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HomeMy WebLinkAbout2180 RUTHERFORD RD; ; CB061055; Permit··; !-·--· .}f;_ ',; J,,, ... 1-City of Carlsbad :I 06-08-2006 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB061055 Building Inspection Request Line (760) 602-2725 .- Job Address: 2180 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: INDUST 0 NEW Parcel No: 21"20702500 Lot#: Status: Valuation: $45,000.00 Construction Type: Applied: Occupancy Group: Reference #: Entered By: Project Title: VERIZON WIRELESS-ADD 3 EQUIP CABINETS WITH ELECTRIC Applicant: BASE CONSUL TING 28187 LA GALLINA LAGUNA NIGUEL 92677 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee. Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2 Fee BTD#3 Fee ·Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot.WaterCon. Fee Reel. Water Con. Fee $326.39 $0.00 $212.15 $0.00 $0.00 $9.45 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0;00 $0.00 $0.00 $0.00 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: CALLAWAY GOLF CO C/O DONALD H DYE 2285 RUTHERFORD RD CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter l=ee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic,lmpact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES ISSUED 04/18/2006 LSM 06/08/2006 06/08/2006 Total Fees: $547.99 Total Payments To-Date: $547.99 Balance Due: Bl)lLDING PLANS -v IN STORAG't: .sc.a.-n,..-e..b -ATTACHED $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? $547.99 $0.00 Inspector:~ FINAL APPRQVAL Date: ¢41/!7 Clearance: ------ NOTICE: Please·take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to.as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, ?Oning, .grading or other similar appliqation processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions f which o h v r vi sl n iv n a N Tl E imil r thi r whi h he sta ute of limitations has reviou I otherwi ex ired. ( j, PERMIT APPLICATION ., CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad., CA 92008 Legal Description Lot No. Subdivision NamelN4mber· Assessqr's Parcel # CJ ·,c C'J -:--1 ~ Existing Use . A~-oL/2-2~aa . . . FOR OFFICE USE 9N~ Y PLAN CHECK NO. (1-P.:> Ofo)O-SS EST. VAL.------,------ Plan Ck. Deposit --+rJ::7~ .... -.----,....-- Validated By __ --,--~~-----,---- Date. ___ 4..i..+--/ !._..$'+/-O~'=z'---. -- Total.# of units Proposed Use ~~~QffKiRSrt'l~li~P~P:t~~:r~~·~;G~;::::~~~Z?:::r,:3.:,:~1=t:_~:=?~0:~r:-::;·:½~:iTI::~:i2t?lf~~~:1:EE:f~>~~i.i3:7i~i~~·~~~'2~Y31r~Ifr~,~~,s:~~;~~~;'~t~],~~~~iti~ Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and ~ill 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 requi(ed by Section 3700 of. tlie Labor Code, for the performance of the work for which this permit is illSl,!ed. My worker's coinpensation·insurance carrier.and policy.number are: lnsuran.ce Company _______________ ~---~ Policy No •. ____ -'--------,--Expiration Date. _______ _ (THIS SECTION NEED NOT.BE COMPLETED IF THE PERMIT IS FOR. ONE HUNDRED DOLJ:ARS ($1001 OR LESS! 1lJa' CERTIFICATE OF EXEMPTION: I certify that in tl)e performanc~ of the work for which this permit is issueil, I shall not employ any person in any manner so as ,ro)e¢onie subject to the Workers' Compensation Laws of California. WARNING:. Failure ·to secure workers'. coinpenaatlo coverage is unlawful, and shall subject an employer to criminal penalties and civil fines lip to one hundred thousand dollars 1$100,00 in addition to the co com sation, damages as provided for·in Section 3706 of the Labor code, interind attorney's fees. ~;:~s:~~~;:1:i..1lli!JJ;P.it;_ ); . t(~.!Q.r .-:, i.;·_ •. ::.L~ ·:_;., .. }~ .~ "..,i. -~ ~~,, ~.\,jJJ{ ... ,:~: ... L :t:L,_' .:::;.~::,.-.:,/ ':s":b~:~~/1{l§;: \{e'?.::~:,:,('i:i:{::, ::< :.:<::.S:.;~::J rhere~y affirm that I, am exempt from the Contractor's License ~aw for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do tlie-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 b.uilds or improves thereon, and who does such work himself or through his own employees, provided that·s1Jch improvements. are not int~nded or offered for. sale. If, however, the building or improvement is sold within one year of completion, the O\'l{ner-builder will ·have the burden of proving that·he did not build or improve for the purpose_ of sale). D -I, as owner of the property, am exclusively contracting with iicensed contractors-to construct the proje,ct (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of .property who builils or improves ,hereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's ticense Law). D I am exempt under Sec;:tion ______ Business arid Professions Code for this rl[lason: 1. I personally plan to provide the major labor and materials for construction· of the proposed· property improvement. D YES d NO 2, I (have /,have not) signed·an appiiciltion·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. :1 plan to provide portions of-the work, but I have hired the following person to coordinate; supervise and provide the m'ajor work (include name / address I phone number/ contractors license-number):. _____ __,,,------~~-------,--------------'--------------- !i, I will provide some of the work, but I have contracted (hired) the following. persons to provide the work indicated (include name / address / phone number / type ~~= ' ·Is. the applicant or future building. occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner-Hazardous Substance Account Act? D YES O NO Is the applicant or future building occupant required to obtain a permit from the air _pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? ,ti 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 PQLLUTION CONTROL DISTRICT • .I hereby affirm that there is a construction lending agency for the performance of the wor~ for which this permit is issued (Sec. 3097 (i) Civil Code). LENDER'S NAME . tENDER'S ADDRESS ___________ -'---'------------- ~'li,,iAfRl!Jq~t4I;'.CJ;Ril.t;!QAjJlQN!lf~~:',;:Z:1J,);~.7Z'.:~;;~,<'. 1.~Z"BIT~J;:;;~:~;;;~~:C,;;;;;;i:11::;;;:·:~0~~;,,i~:~~,~~FiSi-J£1;~~'i"il,jZ::;:J:¼'.~i~~fi~:'.ZtJ,,~2J~i~~~:;~E~i~'.'i~l:] ,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 a1.1thorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPl;N$ES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID C::ITY IN CONSEQUENCE'OF THE GRANTING QF 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 b4ilding 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 cpmmenced within 180 days fro e date of suc;h permit-or if the building or work authorized by such permit is suspended or abandoned at any-time afterthe work is comme c for a peri of 180 d ctio 06. · · rm Building.Code), APPLICANT'SSIGNATURE ' DATE u I IE l/2~ I/ 1 {;;I 7 t;;r-0-PINK: Finance • I City of Carlsbad Bldg Inspection Request For: 04/23/2007 Permit# CB061055 Title: VERIZON WIRELESS-ADD 3 EQUIP Description: CABINETS WffH ELECTRIC Type: Tl Sub Type: INDUST Job Address: 2180 RUTHERFORD RO • Suite: Lot: 0 Location: OWNER CALLAWAY GOLF CO Owner: CALLAWAY GOLF CO Remarks: Inspector Assignment: TP Phone: 9516985981 lnspector.L Total Time: _____ • Requested By: JULIE Entered By: CHRISTINE CD Description Act Comments 19-Final Structural Af _________ _ 29 Final Plumbing ~ ----~------- 39 Final Electrical 49 Final Mechanical ·• r--- -------------· ------------------------- -·----------·-· ------------------ Comments/Notices/Holds Associated PCRs/CVs Orfginal PC# PCR00003 ISSUED NEW SEISIMIC CALCULATIONS; PCR01025 ISSUED CALLAWAY-REV FLOOR/CEILING; ANCHORS-SEISMIC Inspection History Date Description Act lnsp Comments 04/19/2007 89 Final Combo CA TP RESCHD FOR 4/21/07 EsGil Corporation In <Partnersftip witli qo'f/ernment for (]Juifaing Safety DATE: 5/30/06 CJ APPLICANT CJ JURIS. JURISDICTION: City of Carlsbad PLAN CHECK NO.: 06105'5 · SET: II CJ PLAN REVIEWER CJ FILE PROJECT ADDRESS: 2180 Rutherford Road PROJECT NAME: Verizon Wireless Callway Maintenance Upgrade D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially corn ply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ·D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is· enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: -~ D Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the iapplicant that the plan check has been completed. q!Ji'Jr" l1 Person contacted: . r~1ephone #: . frl---1 fl} fl) Date contacte\td. · (by: ) . . Fax # / -NJ..f/ ::, ,!- Mail Telepho Fax In Person /l911j{ fl· REMARKS:'1Y ity to approve the special inspection program 2 The 81/2x11 structural detail sheets shall~ signed and sealed by the engine~· Please a ach the 81/2x11 structural detail sheets to city I set. (at building departmerit){!)rh~ed clouded note on sheet E-1 shall be made on city I set. (at building departm~nt) \ • ~ By: David Yao · . Enclos~f:"'-C Esgil Corporation D GA D MB D EJ D PC 5/19 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .... EsGil Corporation In IPartnersliip witli <jovernment for 0ui(aing Safety DATE: 4/28/06 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 061055 PROJECT ADDRESS: 2180 Rutherford Road SET:I PROJECT NAME: Verizon Wireless Callway Maintenance Upgrade 0 APPLICANT ~ O~VIEWER 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 minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [;gj 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: Ali Pourdastan 15505 Band Canyon Building D1 Irvine, CA D Esgil Corporation staff did not c1dvise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ali Pourdastan Telephone#: 949-233-2862. Date contacted: S-1.ot;, (by: b~ Fax #: 9"-1?-.51.3 ... lt:/97 · Mail Telephone v Fax v In Person D REMARKS: By: David Yao Esgil Corporation D GA D MS D EJ D PC · Enclosu.res: 4/18 trnsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 \ City of Carlsbad 061055 4/28/06 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad . PROJECt ADDRESS: 2180 Rutherford Road DATE PLAN RECEIVED BY ESGIL CORPORATION: 4/18 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 061055 DATE REVIEW COMPLETED: 4/28/06 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1 H97 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been .made and return this sheet with the revised plans. • 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 oh the plans. Have changes been made not resulting from this list? D Yes D No ··~ X: City of Carlsbad 061055 . 4/28/06 1. 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 calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plc:1ns 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. USC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment. Please provide the designer's or contractor's construction cost estimate of all work proposed. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM FIELD WELDING HIGH-STRENGTH SOL TS EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER REQUIRED? · REMARKS 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 5. Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section 106.3.3. 6. Provide minimum structural specifications on the plans to show that all structural materials will comply with the desi'gn calculations and building code requirements. ;, City of Carlsbad 061055 .4/28/06 7. The platform framing plan that supports the equipment shall be shown on the plan. The plan shall clearly identify which portion is new and which portion is existing? Show all member sizes, connection details and support. 8. Sheet 4. of the calculation appears shows two new columns were added to support the extended beam 7 and 8. W_hat is the support size? Pipe column? Size? What is the existing framing support the new columns? Connection details? Provide calculation to justify the existing framing is adequate. · 9. Sheet 3a of the calculation shows new C6x13 to support the new equipment. Please provide calculation to justify it. 10. Provide detail to show how the new equipment anchored to the platform framing with calculation to justify it. 11. The connection detail for the extension .of the beam 7 arid 8 shall be on the plan and referenced fromthe framing plan with calculation to justify. 12. All sheets of the new structural plans shall be signed and sealed by the architect or engineer. 13. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. + ·ELECTRICAL Pl,..AN REVIEW + 2002 NEC + PLAN REVIEWER: Morteza Beheshti 1. Rebar OR ground rods· are not acceptable grounding electrodes for commercial applications in the City of Carlsbad. Please describe what the "UFER" ground will be. (footage, conductor material-and size, depth in footing.) Please show encircled note 1 (described on sheet E-1) on single line ot the grounding plan. Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (858) 560-1"468. To speed the review process, note on this list (or a copy) where the corrected items have beer:1 addressed on the plans. ESGIL CORP. Fax: 18585601576 May 1 2006 16:15 P.07 "City of Carlsbad 0610SS -~f/28/06 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 2 I lo J{u r HER F-tJ,. o 1..o n,:; J PLAN~ECKNUMBER: C806-I05.5 OWNER'SNAME: Joi,,., Da' I, as the_o.wnen or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform B1,11lding Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. CSI~~ l, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by USC Section 106.3.5 for the construction project located at the site listed above. . Signed I 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection ~ Field Welding D Struct·ural Concrete Over 2500 PSI D High Strength Bolting D Prestressed Concrete l8J' Expansion/Epo,cy Anchors D Structural Masonry O Sprayed-On Fireproofing D Designer Ss,ecifled D Other _____ _ ~.::Name(s) of indlviduaf(s) _or firm(s) responsible for the special inspections listed above: ( 1 IA. Ba txtj-/111Cifitlj c. c-Ghos lF'd.e r I JJC.;; 61'13 71o735 .( B, . I J C, \J . . 3. Duties of the special Inspectors fer the work listed above: A. B. C. Special inspeetors shall check In with the City and present their creoentiala for approval prior tg beginning work on tt,e job site. .. City of Carlsbad 061055 4/2'8/06 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yaq PLAN CHECK NO.: 061055 DATE: 4/28/06 BUILDING ADDRESS: 2180 Rutherford ·Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. cell site estimate .. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance . • I Plan Check Fee by Ordinance • ! Type of Review: El Complete Review D Structural Only D Repetitive Fee 3Repeats Comments: D Other D Hourly ..___ ___ __.I Hour * Esgil Plan Review Fee ($) 45,000 45,000 $326.39j $212.151 $182.781 Sheet 1 of 1 macvalue.doc PLANNINO/ENGINEERING APPROVALS PERMIT NUMBER-=CB=---__,.;:-(5-....a-·6""',/2....;:;·0;_)_~_5 __ DATE---JJ':'---· _C_-g ___ -_O~-- ADDRESS __ --,:,,'2----· f-.:-fl~O ........... _ -1'-JZ.-.--v ____ /C_~....,;,,;;;;-~/t:~-. -. _______ _ -.RESIDENTIAL RESIDENTIAL ADDITION MINOR ( < $10,000.00) ·otHER PLAZA CAMINO REAL CARLSBAD COMPANY STORES VllLACE FAIRE COMPLETE OFFICE BUILDING _____________ .......,_,.. _______ _ . PLANNER ~Z~ .. ' 7 DATE DATE I/J~6 . --+i -'---'~.--- ESI/FME,lnc. STRUCTURAL ENGINEERS & .CONSULTANTS 9' £Cl.N efftle:JC !Jl£9' £flj · PROJECT: VERIZON CALLAWAY CELL SITE ·2180 RUTHERFORD ROAD , CARLSBAD, CA Plan Check by: DAVID YAO ITEM NO. REPLY GENERAL DA+E 05/17/2006 PLAN C.HECK NO. CB06-1055 ESIIFME NO. 3786 PAGE NO. 1 OF 1 3, 4 SPECIAL INSPECTION PROGRAM IS ATTACHED. 5 PLEASE SEE ATTACHED FRAMING AND DETAILS. 6 PLEASE SEE ATTACHED SPECIFICATIONS. 7 PLEASE SEE ATTACHED SHEETS. 8 PLEASE SEE ATTACHED SHEETS. 9 PLEASE SEE ATTACHED SHEETS. 10 11 PLEASE SEE ATTACHED SHEETS. PLEASE SEE ATTACHED SHEETS. E S I / F M E Structural Engineers By: Ali Egemen Farhad Manshadi, P.E .. Copies To: (3) VERIZON 1800 E. 16th -Street, Santa Ana, CA 92701 • (714) 835-2800 't t ---- --tj ESI/FME INC. STRUCTURAL ENGINEERS i ~ ESI PROJECT: Structural Calculations of "EQUIPMENT SUPPORT" at CALLAWAY CELL SITE, 2180 RUTHERFORD ROAD, CARLSBAD, C, EQUIPMENT SUPPORT@ CALLAWAY SITE Date: Client: June 2003 VERIZON Revisions: Client Job No. 'Shipped: I !Job No. 306-3786 I 1800 E. 16th Street, Santa Ana, CA 92701 • {714) 835-2800 • Fax {714) 835-2819 ESI/FME, Inc. Sheet 2 STRUCTURAL ENGINEERS Date STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1 . Sketches of details 'in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. _ 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used 'by a design professional, omissions are intended. 5. Copyright © -1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of E S I / F M E, Inc. JN. :'3 ~r ff~ ,,,,. { ', it, PROJECT DESCRIPTION: \I£~, zq 1..; CAi iJ.\v,J ftt PROJECT ENGINEER: FAflH-Ao MA-NSHAOI CALCS BY: AL.I ASSOC. CHECK: BACK CHECK: ROOF TRUSS Rev.: FLR. TRUSS Rev.: PIT FOUND. Rev.: PLAN CHECK: REVISIONS: 0 SHTS: <§> SHTS: <§> SHTS: <§> SHTS: <@ SHTS: 0 SHTS: <§> SHTS: DATE: ' ~ DATE: DATE: DATE: DATE: DATE: DATE: 3/2-! /O{, lnit.: A e DATE: lnit.:· DATE: lnit.: DATE: lnit.: DATE: lnit.: -Df\TE: lnit.: ,AjATE: Z lnit.: E S I / F M E, Inc -Structural En "fieers (This signature is to be a wet signa re, not a copy.) APPROVED BY: , DATE: l, ESI/FME,lnc. Sheet STRUCTURAL ENGINEERS Date GENERAL NOTES STRUCT. STEEL JN. 1. THE GENERAL CONTRACTOR ANO EACH SUBCONTRACTOII SHALL VERIFY ALL DIMENSIONS AND SITE CONOITIONS BEFORE STARTING WORK. THE ARCHITECT OIi l!IJ,f'II!, 1110. SHALL BE NOTFIED OF ANY DISCREPANCY. 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS, TYPICAL OET All.S ANO GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3, NOTES AND DETALS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES A_ND TYPICA,L OETAII.S, WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4, ALL WORK SHALL CONFOIIM TO THE M1HUJM ST AlllARDS OF THE 2001 EDITION OF THE CALFOIINAI BULDING COOE, AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHO- RITY OVER ANY POIITION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, ANO THOSE CODES Nil STANOARDS LISTED IN THESE NOTES AND SPECIFICATIONS, 5. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALOWABLE FAILURE TO COMPLY WITH THE PLANS ANO SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR ENl31NEER FOIi INTERPRETATION OR CLARIFICATION. 6. see ARCHITECTURAL, ELECTRICAL Nil MECHANICAL DRAWINl3S FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC, ·NOT SHOWN ON STRUCTURAL DRAWINGS, 7. VIBRATION EFFECTS OF MECHANICAL EQUl'MENT HAVE, NOT BEEN CONSIDERED BY ~ 1110. . 8, THE DESIGN ADEQUACY ANO SAFETY OF ERECTION BRACING, SHORING, TEMPOIIARY SUPPOIITS, ETC, IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY a,,fUE.1110. THE CONTRACTOR IS RESPONSIBLI; FOIi THE STABUTY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FNSH MATERIALS, HE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE ST ABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. OBSERVATION VISITS TO THE SITE SY ll!lr,fll!, 1110. SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS, 9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING ANO EARTHWOIIK OPERATIONS FOIi FUED EXCAVATIONS OIi BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. F ANY SUCH STRUCTURES AI\E FOUND, 1!91tt'U!, 1110. AND THE SOL ENGINEER SHALL BE NOTFIED IMMEDIATELY. 10, CONSTRUCTION MATERIAL!! SHALL BE SPREAD-OUT IF PLACED ON FRAMED FLOOIIS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUAI\E FOOT. !'ROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11, CONSTRUCTION OOCUMENTS llENTIFIED AS 'BIO SET' ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW, TIIS REVIEW MAY RESULT IN CHANGES WIICH MAY SE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WIICH WILL CONTAIN NO -SID SET' DESIGNATIONS, CONSTRUCTION DOCUMENTS llENTFEO AS '810 SET' ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS Nil THEY SHOULD NOT IN ANY WAY SE USED AS SUCH. 12. ALL OUARD RALS AND HANORALS SHALL BE DESIGNED TO WITHSTAND A LATERAL LOAD OF 20 POl.NlS PER LINEAL FOOT APPLIED HORIZON- T ALLY AT RJGHT ANGLES TO TOP RAL {50 PLF FOR COMMERCIAL) 13. THESE PLANS ARE INT ENO ED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRES!IL Y NOT INTENDED FOR USE IN MARKETING, EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLAHS· ARE OHL Y A REPRESENTATION AND MAY V AAY SIGNIFICANTLY FROM THE /ICTUAL CONSTRUCTION. 14, SLAB ON GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMENDATIONS SOLELY. THE SLAB· ON GRADE IS A NON-STRUCTURAL ITEM ANO THEREFORE HAS NOT SEEN DESIGNED SY THE STRUCTURAL DESIGN ENGINEER, 15. IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENER/IL NOTES AND THE STRUCTURAL GENERAL NOTES {SHT SD1), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 1. THE DEPICTIONS OF ALL IAISCELLAHEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS, THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL. STATE AND LOCAL CODES ANO POLICIES AS WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND ANY OTHER IIIDUSTRY STAlllARDS. ALL METAL FASRICATION DESIGNS ARE TO BE SUBMITTED TO ANO APPROVED BY THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DIMENSIONS, DETAII.S, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN·IS TO BE VERIFIED WITH ALL AFFECTED SUBCONTRACTORS, FIELD CONDITIONS, AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH 'SPECFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR SUILOINGS.',AISC, CURRENT EDITION, STEEL TO CONFORM TO ASTM A-992, 2, ALL WELDING SHALL SE PERFORMED SY CERTIF1ED WELDERS, USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO AWS SPECIFICATIONS, E70XX ELECTRODE. 3, ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FA8RICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO eat'll!.1110. THROUGH THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE GENERAL CONTRACTOR AND OWNER FOR REVIEW ,PRIOR TO FABRICATION. ANY PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL SE NOTED CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD CHECK ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER FIT, ALL FIELD WELDING EXCEPT MINOR AND TACK WELDING SHALL BE CONTINUOUSLY INSPECTED SY AN APPROVED WELDING INSPECTOR. 4, USE 3/4' ROUND MACHINE BOLTS, 13/16' ROUND HOLES, FOR ALL CONNECTIONS, UNLESS OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO .ASTM A-307 FOR UNFINISHED BOLTS, EXCEPT WHERE SPECIFICALLY NOTED AS HIGH STRENGTH SOL TS WHICH SHALL CONFORM TO ASTM A-325 OR ASTM A-490. HI TENSILE BOLTS SHALL BE THE FRICTION TYPE AND THERE SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE. HIGH STRENGTH BOLTS Rl;QUIRE SPECIAL INSPECTION PER sec. 1701.5.6 5. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED AFTER, FABRICATION. G, PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B {TYPE E OR ,S) 7, TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B. 8, WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL PROVIOE .1/2' SOLT HOLES AT 4'-0' 0/C FOR ATTACHMENT OF HAILERS. SEE ARCHITECTURAL DRAWINGS FOR FINISHES. {OR NELSON STUDS 1/2' X 3' CPL ). 9, NONDESTRUCTIVE TESTING PER 2001 CBC SECTION 1703 ON STEEL MOMENT CONNECTION BETWEEN STEEL BEAM AND STEEL COLUMN, ALL FULL PENETRATION GRQOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED 100 PERCENT EITHER SY ULTRASONIC TESTING OR BY RADIOGRAPHY. Qa_ 37-!/; ,,,, --------------------------. -rt 02'-o I/'.' . 02'-o 1/2" o·-o 1/2' 2'-o 1/2' M. 7-1·~11· II ~ 1t!tFn;9T1 le--~--5i!~-~l-li=il~--;.-fil· MWP i oej-~1 ---t--{-· --1 ----1 --.--1 --, -., ------, +24V GNB r-...i. PNL .,,_ TOLL ~· M/W -i--. REL1EC.. '-'l. L-....1..-',...J..l-'-' -'. · -::,m ~. C & D .O'l, BATTERIES ~ · n250 #500 #500 . #BOO #450 . #555 0250 tr #2020 RMC FILTER RACK D4 CHANNEL BAl) MICROWAVE RACK RELTEC +24V POWER PLANT AT&T +24V MICROWAVE -48V DC/DC POWER PLANT DC P.OWER DISTRIBUTION ANO RECTIFIER PAY POWER PLANT 0 0 t:J 0 ~N-@l-~l--m· 1-. I• . I. I . I N. . LD ""· ' S/S N, . TC N. #604 . #604 . #604 #7J 6 HDII BS LD BS . . SECTOR/SECTOR BS THINCELL BS n n. 1::1~ t!t~ n. n ~-t ~ . rcr1-1~-·r=;7 16•. I DR I lq I RR I r· l CE 1 1-· 1 RF I I-. NORTEL BOODR COMMON EQUIPMENT RACK NORTEL 800DR RADIO FREQUENCY . RACK NORTEL METRO DIGITAL RACK NORTEL METRO RADIO RACK NORTEL URBAN COMMON EQUIPMENT RACK NORTEL URBAN RADIO FREQUENCY RACK 90A-25 GNB BATTERY PLANT ('.Jo Libv1Jy 'UC? Miu; n -~t-LJ+· #2500 C&D -48V BATTERY ·PLANT ' . NOTES: fl5eslgner Seo e !- DOUBLE LINE INDICATES FRONT OF EQUIPMENT. ~ H.S. 1/4"=1'-0" CENTER LINE ( t_) INDICATES CENTER LINE OF EQUIPMENT RACK. PROPRIETARY INFORMATION Nol for use or disclosure outside AirTouch Cellular except · under written ogreeme11l A IR TOUCH"'. Cellular Dole FIie Number 7-29-99 TPL-EQP I I Dr owing I ~ . EQUIPMENT TEMPLATES \).') •• • ----· ~..-,--.~ ... -..... __,_, ..... -.•........ ,..,.,,...,.._.__.,.,.,..., .. """•11U•l't!t"1fl-l';•ff••!'l~fl!l"'~l•l'Jl!1•~P'? • .~~-.I, '""';"i""'":":-• I ~ ,., •;' --:=,;-,, , ... *".~ "'7° • :y.-~~r-•':i 21'-10" ' 5" ~ J'.'. ' i 3 · . 1. ... . • b' :;' ? ,.a:: ""t"""""T'-"'""'""" ____ .. _,,_ ....... _ .......... ·1 • I 1 I I I 'I 1.1 . , . . d tti:11 "" ,1, , > , > ,. 7 l • ? ? 