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Home My WebLink About2180 RUTHERFORD RD; ; CB081451; PermitCity of Carlsbad ·i.. 01-06-2009 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial.Permit Permit No: CB081451 Building Inspection Reques{Jlfne· (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title:. Applicant: 2180 RUTHERFORD RD CBAD . ., . ' Tl Sub Type: INDUST 2120702500 Lot#: 0 Status: $2,577,905.00 Construction Type: 5B Applied: Reference #: Entered By: CALLAWAY GOLF-72,3Q9 SF OFFICE Plan Approved: TO OFFICE-ADD 1385 SF MEZZANINE ( OFFICI;:). Issued: . . Inspect Area: .,·..... , .. Owner: :_t·}· ~ /, .. . . Plan Check#: . · CALLAWAY.'t,OL:.FCO ISSUED 07/28/2008 RMA 01/06/2009 01/06/2009 SMITH CONSUL TING ARCHITECTS ANDREW TARANGO STE 200 C/O DUCHARME MCMILLEN & ASSOC INC 20830 N TATUM BLVD #240 12220 EL CAMINO REAL 92130 858 793-4 777 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 STD #2 Fee STD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee $6,347.67 $0.00 $4,125.99 $0.00 $0:00 $541-.36 $0,00 $0:00 $0.00 -$0.00 $0.00 $0.00 $0.00 $0,00. $0.00 $0.00 $0.00 '.r/7::- PHOENIX AZ 85050 Meter Size Add'I Reel. Water Con. Fee Meter Fee . SDCWA Fee CFO Payoff Fee · · PFFJ31'.0554b) PFF '(4305540) License 'tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) traffic Impact Fee (4305541) PLUMBING TOTAL . ELECTRICAL TOTAL MECHANI.CAL TOTAL Master Drainage Fee Sewer'Fee RedevParkingFee · Addit)~~~I: F~$s HMl?-Pee-. . · ,,-, TOTAL'PERMIT FEES Total Fees: $19,526.51 Tot~I Payments To Date: $19,526.51 Balance Due: .. • $0.00 $0.00 $0.00 $1,108.96 $1,900.09 $0.00 $0.00 $0.00 $2,240.00 $0.00 $83.00 $20.00 $24.00 $0.00 $3,135.44 $0.00 $0.00 ?? $19,526.51 $0.00 Inspector:~ Fl NAL' APPR,Q\ij\1£'. Oat~: 12-,P:(!P1 ·\; .. 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 Gode 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 rightto protest th~ specJfied fees/exactions DOES NOT APPLY to water and se~er connection fees and capacity changes, nor planning, zoning, grading or other sill)ilar application proce~sing or service fees i_n-connection with this project. NOR DOES IT APPLY to any fees/exaction~ of whir.h vou have nreviouslv beeh aiven a NOTICE similar-to this or as towhiclrthe statute of limitations has oreviouslv otherwise exoired. i A. Cit~ ·of Carlsbad 1635 Faraday Ave., Carlspad, CA 92008 760-602-2717 / 2718/ 2719 Fax: 760-602-8558 Building Permit Application JOB ADDRESS Est.Value Plan Ck. Deposit Date SUITE#/SPACE#/UNIT# APN 2180 Rutherford Road 212 070 29> -00 CT/PROJECT# LOT# PHASE# II OF UNITS II BEDROOMS II BATHROOMS TENANT BUSINESS NAME CONSTR. lYPE OCC. GROUP CALLAWAY GOLF V-B A,B,F,S DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 72,309 S.F. office tenant improvement including structural; mechanical, plumbing and electrical within an existing 2-story tilt-up concrete and glass building. Also included is the construction of a 1,3~5 S.F. office are(mezzanin~ No site modifications ar~ a part of this permit. \ Cff t CL . EXISTING USE PROPOSED USE GARAGE (Sf.} PATIOS (SF). DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS A2, B1, F1 and S1 A2, B1, F1, and S1 YEsO. Ne@ YES[Z]NoD YES[Z]NoO CONTACT NAME (ff Different Fam App/leant) APPLICANT NAME Andrew Taranao-Smith Consulting Arch. ADDRESS CITY STATE ZIP PHONE FAX EMAIL PROPERTY OWNER NAME CALLAWAY GOLF COMPANY ADDRESS 2180 Rutherford Road CITY STATE ZIP . Carlsbad CA 92008 PHONE FAX (760) 931-1771 (760) 930-5350 EMAIL mikema@callawaygolf.com, eds@callawaygoU.com ARCH/DESIGNER NAME & ADDRESS STATE LIC. II .Chervl D. Smith-12220 El Camino Rea· C11701 Workers' Compensation Declaration: / hereby affirm under penally of peljury one of the following declarations: ADDRESS CITY PHONE EMAIL 12220 El Camino Real, Suite 200 STATE ZIP San DieQo CA 92130 FAX (858) 793-4777 (858) 793-4787 andrewt@sca-sd.com ZIP &/'L./7,,. b11... CllY BUS. LIC.# /Z,,07 '135 oo OJ'fiave and will maintain a certificate of consent to self-Insure for workers' compe~sation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. li2f I have and will.maintain workers' compensation, as re11uired by Section 3700 of the tabor Code, for the performance of the work for which this permit is issued. My workers' compensation i sura ce carrier and policy .. numberare:lnsuranceCo l)U:, t,ll'4(,IC .~ Ji,r (.t>rf', PolicyNoA-°lc.tJs~f'-{0'6'0 '1 ExpirationDate~""+_/__,_0_~--- This section need not be completed if the permit is for one hundred doliars ($100) or less. 0 Certificate of Exemption: I.certify that in the perfo ce of rk.for which this permit is issued, I.shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure lo secure wo co ·on overage Is unlawful, and shall subject an employer lo criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in i Section 3706 of he Labor code, interest and attorney's fees. I hereby affirm thaf I am exempt from Contractor's License La r the following reason: D I, as owner of the property or my employees with wages as their.sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply lo an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The' Contractors License Law does not apply to an owner of property who builds or improves thereon, ano contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law). I am exempt under Section ---~Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0Yes 0No 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person {firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person lo coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): RS PROPERTY OWNER SIGNATURE DATE Is th~ applicanror future building occupant required to St1bmlt a businessa, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Pr~ley-Tanner-Hazardous Substance Account Ac!J D Yes L..JNo Is !ne applicant or future building occupant required to obtain a permit from the air pollution control district or a!r,!iJ!ality management distrtct? 0Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0Yes LJNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT • • I certify that I have read the application and state that the above information Is co_rrectand that the lnfonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN /Wf WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official u the provisions of this Code shall expire by limitation and become nun and void if the building or work authorized by Stich permit is not commenced within 180 days from the date of Stich permit or if the building rk authorized by Sl,lch permit is SllSpended or abandoned at any time after the work is commenced for a perl f 180 days (Section 106.4.4 Uniform Building Code). < Jt5 APPLICANT'S SIGNATURE DATE City of Carlsbad Bldg Inspection Request For: 06/22/2010 Permit# CB081451 Inspector Assignment: TP --- Title: CALLAWAY GOLF-72,309SF OFFICE Description: TO OFFICE-ADD 1385 SF MEZZANINE ( OFFICE) Type: Tl Sub Type: INDUST Phone: Job Address: 2180 RUTHERFORD RD Suite: Lot: O Location: Inspector. L APPLICANT SMITH CONSUL TING ARCHITECTS Owner: CALLAWAY GOLF CO Remarks: CAN YOU FINAL? OR PROGRESS INSPECTION ? Total Time: . CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Requested By: CHRISTINE Entered By: CHRISTINE AL---------- i=--- ---------------------------------------- ----· -----·-----· -----------·· ------------------- Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR00003 ISSUED PCR01025 ISSUED PCR07105 ISSUED PCR08067 ISSUED NEW SEISIMIC CALCULATIONS; CALLAWAY-REV FLOOR/CEILING; ANCHORS -SEISMIC CALLAWAY GOLF; MECHANICAL REVISIONS CALLAWAY-DEFERRED SUBMITTAL; PARKING STRUCTURE STAIRS PCR08112 ISSUED CALLAWAY-DEFERRED STAIRS; SUBMITTAL PCR09035 WITHDRAW CALLAWAY GOLF HEADQUARTERS; APPLICANT WITHDREW PCR09069 ISSUED CALLAWAY-ADD COMPOUNDING LAB; ELIMINATE DAT A CENTER & MULTIPLE C< Inspection History Date Description Act lnsp Comments 12/21/2009 89 Final Combo PA TP STILL HAS A PENDING PCR 11/09/2009 17 Interior Lath/Drywall AP PD DATNBLACKJACK 08/13/2009 89 Final Combo PA TP TO OCCUPY ONLY, 2ND FLR & LOBBY 08/07/2009 89 Final Combo co TP 08/04/2009 14 Frame/Steel/Bolting/Welding AP TP ATRIUM CLNGS 08/0412009 24 Rough/Topout I AP TP 08/04/2009 34 Rough Electric AP TP LITES ATRIUM CLNGS City of Carlsbad Bldg Inspection Request For: 06/22/2010 Permit# CB081451 Inspector Assignment: TP 08/04/2009 44 Rough/Ducts/Dampers AP TP DUCTS ATRIUM CLNGS 07/27/2009 14 Frame/Steel/Bolting/Welding AP TP MAIN LOBBY WALLS 07/27/2009 34 Rough Electric AP TP 07/23/2009 :14 Frame/Steel/Bolting/Welding co TP MAIN LOBBY .07/21/2009 14 Frame/Steel/Bolting/Welding AP TP T-CLNG N.E. HALF 07/21/2009 24 Rough/Topout AP TP 07/21/2009 34 Rough Electric AP TP CLNG LITES N.E. HALF 07/2~/2009 44 Rough/Ducts/Dampers AP TP DUCTS VAVS N.E. HALF 07/20/2009 14 Frame/Steel/Bolting/Welding. co TP T-CLNG N. HALF 07/20/2009 24 Rough/Topout WC TP 07/20/2009 34 Rough Electric WC TP 07/20/2009 44 Rough/Ducts/Dampers WC TP 07/16/2009 84 Rough Combo PA TP TBAR CLNG SI; HALF CLNG LITES DUCTS VAVS 07/15/2009 14 Frame/Steel/Bolting/Welding co TP T-CLNG 07/09/2009 14 Frame/Steel/Bolting/Welding AP TP MAIN LOBBY STAIR SECT. 07/09/2009 17 Interior Lath/Drywall AP TP ATRIUM OFFICES 07/02/2009 14 Frame/Steel/Bolting/Welding AP TP ATRIUM OFFICE/CONF. RMS 1 & 2 FLR 07/02/2009 34 Rough Electric AP TP ATRIUM OFFICE/ CONF. RMS 1 & 2 FLR 07/01/2009 84 Rough Combo PA PD 06/11/2009 12 Steel/Bond Beam AP TP ATTRIU!\11 MTL PAN DECK 06/11/2009 12 Steel/Bond Beam AP TP DECK AND ROOF 06/01/2009 12 Steel/Bond Beam AP TP P.G, @ATRIUM STRUCT. CLMNS 05/20/2009 17 Interior Lath/Drywall AP TP 1ST FLR N. OFFICES 05/11/2Q09 14 Frame/Steel/Bolting/Welding AP TP 1ST FLR WALLS N/INCL. ATRIUM & MEZ. 05/11/2009 34 Rough Electric AP TP 1ST FLR WALLS N/INC. ATRIUM & MEZ. 05/06/2009 14 Frame/Steel/Bolting/Welding co TP 05/06/2009 17 Interior Lath/Drywall AP TP 2ND FLR 05/06/2009 24 Rough/Topout WC TP 05/06/2009 34 Rough Electric co TP 04/29/2009 24 Rough/Topout AP TP 2ND FLR 04/29/2009 34 Rough Electric AP TP SUJ3 PNLS, XFRMS ELECT RM ·255 04/23/2009 14 Frame/Steel/Bolting/Welding AP TP 04/23/2009 34 Rough Electric AP TP 2ND FLR OFFICES 04/21/20'09 14 Frame/Steel/Bolting/Welding AP TP 1 DF RMI 04/21/2009 34 Rough Electric AP TP 1DF RM. 04/20/2009 11 Ftg/Foundation/Piers AP TP G.B.S @ATTRIUM 04/20/2009 12 Steel/Bond Beam AP TP 04/20/2009 14 Frame/Steel/Bolting/Welding AP TP SECURITY OFFICE 04/20/2009 34 Rough Electric AP TP 04/07/2009 21 Underground/Under Floor AP TP 04/07/2009 31 Underground/Conduit-Wiring AP T.P . OPEN OFFICE AREA 146 Inspection List Permit#; CB081451 Type: Tl INDUST CALLAWAY GOLF-72,309 SF OFFICE TO OFFICE -ADD 1385 SF MEZZANINE ( 0 Date ln~pection l~em lnspE!ct~ Act Comments 12/17/2009 89 Final Combo TP AP 11 /09/20,09 17 Interior Lath/Drywall PD AP DAT A/BLACKJACK 08/13/2009 89 Final Combo TP PA TO OCCUPY ONLY, 2ND FLR & LOBBY 08/07/2009 89 Final Combo TP co 08/04/2009 14 Frame/Steel/Bolting/Weldin TP AP ATRIUM CLNGS 08/04/2009 24 Rough/Topout TP AP 08/04/2009 34 Rough Electric TP AP LITES ATRIUM CLNGS 08/04/2009 44 Rough/Ducts/Dampers TP AP DUCTS ATRIUM CLNGS 07/27/2009 14 Frame/Steel/Bolting/Weldin TP AP MAIN LOBBY WALLS 07/27/2009 34 Rough Electric TP AP MAIN LOBBY WALLS 07/23/2009 14 Frame/Steel/Bolting/Weldin TP co MAIN LOBBY 07/21/2009 14 Frame/Steel/Bolting/Weldin TP AP T-CLNG N.E. HALF 07/21/2009 24 Rough/Topout TP AP 07/21/2009 34 Rough Electric TP AP CLNG LITES N.E. HALF 07/21/2009 44 Rough/Ducts/Dampers TP AP DUCTS VAVS N.E. HALF 07/20/2009 14 Frame/Steel/Bolting/Weldin TP co T-CLNG N. HALF ·01 /20/2009 24 Rough/Topout TP WC 07/20/2009 34 Rough Electric TP we 07/20/2009 44 Rough/Ducts/Dampers TP WC 07/16/2009 84 Rough Combo TP PA TBAR CLNG SE HALF CLNG Ll"fES DUCTSVAVS 07/15/2009 14 Frame/Steel/Bolting/Weldin TP co T-CLNG 07/09/2009 14 Frame/Steel/Bolting/Weldin TP AP MAIN LOBBY STAIR SECT. 07/09/2009 17 Interior Lath/Drywall TP AP ATRIUM OFFICES 07/02/2009 14 Frame/Steel/Bolting/Weldin TP AP ATRIUM OFFICE/CONF. RMS 1 & 2 FLR 07/02/2009 34 Rough Electric TP AP ATRIUM OFFICE/ CONF. RMS 1 & 2 FLR 07/01/2009 84: Rough Combo PD PA 06/11/2009 12 Steel/Bond Beam TP AP ATTRIUM MTL PAN DECK 06/11/2009 12 Steel/Bond Beam TP AP DECK AND ROOF 06/01/2009 12 Steel/Bond Beam TP AP P.G. @ATRIUM STRUCT. CLMNS 05/20/2009 17 Interior Lath/Drywall TP AP 1 ST FLR N. OFFICES 05/11/2009 14 Frame/Steel/Bolting/Weldin TP AP 1ST FLR WALLS N/INCL. ATRIUM & MEZ. 05/11/2009 34 Rough Electric TP AP 1ST l=LR WALLS N/INC. ATRIUM & MEZ. 05/06/2009 14 Frame/Steel/Bolting/Weldin TP CO· 05/06/2009 17 Interior Lath/Drywall TP AP 2ND Ft-R 05/06/2009 24 Roug h/T opout TP WC 05/06/2009 34 Rough Electric TP co 04/29/2009 24 Rough/Topout TP AP 2ND FLR 04/29/2009 34 Rough Electric TP AP SUB PNLS, XFRMS ELECT RM 256 04/23/2009 14 Frame/Steel/Bolting/Weldin TP AP 04/23/2009 34 Rough Electric TP AP 2ND FLR OFFICES 04/21/2009 14 Frame/Steel/Bolting/Weldin TP AP 1 DF RMI 04/21/2009 34 Rough Electric TP AP 1DF RM. 04/20/2009 11 Ftg/Foundation/Piers TP AP G.B.S@ATTRIUM Monday, December 21, 2009 Page 1 of2 04/20/2009 12 Steel/Bond Beam TP AP 04/20/2009 -14 Frame/Steel/Bolting/Weldin TP AP · SECURITY OFFICE 04/20/2009 34 Rough Electric TP AP 04/07/2009 21 Underground/Under Floor TP AP 04/07/2009 31 Underground/Conduit-Wirin TP AP OPEN OFFICE AREA 146 Monday, December 21, 2009 Page 2 of2 Cltw or c,arlsbad · Flnal Bulldlna lnsnectlon ~'( . Dept: Building Engineering Planning CMWD Plan Check #: St Lite Fire Permit#: CB081451 Project Name: CALLAWAY GOLF-72,309 SF OFFICE TO OFFICE -ADD 138p SF MEZZANINE ( OFFICE) Address: 2180 RUTHERFORD RD Contact Person: BOB Sewer Dist: CA Phone: 8589670944 Water Dist: CA Date: 08/07/2009 Permit Type: Tl Sub Type: INDUST Lot: 0 ·························································································································································· Inspected Date By: C I ""~ u.9"",.ts Inspected: l1.J ~~ ~otil Approved: X7 Disapproved: __ \ . Inspected -G Date By: Inspected: Approved: Disapproved: __ Inspected Date Hy: Inspected: Approved: Disapproved: __ ............................................................................................................................................................ Comments: --------------------------------------- November 17, 2009 Callaway Golf P.O. Box 9066 Carlsbad, California 92018 Attention: Ed Salinas w CHRISTIAN WHEELER ENGfNEER.fNG Reference: Callaway Golf Headquarters Tenant Improvements -Phase 3/5 2180 Rutherford Road, Carlsbad, California Building Permit #CB08-1451 Subject: Final Testing and Inspection Report Dear Mr. Salinas, CWE 2090094.3 Christian Wheeler Engineering has provided testing and special inspections of reinforced concrete, field welding, high strength bolting, non-destructive testing, mechanical anchors and epoxy anchors on the above referenced project as described in reports 1 through 14. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans and specifications and the applicable workmanship provisions of the California Building Code. If you have any questions, please do not hesitate to call me at 619-550-1700. Sincerely, CHRISTIAN WHEELER ENGINEERING ¥~ Michael B. Wheeler, R.C.E. 45358 lvIBW:cgc cc: (1) Callaway Golf-eds@callawaygplf.com (1) City of Carlsbad ...,_ 3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701 ·~· 1'41 CHR.ISTIAN WHEELER ENGINEER.ING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Test Location: Req. Strength: Date Sampled: Date Received: Sampled by: Tested by: Sample Type: Sample# 1533 1534 1535 Callawy HQ Phase III 2180 Rutherford Rd. PBG CPE Construction Main Lobby Fill-in & 2nd Floor Balcony Fill-in 4500 psi 7-17-09 7-20-09 JS NS Concrete Date Tested Age (days) 7-24-09 7 8-14-09 28 8-14-09 28 Job#: Permit#: Architect: Engineer: Supplier: Mix#: Admixture(s): Truck#: Mix Temp: Slump: Min in Mixer: Area (sq. inches) 12.566 12.566 12.566 2090094 CB081451 Smith Prime Structure Eng. Superior 828P 304 76° 3" 65 Maximum Load (lbs) 64,520 79,120 81,610 Plan File#: Ticket#: 152412 Air Temp: 80° %Air: UnitWt: Comp. Strength Failure Type (psi) 5,130 6,300 6,490 The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engmeenng m accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Callaway Golf -eds@callawaygolf.com (1) Pacific Building Group -Brandon@pbginc.biz (1) Prime Structural Engineers -binh.la@pse-sd.com (1) Smith Consulting Architects -andrewt@sca-sd.com (1) City of Carlsbad (1) Supplier Michael B. Wheeler, RCE #45358 3980 Home Avenue+ San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 Contractor Subcontractor 0 Reinforced Concrete 0 Shop Welding Material/Equipment: Weather: w CHR.ISTIAN WHEaER. Q~-Stressed Concrete L::ffield Welding ENGINEERING Architect Engineer D Reinforced Masonry · D Fireproofing Time Departed: noted otherwise, the work observed is, to the best of my knowledge, in compliance with the approved plans ond·specificotions. \ 0\\ Reg.