volume I I I Elevation Face velocity Max:APD I Max face velocity MclX fin spacing GF-2 1 Chilled Water Wcoil 4 23" (584 mm) 30" (762 mm) Copper 131 Sigma-flo .020 (0.508 mm) copper No Yes 215.5 lb 240.4 lb 2300.0 cfm 88.00 F 12.00 F 100.02 MBh 71.31 MBh 60.00 F 59.34 F 4.79 sq ft 0.70 inH20 2.98 gal 0.00 ft 480.00 ft/min Note: Rated and Certified in accordance with the current edition I of ARI standard 410. I Stacked Coil Information Qty of stacked coil # 1 Qty of stacked coil #2 I Qty of stacked coil #3 Nominal htstacked coil #1 Nominal ht stacked coil #2 I Nominal ht stacked coil #3 Coil bank airflow 15/5/2000 Product Version 1.30 TRMIE® Chiiled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid tepip rise Leaving fluid t_emp Fluid .. PD Max fluid PD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid temp Sµction temp Circuiting type Distributor size -ent air side Distn"butor size -lvg air side DX circuits -ent air side Water 20.00 gpm 45.00 F 10.00 F 55.00 F 0.86 ftH20 1.11 ft/sec 0.00000 hr-sq ft-deg F/Btu 3947.90 DX circuits -lvg air side Number of distr -ent coil type #1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB -ent air vert split Total cap ent coil type #1 100.02 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Pac;ked elbows Coil bank total capacity Coil bank .sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight · Coil bank fluid PD. J :\Y oung\AprilOO\Callaway graa coils. psd 1· Cooling Coil Job Information I JobOl San Diego I Comments I Coil Information Tag I Quantity System type : Unit size and type Coil type I • Coil tube drainability Rows Finned length I Nominal coil height Fin coating Fin material I Fin spacing Fin type Tube matl/wall thickness Coil coating I Turbulators Rigging weight Installed weight I Actual airflow Entering dry bulb Entering wet bulb Total capacity · I Sensible capacity Leaving dry bulb Leaving wet bulb I. Actual coil face area Air pressure drop Volume Elevation I Face velocity Max:APD . Max face velocity I M~ fin spacing GF-417 1 Chilled Water Wcoil 4 34" (864 mm) 30" (762 mm) Copper 114 Sigma-no .020 (0.508 mm) copper No Yes 263.5 lb 297.5 lb 3400.0 cfm 88.00 F 72.00 F 150.52·MBh 105.41 MBh 60.00 F 59.08 F 7.08 sqft 0.66 inH20 4.09 gal 0.00 ft 480.00 ft/min Note: Rated and Certified in accordance with the current edition I of ARl standard 410. I Stacked Con Information Qty of staclced coil #1 . Qty of stacked coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #i I Nominal ht stacked.coil #3 Coil bank airflow I 5/5/2000 Product Version 1.3() Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving fluid temp FiuidPD Max fluid PD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liqui<;l temp Suction temp Circuiting type Distributor size -ent air side Distributor size -lvg air' side DX circuits -ent air side Water 30.10 gpm 45.00 F 10.00 F 55.00 F 1.76 ft H20 1.66 ft/sec 0.00000 hr-sq ft-deg F/Btu 5941.34 DX circuits -lvg air side Number of distr -ent coil type #1 Numb~r of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB ,. ent air vert split Total cap ent coil type #1 150.52 MBh · Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 · Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank in$talled weight. Coil bank fluid PD J :\Y oung\April00\Callaway graa coils. psd I,, Cooling Coil Job Information I JobOl San Diego I Comments I Coil Information Tag I Quantity System type · Unit size and typ~ Coil type I .coil tube drainability Rows Finned length I Nominal coil height Fin coating Fin material Fin spacing I Fin type Tube matl/wall thickness Coil coating I . Turbulators Rigging weight Installed weight I . Actual airflow Entering· d:crbulb · Ent~ring wet bulb Total capacity I Sensible capacity Leaving dry bulb Leaving wet bulb ·1 Actual coil face area Air pres~redrop Volume Elevation I Face velocity · MaxA".PD Max face velocity I ·Max fin spacing · GF-5, l~ 1 Chilled Water Wcoil 4 34" (864 mm) 30" (762 mm) Copper n6 / r, Sigma-flo .020 (0.508 mm) copper No Yes 265.9 lb 300.0 lb 3500.0 cfm 88.90 F 72.00 F 154.75 MBh 108.51 MBh 60.00 F 59.10 F 7.08 sqft 0.70 inH20 4.09 gal 0.00 ft 494.12 ft/min I Note: Rated and Certified iil accordance with the current edition of ARI standard 410. I Stacked Coil Information Qty of stacked coil #1 Qty of stacked coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #1 I Nominal ht stacked coil #2 Nominal ht stacked coil #3 Coil bank ai,rflow Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving fluid temp Fluid PD . Max fluid PD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid temp Suction temp Circuiting type Distributor size -·ent air side Distributor size -lvg air side DX circuits -ent air side Water 30.95 gpm 45.00 F 10.00 F 55.00 F 1.83 ftH20 1.71 ft/sec 0.00000 hr-sq ft-deg F/Btu 6108.11 DX circuits -lvg air side Number of distr -ent coil type #1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 · Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB ., ent air vert split L WB -ent air vert split Total cap ent coil type #1 154. 75 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #Z · Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD L-.