7 > / /\_ __ ,,. __ ,71. , >" , , > / / .L. ,t .. l ; / / / / r--. I r--. ",q- i ,- ., <.. / DE 1350# RE 1600# A, ;t It 1/1 1 n STRUCTURAL ANALYSIS REQUIRED DO NOT DEVIATE FROM LAYOUT. NO.TES: DOUBLE LINE IND!CA TES FRONT OF EQUIPMENT. DASHED LINE INDICATES FUTURE EQ0IPMENT. ITEMS NOT DiMENSIONED ARE NOT NECESS/1RILY DRAWN TO SC1\LE. CENTER LINE ( <jJ INDICATES CENTER LINE OF EOUIPMENT RACK BATT. 2500# RE 1600# NE..w 8"-31 · P"t:)~;;r{it, ;;:,.,r~-:ft~ .~Rr~:A~~~)!\, \i~::r I'~-, .. l -:3-\"1 '.V ,::.~,:-.-~~.._,. '\v :.-,:t·~ ~-e ~~~;:-"~) .... ~ .. ~~~1r: .. r.:,:1 --eKi~t::·r :·! -~t·· i;:..:-:~· ,e·r: ;,,·•jJ~1~}1fa',.~T': H!..v\ ;,it~ ~-... --t;) :::.i:. ~ ~·5;y,-.. t'" ::.t'-¾fr' ~ ~-1 ver I zonw1re ess 1 il-·@ ::"(~W!~!q fJf-'<l' .. ,~•w" 1·-;:-' ~i o ., i.P. '~V8"=1'-0" ':>-,,, , .. :,,.r.,:·w· -------1·.cc:c,_~-----EQl.JIPMENY LAYOUT Coilowoy v~--1frr.~ \i._,,--r:~'1:;~ 5/22/03: CJ,-:;__ ''x (~ ESI/FME, Inc. Sheet 4 STRUCTURAL ENGINEERS Date ,___ __________ ---,---___ -1 JN. j 7 96 . (w G JC i>}-rJ,, {j-R (I TI N fr :::. T f > P frr 1J M Or lg 111J C';tlcr) SeRJltCe: Lotto:: 2-0 pJP w, wr w'L WI ,r ,t New Aooir,011 W :: 1250 ~40-/ 93' Rt·· f lt-?•> i -p , Wi. ~G.G25x! (11+20}, /34,PI ESI/FME, Inc. Sheet !5 STRUCTURAL ENGINEERS Date W2.. w, r i 1; i k I J 1 .-_ ~- BM+~ W8x3L BM 3: JN. 37J'G wl = (2£0CJ/i_oKz)-4o~ ·~ fJ/1-fif \1Vi, =(! 6 ()t) /3., :~; l) .:;-4(}; (?9 f Rf vr1 ~ :: z 1 I. i,1, ZS ;; fJJ ,Rf BM1 p, i1e.iJ Pt //46' Ps 1243tt l2i 1-,ros# i.~ fl,. P.s 201·!/y PG 9.6£# Btvt8 - 154 -/I: StJ# rorz'" 945ft ), ESI/FME STRUCTURAL ENGINEER~ Title: CALLAWAY Job#3786 Date: 11 :07 AM, 3 MAY 06 1800 E. 16th STREET Dsgnr_: 1_4 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 Scope : Fax: (714) 835-2819 Rev: 580002 User: KW-0600077, Ver 5.8.0, 1-Dec--2003· (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Description BM1 Page 1 3786.ecw:Calculations General Information . Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X15 Center Span LeftCant. Right Cant Lu : Unbraced Length -Distributed Loads DL LL ST Start Location .End Location ummaty #1 0.034 0.099 7.000 7.00 ft 0.00 ft 0.00 ft 0.00 ft #2 0.153 1.330 4.830 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear' Stress fv I Fv Force & Stres$ Summary Maximum Max. M + 1.60 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ 0.82k 0.75 k -0.016in O.OOOin 0.000 in 0.000 ft Actual 1.598 k-ft 1.963 ksi 0.091 : 1 0.818 k 0.594 ksi 0.041 : 1 DL ..Qn!L 0.99 0.47 0.41 -0.010 0.000 0.000 0.000 Reaction @ Left 0.82 · 0.47 Reaction@ Rt 0.75 0.41 Fa calc'd per Eq:E2-1, K~Ur < Cc Allowable 17.586 k-ft 21.600 ksi 19.839 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.016 in 8,463.1 : 1 5,179.2: 1 «-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 1.60 k-ft 0.82 0.75 -0.016 -0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.82 0.82 0.75 0.75 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam Passes Table 85.1 but Non-Compact, Fb Per Eq. F1-4 ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job# 3786 Date: 11 :07 AM, 3 MAY 06 1800 E. 16th STREET Dsgnr: 14 SANTA ANA, CA 92701 Description : Tel: {714) 835-2800 scope: Fax: (714) 8~5-2819 Rev: 580002 . User: KW-0600077, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCAlC Engineering Software Steel Beam Design Page 2 3786.ecw:Calculations · Des~ription BM1 I Section Prc;,perties We(¥1H S _ Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design .... J Cw I Sketch & Diagram f£ttftMMN@¥# W6X15 5.990 in 0.230 in 5.990 in 0.260 in 4.43 in2 1.610 in 0.100 in4 76.50 in6 W~ight lxx lyy Sxx Syy R-~ R-yy zx Zy K 0:1Hk/!i 1111111111111111 I I 111 I 111111111111 I I I I I I I l o.133k/ft o.1~~;ummmmm1m 0.153k/ft 1,___,,___--'--7n --,----'-----,<1 Rmax = 0.616k Vmax@ left= 0.818k Mmax=1.6k-ft Dmax = -0,0161n -WW 15.05 #/ft 29.300 in4 9.320 in4 9.770 in3 3.110 in3 2.560 in 1.450 in 10.800 in3' 4.750 in3 0.559 in Location rm .DB .78 .4g Location rm o.w,'!r!i~+=+=+==t===+==i==ir:==+:==+:;-;;,-t ·D.DDll-,_--..'3'i;t--+:--f---,~f--t--+---+'--J--lt.i-,C.....;7 ·D.00 l--~ ... 111.:--f-' --f--'f--t--+---+'--J--.I#,,..~---! '2' ·0.011---+3'11..:-+-'-+--i'f--t--+---+l--l~--~~--: c·D.01 -.1 i c -0.011-1-===t=~~...-..-f!llll .... -.... -r.:::-t---ii--t----_-_-t+---_ -_ -++ --:;. -.. -::_,ll-111"----·-I-----~ ~ t~l I ~ ---·---.. ----..... l u i ..-.. __ , .. __ .. __ .. _ ··-.... j ~ -0.01 t-::=t==t 1=:f~·-.. -~~~=::f=:::l=::' ~ •0.02 f-I CIMleciillli d.ll7 i.38 .00 2.10 _,g .11l i.sg .s1:1 tl.3o 1 .o Location rm ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job# 3786 Date: 11 :08AM, 3 MAY 06 1800 E. 16th STREET . Dsgn~: 1_4 SANTA ANA, CA 92701 Description: Tel, (714) 835-2800 Scope: Fax: (714) 835-2819 Rev: 580002 User: KW.0600077, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM2 General Information Steel Section : W6X15 Center Span Left Cant Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location mmary #1 0.026 0.013 7.000 7.00 ft 0.00 ft 0.00 ft 0.00 ft #2 0.381 1.330 4.830 Steel Beam Design Page 1 3786.ecw:Calculations Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Fy 36.00ksi Load Duration Factor 1.00 #5 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv I Fv I Force & Stress Summary ®if:>f·&IM WP Maximum Max. M + 2.42 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ 1.15 k 0.99 k -o.024in O.OOOin 0.000 in 0.000 ft Actuai 2.422 k-ft 2,974 ksi 0.138 : 1 1.146k 0.832 ksi 0.058: 1 DL _Qn]y_ 1.98 0.89 0.73 -0.020 0.000 0,000 0.000 Reaction@Left 1.15 0.89 Reaction @ Rt 0.99 0.73 Fa calc'd per Eq. E2-1, K*Ur < Cc Allowable 17.586 k-ft 21.600 ksi 19.839 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.024 in 4,293.9: 1 3,470.8: 1 t¥¥¥/sm&illW%5M\'\&li4El$1iS&'l>W·&llii@tl'rii· ,; ··o•,·•Wi½s ,J «--These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants ~~ k~ 1.15 0.99 -0.024 -0.024 0.000 0.000 0.000 0.000 0.000 0.000 1.15 1.15 0.99 0.99 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam Passes Table B5.1 but Non-Compact, Fb Per Eq, F1-4 ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY 1800 E. 16th STREET Dsgnr: 14 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 scope: Fax: (714) 835-2819. Rev: 580002 User: KW-0600077, Ver 5.8.0, 1-Dec-2003. (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Description BM2 I Section Properties lf4¥'lkii& Depth Web Thick Width Flange 'Thick Area Rt Values for LRFD Design .... J Cw I Sketch & Diagram hWWiWhA4 W6X15 5.990 in 0.230 in 5.990 in 0.260in 4.43 in2 1.610 in 0.100 in4 76.50 in6 Weight lxx lyy Sxx Syy R-xx R-yy zx Zy K ·0-~9~ I l I I l l n l l i I I I I I l I I l l I l l l l l I l l l l l l I l l l I U I o,099klft o.apJ~ l l l l l l l n l l l l l l l u f 0,381k/lt 1 __ 7ft __ 1 Rmax= 1.146k Vmax@left= 1.146k Mmax = 2.4k-ft Dmax = -0.0241n 15.05 #/ft 29.300 in4 9.320 in4 9.770 in3 3.110 fn3 2.560 in 1.450 in 10.800 in3 4.750 in3 0.559 in o'-Q,W ,0.0 -0.0 1- I 1 ... 2 ·D.D c •D,0 c: .Q,O ,Q ·D.D2 't:l ·0.02 ~ ,0.02 -~ -0.02 -1 --1 Cleflec .. 'UHi d.e7 i --- 1.38 .08 ,~ : .DB Job# 3786 Date: 11:08AM, 3MAY06 .78 Location fm 2.78 .411 Location (ft) .1Q l I l J I Page 2 3786.ecw:Calculations . .. --, __ ,, ·i <------+-- .. -:,.-, ... I -' ·--·--i i.B9 : .59 • .3D 7.0 ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job# 3786 Date: 11 :09AM, 3 MAY 06 Rev: 580002 1800 E. 16th STREET Dsgn~: 1_4 Description : SANTA ANA, CA 92701 Tel: (714) 835-2800 Fax: (714) 835-2819 Scope: User: KW'-0600077, Ver 5.8.0, -1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Description BM3 Page 1 3786.er::w:Calculations . . General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 · Steel Section: W6X15 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Summary #1 0.028 0.080 7.000 7.00 ft 0.00 ft 0.00 ft 0.00 ft · #2 0.417 1.330 4.830 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0ksi #5 Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv I Fv / Force & Stress Summary !#MttNRM 4 Maximum Max. M + 2.64 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ... Query Defl@ 1.25 k 1.07 k -0.026in O.OOOin 0.000 in 0.000 ft Actual 2.640 k-ft 3.242 ksi 0.150 : 1 1.248 k 0.906 ksi 0.063: 1 DL _Qn)y_ 2.15 0.91 0.79 -0.021 0.000 0.000 0.000 Reaction @ Left 1.25 0.97 Reaction@ Rt 1.07 0.79 Fa calc'd per Eq. E2-1, K*Ur < Cc Allowable 17.586 k-ft 21.600 ksi 19.839 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.026 in 3,945.2: 1 3,184.7 : 1 «-These columns are Dead + Live Load placed as noted --» LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants 2.64 k-ft 1.25 1.07 -0.026 -0.026 0.000 0.000 0.000 0.000 0.000 0.000 1.25 1.25 1.07 1.07 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam Passes Table 85.1 but Non-Compact, Fb Per Eq. F1-4 10 ;, Rev: 580002 ESI/FME STRUCTURAL 'ENGINEERS Title : CALLAWAY 1800 E. 16th STREET Dsgnr_: 1_4 SANTA ANA, CA 92701 Descnpt,on: Tel: (714) 835-2800 Scope: Fax: (714) 835-2819 Job# 3786 Date: 11:09AM, 3MAY06 User: KW-0600077, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 3786.erm:Calculations Description BM3 I Section Properties tt¥M Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design .... J Cw I Sketch & Diagram 4k&&i§%#W@ W6X15 5.990 in 0.230 in 5.990 in 0.260 in .4.43 in2 1.610 in 0.100 in4 76.50in6 Weight lxx lyy Sxx Syy R-xx R-yy zx Zy K o.1Htfrl l l l l l l l l l l l l l l l l Ill l l l l l l Ill l l ll I l Ill H l l l o.1oak/ft o.4ttfrl j j j j j j j j j j j j j j j j j j l M17k/ft . 1f----· -~7~ ~---.--,--<l Mmax = 2.Bk-ft Dmax = -0.0281n 15.05 #/ft 29.300 in4 9.320 in4 9.770 in3 3.110 in3 2.560 in 1.450 in 10.800 in3 4.750 in3 0.559 in 1.25 1.04 O.B3 0.02 £t~ ....,. a.a i#iWiiil#liWiii#mJWW i40t &W½il¥$h> P-iM,1",f:.fMVi ti ·9 Pi \ \liiii¾lo·J.- Location rm Rmax = 1.248k Vmax@ left= 1.248k !ii -D.271----!--+---+---!---l-.:ollllll Rmax= 1.073k _jg '0.53 !--~-+--+---+---+--...;.: Vmax@ rt= 1.0· en -0.80 l--+---+---!---!---1----1----" -1.07 1--~;--+---+---t----t---+----,.---+---+ Be,1111 , he,11 ·07 .38 Location rm :l:i!~--i= ..... r.r=-=~_::i:+-=~_=_=i_f_=_=.:.-=-f ... ~-=:_--=:_=--_-l=·---~--=--_---1'.--r:..-==:..-=lr:..:::._ .. : ... _-::i .. +.r: .. _-=·_---=·-_·-: .. ~ .. r.::~ ... :,-::;~~~ti: '2 -0.01 f-f-_-_-_-' +-\11---~~;;+===~===~~===t===+===.t===~::;;;,-t!:;~==~ c·0.01 _ <= -D.Dt ~===t=::'.~~~;;:;~===~====t===t===t:;;;;,;~~~=~::_--i-~ t~~~ 1-===t===t=~;~~~~;ii~~~~~;;~~~t;;:j:::3===-~--j ~ -0.07 ~--~ •0,03 I [leflei} inu D.El7 1.38 : .00 2.78 .49 .1g i.eg .59 1 .3o t .o Location (ft) ll ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job# 3786 Date: 11:10AM, 3 MAY 06 12 1800 E. 16th STREET Dsgn~: 1_4 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 scope: Fax: (714) 835-2819 Rev: 580002 User: KW-0600077, Ver 5:8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering_Software Steel Beam Design Description BM4 Page 1 '. 3786.ecw:Calculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2Q03 IBC, 2003 NFPA 5000 Steel Section: W6X15 Center Span Left Cant. Right Cant Lu : Unbraced Length . Distributed Loads #1 DL 0.397 . LL ST Start Location End-Location 3.000 Summary 7.00 ft 0.00 ft 0.00 ft 0.00 ft #2 0.189 1.330 4.830 Pinned-Pinned Brn Wt. Added to Loads LL & ST Act Together #3 0.026 0.073 7.000 #4 #5 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Spa_n = 7.00ft, Fy =. 36.0ksi End Fixity= Pinned-Pinned, Lu= 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv/ Fv I Force & Stress Summary 14;; >z&¥¥ - Maximum Max. M + 2.57 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant Defl Right Cant Deft ... Query Deft@ 1.71 k 0.95k -o.025in O.OOOin 0.000 in 0.000 ft Actual 2.568 k-ft 3.154 ksi 0.146: 1 1.705 k 1.238 ksi 0.086: 1 DL _QnlY.... 2.14 1.45 0.69 -0.021 0.000 0.000 0.000 Reaction@Left 1.71 1.45 Reaction @ Rt 0.95 0.69 Fa calc'd per Eq, E2-1, K*Ur < Cc Allowable 17-.586 k-ft 21.600 ksi 19.839 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.025 in 4,027.6: 1 3,296.3: 1 «-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 2~ k~ 1.71 0.95 -0.025 -0.025 0;000 0.000 0.000 0.000 0.000 0.000 1.71 1.71 0.95 0.95 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam Passes Table B5.1 but Non-Compact, Fb Per Eq, F1-4 ,. ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job# 3786 Date: 11:10AM, 3 MAY 06 1800 E. 16th STREET Dsgnr3 1_4 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 Scope: Fax: (714) 835-2819 Rev: 580002 User: KW-0600077, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 ' 3786.ecw:Calculations '. Description BM4 I Section Properties tw¼tW Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design .... J Cw ( Sketch & Diagram . ftM@M§ W6X15 5.990 in 0.230 in 5.990in 0.260 in 4.43 in2 1.610 fn 0.100 in4 76.50 in6 o.sj;t;},{ ll I l ll ll l m l l n 0.397k/ft o.iJ;N~ ll m ll Hl m lll lll o.,a9k/ft Weight Ix~ lyy Sxx Syy R-xx R-yy zx Zy K 0-~N~ I 1.1 l l l I I 11 I I l 11 I l I l 11 I 111111111111111 l Ill i o.099k/ft Rmax = 1.705k Vmax@left = 1.705k 15.05 #/ft 29.300 in4 9.320 in4 9.770 in3 3.110 in3 2.560 in 1.450 in 10.800 in3 4.750 in3 0.559 fn Location (II) .. --...... , .. -, ... , .... ,_j Q,.u]"'lii;:::+==+==::i::::=:i::=:i:::=::i==::i==::i==:i=J.