# Superintendent's Signature Plan File# D Epoxy Anchors o ________ _ Dote 3 9 8 O [ I o m e ,\ v e n u e + S a n D i e g o , C A 9 2 1 0 5 + 6 1 9 -5 5 0 -1 7 0 0 + F r\ X 6 1 9 -5 5 0 -1 7 0 1 Contractor Subcontractor D Reinforced Concrete D Shop Welding Material/Equipment: Weather: Date :w CHRISTIAN WHEELER. Qlre-Stressed Concrete ~ rield Welding ENGINEERING Pro(ect # l G <J I 91. Engineer D Reinforced Masonry D Fireproofing Time Departed: "3, \~ oted otherwise, the work observed is, to the best of my knowledge, in compliance with the approved plans and specifications. ~'L hJui \ Q\',, Reg.# Superintendent's Signature / Plan File# D Epoxy Anchors D 3 9 8 0 IT o m-e Avenue + San Diego, CA 9 2 1 0 5 + 6 1 9 -5 5 0-170 0 + FAX 6 1 9 -5 5 0 -1701 Date ' I DATE: N9vember 26, 2008 JURISDICTION: Carlsbad PLAN CHECK NO.: 081451 EsGil Corporation In <P4rtnersli.ip witli. government for <.Buifaing Safety_ SET: Ill PROJECT ADDRESS: 2180 Rutherford PROJECT NAME: Office T.I. (Phase 3) for Callaway Golf - D APPLICANT ~ D PLAN REVIEWER D FILE ,r:gj The plans transmitted herewith have been corrected Where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected .plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: , Andrew Tarango 12220 El Camino Real, Ste. 200, San Diego, CA 92130 ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Andrew Telephone#: (858) 793-4777 Date contacted:· (by: ) Mail Telephone Fax In Person D REMARKS: By: Bert Domingo Esgil Corporation GA MB O EJ O PC Pax #:4787 Enclosures: 11/20/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 l• DATE: October 7, 2008 JURISDICTION: Carlsbad PLAN CHECK NO.: 081451 EsGil Corporation In <Partnersliip witli qovernment for (Bui[aing Safety SET:11 PROJECT ADDRESS: 2180 Rutherford PROJECT NAME: Office T.I. (Phase 3) for Callaway ·G9lf 1:1 APPLICANT ~ J~Ri9 P AN REVIEWER 1:1 FILE D The plans transmitted h~rewith have been corrected where necessary and substantially comply with the jurisdiction's building -codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith ·is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Andrew Tarango : 12220 El Camino Real, Ste. 200, San Diego, CA 92130 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. [:'.gj Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: J..n;.rr,. Telephone#: (858) 793-4777 Date c~tacteJ O/Y/( () (by/-yf3 Fax #: 4787 MailV Telephone Fax/In Person D REMARKS: By: Bert Domingo Esgil Corporation • GA • MB O EJ O PC Enclosures: 9/30/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' · Carlsbad 081451 October 7, 2008 RECHECK CORRECTION LIST · JURISDICTION: Carlsbad PLAN CHECK NO.: 081451 PROJECT ADDRESS: 2180 Rutherford SET: II · DATE PLAN RECEIVED BY DATE RECHECK COMPt.ETED: ESGIL CORPORATION: 9/30/08 October 7, 2008 REVIEWED.BY: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, 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. The approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit prints to: new complete sets of 8. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference .. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo · Carlsbad· 081451 October 7, 2008 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete 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: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. California Business and Professions Code. THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. • FOUNDATION 10. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. PLEASE SUBMIT THE ORIGINAL SOILS REPORT. 11. In Seismic Design Categories P,:,~9rf, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1802.2.7. THIS WILL BE CHECKED WHEN THE ITEM 10 ABOVE IS MET 13. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section A106.1.1. THIS WILL BE CHECKED WHEN THE ITEM 10 ABOVE IS MET. 14. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation .. THIS WILL BE CHECKED WHEN THE ITEM 10 ABOVE IS MET ADDITIONAL 17. PLEASE SEE THE ATTACHED PME (PLUMBING. MECHANICAL. ELECTRICAL ETC.} CORRECTION LISTS. . ) Carlsbad, 081451 . October 7, 2008 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. PLUMBING AND MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 081451 PLAN REVIEWER: Glen Adamek DATE: 10/6/08 SET: II GENERAL AND ARCHITECTURAL PME ITEMS 1. The "Revised Hazardous Materials Inventory & Scope of Work" letter from Elley Klausbruckner is incomplete. The "Hazardous Materials Inventory" was not included in the plan package. Please provided. The existing building has an existing Hazardous Material Technical Report on file. Please provide a new Hazardous Material Technical Report, or an updated report or letter addressing the changes in the building and the new Code changes. Please provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in IBC Tables 307.1 (1) and 307.1(2). A) Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. B) Clearly show the amounts for each type of hazardous material to be stored and in use. C) Clearly show the locations in the building where each type of hazardous material is being stored or used. D) Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with UMC Chapter 5. .. ' Carlsbad· 081451 October 7, 2008 3. Please explain the one-hour fire rated wall with 20 minute fire rated doors. Please show separated design or non-separated design. Please address the changes in occupancies and the changes in the Codes. For mechanical plan check, include the architectural design detailing the following: IBC 716.5. A) Fire Walls B) Fire Barriers C) Shaft Enclosures D) Fire Partitions E) Corridors F) Smoke Barriers G) Horizontal Assemblies H) Exit Passageways ' ' I) Vertical Exit Enclosures (Stair & Ramp Enclosures) If this tenant improvement contains any of the above assemblies, be sure to provide construction details. For example: Rated corridor construction style -Tunnel VS Full height corridor walls. 4. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 5. The ladder access on sheet A2.1 does not match roof access hatch on sheet M4.1? Also, the plans do not clearly show the required 42 inch tall parapet walls where the new HVAC units, access to the new HVAC units, and service clearances for the new HVAC units is within 10 feet of the parapet walls to serve as required "Guards". Please detail "Guards" around the edge of the roof. Please correct the drawings to show the required "Guards" (guard rails) as per IBC, Section 1013.5: "Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface ... " PLUMBING (2006 UNIFORM PLUMBING CODE) 11. Please provide cut-sheets and installation instructions for the proposed "direct vent water heater" showing required sizing, lengths and clearances for the combustion air duct system and flue duct system. Provide combustion air design for the new gas fired water heater: Show opening sizes and routing of ducts. UPC 507.0 " ' c · Carlsbad0 081451 October 7, 2008 . MECHANICAL (2006 UNIFORM MECHANICAL CODE) 1.2. To be reviewed when it is clear as to required fire rated separations. Review with ttie architect the locations that require (fir~/ceiling radiation/or fire/smoke) damper and/or shaft protection and identify installations on the mechanical plans themselves. See "Architectural PME" items above directly below the PME list heading. 15. Provide the exhaust and make-up air design for the occupancy type listed in Table 4.4. UMC 403.7. No calculations provided for the New Janitor's Room #155, and new Toilet Room #245b. Also, show the CFM exhaust rates for each room. 16. The plans do not clearly show the limits of the ceiling space to be used as return air plenum. Please correct. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Then address the following on the plans: C) Sheet M2.4 show an exhaust fan. EF/2-1 serving the new Toilet Room #245b, but it does not show how the exhaust duct is to be run without running through the ceiling plenum space. Exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums. UMC Section 602.1. D) Plans seem to show both new and existing exhaust ducts running through the ceiling plenum spaces. Please correct. Environmental and/or product- conveying duct systems shall not extend into or through ducts or plenums. UMC Sections 504.1 (Environment) & 505.1 (Product conveying). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. to speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. + ELECTRICAL & ENERGY PLAN REVIEW + 2005 NEC + JURISD.ICTION: Carlsbad DATE: 10/06/08 + PLAN REVIEW NUMBER: 08-1451 + PLAN REVIEWER: Morteza Beheshti 1. the electrical plans are ok. • ENERGY CONSERVATION 2. The envelope designer must sign the imprinted PERF-1 forms. NEW WATER HEATER SPECIFIED. NOT INCLUDED IN THE ENERGY DESIGN. PLEASE INCLUDE NEW WATER HEATER IN THE ENERGY DESIGN. Note: If you have any questions regarding this EIE!ctrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. · EsGil Corporation In <Partnersliip witli <}overnment for (}3uifaing Safety DATE: Augustll,2008 JURISDICTION: Carlsbad PLAN CHECK NO.: 081451 PROJECT ADDRESS: 2180 Rutherford SET:I PROJECT NAME: Office T.I. (Phase 3) for Callaway Golf D The plans transmitted herewith have been corrected where necessary and substantially_ comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D the plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil C~rporation 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: Andrew Tarango 12220 El Camino Real, Ste. 200, San Diego, CA 92130 D Esgil Corporation staff did not advise 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: fnry_ew Telephone#: (858) 793-4777 Date contacted: f-/Jz,,;ofr.by;J~ Fax #: 4787 Mail/ Telephone Fax/ In Person D REMARKS: By: Bert Domingo Esgil Corporation • GA • MB O EJ O PC Enclosures: 7/31/08 9320 Chesapeake Dri_ve, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 081451 August 11, 2008 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 081451 OCCUPANCY: B/Fl/Sl TYPE OF CONSTRUCTION: V B ALLOWABLE FLOOR AREA: SPRINKLERS?; YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: August 11, 2008 FOREWORD {PLEASE READ): JURISDICTION: Carlsbad USE: ACTUAL AREA: 72309 SQ. FT. STORIES: TWO HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/31/08 PLAN REVIEWER: Bert Domingo This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. __ Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. 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. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up. the recheck process, please note on this list (or a copy) where each .correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list w_hen you submit the revised plans. Carlsbad 081451 August i 1, 2dos • GENERAL 1. · Please make all corrections, as requested in the correction list. Submit three new complete 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: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Plans and calculations shall be signed by the California state licensed engineer · or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. California Business and Professions Code. THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. • INTERIOR WALL AND CEILING FINISHES 3. Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803.5." Carlsbad 081451 August i'l, 2008 • STAIRWAYS 4. Stairway handrails should not project more than 4 ½ inches into the required width. Section 1012.7. 5. Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 1009.3. 6. Stair risers shall be solid. Section 1009.3.3. 7. Handrails (Sections 1012 and 1009.10): a) Handrails are required on each side of stairways. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. If the handrail is not circular, it shall have a perimeter dimension of at least 4" and not greater than 6.25" with a maximum cross-section dimension of 2.25 inches. d) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. e) Handrails shall be continuous, without interruption by newel posts or other obstructions. f} Handrails shall extend 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. g) Erids of handrails shall be returned to a wall, guard or the walking surface. 8. Corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 715.4.7. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 715. PLEASE SEE THE DOORS 160-44 AND THE DOOR FROM THE EXISTING CORRIDOR 160. • ACCESSIBILITY 9. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. Carlsbad 081451 August 1 i, 2008 • FOUNDATION 1 O. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. PLEASE SUBMIT THE ORIGINAL SOILS REPORT. 11. In Seismic Design Categories -D',:'E:#r. P, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthqua~e motions. Section 1802.2.7. 12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 13. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section A 106.1.1. 14. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. • ADDITIONAL 15. PLEASE SUBMIT CALCULATIONS FOR THE NEW STAIRS AT THE LOBBY. 16. PLEASE SHOW SECTION 12 AS SHOWN ON THE DETAILS 2 & 7/A9. 17. PLEASE SEE THE ATTACHl;D PME (PLUMBING, MECHANICAL, ELECTRICAL ETC,) CORRECTION LISTS. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please iridfcate here if any changes have been made to the plans that are not a result of corrections from this.list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No The jurisdiction has contracted with Esgil Corporation loc·ated 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 Bert Domingo at Esgil Corporation. Thank you. , Carlsbad 081451 August 1 i, 2008 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • REMODELS, ADDITIONS AND REPAIRS 1. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 1134B.2. These requirements apply as follows: a) ihe area of specific alteration, repair or addition must comply as "new" construction. b) A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibillty features. c) Existing sanitary facilities that seNe the remodeled area must be shown to comply with all accessibility features. d) Existing drinking fountains (if any) must be shown to comply with all accessibility features. e) Existing public telephones (if any) must be shown to comply with all accessibility features. • SINGLE: ACCOMMODATION FACILITIES . 2. Show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 11158.3.2. The space is required to be: PLEASE SEE THE TOILET 235. a) ~60" diameter. b) _AT-shaped space as shown in Figure 11B-12(a) and (b). c) Doors are. not permitted to encroach into this space by more than 12 inches. 3. Show that the water closet is 16cated in a space, per Section 11158.3.2.3, which provides: a) A clear space in front of the water closet measuring 60" wide by 48" in front. Section 11158.4.1.2. 4. Doors in the room shall not swing into the clear floor space required for any fixture. Maintain the required clearances at the lavatory/water closet without the entry door swinging into those areas. Section 1115B.3.2.2. Carlsbad 081451 . . August 11, 2008 + ELECTRICAL & ENERGY PLAN REVIEW + 2005 NEC + JURISDICTION: Carlsbad DATE: 08/08/08 + PLAN REVIEW NUMBER: 08-1451 + PLAN REVIEWER: Morteza Seheshti 1. Please include the worst case available fault current from the serving utility company. Specify and justify the ampere interrupting capacity ratings of the service and sub-service equipment. NEC 110.9 2. Show or note on the plans the method used to limit fault currents to 10,000 amps or lower on branch circuits. 3. Please submit a completed electrical set to include all circuitry home run designations. 