----------------------------------------------------' I 5/5/2000 Product Version 1.30 J:\Y oung\AprilOO\Calhnvay graa coils.psd I· Cooling Coil Job Information I JobOl 'San Diego -I Comments I Coil Information· . Tag Quantity I System type Unit size and type Coil type I Coil tube drainability Rows Finned length I Nominal coil height Fin coating Fin material Fin spacing I , Fintype Tube matl/wall thickness Coil coating I Torbulators · Rigging weight Installed weight I. Actual airflow Entering dcy bulb Entering wet bulb Tota:! capacity I Sensible capacity Leaving dcy bulb Leaving wet 1:mlb I Actual coil face area Air pressure drop Volume I I Elevation Face velocity MaxAPD Max face velocity Max fin spacing GF-6 1 Chilled Water Wcoil 4 45" (1143 mm) 30" (762 mm) Copper 97 Sigma-flo .020 (0.508 mm) copper No Yes 302.7 lb 346.0 lb 3900.0 cfm 88.00 F 72.00 F 175.67 MBh 120.91 MBh 60.00 F 58.83 F 9.38 sqft 0.49 inH20 5.19 gal 0.00 ft 416.00 ft/min Note: Rated and Certified in accordance with the current edition I of ARI standard 410. I Stacked Coil Information · Qty of stacked coil # 1 Qty of stacked coil #2 I Qty of stacked coil #3 Nominal lit stacked coil #1 Nominal ht stacked coil #2 I Nominal ht stacked coif #3 Coil bank airflow I 5/11/2000 Product Version 1.30 • TRANE® Chilled Water Information · Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving fluid temp Fluid PD Max flui<;l PD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid-temp Suction temp Circuiting type · Distributor size -ent air side · Distributor size ,. lvg air side DX circuits -ent air side Water 35.13 gpm 45.00 F 10.00 F 55.00 F 2.66 ftH20 1.94 ft/sec 0.00000 hr-sq ft-deg F/Btu 6933.78 DX circuits -lvg air side Number -of distr -ent coil type #1 Number of distr -lvg coil type #1 Number ofdistr -ent coil type #2 Ngmber of distr -lvg coil type #2 Number of distr -ent coil type #3 · Number of distr -lvg coil type #3 _ LDB -eilt air vert split · L WB -ent air vert split Total cap ent coil type #1 175.67 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ~nt coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J :\ Young\AprilOO\Callaway graa coils. psd Cooling Coil Job Information I JobOI San Diego I Comments ICoil ·_Information Tag I Quantity Systemtype Unit size and type Coil type I Coil tube drainability Rows Finned length I . Nominal coil height Finco~tiilg Fin material Fin spacing I Fin type Tube matl/wall thickness· Coil coating I . Turbulators Rigging weight Installed weight I Actual airflow Entering dry bulb Entering wet blllb Total capacity I Sensible capatj.ty · Leaving dry bulb Leaving wet bulb I Actual coil face area Air pressure drop Volume I Elevation Face velocity MaxAPD Max face velocity I Max fin spacjng GF-8, 17 1 Chilled Water W coil 4 34" (864 mm) 30" (762 mm) Copper 111 Sigma-flo .020 (0.508 mm) copper No Yes 259.7 lb 293.8 lb 3300.0 cfm 88.00 F 72.00 F 146.30 MBh 102.31 MBh 60.00 F 59.06 F 7.08 sq ft 0.62 inH20 4.09 gal o.oo ft 465.88 ft/min Note: Rated and Certified in accordance with the current edition I of ARI standard 410. I Stacked Coil Information Qty of stacked coil #I Qty of stacked coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #I Nominal ht stacked coil #2 I ~~:~:~t~i:~~ed coil #3 I 5/5/2000 Product Version 1.30 Chilled Water Information· Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving fluid temp Fluid PD Max fluid PD Fluid velocity Fouling factor Reynolds :number Refrigerant Information Refrigerant type Liquid temp Suction temp Circuiting type Distributor size -ent air side · Distributor size -lvg air side DX circuits -ent air side Water 29.26 gpm 45.00 F 10.00 F 55.00 F 1.69 ft H20 1.62 ft/sec 0.00000 hr-sq ft-deg F/Btu 5774.49 DX circuits -lvg air side Number of distr -ent coil type #1 Number of distr -lvg coil type #I Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split .L WB -ent air ver.t ·split Total cap ent coil type #1 146.30 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 , Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J:\Young\April00\Ca11away graa coils.psd 1 ·· Cooling Coil Job Information · oil Information Tag Quantity System type Unit size and type Coil type Coil tube drainability Rows · Finned length · Nominal coil height Fin coating Fin material Fin spacing fin type Tube matl/wall thickness Coil coating Turbulators Rigging weight · Installed weight Actual airfJ.ow Entering di:y bulb Entering wet bulb Total capacity Sensible capacity Leaving di:y bµlb Leaving wet bulb Actual coil face area Air pressure drqp Volume GF-9, I& 1 Chilled Water Wcoil 4 45" (1143 mm) 30" (762 mm) Copper 100 Sigma-flo .020 (0.508 nim) copper No Yes 307~6 lb 350.9 lb 4100.o cfm 88.()0 F 72.00 F · 184.i4 MBh 127.12 MBh 60.00 F 58.86 F 9.38 sqft 0.54 in H20 5.19 gal 0~00 ft 437.33 ft/min Note: Rated and Certified in accordance with the current edition of ARI standard 410. . Stacked Coil · Information I Qty of stacked coil #1 Qty of stacked coil #2 Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #2 Nominal ht stacked coil #3 Coil bank airflow 5/11/2000 Product Version 1.30 • TRANE" Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp FJuid temp rise Leaving fluid temp Fluid PD MaxfluidPD Fluid velocity Fouling factor Reynolds number Refrigerant Information . Refrigerant type Liquid temp Suction temp Circuiting type Distributor ~ize -ent air side · Distributor size -lvg air side DX circuits -ent air side Water 36.85 gpm 45.00 F 10,00 F 55.00 F 2.86 ftH20 2.04 ft/sec 0.00000 hr-sq ft-deg F/Btu 7272.21 DX circuits -lvg air side Number of distr -ent coil type #1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of ciistr -~nt coil type _#3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB -ent air vert split . Total cap ent coil type #1 184.24 MBh Total cap lvg coil type #1 Total cap ent coil type #2 . Total cap lvg .coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD .J:\Young\April0O\Callaway graa coils.psd 