~ ·D.DDr I ,_-; .a.o,.__--_ .. """'-=--+-+--1-1 -r-r-r-r-2'11'f----l '2 •0,01 I C ·0.01 -.._. c: ·D,01 .. .9 •0.02 _ t, ·D.02 ··-----·---~·-"'llllllillw;;::---l---1---1----:.-....,""'-------·----~ -0.02 ~ -___, 8 -0.03 rl Heflei im1 .67 1.38 .00 2.78 ,49 --i - .19 .C,89 ,59 .30 'i' .0 Location rm 13 ESI/FME STRUCTURAL ENGINEERS Title : CALLAWAY Job#3786 Date: 11 :20AM, 3 MAY 06 1800 E. 16th STREET Dsgnr_: 1_4 SANT A ANA, CA 92701 Description : Tel: (714) 835-2800 Fax: (714) 8~5-2819 Rev: 580002 User. KW-0600077, Ver 5.8.0, 1-Dec-2003 {c)1983-2003 ENERCALC Engineering Software Description BM5 General Information Steel Section·: W6X15 Center Span Left Cant. Right Cant Lu : Unbraced-Length Distribute~ Loads #1 DL 0.643 LL ST Start Location End Location 3.000 Point Loads #1' Dead Load 1.350 Live Load Short Term Location 6.000 Summary 7.00 ft 0.00 ft 0.00 ft 0.00 ft #2 0.023 .0.066 7.000 #2 Scope: Steel Beam Design Page 1 3786.e<:#:Calculations Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 : Pinned-Pinned BmWt. Added to Loads LL & ST Act Together #3 #4 #3 #4 #5 #5 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Notel Short Term Loads Are WIND Loads. #6 #7 k k k ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu= 0.00ft, LDF = 1.000 · Actual Moment fb : Bending Stress . fb / Fb Shear fv : Shear Stress fv / Fv J Force & Stress Summary fiiJ!'SMi&& Maximum Max. M + 2.88 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ 2.07k 1.93 k -0.031 in 0.000in 0.000 in 0.000 ft 2.875 k-ft 3.532 ksi 0.163: 1 2.073 k 1.504 k~i 0.104: 1 DL _Q!)Jy_ 2.49 1.84 1.70 -0.026 0.000 -0.060 0.000 Reaction @ Left 2.07 1.84 Reaction@ Rt 1.93 1.70 Fa calc'd per-Eq. f;2-1, K*Ur < Cc Allowable 17.586 k-ft 21.600 ksi 19.839 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Defl) -0.031 in 3,178.9: 1 2,743.4 : 1 ®i4liii&&tl\ffiil-i'J 1/W!ll¾Nl&MWl¾I ¥Wl11Mi' 1 :m@Nl!! 1 )§!\itM A& ,.J <<-These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Cer:iter @ Cants @ Cants 2.88 k-ft 2.07 1.93 -0.031 -0.031 0.000 0.000 0.000 0.000 0.000 0.000 2.07 2.07 1.93 1.93 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam Passes Table B5.1 but Non-Oompqct, Fb Per Eq, F1-4 14- ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY 1800 E. 16th STREET Dsgnr_: 1_4 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 scope: ·Fax: (714) 835-2819 Rev: 580002 Job# 3786 Date: 11 :20AM, 3 MAY 06 User. KW-0600077, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software . Steel Beam Design Page 2 3786.ecw:Calculations Description BM5 I Section Properties P½t4 SB Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design .... J Cw Sketch & Diagram W6X15 5.990 in 0.230 in 5.990 in 0.260 in 4.43 in2 1.610 in 0.100 in4 76.50 ih6 Weight lxx lyy Sxx Syy R-xx R-yy zx Zy K t.ask o.sH~~ n II mm mm o.643k/ft #i@ 15.05 #/ft 29.300 in4 9.320 in4 9.770 in3 3.110 in3 2.560 in 1.450 in 10.800 in3 4.750 in3 0.559 in o.c¥t;rr{ ! ! ! ! ! ! ! ! l l ! l l l l l l l l m ! l !! n ! ! ! ! ! l l l n l l l l 0.089k/ft 1,____----=-711 __ l Location ftn U5 -=--;-_-.::.::.;-.::.::.::.;-.::.::_--r.::--.::...r_-.::.::...r.::.::_--r.::.::.::...r_-.::.::-r_-.::_-~ l.i: -1---1---~----··-·-·\--·--.... --· ----·1 Rmax = 2.073k Vmax@ left= 2.073k Mmax = 2.9k-ft Dmax = 00.0311n o.~g '.,;' D.35 ...., a.a la -D.48 Rmax = 1.935k ~ -0.117 ,!---i----ii---1---!---+---+--+--+-- Vmax@ rt= 1.9!!/l -1.45 l---l-,---4---l----i--i---l----'l---i-- ·1.03 ;f-----'i----ii---1--1--+---+---+---+---= B a..1 .67 .3B .00 .78 • .tG .1g ./.aG ,sg e,1111 ::; 1e,11 Location ftn ~-I ~ -0.00 r-,_,-.:-+--+-,-+--+---l---l--+! --+--+-,6'.,._,_1 ~m -I ! '2 · 0 · 01 t:::~!ii;;;;;:::~===t===t===t===t===t; ===t:::;.;--~~===1 0 -0.01,~ - c 0D,02 ~-l--.:!!1111,,.1.-,..--4---.j --+----··· ,, ... -... -.. ,.. ..... ·::;. ',:.-.. -j., ... -----1 '8 :~:~~ t===~===~~--!!iii-t===t===+===t==::t-~"--~------_-+_-_-_,,_--i __ , ! Gl ............ ....-I ;;: -0.03 ~=t==l==~~(iiiiiiiiiiiiiiiiiiii~~t:=t::=t::=:j ~~fil~ I Ueflei: inn 1 .67 .38 .oe · .78 , .49 .19 ./.ag .511 1 .3o t.o Location fft) 15 ., ESI/FME STRUCTURAL ENGINEER~ Title: CALLAWAY Job#3786 Date: 11:13AM, 3MAY06 1800 E. 16th STREET Dsgnr_: 1_4 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 Scope: Fax: (714) 835-2819 Rev: 580002 User. KW-0600077, Ver 5,8,0, 1-Dec-2003 (c)1983-2003 ENERC/1.LC Engineering Software . Steel Beam Design Description BM6 Page 1 : 3786.ecw:Calculations ' · General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 : $teel Section : W6X15 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.227 LL ST Start Location End Location 3.000 mary 7.00 ft 0.00 ft 0.00 ft 0.00 ft #2 0'.028 0.080 7.000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Span = 7.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment -fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv / Fv J Force & Stress Summary ,am, Maximum Max. M + 1.33 k-ft Max. M- Max. M@Left Max. M @ Right Shea~ @Left Shear @ Right Center Deft. Left Cant Def!. Right Cant Deft ... Query Defl@ 0.97 k 0.58 k -o.013in b.OOOin 0.000 in 0.000ft Actual 1.332 k-ft 1.636 ksi 0,076: 1 0.966 k 0.701 ksi 0.049: 1 DL _QQ]y__ 0.87 0.69 0.30 00.008 0.000 0.000 0.000 Reaction@ Left 0.97 0.69 Reaction @ Rt 0.58 b.30 Allowable 17.586 k-ft 21.600 ksi 19:839 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.013 in 10,041.2: 1 6,252.7: 1 <<-These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST' @ Center @ Center @ Cants @ Cants 1.33 k-ft 0.97 0.58 -0.013 -0.013 0.000 0.000 0.000 0.000 0.000 0.000 0.97 0.97 0.58 0.58 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Fa calc'd per Eq. E2-1, K*Ur < Cc I Be11m Passes Table 85.1 but Non-Compact, Fb Per Eq. F1-4 1> lb ESI/FME STRUCTURAL ENGINEERS Titie: CALLAWAY 1800 E. 16th STREET . Dsgnr_: 1_4 Description : SANTA ANA, CA 92701 Tel: (714) 835-2800 Fax: (714) 835-2819 Scope: Rev: 580002 User: KW-0600077, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam ~esign Description BM6 I Section Properties fAt ~dt#liMR Depth Web Thick Width Flange Thick Area Rt Values for·LRFD Design .... J Cw Sketch & Diagram W6_X15 5.990 in 0.230 in 5.990 in 0.260 in 4.43 in2 1.610 in 0.100 in4 76.50 in6 o.*tfri ml mm mm 0.227k/ft Weight lxx lyy Sxx Syy R-xx R-yy zx Zy K o.1JiU~ l l l l ll l l l l l l l l l l n l j j ll l l l l l l ill j j j j j j j l l j 0.10Bk/ft l~_____;_:;__7n -~l Rmax = o:966k Vmax @ left = 0.966k Mmax=1.3k-ft Dmax = -0.0131n 15.05 #/ft 29.300 in4 9.320 in4 9.770 in3 3.110 in3 2.560 in 1.450 in 10.800.in3 4.750 in3 0.559 In Job #3786 Date: 11:13AM, 3MAY06 Location (tn Location rm Page 2 · 3786.ecw:Calculations It J. ESI/FME STRUCTURAL-ENGINEERS Title: CALLAWAY 1800 E. 16th STREET Dsgn~: 1_4 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 Scope: Fax: (714) 835-2819 Rev: 580002 User: KW-0600077, VerS.8.0, 1-Dec-2003 Multi Span Steel Beam (c)1983-2003 ENER_GALC Engineering Software • : ·· Description BEAM? Job# 3786 Date: 11 :32AM, 3 MAY 06 Page 1 3786.ecw:Calculations G~neral Information Code Ref: A1sc 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 , Fy -Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports I Span Information m . ,,, Description SPAN1 SPAN2 SPAN3 Span ft 6.63 8.00 8.00 Steel Section W8X31 W8X31 W8X31 End Fixity Free-Pin Pin-Pin Pin-Pin Unbraced Length ft 0.00 0.00 0.00 I Loads ' ~ Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 0.031 0.031 -0.031 Live Load k/ft Point#1 DL k 0.470 0.970 1.840 LL k 0.350 0.280 0.023 @X ft 3.310 4.000 3.310 Point#'4, DL k 0.890 1.450 0.690 LL k 0.260 0.026 0.330 @X ft 6.620 8.000 6.620 I Results • , , ~~ " " Mmax@Cntr k-ft 0.00 0.00 3.20 @X= ft 0;00 0.00 3.31 Max @ Left End k-ft 0.00 -3.40 -2.11 Max @ Right End k-ft -3.40 -2.11 0.00 fb: Actual psi 1,485.5 1,485.5 1,394.7 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 fv: Actual Bending OK Bending OK Bending OK psi 954.1 399.5 726.2 Fv : Allowable psi 14,400.0 . 14,400.0 14,400.0 Shear OK Shear OK Shear OK I R~actions & Deflections m ,, Shear@ Left k 0.00 0.91 1.66 Shear @ Right k 2.18 0.59 1.48 Reactions ... DL@Left k 0.00 2.20 2.17 LL@Left k 0.00 0.89 0.08 Total@Left k 0.00 3.09 2.24 DL@Right k 2.20 2.17 1.20 LL@Right k 0.89 0.08 0.28 Total @ Right k 3.09 2:24 1.48 Max. Deflection in -0.040 0.004 -0.010 @X= ft 0.00 2.99 4.16 Span/Deflection Ratio 3,983.0 24,065.5 10,015.8 I Query Values ~ ~. Location ft 0.06 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 Shear k 0.00 0.91 1.66 0.00 0.00 0.00 0.00 0.00 Moment 'k-ft 0.00 -3.40 -2.11 0.00 0.00 0.00 0.00 0.00 Max. Deflection in -0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i8 -0-03 ~ft i ri i ri i i i i i i i i i i i i i i i i i i i i ri i i i i i i i i i i i i i i i i i i -0-03 ~ft )0 l ,;J 0.8tk · 1.1fk J 6.62 ft l Mmax = 0.00 k-ft at 0.00 ft from left Dmax = -0.0399 in at O.OO'ft from left Mmax @ right = -3.40 k-ft DL Reaction= d.OOO'k DL Rea~tion = 2.197 k LL Reaction = 0.000 k LL Reaction = 0.889 k Total Reaction= 0.000 k Total Reaction = 3.086 k " -0-03 ~ft i i i i i i i i i i i i i i· i i i i i i i i i iu i i i i i i i i i i i i i i i i i i i i -0·03 ~ft 1.2tk 1.4,k 1 8,00 ft t , Mmax = 0.00 k-ft at ().00 ft from left Dn:i?J( = 0.0039 in at 2.98 ft from left Mmax @ left = -3.40 k-ft Mmax@ right= -2.10 k-ft DL Reaction = 2. 197 k DL Reaction= 2.165 k LL Reaction = 0.889 k LL Reaction = 0.077 k Total Reaction = 3.086 k Total Reaction= 2.242 k -0.03 ~ f i i i i i i i i i i i i i i i i i i-+ f i i i i i i i l l i i i i i i i i i i i i i i i + -0.03 ~ff 1.8fk 1.0tk l 8:00 ft I Mmax = 3.19 k-ftat 3.30 ft from left Dmax = -0,0095 in at 4.15 ft from left Mmax @ left = -2.1 O k-ft DL Reaction= 2.165 k DL Reaction= 1.198 k LL 'Reaction = 0.077 k LL Reaction = 0.276 k Total Reaction= 2.242 k Total Reaction= 1.475 k' ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY 1800 E. 16th STREET Dsgnr_: 1_4 SANTA ANA, CA 92701 Description: Tel. (714) 835-2800 Fax: (714) 835-2819 Scope: Rev: 580002 User. KW-0600077, Ver5.8.0, 1-Dec-2003 Mu1t·1 Span Steel Beam (c)1983-2003 ENERCALC Engi_neering Software • · Description BEAM8 Job# 3786 Date: 11 :38AM, 3 MAY 06 Page 1 3786.ecw:Calculations 0 General Information Code Ref: AISC9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy -Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports J Span information twma ¥ ¥€&#1 Wt #iri#f4M4t#&?Mktk l¾ AA W¼iktiWf 44i¥W ct 1#64iiW -f&%-S' } ;;+,,ti&i1h ;.a-s. Description SPAN 1 SPAN2 SPAN3 Span ft 6.63 8.00 8.00 Steel Section WSX31 WSX31 WSX31 End Fixity Free-Pin Pin-Pin Pin-Pin Unbraced Length ft 0.00 0.00 0.00 / Lo~ds i ., Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 0.031 0.031 0.031 Live Load k/ft Point#1 DL k 0.410 0.790 1.700 LL k 0.350 0.280 0.023 @X ft 3.310 4.000 3.310 Point#2 DL k 0.730 0.690 0.300 LL k. 0.260 0.026 0.280 @X ft 6.620 8.000 6.620 I Results -~ ' .. Mmax@Cntr k-ft 0.00 0.00 2.87 @X= ft 0.00 0.00 3.31 Max @ Left End k-ft 0.00 -3.20 -1.77 Max @ Right End k-ft -3.20 -1.77 0.00 fb: Actual psi 1,398.4 1,398.4 1,253.9 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 Bending OK Bending OK Bending OK fv: Actual psi 857.6 367.7 638.3 Fv ; Allowable psi 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK I Reactions ~ Deflections . i Shear@Left k 0.00 0.84 1.46 Shear @ Right k 1.96 6.48 1.10 Reactions ... DL@Left k 0.00 mo 1.87 LL@Left k Q:00 0.89 0.06 Total@ Left k 0.00 2.79 1.93 DL.@Right k 1.90 1.87 0.86 LL@Right k 0.89 0.06 0.24 Total@ Right k 2.79 1.93 1.10 Max. Deflection in -0.038 0.004 -0.008 @X= ft a.do 2.99 4.11 SpaniDeflection Ratio 4,189.4 24,825.7 11,610.5 I Query Values ·~ ,, ., Location ft 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.00 0.84 .. 1.46 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -3.20 -1.77 0.00 0.00 0.00 0.00 0.00 Max. Deflection in -0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 2/ -0.03 k/ft i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i -0.03 k/ft o.7'i< 0.91k j I I I l 6.62 ft Mmax = 0.00 k~ft at 0.00 ft from left Dmax = -0,0379 in at 0.00 ft from left- Mmax @ right = -3.20 k-ft DL Reaction = 0.000 k DL Reaction =.1.902 k LL Reaction = 0.000 k LL Reaction = 0.891 k Total Reaction= 0.000 k Total Reaction= 2.793 k -0.03 k/ft i i i i i i i i i i i i i i i i i i i i i l i i i i i i i i i i i l i i i i i i i i i i i i -0.03 k/ft 1.o1k o.ik I I 8.00 ft· - Mmax = 0.00-k-ft at 0.00 ft from left Dmax = 0.0038 in at 2.98 ft from left Minax @ left = -3.20 k-ft ,. Mmax @ right = -1. 