4. Plotted references and symbols on lighting and power plans from E2.1 to up to and including E3.4 have been fully darkened inside. All other sheet(s) are ok. 5. Please include relocated "DP2W" equipment load calculations for review. Existing 800 trip breaker is us$d to feed the 1200 amp "DP2W". Also, (12) 600 MCM feeders are used 'to intercept existjng feeders. 6. Please specify all feeders and conduit sizes shown on single line which will be burdened with an increase in load. 7. Please include existing "SUB-2" equipment load calculations for review. 8. Please specify all .equipment shown on single line to facilitate existing feeder intercept(s). 9. Please specify the ground electrode system for transformer ''T-6". 10. Please show the new location "DP2W" correctly. 11. Please provide receptacle outlet( s) within 25 feet of all HVAC equipment. Specify weatherproof and GFI protection for the roof top units (E4.1 ). NEC 210.8(8) 3 & 210.63. 12. Please specify a light fixture .disconnect switch (internal or external) for each fluorescent light fixture specified and supplied from multi-wire branch circuits and contain ballast(s) that can be serviced in place. NEC 410.73(G) 13. Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous_ or having a second source of power. IBC 1006, NEC 700.16. Carlsbad 081451 August 1·1, 2008 14. Please provide a minimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination. IBC 1006, NEC 700.1-6. 15. If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per manufacturers. labeling of the electrical equipment". 16. 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.) • ENERGY CONSERVATION 17. The envelope designer must sign the imprinted PERF-1 forms. Note: If you have any questions regarding this ,Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. PLUMBING ANO MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad + PLAN REVIEW NUMBER: 081451 PLAN REVIEWER: Glen Adamek DATE: 8/8/08 SET: I GENERAL AND ARCHITECTURAL PME ITEMS 1. The existing building has an existing Hazardous Material Technical Report on fil_e. Please provide a new Hazardous Material Technical Report, or an updated report or letter addressing the changes in the building and the new Code · changes. Please provide data on the proposed hazardous materials tQ be stored and used. IBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in IBC Tables 307'.1 (1) and 307.1 (2). a) Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. b) Clearly show the amounts for each type of hazardous material to be stored and in use. Carlsbad 08.1451 ) . August 11, 2.008 c) Clearly show the locations in the building where each type of hazardous material is being stored or used. d) Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with UMC Chapter 5. 2. Clearly show the existing and the proposed uses on the floor plans for each room or area of the building. 3. For mechanical plan check, include the architectural design detailing the following: IBC 716.5. a) Fire Walls b) Fire Barriers c) Shaft Enclosures d) Fire Partitions e) Corridors f) Smoke Barriers g) Horizontal Assemblies h) Exit Passageways i) Vertical Exit Enclosures (Stair & Ramp Enclosures) If this tenant improvement contains any of the above assemblies, be sure to provide construction details. For example: Rated corridor construction style - Tunnel VS Full height corridor walls. 4. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and s~aling just before the permits are to be issued. -·-5. Please correct the drawings to show the required "Guards" (guard rails) as per IBC, Section 1013.5: "Where appliances, equipment, fans, roof hatch openings or other components that require service ~re located within 10 feet of a roof edge or open side of a walking surface ... " 6. Please provide construction details of fire rated corridors showing the fire rated walls and the floor/ceiling and/or roof/ceiling construction including any fire rated construction. Carlsbad 081451 l •. August 11, 2008 PLUMBING (2006 UNIFORM PLUMBING CODE) 7, Provide calculations to show compliance with UPC Section 412.0 & Table 4-1, (Minimum Plumbing Facilities). 8. Correct the water line sizing calculations on sheet P0.1: Show the size and location of the public water meter on the plans and correct the water pressure loss at the·water meter as per UPC, Chart A-1. · 9. Include the gas piping sediment trap installed as close as possible to the appliance inlet with the plumbing design. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. UPC 1212.7. 1 0. Hot water supplied to a public use l~vatory or any bathtub is limited to a maximum temperature potential of 120 degrees. Detail how this temperature limitation is achieved. Note: The water heater thermostat may not be used for compliance with this Code section. UPC 413.1 & UPC 414. 11. Provide combustion air design for the new gas fired water heater: Show opening sizes and routing of ducts. UPC 507.0 MECHANICAL (2006 UNIFORM MECHANICAL CODE) 12. Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) damper and/or shaft protection and identify installations on the mechanical plans themselves. See "Architectural PME" items above directly below the PME list heading. 13. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of UMC 904.10.3.3. Please provide. Show required roof access ladder location. 14. The completed MECH-3-C forms are missing from the energy calculations forms provided. Coordinate the mechanical and the Title 24 outside air design. UMC 403:U-& Title 24 121 (b )2 & ( d). - 15. Provide the exhaust and make-up air design for the occupancy type listed in Table 4.4. UMC 403.7 Carlsbad 081451 ) . August 11, 2008 16. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Then address the following on the plans: a) Clearly show that all material exposed within the plenum complies with UMC Section 605.0. "Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements.of UL 181." b) Clearly show that all combustible materials exposed within the plenum space must comply with UMC Section 602.2. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. c) Exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums. UMC Section 602.1. d) Environmental and/or product-conveying duct systems shall not extend into or through ducts or plenums. UMC Sections 504.1 (Environment) & 505.1 (Product conveying). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed .on the plans. Carlsbad 081451 August 11, 2008 · VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Bert Domingo BUILDING ADDRESS: 2180 Rutherford BUILDING OCCUPANCY: B/S1/Fl BUILDING AREA Valuation PORTION (Sq.Ft.) Multiplier t.i 70924 34.37 MEZZANINE 1385 75.38 Afr Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bidg. Permit Fee by Ordinance ·I..-I Plan Check Fee by Ordinance J ..-1 Type of Review: 0 Complete Review 0 Other PLAN CHECK NO.: 081451 DATE: August 11, 2008 TYPE OF CONSTRUCTION: VB Reg. VALUE ($) Mod. 2,437,658 104,401 2,542,059 $6,281.521 $4,082.991 D Structural Only --D Repetitive Fee · -· CE] Repeats D Hourly I Hour* · ._I __ $_3,_s1_1_.s__.s1 · Esgil Plan Review Fee Comments: Sheet 1 of 1 macvalue.doc . ~· 4105 Sorrento Valley Blvd. San Diego, CA 92121 "::" \\_\. 'KLAUSBRUCKNER )) l AND ASSOCIATES _;.,.,,;...;... ________ ......, _____________________ _ September 22, 2008 Glen Adamek ESGIL 9320 Chesapeake Dr., Suite 208 San Diego, CA 92123 RE: Callaway Golf -HQ Building Revised Hazardous Materials Inventory & Scope of Wo:i;k Dear Mr. Adamek: · Tel: (858) 677-9878 Fax: {858) 677-9894 Attached is a revised hazardous materials inventory report for the n{)w proposed Control Area #1 within the existing Callaway Golf HQ Building. The scope of the work is limited to the some tenant improvements within previously named Control Area #2. However, since the previous Control Area #1 has been converted to offices a few years ago, the old Control Areas #1 & #2 have been converted into one control area [i.e. Control Area #1]. Please see attached plan for changes to the control areas and the inventory for the new proposed Control Area # 1. Based on the attached hazai:dous materials inventory, there are no proposed changes to the occupancy for the building. · If you have any questions or need additional information do not hesitate to call us. Sincerely, Elley Klausbruckner Klausbruckner & Associates Inc. .:l -C:,~. ""'a!i"" . . "' l • . ... ~ . • . .. • . 1 • • . • VJ<>lt::s .... ~ r==L::J 0 10 20 40' (;O' CALLAWAY GOLF HQ BUILDING • • {)0 ----• EXISTING CONTROL AREAS I I • . • • • . ro1cc II I u °a"" ""Y"" c-,i!i~ "c:f Previously approved Control Areas # l and # 2 • • 1 to be combined into one control area (i.e. Control Area # l). See I I _.u. __ ,.__..,., '-· ·--.L--. CONTROL ARf.A #.2 ~"l'ROXi>MlELY 1:30,000~ ,----,----------, I I I I I Ei"' I I I I I I '--------------1 'e:S" ~ a-~ II Previously approved Control Areas # l and # 2 to be combined into one control area (i.e. Control Area # l). See --.L.1.---1---' =--~ '·--.L--. • • e" • 4"& • • • ·1 • CONTROL' AI<£.A # I AITl':OXIIM.1tLY 1;:1:,200 51' • . L ~ ,~ CONTROL AREA #3 A!'PP..OXllVA'iCLY / ,20051" I • • • • • • • I 11.=:1 ~ ~"5"" • PLANNING/ENGINEERING APPROVALS PERMIT NUMBER 081451 DATE 7/28/08 ADDRESS 2180 Rutherford Rd TENANT IMPROVEMENT OTHER -- PLANNER Deborah Milam ~ENGINEE~~. ~.~~ DATE 8/28/08 .DATE~f!5/°@ 11:\ADMIN\COUNTER/PLANNING/ENGINEERJNG APPROVAIS • ' ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. ifcalculation based on building plancheck plan submittal. Address~ 21 ~~~R7t~J) R,D . Bldg. Permit No.Cf3 'ore,/ t-{-S-( Prepared by: )l() Date: .f!J/pef'tJ~ Checked by: ____ Date: ·~ . r . ----- EDU CALCULATIONS: List types and square footages for ~sos. Types of Use: (!}fB_C6 Sq. Ft./Units: l, 7~b ~ EDU's: _,_,_7_7 __ ~ Types of Use: ---'--------''---Sq. Ft./Units: ------EDU's: -----· Types of Use: ______ _ Sq. Ft./Units: _____ _ . EDU's: -----· iypes of Use: -------Sq. Ft./Units:----'------EDU's: ----- ADT CALCULATIONS: List types and square footages for all uses. ·Types of UseCFPlC'.G Sq. Ft./Units: {, 3~5,4 ADT's: _2J ...... t3~-- 'fypes of Use·:-------Sq. Ft./Units: ______ ADT's: _____ _ Types of Use: ______ _ Sq. Ft./Units: ------ADT's: ------ Types of Use: ______ _ Sq. Ft./Units: ------ADT's: ------ FEES REQUIRED: WITHIN CFO: ~S (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADRANT SW QUADRANT FEE/UNIT: __ ---'-'--- ~ TRAFFIC IMPACT FEE ADT's/UNITS: ---'·1-J}'----- X NO. UNITS:-__ _ =$ ____ _ X FEE/ADT: &? D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 =$21,Zt-.f-.D DIST. #3 __ ) AbT's/UNITS: ____ _ X . FEE/ADT: ___ _ =$ _____ _ D 4. FACILITIES MANAGEMENT FEE Z:ONE: ___ _ / UNIT/SO.FT.: U 5. SEWER FEE . EDU's: ,,. 7] BENEFIT AREA: ---=-'f __ _ EDU's: '-71 D 6. DRAINAGE FEES ·PLDA. ___ _ ACRES: ____ _ D 7. POTABLE WA TEA FEES UNITS CODE CONNECTION FEE X FEE/SO.FT./UNIT: ___ _ =$ ____ _ x FEE/EDu:f, 00 ~ X FEE/EDui2tB:Zb =$ f3L(:3.3Z- =$2-l2 f!) l ~ ~2- HIGH ___ /LOW __ _ X FEE/AC: ___ _ =$ _____ _ METER FEE SDCWA FEE IRRIGATION 1 F:\FARMER\KATHYIMASTERSIFEE CALCULATION WORKSHEET.doc2008.doc Rev. 7/14/00 ,, ' AD1 z;{poD C1 130J.5f) = 2~ -, . . j !. Carlsbad Fir~ Department Plan Review Requirements Category: TI, INDUST Date of Report: 10-06-2008 Name: Address: Permit#: CB081451 SMITH CONSULTING ARCHITECTS ANDREW TARANGO STE200 12220 EL CAMINO REAL SANDIEGO CA92130 Job Name: CALLAWAY GOLF-72,309 SF OFFICE Job Address: 2180 RUTHERFORD RD CBAD Conditions: Cond: CON0002980 [NOT MET] Reviewed bCu}O\ '/ 1. Card Readers shall not inhibit egress. All card readers shall disengage in the case of power out~ge or water flow. This will be demonstrated at acceptance testing. Doors shall be keyed and a master key provided for Fire :Department access -this shall be placed in Knox box prior to final. 2. SheetA:Xl -Indicate occupant load totals for each exit. Do9rs shall meet width requirements for number of occupanti;; exiting. Give directionals for exiting. If necessaey for legibility of occupant numbers, divide floors iilto quadrants. 3. Illuminated exit signs shall be placed in accordance with CFC 1011. Indicate on reflective ceiling AND electrical sheets. 4. Visibility -Exit ·signs shall be readily visible from any direction 'of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or path of egress travel is not immediately visible to the occupants. Exit signs placement shall be such that no point in a corridor is more than 100 feet or the listed viewing distance of the sign, whichever is less, from the nearest visible exit sign. CFC 1011.1 5. Specify rated doors on door schedule. Entry: 08/18/2008 By: cwong Action: CO Cond: CON0003092 i~~_EJJ,1 • ** APPROVED: THIS PROJECT HAS'BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. . THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 10/06/2008 By: cwong ,-~ctiol1: AP ·1 1-•• I 1. I. I I I .. I I. I 1. I I, I •• I PRIME STRUCTURAL ENGINEERS 11858 Bernardo Plaza Court, Suite 105C San Diego, California 92128 Tel (858) 487-0311 STRUCTURAL CALCULATIONS Callaway Golf HQ Tenant Improvement -Phase 3 Carlsbad, CA 2K8-130 Sheet 1 thru 56 Sheet L-1 thru L-120 ·1 .·~. I 1·. 1. I I ·I.· 'I ·I I I I . 1. I I al I Callaway Golf Headquarter Phase .3 Tenant Improvement Structural Calculation Index Conference Rm. Framing New Stair Framing Existing Joist Check Conference Rm. Lateral Analysis .Sheets 1 thru 35 Sheets .36 thru-46 Sheets 47 thru 56 Sheets Ll thru L120 I I , .I I I -I 1· 1· ' I I 1· I I I I • I 2K8~130 CALLAWAY GOLF PHASE 3 ATRIUM DESIGN LOADS ROOF LEVEL: DEAD LOAD INSULATION 1 1/2" METAL DECK SPRINKLERS MECH & l;LEC. SUSPENDED CLG. MISC. BEAMS. GIRDERS ·o.8 2.3 1.5 1.5_ 1.8 2.1 10.0 PSF 4.0 2.0 16.0 PSF LIVE LOAD: 20 PSF REDUCIBLE SECOND FLOOR. DEAD LOAD FINISH FLR 1.0 3" METAL DECK 2.3 3 1/4" LT. WT. CONC. 43.5 · SUSPENDED CLG 1.8 MECH & ELEC. 1.5 SPRINKLERS 1.0 MISC. 1.9 53.0 · PSF PARTITION 20.0 73.0 PSF BEAMS 5.0 GIRDERS 2.0 80.0 PSF LIVE LOAD: 100 PSF (REDUCIBLE) PRIME Job: 2F8·150 STRUCTURAL Date: c../aP ENGINEERS sht: _, _ -I I ··I I .I . .. I I I '.--., r, ·. RAM Manager v12.0 l · Callaway Golf -Ph. 3 · RAM DataBase: 2K8-130B 1NTERNATCNAt · Building Code: IBC General Criteria BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General ROOF LOADS: Consider RoofLive Loads, Ignore Snow Loads Roof Live Loads are Reducible DETERMINING NUMBER OF STORIES·FORLIVE LOAD REDUCTION: Include Roof Levels: No Inch.id~ Unreducible Levels: Yes Include Storage Levels: Yes SELF-WEIGHT: · Automatically calculate and include Self-Weight for Member Dead Loads: Beams: Yes . Columns: Yes Walls: Yes Slabs ( Decks: No Automati~ally calculate and include Self-Weight for Story Masses: Beams: Yes Columns: Yes Include half mass of columns above and below Walls: Yes Include half mass of walls above and below Slabs / Decks: Yes P !~ i MF .Job: £f:::<f'·13 <> STRUCTURAL Date:. C-.,/e, r ENGINEERS Sht: Z 06/13/08 11:58:02 I :, I I 1. I I I II 1·- 1 I I ·I I ~· I r1%tt RAM Steel v12.0 I ~ Callawcly Golf -Ph. 3 Bea-m Desi~n Criteria • RAM . DataBase: 2K8-130B 1NTI:RNATICNAL Building Code: IBC TABLES SELECTED: Master Steel Table: Default Steel Table: Alternate Steel Table: UNBRACED :LENGTH: Check Unbraced Length ramaisc ramaisc ramaisc Consider Point offoflection as Brace Point Noncoinposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange . Calculate Cb for all Simple Span Beams Use Cb=l for all Cantilevers SPAN/DEPTH CRITEJUA: Maximum Span/Depth Ratio (ft/ft): 0.00 DEFLECTION CRITERIA: Defa~lt Criteria Unshored Lid Initial (Construction Load): .o.o Post Composite Live Load: 360.0 Total Superimposed: 240.0 Total (Init+Superimp-Camber): 240..0 Shored Dead Load: . Live Load: Total Load: No11co111posite Dead Load: Live Load:· Total Load: Alternate Criteria Unshored Initial (Construction Load): Post Composite Live Load: Total Superimposed: Total (Init+Superimp-Camber): Shored· Dead Load: Live Load: Total Load: Noncomposite Dead Load: 0.0 360.0 240.0 0.0 360.0 240.0 Lid 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PR!MEJob: ~o STRUCTURAL Date: f:,/4P- r""~t·,,,,,-ct"'tt't ~ dfoii~b:.Kv Sht: -..:d- 06/13/08 11 :58:02 Steel Code: AISC LRFD I .