1· Cooling Coil Job Information JobOl San Diego · Comments Coil Information Tag Quantity System type Unit size and type Coil type Coil tube drainability Rows Fi~ed length I. Nominal coil height Finco~ting Fin material Fin spacing I Fin type Tube niatl/wall thickness Coil coating I Turbulators Rigging weight Installed weight Actual airflow I Entering dry bulb Entering wet lmJ.b Total capacity I Sensible capacity Leaving dry bulb Leaving wet bulb I Actual 9oil face area Air pressure drop Volµme I Elevation Face velocity MaxAPD Max face velocity I Max fin spacing GF-10, ca,,, 1 Chilled Water Wcoil 4 34" (864 mm) 30" (762 mm) Copper 121 Sigma-flo .020 (0.508 mm) copper No Yes 272.1 lb 306.2 lb 3700.Q cfm 88.90 F 72.00 F 163.19 MBh 114.71 MBh 60.00 F 59;14. F 7.08 sq ft 0.78 inH20 4.09 gal 0.00 ft 522.35 ft/min Note:' Rated anq Certified in accordance with the.current edition ·I . of ARI standard 410. !I Stacked Coil Information . Qty of stacked coil # 1 · Qty of stacked coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal htstacked coil #2 Nominal ht stacked coil #3 I Coil bank airflow 5/5/2000 I Product Version 1.30 Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving fluid temp Fluid PD · , Max fluid PD Fluid velocity Fouling factor Reynolds number R,efrigerant Information Refrigerant type Liquid temp · Suction temp Circuiting type Distributor size -ent air side · Distributor size -lvg air side DX circuits -ent air side DX circuits -lvg air side Water 32.64 gpm 45.00 F 10.00 F 55.00 F 1.98 ft H20 1.80 ft/sec 0.00000 hr-sq ft-deg F/Btu 6441.27 · Number of distr -ent coil type #1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lyg coil type #2 Number of distr -eilt coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB -ent air vert split Total cap ent coil type #1 163.19 MBh Total cap lvg coil type # 1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coilbank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J :\ Y oung\April00\Callaway graa coils. psd Ii Cooling Coil Job Information I JobOl San Diego I Comments I Coil Information . Tag I Quantity System type Unit size and type. .Coil type I Coil tube drainability Rows Finned length ·1· Nominal coil height Fin coating Fin material Fin spacing .1 Fintype Tube matl/wall thickness I I Coil coating Turbulators Rigging weight Installed weight Actual airflow Entering dry bulb Entering wet bulb Total capacity I . Sensible capacity Leaving clry bulb Leaving wet bulb I Actual coil face area · Air pressure d.rop Volurtie I Elevation ·Face velocity MaxAP:O I Max face velocity Max fin spacing GF-11 1 \9 1 Chilled Water Wcoil 4 45" (1143 mm) 30" (762 mm) Copper 105 Sigma-flo .020 (0.508 mm) copper No Yes 315.8 lb 359.1 lb .4400.0 cfm 88 .. 00 F 72.00 F 197.08 MBh 136.42 MBh 60.00 F 58.91 Jr 9.38 sq ft 0.62 inH20 5.19 gal 0.00 ft 469.33 ft/min Note: · Rated and Certified in accordance with the current edition I of ARI standard 410. I Stacked Con Information Qty of stacked coil # 1 Qty of stacked coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #2 I Nominal ht stacked coil #3 Coil bank airflow I 5/5/2000 Product Version 1.30 • Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving fluid temp Fluid PD Ma,1< fluid PD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid temp Sucµon temp . Circuiting type Distributor size -ent air side · Distributor size -lvg air side Water 39.42 gpm 45.00 F 10.00 F 55.00 F 3.19 ft H20 2.18 ft/sec 0.00000 hr-sq ft-deg F/Btu 7779.09 DX circuits -elit air side DXcircuits -lvg air side Number of distr -ent coil type #1 Number of distr -lvg coil type #1 · Number of distr -ent coil type #2 Number of disfr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB -ent air vert split Total cap ent coil type #1 197.08 MBh Total cap lvg coil type #1 Total cap ent coil type #2 · Total cap lvg coil type #2 Total cap ent coil type #3 · Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J :\Y oung\AprilOO\Callaway graa coils. psd 1,, Cooling Coil Job Informatfop, I Job0l San Diego I Comments I Coil . Information Tag . Quantity I System type Unit size and type Coil type I Coil tube drainability Rows Finned length I Nominal coil height Fin coating Fin material I I I Fin spacing Fin type Tube matl/wall thickness C9il coating Turliulators Rigging weight Installed weight Actual airflow Entering· dry bulb Entering wet bulb Total capacity I Sensible capacity Leaving dry bulb Leaving wet bulb ,I !~~~e~;!~!~:o;ea Volume Elevation I Face velocity M~APD · Max face velocity I Max fin spacing GF-14, IS 1 _Chilled Water Wcoil 4 45" (1143 mm) 30" (762 mm) Copper 98 Sigma-flo .020 (0.508 mm) copper No Yes· 304,3 lb 347.6 lb 3950.0 cfm 88.00 F 72.00 F 177.81 MBh 122.46 MBh 60.00 F 58.83 F 9.38 sqft o_.50 inH20 5.19 gal 0.00 ft 421;33 ft/min Note: Rated and Certified in accordance with the current edition 1 of ARI standard 410. I Stacked Coil Information · Qty of stacked coil #1 Qty of stacked coil #2 I. Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #2 I . Nominal ht stacked coil #3 Coil bank airflow 5/11/2000 I Procluct Version 1.30 • TRANE® Chilled Water Information Fluid type FJuid concentration Standard flow rate Entering fluid temp . Fluid temp rise Leaving fluid temp FiuidPD Max fluid PD · Fluid velocity Fouling factor Reynolds number Refrigerant IJJ.formation Refrigerant type Liquid ~emp Suction temp Circuiting type Distributor size -ent air side Distributor size -lvg air side DX circuits -ent air side DX circuits -lvg air side Water 35.56 gpm 45.00 F 10.00 F 55.00 F 2.71 ftH20 1.96 ft/se~ 0.00000 hr'-sq ft-deg F/Btu 7018.45 . Number of distr -ent coil type #1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent.air vert split L WB -ent air vert split Total cap ent coil type #1 177.81 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil-type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J :\Y oung\April00\Callaway graa coils. psd I· Cooling Coil Job information I JobOl San Diego I Comments I.con Information Tag Quantity I System type Unit size and type . Coil type I. Coil tube drainability · Rows Finned length I Nominal coil height Fin coating Fin material · Fin spacing I Fintype Tube matl/wall thickness Coil coating I Turbulators Rigging weight Installed weight I·, Actual airflow: Entering .dry bulb Entering wet bulb Total capacity Sensible capacity Leaving dry bulb Leaving wet bulb Actual coil face area Air pressure drop Volume Elevation I Face velocity Max.APO I Max face velocity Max fin svacing GF;..io 1 Chilled Water 4 45" (1143 mm) 30" (762 mm) Copper 114 Sigma-fl.o .020 (0.508 mm) copper No Yes 330.5 lb 373.8 lb 5000.0 cfm · 88,00. F 72.00 F 222.70 MBh 155.02 MBh 60.00 F 58.99 F 9.38 sq ft 0.79 inH20 5.19 gal 0.00 ft 533.33 ft/min Note: Rated and Certified in accordance with the current edition ·1 of ARI standard 410. I Stacked Coil Information Qty of stacked coil #1 Qty of stacked coil #2 I Qty of stacked coil#~ NoIIJ,inal.ht stacked coil #1 Nominal ht stacked coil #2 I Nominal ht stacked coil #3 Coil bank airflow I 5/5/2000 Product Version 1.30 . Chilled Water information Fluid type Fluid concentration . Standard flow rate Entering fluid temp Fluid temp rise Leaving fluid temp Fluid PD Max fluid PD Water 44.54 gpm 45.00 F 10.00 F 55.00 F 3.89 ftH20 2.46 ft/sec ~. Fluid velocity Fouling factor Reynolds number 0.00000 hr-sq ft-deg F/Btu 8790.07 Refrigerant Information Refrigerant type Liquid temp Suction temp Circuiting type Distributor size -ent air side Distributor size -lvg air side DX circuits -ent air side · DX circuits -lvg air side Number of distr -ent coil type # I Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LOB -ent air vert split L WB -ent air vert split Total cap ent coil type #1 222. 70 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil barik total capacity Coil bank sensible capacity Coil bank standard flow rate · Coil bank·volume Coil bank rigging weight Coil-bank installed weight Coil bank fluid PD J:\Young\AprilOO\Callaway graa co'ils.psd ------· ------~ --- I· Cooling Coil I I Job Information Job0l San Diego Comments ICoil Information Tag Quantity I System type Unitsize and type Coil type I Coil tube drainability Rows Finned length I Nominal coil height Fin coating Fin material Fin spacing I Fin type Tube matl!wall thickness Coil coating I Turbulators Rigging weight Installed weight I Actual airflow - Entering dry bulb Entering wet bulb Total capacity I Sensible capacity Leaving dry bulb Leaving wet bulb I Ac;tual coil face atea Air pressure drop Volume Elevation I Face veldcity MaxAPD Max face velocity I · Max fin spacing GF-21 1 Chilled Water Wcoil 4 50" (1270 mm) 30" (762 mm)· Copper 112 Sigma-flo .020 (0.508 mm) copper No Yes 355.1 lb 402.6 lb 5600.0 cfm 88.00 F 72.00 F 250.23 MBh · 173.62 MBh 60.00 F 58.94 F 10.42 sq ft 0.80 inH20 5.69· gal o.oo ft 537.60 ft/min Note: Rated and Certified in accordance with the current edition I of ARI standard 410. IStacked Coil Information . Qty of stacked coil #1 Qty of stacked coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #2 I Nominal pt Shlcked coil #3 Coil bank airflow I 5/5/2000 Product Version L30 •• , Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving "fluid temp Fluid PD Max fluid PD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid temp Suction temp Circuiting type · Distributor size -ent air side Distributor size -lvg air side DX circuits -ent air side Water 50.05 gpm 45.00 F 10.00 F 55.00 F 5.09 ftH20 2.77 ft/sec 0.00000 hr-sq ft-deg F/Btu 9876.79 DX circuits -lvg air side Number of distr -ent coil type # 1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Numqer of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB ~ ent air vert split Total cap ent coil type #1 250.23 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Totai cap ent coil type #3 Total cap lv'g coil type #3 Packed elbows Coil bank total capacity · Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank. rigging weight Coil bank installed weight Coil bank fluid PD J :\ Y oung\AprilOO\Callaway graa coils. psd I· Cooling Coil Job Information I JobOl San Diego I Comments I Coil: Infor~ation Tag Quantity I System type Unit ~ize and type Coil type. I. Coil tube drainability Rows Finned length I Nominal coil height Fin coating Fin material Fin spacing .1 Fin type Tube matl/wall thickness Coil coating I Turbulators _ . Rigging weight Installed weight Actual airflow I Entering .dry bulb Entering wet bulb Total capacity I Sensible q1pacity Leaving dry bulb Leaving wet bulb I Actual coil face area Air pressure drop Volume I Elevation Face velocity MaxAPD . . Max face velocity I Max fin spacing GF-22 1 Chilled Water Wcoil 4 50" (1270 mm) 30" (762 mm) Copper 108 Sigma-flo .020 (0.508 mm) copper No Yes 347.8 lb 395.3 lb 5300.0 cfm 88,90 F 72.0O F 237.39 MBh 164.32 MBh 60.00 F 58.91 F 10.42 sq ft 0.72 inH20 5.69 gal 0.00 ft 508.80 ft/min Note: Rated and Certified in accordance with the current edition I of ARI standard 410. I Stacked Coil Information Qty of stacked coil # I Qty of stacked coil #2 I. Qty of stacked coil #3 Nominal ht stacked coil #1 · Nominal ht