76 k-ft DL Reaction= 1.902 k DL Reaction = 1.870 k LL Reaction = 0.891 k LL Reaction = 0.064 k Total Reaction = 2:793 k Total Reaction= 1.934 k -0-03 k/ft i i i i i i i i i i i i i i i i i i i i i i ri i i i i i i i i i i i i i .i i i i i i i i i -0·03 k/ft 1.11k o.sfk I I ! l 8.00 ft I Mmax = 2.87 k-ft at 3.30 ft from left s.. Dmax = -0.0082 in at 4.1 Oft from left I i I Mmax@ left= -1.76 ksft DL Reaction = 1.870 k DL Reaction = 0.858 k LL Reaction =0.064 k LL Reaction = 0.237 k Total Reaction= 1.934 k Total Reaction= 1.095 k I : ~ E S I Check LL= _l..2.8 plf OL.:: g55 pff + .· ' ESI/FME; Inc. STRUCTURAL ENGINEERS I 55 i i I f j Totrll ·:: 9 8 .3 p IF Trvn l@qJ · Trusses dest'~11ecl 7t 4 K,'r eopJ @ ()..V\ ~ p O ( I'\ t J f. € • p ::. 7,. 4 {.l1tf f'cv. u t'p rne .. tl ""t L& t:< d 1' VifJJ Sheet i~ Date JN. 378h Check BMS J p'l-fro11118M7t P, :: 5, 8J /( rv,,--· frow.CMI: Pi.-:::: 5" 8 i k M ~-= £ sno t-Pt < w 1 1s o #-pt ' ITl&EA.tNIDl"V:1.&J. rreHC:ff-lFORct.ARITY, l ot'EHIED6TEELJOl6f 0Rc.ll'IIED£Rf'£Rf'l,,IN -----i "-'l!le(f&Dtt, -f "'"""@=· -z:~-,~~ ...,..., =-===~ I& j : i----~ 1- ,o :1-. ~-1--0----0---~ l!:------- PE&~ LOAD&' eEE HO?E& ~a·o ~ .. FOR1LOAD6Cf'Uf• -~~~ -IE!eMIC Al<tAL LOAD& • ""'" Tl. •YCIF'I.F ...,.,,,. f'ERl'IM LlolaP"I..F JI """ n.,~PL.F , ...... f'ERP\.AN LL• D61"l.F Jl "'" TL,WPL.F ''°""" f'ERf'L,ON Ll•ll&PLF .... ""' n..~.,lf'IJ' ll.0 IH>l"U' ,..,.,,.. ""'"""' .. '""' Tl•,.l"I.J' ,, ,l,\OICI"& ,...rv,, LL• Def'I.F HOTEi, :. ~AD~=-=::~~I~ ~~ 6Tm..lOtlTOOTTGMCMORC tiM.lLL ~ ~~ a« MD~rrqtrT LOAD~ M.GtG Ml. OOTTCM CHOMl C l'EWltG ,_ TUE Cf'EN lee &'!EEL JOleT& eHAll. M.t.O el. 01!61(51,W) FOfl ADD'l. L0JD FRCC'I &r"l'U«LER& ~~~~:S~c~t~~~~:"~~~r& 4 ' Tl!• COL I FTG CiEl.CW I i 1!2> 23 co 0 0 ~ REVISION DATES ~ ISS1JE DATES PRELIMINARY DESIGN DEVELOPMENT PLAN CHECK J•9•~ BIO SET PERMIT SET CONSTRUCTION SET DRAWING DATE :,.i.,.i,y CHECK BY ,.. MAFr.K SIZI: Jl 4el..H. Jo 2tDLH ..... ~- DE&~ LOAD5 ( SEE NOlES eEL~J --'-------- F~ LOAD& <PLFJ+ ONE POINT LOAD . ;;. . • ANY F~L f>Olt~T I &EleMIC AX:IAL LOAD& ·•. + ' r I -.l ,, ,: l l· «a~~ KIFS Ff=~·Ft...AN -4.te> KIPS· FERPLAN ~Afi?J<.5 NOTE&: 1. f>EE ADDITIONAL NOTES ON 5-1 AHtj'. &-4 U.O.N. . 2. lN ADDITION TO ABOVE DE&lGN LO~&, TtE OFEN 5TEEL JOIST BOTTCN CI-IORD fMALL eE DE&IGNED FOft OE 60t0 POUND fDqJNT l-OAP ANYWHE~ AL~ THI: BOTTOM C~ < ~ING + AXIAL LOAD J .. ,i, 3. Tl--lE OPEN wee STEEL JOISTS fM~ ALSO eE DE61GNED POiit ADD'L LOAD Ff<OM SPFtlNKLEF-?f>. r..e ~~ HAIN& AND f3~ n4f1i1J OF'l:N wee 6Tel:L JOl&TS, 50 MOLD ~66 Cl.EAR '.f.2.S vERFY w eFRJNKLE~ awRAGTO, ~ exACi LOCATION AND &IZE&, AND otMER fi?l:Qlllfla:HT~t ~ +· ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY 1800 E. 16th STREET Dsgnr_: 1_4 SANT A ANA, CA 92701 Description : Tel: (714) 835-2800 Scope: Fax: (714) 835-2819 Rev: 560100· User. KW-06077, Ver5:6.1, 25-0ct-2002 Single Span Beam Analys·,s (c)1983-2002 ENERCALC Engineering Software . Description BM9 I G~neral lnforma~ion 4' i%£W½N±h&8W H '** Center Span Left Cantilever Right Cantilever 55.00 ft ft ft I Point Loads . I ~;&& :f:$--£%//fi4NW:A5¥zqW&qtHtlt¥NJB Magnitude Location I Query Values t% :f iiM411flWt'.@£3Mi ri Center Location Moment Shear Deflection Summary Moments ... Max + @ Center Max -@ Center @Left Cant @Right Cant W¥i I 5.890 k 3.500 ft 65.92 k-ft 0.00 k-ft 0.00 k-ft 0.00k-ft Moment of Inertia Elastic Modulus Beam End Fixity 5.810 k 10.500 ft 0.000 ft 0.00 k,ft 10.22 k 0.00000 in Left Cant Shears ... at 10.58 ft @Left at 0.00 ft @Right 1,000.000 in4 29;000 ksi Pin-Pin k ft 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 10.22 k 1.48 k Maximum 10.22 k Deflections ... @Center -0.904 in Maximum = 65.92 k-fl @Left Cant. 0.000 in @Right Cant 0.000 in at at at k ft Job#3786 1.g Date: 10:30AM, 26 JUN 03 Page 1 , c:\123r5w\data\3786\3786.ecw:Calculalions Right Cant Reactions ... @Left @Right 23.70 ft 0.00 ft 0.00 ft k ft 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 10.22 k 1.48 k _,, !~~55.ooft __ I RI= 10.216 k Vmax@ left= 10.216 k Mmax = 65.91 k-ft at 10.58 ft from left Dmax = -0.9040 in at 23.69 ft from left Rr = 1.484 k Vmax@ rt= 1.484 k 2-G --i I I I i I I ~~-----------------~----------------------------·l ESI/FME,lnc. Sheet STRUCTURAL .ENGINEERS Date JN. LATERAL FORCE ON· EQUIPMENT SUPPORTED BY .STRUCTURES Ca = 0.44*Na = 0.57 Ip= 1,0 ap = 1.0 hx = 1 hr= 1 Rp= 3.0 27 3 7-8'6 32-1 Fp = 4.0*Ca*Ip*Wp = 2.28 Wp maximum ap*Ca*Ip 32-2 Fp = ------------{ 1+3(hx/hr) }*Wp = _o_.5_4_W_,:,..p ___ <=_=_G_ov_E_RN_s_ Rp*l.4 32-3 Fp = 0.7*Ca*Ip*Wp 1. BATT. (Most Heavy Eq.) = 0.40 Wp Equipment Weight = Equipment Height= Equipment Width = Equipment Depth= Vs= 0.54 * 2500 = 1357 lbs. Mot= Vs * h/2 = 4071 #.,.ft Mr= 0.85Wp*d/2= 2656 #-ft Uplift= (Mot-Mr)/w = 566.1 lbs. Required Tie Down Cap. = 283 lbs. at each corner. Equipment Tie Down (2) 3/8"Dia. A307 Bolts at each corner. 2500 lbs. 6 ft. 3.5 ft. 2.5 ft. minimum Shear Capacity of 3/8" Dia. Bolt =ll00xl.33=14.70 lbs. O.K. Tension Capacity of 3/8" Dia. Bolt =2200x1.33=2927 lbs. O.K. • I ,. ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY 1800 E. 16th STREET Dsgnr: 14 Job# 3786 Date: 2:50PM, 17 MAY 06 SANTA ANA, CA 92701 Description : Rev: 580002 Tel: (714) 835-2800 Fax: (714) 835-2819 User: KW-0600077, Ver 5.8.0, 1-Dec-'2003 {c)1983-2003 ENERCALC Engineering Software Description CHECK3" DIA. P.C. Scope.= Steel Column Page 1 3786.ecw:Calculations ' General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 . Steel Section P3STD Column Height 2.500 ft End Fixity Pin-Pin Live & Short Term Loads Combined I L,oads . !>Jfii::t ii •1%%AfWJWW&S&F&¥1 Axial load ... Dead Load Live Load Short Term Load Point lateral Loads ... Along Y-Y (strong axis moments) Along X-X ( y moments ) Summary 3.00 k 3.00 k k Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 36.Q0 ksi X-X Sidesway : 1.330 Y-Y Sidesway : 29,000.00 ksi 2.500 ft Kxx 2.500 ft Kyy Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments 0.000 in 0.000 in ..fil_ 4.071 k k Restrained Restrained Height 2.500 ft ft 1.000 1.000 Column Design OK Section : .P3STD, Height.= 2.50ft, Axial Loads: DL = 3.00, LL= 3.0Q, ST= 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 2.50ft, Y-Y = 2.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen} AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 XX Axis : Fa calc'd per EQ. E2-1, K*L/r < Cc YY Axis : Fa calc'd er·E . E2-1 K*L/r < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa: Actual Fb:xx: Allow [F1-6] Fl>:xx: Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy: Allow [F1-6] Fb:yy: Allow [F1-7] & [F1-8] fb : yy Actual I Analy~is Values 1:i9 t:c'& • 3t9%1i\ ¥ F'ex: DL+Ll F'ey: DL+LL F'ex : DL +LL +ST F'ey : DL +LL +ST 224,704 psi 224,704 psi 298,856 psi 298,856 psi 0.0665 0.0665 Dead 20.23 ksi 1.35 ksi 23.76 ksi 23.76 ksi d.00 ksi 23.76 ksi 23.76 ksi 0.00 ksi Cm:x DL+LL Cm:y DL+LL Live 20.23 ksi 1.35 ksi 23.76 ksi 23.76 ksi 0.00 ksi 23.76 ksi 23.76 ksi 0:00 ksi Crn:x DL +LL +ST Cm:y DL +LL +ST 0.1330 0.1000 DL+LL DL + Short 20.23 ksi 26.91 ksi 2.69 ksi 2.69 ksi 23.76 ksi 31.60 ksi 23.76 ksi 31.60 ksi 0.00 ksi 0.00 ksi 23.76 ksi 31.60 ksi 23.76 ksi 31.60 ksi 0.00 ksi 0.00 ksi 0.60 Cb:x DL+LL 1.00 0.60 Cb:y DL+LL 1.00 1.00 Cb:x DL +LL +ST 1.00 0.60 Cb:y DL +LL +ST 1.00 Max X-X Axis Deflection 0.000in at 0.000 ft Max-Y-Y Axis Deflection 0.000in at 0.000 ft ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job# 3786 Date: 2:50PM, 17 MAY 06 1800 E. 16th STREET Dsgnr: 14 SANTA ANA, CA 92701 Description : Tel: (714) 835-2800 scope: Fax: (714) 835-2819 Rev: 580002 User: KW-0600077, Ver 5.8.0, 1-Dec-2003 (c)1983-20Q3.ENERCALC Engineering Software Steel Column Description CHECK 3" DIA. P.C. I Section Properties f-¼kr¥tM¾MS Diameter Thickness Area Sketch & Diagram. (3~ AxlalOL=3k AxlalLL= 3k Axial ST= Ok P3STD 3.500 in 0.216 in 2.23 in2 Weight lxx lyy Sxx Syy Rxx Ryy Section Type = Pipe X y X (3): X-X Axis Point Load: OLc0, LLc0s, ST•4.D71k @ 2.5ft 7.57 #/ft 3.020 in4 3.020 in4 1.720 in3 1.720 in3 1.160 in 1.160 in Page 2 · 3786.ecw:Calculations i, Values for LRFD Design .... J 6.030 in4 Zx Zy 0.00 2.330 in3 2.330 in3 0.000 2!.1 1 ESI/FME,lnc. Sheet 30 STRUCTURAL ENGINEERS Date ?, 1 ~1/ P\;. JN. 3 r<16 EXISTING STEEL BEAM W8x31 EX. STIFFENER BOTH SIDE OF WEB 1/ 4" BEAM CONNECTtO·N NEW STEEL BEAM W8x31 ESI/FME J . ,, ESI/FME,lnc. Sheet STRUCTURAL ENGINEERS Date ' JN. Id !.ll l'I I I \ ' ! 3/A., "'·,,,_ \ ~ . \ , '···-· ... ... , '-,, .. PL 3/8"x5"x12" \ \. ' ' \\ '-TOP CHORD MEMBER OF (E) STEEL TRUSS JO!Si·s, V.l.F. PLATFORM CONNECTION SECTION SCALE · 3/ 1 ESI/FME,lnc. STRUCTURAL ENGINEERS /·-GRATE (W-19-4 ~ / 1 /2"x3/16") I Sheet Date JN. r Pl 1/4" STIFFENER / / SINGLE L7"x4"x3/8"x0'-6" • . • ! ./ / W6x15 OR C6x13 --, -22._ 1 -22._, l --"--/-----------L 7/_ ---------_::,\_ --f', Ti"--:--I . -\ I -·; . -·y.-~~ ro i "-: ii I + \ / I . -1---/ --- \ ... 11 II' / 00 i 00 ; ", \ ; J,, "-' "' 1" ····[)--1/s·_,;·,.;_)_ 1 _---+--1--__ j 1 r _ /~~< 11 [ __ .,+. ~ ~:: I I / / 0::). f , .I ·' 1,/~ ,....,........_,: I / / l / / __ ,,,,. .. - 1 , ........ 1 I i --··-1--•7'-' ---,.,:....;---,Y"---1-------l----,.:-:-:.,~ ... ~- / / ,/.~ ' , I ,,.-/,,. . I I . I // ,/ // t=====:::.=:-:::.:::.:::.:::.:::.:::..:t---..,._, -.... I .., / .// .. . i'-~ -~-~ ' / 1 _// _,,,,,r , !~I f I / // ,,.,.,,. i ~ = · ~' i' i// / . ~:!""): t---r-----;---,:-J--r---r-"'-l4':b /7 ;J : i : n~' °'; N 'Z, , I ----------.. .. ----...... --........... -· ----.. 1--..... • -• 1'. ... :-i, 4-'.J/8"0 BOLT TOTAL ...... /;./ W8x28 _../ 1 / 4" I 1 5/8" MIN 1 5/8" I EACH CONNECTION OR W8x31 .. --.. _. ----k /·-· -... ----__ .. · }-.. _____ -· -,? BE1\I\tf -CONNECTION DETAIL SCALE '2 II , > r, r, J =i -v ESI/FME,lnc. STRUCTURAL ENGINEERS r---~-----------------------------, I I EQUIPMENT "--TIE TO BEAMS 3/8" ¢ M.B. SEE MFG DWH FOR EXACT LOCATION ( 4 BOLTS MINIMUM) Sheet 33 Date JN. 37ff, -• --------------'----< ------• -------------------------- _/ CHANNEL~ WF BEAM FOR SIZE @ BACK SEE PLAN EQUIPMENT ANCHORAGE E51/FME STL-26 New Aoo,r,oN FOR REFERENCE ONLY CLIENT .. '7 ·Ci VERIZON WIRELESS . JOB NO. ---=-=99~90c..:.=03~12~-PAGE_,:..-.,_ of _ !- PROJECT _--=CA~LLA=-==WA---'"Y __ DATE CHECKED ____ DATE ~ -~-OZ-.. TETRA TECH, INC. DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY __ COMPUTED BY JED . S \ 'I btA Yo0\ .... ··-·-. ··---···-·--··-· ... -····· .... ---· ..•. _ .... ·-·--·-···---·-···--··· . ··-. . .. ·····----------·-···-·-·-··--·-··· . --.. - CLIE:NT VERIZON WIRELESS JOBNO._~99~90~03~12~_PAGE 3 of: 9_' -- PROJECT CALLAWAY DATE CHECKED DATE t ~z_&vz____ --=--==--'~----'------ TETRA TECH, INC. DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY COMPUTED BY JED . -- "'. y i H I i ! l ' LJ I' ... I I ; I I I J -····--·-····· -............. -·-·---··--·--······~----------· --------------···-··-- CLIENT VERIZON WIRELESS JOB NO. 99900312 u a PAGE , of___,I_ PROJECT_--=CA~ll=-'A"--'-'WA~Y-~ DATE CHECKED ____ DATE B-'Z.fb-D z__ TETRA TECH, INC. DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY COMPUTED BY JED . -- . . . ---· . .. .... ··-------· ...... -----···. ---................ -····-----·----· ...... -- CLIENT VERIZON WIRELESS JOB NO. 99900312 PAGE ½ of 0l -- PROJECT _ __;:C"--"AL=LA..,.,W-'-'-A-'-'--Y __ DATE CHECKED ____ DATE (b-zfb..:1t) z._ TETRA TECH, INC. DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY __ COMPUTED BY JED . l3Sb~ (6ro~ ... --·--· ---·--·-·----· ··-------·-----..... -·--···-----·--··--·--------------------~----- / ,0. VERIZON WIRELESS . JOB NO. ---==99=90=03'-'-"12,____ PAGE k) of_\ _ CLIENT DATE f?-., ..--7 9_ -f" -L PROJECT_~-~CA~L~LA~WA~Y __ DATECHECKED____ '--' ( ..... {) v TETRA TECH, INC. DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY __ COMPUTED BY JED . · f--/1.::iTi 10&,_ Tl29~fb j . R=-r..l\L. =-e b 5D~ + lo +5 4 -t "2.Zbt> ~ =-- ;r., l f !' . t-~1. t - ·,i ·-' f. 11 1 I j I ! ! .. . I I i _;,, ! ! ..... iMe:114 1 I -~.-u It; I ~.w...~ ! 1 I o· i I I f -;r-,if) . l j ' / ,. CLIENT VERIZON WIRELESS JOB NO. 99900312 PAGE f-of q -~~~--- 0 '7.Q ,,,., PROJECT CALLAWAY DATE CHECKED DATE (:)-~-DL-,---=--=--'~------ TETRA TECH, INC. DETAIL EQUIPMENT[ANTENNASUPPORT CHECKED BY COMPUTED BY JED -- ~bP\1!