·~· -1 I I ·I I .I II I I I I I I I ~· I rl1 Beam Desi ·RAM INTI:RNAroNAI. RAM Steel vl2.0 Callaway Golf -Ph. 3 Data.Base: 2K8-130B Building Code: IBC Live Load: Total Load: Note: 0.0 indicates No Limit , 0.0 o.o, CA1\1BER CRITEIUA FOR COMPOSITE BEAMS: Do not Camber Beams with Spari < 0.0 ft Do not Can:iber Beams with Weight< 0.0 lbs/ft bo not Camber Beams with Weight> 1000.0 lbs/ft. . Do not Camber Beams with Depth< 0.0 in Do not Camber Beams with Depth'> 100.0 in Percent of Dead Load used for Camber: 100:00 0.0 0.0 (For Unshored Composite the specified % of Construction DL is used) Camber Incren1ent (in): 0.250 Minimum Camber (in): 0.500 · ·Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber BeaiiTs with Span< 0.0 ft Do not Camber Beams with Weight< 0.0 lbs/ft Do not Camber Beams w_ith Weight> 1000.0 lbs/ft Do not Camber Beams with Depth < 0.0 in Do not Camber Beams with Depth> 100.0 in . Percent of Dead Load used for Camber: 100.00 Camber Increment (in): 0.250 _Minimum Camber (in): 0.625 Maximum Camber (in}: 4.000 STUD CRITERIA: Stud Distribution: Use Optimum Maximum% of Pull Composite Allowed: 100.00 Minimum% of Full Conaposite Allowed: 25.00 Maximum Rows of Studs Allowed: 1 Minimum Flange Width for 2 Rows of Studs (in): 5,500 Minimum Flange Width. for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Py (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of\Vidth (in): 0.250 Increment of Thickness (in): _0.125 Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on.Two Side~ of web F;f~i!\l!EJob· .2.../c.:l'·l.3° j"'fH~A ... -- STRllf'Tu'!DAt' Q,:,'-c,• t./oP--'"~'... n,. "t"·--'--Pa e 2/2 ENGINi::ERS Sht: _i_ g 06/13/08 11:58:02 . Steel Code: AISC LRFD -·---RAM Steel vl2.0 Callaway Golf -Ph. 3 DataBase: 2K8-l 30B Building Code: IBC Floor Type: ROPF . . - r,-·"\ . ~ ·r ---·1· · . . ---..,w..lll,., -·~---·- . ' -------------:---------------~----j • i ~e.,~/!rf~?rJf:J.>~\fr'j,\;fl~Ji?~_:ty;:;,/;:~}{:,;r::\;:· -.{_:\Y,h\}:]~l'~:~:1Y:/ti}~ttif~ ~ti~<·~JT;f~?~J?~t~5~1P"~.--i_(? ,: ~. ·:tt'·;: ', \.,< f ~- (~-·--\ t G.8/ ~-../ t. .. -~ t) ~')· ~44@;-~l!}~.H ]:~:~;Y_:~,j ......... ::~-:~ 'J~:~f.\~:\1;1:_:t }'. <· ::_;,_;jJ~J:L-'.~~!it!1iL'!~¥!. /\ ;-, / \ ~H J-:-y,7,~;'\ , 8.3 \( 8.4 i /I "v 1 ) I j, J ---r 7 ~ ! 88. , 1 \ ,,,, "----.. ,, \ ·,;\ }/ , ...... \ A ..... ,, ,/ '-... .... ,,.,, •• , 'i,,.,,' ·- ( .. --~,\ ~\ /,.,....,~·-x-7--'\ ( 8.7 ) { 8.8 ,)( .99J 9.2 ) \ '\_ ~,,;\' ,/ ··, ......... / ...,.....,.,,,/ --'::.~< .,.,,( .... _ .. ---..- 06/13/08 11 :58:02 Steel Code: AISC LRFD ~ ~ -,v ~~:::n Z"'. C-'') ,_ .. rri c-:::1 .... , rn .-,5 ~ ;:o ~ r-a1 c..r> l--'l er., 0 C-::T 0) 0 1~1~~ 0 - -------~· --- Surface Loads · Label DL CDL LL Reduction psf psf psf Type r':;·:r>:. :1 ROOF 10.0 0.0 20.0 Reducible --,,.~ -Page 2/2 06/13/08 11:58:02 Steel Code: AISC LRFD CLL · psf 20.0 MassDL psf 15.0 I / -::. c ~/if r .r cl"" cf3/;l:: .,, / ./'~-n,z.~ ~~1 T G') ::;c:~ -r· ;?-:; Q ::~ r,; c~··--_,,.... rr, -=~:; :~ :;;o· 5::,,. ,,·1 <:n-;--1 \ (/) C/ '-· ::r 03 0 -t--.-a ~~: ----RAM Steel vl2.0 Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Floor Type: 2ND FLOOR --- ~' ··-' . +······'·········· {0 r._:·-------; : : \ : ; : : . . . . : : : : . : . . . ' : : : (G~2 1 i ; ± -·---34: '(~f: :+ ---m __ 32 · -~ :01 : C') ~I ~I .i -F~. -- _________ ; ___ ,. _______ ---: ---:--------··-· .. : : : : : : ~~---· 3.7-. . : 0) C') ..... I N C') '<t , . /"~t :t.-( G.8 -}y---: 0--:: ·35 \: I : 3·3 , ·: ; 36 ±: :! ---: : i -·-···=======~:.t.::.:_:_·-:--·-·, ¼ '. j-l ~--.,./: . ~---'\ : ( H ·-L-----~----. \~ijsJ \. .. , ____ , '···-~ />, /""'"-.""-- ( 8.3 l\ 8.4 ) \, ___ _/ ,, __ . _,/ 1:·---,, /,,_:\ rr;:y:;-----, \ \ 8.7 ) ( s·.s J ~ ~-9Jx~.2 ) , .. __ ,,./ \,,, ___ . ,,/ "'-\::,., .. ,,./ ,, ....... / ---,.~ - 06/13/08 11 :58:02 Steel Code: AISC LRFD ~~-u G.'.> ;3~ XI 70r-.. 6-i c=J • .,,,. rn :::o $;; ~?"'"rn (./) 0 c... ::r ll) 0 n-ro !:r ~Iii! C ---RAM Steel vl2.0 Callaway ·Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Surface Loads · · Label 2NDFLOOR -----~--F · a - . . -- DL psf 73.0 CDL psf 51.0 LL Reduction psf Type 100.0 Reducible --,... -Page 2/2 06/13/08 11:58:02 · Steel Code: AISC LRFD CLL psf 20.0 MassDL psf 63.0 / == D /'fr r-r o /"-r-r- .>~ / /~ ??-~ .¢e:r ( <f A) .c...,, . ....,,__6 ~'.::?i -0 --·-;u G)C ;JJ :;;,e::C"">-rn -1::::;:,, rn S:::: :S.. ;::o -:0 en i£=: m (/.) 0 ~ ::r !l) 0 r-+ ,..+ er • • (I) •• ~lilt ---RAM Steel vl 1.2 Callaway Golf -Ph, 3 DataBase: 2K8-130B , ......... "._,. .. , Building Code: IBC Floor Type: ROOF --·----~--m~. -- C~) tr ---------·1--------------·.-----··--------r--------- QJ !% W12xl4 H4 : . . ~ : : +I'-. ··, I ffi W i : I . : T · ~ "* .. ::i:; .. , ........... . : ; l . . ·1 : : i I :. ·1 I ; I ' : ; ! : . II , : I : l : l \ \ : ! . l l i ' I N N ~ ..... $ N N ~ ..... $ N N ~ ..... $ 8 --------~ W12x14 I I I I W12!14 -ar-: -+ ' ' ' I I • I I > t G~' :: : : : : :: : ' ' ' ' ' ' ' ' ' ' : : : : : : : : : : .. ~: ........ ; ... ;=\··················e······:-······;4=-\·································e·····~···e······:········CEt······f···f········:·~ , 7 1 l. 8.3 A BA J a.7 a.s .99 9.2 ; "'-,.L,./ / "-.__/ .:__/ -·----.-- 06/04/08 14:58:21 Steel Code: AISC LRFD !:!! ~~ -0 _,. __ .. J ~ c~·· ;o ::;:::<.:>·-rn ·--j :, rn~p ~ ~~m (I) CJ "-::r 0) 0 ~ii ----RAM Steel vl 1.2 Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Floor Type: 2ND FLOOR ----___,,,._ __ --~ --·- ~ \ ....... ~ ...... .' ....................... .: ................ -........................................ ···············-r·····:···o··· ......... . J : : . .: : ' : .y : : ' ' ' ' ' ' ' . ' ' ' ' : : : ' . ' ,,-------• i i i ll\l..,.g><Lo . T . / r, ~ \ i i W1flx26 ··+N H · , · • 0\1 i I 1-\ I ~1 co 00 -.,!, in in (")! 111 I II II o, 0 0 1, co-1 0 0 N• "<t "<t xi ~ X cq! 00 "'t: .,.... ..- ~' $ $ ,' co in II 0 0 "<t X 00 ..- $ i = 11 v11 ?.iij II 'I . 011 IDf 1 N,, x:1 (0!1 >;t >,· :1 ' ·-l' . i / ~ ! : I : : I ~' + W1~x26 ti-1 If+ W16,x26 ± ·~ ~···~···················~e ~-~ ' ' --------· -----1---------------:--------------r---r----. --->-· 88~ --... ~ - 06/04/08 14:58:21 Steel Code: AISC LRFD rn en :;z: 5.::1 G:>c··· ~c-5 --1.- rra ~-::::! ~~· !:!1 .:x'] ,:;.:,. d il::: r1': Cf} o. ,_ ::S U) r,.? rt .-t' r.:-r ~ .. f ~\! 0 I .~ :I I I ·I I I " ·1 I I I I I I ,, I '{\1 RAM Steel v!2.0.! 11 ~ Callaway Golf -Ph. 3 Beam Desi2n Criterid RAM· DataBase: 2K8-130B 1NTEFNAT18NAl Building Code:· IBC TABLES:SELECTED: Master Steel Table: Default Steel Table: Alternate Steel Table: UNBRACED LENGTH: Check Unbraced Length ramaisc ramaisc ramaisc Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Bean:is Use Cb=l for all Cantilevers SP AN/DEPTH CRITERIA: Maximum Spap/Depth Ratio (ft/ft): 0.00 DEFLECTION CRITERIA: Default Criteria Lid Unshored Initial (Construction Load): 0.0 Post Composite Live Load: 360.0 Total Superimposed:· 240.0 Total (Init+Superimp-Camber): 240.0 Shored Dead Load: 0:0 Live Load: 360.0 Total Load: 240.0 Noncomposite Dead Load: 0.0 Live Load: 360.0 Total Load: 240.0 Alternate Criteria t/d Unshored fuitial (Construction Load): 0.0 Post Composite Live Load: 0.0 Total Superimposed: 0.0 Total (fuit+Superimp-Camber): 0.0 Shored Dead Load: 0.0 Live Load: 0.0 Total Load: 0.0 Nortcomposite Dead Load: 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 delta (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PRIMEJob: zic&-,~Q STRUCTURAL Date: ra/08 ENGINEERS Sht: If 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD 1. :- :1· I I I -I I -·- I ·I I I I I I ,. I ( ,11 Beam Desi2n Criteria .RAM INfERNATICNAl RAM Steel v12.0.1 Callaway Golf -Ph. 3. DataBase: 2K8-130B Building Code: IBC Live Load: Total Load: Note: 0.0 indicates No Limit ~--' 0.0 0.0 CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span < o~o ft Do not Camber Beams with Weight< 0.0 lbs/ft _Do not Camber Beams with Weight > 1000.0 lbs/ft Do not Camber Beams with Depth< 0.0 in · Do not Camber Beams with Depth> 100.0 in Percent of Dead Load used for Camber: 100.00 ·0.0 0.0 (For Unshored Composite the specified % of Construction DL is used) · Camber Increment (in): 0.2~0 · Minimum Camber (in): 0.500 · Maximum Camber (in): 4.000 CAMBER CRITERIA FOR NONCOMPOSITE BEAMS:· Do not Camber Beams with Span< 0.0 ft D·o not Camber Beams with Weight < 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft _Do not Camber Beams with Depth< 0.0 i:p. Do not Camber Beams with Depth> 100.0 in Percent of Dead Load used for Camber: 100.00 Camber Increment (in): 0.250 Minimum Camber (in): 0.625 Maximum Camber (in): _4.000 STUD CRITERIA: Stud Distribution: Use Optimum Maximum % of Full Composite Allowed: 100.00 Minimum% of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 1 Minimum Flange Width for 2 Rows of Studs (in): 5.500 Minimum Flange Width for 3 Rows of Studs (in): 8.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): l.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 · Increment of Length (in): 1.000 Do Not Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides ofweb DR ! 1\/1 E-· Job· _z._l'<P_-_fi!-1) ! '\ ! • ,! • STRUCTURAL Date: b 1° 8 Page 212 ENGINEERS Sht: _/ 1- 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD I I·. ~ I I .1· I I I .. - II I I I I I I I " I rll Gravity Beam Desi~n ,J RAM Steel vl2.0. l .1 · Callaway Golf -Ph. 3 .RAM. DataBase: 2K8-130B · 1NTERNATICNAL Building Code: IBC · Floor Type: ROOF . Beam Number= 44 SPAN INFORMATION (ft): I-End (1.33,7.67) J-End (10.67,7.67) Beam Size (User Selected) = Wl2X14 Total Beam Length (ft) = 9.33 Mp (kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 0.0% Red 9.333 0.200 0.000 2 0.000 0.003 0.007 0.0% Red 9.33~ 0.003 0.007 3 0.000 0.014 0.000 NonR 9.333 0;014 0.000 SHEAR (Ultimate}: Max Vu (1.4DL) = 1.42 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Load Combo Mu @ Lb kip-ft ft ft Center Max+ 1.4DL 3.3 4.7 9.3 Controlling 1.4DL 3.3 4.7' 9.3 REACTIONS (kips):· Left Right DLreaction . 1.01 1.01 Max +LL reaction 0.03 0.03 Max +total reaction (factored) 1.42 1.42 DEFLECTIONS: Dead load (in) -at 4.67 ft = -0.014. Live load (in) · at 4.67 ft = -0.000 Net Total load (in) · at 4.67 ft = -0.015 PR l ME Job: 2..1£8-1~-o STfWCTURAL Date: ro/08 ENGl~JEERS Sht: / 3 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0 ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 32.01 1.14 0.90 32.01 LID = 7749 LID = 7519 I , Gravity Beam Desi2n RAM Steel v12.0.1 . · RAM DataBase: 2K8-130B 1N11:1<NATICNA1 Building Code: IBC · I . Floor Type: ROOF . . Beam Number= 39 :I· I I ·I. I I Ill I I I I I I :- 1. SPAN INFORMATION (ft): I-End (1.33,36.33} J-End (10.67,36.33) Beam Size (User Selected) = W12X14 Total Bt:am Length (ft) = 9.33 Mp (kip-ft) = 72.50 LINE LOADS (k/ft): Load. Dist 1 0.000 2 3 9.333- 0.000 9.333 0.000 9.333 DL 0.200 0.200 0.003 0.003 0.014 .0.014 Lt Red% 0.000 0.0% 0 .. 000 0.007 0.0% 0.007 . 0.000 0.000 Type Red Red NonR SHEAR (Ultimate): Max Vu (1.4DL) = 1.42 kips · 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span. Cond Load Combo Mu @ Lb kip-ft ft ft Center Max+ 1.4DL 3.3 4.7 9.3 Controlling 1.4:0L 3.3 4.7· 9.3 REACTIONS (kip$): Left Right DLteaction 1.01 1.01 Max +LL reaction 0.03 0.03 Max +total reaction (factored) 1.42 \ 1.42 DEFLECTIONS: Dead load (in) at 4.67 ft = . -0.014 Live load (in) at 4.67 ft = -:-0.000 .. Net Tota} load (in) at 4.67 ft = -0.015 PR I fVi E Job: £~-fp.,, SiRUCTURA! Date· "/08 . r.~iG1un·,.,; ·-· 1,1f!age 2/23 '1..n "MCC!'{i:, Sht: -'1-i- 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 32.01 . 1.14 0.90 32.01 LID = 7749 LID = 7519 I ·~ .I· I I I I- I II I I I I I I· :.a I ,11 RAM INTERNAllCNAl RAM Steel vl2.0.l Calla'."ay Golf -Ph. 3. DataBase: 2K8-130B Building Code: IBC Gravity Beam Desi2n Floor Type: ROOF Beam Number= 42 . . . SPAN INFORMATION (ft): I-End (10.67,7.67) J.,End (10.67,36.33) Beam Size (User Selected) W14X22 To~al Beam Length (ft) = 28.67 Mp (kip-_ft) ~ · 138.33 POINT LOADS (kips): PR 1 !\in:: Job: 2f:6·-13° • I ' IL~~-l p 3/23 S.,.rq !(•Tl 'D 1'.' D~ . {, ,o 8 age !fl.vv1U1Ct\L L .,te, __ ENGINEERS Sht: ~8 14:57:40 . Steel Code: AISC360-05 LRFD Fy = 50.0 ksi .Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 14.333 2.10 LINE LOADS (k/ft): Load Dist 1 0.000 2 28.666 0.000 28.666 DL 0.093 0.093 0.022 0.022 LL . Red% Type 0.187-10.2% Red 0.187 0.000 NonR 0.000 SHE_AR (Ultimate): M~x Vu (l.2DL+l.6LL) == 7.09 kips 1.00Vn.= 94.53 kips MOMENTS (Ultimate): Span Cond Load Combo Mu @ Lb Cb kip-ft ft ft Center Max+ l.2DL+ 1.6LL 59.9 14.3 0.0 1.00 Controlling l.2DL+l.6LL 59.9 14.3 0.0 1.00 REACTIONS (kips): Left Right DL reaction-2.70 2.70 Max +LL reaction 2.40 2.40 Max +total reaction (factored) 7.09 7.09 DEFLECTIONS: Dead load (in) at 14.33 ft ~ -0.612 LID Live load (in) at 14.33 ft. = -0.442 LID Net Total load (in) at 14.33 ft = -1.054 LID Phi Phi*Mn kip-ft 0.90 124.50 0.90 124.'50 = 562 = 779 = 326 I .,1-~ ,J RAM Steel v12.0. I I Callaway Golf -Ph. 3 _1. · R,,'"'AJ.-DataBase: 2K8-130B "'LN="-'"" Building Code,: me Gravity Beam Desi~n I . I ·1. Floor Type: ROOF Beam Number= 43 SP AN INFORMATION (ft): I-End (20.00,7.67) J-End (20.00,36.33) Beam Size{User Selected) = Wl4X22 Total Beam Length (ft) = 28:67 Mp (kip-]:) = 138.33 :POINT LOADS (~ips): PRlMEJob: 2 :8 ,; 0 STRUCTURAL Date: /u Page 4/23 l"l;l{'•'~P"T')I"> [I,,, t:1~0i~~r:t.f\V Sht: __._,y..,._ 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0 ksi I I I ! Dist DL RedLL .Red% NonRLL StorLL Red% RoofLL Red% I ... " I I I I I I .I ~ I 14.333 2.10 LiNE LOADS (k/ft): Load Djst I 0.000 2 28.666 0.000 28.666 · DL 0:093 0.093 0.022 0.022 LL 0.187 0.187 0.000 . 0;000 Red% 10.2% Type Red NonR SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 7.09 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond Center Controlling Max+ REACTIONS (kips): DLreaction Max +LL reaction Load Combo l.2DL+1.6LL 1.2DL+l.6LL Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) . Net Total load (in) at at at @ ft Mu kip-ft 59.9 59.9 14.3 14.3 ~eft 2.70 2.40 7.09 Right 2.70 2.40 7.09 14.33 ft = 14.33 ft '-- 14.33 ft = -0.612 -OA42 -1.054 Lb ft 0.0 0.0 Cb 1.00 1.00 LID = LID = LID = Phi 0.90 0.90 562 779 326 Phi*Mn kip-ft 124.50 124.50 I •• ·I,, :I· I I ·I 1· I " 1· I· I I I I I ~ 1. ,,f\1 · RAM Steel vl2.0.l . I I ~ Callaway Golf -Ph. 3 RAM DataBase: 2K8-130B 1NTERNATICNAl Building Code: IBC Gravity Beam Desi~~ Floor Ty11e: ROOF Beam Number == 41 SPAN INFORMATION (ft): I-End (29.33,7.67) J-End (29.33,36.33) Beam Size (User Selected) = W14:X:22 Total Beam Length {ft) = 28,67 Mp (kip-ft) =. 138.33 POINT LOADS (kips): PR I rii E Job: z.fc;-r30 STRUCTURAL Date: 6 /46Page 5/23 ENGINEERS sht: f 1 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0 ksi :Dist DL · RedLL Red% NonRLL StorLL Red% RoofLL Red% 14.333 2.10 LINE LOADS (k/ft): Load-. Dist DL LL Red% Type 1 0.000 0.093 0.187 10.2%· Red 28.666 0.093 0.187 2 0.000 0.022 0.000 NonR 28.666 0.022 0.000 SHEAR (Ultima~e): Max Vu (l.2DL+l.6LL) = 7.09 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond Load Combo . Mu @ Lb Cb Phi Phi*Mn kip-ft . ft ft kip-ft Center Max+ l.2DL+l.6LL 59.9 14.3 0.0 1.00 0.90 124.50 Controlling l.2DL+l.6LL 59.9 14.3 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DLrea9tion 2.70 2.70 Max +LL reaction 2.40 2.40 Max +total reaction (factored) 7.09 7.09 DEFLECTIONS: Dead load (in) at 14.33 ft = -0.612 LID = 562 Liv~ load (in) at 14.33 ft = -0.442 LID = 779 Net Total load (in) at 14.33 ft = -1.054 LID = 326 ·1 ·~ ·I :I· 1. I I 1· I II I I I I I I I (I I ,11 Gravity Beam Desi2h RAM . INTERNATICNAl RAM Steel vl2.0. l Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Floor Type: ROOF Beam Number= 45 SPAN INFORl\1ATION (ft): I-End (29.33,7.67) J-End (38.67,7.67) Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 9.33 Mp (kip-ft) == 72.50 LINE LOADS (k/ft): Load. Dist DL LL Red% Type 1 0.000 0.200 0.000 0.0% Red 9.333 0.200 0.000 2 0.000 0.003 0.007 0.0% Red 9.333 0.003 0.007 3 . 0.000 0.014 0.000 NonR 9.333 0.014 0.000 .. SHEAR (Ultimate): Max Vu (1.4DL) = 1.42 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo. Mu @ Lb kip-ft ft ft Center Max+ l.4DL 3.3 4.7 9.3 Controlling 1.4DL 3.3 4.7· 9.3 REACTIONS (kips): Left Right DLreaction 1.01 1.01 Max +LL reactio11 0.03 0.03 Max +total reaction (factored) 1.42 1.42 DEFLECTIONS: Dead load (in) at 4.67 ft = . -0.014 Live load (in) at 4.67 ft = ,-0.000 Net Total load (in) at 4.67 ft = -0.015 PRIMEJob: ~-1~0 STRUCTURAL oate:_c../c~ Page 6/23 ENGINEERS sht: "I 8: . 