stacked coil #2 ,1-. Nominal ht stacked coil #3 Coil bank airflow I 5/11/i000 Product Version 1.30 • TRANE. Chilled Water Information· Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leatjng fluid temp Fluid PD Max fluid PD Fiuid velocity Fouling factor Reynolds number Refrigerant. Information Refrigerant type Liquid temp Suctio:p. temp Circuiting type Distributorsize -ent air side Distributor size -lvg air side DX circuits -ent air side Water 47.48 gpm 45.oo F 10.00 F 55.00 F 4.66 ftH20 2.62 ft/sec 0.00000 hr-sq ft-deg F/Btu 9370.04 DX circuits -lvg air side Number of distr -ent coil type #I Number of distr -lvg coil type #I Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 , LDB -ent air vert split L WB -ent air vert split Total cap ent coil type #I 237.39 MBh Total cap lvg coil type #1 · Total cap ent coil type #2 Total cap lvg eoil type #2 Total cap ent coil type #3 -Total cap lvg coil ·type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J:\Young\AprilOO\Callaway graa coils.psd .. ·1' Cooling Coil I Job Information JobOl San Diego Comments Coil Information Tag Quantity System type Unit size and type Coil type Coil tube c;lrainability Rows Finned length Nomi11al coil height Fin coating Fin material Fin spacing Fin type Tube matl/wall thickness Coil coating Turbulators Riggi:Q.g weight I11stalled weight Actual airflow Entering dry bulb Entering wet bulb Total capacity Sensible capacity Leaving d:ry bulb Leaving wet bulb Actual coil face ar~ Air pressure drop Volume Elevation Face velocity MaxAPD · Max face velocity Max fin spacing GF-23 1 Chilled Water W coil 4 45" (1143 mm) 30" (762 mm) Copper 108 Sigma-flo .020 (0.508 mm) copper No Yes 320.7 lb 364.0 lb 4650.0 cfm 88.00 F 72.00 F 207.77 MBh 144.17 MBh 60.00 F' 58.95 F 9.38 sq ft 0.69 inH20 5.19 gal 0.00 ft 496.00 ft/min Note: Rated and Certified in accordance with the current edition of ARI standard· 410. Stacked Coil Information Qty of stacked coil # 1 Qty of staeked coil #2 Qty of stac~ed coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #2 Nominal ht stacked coil #3 Coil bank airflow 5/5/2000 Product Version 1.30 Chilled Water Information Fiuid'type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise Leaving flujd temp FluiclPD Max fluid PD Water 4.1.55 gpm 45.00 F 10.00 F 55.00 F 3.47 ftH20 2.30 ft/sec ($', Fluid veiocity Fouling factor Reynolds number 0.00000 hr-sq ft-deg F/Btu 8200.77 Refrigerant Information Refrigerant type Liquid temp Suction temp Circuiting type Distributor size -ent air side Distributor s.ize -lvg air side . DX circuits -ent air side · DX circ1,1its -lvg air side :Number of distr -ent coil type #1 Number of distr -lvg coil type #1 · Number of distr -ent coil typl;l #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 . LDB -ent air vert split L WB -ent air vert split Total cap ent coil type #1 207.77 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J:\Y01iug\April00\Callaway graa coils.psd I· Cooling Coil Job Information I Job0l San Diego I Comments I Coil Information Tag Quantity I System type Unit size and type Coil type I Coil tube drainability Rows Finned length I Nominal coil height Fin coating . Fin material Fin spacing I Fin type Tube matl/wall thickness Coil coating I Turbulators Rigging weight Installed weight Actual airflow I Entering dry bulb Entering wet bulb · Total capacity I Sensi1>le capacity Leaving dry bulb Leaving wet bulb I Actual coil face area Air pressure drop Volume Elevation I Face velocity MaxAPD I Max face velocity Max fin spacing GF-241 2.r 1 Chilled Water W coil 4 50" (1270 mm) 30" (762 mm) Copper 121 . Sigma-flo .020 (0.508 mm) copper No Yes 371.5 lb 419.o n, 6300.0 cfm 88.00 F . 12.00 F 280.09 MBh 195.32 MB~ 60.00 F 59.02 F 10.42 sq ft 1.00 inH20 5.69 gal 0.00 ft 604.80 ft/min Note: Rated and Certified in accordance with the current edition 1 of ARI standard 410. I Stacked. Coil lnf()rmation Qty of stacked coil #1 Qty of stack~d coil #2 I Qty of stacked coil #3 Nominal ht stacked coil #1 Nominal ht stacked coil #2 · Nominal ht stacked coil #3 I Coil batik airflow 5/5/ I Product Version 1.30 • TRANE" Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp rise · Leaving fluid temp Fluid PD Max fluid PD Fluid velOcity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid temp Suction temp Circuiting type Distributor size -ent air side Distributor size -lvg air side Water 56.02 gpm 45.00 F 10.00 F 55.00 F 6.16 ft H20 3.10 ft/sec 0.00000 hr-sq ft-deg F/Btu 11055.50 DX circuits -ent air side DXcircuits -lvg air side Number of distr -ent coil type #1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent air vert split L WB -ent air vert split Total cap ent coil type #1 280.09 MBh Total cap lvg coil type #1 Total cap ent coil type #2 . Total cap lvg coil type #2 Total cap ·ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank standard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J :\Young\April00\Callaway graa coils. psd I· Cooling Coil Job Information oil Information Tag · Quantity System type Unit size and type Coil type Coil tube drainability Rows Finned length N9minal coil height Fin coating Fin material Fin spacing Fin type Tµbe matl/wall thickness Cc,il coating Turbulators Rigging weight Instalied weight Actual airflow Entering dry bul'!J Entering wet bulb Total capacity Sensible capacity Leaving dry bulb Leaving wet bulb Actual coil face area GF-26 1 Chilled Water W coil 4 45" (1143 mm) 30" (762 mm) Copper 103 Sigma-flo .020 (0.508 mm) copper No Yes 312.5 lb 355.8 lb 4300.0 cfm 88.00 F 72.00 F 192.81 MBh 133.32 MBh 60.00 F 58.89 F 9.38 sq ft 0.59 inH20 5.19 .gal 0.00 ft 458.