<>~ ~ -s'tocvt+-1 ( M~= loltse>4·ff /1,tl, % 0 f-c..,A;:f. ~ ·3J~ol1 ~y -:-S'S 4 /c. IB lr-b I·. { L I I•\ c.:, -s ·-·---·--------.... -. ·----· -·-·-----··--· . ---------.----··-······ -~----------------·-----·---.... --·-·· .. --. ----·-···---·------ J • (~J CLIENT VERIZON WIRELESS PROJECT CALLAWAY JOB NO. 9990031? PAGE b of C\ DATE CHECKED ___ DATE B ...:.z&-o-L- TETRA TECH, INC. DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY __ COMPUTED BY JED ----· -.. -~-. . .. -----.... -----~--··---..... . ------w---------. CLIE;NT VERIZON WIRELESS JOB NO. ----"'-99=9=00=-31=2 __ PAGE _q.,___ of q PROJECT _ CALLAWAY DATE CHECKED DATE g-l<-9,rvZ ---- TETRA TECH, INC. DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY COMPUTED BY JED . --- ·---·------.. -------·· -------·--·-----··--··· ---------··------·------------------·· ) NOTES: 2"C-3 1/3/0, 1 f2 CND FROM (E·) EL£CffilCAl ROOM OH JR (\£RIFY ROUTING IN FIELD). uYLl ~ 1' C.O. \\llli PULL ROPE FROM (E) MAIN ltLCO BACKBOARD IN MAIN ON FIRST FlOOR ("1:Rlf"Y ROU1JNG IN FIELD). NECT. CU, 1 #2 GND CABINET. \BINET. A POWER/TELCO ROUTING PLAN 'NG NOTES: \WG SOUD COPPER CONDUCTOR, BONO TO (E) MAIN SERVICE GROUNDING ELECTRODE. @· \WG STRANDED INSULATED COPPER CONDUCTOR FOR £0UPM£NT GROUNDING (IYP.): \WG STRANDED INSULATED COPPER CONDUCTOR 10 ">IJB' Al EACH SECTOR. I I I I I ~ I I ~ I I RE BATT 0 0 , -FUTURE 7 I RE I I I L ___ --__ (!. -Q. _________ , __________ _ DE -.--··· .... ------1-----------· (t BATT 0 0 , -FUTURE 7 I RE I I I L _______ ~----------!-----------· l GROUNDING PLAN ~· r-- 1 r-- .. .. . • ~-•••••••• _J_. __________ ···-··-··--21 ·-1 Q" 3'-5" I .,,_M_OM•H ¥ M "1' DEL. · DE 1350# RE 1600# ,,.~ , 1 ~ I ~1 I n STRUCTURAL A,NAL YSIS REQUI-RE0 DO NOT. DEVIATE FROM LAYOUT. NOTES: DA.SHED LINE INDICATES FUR)RE EOUIPMEMT. IT[MS NOT DIMENSIONED Af<E NOT I\IECESS/\Rll..Y ORJ\WN TO SC;\LF. CENTER LINE ( <~.) INDIC,'\TES cnrtrn I.IN[ CF [OUIPMENT l~NJ<. • • • • •• • • • • • •• • • • • • • • • .13A T1. • •. 2500# • • • • '1' ~ •,: ..... i I : 1, RE ·1600# Ni.., 8~3.\ ,.,~ "I" i:; , f,< • ~:· , ;,' '• ,·~ ~, •, ":.:;:: • I 1-',•.' ,; ~. •,, ,· ''! . .-. ·:-.~ ,}·,. ~. ' .. : .. : -~.: -~- : ,. i -·~ ·: • • ,-; : .. :.!',·: ~ onwireless .... u 'j /1 '® l~,c I _°f ·--·------ ') --:1 I I : ~ ESI/FME,lnc. STRUCTURAL ENGINEERS Sheet 32__ E S I .t , J JI Pi 1 /4 I L. • I STiFFENER / ; ,' GRATE (W-19-4 1 /2" "'/'1"11 \ I X,J b ) Date JN. ~-N°1 E L_/,, 4" , 18" O' ~" '.::lit -0_ X X..J1 · X ·-b 3 /'7-1/ r?' ?? e,k. / W6x1.5 OR C6x13 ·--, ~: ~: / . ' ,.._ ' r----1 -----. # /. • • '\. ~ •••• • • •••••• •• ••••• • •• • ••••• ·• .... • ••••• • • • • • • •••••• •• •• • • •••••• i• •• le • • •••• . ...... . ' . •••• •••• • • • • • • • •• • • • •••• •••• • • •••• "!I ' '• .. •• • • • ••• ..... . .-.. • • . ... . .. '. . • ••••• 1 /p" . , I -J -.,,.,,, . EO ~ ---01 • 4-·-:;/b v) LI I AL EACH CONNECTION -/."·. ;,··· ,, ' / ' '· · .. : ,,., . ···-?, ~:==+=---------t----------1 "oo ; f-I '----i ' ..--: I ,I ! -~ -j ... . ... -1~~--,,,+--- . . · I I I ... I I I <+ ...,,_, ... ··i. co :·co ---------; ---------i ~ N ~ :: C() ,,, .,- .... -':i !\-:. _./ .. , ____ _ W8x28 OR W8x31 / ./ 1/4'' --.~· ,, • M-•••o -i. 5/8" MIN 1 5/8" ,, .,/ ... . -.,_ ... ,~; ~-,,j- :: ,, r-0' -tj-' ---------: t-;: N -~ · BEA11 CONNECTION DETAIL SCALE --z" , , o" J ·= I ~I .. .. ,::,, ·': -\.-: ,--... ~~ -~J F M " ESI/FME,lnc .. Sheet "') I :; E S I STRUCTURAL ENGINEERS Date ~111/~t.. ••• •J • ••••• • ••••• • •• • ••••• ·J··· .. • ••• ·J· . • • • • •••• ••• • I • •el•••• 11M -'i q -t1 1 1 / ;, "x :-t / 1 h" f . ._ I • • ; -.._I V GRATE !f\ST.ALL TOP OF W8x24 , E'·-· .,.~ ··~r,z'·\j-'I : \It-L '-' -,,, ; '"'1 ;,.,-1 'v' 1· A -"-:,,_ ,l'.J1• • , .. _ PL 1/4" STIFFENER EV'H ~!Dr • • • . '" ' -t.. • • • r-I ,. B~LT~ · •••• -:J/8'0 u :::i.·· •••• • • '"' 3 ' " o" 1 o" ... ~L /~•~e•.J+ · -' . • ••••• ,yr.•... . . ~ i ·····., ! ,. • , • . •• • ••• 1/8 -~·· •••• • • • • • I • • • • • • • . ~--. ' . . .. . .. ~ .. , ... . . . "--. ••• • . " I';; .. .. ' _:_ . . . •••• 1-:1 i / 4" ,:;:·nFcE-~1cq r .,_ • / I ._,I. f j\l-,1 ~ E.fo.CH SiDE :; '1 /') / (j : 1" JN. TV[) I l, 312f.o ···,! 1 l-l t-,-1--·1./J,.. I I I I I. I I I I.J_ . ...-~ ; ... l , ......... J I ·: .. ; • I .. t< ./ .,.,·" ,!/ ··~ .. .JI,,/./. ·// . ;' / '·· ·_··.,,. W8x24 '<}·--1/4 1·:· .... :. ____ _, . . 1/2" MIN. ' .i-. .·· ·, ! TYP 5" i ; ·= ... --... ! . C)! ,, / ~ ,, ' ; 1, 1/"- I i -' . ···-···· ···-..... ·-. ..! : ,·; .-· 6 STiFFENER . , c,; I ' I tXiSTING coi-~CRETE SLAB ,,,--, I ,rn zj ~ -r-: --( S4_, I i1' _ l"-~ . ,l<1 ~ ..... \ I I · . Ll 1:1: .. · , ... ·-···-· .. ... G.,. 'N_t... . (E) STEEL DECK · ;)1 1 /!~" 2" 1,..,,, l·I '. · Ill A-1,I. '"-"'.I 1:1 1.1 1,1 / . ~{f~~ . i l ~:I L ' '":"'""' .;... .\ rt Ii I Pl ,:, !t:F ~ ! ; </JI"··._ i i ..J ·t ·,._ -;;-~ ··. ~ :<J , ~ ., . X X L ::.. n ·, \_ PL 3 '8" ,..,, 1 "'" . I X::) X L DT Ar·DnP\' 1 LA_ l-{ \._, 1. \~1 .) (E) STEEL V.LF. cor~NECTION SECTION ,..,...~, E JLit ... jn::::1'_0,1 ·i ... ... . ••• • • • •••• • ••• • • •••••• • ••• • • •• •••• • ••••• ••••• • ••••• • •• •••• • •• • • • • • • ••••• •••• • ••• ••••• •• •• • • • • • • • • • ••••• • • • • • • • • • • •••••• •• •• • • •••••• • • • • • • • • •• • ••••• • • • •• • • • •••• ESI/FME,lnc. Sheet '30 STR'UCTURAL ENGINEERS Date 3 / r;.,1 t?\;, .. JN. 3rJ!-6 • •••• 'EXISTING STEEL BEAM EX. STIFFENER BOTH SIDE OF WEB W8x31 1./ 4• F.P. ) K &--- NEW/STEEL BEAM 'ESI/FME 1 BEAM CO.NNECTION ESI/FME,lnc. STRUCTURAL ENGINEERS r---------------------------------, I I I I I I I 1· I I I I i I I I I EQUIPMENT -TIE TO BEAMS 3/8" </J M.B. SEE MFG DWH FOR EXACT LOCATION . ( 4 BOLTS MINIMUM) EQUIPMENT A·NCHORAGE .. Sheet 33 Date JN. -~7?6 -~ . r l 5x3x1/4 TYP LLH •••• • • •••• • ••• • • • •••••• •• • • •••• • • • • • • • • • • • • • • • • •• •• E51/FME STL-26 .. ·-• ESI/FME,lnc. STRUCTURAL ENGINEERS & CONSULTANTS March 21, 2006 · VERIZON WIRELESS 15505 Sand Canyon Irvine Ca. 92618 Attn. John Dang Re: Floor Load calculations for CALLAWAY CELL SITE Dear.John; Per your request , please find the floor loading calculation for Callaway site. It is OK to add following equipment as shown in enclosed calculations. DE unit $1350#, RE 1600# and SSE Battery 2500# as shown enclosed. Also note that the acceptable floor loading is limited to the proposed loading restrictions as outlined in this calculations. No additional or altered loads should be applied to this floor without further evaluation. ·Please do not hesitate to c~II us if we can be any further assistance to you in this matter. ESI/FME ·-.-~~ - 1800 E. 16th $treet, Santa Ana, CA 92701 • (714);835-2800 • .... • ESI/FME INC. STRUCTURAL ENGINEERS i ~ ESI • PROJECT: Structural Calculations of "EQUIPMENT SUPPORT" at CALLAWAY CELL SITE, 2180 RUTHERFORD ROAD, CARLSBAD, CJ EQUIPMENT SUPPORT@.CALLAWAY SITE Date: Client: June 2003 VERIZON Revisions: Client Job No. 306-3786 • !Shipped: I I ----·--------------· ---------- 1800 E. 16th Street, Santa Ana, CA 92701 • (714) ·835-28.00 • Fax (714) 835-2819 • • • .., ~ f ESI/FME, Inc. I') Sheet k E S I STRUCTURAL ENGINEERS Date STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1 . Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced ~nd qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. · 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used ·by a design professional, omissions are intended . 5. Copyright © -1994 by E S I / FM E, Inc. ____ t"\.L-; '"'L. u·-1-,..._ -in.:..:.r,;;--·AI!-r-'ghLs i"wCQ,\"l:l,J --OLH,oi~U ... ·cl --~r-19,i·i--1,;.-·-· ,-I , ,l -, -""""' l-U. -- This material may not be reproduced in whole or part without written permission of 'E S I / F M E, Inc. JN. ~ "".1 e.J,~ ,,-# ; ~ii.? PROJECT DESCRIPTION: \I£(< j ZtH" CA).,, LAVI {JJ'f PROJECT ENGINEER: CALCS BY: AL. I _ DATE: 6 I 2,6{(,)~ ASSOC. CHECK: DATE: ' • BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P{f FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: .~ SHTS: J/l,1 /8-r 25 DATE: 3/zt /Ob v tnit.: Ae <§:> SHTS: DATE: lnit.: <s> SHTS: DATE: lnit.: <§:> SHTS: DATE: lnit.: <g> SHTS: DATE: lnit.: 0 SHTS:. -DATE: lnit.: <§> SHTS: _ DATE: lni . E $I/FM E, Inc -Structural Engineel (This· signature is to be a wet signature, APPROVED BY: DATE: . ;. • h Ft 2'-0 1/2" a·-o 1/2' 2'-o 1/t TT ,_: • ~ \b~ l-~ \~r O I I -t-}FLT_ l.1,·-·~-~1-~-t-_lF===1l17-~~~+-~-· E'J!:=j•· t24VGNB l"-l. 1PNt • ~· ~ • ~+· ...._......,_,__, --l. _ ~ ~-°'-BATTERIES .!:i. :'.#250 #500 . 6500 #BOO #450 #555 . ff250 I: ~~O RMC hum RACK D4 CHANNEL. BAl5 MICROWAVE RACK RELTEC +24V AT&T +24V MICROWAVE -48V DC/DC POWER PlANT 90A-25 GNB ,. : POWER PLANT DC POWER DISTRIBUTION POWER PLANT BATTERY PLANT AND RECTIFIER BAY CJb Lihvvly UCO Miu; 11 I ;, ·I . L ·I i ,, ,,! o o n-o ·~-GTl-@1-ml #604 . #604 . #604 K716 HDII BS LD BS . . SECTOR/SECTOR BS THINCELL BS in.n r-r Gt nn.n -~t . s=1N JGori:} _pmrr=t 1 CE 1-t-~-r-·B_;;--~-;;--0=t-I RF 1-+· L_' •. #2500 NORTEL BOODR . i COMMON EQUIPMENT RACK NORTEL 800DR RADIO FREQUENCY RACK NORTEL MCTRO DIGITAL RACK NORTEL METRO RADIO RACK NORTEL URBAN COMMON EQUIPMENT RACK NORTEL URBAN RADIO FREQUENCY RACK C&O -48V BATTERY ·PLANT ' NOTES: eslgner Scole .) ,,. DOUBLE LINE INDICATES FRONT OF EQUIPMENT. ~ H.S. 1/4"==1'-o" CENTER LINE ( <t_) INDICATES CENTER LINE OF EQUIPMENT RACI<. PROPRIETARY INFORMATION Nol for use or disclosure outside AirTouch Cellular excopl · under wrllten ogreernenl Dr-owing Dole FIie Number A IR TOUCH"'. 7-29-99 TPL-EOP Cellular EQUIPMENT TEMPLATES ~· . . ____ , _ ....... _.,_ .. ~ ............. ....-, • .-,.,., •... ., .... , .... 1, ... .._._,..,_<1....,,i,11•1*'"'"<sll;,1r01•1~,,.,:<-,~r11l•"'r··, ____ ,-,,,....17""--·1 ... ,~ ... -...... -.. , ' ,~ .... ,-,,--,-",f"l··-.... -•--:r.~. '!"''"7-l!-.""':""'-:t' .. "!f:"'1";1 r--- 1 r-- , /• DE 1350# RE 1600# 21 ·-10" A , J R I 11/1 f 11 STRUCTURAL ANALYSIS REQUIRED II Ii, i DO I I I 1; I " '! NOT· DEVIATE FROM LAYOUT. NO.TES:_ DOUBLE LINE !ND!CA TES FRONT OF EQUIPMENT. DASHED LINE !ND!CA TES FUTURE EQUIPMENT. ITEMS NOT DIMENSIONED ARE NOT NECESS/1R!L Y DRAWN TO SCALE. CENTER LINE ( t.) !NDICA TES CENTER LINE OF EOU!PMENT RACK. BATT. 2500# RE 1600# NE.w 5,,.3\ · Pr-~-.}·1i'l~ 's'A~Y if'tF GP'.//,. 1t~)~~ :-..,;:~t ~•:':!' ~.,s.& y <l~~st".:i'!:'lt.,:·~ c.:~ .. :s. .::~ V7J?s;:-:/·J!t,t::'.;~-~-r;·,~ ~::(~-~~:·t !..t·::i,. wi-1t·~111· :,•.J··l.t'"':'', ~-~ R~" I L).\ .~ ~Jt_~~-'"<f}!•q,'>·.,, ~ ~-ver1 zonw1reless :,. .,. :,., :::·· l:)·&;-- l ,A /: l®L,t, ·w ~ V'~;'.:>Cl-''l.'';.,.S• I'' '<'l .. ·--·"i:.P. 1 ·':j;s"=-1:-0·· •• f U,s.'~~:i.) EQU!PMEN'i' LAYOUT <.; i,, ,, .. ,·,·.-,.--------------+,.,,,..,,,-.,-.--+Ir'',.' '" ,,, ','!'' " , ,,,,,,., ,,,, 5/22/0Ji '., ~ ., Coilo:11oy ·i~S!(-, ). • ESI/FME, Inc. STRUCTURAL ENGINEERS • w, WI Sheet 4 Date JN . 379G ,r tt New Aoo,r,oµ W1 ::(1350/i) /s.s-::: 193pll V\f i-= 12 fJ.l-r 20U.;: 32 p It W, =(I 3S0+/600¥x3.5= 42 /pl W-i ::_ gz p/ P Jt • t ~ E S I g tvt~; ~ fr • ESI/FME, Inc . Sheet .5 STRUCTURAL ENGINEERS Date L-.----~-----~--,----_j JN. 37JJG w, t~ I:: J; i. · W3 w, .vtf'i 1 i 1 il 1! ~. ~' 1350 ~ Wt -::(2S'OD/io-z) ~ 417-plf 'vV.t ::::{16 Oo /3 .. tr 2) =· 2 29 p If W'$:; 5Zplf Wi = ( 'l~(}C?+IGtJo)/?rL= G<S~s p /f' \4\ ~-'3 'lpf f }. • • • ESI/FME. STRUCTURAL ENGINEER~ Title : CALLAWAY Job#3786 b Date: 9:45AM, 26 JUN 03 1800 E 16th STREET Dsgnr: 14 SANTAANA, CA 92701 Description: Rev: 560100 Tel: (714) 835-2800 Fax: (714) 835-2819 U~er: KW-06077, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engjneering Software Description BM1 Scope: Steel Beam Design Page 1 c:\123r5w\data\3786\3786.ecw:Calculations General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W6X15 Center Span 7.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi . #1 . #2 #3 #4. #5 #6 #7 DL 0.012 0.193 0.012 LL 0,020 0.020 ST Start Location End Location Summary 1.330 1.330 04.830 , 4.830 7.000 Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = ~ .000 Moment fb : Bending Stress· fb/ Fb Shear fv : Shear Stres! fv /Fv Actual 1.016 k-ft 1.255 ksi 0.058: 1 0.480 k 0.349 ksi 0.024: 1 Allowable 17.489 k-ft 21.600 ksi 19.839 k 14.400 ksi k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Def! Length/(DL +LL Def!) -0.010 in 8,536.3: 1 8,215.9: 1 I \,~.[~~~,~~T;;~~!ii#WliiitMIMMl,a·r¾iki¼/lii:; ,., P\'iii4\Wii,§ft'·%-&\,,\$·,ttil:\··'· ,5ri;w,lBJ'.i,'u'·U· ,cJ,kd•~·,•D"u~&J,,'3,£' ;;n2,-fi,.,, .. , "¼ w,F .. ..:...J · «--These columns are Dead + Live Load placed as noted --» DL LL LL +ST LL LL +ST Maximum 1.02 k-ft _QnJy_ @ Center @ Center @ Cants @ Cants Max. M + Max. M- 0.98 1.02 Max. M@Left Max. M @ Right $hear@Left Shear @ Right Center Def!. Left CantDefl Right Cant Def! ... Query Def!