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0 ksi . Cb 1.i4 1.14 Phi 0.90 0.90 LID = 7749 LID = 7519 Phi*Mn kip-ft 32.01 32.01 I 1,. •' I I 1· ·I I· I ... II I I I I I I I " I ' i~ r, RAM Steel vl2.0.1 l · Callaway Golf -Ph. 3 RAM·. DataBase: 2k8-130B 1NTERNATICNAL Building Code: IBC Gravit Beam Desi Floor Type: ROOF Beam Number= 40. SPAN INFORMATION (ft): I-End (29.33,36.33) J-End (38.67,36.33) Beam Si~e (Us~r Selected) = W12X14 . Total Beam Length (ft) = 9.33 Mp (kip-ft) == 72.50 · LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 0.0% Red 9.333 0.200 0.000 2 0.000 0.003 0.007 0.0% Red 9.333 0.003 0.007 3 0.000 0.014 0.000 NonR 9.333 0.014 0.000 SHEAR (Ultimate): Max Vu (1.4DL) = 1.42 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Load Combo Mu @ Lb kip-ft ft. ft Center. Max+ 1.4DL 3.3 4.7 9.3 Controlling l.4DL 3.3 4.7 9.3 REACTIONS {kips): · Left Right DLreacfion · 1.01 1.01 Max +LL reaction 0.03 0.03 Max +total reaction (factored) 1.42 1.42 DEFLECTIONS: Dead load (in) at 4.67 ft = -0.014 Live load (in) · at 4.67 ft = -0.000 Net'rotal load (in) at 4.67 ft = -0.015 . I PR! ME Job: z..""8-1::,0 • ~r~~~i~l~~A~ Date: ~foe Page 7/23 Ei~v!i~c.c.RS Sht: -J.::f-- 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0 ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 32.01 1.14 0.90 32.01 LID = 7749 LID = 7519 I ,--Gravity ·Beam Desii:n · . RAM Steel vl2.0.1 RAM DataBase: 2K8--130B 1NTERNAT10NA1. Building Code: IBC I Floor Type: 2ND FLOOR Beam Number= 41 .:I· SPAN INFORMATION (ft): I-End (-2.75,7.67) J-End (-2.75,36.33) Beam Size (Us~r Selected) = W16X31 Total Beam Length (ft) = 28.67 Mp (kip-ft) =. 225.00 POINT LOADS (kips): PRIMEJob: z.Jc.S-r3o STRUCTURAL Date:~f ~ge 8/23 -cuG·,·~, .. -i-,.,... 9.-LN ·il'i!:tt{,) Sht:0 06/23/08 14:57:40. Steel Code: AISC360-05 LRFD Fy = 50.0 ksi I I Dist PL RedLL Red% NonRLL. StorLL ·Red¾ ·RoofLL Red% I II I I I I I 1· )a I· 14.334 2.10 LINE ~OADS (k/ft): Load Dist 1 0.000 2 3 4 28.666 0.000 28.666 0.000 28.666 0.000 28.666 DL 0.200 0.200 0.024 0.024 0.149 -0.149 0.031 0.031 LL 0.000 0.000 0.033 0.033 0.204 0.204 0.000 0.000 Red% 0.0% 0.0% 0.0% Type Red Red Red NonR S~EAR_ (Ultimate): Max Vu (1.2DL+l.6LL) = 13.66 kips 1.00Vn = 131.18 kips MOMENTS (Ultimate): Span Cond Center· Controlling Max+ REACTIONS (kips): DLreaction Max +LL reaction Load Combo 1.2DL+ 1.6LL 1.2DL+ 1.6LL Max +total reaction (factored) DEFLECTIONS: (Camber= 5/8) Dead load (in) at Live load (in) at Net Total load (in) · at Mu kip-ft_ 106.9 106.9 Left 6.85 3.40 - @ ft 14.3 14.3 Right 6.85 3.40 13.66 · 13.66 14.33 ft = 14.33 ft = 14.33 ft = -0.729 -0.332 -0.436 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 LID = 472 LID = 1037 LID = 790 Phi*Mn kip-ft 202.50 202.50 I ., Gravit · Beam Desi RAM Steel v12.0.1 . . RAM DataBase: 2K8-130B . INfERNATICNAl Building Code: me . · I ~Joor Type: 2ND FLOOR Beam Number= 35 I PRIMEJob: ~-t~b ~T~Y~.~J~AL Date: . to {c8 Page 9/23 EN"l,~cERSsnt: 'U 06/23/08 14:57:40. Steel Code: AISC360-05 LRFD SPAN INFORMATION (ft): I-End (-2.75,7.67) J-End (10.67,7.67) ·I I ·I 1· I-. II I Beam Size (User Selected) = Wl 6X26 Tota,l Beam Length (ft) = 13.42 Cantilever on left (ft) = 4.08 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% · NonRLL 0.000 6.85 3.40 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% 1 0.000 0.200 0.000 0.0% 4.083 0.200 0.000 2 4.084-0.200 0.000 0.0% 13.416 0.200 0.000 3 4.084 ·0.024 0.033 0.0% 13.416 0.024 · · 0~033 4 0.000 ·0.024 0.033 0.0% 4.083 0.024 0.033 5 0.0'00 0.026 0.000 --- · 4.083 0.026 0.000 6 4.084 0.026 0.000 13.416 0.026 0.000 Fy = 50.0 ksi StorLL Red% RoofLL Red% 0.00 0.0 0.00 0.0 Type Red Red Red Red NonR NonR. I SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 15.U kips 0.90Vn = 105.97 kips I I I I I--~ I MOMENTS (Ultimate): Span Cond Load Combo Left Max -l.2DL+ l.6LL Center Max -l.2DL+l.6LL Controlling l.2DL+ l.6LL R.EAC'.J'IONS (kips): DLreaction Max +LL reaction Max -LL reaction Max +total reaction {factored) Max -total reaction DEFLECTIONS: Left cantilever: Mu kip-ft -58.7 -58.7 -58.7 Left 12.26 5.21 0.00 23,05 17.16 Dead load (in) Pos Live load (in) Pos Total load (in) = -0.1-01 = -0.051 = -0.152 @ ft 4.1 4.1 4.1 Right -2.05 0.16 -1.52 -2.87 -4.89 LID = LID = LID = 969 1915 643 Lb Cb Phi ft 4.1 1.00 0.90 9.3 1.78 0.90 4.1 1.00 0.90. Phi*Mn kip-ft 164.53 165.75 164.53 I 1, .~ I I I I I ·1 .. ' ... I- I I I I I ~ I ,,, RAM INTERNATICNAL RAM Steel v12.0.1 Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Center span: Pead load (in) Live load (in) · Net Total load (in) at at at Gravity B~am DesiJn 7.86 ft ~ 0.029 7.96 ft = 0.016 7.96 ft = 0.044 PRIMEJob: -z-tc&~13o STRUCTUR4L Date: C/0SPage 10/23 El'JGINEERS Sht: tri 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD LID = 3930 LID = 7143 LID = 2535 1 ll'"\1 RAM Steel.v12.0.l I I , ~ Callaway Golf -Ph. 3 . RAM DataBase: 2K8-130B • 1NTEiNATK::NAL Building Code: IBC · 1,.,..,-. · Floor Type: 2ND FLOOR Beam Number== 34 Gravit B~am Desl PR I f\/1 E Job: rz-f-:--rJ-(3 ° ["I-RUCT1'RAl . b/ot> v I; 1J1 r1 . Date. --p 11123 ENGINEERS Sht: tl-? age 06/23/08 14:57:40 . Steel Code: AISC360-05 LRFD SPAN INFORMATION (ft): I-End (-2.75,36.33) J-End (10.67,36.33) .1: Beam Size (User Selected) = WI6X26 Total Beam Length {ft) = 13.42 Fy = 50.0 ksi I .· Cantilever on·left (ft) = 4.08 Mp (kip:..ft) = 184.17 POINT _LOADS (kips): I ·I Dist DL RedLL Red% . NonRLL StorLt Re.d% RoofLL Red% 1· I .. I I I I I I :. I 0.000 6.85 3.40 0.0 0.00 -0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 0.0% Red 4.083 0.200 0.000 2 4.084 0.200 . 0.000 0.0% Red 13.416 0.200 0.000 3 0.000 0.024 0.033 0·.0% Red 4.083 0.024 · 0.033 4 4.084 0.024 0.033 0.0% Red 13.416 0.024 0.033 5· 0.000 0.026 0.000 ---NonR 4.083 0.026 0.000 6 4:084 0.026 0~000 NonR 13.416 0.026 0.000 . SHEAR (Ultimate): Max Vu (f.2DL+l.6LL) = 15.11 kips 0.90Vn = 105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Left Center Controlling Max- M~- ~ACTIONS (kips): l.2DL+ l.6LL 1.2DL+ 1.6LL · l.2DL+ l.6LL Mu kip-ft -58.7 -58.7 -58.7 @ Lb ft ft 4.1 4.1 4.1 9.3 4.1 4.1 Left . Right DL reaction · Max + LL reaction Max -LL reaction Max +total reaction (factored) Max -total reaction DEFLECTIONS: Left cantilever: Dead load (in) Pos Live load (in) Pos Total load (in) 12.26 5.21 0.00 i3;05 17.16 = -0.101 = -0.051 = ~o.1s·2 -2.05 0.16 -1.52 -2.87 -4.89 969 . = 1915 643 LID = LID LID = Cb 1.00 1.78 1.00 0.0 Phi Phi*Mn kip-ft 0.90 164.53 0.90 165.75 0.90 164.53 1, -,t",·. r, RAM Steel v12.0.1 I Callaway Golf -Ph. 3 .. ~. . .. . ,RNTEAJ PataBase: 2K8-130B N=~A= Building Code: IBC Center span: .1· I I ·I I .I .. ·1 I I I I I I ,. I· Dead load (in) Live load (in) Net Total load (in) at at . at I Gravit Beam Des~ 7.86 ft. = 7.96 ft = 7.96 ft = 0.029 0.016 . 0.044 PR!l\t1EJob: zFB·i;D SiRUCTllRAL Date: 6 f .. 8 ENGINEERS Sht: J:i_ Page 12123 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD LID = 3930 LID = 7143 LID = 2535 I .:- :,1· I I ·I I 1· .. ·I .I 'I I -I I I (I I ,11 RAM INTERNAna-JAI. RAM Steel v12.0.1 Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Gravit Floor Type: 2ND FLOOR Beam Number= 38 PR f ME Job: zl:8-tJo STRUCTUR1\l Date: 6 /oe, Page 13/23 ENGINEERS Sht: _ lf 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD SPAN INFORM~TION (ft): I-End (10.67,7.67) J-End (10.67,36.33) Beam Size (User Selected) · = W18X40 Fy = 50.0 ksi · Total Beam Length (ft) = 28.67 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 3.25 Unit weight concrete (pcf). 115.00 fc (ksi) 3.00 Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 86.00 Y bar(in) Mnf (kip-ft) = 681.19 Mn (kip~ft) · C (kips) = 190.85 PNA (in) Ieff (in4) = T421.04 Itr (in4) Stud length (in) . = 4.50 Stud diam (in) Right 3.25 115.00 3.00 perpendicular VERCO W3 Formlok = 17.71 = 514.81 = · 15.01 = 2034.49 0.75 Stud Capacity (kips) Qn = 15.9 Rg = 1.00 Rp = 0.60 # of studs: Max = 28 Partial..= 20 Actual = 24 Number of Stud Rows= 1 Percent of Full Composite Action= 32.35 · POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL . Red% RoofLL 14.333 2.10 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.681 0.476 0.933 10.2% Red 0.187 28.666 0.681 0,476 0.933 0.187 _ 2 0.000 0.040 0.040 0.000 NonR 0.000 28.666 0.040 0.040 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 32.90 kips 1.00Vn = 169.15 kips MOMENTS (Ultimate): Span Cond . LoadCon1bo Mu @ Lb Cb kip-ft ft ft Center PreCmp+ 1.2DL+ 1.6LL I 94.3 14.3 0.0 1.00 InitDL 1.4DL 74.2 14.3 . Max+ 1.2DL+ 1.6LL , 244.8 14.3 Controlling 1.2DL+l.6LL 244.8 14.3 REACTIONS (kips): Left Right Initial reaction 'i0.07 10.07 DLreaction 11.39 11.39 Max +LL reaction 12.02 12.02 Max +total reaction (factored) 32.90 32.90 Red% CLL Phi Phi*Mn kip-ft 0.90 294.00 0.90 463.33 0.90 463.33 I ~. RAM Steel v12.0. l RAM _ DataBase: 2K8-13.0B 1NTERNA11CNA1. Building Code: IBC · · I . DEFLECTIONS: . I I I I I ... · II I I I I I I :t I Initial load (in) Live load (in) Post Comp load (in) · Net Total load (in) at at at at f Gravit Beam Desi n 14.33 ff = -0.442 14.33 ft = -0.309 14.33 ft = -0.428 14-.33 ft = -0.870 PRIMEJob: ~t-<3o SiRUCTURf.lL Date: 6 /o&Page 14/23 ENGINEERS Sht: % 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD LID = 778 LID = 1113 LID = 804 L/i) = 395 ·1 ·1. I I I 1· I Ill I I I I I I h. I ii ·1 . 'l 1 Callaway Golf -Ph. 3 RAM DataBase: 2K8-130B 1NTE11NATICNAl Building Code: IBC Gravit Beam Desi RAM Steel vl2.0.1 Floor Type: 2ND FLOOR Beam Number= 40 SPAN INFORMATION (ft): I-End (20.00,7.67) J-End (20.00,36.33) Beam Size (User Selected) = W18:X40 Total Beam Length (ft) = 28.67 COMPOSITE PROPERTIES (Not Shor~d): Left Concrete.thickness (in) 3.25 Unit weight concrete (pcf) . 115.00 fc (ksi) 3.00- PR I ME Job: 2.fc-& 13.:> STRUCTURAL Date: ~/c& Page 15/23 ENGINEERS Sht: 'z.1 · 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD· Fy = 50.0 ksi Right 3.25 115.00 3.00 Decking Orientation perpendicular Decking type VERCO W3-Fornilok perpendicular · VERCO W3 Formlok beff (in) = 86.00 Y bar(in) · Mnf (kip-ft) = 681.19 Mn (kip-ft) C (kips) = 190.85 PNA (iri) . Ieff (in4) = 1421.04 Itr (in4) · Stud length (in) 4.50 Stud diam (in) Stud Capacity (kips) Qn = 15.9 Rg = 1.00 Rp = 0.60 # of studs: Max = 28 Partial = 20 Actual = 24 = 17.71 = 514.81 = = 15.01 2034.49 0.75 Number of Stud Rows= 1 Perce:p.t of Full Composite Action= 32.35 POINT LOADS {kips): · Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL 14.333 2.10 . 0.00 LINE LOADS (k/ft): Load Dist DL CDL 1.L Red% Type CLL 1 0.000 0.681 0.476 .0.933 10.2% Red 0.187 28.666 0.681 0.476 0.933 0.187 2 0.000 0.040 0.040 0.000 NonR 0.000 28.666 0.040 0.040 0.000 0.000 SHEAR (Ultimate):. Max Vu {l.2DL+ 1.6LL) = 32.90 Rips 1.00Vn = 169.15 kips MOMENTS (Ultimate): Span Cond Center PreCmp+ InitDL Max+ Controlling · REACTIONS (kips): Initial reaction . DLreaction Max +LL reaction Load Combo l .2DL+ l .6LL. 1.4DL 1.2DL+l.6LL 1.2DL+l.6LL Max +total reaction (factored) Mu kip-ft 94.3 74.2 244.8 244.8 Left 10.07 -11.39 12.02 32.90 @ ft 14.3 14.3 14.3 14.3 Right 10.07 11.39 12.02 32.90 Lb ft 0.0 Cb 1.00 Red% CLL Phi Phi*Mn kip-ft 0.90 294.00 0.90 463.33 0.90 463.33 I I I I I I ' ". 'I I I I I I I I , I '~~ rl RAM Steel vl2.0. l . l Callaway Golf -];'h. 3 · RAM . DataBase: 2K8-130B 1NTERNATICNAI. Building Code: IBC · DEFLECTIONS: Initial load (in) Live load (in} Post Comp load (in) Net Total load (in) at at at at Gravit Beam Desi 14.33 ft = -0.442 14.33 ft = -0.309 · 14.33 ft = -0.428 14.33 ft = -0.870 PR!fV1EJob:. zJ::-8· J~ STRUCTURAL Date:.~L0 l! Page 16/23 ENGINEERS Sht: L · 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD LID LID LID Lib = = = = 778 1113 804 395 I I I I- I I 1 .. ·· II I I I I ·1 ·1 I ~ I ' 1?~ Gravity Beam Desi2n PRIMEJo.b: z.l~·r:.c:i STRUCTURAL Date: 6 /o &-Page 17 /23 ENGHiJEERS Sht: !14--r, RAM Steel vl2.0;1 l Calla~ay Golf -Ph. 3 RAM . DataBase: 2K8-130B 1NTI:RNA11CNAL Building Code: IBC ' 06/23/08 14:51:40 · Steel Code: AISC360-05 LRFD Floor Type: 2ND FLOOR Beam Number =·39 SPAN INFORMATION (ft): 1-End (29.33,7.67) J-End (29.33,36.33) . Beain Size (User Selected) = WI 8X40 Tot~l Beam Length {ft) = 28.67 I COMPOSITE PROPERTIES ~ot Shored): Left Concrete thickness (in) . 3.25 Unit weight concrete (pcf) 115.00 fc (ksi) . 3.00 Decking Orientation perpendicular Decking type VERCO W3 Formlok beff (in) = 86.00 Y bar(in) · ·Mnf {kip-ft) ~ 681.19 Mn (kip-ft) C (kips) = _190.85 PNA (in) Ieff(irt4) . = 1421.04 Itr(in4) Stud length (in) = 4.50 · Stud diam (in) Fy = 50.0 ksi Right . ' 3:25 115.00 3.00 perpendicular VERCO W3 Formlok -17.71 = 514.81 = = = 15.01 2034.49 0.75 Stud Capacity (kips) . Qn = 15.9 Rg = 1.00 Rp = 0.60 # of studs: Max = 28 Partial.= 20 Actual == 24 Number of Stud Rows = 1 Percent of Full Composite Action;, 32.35 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL 14.333 2.10 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.681 0.476 0.933 10.2% Red 0.187 28.666 0.681 0.476 · 0.933 · 0.187 2 0:000-0.040 0.040 . 0.000 NonR 0.000 28.666 0.040 0.040 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 32.90 kips l.00Vn = 169.15 kips . MOMEN_TS (Ultimate): Span Cond ·center PreCmp+ InitDL Max+ Controlling REACTIONS {kips): Initial reaction DLreaction Max +LL reaction Load Combo l.2DL+l.6LL 1.4DL l .2DL+ l .6LL l.2DL+l.6LL Max +total reaction (factored) Mu. kip-ft 94.3 74.2 244.8 244.8 @ ft 14.3 14.3 14.3 14.3 Left 10.07 11.3~J 12.02 32.90 Right 10.07. 11.39 12.02 32.90 Lb ft 0.0 Cb 1.00 Red%, Phi 0.90 0.90 0.90 CLL Phi*Mn kip-ft 294.00 463.33 463.33 I -I I I I I: I .. I I ·1 I I I I " I rll RAM Steel v12.0.1 Callaway Golf -Ph. 3 RAM DataBase: 2K8-130B INTERNATJCNf\l Building Code: IBC DEFLEC'.I'IONS: Initial load (in) at Live load (in) at Post Comp load (in) at Net Total load (in) at Gravit PR I ME Job: 7-fa.$ ... /~--. SiRUCTURAl. Date: 6/0 &:> Page l8/23 ENGINEERS Sht. ~ 6 2 /08 14:57:40 Steel Code: AISC360-05 LRFD 14.33 ft. = -0.442 LID = 778 14.33 ft = -0.309 LID = 1113 14.33 ft = -0.428 LID = 804 14.33 ft = -0.870 LID = 395 I'. -r11 1--r, RAM Steel v12.0. l Callaway Golf -Ph. 3 RIM DataBase: 2K8-130B Gravit . -1NTERNATICNAl Building Code: IBC I Floor Type: 2ND FLOOR Beam Number= 36 SPAN INFORl\'IATION (ft): I-End (29.33,7.67) J-End (42.75,7.67) Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 13.42 Cantil~ver on.right (ft) ---4.08 Mp(kip:..ft) = 184.17 I POINT LOADS (kips): PR l ME Job: ~rn ° SiRUCTURAL Date: r,,/0 8 Page 19/23 ENGINEERS Sht: ?JI 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0 ksi I' Dist DL RedLL Red% · NonRLL StorLL Red% Roo±LL Red% ·I 1· I II I -,. I ·I I -I :-a I 13.417 6.85 3.40 0.0 0.00 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 O.OQO 0.0% Red 9.333 0.200 0.000 2 9.334 0.200 0.000 0.0% Red 13.416 0.200 0.000 3 9.334 ·0.024 0.033 0.0% Red 13.416 0.024 · 0.033 4 0.000 0.024 0.033 0.0% Red I -9.333 0.024 0.033 5· 0.000 0.026 0.000 NonR 9.333 0.026 0.000 6 9.334 0.026 0.000 NonR. 13.416 0.026 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 15.11 kips 0.90Vn = 105.97 kips. MOMENTS (Ultimate): Span · Cond LoadCombo Center Max -· Right Max- Controlling IIBACTIONS (kips): DLreaction Max +LL reaction Max -LL reaction l.2DL+ l.6LL l.2DL+l.6LL l.2DL+l:6LL Max +total reaction (factored) · Max -total reaction DEFLECTIONS: Center span: Dead load (in) at Live load (in) at Net Total load (in) at Mu. kip-ft -5~.7 -58.7 -58.7 Left Right -2._05 12.26 0.16 5.21 -1.52 0.00 -2:87 23.05 -4.89 17.16 5.55 ft = 5.46 ft = 5.46 ft = @ ft 9.3 9.3 9.3 Lb ft 9.3 4.1 4.1 0.029· 0.016 0.044 Cb 1.78 1.00 1.00 LID = LID = LID = 0.0 Phi. 0.90 0.90 0.90 3930 7143 2535 Phi*Mn kip-ft '165.75 164.53 164.53 I RAM Steel v12.0.l · · RAM DataBase: 2K8-130B 1NTERNATCNAL Building Code: IBC · I · · Right cantilever: Dead load (in) ·I I I I I ·I " I I I I I I I . . ~ I Pos Live load (in) Pos Total load (in) Gravit = -0.101 · = -0.051 = -0.152 LID = Lib = LID = 969 1915 643 PRIMEJob: zJe-~-r,;:, STRUCTURAL Date:~'l.0 ~ Page 20/23 ENGINEERS Sht: :.2~ 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD I r'------, • Gravit Beam Desi _ 2.