(17 ft/min Note: Rated anci Certified in accordance with the current edition of ARI standard 410. · Stacked Coil Information ' Qty of stacked coil.#1 Qty of stacked coil #2 Qty of stacked coil #3 : Nominal ht stacked coil #1 Nominal ht stacked coil #2 I. Nominal ht stacked coil #3 Coil bank airflow I 5/5/2000 Product Version 1.30 Chilled Water Information Fluid type Fluid concentration Standard flow rate Entering fluid temp Fluid temp ri~e Leaving fluid temp Fluid PD Max fluid PD Fluid velocity Fouling factor Reynolds number Refrigerant Information Refrigerant type Liquid temp Suction temp · Circuiting type ' "Distributor size -ent air side Distributor size -lvg air side DX circuits -ent air side Water 38.56 gpm 45.00 F 10.00 F 55.00 F 3.08 ft JI20 2.13 ft/sec 0.00000 hr-sq ft-deg F/Btu 7610.30 DX circuits·-lvg ·air side Number of distr -ent coil type #1 Number of distr -lvg coil type #1 Number of distr -ent coil type #2 Number of distr -lvg coil type #2 Number of distr -ent coil type #3 Number of distr -lvg coil type #3 LDB -ent-airvert ~lit L WB -ent air vert split Total cap ent coil type #1 192.81 MBh Total cap lvg coil type #1 Total cap ent coil type #2 Total cap lvg coil type #2 Total cap ent coil type #3 Total cap lvg coil type #3 Packed elbows Coil bank total capacity Coil bank sensible capacity Coil bank $tandard flow rate Coil bank volume Coil bank rigging weight Coil bank installed weight Coil bank fluid PD J:\Y onng\AprilOO\Callaway graa coils.p~d I I I I I I I I I I I I I I I I I I Mechanical Specifications -Indirect Fired Gas Heating Units (Outdoor) ltetn(s), A1 -A16 Qty: 25 Tag(s): GF-1, GF-2; GF-4, GF-7, GF-5, GF-16, GF-6,.GF-8, GF-17, GF-9, GF-18, GF-10, GF-12, GF-13, GF-11, GF-19, GF-14, GF-15, GF-20, GF-21, GF-22, GF-23, GF-24, GF-25, GF-26 General Units are completely factory assembled, piped, wired and test fired. All units .contain duct furnaces that are AG.A and C.G.A. certified and conform with the latest ANSI Standards for safe and efficient performance. Units are mounted on metal rails with lifting and anchor holes and are suitable for slab or c,urb mounting. Units are available for operation on either natural or LP (propane) gas. The firing rate of each furnace will not exceed 400 MBh and contains its own heat exchanger, flue collector, venting, burners, safety and ignition .controls. All units are ETL and CSA certified for electrical safety in compliance with UL 1995 safety ~tandard for heating, ventilating and cooling equipment. All units are in compliance with FM (Factory Mutual) requirements. Standard control reiays socket mounted with terminal block connections. All control wiring terminates at terminal strips (single point connection) and include an identifying marker corresponding to the wiring diagram. Motor and control wiring is harnessed with terminal bl'ock connection~. Casings are die formed, 18 gaug (1.3 mm] galvanized steel and finished in air dry enamel. Service and access panels are provided through ·easily removable side acqess panels with captive fasteners. Fan sections and supply plenums (when provided) are insulated with fire resistant, odorless, matte faced 1" [25 mm] glass fiber material. Outside air hoods, when provided, ship with a wire mesh inlet screen. Standard heat exchanger construction consists of 20 gauge [1.0 mm] aluminized steel tubes and 18 gauge [1.3 rn] aluminized steel headers. Standard drip pan construction is corrosion resistant aluminized steel. FLO = Furnished bY Trane I Installed by Others Standard flue collector construction is corrosion resistant aluminized steel. Bl!rners are die formed, corrosion resistant aluminized steel, with stamped porting and stainless steel port protectors. Port protectors prevent foreign matterfrom obstructing the burner ports. Burners are individually removable for ease of inspection and servicing. The entire burner assembly is easily removed with its slide out drawer design. The pilot is accessible through an access plate without removing the burner drawer as$embly. Filter rack is constructed of galvanized steel with access through the side service panel. Electrical cabinet is isolated from the air stream with a non removable access panel inferior to the outer service panel. There is provision in this cabinet for component mounting, wire routing. and high voltage isolatiori. Motor and control wiring is harnessed with terminal block connections. Standard units are provided with 24 volt combination single stage automatic gas valves, including main operating valve and pilot safety shutoff, pressure regulator, manual main and pilot shutoff valve, and adjustable pilot valve. Gas valves are suitable for NEC Class 2 use for a maximum inlet gas pressure of 0.5 psi (14" W.C.) [3.4 kPa] on natural gas. All rooftop units are provided with a low voltage circuit breaker rated for 150% of the units normal 24 volt operating load. Each duct furnace is provided with a 24 volt high temperature limit switch, a (redundant) combination !i)as valve and c1 fan time delay relay. The fan time delay relay delays the fan start until the heat exchanger reaches a predetermined temperature. It . also allows the fan to operate after burner shutdown, removing Trane Submittal residual heat from the heat exchanger. Double and triple furnace units contain a reverse airflow interlock switch. The normally closed switch, when activated, causes the gas valves to close and continue blower operation. All units provided with· a solid state ignition control system which ignites the intermittent pilot by spark during each cycle of operation. When pilot flame is proven, main burner valve opens to allow gas flow to the burners. Pilot and burners are extinguished during the off cycle. Air Handling Fans Centrifugal fan is belt driven, forward curved with double inlet, statically and dynamically balanced. The blower wheel is fixed on a keyed shaft, supported with rubber grommet on bearing only, and _ball bearing secured. 