@ 0.48k 0.45 0.41 k 0.37 -0.010 in -0.010 O.OOOin 0.000 0.000 in 0.000 0.000 ft 0.000 Reaction @ Left 0.48 0.45 Reaction@ Rt 0.41 0.37 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1 but Non-Compact, Fb Per Eq. F1-4 0.48 0.41 -0.010 0.000 0.000 0.000 0.48 0.41 -0.010 0.000 0.000 0.000 0.48 0.41 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I ~:,c!~0 ~.!!~P,e~!:~.,. "''"'~'~x15 @¥1%4 lfWliffiia+\\t t &•W@J;,'f .. §foifl"' %W\•-J ,,.54 .. ½'\iii,'' ·f¾Jevt\Nif:' 3 ••·5§5±1 .. /d'Yl&P;,, 'i'ili\3½ ·Iii/fr .. ,;,!fefi,, ;, /i,/M·,·,I ' Depth • " 5.990 in Weight 15.05 #/ft r-xx 2.563 in Width 5.990in I-xx 29.10 in4 r-yy 1.450 in Web Thick 0.230 in I-yy 9.32 in4 Rt 1.610 in Flange Thickness 0.260 in S-xx 9.716 in3 Area 4.43 in2 S-yy 3.112 in3 J. • • • r --.. ! j __ 7.00ft ~-l Lmax = 0.480 k Vmax @ left = 0.480 k --------------· ·-----------~ ----------___ _,_ --------- Mmax= 1.01 k-ft Dmax = -0.0102 in Rmax = 0.412 k Vmax@ rt= 0.412 k 1- J. • • • ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job# 3786 Date: 9:46AM, 26 JUN 03 1800 E. 16th STREET Dsgnr_: 1_4 SANT A ANA, CA 92701 Description : Tel: (714) 835-2800 scope: Fax: (714) 835-2819 Rev: 560100 User: KW-06077, Ver 5.6.1, 25-0ct-2002' {c)1983-2002 ENERCALC Engineering Software Steel Beam Design Description BM2 Page 1 c:1123r5wldata\3786\3786.ecw.Calculations General Information Calculations are designed.to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W6X15 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed ,Loads 7.00 ft 0.00 ft 0.00 ft 0.00 ft Pinned~Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi , £• ··'-·,&\, P' SE-~,,,,,::, 15',' i'll" Jq f J • ,;µ f¥.iii/A@diz 1w f f½ifl k+i Ph 2 <al$ Shydirii #1 0.012 0.020 #2 0.421 #3 #4 #5 #6 #7 DL LL ST Start Location End Location Summary 1.330 1.330 4.830 Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment · fb : Bending Stress fb / Fb Shear fv : Shear Stres~ fv I Fv l Force & Stress Summary IM'"'''~"" •?:fatevq,t..e'::. #1-'f"fVMi &&Ui&#WR ¥ 11eit& Actual 2.048 k-ft 2.530 ksi 0.117 : 1 0.927 k 0.673 ksi 0.047: 1 0.012 0.020 4.830 7.000 Allowable 17.489 k-ft 21.600 ksi 19.839 k 14.400 ksi k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.020 in 4,188.4 : 1 4,109.7 : 1 · <<--These columns are Dead + Live Load placed as noted --» DL _QnJy_ 2.02 LL LL +ST LL LL +ST Maximum @ Center @Center @ Cants @ Cants Max. M + 2.05 k-ft Max. M- Max. M@ Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ 0.93 k 0.76 k -0.020in O.OOOin 0.000 in 0,000 ft Reaction @ L,eft 0.93 Reaction@Rt 0.76 Fa calc'd per Eq. E2-1, K*Ur < Cc 0.90 0.72 -0.020 O.QOO 0.000 0.000 0.90 0.72 I Beam Passes Table 85.1 but Non-Compact, Fb Per Eq. F1-4 2.05 0.93 0.76 -0.020 -0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.93 0.93 0.76 0.76 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Width 5.990in I-xx 29.10 in4 r-yy 1.450 in Web Thick 0.230 in 1-yy 9.32 in4 Rt 1.61 O in Flange Thickness 0.260-in S-xx 9.716 in3 Area 4.43 in2 S-yy 3.112 in3 ). ;)_ • • • !~~7.00ft ~-l Lmax = 0.927 k Vmax@ left= 0.927 k Mmax = 2.04 k-ft Dmax = -0.0204 in Rmax = 0. 763 k Vmax@ rt= 0.763 k ~ ----· --------·----. ----·----------. ------ 9 >- • • • ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job#3786 ID Date: 9:47AM, 26 JUN 03 1800 E.16th STREET Dsgnr: 14 SANTA ANA, CA 92701 Description : Tel:, {714) 835-2800 Scope: Fax: (714) 835-2819 Rev: 560100 User: KW-06077, Ver5,6.1, 25-0ct-2002 (c)1983-2002 ENERCALCEngineering Software Description BM3 General Information Steel Section: W6X15 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads HP%• ?¥iii4fuiiti5&iiiiwe4@ri &&Mi& ri 7_00 ft o_oo ft 0.00 ft 0.00 ft Steel Beam Design Page 1 ' c:\123r5w\data\3786\378S.ecw:Calculations Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Dl:. LL ST #1 0.012 0.020 . #2 0.457 #~ #4 #5 #6 #7 0.012 k/ft Start Location · , End Location mary 1.330 1.330 4.830 0.020 k/ft k/ft 4.830 . ft 7~00 ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv· : Shear Stresi fv I Fv I Force & Stress Summary ™'"ifi&4W'&id/iii'ffii½ji i! ; £ ii&-Mi Maximum Max. M + 2.21 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant.Deft Right Cant Deft. ... Query Deft@ 1.00 k 0.82 k -o.022in 0.000in 0.000 in 0.000 ft Reaction @ Left 1.00 Reaction @ Rt 0.82 Fa calc'd per Eq. E2-1, K*Ur < Cc Actual 2.211 k-ft 2.731 ksi 0.126: 1 0;998 k 0.724 ksi 0.05Q: 1 DL ..Qnj_y_ 2.18 0.97 0.78 -0.022 · 0:000 0.000 0.000. 0.97 0.78 Allowable 17.489 k-ft 21.600 ksi 19.839 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.022 in 3,876.6: 1 3,809.1 : 1 <<--These columns a·re Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 2.21 k-ft 1.0Q 0.82 -0.022 -0.022 0.000 0.000 0.000 0.000 0.000 0.000 1.00 1.00 0.82 0.82 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam Passes Table B5.1 but Non-Compact, Fb Per Eq. F1-4 ! Section Properties W6X15 ' @-' ms,-'b1:;;ttf 'Ait5k iiilliiiWHM ¾£. a 5.990 in Width 5.990in I-xx 29.10 in4 r-yy 1.450 in Web Thick 0.230 in 1-yy 9.32 in4 Rt 1.610 in Flange Thickness 0.260 in S-xx 9.716 in3 Area 4.43 in2 S-yy 3.112 in3 • • • ' ,. 1_~7 - 00 tt ~-I Lmax = 0.997 k Vmax@ left= 0.997 k Mmax = 2.21 k-ft Dmax = -0.0220 ih ------------------------------. -. -~ ---- Rmax= 0.819 k Vmax@ rt= 0.819 k I l '----~------~--~--------------' • • • ESI/FME STRUCTURAL ENGINEER~ Title : CALLAWAY Job# 3786 /2 Date: 9:48AM, 26 JUN 03 1800 E. 16th STREET Dsgnr: 14 SANT A ANA, CA 92701 Description : Tel: (714) 835-2800 scope : Fax: (714) 835-2819 Rev: .5601 DD User: KW-06077, Ver5.6.1, 25-0ct-2002 (c)1983-2DD2 ENERCALC Engineering Software Description BM4 General Information Steel Section : W6X15 Center Span Left Cant. Right Cant _ LlJ : Unbraced Length I Distributed Loads h ·1• ->Vik ¥-9? ·-#¼Pl?foi:::?!:d?&i&&?\&-• #1 DL 0.417 LL ST Start Location End Location 3.000 7.00 ft 0.00 .ft 0.00 ft 0.00 ft * #2 0.229 1.330 4.830 Steel Beam Design Page 1 c:1123r5w\datal3786\3786.ecw·Calculations , Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements :1 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi #3 #4 #5 #6 #7 0.012 k/ft 0.020 k/ft k/ft 4.830 ft 7.000 ft Beam OK Static Load Case Governs Stress Using: W6X15 section, Span= 7.0Qft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.00_0 Moment fb : Bending Stress fb/ Fb Shear fv , Shear Stress fv I Fv I Force & Stress Summary lf'~-t:a¼ n& '.5 Ysy; 2FA,t&iJlA.J.@.,,,.;W%¥4¥iiWMW¥W& Max. M + Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ Maximum 2.25 k-ft 1.50 k 0.73 k -o.022in 0.000in 0.000 in 0.000 ft Reaction @ Left 1.50 Reaction@ Rt 0.73 Fa calc'd per Eq. E2-1, K*Ur < Cc Actual 2.247 k-ft 2.776 ksi 0.129: 1 1.495 k 1.085 ksi 0.075: 1 DL _QQ]y_ 2.23 1,49 0.70 -0.022 0.000 0.000 0.000 1.49 0.70 Allowable 17.489 k-ft 21.600 ksi 19:839 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.022 in 3,854.4: 1 3,807.1 : 1 <<-These columns are Dead + Live Load placed as noted ->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 2.25 1.50 0.73 -0.022 -0.022 o.boo 0.000 0.000 0.000 0.000 0.000 1.50 1.50 0.73 0.73 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k _ fBeam Passes Table 85.1 but Non-Compact, Fb PefEq. F1:4 Width 5.990in I-xx 29.10 in4 r-yy 1.450 in Web Thick 0.230 in 1-yy 9.32 in4 Rt 1.61 O in Flange Thickness 0.260 in S-xx 9. 716 in3 Area 4.43 in2 S-yy 3.112 in3 • • • ) I A ! __ 7.00ft -----{I Lmax = 1.495 k Vmax @ left = 1..495 k Mmax = 2.24 k-ft Dmax = -0.0220 in ___ ._,,_ ___ ·---------------,---~. -------=-------= -·_.::_-:--_: ---_:. -_-: _-----::-.-. --- Rmax = 0.732 k Vmax@ rt= 0.732 k 13 I ! I I ! ! ' i I • • • ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY 1800 E 16th STREET . Dsgnr: 14 SANT~ ANA, CA 92701 Description : Tel: (714) 835-2800 scope: Fax: (714) 835-2819 Rev: 560100 Job#3786 Date: 9:49AM, 26 JUN 03 Page 1 14 User. KW-06077, Ver 5.6.1, 25-0ct-2002 · (c}1983-2002. ENERCALC Engineering Software Steel Beam Design c:\ 123r5w\data\3786\3786.ecw. Calculations ', Description BM5 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W6X15 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.683 LL ST Start Location End Location 3.000 Summar 7.00 ft 0.00 ft 0.00 ft 0.00 (t #2 0.012 0.020 3.000 7.000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Using: W6X15 section, Span= 7.00ft, Fy::; 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stres~ fv / Fv I Force & $tress Summary · IJ:ibd;"-17~+.z,,ctfi"t ~; '/i'iln&di'J/¼ Mt5ilt4@ Actual 2.068 k-ft 2.554 ksi 0.118 : 1 1.699 k 1.233 ksi 0.086: 1 Allowable 17.489 k-ft 21.600 ksi 19.839 k 14.400 ksi #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.019 in 4,532.7: 1 4,352.5: 1 «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST Maximum DL _Qn!y_ 2.01 .@ Center @ Center · @ Cants @ Cants Max. M + 2.07 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant Deft : Right Cant Deft .... Query 0efl@ 1.70 k 0.58 k -0.019 in O.OOOin 0.000 in 0.000 ft 1,68 0.53 -0.019 0.000 0.000 0.000 Reaction@ Left 1.70 1.68 Reaction @ Rt 0.58 0.53 Facal9'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 85.1 but Non-Compact, Fb Per Eq. F1-4 Section Properties W6X1~ Depth Width Web Thick Flange Thickness Area 5.990in 5.990in 0.230in 0.260in 4.43 in2 Weight I-xx 1-yy S-xx 5-yy 2:07 1.70 0.58 -0.019 0.000 0.000 0.000 1.70 0.58 -0.019 0.000 0.000 0.000 1.70 0.58 ,-" , , ,> 15.05 #/ft 29.10 in4 9.32 in4 9.716 in3 3.112 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 2.563 in 1.450 in 1.610 in • • • J l ,) J __ 7.ooft ~-I Lmax = 1.699 k Vmax @ left = 1.699 k Mmax = 2.06 k-ft Dmax = -0.0192 in ---··---------·--------------·------·--··---------·--------------·-----~ ---· . ----------------. Rmax = 0.583 k Vmax@ rt= 0.583 k • • • ESI/FME STRUCTURAL ENGINEERS Title: CALLAWAY Job # 3786 / [ Date: 9:50AM, 26 JUN 03 f1/ Rev: 560100 1800 E 16th STREET Dsgnr: 14 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 Fax: (714) 835-2819 Scope: User:.KW-06077, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Steel Beam Design Description BM5 Page 1 , c:l 123r5w\data\3786\3786.ecw. Calculat,ons General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ; Steel Section : W6X15 Center Span Left Cant. Right Cant Lu : Unbraced· Length I Distributed Loads MWWh#WbMkW&ii?#i r_i f iM Wt¥@ #1 DL 0.267 LL ST Start Location End Location 3.000 7.00 ft 0.00 ft 0.00 ft 0.00 ft #2 0.012 0.020 3.000 7.000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Using: W6X15 section, Span= 7.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu= 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stresi fv I Fv I Force & Stress Summary i1:-44fi8if@f/#4\td9iWi#J':i%WMiW &&¥ Actual 0.915 k-ft 1.131 ksi 0.052: 1 0.719 k 0.522 ksi 0.036: 1 :mt i&¼&Wf5W@ d ft Allowable 17.489 k-ft 21.600 ksi 19.839 k 14.400 ksi Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.009 in 10,361.6: 1 9,461.6: 1 «-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST Maximum DL _Qn!y_ 0.86 @ Center @ Center @ Cants @ Cants Max. M + 0.92 k-ft 0.92 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ... Query Defl@ 0.72k 0.70 0.32 k 0.26 -o.009in -0.008 O.OOOin 0.000 0.000 in 0.000 0.000 ft 0.000 Reaction@ Left 0.72 0.70 Reaction @ Rt 0.32 0.26 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 85.1 but Non-Compact, Fb Per Eq. F1-4 0.72 0.32 -0.009 -0.009 0.000 0.000 0:000 0.000 0.000 · 0.000 0.72 0.72 0.32 0.32 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I~=~ Pro_e~rtie: ~5x15 BGA -llkiiitiiWiiiM•tffiih~i:W-·'ili\'ni& .. ¾frii•di/Hir'··k0 "4f.:9k© ·'5H5"•i\··'/l"" •1·+%•,,"61£-d•5lfditl· .. 5@ Depth · 5.990 in Weight 15.05 #/ft r-xx 2.563 in Width 5.990in I-xx 29.10 in4 r-yy 1.450 in Web Thick 0.230 in 1-yy 9.32 in4 Rt 1.610 in Flange Thickness 0.260 in S-xx 9.716 in3 Area 4.43 in2 S-yy 3.112 in3 •• • 11 ,--------------------- I_~7-00 tt ___ I Lmax = 0. 718 k \/max@ left= 0.718 k. Mmax = 0:91 k-ft Dmax = -0.0088 in Rmax = 0.315 k Vmax@ rt= 0.315 k • • • ' .. l Rev, 580000 Descriptioh. CHECK BEAM 7 General Information Fy -Yield Stress 36.00 ksi IS Multi-Span Steel Beam Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Load Duration Factor 1.00 · · Spans Considered Continuous Over Supports I Span Information ~ Description SPAN1 SPAN2 SPAN3 Span ft 6.63 8.00 8.00 Steel Section WSX31 WSX31 WSX31 End Fixity Free-Pin ·Pin-Pin Pin-Pin Unbraced Length ft 6.63 8.00 8.00 \Loads ~ Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 0.012 0.012 0.012 Live Load k/ft 0.020 0.020 0.020 Point#1 DL k 0.140 0.090 1.680 LL k 0.232 0.030 0.030 @X ft 3.310 Point#2 DL k 0.450 0.910 0.700 LL k 0.030 0.030 0.020 @X ft 3.310 4.000 6.250 Point#3 DL k 1.490 LL k 0.010 @X ft 8.000- I Results ~ f!i..