~e-1:at:i PRH\AEJOQ: -.,., . = STRUCTURAL Date: r,,(o: Page 21/23 ENGINEERS sht: :2 I :I· I I ·I 1· I Ill I 1- 1 I I I I ~ I RAM Steel v12.0.1 UM Data13ase: 2K8-130B · 1NTERNATICNA1. Building Code: IBC Floor Type: 2ND FLOOR Beam Number= 37 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD SPAN INFORMATION (ft): I-End (29.33,36.33) J-End (42.75,36.33) B~am Size (User Selected) = WJ6X26 Fy = 50.0 ksi · Total Beam Length (ft) = 13.42 Cantilever on ·right (ft) = 4.08 Mp (kip-ft) = 184.17 POINT LOADS {kips): . Dist DL RedLL Red% -NonRLL StorLL Red% RoofLL Red% 13.417 6.85 3.40 LINE LOADS (k/ft): Load Dist 1 0.000 2 3 4 · · 9.333 9.334 13.416 0.000 9.333 9.334 13.416 5. 0.000 9.333 6 9.334 13.416 DL 0.200 0.200 0.200 0.200 0.024 0.024 . 0.024 0.024 0.026 0.026 0.026 0.026 0.0 0.00 0.00 0.0 0.00 LL Red% Type 0.000' 0.0% Red 0.000 0.000 0:0% Red 0.000 0.033 0.0% Red 0.033 0.033 0.0% Red 0.033 0.000 NonR 0.000 0.000 NonR. 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 15.11 kips 0.90Vn = 105.97 kips MOMENTS (Ultimate): Span · Cond Center Right Controlling Max- Max- REACTIONS (kips): DLreaction Max +LL reaction Max -LL reaction Load Combo l.2DL+ l.6LL l.2DL+l.6LL l.2DL+l.6LL Max +total reaction (factored) Max -total reaction DEFLECTIONS: Center span: De.ad load (in) at . Live load (in) at Net Total load (in) at Mu kip-ft -5.8.7 -58.7 -58.7 Left -2.05 ·0.16 -1.52 -2.87 · -4.89 Right 12.26 5.21 0.00 23.05 17.16 555 ft = 5.46 ft = 5.46 ft = @ ft 9.3 9.3 9.3 Lb ft 9.3 4.1 4.1 0.029· 0.016 0.044 Cb 1.78 1~00 1.00 LID = LID = LID = 0.0 Phi 0.90 0.90 0.90 3930 7143 2535 Phi*Mn kip-ft '165.75 · 164.53 164.53 I ,,~-. . r, l RAM Steel v12.0.1 -Callaway Golf -Ph. 3 . -RAM :DataBase: 2K8-130B _1NT1:RN~TCNAL Building Code: IBC · I . Right c~ntilever: -- _ . . Dead load (in) .. _1. Pos Live load (in) Pos Total load (in) I ·1 ·I .1· 1.· II I I I I I I ~ I- = = - Gravity Beam Desi2n -0.101 -0.051 -0.152 LID ~ 969 LID = 1915 LID ·= 643 PRI-ME.JOD. e_/"-8·(3c, 0-1R1ir,-1·i1~1 , 6/r::.8 -v .. vv I Jn., .. Da1e: . _ p 22123 E·'G'MrrrJr• %/1 ,. age · I~ lm:.:r.0 Sht: ~ 06/23/08 14:57:40 . . Steel Code: AISC360-05 LRFD I _,,-,,-. ~ _ RAM Steel vl2.0.1 Callaway Golf -Ph. 3 Gravit RAM DataBase: 2K8-130B 1NTERNATICNAl -Building Code: IBC I . Floor Type: 2ND FLOOR Beam Number= 42 SPAN INFORMATION (ft): I-End (42.75,7.67) J-End (42.75,36.33) Beam Size (User Selected) = W16X31 Total Beam Length (ft) = 28.67 1- Mp (kip-ft) = . 225.00 J,>OINT LOADS (kips): PR I i\/1 E Joo: u,::.&· 1~ ?> STRUCTURAL Date:~ Page 23/23 ENGmEERS Sht: =j_?. 06/23/08 14:57:40 Steel Code: AISC360-05 LRFD Fy = 50.0 ksi I I I . Dist DL RedLL . Red% NonRLL StorLL -Red% RoofLL Red% I 1 .. ·· " I I I I I I ia I 14.334 2.10 LINE LOADS (k/ft): Load· Dist 1 0.000 2 3 4 . 28.666 0.000· 28.666 · 0.000 28.666 0.000 28.666' DL 0.200 0.200 0.149 0.149 0.024 0.024 0.031 0.031 LL 0.000 0.000 0.204 0:204 0.033 0.033 0.000 0.000 . . Red% Type 0.0% Red . 0.0% Red 0.0% Red NonR SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 13.66 kips 1.00Vn = 131.18 kips MOMENTS (Ultimate): Span Cond Load Combo .Mu kip-ft Center Max+ l .2DL+ 1.6LL · 106.9 Controlling l.2DL+l.6LL 106.9 REACTIONS (kips): Left DLreaction 6.85 Max +LL reaction 3.40 Max +tota1 reaction (factored) 13.66 · DEFLECTIONS: (Camber= 5/8) Dead load (in) at 14.33 ft Live load (in) at 14.33 ft Net Total load (in) at 14.33 ft @ ft 14.3 14.3 Right 6.85 3.40 13.66 = = = -0.729 -0.332 -0.436 Lb ft 0.0 0.0 Cb- 1.00 1.00 Phi 0.90 0.90 LID = 472 LID = 1037 LID = 790 Phi*Mn kip-ft 202.50 202.50 . . ; '. . ,/ · · P' R l·f\11 c -'ob· --~--1-., 1-. · · • l '; • ~ ' * '.ff CV. . ,_,. ,~...., I , ....... ~l6rH. _: __ kt.'A.-:P. @. ~h;l:~.'t:'.'Pt2J::it)O}+. ·· ---: ... :. :-····, ·· · ..... ·, --, ---STR-UCTi.JRAf:Dat-e~,.6h;b .... ---·-· . . . ; =~ _-_·[~ :1~1;rrk,¾~1i r; : -'. ~~: _(t>:~F-t : · .. = : ~ ! : ·::= ~Gl~H~_s•:: ~ : : '= ----.· ..... : ---··· _____ 1. _v. __ L;t~.-.. &,«?H0. :_QV~~ -.;. ··:-: ........... .. ................. -·---·,. -· .'. --'. ·-· -............... . , . : .. _: _ .... : .... '. ___ .i~i...ctiP-rhv.:_~.t~---·; ----------,·---~,.i ____ :. ___ .. L .... : ... __ ! ____ i . ; :. ).' ' • • I ~ I • l I ' ? ~ I i / " --·-: ---!--··--·-·: ------·--·-,·----,----i·----,-----~--- ·--, ----··: ···-·. ~ --- _· :11 :=-:,_ -_i _: :, ~T· :: -:jft_-_:_i-:.: :-_;-_ j_-~:'.,:· : ~-:~~:--:.: :~_;:_ ::_~ LL.!-:_:_\:;~_ 1 ,:: ·~_;--:~.::}: ~I :~I:~~.;;: .. ---:·-•••••••-·---, ---~.-<M O ••• ' ~ • 1-:--_-.:~---_ \ ... : ' i ... , ·I··, • ; -~ 1 1· ! I .. l ' -I I, 1·.) ·.· --:· 1· i I I I : ·. "; I ·! i .,e I . ' -·,·········· ... :-.. ~.i.a. j •• i -;-. . .'.. CZ/?, 4?. ... ; . r RO••• ' -·:·· .. ---· r-· _.,_! ----·:-. -. -·-·r-- ,_, -· --··--.. ' ' PL--~ 15'g,.~ t') { ~ t , .. i ·; ·, i . ' i 1 t ~ \ fr~~ef-~ Ff,Al--l/l ~-~·. ~At!,, --~f 0"~c-; . ; ! ' ! : -., ~ lOf;;r: ' ' ! "20 p~ . ' ~'5P>f ,, ·,. ' · v~::---toorlr (,H-1-f ~0. -~ ~J y ~ l ~o P\+ i . . ' /.04: pL(f } = rr /.JJo· pc F :-. ee,4 ?i.:+ : ~ • ' J l ~.qc;, fl:F ·-. \ ·, 't,v . ' ,· t : ; . . ' _M~~~-. :81-,7 ye/ ,1 • I ------·-------~· RAM Steel vl2.O DataBase: STAIR FRAMING Building Code: IBC ' ' Floor Type: SECOND FLOOR Wt2<14 I I 1~------------------------,--·· : ~1 ' )( N Jr----~~.:-··--·-: -~~-----_-----_---------+---r_-----_·r .. ···-n .... x N 3: ~ ... ~ ... Wt2<14 .... x N 3: I ! I I ~ I . )(I .... "' .... - "'' ..... g! )( ~ -> "' I ; 8 ,._ ~. ,.i, ~I ;;! ":l'I , >: I I ' L I .. ·-----· --____ _J ',;_.,,.r1 . i : ~1 [ 1 --·-···t·;_,'L ~ W12<14 7~-~,,. j___ I ~.'.r::.:.(---·-· f;IJ .t. I . lt_J --·-Wt2<14 ----·--- ..,., XI ~1 ~1 s::I . ~I -. T ........ . : wil22 ' 11.4 --·-- ~ ~-trVv,~ • -· -.-- 06/13/08 09:06:11 Steel Code: AISC LRFD ~~"1:J ~-... ..?O '"T1 ::~;; f5 AJ r11 ;,=:! ;; !::!.:l-;.6::::. (f~ (Z m m O <-::, ro o ,_. M"' cr .. 11.: -t-i ~It\! tl· -·-·----·---FIL: RAM Steel vl2.0 'RAMI· DataBase: STAIR FRAMING INTERNAOCNAJ. Building Code.: IBC Point Loads Label DL CDL kips kips ·p1 STAIR 3.000 0.000 ---- LL Reduction kips Type 3.000 Unreducible --, -,,,,, Page 2/2 06/13/08 09:06:11 Steel Code: AISC LRFD CLL · kips 0.000 MassDL kips 0.000 ~~""O ...,_ :::0 .,., C, c:: ,Al zCJ~ rn ~ :::::'l' rn ;:::o ::::i:.. ~?>m Cf) 0 (_ ::r 0) 0 -,.... 0-•• (I) •• ~ii! 0 ---.. -. RAM Steel vl2.0 'RAM· DataBase: STAIR FRAMING NrE"'JATICNOJ. Building Code: IBC ,Floor Type: SECOND FLOOR -----FWlfMru!· ' w·i · i ······-·1 iM I I ! ; L: I 8 ;; -l·; I, I.~-· ~ 1~ I, ~ 9 ~ "' ' ' I i I ......................... p=.: .. i ' ' ' I ' 8 i j ·1 · i ' l. 1 ~ It j I i I I ! ; : I i 10 : ; i ! . ,. ' : ' ~ 'i J1 lt) l -I i ·, I 8-w.-:::_·::__ ···: ... -8 8 \ \ \'a> \ \ ' i ~ ~·' I : \ i I . r-~-h 1a ·--·-i· i-.c! , ·~-d,___J 8 -· .. ----.-- 06/13/08 09:19:28 Steel Code: AI.SC LRFD ~~7J 9 ~ ::.:0 ;z: c::, - IT~ c! ~ IT'i;:;\'j;::;:a ~~rn U) 0 c__ ::r 0) 0 r+ -O" ~~i¥ \JO 0 1 ,,, RAM Steel v12.0.1 Rl'""AJ. DataBase: STAIR FRAMING ~'"-'-N""'-"''"""~ Building Code: rac GravityBeam Desii:n · I · Floor Type: SECOND FLOOR Beam Number= 2 · SP AN INFORMATION (ft): I-End (8.42,2.83) J-End (8.42,26.05) Beam Size·(User. Selected) = W24X55 Total Beam Length (ft) = 23.22 Mp (kip-ft) F= . 402.00 . POINT LOADS (kips): PRIME Job: '2J=-8"~r3o STRUCTURAL Date: fu/ 0 S, ENGlNEERS Sht: .1jQ_ 06/23/0815:15:49 Steel Code: A1SC360-05 LRFD Fy = 36.0 ksi . Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% I ·I I 1.· .. I I· I I I I ·1 ~ ·1 . 0.417 0.56 · 5.542 0.91 7.938 3.97 14.709 2.61 19.969 2.26 . · LINE LOADS (k/ft): Load ·Dist 1 0.000 .2 3 4 5 7.937 0.000 23.218 0.000 7.437 7.438 7.937 7.938 14.708 6 14.709 19.968 7 19.969 8 23.218 0.000 23.218 0.00 0.00 0.00 O;OO d.00 DL 0.200 0.200 0.112 . 0.112 0.027 0.027 0.027 0.000 0.092 0.093 0.093 0.068 0.049 0.035 0.055 0.055 0.0 0.0 . 0.0 0.0 0.0 LL 0.000 0.000 0.210 0210 0.050 · 0.050· 0.050 0.000 0.173 0.175 0.175 0.129 0.092 . 0.066 0.000 0.000 0.88 1.50 3.56 4.38 2.60 Red% 0.0% 0.00 0.00 0.00 0.00 o. . .oo Type Red NonR NonR. NonR NonR NonR NonR NonR 0.0 0.00 · 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 SHEAR (Ultimate): Max Vu (1.2DL+ 1.6LL) = 26.65 kips 1.00Vn = 201.36 kips MOMENTS (Ultimate): Span Co;nd Load Combo Center Max+ 1.2DL+l.6LL Controlling 1.2DL+ 1.6LL REACTIONS '{kips): DLreaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Mu kip-ft 166.5 166.5 Left 8.99 9.92 26.65 11.49 ft @ ft 11.8 11.8 Right 8.17 10.51 26.63 = -0.133 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 LID = 2097 Phi*Mn kip-ft 361.80 361.80 .I -Di\1 rJ l ~ RAM Steel v12.o.·1 I I I I I I .. - Ill -I- I Ii -I I I I ·~ I. RAM DataBase:_ STAIR FRAMING 1NrERNATK:NAL Building Code: IBC . Gravity Beam Desii:n [ 11.61 ft = -0.162 11.61 ft = -0.295 PRIMEJob: ~t.@-r,o STRUCTURAL Date: bf OS ENGINEERS Sht: ~ge 212 06/23/08 15:15:49 Steel Code: AISC360-05 LRFD LID.= 1715 LID = · 943 I r G ··t B . D . ( PRIMEJob: z.-f-S~s-c:. · l1 rav1 y earn es12n STRUCTURAL Date: c./o 8 . RAM St 1 12 0 1 ENGINEERS Sht: tf:Z. ee v ... RAM DataBase: STAIR.FRAMING 06/23/08 15:15:49 _'NT_E~ ___ B_u_ild_in_g_C_o_d_e_: m_c_, __________________ s_te..,.,e_l c_o_d_e_: AI_S_C_36_0_-o_5_L_RF_D I · Floor Type: SECOND FLOOR Beam Number= 16 SPAN INFORMATION (ft): I~End (8.42,10.77) . J-End (15.15~10.77) I Beam Size (User Selected) = W12X14 · Total Beam Length (ft) = 6. 73 Fy = 50.0 ksi I I- I I 1 .. -- .. I I I I I I I ,. I Mp (kip-ft) = 72.50 , POINT LOADS (kips): :Oist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.458 0.65 0.00 0.0 1.14 0.00 0.0 0.00 0.0 · . 0.333 3.00 0.00 0.0 3.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 0.0% Red 6.729 0.200 0.000 2 0.500 0.027 0.050 NonR 6.729 0.027 0.050 3 0.000 0.000 0.000-· NonR 0.500 0.027 0.050 4 0.000· 0.014 0.000 NonR 6.729 0.014 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 10.46 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Center Controlling Max+ REACTIONS (~ips): DLreaction Max +LL reaction Load Combo 1.2DL+l.6LL .1.2DL+l .6LL Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Mu kip-ft 7.8 7.8 Left 3.97 3.56· -10.46 3.30 ft 3.30 ft 3.30 ft Right 1.29 0.90 2.99 = = = @ ft 3.5 3.5 -0.009 -0.008 -0.017 Lb ft 3.5 3.5 Cb 1.26 I.26 LID LID LID = = = Phi 0.90 0.90 8973 10553 4850 Phi*Mn kip-ft 65.25 65.25 I PR I ME Job: 2-r-s-~,3 0 -,-\1 Gravity Beam ~esien STRUCTURAL oate: r.:./c~ rJ . X1 RAM Steel v12.o.1 ENGINEERSsht: .JJ:.1-L RAM DataBase: STAIR FRAMING 06/23/08 15: 15 :49 •• _1NT-ERNATICNAI. ______ B_u_ild_in_g_C_o_d_e_: m_c _ ___,,. _____ ""'---_..;.__ _____ · s_te_e_l c_o_d_e_: AI_S_C_36_0_-0_5_L_RF_D· I Floor Type: SECOND FLOOR Beam Number= 17 SPAN INFORMATION (ft): I-End (15.15,10.77) J-End (15.15,23.72) -·,1 Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 12.95 Fy = 50.0 ksi I I I 1· 1· .. I I I I I I I ,, I Mp (kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1· 0.000 0.200 0.000 0.9% Red 12.947 0.200 0.000 2 0.000 0.087 0.164 NonR 6.771 0.086 0.161 3 6.772 0.086 0.161 NonR _! 12.031 0.110 0.207 4 12.032 0.130 0.245 . NonR 12.947 0.134 0.252 5 0.000 0.027 0.05Q NonR 12.947 ·0.021 0.050 6 0.000 0.014 0.000 NonR 12.947 0.014 0.000 SHEAR (Ultimate): Max Vu (1.2DL+ 1.6LL) == 5.11 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond _ LoadCombo Center Max+ l.2DL+l.6LL. Controlling l.2DL+ l.6LL REACTIONS (kips): DLreaction Max +LL reaction Max +total reaction (factored)· DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Mu kip-ft 15.7 15.7 Left 2.13 1.40 · 4.80 6.47 ft 6.47 ft 6.47 ft @ ft 6.6 6.6 Right .2.20 1.54 5.11 = = = -0.082 -0.054 -0.136 Lb ft 0.0 0.0 Cb 1.00 1.00 LID = LID = LID = Phi 0.90 0.90 -1905 2854 1142 Phi*Mn kip-ft 65.25 65.25 I =-~ / r1\1 Gravity Beam Desi2n I 1 ~ RAM Steel v12.0.1 RAM DataBase: STAJR FRAMING 1NTERNATC'NAI. • Building Code: IBC , I · Floor Type: SECOND FLOOR Beam Number= 22 I I 1- 1- I SPAN INFORMATION (ft): I-End (10.11~23.72) J-End (15.15,23.72) Berun Size (User Selected) Total Berun Length (ft) Mp (kip-ft) = 72.50 LiNE LOADS (k/ft): Load Dist 1 0.000 3 4 5.038 0.000 0.428 0.429 5.038 0.000 · .5.038 DL 0.200 .0.200 0.000' 0.027 0.027 0.027 0.014 0.014 = .W12X14 = 5.04 LL Red%· 0.000· 0.0% 0.000 ·0.000 0.050 0.050 0.050 0.000 0.000 · Type Red NonR NonR NonR PRIMEJob: Q~-13-6 STRUCTURAL Date: & ( 0 8 ENGl~~EERS sht: ..!l!J:__ 06/23/08 15:15:49 Steel Code: AISC360-05 LRFD Fy = 50.0·ksi 1 ... ·. SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 0.93 kips MOMENTS (Ultimate): 0.90Vn = 64.26 kips II I I· I I I I I ~ I Span Cond Load Combo Mu kip-ft Center Max + l .2DL+ l .6LL 1.2 Controlling 1.2DL+ L6LL 1.2 REACTIONS (kips): Left DLreaction 0.60 Max +LL reaction 0.12 Max +total reaction ( factored) 0.91 DEFLECTIONS:. Dead load (in) at 2.52 ft Live load (in) at 2.52 ft Net Total load (in) at 2.52 ft @ Lb Cb Phi Phi*Mn ft ft kip-ft 2.5 . 5.0 1.14 0.90 60.24 2.5 5.0 1.14 0.90, 60.24 Right 0.61 \ 0.13r 0.93 = -0.001 LID = ·44558 = -0.000 = -0.002 LID = 36926 I I I I I, I -1: .... " I 1: ;; I I 1. I I , -1 ,,, RAM Steel vl2.0 Gravity Column Desi2n RAM DataBase: STAIR FRAMING 1NTERNATICNA1. · Building Code: IBC ., Story level FLOOR, Column Line 11.6-. G.5 Fy (ksi) = 46.QO -Column Size Orientation (deg.) :;::: 0.0 INPUT DESIGN PARAMETERS: I X-Axis Lu (ft)--~--~-----'----14.00 K --------'---~------1 Braced Against Joint Translation _____ _ Yes Column Eccentricity (in) . Top 4.50 Bottom_~~-0.00 ·CONTROLLING COLUMN LOADS -Load Case ·1: Dead Axial (kip) 6.58 Moments Top Mx (kip-ft) -0.48 My (kip-ft) -0.80 Bot Mx (kip-ft) 0.00 My" (kip-ft) 0.00 Single curvature about X-Axis Single curvature about Y-Axis ·, CALCULATED PARAMETERS: (DL+LL) Pa (kip) = 11.89 Pn/1.67 (kip) Max (kip-ft) = 0.82 . Mnx/1.67 (kip-ft) May (kip-ft) = 1.32 Mny/1.67 (kip-ft) Rm = 1.00 Cbx = L67 Cby Cmx = 0.60 Cmy Pex (kip) = 79.10 Pey (kip) Blx = 1.00 Bly INTERACTION' EQUATION Pa/(Pn/1.67)) = 0.291 Eq HI-la: 0.29r + 0.068 + 0.109 = 0.498 · PRIMEJob: ~~,"5o- STRUCTURAL Date: Gb 8 ENGINEERS sht: % 06/13/08 09: 19:34 Steel Code: AISC360-05 ASD = HSS4X4Xl/4 Y-Axis 14.00 1 Yes 4.50 0.00 Live Roof 5.30 0.00 ·-0,34· 0.00 -0.53 0.00 0.00 0.00 0.00 0.00 = 40.87 · = 10.77 = 10.77 -1.67 = 0.60 = 79.10 = 1.00 I '11\1 Gravity Column Desi~n' PRIMEJob: 2-t=-S· (Jo STRUCTURAL Date: 6 / I) l rJ I ~ RAM Steel vl2.0 L RAM DataBase: STAIR FRAMING •• . ..,,..,,,.,. Building Code: IBC · I Story level FLOOR, Column Line 11.6 -G.1 I ·I -1· I II I· I I I I I ~ I Fy (ksi) = 46.00 Column Size Orientation (deg.) = 0.0 INPUT DESIGN-PARAMETERS: Lu (ft)-~~---------- K --~--------'---------Braced Against Joint Translation _____ _ Column Eccentricity (in) Top Bottom ___ _ I . CONTROLLING COLUl\1N LOADS-Load Case 1: Axial (kip) ___________ _ Moments Top Mx (kip-ft) -~---~- My (kip-ft)--~-~- Bot Mx (kip-ft) ----~~- My (kip-ft) --~--- Single curvature about X-Axis Singl~ curvature about Y-Axis CALCULATED PARAMETERS: (DL + LL) X-Axis 14.00 1 Yes 4.50 0.00 Dead · 2.97 -0.23 0.83 0:00 0.00 Pa (kip) = · 4.64 Max (kip-ft) = 0.27 May (kip-ft) = 1.40 Pn/1.67 (kip) Mnx/1.67 (kip-ft) Mny/L67 (kip-ft) Rm Cbx Cmx Pex (kip) Blx = = = = = INTERACTION EQUATION 1.00 1.67 0.60 79.10 1.00 Pa/(Pn/1.67)) = 0.113 Eq Hl-lb: 0.057 + 0.025 + 0.130 = 0.213- Cby Cmy Pey (kip) Bly . E"Gll,!C:E0 S l/fo N li~i.. h~g}lS;utlW:19:44 Steel Code: AISC360-05 ASD = HSS4X4Xl/4 = = = = = = = Y-Axis 14.00 1 Yes 4.50 0.00 Live Roof 1.67 0.00 -0.05 0.00 0.58 0.00 0.00 0.00 0.00 0.00 40.87 10.77 10.77 1.67 0.60 79.10 1.00 ·r I I·-_ . ;· I ' ' ·r l i· • . '~ .... . ;·. ,, ' . . ' ·-1···;.···; • • • J..1 ~ ,. • '. II';., __ !_ ' ' . . ·:-:: 1--~:-·-·: . ~. ····-:···· ... :- ·1 .j. ·1.· ·1·_-:l . -·· . : 1--: .. ~ ' -. ' . . .... ! - 1-- T . -~$-v-.~ {'o·P:,_ 1" ··r --+-.. ;. I l ' i,---1-. ! II; ''X+:, ' 1 / ; . --i--; : . -i -j l ? . -~ .i f~f~--1 .wf -' ' ! ·; ., l r .-, ' -1-·; -,· t· j ! . ( . 7,- -:;-.. ----;- 1. --1--T - \ t ! ·-...-... ~ { ' ·r . -~- ' ·.r ,. •' . ·,· ' ·:,- ;-; fr! l J T ,-- : ft{~ sµe~oll=v -:uio/~~~v~ ,-~ ;.fM(JP1. :!.. J '/ , ··:r. \1· . ~-,I. -..:.--·.._i _ _;__-'1'-· --'-------:---ri.1 . l ,' t.-\J.. ~~" -:: &:( o,,1rJ1T. TIC ~l "i"" -i ~ ; ·; ·-;- I :. .,., :'" ' . ·:,· wT} : -,;-···}---,) t ~ 1, '•j: . -[,- .. t.,. ; • ----; ---· J l •.•. -.:.--···-:: ·-.. -:.-... -,r -~--· . -~· ' I :· . ': -.. t---·.'. ---;-----, ------T ; i . . · ··.i .•. ··••··· ........... 1 _, __ -. ----i ! ---··. ·-· -. { -.... , ---i --··:'r ·;, ,•, ..... r ' bLtf-C·r •. ~ : . . _, . .,. ' ,, I ,, : ~xr>-r ; sitl1-1 ~-·;· ·r: ·r· --:,:N·ew.·· -~-s ~--f ' _, '. } .,. ' ,, ' -~-. ··t • ~-• ?," ·: ... : ·-) --.. t.