7- 1/2 through 15 hp motors do not have the rubber grommets and are equipped with a pillow block bearing assembly on the drive side. An access interlock switch is installed in the blower compartment and will disengage the blower upon removing the service panel. An override is incorporated into the access interlock switch for serviceability. Natural vent Natural vent units are provided with a vent cap designed for gravity venting. Outside air for combustion enters at the base of the vent cap through a protective grille, and products of combustion are discharged through the upper section of the flue vent cap. Cooling Coil A cooling coil section, constructed of galvanized steel, is provided with the unit. Two Stage Gas Control Provides two stages of heat. Ignition is at low fire (one half of the unit's full rated input). Requires the use of an optional two stage thermostat. Page 7 of20 ,,1 C~(laway Golf -Rutherford Bui/ding May 11, 2000 r Type 409 Stainless Steel Heat outside air is used for make up air Windings are Class "B", with l;xchanger in areas where outside service factors of 1/2 to 3/4 hp= I Heat exchanger tubes and temperatures are 40 F [4 C] or 1.25 and 1 to 15 hp= 1.15. headers shall be 20 !'iJauge [1.0 below. mm] type 409 stainless steel. Drip Pan Burners and flue collector shall be Motor 409 stainless steel furnace drip I 409 Stainless Steel. 409 stainle~s All motors are ball bearing type pan replaces the standard steel is recommended where with .resilient base mount. aluminized steel furnace drip pan. I I I I I 1· I I I I I· 1: I I --1 ·1 ~-·-~ - FLD = Furnished by Trane I Installed by Others Trane Submittal Page 8 of20 ,. .... i I I I I I I I I I I I I I I I I -1 I Callaway Golf-Rutherford Building Unit Dimensions -Indirect Fired Gas Heating Units (Outdoor) · May 11, 2000 Items: A1, A2 Qty: 2 Tag(s): GF-1, GF-2 Vent cap is shipped In separate carton l<-'---------;3~7/8"~--- A.G.A. H,eight Giwn C.G.A Height is 25-1/4" [640 mm] 7 0 ---·----0 t-1"===al:=-======-====-=====:J" IL24 .. _J/ l-311/8"__J Typical Anchor Hole Location Typical . Anchor Hole Location FRONT VIEW r21112·7 Cooling Coil Connections D RIGHT VIEW Cooling Coil Drain. BACK VIEW ifting Brackets Outside Air Opening 1/2"Gas Connections J;=========1D===========t=-=;::===D='F=:::j::::======l~8" 8" Electrical · ~ Connections · ~44 3/8"-----~-~· 861/8"-·-----34 3/4" k-1<--------------1651/2"'--------------->t LEFT VIEW FLD = Furnished by Trane I Installed by Others Trane Submittal Page 9 of20 I I I I I I I I I I I- I I I I -, I Callaway Golf-Rutllerford Bui/ding Unit Dimensions -Indirect Fired Gas Heating Units (Outdoor) Items: A3, A4, AS, AS Qty: 9 Tag(s): GF...4, GF-7, GF-5, GF-1~, GF-8, GF-17, GF-10, GF-12, GF-13 lf----'---43 7/8"'---- ---0 IL-ss .. _JI ~21/8"__J, Supply Air ·Opening FRONT VIEW r231/2.1 EJ 6 1/8" 18 7/8" Vent cap is shipped in separate ca_rton A.G.A. Height Given C.G.A Height is 25-1/4" [640 mm) RIGHT VIEW Typical ·Anchor Hole 'Lo1;ation BACK VIEW illing Brackets Outside Air Opening r-~··---·.-----r =--,---1601/2"-==i Typical Anchor Hole Location · Cooling Coil Co~nections Cooling Coil Drain-3/4"Gas Connection_s J;=========D1===========#====D=1==t=======:::::l~8" Electrical ~ 5/8" Connections ·t 44 3/8"·--------,--i86.1/8"·-----... 34 3/4" ~-----'----------e----1651/2"------------~--LE;FTVll;W FLD = Furnished by Trane I Installed by Others Trane Submittal May 11, 2000 Page 10 of20 ----·-----------·------ I I I I I I I I I I I I I ·I I I I I Callaway Golf· Rutherford Building May 11 , 2000 Unit Dimensions .: Indirect Fired Gas Heating Units (Ou~door) !terns: AS, A7, A9 .. A11, A14, A16 Qty: 10 Tag(s): GF-6, GF-9, GF-18, GF-1.1, GF-19, GF-14, GF-15, GF-20, GF-,23, GF-26 -----5.4 7/8"---- A.G.A. Height Giyen . C.G.A Height is 26-314" (678 mm] 171/2" ,-----'-,----<-------,_l Vent cap is shipped in separate carton l. 0 -------0 L1"·~ 0:-=-=-=-=-=-=-=-:J IL-4~._JI ~31/8"_J Typical Anchor Hole Location Supply Air Opening ·Typical Anchor Hole Location FRONT VIEW S 1/8" 18 7/8" Cooling Coil Connections D RIGHT VIEW Cooling Coil Drain BACK VIEW Outside Air Opening .Lifting Brackets 3/4" Gas Connections J;::.========D~==========='=l-====D~==l=======l_!JJ_8" Electrical =j Connections ---44 315•·---------as 1/8"·----,--->1 34 3/4" ----------'-----1651/2''--'-----~--------,t LEFT VIEW . FLO = Furnished by Trane I Installed by Others Trane Submittal ··-----·---------------·--·--··-· ....... . Page 11 of 20 I I I I I I I I Callaway Golf -.Rutherford Building Unit Dimensions -Indirect Fired Gas Heating Units {Outdoor) Items: A12, A13, A15 Qty: 4 Tag(s): GF-21, GF-22, GF-24, GF-25 Vent cap is shipped in separate carton -----so.3/8"---- P...G.A. Height Given C.G.A ·Height is 26-3/4" [678 mm] 171/2" .----'----'----;·_l 0 --~----0 ,~11/2"~1_ L-sss,8"__j FRONT VIEW ;-1"!~ 9rHole Typic Anch Location 1318" I I I I BACK VIEW Outside Air Opening l. J -o; May 11, 2000 I 9'=l====l========D======;======'r== 1· I I I I I I I Supply Air 6 11~,. 