~1! -. ,, • C .. ~ - Mmax·@Cntr k-ft 0.00 0.00 3.24 @X= ft 0.00 0.00 3.31 Max @ Left End k-ft 0.00 -4.76 -1.43 Max @ Right End k-ft -4.76 -1.43 0.00 fb: Actual psi 2,076.2 2,076.2 1,415.4 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 fy: Actual Bending OK Bending OK Bending OK psi· 466.7 510:4 643.4 Fv : Allowable psi 14,400.0 14,400.0 14,400.0 Shear OK ShearOK Shear OK I Reactions & Deflections '' : '' ~ ' -, , ;-1 .. ~ ~f.Ul)__ _ ___ '_......,!~.h.; Shear@ Left k 0.00 1.16 1.47 Shear @ Right k 1.06 0.21 1.22 Reactions ... DL@Left k 0.00 1.41 1.82 LL@ Left k 0.00 0.82 -0.14 Total@Left k 0.00 2.23 1.68 DL@Right k 1.41 1.82 1.07 LL@Right k 0.82 -0.14 0.15 Total @ Right k. 2.23 1.68 1.22 Max. Deflection in -0.067 0.007 -0.010 @X= ft 0.00 3.09 4.05 Span/Deflection Ratio 2,371.2 13,702.4 9,751.0 I Query Values ~ v,r,,<a,~!'l'i.~ . '····--· --~~-, ' ~~~'i,'/i:· ·~· , ',., -~~-,.,..;r.f~~,s:,.__,_..;.;.k..=wf-,;;;..,s._...,.., • .,,_,.,..;...11 Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.00 1.16 1.47 0.00 0.00 0.00 0.00 0.00 Moment k-ft. 0.00 -4.76 -1-.43 0.00 0.00 0.00 0.00 0.00 Max. Deflection in -0.07 0.00 0.00· 0.00 0.00 0.00 0.00 0.00 • • • ·Mmax @ left= 466.66 k-ft DL Reaction = 1.063 k LL Reaction = 0.000 k total Reaction= 0.000 k Mmax = -4. 75 k-ft at 0.00 ft from left Dmax = 2.2276 in at--0.06 ft from left DL Reaction = 0.000 k LL Reaction = 1.410 k Total Reaction= 0.817 k l9 ... • • • {' .. 1 Mmax @ left= 510.39 k-ft DL Reaction= 0.212 k LL Reaction = 1.410 k Total Reaction= 0.817 k 8.00ft Mma/< = -1.43' k-ft at 0.00 ft from left Dmax = 1.6793 in at 0.00 ft from left PH ft a 1 Mmax @right= -4.75 k-ft DL Reaction = 2.227 k LL Reaction = 1.818 k Total Reaction = -0.138 k 1-0 • • • I Mmax @ left= 643.43 k-ft .DL Reaction= 1.218 k LL Re<iction = 1.818 k Total Reaction =-0.138 k 8.00ft Mmax = 0.00 k-ft at 3:24 ft from left Dmax = 1.2189 in at -0.00 ft from left Mmax @ right= -1.43 k-ft DL Reaction = 1.679 k LL Reaction = 1.072 k Total Reaction = 0.146 k ll • • • , ., ,, General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy -Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports I Span Information @.@;f~V.™.,,.~WN&iiit™i&!itW:.!b~i&i...~o.#.b&§tti¥>AAl-~~%#idi§§§i%~~~.J&i!im~ Description Span ft Steel Section End Fixity· Unbraced Length ft I Loads "'" ., Live Load Used This Span ? Dead load k/ft Live Load k/ft Point#1 DL k LL k @X ft• Point#2 DL k LL k @X ft Point#3 DL k LL k @X ft I Results • ',.,,. ru ••• ' .. Mmax@Cntr k-ft @X= ft Max @ Left End k-ft Max @ Right 'End k-ft fb: Actual psi Fb : Allowable psi fv: Actual psi Fv : Allowable psi I Reactions & Deflections , " ,. Shear@Left Shear @ Right Reactions ... DL@Left LL@ Left Total@ Left DL@Right LL@Right Total @ Right Max. Deflection @X= Span/Deflection Ratio I Query Values •' Location Shear Moment - Max. Deflection , .. k k k k k k k k in ft ft[ k:~ in SPAN1 6.63 W8X31 Free-Pin 6.63 Yes 0.012 0.020 0.140 0.232 0.037 0.040 3.310 ' 0.00 o:oo 0.00 -3.42 1,493.2 23,760.0 Bending OK 289:9 14,400.0 Shear OK 0.00 0.66 0.00 0.00 0.00 1.23 0.84 2.08 -0.055 0.00 2,867.4 0.00 0.00 0.00 -0.06 "" ,. SPAN2 8.00 W8X31 Piri-Pin 8.00 Yes 0.012 0.020 0.720 0.040 0.780 0.040 4.000 p.oo 0.00 -3.42 -2.49 1,493.2 23,760.0 Bending OK 620.3 14,400.0· Shear OK 1.41 0.42 1.23 0.84 2.08 2.91 -0.08 2.82 0.007 3.73 13,379.1 0.00 1.41 -3.42 0.00 ;,., SPANS 8.00 W8X31 Pin-Pin 8.00 Yes 0.012 0.020 0.070 0.030 3.030 0.050 3.~10 0.260 0.060 6.630 4.94 3.31 -2.49 0.00 2,154.9 23,760.0 Bending OK 1,052.6 14,400.0 '' Shear OK 2.40 1.36 2.91 -0.08 2.82 1.17 0.19 1.36 -0.013 4.00 7,119.4 . 0.00 2.40 -2.49 0.00 " ·-· ' 0.00 0.00 0,00 0.00 0 ,, 0.00 0.00 0.00 0.00 " - 0.00 0.00 0.00 0.00 ,., . ... 0.00 0.00 0.00 0.00 " 0.00 0.00 0.00 0.00 ~ ~ ~ ,, ~ ·-----------~-------_____ ___::-._-_-·_:.:---=::-.:.-=--~ ~------· ----------------------~--_____ _:, -----------=-·.-:.-:=-----::.--=.~ -_ --- I ,_ ,, • • • • lf-------------,~6.62_ft _=_· _1 Mmax @ left= 289.91 k-ft DL Reaction = 0.660 k LL Reaction= 0.000 k Total Reaction= 0.000 k Mmax = -3.42 k-ft at 0. 00 ft from I sift Dmax = 2.0752 in at -0.05 ft from left DL Reaction = 0.000 k LL Reaction = 1.232 k Total Reaction= 0.842 k -... --~---·----------•--------·-------·-~----------••·--••-•• ______ • •-H-•-••·-----'.-------------~--·------. ------· ----·--------------------------------------------------·------------~-------- • • • ~, I J ,, I Mmax @ left= 620.27 k-ft DL Reaction = 0.421 k LL Reaction= 1.232 k Total Reaction :.0.842 k ·8.00,ft Mmax = -2.49 k-ft at 0.00 ft from left Dmax = 2.8217 in at 0.00 ft from left ] Mmax @ right= -3.42 k-ft DL Reaction = 2.075 k LL Reaction = 2.905 k Total Reaction= -0.083 k -----. --·c·=-·=--=---=· -=-·=··=-=·---=· =-·=· --=·::=.:-=--=· -=--=.:::.=---=·=·.c..=·-==-==--·-=---=-=· -=:-·=· --=:=-=· =·---==---=· . .:=:·=-:.:..:--:.:.:..::·· =-==-·=--=-=:::.c::--:::_·:. =--· =·-:_=-· ==--=-:::::..-:::::_:-.. -:::::_---:....=· -=· :=-=-=--· --=--.: =':::::...:_ -:::::·.:..=-=---=:---=---=--_::·-=--=·-=·--===-.1 ' Jr •\, • •• • Mmax·@ left= 1052.61 k-ft DL Reaction = 1.356 k LL Reaction= 2.905 k Total Reaction= -0.083 k Mmax = 0.00 k-ft at 4.93 ft from left Dmax = 1.3560 in at -0.01 ft from left Mmax @ right= -2.49 k-ft . DL Reaction = 2.821 k LL Reaction = 1.170 k Total Reaction= 0.185 k -----·------·--------------------------------------------~--------------------------------------------_;:_ ____ --· -------------------------·-L;:::==========-==-=-===-=====::::::::::::-====::::::.:==::::=:-=.---=---=·=--=-=·=---=---:::::_----=--=----=----:__::·-:_:__:--.::::--:.:.::-:::::::·__;:-::..::--:::.:----=-.--:::...:::::---:::.:-·=---==---=::::]-- i f ESI/FME; Inc . • E S I STRUCTURAL ENGINEERS Check LL= 12.8 plf OL~ &55 rlf . Totr¼Q :: 9 8 3 p I F Tr t' n L@erd • · T l"iJS Ies deSt'ff i'iB J · CV\ ~ p o ( rt t J l, e, ·jf- c hec.k. BM9 ~· I 55 I j ! I I m i Sheet JG Date JN. 378f, ,.. • •- • 'f t M ES ESI/FME STRUCTURAL ENGINEERS Title : CALLAWAY 1800 E. 16th STREET Dsgnr: 14 SANTA ANA, CA 92701 Description: Tel: (714) 835-2800 Fax: (714) 835-2819 Scope: Rev: 560100 User: KW-06077, Ver5,6,1, 25-0ct-2002 s·1ngle Span Beam Analys1·s (c)1983-2002 ENERCALC Engi_neering Software Description BM 9 I General Information ib®i&Mi A¼ Center Span Left Cantilever Right Cantilever I Point Loads m, ~Wk¥4iiiii4kt %9ii#'r®@ Magnitude Location I Query Values &tikW@Btii#S ' Center Location Moment Shear Deflection 11! summary I Moments ... Max + @ Center Max -@ Center @Left Cant @Right Cant 55.00 ft ft ft 5.890 k 3.500 ft 65.92 k-ft 0.00 k•ft 0.00 k-ft 0.00 k-ft Moment of Inertia Elastic Modulus Beam End Fixity 5:810 k 10.500 ft 0.000 ft - 0.00 k-ft 10.22 k 0.00000 in Left Cant Shears ... at 10.58 ft @Left at 0.00 ft @Right 1,000.000-in4 29,000 ksi Pin-Pin k ft 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 10.22 k 1.48 k Maximum 10.22 k Deflections ... @Center -0.904 in Maximum = 65.92 k-ft @Left Cant. 0.000 in @Right Cant 0.000 in at at at k ft Job#3786 2 ~ Date: 10:30AM, 26 JUN 03 I Page 1 c:\123r5wldata\378613786,ec:w:Calculations Right Cant Reactions ... @Left @Right 23.70 ft 0.00 ft 0.00 ft k ft 0.000 ft 0.00 k-ft 0.00 k 0.00000 in 10.22 k 1.48 k • • • !~~55.ooft __ I RI= 10.216 k Vmax@ left= 10.216 k ---------------------------· ----- Mmax = 65.91 k-ft at 10.58 ft from left Dmax = -0:9040 in at 23.69 ft from left Rr= 1.484 k Vmax@ rt= 1.484 k ---------· --·-·----------- Z8 ·.~ 1 ESI/FME,lnc. Sheet STRUCTURAL ENGINEERS Date JN. EXISTING STEEL BEAM W8x31 EX. STIFFENER BOTH s·IOE OF WEB 2i 3 / :1-, It? \;. 3 rJ',-6 NEW STEEL BEAM W8x31 ESI/FME BEAM CONNECTIQ:N • • ESI/FME,lnc. Sheet 80 STRUCTURAL ENGINEERS Date JN. W-19-4 1 1/2"x3/16"·····---, GRATE ·"'·· INSTALL TOP OF W8x24 · .. ·, .. _ LEVEL AND HORIZONTAL '· .. , PL 1 / 4-" STIFFENER··· ,,,., '·, EACH SID[ ·,,, ~--- 5/8"(/; BOLTS.-,,, "" ··,.,.,",,,. // / Pi_ 3/811x8"x10"·· .. "-.~',.. '~-.,., / // ~>--W8x24 I'-"· ', /. . ·.. 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CLIENT VERIZON WIRELESS JOB NO. -~99~90-"--"03'-'=12~_ PAGE 3 of_. -'-+Ci_ PROJECT _~CA~LL~A~WA~Y~---DATE CHECKED ____ DATE t ~z_&vz._ D!=TAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY __ COMPUTED BY JED . . l~t ~ . rl H i-I I /~-=4--=-ff u ~ I I ! l ' j l ~ It Lt___J I I ili . ! Jji I~ I I l I I ~-i. ffe-I ' '' ' i f l ~rvtA-f ==-Ss2-4t1j=1 1 _ _. V -A-t =. · _Lf ~-~ + ________ .. _ . ·-·-..... __ --···-· __ _ _ ___ ____ __ _ -~---------.. -· .. -·-·-···· -------w ··--------···-··---------··----------···-······. CLIENT . VERIZON WIRELESS JOB NO. ---=99=90=03'-'-"12=----PAGE ~ qf~9- • TETRA TECH, INC. PROJECT CALLAWAY DATE CHECKED DATE 8-ZJb--{)z__ -~~~------ DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY __ COMPUTED BY JED • . i dY)-S 'Z_•f..7_:flk' jef 1 . ~ 'l_J/ f-:oLT I . ... , h ............ ---..... --·---·. ··--------·-···· ................... ---·------·--··-···-··-- C!-IENT VERIZON WIRELESS JOB NO. ---=99=9=00=31=2 __ PAGE ½ °I of \ • TETRA TECH, INC. PROJECT _--=C-'-"AL=LA~W"--'-A'+--Y~_ DATE CHECKED ____ DATE 0,.:lb-1) z.._ DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY ___ COMPUTED BY JED . • • ----~ -~------·-------------------~---------------------------- / ,.,_ -f, .,. r q CLIENT . VERIZON WIRELESS . JOB NO. -~9=99~00~31=2 __ PAGE _0 __ of \ •• TETRA TECH, INC. DATE B--, ---9 R~D' / PROJECT_--"C"--'AL=LA"-'-'W=A_,_,_Y __ DATE CHEC.KED____ '-"' (...-'__,, '- DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY ___ COMPUTED BY JED . • . ... -. -·----·· .... -... ···-··-· , ..... ··········-·-·-····· ·-··· ·-··--·---······· ... ··--·----· ---------·-~ ----· --· ---·--·-. CLIENT VERIZON WIRELESS JOB NO. -~99~90~03~12~-PAGE f of Ql • TETRA TECH, INC. DATE g__.:-;~-D7 PROJECT_~CA~LLA~WA~Y---,-_DATECHECKED____ 0 U;;) ~ DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY __ COMPUTED BY JED • I r --------=-~----=-=--=--·----·--·-:======== ·····-·· .. -. ·-·-···· ·---· ·-····--· ·---------···-----·-·----. ···-·----·. ······---··----·--· ----·-·----- ., ~~ 'TETRA TECH, INC. CLIENT VERIZON WIRELESS JOB NO. __ 9=99"-=00=--'31=-2 _ PAGE 'b of_q~ PROJECT CALLAWAY . DATECHECKED ___ DATE &...:2$-tTL- DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY~-COMPUTED BY JED . G,..:)"-' ~-no.'.:) ""'f"= (f,-J ~ fw 1.V\;,= [~z.." {?f) '-\ + U •.( ""fz,") ~J -?'7 f =--z , l ! 1 . iV\'t.f.f:-t-7-t~4.''f'--/f.-t:'t..-£'.-(...,r~t z Yo 1 t: 1-l -l 6 ( 12.roo-i--) :,_ 1-S If 2.i~~ ; S~i',,A IL &-.,w~ . 'fl_'~' { \zJ f;~ [~1zoJtL ~ 3J8o~ 3Jf};o¼ \ i wtJrl~ '"f{or-J.7 i l' .:;.......____. .,_;!.~ ...j.:.~-~~~+=,,-;r nAoT=-3i&~ t iZ-s1) :!_ ~35;C,,_,rr , ,,i, , \ · t 11z_·\ • ----·---. -·-------· -----------....... ---·--------~-------· .. . ·-··---·-------·---------------------·---- CLIENT VERIZON WIRELESS JOB NO. 99900312 PAGE q of q ----"'==-- • TETRA T~CH, INC. PROJECT CALLAWAY DATE CHECKED DATE g-z.?Q-'UL -~~~------- DETAIL EQUIPMENT/ ANTENNA SUPPORT CHECKED BY ___ COMPUTED BY JED . • • -====== ---~·--------·-----------------------~-------------------------------------------------------------------------------- ·--· -----. --. ~-----... -----····------------------------------------.. ----. /'' D NOTES: 2"C-3 /{J/O, 1 #2 CND FROM (E) ElftTRICAl ROCM ON OR (\£RIFY ROO'llNG IN FlELD). LLY'T'\ ~ 4• C.O. \\llH PUU ROPE FROM {E) MAIN TELCO BACKBOARD IN M.AJN ON FIRST FlOOR {\-£RIFY ROUTING IN F1£LD). INECT. CU, 1 #2 GNO : CABINET. ~BINET. iOWER/TELCO ROUTING PLAN :NG NOTES: IWG SOLID COPPER CONDUCTOR, BOND TO (E) WJN SERVICE GROUNDING El.ECIROQC @· IWG STRANDED INSULA1£D COPPER CONDUCTOR FOR EOUIPMENT GROUNDING (JYP.): IWG STRANDED INSULA1£D-COPPER CONDUCTOR TO "N:,8" Al EACH S[CTC>R. I I I I I ~ I I ~ DE I I I $ : RE RE BATT 0 .Q -·...:l.,._ , -FUTURE 7 I RE I I I L · a. er I -------------------------------------- --(I'----,-----------· , -FUTURE 7 I RE I I I L __ ----------------!-----------· •• -~---____ ..:.:__::-"----~--------------=-------==-·---_---: ________ ---.:-.:·-==:.: ~=--=-.-::.c:.=-----=-·-=-=1c=. -·-----------_- ~ GROUNDING PLAN ESI/FME, Inc. Sheet 3/ STRUCTURAL ENGINEERS Date EXISTING CONCRETE. -., SLAB \ . . \ 4 , '; . flLLRWftY FlSL-D V6P..IF'( CO L-V 14N fttVS1 BE ON -:t-B t 19-M -B-elt) W _ JN. 37<?£" .. ----M --•--------- , ... :, \ . \ .-. -· .. \ TbP.· :CHORD-~iEMB~R .or· {t} Sittt TRUSS JOISTS,· V.1.f. ... ---:. .. ----~,.., .. .. ·-~s ..... c_A_.LE~ 11 PT.ATFORrJ COI'i~fE.CTIQN s·ECTIOti r-tn=1'-o~ J------------------