· • • . ! -•. ~ -I, • I ! . qd, o/-"---i----.; .: ;,---r ' . --.) ..... --f .. !' --(;'"' . -.~-.. .. , ···-··-!··· . ~-.. -.' ~-. j ~J .01:P~.'.U. _ . __ .. , __ .. .-•. ,, ;p.:13t ' · -· ,----~ ...... i ·-·--,: ........ ;. --l .. ,!-..... · ..... ··---·· -· ..... ~ ···-:·-·-·. . ... ,. -~) •\ ---···, ·- -1~--•• - '· i ;-____ : : ..... , ..... 'L __ ::_ . 1 :_ :_J ... :_ ··-· ;-t --+-:-:. ~JI:•.· ~i.3 y'.~ r ~~ : ~?b:Jr~:-;: : ___ l 10 _____ : ___ . L_.-1,. -------!.:-... .:... ~~.::~/~k (,?r_{)Yi_ .r ~~--fair ~i~-<:~ __ 61~+.J.-;~_'.; _ . --i . l ' ' ; ' l ' l ' . i : ---··v .. : .s· -~f--~A.11( .. --i---.. :; ··::~~-:-~ ,-~-i1 :_ .'.-~:_·· 4 ~ 1, c b,t ,z) ~01~.i ~'!~ .... , ----'.-----. --·,--···-:·--' -.. ) .. -J!(f~o_o~)(Z.:O!) ... l' ! ""; ' .... i ' I I : ' • ~ I I i-.! t • : -,..-: . I I I . ; i l ' : .. r-· .! .. -· .. \ i,o·+r1/(:~,~~x?-) ·- ., i' ' • ••j I bi; · .. I. fl ' ·1 : W/2.)X. U ! Qt) .... ) ..... . \ .. ~ ·: I t ··• ' ,. ,~t-f11·;.~ ~?-o,s, ·;:_r-/1 -~ i, lfl {9fr/4~o 5 I ,· . ' ........ ---. ;·· ._·.L.Jb; ~ 1 ~3/ .j)f,_-_ ! .. (~~~_O(f -, -.J~1r:-~ -; ~rr -11(. ---:_ -L _ __\ __ . --! ' -;~-.. -.~-.; I I ·+. ·1 I-,-__ -_:·--~41:- ·-~---r· .. -.--·~, -. . .. --. -! 1, .. -' .- •·• • • •;•• • -:•w • •••;• '• ... -· . --.~.. . ·.,- ·1· __ ; ;.· 1 ·.·---~-----~·-·-·-··. -. ------.-· --· 3 - ··,·. ·.-· ···,, ··- ., ' -+· .. ---· ··. . -; PRl;MEJ~b: '2.};g-136 STRUCTURAL D~te: -; ~ I u B ENGlr~EERS·s~t-·-4£-:-... i . .., . ---:· -:.-· . . . ·r· ' ...... T • !" ,·· . ·t- ·r-•• I. , ... ··r [ i : .. ', -··:· .. "! - ·-i ---. l"""I . ·:. . .. ·· ·:· .. ; ·; ·····( ... ··_··:·· ·: ··· ·;··· --f··· ····: . i. ·, ..... •· ... : .. ; .... I . ! I '. I • . '. , : . I ' j i • -, ' . : . . ···1· ' ' ' ~ ! -·r· · ·,· ··· :-······,---·-1····-··-···-·:···-·1··--· .. 1--··:···-·--~------··-·;·· ·:· ----·-·r···-·· --·:· ·-r ··, : ._, """'{~- ••. -! •••.• t··· . ·-.. . . "j -• • s : . : 1· . ,. r ••• ·1 •••• • • t -· ·~ •· • f • -,--.v I . -: _ _:--·~----ai .. -. ---~ -·0 ~Z_J_.X Loads: LC 2, w/ PARTITION Results for LC 2, w/ PARTITION PSE 2K8-130 -.812k f' ;'!:.I) Vt&f:5 ~;Vr-,,,~~'j. JOISTT-14 ---~ -~'---•~-·.- ~~-u 9:2~;o 2.': C":> -rr1 c':!::::,, rn;;o~ ~Fm (/) CJ C-::r ro o IT ~ ~ June 16, 2008 at 10:48 AM T14.r2d I I I I I 1 .. I I I I I .JOIST T,14 PRIMEJob: ~~130 STRUCTURAL Date: b /o _8 ENGiNEERS Sht:-V Basic Load Cases -----. .J~LC Descrintion Cateaorv X Gravitv Y·.G_rnyitv Joint Point Distributed 2 tot load I None I I 14 3 __ _ w j . None ' ! 14 .. .. ! .. ---+--4 _ :ti~~l~6°AND ___ . t------~~~= -___ ; ·1. _ ___ _'.'4_ ' _5 --~~ _L .... 1 .. Joint Boundary Conditions Joint Label X k/in _ Y k/ioJ .. ______ Rotation[k-ft/rad] Footing , 1 J__ _ _ ____ N19 ' Reaction· Reactio11 __ i-------1---------J _2 .'. _ .. __ N...,3=3'---__ _____._ ______ ___,__ _ _____.R_,.,e=action ... Joint Coordinates and Temperatures . __ Label _______ ·-__ ______ ___ ... . ___ )_( __ [\!JL . Y 0 [in]. _. _ . ______ [ __________ Temg 0 ..,__ fl~l,.___ _ _,,, 1 . N4 ---+-............. 90 .. . . . .2. : .. ______ N6 ___ 157 0 1-0 ._ -~-, N8 . -~~--O· 0 · 4 · N10 301 0 0 :_~ ~--_t:~ . _---------'-'~-'--~~_.,_____ _____ l-----__ ·_,~'-'-; 3 :;,..0 __ --+-----~g'------+----"g'-------l : J. -~-. N18 0 _,___ __ 34.2 0 8 ! N19 2 34.2 0 . 9 i N20 61.5 · 34.2 0 :-·10_ ·: -N22 121 i 34.2 o : _ 1.1 N23 157 34.2 0 12 ------N-24 . 193. 34:2 0 . .:13 _. __ N25 ________ 229 _________ 34.2 0 14 N26 265 34.2 0 j~ , N27 ________ 301 __ _ __ ... 34.2 __ o 1.R , ... ______ N28 _____ .. _____ 337 .. 34.2 0 .. .:11 .: N29 _.AIL__ 34.2 0 . 18 N30 409 34.2 0 I 19 '! N32 ~ 468.5 1 34.2 0 : .. i.O ! . ··------~N=3~3 _________ ~52=8~ __ i 34.2 0 .... 21 . :_ . N34 530 . . . _J ___ ---=-34_,_,.=2 ___ ..,_ __ ___,0.__ __ -' Joint Reactions (By Combination) 1 2 3 4 . LC 2 2 4 2 . .~J=oi=nt=L=ab=e~I ---·-.-·-·-··-X [k]. 1 N19 . 0 -,-----··--------' N33 ' ____ O_ _I--------------. -------.......... ,-... I Totals: _1___ _ _ 0. ·:· --COG in: X: 262.8412 Load Combinations __ ___ Y ...,.[k].....__ ___ ,--_ _,M=Z,,...[.,_,___k-=ft] __ ~ 21.52 0 ' .. --21.1696. __ .. _________ O ____ ____, -----_42.6897 Y: 34.2 .... . , Qe~cI[pJion Sol. .. PD~ .. SR ... BLC Factor BLC Factor BLC Factor BJ._C __ fpctor !3LC Factor BL-C Factor BLC Factor BLC Factor ,--~½-;wi~~~~~~ .. l~::I I I ~ E I ~ ·1 ~ I ~-I -~ 1---+--l I I I I I I I I _ Member Distributed Loads (BLC 2: tot load) ~23~-.. : :,'·... . . M· __ e· ~m~~Tb:c:er:L.abel -=r-Dlie:ction Stan Ma_g!J.itµde[k/ft ... ,~Dd Magnilud.~[~Lfi,_o,_,.,, ~tart Location[in.%] End Locationfin.%] -~~~--j-1--~-~-+-1---__,::=-!:.,_;,___ ~=i~ ~-:~~ ·:-:=--_,·r_-_-_-:_-~~g~~~~~:~~~~:g~~~~.: RISA-2D Version 8.0.3 [\\Server\server-d\dwgs99&2ks\2008\2K8-130\RISA\T14.r2d] Page 1 ·1 :I I I I I ,, I I I I I I ~ ·1 JOISTT-14 PRIMEJob: &e~!i., STRUCTURAL Date: ,/<)~. ENG!i~EERSsht: 61 . Member Distributed Loads (BLC 2: tot load) (Continued) :-4·-·i·· __ 5 __ .. : .. - __ Q ' . ~ T -- ..... Q 10 _11 12 j3 _14 . Member Label Direction Start Maanitudefk/ft ... Enc! M_,!Qni,tude[Mtd... Start Locationfin %1 End Locationfin %1 TC5 Y . -.944 -.9.4..,_4_.,___+-----'0,,___--1----=-0----1 _____ TC6 Y -.944 ___ .:·.9=--4,__,_4 __ f-----=-o---+---=o __ -i . .TC7 Y s.944 ···=94-'--4,______-1----'0,e_.__--+_-~0 __ --1 _ TC8 Y -.944 :,.9=4~4~--+---~0~ _ _,_ ___ 0~-- TC9 Y -.944 -.944 0 0 __ ..IQ:10 y -.944 -.944 _____ -__ _,,_o __ -1-___ o~-----1 JC11 ______ Y ______ f-~.944 . ____ -.944 .. J o o TC12 Y --~.9-44 --.944 . !· ... :~ ~: o··-~~:·.-.~~== O ~~J --1-· ·· -~ ---r~ : ~ -; ::~:: -: g i -~~---i TC1 Y . -.944 , -.944 ___ . __ ,_· __ __,0,__ _ ___. __ __,,0 __ ___, Member Distributed Loads (BLC 3: w) Mi,m!J.er...Label Dire_ction Start Maanitudefk/ft ... Enq M_l;!gnit.l!..cl..e{l.slft d ... Start Locationfin %1 End Locationfin %1 J. __ T_C2 y -.91 -,_9_1._ 0 0 2 i TC3 y ,.91 -.91 0 0 _3 ___ : --.. __ J_C4 y -.91 . -. -_.91 0 0 ' 4 _JC5 y -.91 -.91 0 0 .! -; _cQ -L -____ I_C6 y -.91 ~-~--0 0 ------· -6 : TC7 y -.91 -' -.91 0 0 , __ J_ __ TC8 y -.91 ! -.. 9.t 0 0 j -----1-----···----·· 8 TC9 y -.91 J -.91 0 0 ' _9_ _J_Q10 y -.91 --!· -,91 0 0 _1p '. -T.C.11 __ y -.91 I .. --~L-0 0 .-11 }Q.12 y -.91 i -.91,_ _______ . 0 0 .. I° -----12 i M31 y -.91 -.91. 0 0 "'·U.T _M36 y ,.91 --.. -.~J ... I b 0 --_TC1 y -.91 -,9.1. 0 0 Joint Loads and Enforced Displacements (BLC 4: PARTITION) 1 __ 2 .. 3 .. 4 Joint Label L,.Q,M ___ .... . . N22 _______ ,__ _____ _L_ __ _____ NN_ 2 24 6 -.-. _ ·-··---·--L. ___ _ ---+--·----L ______ _ N28 L ... DJri,ction Magnitude[k,k-ft in.rad k*s"2/in] .. Y .. __ ·------------·=.6~1~4 ___ --t Y . -.562 _. Y.,__ -.812 Y -.51 Joint Loads and Enforced Displacements (BLC 5: POINT LOAD) _ .. ,. ___ •. ____ ,__,,J=oi=nt~L=ab=e,.,__I -----,---~L~,=D=M=---__ .. _____ Direction Ma nitude k k-ft in rad k*s"2/in -.5 . _ _j ___ j_ -N26 · L y Member Section Forces (By Combination) . _LC .. -1 .: 2 _2 3 ' 4 5 6 2 _J __ ,. .. 8 .. : - .JL l - 10 ' __ Jy1ember Lab.el Sec .f\X[l;!![ls~l--,--~S=he=a,..,,rfk,.._tl __ .--~M=om=e=n,.,,.tfk~-ft ...... tl_....., ___ ___,_,W=2L,,,___~--~--1 . -·F--53.2851 ·-· ,_J ___ 0><----1------=0 __ ---l ---------~~2 ______ 1 __ -53.2851 __ 1 _________ _o_ __ __,,1----=o----1 ·-----------;!,, ____ 3 ___ ·-i·--· .:-53.~851 i O 0 ··--------··+-·4-__j _ -53.2851, ·· __ j-_____ , __ .,,_0 __ -4 __ ___,0,___---1 ______ : ______ 12 _ -i-...:.~ -53.28!51 .. .L ________ ~ ______ --"o'-----1 1 5.9479 ' 0 0 V1L ' -.,-· -+ .. +-· --------- 2 5.9479 __ ·-·--t--~0..__ __ -+------"0 ___ -1 3 5.9479 ____ -+-_-~0~-----~0 __ --; 4 5.9479 ·-----+---~0----+---~0 __ __, 5 5.9479 0 0 I --+-·· t I 1 ... rn.U~4=6'---+-----"'o---+------"O __ --l 2 19~1~7.4~6~·-t---~O,,__ _____ O~----i ___________ .,___·=-3---c--~19.-.7-746. --~---o~--~---o~---· W3L · RISA-2D Version 8.0.3 [\\Server\server-d\dwgs99&2ks\2008\2K8-130\RISA\T14.r2d] Page 2 I 1. I I 1. I I I I ·1 I JOISTT-14 Member Section Forces (By Combination) (Continued) PRIMEJob: ZJt'.-t;.,s.o STRUCTURAL Date:~ ENGINEERS Sht: v Z. . _. ·--·-__,~M~e~m=b=er~L=ab=e~I ----,-·=Se~c ·-·i--Axial[k] . ···--·----SJJ.e.arlkl Momentfk-ftl J4 .. ~ .... ---------t---4~__,_· __ .19.7746. __ r 0 0 •. LQ , J5., . --· ----------1--5~--t--__,19.7746 ... _. I O 0 . __1_6 ·! 2 L. ___ _,Wc.,._4..,_,L~---,-+--1~----1~,~?59 0 0 J7 .i .. !._ 2 -1.3.,9259 1 0 0 18 .3 -13.9259 0 0 · j~ __ ; . .. .. . , 4 ·:13,92;1,9 0 0 . .20 , .. --·· -------,----,--~5~ ..... ,..._ .::13 ... ~259 O 0 2.1 , .. 2 ... , ... ____ v~-2!,._ .. _' -~--+ _ ___,_·1 _ ... 1 __ ..... 1 .. 782 o o 22 2 I 1. 782 i Q 0 i.3. t • -· • 3 ..... J_. 1.782 .... j_.. 0 0 2.4. . ... 4 :-----· 1. 7.82 .L .. _ ....... _ 0 --··-··· 0 25. -------~---+--~5-:·-·-·· 1.782 ., ....... -·---0 __ . 0 25· ; 2 W5L· . 1 , . H.4771 o o· -2=Je.....,._: ~~----~~-----~2-· ---,;i-.~11.4771' 0 0. 28 3 .. ,-· 11.4771 ... T'. --o _ o ~.9 .. ----------+-_,,4_ J __ .11.4771 .. __ ; 0 0 30 : l" ---~--~---~5~_--j--_11.4771 0 0 '".3f';., .. 2 .. L. W6L .1 ·p.Q.9_24 0 0 : 32 i 2 .:6.0924. o o ..33 j . . ,_ .. --· 3 +--:§ .. 0924 0 0 34 , . ,__ 4 -6.0924__ 0 0 , J~:~~ ~ . ·--~ .. -5 -lUl924 o o 36 , 2 1 V3L 1 2.5019 0 0 .. 37 j ·-_ ,----2 ~ .. 2.SQ:19 .... ·-!...---... ·-· o o 38 , 3 ~--2.5019 .. _)_,_ ..... __ o····--o 3"9' : 4 2.5019 0 ; 0 . _41C1 ... s .. i-2.5019 i o ............. r--·---o ··--- ~ 1 .. : . _2 W7L 1 · 2.4~93 . 0 0 42 . . 2 2.4393 0 0 . ,43 ~ _ . 3 . 2,439.3 0 .0 , 44 · 4 2,4393 0 0 ~4i.~; ~ .... ;_, 5 2.,4393 0 ' 0 46 I 2 ' W?R 1 2.901 0 0 . 47 : . 2 .. 2.91l_L... o o :.:i§.·1 -·~ j-· 3. . ~ --2 .. 901-.._,, .. __ 0 0 : 49 : · 4 2.9.Q.L_. o o . 50. i .. :.L. 5 .. 2.JLQ.L... .. . 0 0 .. &'Ii" -2 . !--V3R 1 2.4~08 .. .. ·-0 0 : 52·; .. -2 2.4908 I 0 0 . .5.3 ; _ 3 _:_ [__ . 2.4QQ8 ....... L---·--· o o .5.~ .. : 4 ! 2'.4908 I 0 0 · .55 : .. -·-··-------1---'5~·---2.4908 ··---_.L o o· 56 2 W6R 1 -6.5342 0 0 : .. ~?. -· L ... ,------~---+--~2_· -6.5342 0 0 .. .5.§_ 3 ~~--::~-~·i[4i ---·-·-·· 0 0 ,_;if)_ . !"·'"" -----+--------+----'-4--+----.-6.5342...... 0 0 60 , 5 . -6.5342 0 0 · 61 ! 2 ., ... _____ W~5R~-~---+-___,_1_-+--11.8709 _____ ._ 0 0 : 62 i : 2 11.8709 0 0 63 1 3 ··--··-·11.8.ZQ~ ...... .L.. 0 0 . 64 '. .. _ ------· ·--· 4. .. ..... _ · 11.8709 ........... _,_. 0 0 §_5_; ... _ .. ___ .,L __ ,,_5_._ i .... 11.8709. ·o _____ ....... -1---·-·-· .. o--·-_ 66 . 2 V2R · 1 1,7565 0 · : 0 §7 . 4 .. --~-... 1.?~65. ,_.. .... 0 0 · 68 · . . .... . 3 ~._,1.7-56§. 0 0 i39·: -4 . 1.7565 0 0 . 10··:.·-5 ··· 1.7565-·-0 0 ,J..1..; . 2 ,..... W4R ·1 __ -14.2893 ..... __ o 0 _ 72 . .L._ ... '..... 2 -14.2893. 0 0 RISA-2O Version 8.0 .3· [\ \Server\server-d\dwgs99&2ks\2008\2K8-130\RISA \ T14.r2d] Page3 I ··1: I I I ... 1· 1· ''I I .I I I ·1 I ~ I JOIST-T-14 . Member Section Forces (By Combination) (Continued) ' . PRIME Job: z.t~-J,3,--a, STRUCTURAL Date: c, 1° ~ ENGINEERS Sht: ,63 ___ ----, •.. _LC' ... 1 ___ . -~=M=em-=b=e,_,r L=ab=e"---1 ---,---=Se=c_ 1 .----/IJ5.iallkl Shearfkl Momentfk-ftl ! 73 _ , I 3 -1_4.2893 o o . 74 : · . . . . . 4 . -14.2893 i 0 0 . 1§ .. ~ ... 5 .. -14.~693 i _____ 0 _____ · ----r---~0~ _ __, Je : .. 2 ,-.. :=.-=.-=.-=.-=.=-w-'--' -=3=R======-=-=-+-1_-_~f--_. ·.---_ 19.~_1~1 T .......... o ___ o 17 ------------+-1~2 +--19.3J:21 ' 0 i 0 _ _IL __ ,_ ! 3 . 19.3121 ; 0 0 ·l5·:·: _ . ·.:~·.------------t'-~:--t . ~~:~gL_-~_-.. _ ----~ -~ 81 r 2 _1____ V1R 1 l:,.9435 0 0 :..§2.r: --J-2 ---~-9435 o o §~--+ ____ , 3 _5.MSL __ o o '84 I 4 5.9435 0 0 85 : 4-,··-· 5 5.9435 0 0 §e·T~-2 . . _.. w2R 1 __ __ ___ -52.3236 _____________ . o o ~~ ·-----:·---~--i·-· ~~~}~~~-: --~ ----! ---------~------------- 89 ___ .__ ..... ---------'-------+1 __ 4 _____ +----52.3236 .. ,. _______ O ________ i 0 90 : 5 ' -52.3236 0 ! 0 ·_g\:::. = ~ ... -TC2 I 1 ~-~1=-~45.-85-84 ___ ~-2.1235 .9535 92 · .. t----------~----~2~-~-45.8584 .9955 -.9796 :_93_L___ .. 4..... 3 4.5-.8584 -.1325 -1.5145 94 I 4 45.8584 -1.2605 ·-.6511 I 95 ' . 5 45.8584 -2.3886 1.6106 : 96 __ :-=i --·-TC3 1 69.2352 2.0574 1.6106 :$_~ -----·--2 69.2352 1.3749 .3235 98 3 69.2352 .6924 -.4518 99 r _ _L __ . 4 ___ 69.2352 ___ I .0099 -.7151 , 100 i ---_!___ 5 ------·-· 69.2352 · ! -.6726 -.4666 _101_! ___ ·2 .. . 'TO4 1 _____ 69,2352 ! .. 1.1_094_________ -.4666 102 ! 2 69.2352' , .4269 i -1.0427 . . I , . . 1W,.... , 5 ~ .. 69.2352 ___ . ___ +--1.6206 :~~~~ : . .1QtL(··_ 2 ·!------~TC_5~-----~1 _ _ 81.9731 ___ _,· ___ 1~·=52=6~1----~~-__, .J07 · ··--.... i 2'-----t----Jtl.9731 .8436 -.5883 : 108 I 3 81.9731 .1611 -.9651 . 1101~ . _ --+ 4 81.9731 -.5214 -.8299 ·------·i-5 8_1.9731 -1.2039 -.1829 ,..11.1. __ _2 . ...J_____ TC6 ·1 81.9731 1.2979 -.1829 112 I 2 81.9731 .6154 ·-.9004 113: , 1 3 _______ i--e1.973_1_ . : .... ___ -.0611 -1.'1061 114.'. ------------4 81.97~~ -.74.~6. ·-~---·-----.7998 ·--_ 115: :· 5 ; 81.9731 : -1.4321 ... :... ____ __,_ . .,,_01,.,,8=-3----l ··11.6~r -2 :~----TC7 --~--1---_ r-.81J3383 __ · ___ _j"_ .. _ -1.4~.41.. .0183 117 ' 2 __ 81.6383 -· ___ I .7516 -.8013 ·11a·1 .. ,-,-3 81.6383 i .0691 -1.1091 .-119 , .. i 4 81.6383 -.6134 -.9049 , .1~_Q.. .. _ _ r--5 81.6383 -1.2959 -.1889 ; 121 ~---4. ___ ] TC8 .1 81.6383 1.1949· -.1889 '122L 2. 81.6383 .5124 -.8292 .. 123 '1 -... !---3 81.6383 -.1701 -.9575 . 124 .I.·-_ . 1---· 4 81:6383 -.8526 -.57 4 ·J.2.5._l.-L 5 81.6383 .. -1.5351 .3213 . ~~ i ___ :? ·i .. ______ T-'-'G9"-------1--1,__~----68.2947. _____ .J_ _______ 1.6306 .3213 i. ·-2_·--+-----68.2947.. ---j---.9481 -.6457 128: l 3 i 68.2947 , .2656 -1.1008 _129_; .. I 4 .. [ _____ .. 68.2947 . I _______ -.4169 ____ j_ -1.044 . 130 i -· .. ·------------~-----'5 Ii _ 68.2947 -·····-! -1.0994 I -.4754. _'!]J.L .. 2 TC10 I 1 . · 68.2947 ____ _J__ .6571 -.4754 RISA-2D Version 8.0.3 [\\$erver\server-q\dwgs99&2ks\200~\2K8-130\RISA\T14.r2d] Page4 I !.. I- I I I I I. 'I •• I I I I I I I . ,. I JOIST T-14 Member Section Forces (By Combination) (Continued) PRIME Job: ~-Ji Z) STRUCTURAL Date: t.,/ 0 e, ENGINEERS Sht: .£!I_ :- 1 ,. 3 _ 2 __ L.C __ 1 ____ Member l,.=ab~e'~--~~S~e-~c~~-PJ<ial[!s]__ Shearfkl Momentfk-ftl +-------------+-~2 68.2947 ---·-----.0254 -.7122 ~13_3 --=-· __ .J____ 3 68.2947.. -.7079. -.4372. 134 , 4 _ __g_a_.2947 -1.3904 .3496 . -135 ... . .. f"° 5 68.2947 ·--· -2.0729 1.6484 . 136 ·2 : TC11 1 44.965 2.3941 1.6484 .rnr: -·---------~--.... L-_2 __ : ____ 44....965 ! .. __ .. 1.266 __ -.6201 . :!~_6_; .. -----·------'-' --'--'~--, _____ 44, .. 965 ·-___ ,138 i -1.4903 1 ;39 . .. ·-----------_ . --·-~----. '4 44.~§.5. .. _ . -.99_ ---··-. -.9623 , 140 i i ----5 -I 44.965 I -2.118 .964 '.14.tl --2 L ·-·-------TC12 l 1_L_ .. 4$.77... . ' 2.4479 .964 . . 1_;;-4~3· ... ____ j' ' 2 _48.77_____ 1.3199 -1.3712 ··~~-~ --------------3~--+---:1-8.77 .1919 -2.3082 144 i 4 48.77 _ -.9361 -1.8469 .. H.5..j _ .. :~---5 48.77 _______ -2.0642 .0126 146 i 2 ! M31 1 0 .1517 .0126 _147 .. _ [._ ----------'1---=2~-t--_ 0 .1138 .0071 .. Ha... _ 3 ... o _ ________ I .0758 .0032 . H~L _ ; 4· o -----· -·· i .0379 .0008 .1-50 I 5 0 0 0 . 151_; .. 2 L -~-----~C.1,.._ ____ ;~· _1._ __ .-59.1389 ........... L-. .0814 o :-~;~ 1-:-_:__ 2 -59.1389 _______ ..j.. .0814 -.1136 -15--4-j' ·-.·1--------+---~~---1---59.1389 __ , _____ +--.0814 -.2272 4 -59.1389 I .0814 -.3408 . 155 .. l .. l_ 'BC;2 ~ _ :~~:~;~~ _---~-~-·I ··----~~g{: :::~:: : -~;~ l-... 2 ·J... ... . 2'----1----77.5561 ----· -.014 -.4333 : -1 1 :~ 5 5 9 6,-j----1· -----3 -77.5561' ... ___ I -.014 -.4123 · -1-60--,,· -:·---4 -77.5561 _____ -.014 -.3913 5 -77.5561. -.014 -.3702 __ 11_6621-J_: _-.2 .. -·.!! ___ ~-BC3 1 -8~.7416 .0002 -.3702 (J ------------~2 ____ -83.7416 .0002 -.3705 163 l ' ,-. ~-... _ .. -83.74_16 .... .0002 -.3709 1641 .. --------------I 4 i -83.7416 : .0002 -.3712 H3[_ ----·-----_____ _ __ ___ J_ 5_ 1 .. -83.7416 , .Q002 _______ ·--· ___ -.3715 __ JgQ... _,2 · ·-·---~BC4 1 1 _ -76.9011 ----------!---··-.01_17 _ I -.3715 . 167 . " .. -----------2 -76.9011 _____ i .0117 -.3891 '16_8_ ........ 3 -76.9011 ___ · __ ,_ .0117 -.4067 :.1.9~ _ .. -·--· 4 -76.9011 .0117 -.4242 170 5 -76.9011 .0f17 -.4418 . j.zi __ 2 I BC5 1 -57 .9349 -.0791 -.4418 .J.7..2... ·-,-2 -57.9349 -.0791 -.3313 · _17.3-_ ... i-... 3 -57. .9349 -,0791 -.2209 174 r 4 -57.9349 -.0791 -.1104 · _1z_5_,_ __ _ __ L.. __ s -5.7.9349 -.0191 o 176 ___ 2 .... :~---M3~6--------'-l-~·1 ________ o____ o o . g~------+----~----·r·-·. -~-... ----::g~~~ :~~~~ 179 1 4 ____ j.