18 7/8" Opening ifting Brackets RIGHT VIEW ·~-160112"·--i Cooling Coil Connections D Cooling Coil Drain Electrical D Typical Anchor Hole Location 8" Connections ·~44 3/8"---------,8.61/8"·-·--~-- lt-~------------~1651/2" · LEFTVl~W FLO = Furnished by Trane I Installed by Others Trane Submittal 3/4"Gas Connections 61/8" ,.,,,-:j~ Page 12of20 I I I I I I I I I I I I I I I I I I . Callaway Golf-Rutherford Building Weight, Clearance & Rigging Diagram -Indirect Fired Gas Heating Units (Outdoor) Item: A1 Qty: 1 Tag(s): GF-1 / / / -/ / --<0 <--> --__.,,,, WBGHTS Unit= 905 lbs [411 kg] neV1084 lbs [492 kg) ship Motor= 66 lbs [30 kg]. Outside air hood= 43 lbs [20 kg] i=LD = Furnished by Trane I Installed by Others Ttane Submittal Front of Unit _ /learance -' ·:>y -------/ . . / , ~ 18' . / May 11, 2000 Page 13 of 20 I I I I I I I I I I I I I I I I I I cal/away Golf -Ruth,erford Building Weight, Clearance & Rigging Diagram -Indirect Fired Gas Heating Units (Outdoor) Item: A2 Qty: 1 Tag(s): GF-2 / / / /:-_ / <.~------/ / -----.---/~ <./~~1~ WBGHTS Unit= 905 lbs [411 kg] net/1084 lbs [492 kg] ship Motor= 80 lbs·[36 kg] Outside air hood= 43 lbs [20 kg] FLD = Furnished by Trane I Installed by Others Trane Submittal . Front of Unit __ · /learance -- ~7 / May 11, 2000 Page 1'4 of 20 II I -1 I I I I I I I I I I .1 I I .I 1· I _ Callaway Golf -Rutherford Building May 11 , 2000 · Weight, Clearance & Rigging Diagram -Indirect Fired. Gas Heating Units (Outdoor) Items: A3, A4, AG, AS Qty: 9 Tag(s): GF-4, GF-7, GF-5, .GF-16, GF-8, GF-17, GF-10, GF-12, GF-13 / . / / / <:/ __ - W8GHTS Uri it = 1 125=Ibs [51 O kg) net/1315 lbs [596 kg) ship Motor= so_ lbs [36 kg) Outside air hoqd.=.51 lbs [23 kg) FLD ,,; Furnished by Trane I lnstalfe·d by Others Trane Submittal / Front of Unit _ /learance -~> / -Page 15 of 20 I I -I I I I I I I- I I I -I I I Callaway Goff. Rutherford Building Weight, Clearance & Rigging Diagram -Indirect Fired Gi;i.s Heating Units (Outdoor) Items: A5, A7, A10 Qty: 5 Tag(s): GF-6, GF-9, GF-18, GF-14, GF-15 Front of Unit / / / ._ /learance / / --- ~? / / ------~>S/ ---/ ------/ , .._ .._ .,._.::__ 37 1/4" 18"._/ ~ WSGHTS Unit= 1319 lbs [598 kg] net/1520 lbs.[689 kg] ship Motor= BO lbs [36 kg] Outside air hood = 59 lbs [27 kg] Ft.D = Furnished by Trane I Installed by Others · Trane. Submittal ------------------------------ May 11, 2000 Page 16 of20 -1 I I· I I I I I I I I 1· I I I 11 I I Callaway Golf-Rutherford Building W_eight, Clearance & Rigging Diagram -Indirect Fired Gas Heating Units (Outdoor) Items: A9, A16 Qty: 3 Tag(s): GF-11, GF-19, GF-26 . / / / ---------z·>S .,,,.,,,./-.::___ 3J 1/4" 18" ........,.,,,-____,, WEIGHTS Unit= 13191bs [598 kg) net/1520 lbs [689 lig) ship Motor = 73 lbs [33 kg) Outside air hood= 59 lbs [27 kg] F~D = Furnished by Trane I Installed by Others Trane Submittal .. ·-·-· ------------ May 11, 2000 Front of Unit Page 17 of20 I I I I I I I I I I -I I l__ Callaway Goif-Rf!therford Building Weight, Clearance & Rigging Diagram :. indirect Fired Gas Heating Units (Outdoor) Items: A11, A14 Qty: 2 Tag(s): GF-20, GF-23 ront of Unit _ /learance / / WEIGHTS Unit= 1362 lbs [618 kg] net/1563 lbs [709 kg] ship Motor= 73 lbs [33 kg] Outside air hood = 59 lbs [27 kg) FLO = Furnished by Trane I Installed by Others Trat,e,Submlttal - / May 11, 2000 Page 18 of20 I I I .1 I I I .I I I I I I I I I I· I I Callaway Golf -Rutherford Building We.ight, Clearance & Rigging Diagram -Indirect Fired Gas Heating Units (Outdoor) Items: A12, A13, A15 Qty: 4 Tag(s): GF-21, GF-22, GF-24, GF-25 / / / / <.1/ __ --/ / / 6--J' WEl<;,HTS Unit= 1452 lbs [659 kg) net/1658 lbs [752 kg] ship Motor= 73 lbs {33 kg] Outside air hood = 63 lbs [29 kg] FLD = Furnished by Trane I Installed by Others Trane Submittal Front of Unit _ /learance -- ~? / / May 11, 2000 Page 19 of 20 I I I I I I I I I I l. I I ii ,I· I. I~ 11 I_ Callaway Go/f-Rutherford;Bui/ding May 11, 2000 Field Wiring -Indirect Fired Gas Heating Units (Outdoor) Items: A1 -A16 Qty: 25. Tag(s): GF-1, GF-2, GF-4, GF-7, GF-5, GF-16, GF-6, GF-8, GF-17, GF-9, GF-18, GF-10, GF-12, GF-13, GF-11, GF-19, GF-14, GF-15, GF-20, GF-21, GF-22, GF-23, GF-24, GF-25, GF-26 UNIT L1 0 -- L2 0 -- L3 0 --=J Main power supply 460/60/3 ~WARNING HAZARDOUS VOLT AGEi DISCONNECT ALL ELECTRIC POWER INCLUDING REMOTE DISCONNECTS BEFORE SERVICING. FAILURE TO DISCONNECT POWER BEFORE SERVICING CAN CAUSE SEVERE PERSONAL INJURY OR DEATH. ~CAUTION USE COPPER CONDUCTORS ONL YI UNIT TERMINALS ARE NOT DESIGNED TO ACCEPT OTHER TYPES OF CONDUCTORS. FAILURE TO DO SO MAY CAUSE DAMAGE TO THE EQUIPMENT. 1, _ _ _ _ _ FtD_ = Fulnfshed by Trane 1/nslaHed by O~ Trane Submittal Page 20 of 20 ·I I ··./ i ! ._-:\.';. CB001854 2285 RUTHERFORD RD CBAD CALLAWAY GOLF AIR HANDLER REPLACEMENT MECH Lot#: CRANE DANIEL 1/fo'-'~ 72 uiy Es,,-,/ f I I¼, ;VJ . /Jr,,s ft~ / 4tt,;j .• ~I° 5.1i-oo •~ ,( 7 / ~ A11I r~ Hw-~ c~ :D=-~ ~IC ~-15-oo ~ ~~,~ &(t/u~~ u>y~ F(- (r;.~ c-~ \ 1A,_01 f \."' '"S e { c;.. (\ u.-~ Cd\ ... ...A.. .,lA. \.,.. \,s. (\_\~ e:,ca>""'"" E:r;A) ~ }-. u,~-/ ~6 jest+'\ (. _,.J-, 2- p Lr,.o1.~ l"rft, ( Sf fl,C.<,.i... ( ~/J\p c.... tt"-t.L LAL.. "\-4 p \~ w[ ov,,fa+-oJ,.-.. G_,vq--\ .,Zi:F-o r;(i, L-{ Do · ~ (i vl QJ ~~. +al'- i,,(ff---·( ]?~ ~ ~~ ~ .. , < · r_jzloJ BUILDING q_ J,~ .. ] ~ 1 . PLANNING = " -ENGINEERING =~uz o-0 =FIRE APP.RIFORM . HEALTH DEPT ----HAZMATIAIR QUAL OTHER SEWER OISTR _____ BLOG GRADING LETTER TO FROM APPUC,\:,!T APPLICANT ~ ~~0-o:7 _____ PLAN'CORR • ~S:.-.o.cu _____ ENGCORR ~ _ .. ____ \ ___ _;,__SCHOOL FORM :, _____ I CFDFORM ______ J_ . PE & M WORKSHEET __ .----1-__ BLOG FEES COMPLETE ,\ \'- \ I \ \ \ \ \ ~- ' I l" I> ... ~J . .,