___ _ :O_~_ .J ..... _ .. ::,.1.:138 .0071 180 ! 5 i O i -.1517 .0126 . JS..1.!. -4 .. L _____ T_QJ.,___ ____ ~1. ·_1 -49.6662 ..... ·---·--·-2.0663 .0126 .- 1 18 8_2 3 _,'_ ·-------~L•, __ -__ ·_ 2,____ ___ 49.6662 _______________ .9383 -1.8496 _ , ---------,..-~3 ___ 4~~9_,..6_662 -.1898 -2.3135 1841 ' 4 49.6662. -1.3178 -1.3791 _18..fil _ . __ !._ .. _ 5 4~,_6662 -2.4458 .9535 RISA-2O Version 8.0.3 [\\Server\server-d\dwgs99&2ks\2008\2K8-130\RISA\T14.r2d] Page 5 I I I l- ·1 I :I ... II I I I I. I 1· 1· ~ I EXISTING JOIST CHECK, T-14 0 0::: 0 J: () a.. . 0 -I- ~o g~ 0 J: co () Cf) 0::: w co ~ w ~ co ~ Member ID TC1 TC2 · TC3 TC4 TC5 TC6 TC? TC8 TC9 TC10 TC11 TC12 BC1 8C2 BC3 BC4 BC5 W2 V1S W3 W4 W5 · W6 W7 · W7 W6 W5 W4 W3 V1S ·_ W2 · V2 AXIAL LOAD -AXIAL LOADS - CAPACITY NEW - -97882 97882 97882 97,882 97882 97882 97882 I 97882 97882 97882 97882 97882 -86280 -86280 -86280 -86280 -86280 -56358 7401 20169 -15695 11485 -14544 9481 .9481 -14544 11485 -15995 20169 7401 -56358 3628 496_66 45858 69235 69235 81973 81973 81638 81638 .. 68295 68295 44965 48770 -59139 -77556 -83742 -76901 -57935 ·53285 5948 19775 -13926 11477 -6092 2439 2901 -6534 11871 -14289 19312 5944 -52324 2502 % REACHED 50.7 46.9 70.7 70.7 83.7 83.7 83.4 83.4 69.8 69.8 45.9 49.8 68.5 89.9 97.1 89.1 67.1 94.5 80.4 . 98.0 88.7 99.9 41.9 25.7 30.6 44.9 103.4 . 91.0 95.8 80.3 92.8 69.0 PRIMEjob: ~-,~~ STRUCTURAL Date: tr,/oE!:> ENGINEERS Sht: -. 5{ += COMPRESSION -=TENSION RESULTS · O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. O.K.- O.K. O.K. OK O.K. O.K. O.K. ,..., ,._.....% · Kt.~ f'o p....c,_,t_ ~ O.K. O.K. O.K. O.K. O.K. NO GOOD O.K. O.K. O.K. O.K.' O.K. NOTE: -See reference calculations for allowable axial forces for w_eb members. .g orn, ,'\ ·t,1,ft,·t.l) ff\M\N~w rf">{lto~ ~ O.&(s.-Dtu:)1,y1g,,~,.,,,z ~ ':zbZ~o,J/4: Tb f' C1-k IZ,1) -~ : 7°117~-~;f~ -F;. . ·. P1, -t _.; 0,75Jt 0,033 -:: O, &'IS' F,.· F~ I ·~ I :1: I I I I I Ill I I I I I I ·~ I Section:T14 -W5 Section Properties: Number of Shapes total Width Total Height Center, Xo Center, Yo X-bar (Right) X-bar {Left) Y-bar (Top) Y-bar (Bot) Equiv91ent Properties: Area, Ax !nertia, lxx Inertia, lyy Inertia, lxy Torsional, J Moc:lulus, Sx(Top) Modulus, Sx(Bot) Modulus, Sy(Left) Modulus, Sy(Right) Plastic Modulus, Zx Plastic Modulus, Zy Radius, rx Radius, ry =2 = 2.00 =2.00 = 0.122 = 0.123 =1.333in =0.667in =1.331in =0,669in = 1.666 = 0.3302 : 0.3299 J = 0.000 b: -1.000 = 0.248 = 0.4939 = 0.4943 = 0.2475 = 0.6139 = 0.6134 = 0.4452 = 0..445 in in in in. in"2 in"4 in"4 in"4 in"4 in"3 in"3 in"3 in"3 in"3 in"3 in in· Basic Properties of Shapes in Section: Sh. No. Shape EqualL Section 2 Solid B?r Factor Width in 2.00 1.128 Height in 2.00 1.128 Additional Properties of Shapes in Section: Sh. No. Shape J Sx Sy in"4 in"3 in"3 1 EqualL 0.00E+00 0.1616 0.1616 Section 2 Solid Bar 0.00E+00 0.1377 0.1377 PRIJVIEJob: QJ,c.S,I~ ~ STRUCTURAL Date: ~6 ~ ENGINEERS Sht: ----· y ----'-2.000 ----t-0:667 -,,,.,+,,,, .. --1.333 --...i I y X Section Diagram Xo in 0;00 0.206 Zx in"3 0.3102 0.2351 Yo in 0.00 0.208 Zy in"3 0.1848 0.2351 Ax in"2 0.6781 0.988 rx in 0.5889 0.2804 lxx in"4 0.2351 0.0777 ry in 0.5889 0.2804 /~ F ~ ; rz , o ~; -oJ(. I • lyy in"4 0.2351 0.0777 ·1 · Frame Vl2. 0 -Analysis Mode aBase: 2K8-130B 06/16/-08 09:24:18 .~ . . I -_------ ·1, I I.- I. I. :1.---.. ---.• ,- I I· I I I- I- I ~' I ..-. -'<I" -PRIM E:Job: IZ.}c..£~ t¥--zi STRUCTURAL Date: t:,(b?. I-4 Frame V12. 0 -Analysis Mode · . :aBa·$e: 2K8-130B .·~. ·:I . I ·1 · I· ·l.- :1: . I .. I·· -1 I I 1· I ~ I -·~- 0, .... '<t .... '<t .... 06/16/08 09:24:18 .... N N N .... N PRIMEJob: ¥£13-0 STRUCTURAL Date: "/0 8 ENGiNEERS Sht: /.. ~1 IO .... .I : Frame V12. 0 -Analysis Mode aBase: 2K8-130B · 06/16/-08 09:24:18 1 ·. •• , -----. -1. I 1-- I .I 1· ' , ' . ' .: p' .• ,. I 18 I: I 19 ·I 17 I I I ('1 I 21 . PRIMEJob: y:a.-,1$e STRUCiURAl Date:~ ENGINEERS sht: l-? 23 ·I, .:1 .· • :::1.··. ~- .1 ·;1:. I I 1:· I ; •. . .. . ~ I I· I I I I I ,, -.I · Conterminous 48 States 2005 ASCE 7 Standard . Latitude= 33.132035 ·tongitude = -117.274246 Spectral.Response Accelerations Ss and S 1 Ss and S 1 = Mapped Spectral Acceleration Values . Site Class B -Fa= 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing ·Period ·Sa {sec) (g) · 0.2 1. 146 (Ss, Sit~ Class B) 1.0 0.434 (Sl, Site Class B) Conterminous 48 States 2005· ASCE 7 Standard Latitude.= 33.132035 Longitude= -117.274246 Spectral Response Accelerations SMs and SMl SMs = Fa,Ss and SMl = FvS1 . Sit~ Class D -Fa= 1.042 ,Fv = 1.566 Period Sa (sec) (g) . 0.2 1; 194 (SMs, Site Class D) 1.0 0.679 (SMl, Site Class D) Conterminous 48 Stat~s 2005 ASCE 7 Standard Latitude= 33.132035 Longitude= -117.274246 SDs = 2/3 x SMs and· SD 1 = 2/3 x SM1 Site Class D -Fa= 1.042 ,Fv = 1.566 Period Sa (sec) (g) .. 0.2 0.796 (SDs1 Site Class D} 1.0 0.453 (SDl, Site Class D) PRIME Job: zt=-8-1~ STRUCTURAL Date: &/ob ENGINEERS Sht: .b:.J/-. ,1. I .. -··~ -.1-. .·1·. 1:. I 1. ·1···, -1··--·. --·,-.. , .. •• I. I I I_· I I- I ,.. I ,,.\1 Criteria, Mass and Exposure Data • , .. \~ RAM Frame vl2.0 RAM _ Callaway Golf -Ph. 3 MERNAOCNAL DataBase: 2K8-130B .• CRITE~A: Rigid End Zones: Member :i_;;'orce Output: P-Delta: -Yes Ground Level: Base Wall.Mesh Criteria: Ignore Effects At Face of Joint Scale Factor: 1.00 Max. AUowed Distance between Nodes (ft) : 8.00 · DI,APHRAGM DATA: Story ROOF 2ND Diaph # Diaph Type· · 1 Rigid 1 Rigid Disconnect Internal Nodes of Beams: Yes :Disconnect Nodes outside Slab Boungary: Yes STORY MASS DATA: Includes Self Mass of: Beams · Columns (Half mass of columns above and below) Walls (Half,:mass of walls above and below) Calculated Values: Story Diaph # Weight Mass kips k;as2/ft ROOF 1 62.8 1.95 2ND 1 148.1-4.60 1.-\ !) ,q Story Diapb' # Combine ROOF ·1 None 2ND ·1 None WIND EXPOSURE DATA: Calculated Values: ·µ" VI ...>Q MMI Xm ft-k-s2 ft 550 20.00 1418 20.00 Story Building Extents (ft) ·ROOF I° 2ND . 1 STORY GRAVITY LOADS DATA: Includes Weight of: Beams Columns Walls Live Load Reduction (Calculated) Reducible: 44.81 % Storage: 0:00% MinX MaxX MinY MaxY 1.00 39.00 7.33 36.67 -3.08 43.08 7.33 36.67 PRIMEJob: 2ff-,<'!.,:,: STRUCTURAL Date: t.-/ob ENGINEERS sht: L -r; 06/16/08 12:10:42 Ym EccX EccY ft ft ft 22.00 1.90 1.47 22.00 -2.31 1.47 Expose Parapet ft Full 0.00 Full 0.00 -. . -1 ... •• -_:I. -~: . . ', ·-1·''· 1·· :I ---1. "'< - -I;~ _:I: ·:•-~-~-:-- 1 I· - I I I 1· I fi -1 ' -~ Criteria Mass and Ex osure nJta , · PRIME Job: ~130 ·1·· .............................. i.-.-=---= .................. ,....._.._ ...................... ....__._ STRUCTURAL Date: G!~ -RAM Frame v12.0 -ENGINEERS Sht: p~-_ /2 RAM. Callaway Golf -Ph. 3 1NTERNATICNAI. DataBase: 2K8-130B Roof: 0.00% -Calculated Values: Story Diaph.# ROOF 1 2ND 1 Story Diaph # RQOF 1 .2ND 1 Dead kips 61.0 .. 16!:7 Roof kips 0.0 0.0 06/16/08 12:10:42 Xe Ye Live Xe Ye ft ft kips ft ft 20.00· · 22.00 12.3 20.00 22.00 20.00 22.00 74.7 20.00 22.00 Xe Ye Combine ·ft ft I 0.00 0.00 None · 0.00 · 0.00 None I r11 RAM Frame v12.d .:I.-'.. .· RAM Callaway Golf -Ph. 3 • 1NTERNAJX:NAL DataBase: 2K8-130B., Loads and Applie4 Forces I· > J LO,\D CASE: SEISMIC Seismic ASCE 7-05 / IBC 2006 Equivalent Lateral Force· ·---1:· . ' Site Class: D Importance Factor: 1.00 Ss: 1.146 g SI: 0.434 g Fa: 1.042. Fv: 1.566 SDs: 0:796 g SDl: 0.453 g Occupancy Category: II Seismic Design Category: D Provisions for: Force Ground Level: Base Dir X y Eccent +And- +And- R 8.0 8.0 Ta Equation Building Period-T Std,Ct=0.028,x=0.80 Calculated Std,Ct=0.028,x=O.~O · Calculated PRIMEJob: o--g·t~ STRUCTURAL Date:~ ENGINEERS Sht: __f:L 06/16/08 12:33:17 TL: 12.00 s I.· :I· .. :1· Dir Ta X 0.403 Y 0.403 Cu T T-used 1.400 0.629 0.564 1.400 0.607 0.564 Eq12.8-2 0.099 0.099 Eq12.8-3 0.100 0.100 Eql2.8-5 - 0.0100 0.0100 k 1.032 1.032 1,.,,.' ... I . 1 I I I_ I. -~ I Total Building Weight (kips) = 210.89 APPLIED DIAPHRAGM FORCES Type: EQ_IRC06_X_ +E_F Level Diaph.# Ht· ROOF 2ND 1 l APPLIED STORY Ji'ORCES . Type: EQ_IBC06_X ___ +E_F Level Ht ROOF -2ND ft 28.00 14.00 APPLIED DIAPHRAGM FORCES Type: EQ_r:(C06 ___ X_-E_F. Level Diaph.# ROOF 1 2ND. 1 AP.PLIED STORY FORCES . · Type: EQ_JBC06_X_-E_J Level Ht ROOF 2ND ft 28.00 14.00 ft 28.00 14.00. Fx kips 9.74 11.24 .20.98 Ht ft 28.QO 14.00 Fx kips . 9.74 11.24 Fx kips 9.74 11.24 Fy kips 0.00 0.00 0;00 Fx kips 9.74 11.24 Fy kips 0.00 0.00 Fy kips · 0.00 0.00 Fy kips 0.00 0.00 ·X ft 20.00 20.00 X ft 20.00 20.00 y ft 23.47 23.47 y ft 20.53 20.53 ·I ,,1\1 Loads and A .. 1;· ,,, ·1· :I ·1 ·-I 1· I. I I ~ RAM Frame v12.0 RAM Calla\\':1y Golf -Ph. 3 1NTERf".JAOCNAI. DataB,Jse: 2K8-130B APPLIED DIAPHRAGM FORC~S Type: EQ_lRC06_Y_+E_F Level · Diaph.# ROOF . 2ND 1 1 APPLIED STORY FORCES Type: EQ_IBC06.;_Y_+E_F Le:veI· ·Ht ROOF 2ND ft 28.00 14.00 ·•· . . . . APPLIED DIAPHRAGM FORCES · ... ~ · · · TYPe~ EQ_WC06-',Y-',-E_F . . Level Diaph.# · I . · · · ROOF . 1 I I I I -1 I ~- :I. 2ND · 1 APPLIED STORY FORCES Type: EQ_JBC06 _ Y _-E_F Level ROOF 2ND Ht ft 28.00 14.00. 20.98 Ht ft 28.00 14.00 Fx kips 0.00 0.00 0.00 Ht ' ft 28.00 14.00 · Fx kips 0.00. · 0.00 0.00 0.00 Fx kips 0.00 0.00 Fy kips 9.74 11.24 .20.98 Fx kips 0.00 0.00 Fy kips 9.74 11.24 20.98 Fy kips 9.74 11.24 Fy kips 9.74 11.24 PR I ~A E Job: 2~8--1~ STRUCiURAL Date: tb/t> f> ENGINEERS Sht: l-K Page ·212 X ft 21.90 22.31 X ft 18.10 17.69 06/16/08 12:33:17 y ft 22.00 22.00 y ft 22.00 22.00 I 1~ -~. I , __ 1- ·.1- :1~ --1-· _· ___ '.,_'+•' 1· I .I I. I- I MOMENT FRAME BEAM W/ RBS Per FEMA 350, Section 3.5.5.1 (For Max. -Seam si.ze of W30X300 and Col Depth of W12 or W14) Description: EAST/WEST At ROOF LEVEL EXTERIOR COLUMNS COL SIZE: W8X67 Fy= BM SIZE: W16X31 Fy= RE Wd= WI= 50 ksi Le= 50 ksi Le= 0.229 kips/ft 0.287 kips/ft 168 in 224 in Wu= Fye= Fye= 0.035 kips/in PR I ME Job: ~!'?-o STRUCiURAL Date: <o{o $? ENGINEERS Sht --.J:.4- 55 ksi' Fu= 65 ksi 55 ksi Fu= 65 ksi ·coL: d= 9 bf= 8.28 tf= 0.935 tw= 0.57 Zx= 70.1 BEAM: d= 15.88 ry= 4.49 a=(0.5 to 0.75)xbt= b=(0.65 to 0.85)xd= c=(0.2 to 0.25)xbt= Zrbs=Zb-2*c*tf*(d-tf)= Mpr=1.15*Zrbs*Fye= L'=L-dc-2(a+b/2)= Vp=2*Mpr/L' + wL'/2= Vp'=2*Mpr/L' -wL'/2= Mf=Mpr + Vp(a+b/2)= Mb=Ry*Zb*Fy= Mf/Mb= Mc= Check beam flange stability bf= 5.525 tf= 0.44 tw= lx-p= 375 2.76 4.14 in . Try a= 3.000 in 10.3,2 13.50 in Try. b= 11.500 in 1.11 · 1.38 in Try c= 1.250 in Cpr=(Fy+Fu)/(2Fy)= Bm flange thickness= 37.02 ln"3 2341.26 kips-in 197.50 in 27.15 kips· 20.27 kips 2578.84 kips-in 2970 kips-in· 0.87 O.K 2701.02 kips-in Shear at center of RBS a= b= c= Minax at face of column:. Check Mf is less than Mbeam. Mmax at center line of column 3.00 in' 11.50 in 1.25 in r= 13.850 in 0.275 ZX= 1.15 0.44 <1.75 O.K. 4.11 in 4.67 Check minimum span to depth ratio- Ud= 13.54 >7 O.K bf at center 2/3 of RBS= bf/2tf= 52/Sqrt(Fy)= Check beam web stability 7.35 > bf/2tf O.K Beam Bracing= 18.71 ft. o.c.= 2500*ry/FY, · hc/tw= 418/sqrt(Fy)= Check Strong· Column -Weak Beam 54.55 59.11 O.K Mpc=Zc(Fyc-Fa)= 3505.00 kips-in· Mc= 2701.02 kips~in <Mpc O.K Check Column Panel Zone Cy=1I(Cpr*Zrbs/Srbs)= 0,722 Srbs= .Beam Brace at RBS= yes Bracing force = 2.43 kips Bracing Force at RBS= 8.02 kips fa= 0.00 ksi 30.72 in"3 thickness of panel zone, t= <:;y*Mc*(h-db)/(0.9*0.6*Fyec*dc*(db-tfb)*h)= · 0.383 inch thickness of coulmn web, tw= 0.5~ inch Doubler Plate Not Required Continuity Plate Tcf tcf= Tcf-req'd = Q.4*SQRT(1.8*bf*trFye-b/Fye-c)= .. l:lf/6= 0.935 inch 0.837 inch 0.921 inch Continuity Plate Not Required Beam Web Connection.to Column Flange For CJP welded web Min. shear tab thickness = 3/8" For bolted shear tab 3.90 kip$ Shear due to factored gravity load 27.89 kips Shear at column face 54 Vg= Vf=Vg+2*Mf/(L-dc)= 2 or more of 3/4" dia. A325= 104.4 kips (edge diatance>1.125" and spacing>2.25") OK W/ 3/4 in. DIA. BOLTS - T dim; of beam= Shear strength of ea. bolt = 13.625 inch # of 3/4" dia. A325 bolts fitted in a row= 4 21.2 kips Req'd #of 3/4" dia. A325 bolts= 2 # of 3/4" dia. A325 bolts provided= 4 .1 ··1·· ·· .. ·.-· ' ' _ . . :11~. ·1)7° . -·I·:, :' : : . · 1·· . : - .. I -···· I I I I I 1-·f't. ·I MOMENT FRAME BEAM W/ RBS Per FEMA 350, Section 3.5.5.1 . (For Max. B~am size ofW30X300 and Col Depth of W12 or W14) Description: EAST/WEST . PR I ME Job: '2.\C~~ I'!.~· STRUCTURAL Date: bf 0 8 ENGINEERS sht:' L, /o AT FLOOR LEVEL EXTERIOR COLUMNS COL SIZE: W8X67 Fy= 50 ksi Le= 168 in 224 in Fye=· Fye= 55 ksi 55 ksi Fu=:= 65 ksi BM SIZE: W21X44 Fy= · 50 ksi Le= Fu= 65 ksi Gravity Load on BM: Wd= 1. 146 kips/ft 1 .433 kips/ft Wu= Le-above= 0.306 kips/in 168 in COl: .. :d= 9 BEAM : d= 20.66 · · ry= 1.26 a=(0.5 to 0.75)xbf= b={0.65 to 0.85)xd= c=(0.2 to 0.25)xbf= Zrbs=Zb-2* c*tf* ( d-tf)= Mpr=1 .. 15*Zrbs*Fye= L'=L-dc-2(a+b/2)= ,Vp=2*Mpr/L' + wL'/2= Vp'=2*Mpr/L' -wL'/2= Mf=Mpr + Vp(a+b/2)= Mb=Ry*Zb*Fy= Mf/Mb= Mc= Check beam .flange stability bf at center 2/3 of RBS= . I . bf/2tf= WI= bf= 8.28 bf= 6.5 lx-b= 843 3.25 4.88 ii) 13.43 17.56 in 1.30 1.63 in ·tf= tf= 0.935 0.45 tw= tw= Try ;:i= 4.000 in Try b= 15.000 in Try c= 1.500 in Cpr=(Fy+Fu)/(2Fy)= Bm flange thickness= 68.12 in/\3 · 4308.37 kips·-in 192.00 in 74.22 kip~ 15.53 kips 5161.93. kips-in 5247 kips-in 0.98 O.K 5495.93 kips-in She;:ir at center of RBS a= b= . c= Mmax at face of .column .. Check Mfis less than Mbeam. Mmax at center line of column 4.00 in 15.QO in 1.5 in r= 19.50 'in 0.57 ZX= 0.35 ZX= 1.15 0.45 <1.75 O.K. Check minimum span to depth ratio Ud= 10.41 >7 O.K 70.1 95.4 52/Sqrt(Fy)= Check beam web stability hc/tw= 418/sqrt(Fy)= 4.80 in 5.34 O.K 7.35 O.K Beam Bracing= 5.25 ft.' o.c.= 2500*ry/Fy Check Strong Column -Weak Beam 56,46 59.1'1 O.K Sum Mpc=Zc(Fyc-Fa)= 6309.00 kips-in Mc= 5495.93' kips-in Check Column Panel Zone <Mpc 0.K Beam Brace at RBS= yes Bracing force = 2.93 kips Bracing Force at RBS;,, 9.65 kips fa= 5.00 ksi Cy=1/(Cpr*Zrbs/Srbs)= . 0.716 Srbs= . 56.09 in/\3 h= thickness of panel zone, t= Cy*Mc*(h-db)/(0.9*0.6*Fyec*dc*(db-tfb)*h)= thickness.ofcoulmn web, tw= 0.57 inch Req'd Doubler Pl= 0.07 inch Continuity Plate Tcf tcf= 0.639 inch Doubler Plate Required 168 in Tcf-req'd = 0.4*SQRT(1.8*bf*tf*Fye-b/Fye-c)= bf/6 = 0.935 inch 0.918 inch 1.083 inch Continuity Plate Required Min. Tcf-re'd= tfb/2= 0.225 inch Beam Web Connection to Column Flange For C::JP welded web · Min. shear tab thickness = 3/8" For bolted shear tab Vg;:: Vf=Vg+2*Mf/(L-dc)= 2 or more of 3/4" dla. A325= T dim. of beam= Shear strength of ea. bolt = 34.23 kips. Shear due to factored gravity load 82.25 kips Shear at,column face 104A kips (edge diatance>1.125" and spacing>2.25") OK W/ 3/4 in. DIA. BOLTS 13.625 inch # of 3/4" dia. A325 bolts fitted in a row= 4 21.2 kips Req'd #of 3/4" dia. A325 bolts= 4 # of 3/4" dia. A325 bolts provided= 4 I .1·'. ·.~·. I I ·1:.· .. , .... ~ I I. I I I I ·"' I MOMENT FRAME BEAM W/ RBS . Per FEMA 350, Section 3.5.5.1 PRIME Job: v;:B-r," STRUCTURAL Date: ~ /o 1j ENGINEERSst1t: L~fl (For Max. Beam size of W30X300 and Col Depth of W12 or W14) Description: NORTH/SOUTH AT ROOF LEVEL EXTERIOR"COLUMNS. COL SIZE: W10X68 Fy= 50 ksi Le= 168 in 344 in Fye= Fye= 55 ksf 55 ksi Fu= 65 ksi BM SIZE: W16X31 Fy= .50 ksi Le= Fu= 65 ksi COL: d= 10.4 BEAM: d= 15.88 ry= 4.49 a=(0.5 to 0.75)xbF b=(0.65 to 0.85)xd= c=(0.2 to 0.25)xbF Zrbs=Zb-2* c*tf* ( d-tf)= . Mpr=1.15*Zrbs*Fye= L'=L-dc-2(a+b/2)= Vp=2*Mpr/L' + wL'/2= Vp'=2*Mpr/L' -wL'/2= Mf=Mpr + Vp(a+b/2)= Mb=Ry*Zb*Fy= . Mf/Mb= Mc= Check beam flange stability Wd= WI= 0;075 kips/ft 0.0933 kips/ft Wu= 0.011 kips/in bf= 10.1 tf= 0.77 tw= bf= 5.525 ·tf= 0.44 tw= lx-p= 375 2.76 4.14 .in Try a= 3.000 in 10.~2 13.50 in Try. b= 11.500 in 1.11 1.38 in Try c= 1.250 in Cpr=(Fy+Fu)/(2Fy)= Bm flange th_ickness= 37.02·in113 2341.26 kips-in 316.10 in 16.61 kips 13.01 kips 2486.63 kips-in 2970 kips-in 0.84 O.K Sht;iar at ~enter of RBS . 2573.02 kips-in Mmax at:face of column .. Check Mf is less than Mbeam. Mmax at. center line of column -a= 3.00 in r= 13.850 in b= 11.50 in c= 1.25 in 0.47 0.275 1.15 0.44 <1.75 Zx= Zx= O.K. 4.11 in 4.67 Check minimum span to depth ratio Ud= 21.01 >7 O.K 85.3 54 bf at center 2/3 of RBS= bf/2tf;: 52/Sqrt(Fy)= Check beam web stability hc/tw= 418/sqrt(Fy)= 7.35 > bf/2tf O.K Beam Bracing= 18.71 ft. o.c.= 2500*ry/FY, 54.55 59.11 O.K Check Strong Column -Weak Beatn Mpc=Zc(Fyc-Fa)= 4265.00 'kips-in Mc= 2573.02 kips•in Check Column Panel Zone <MpcO.K Beam Brace at RBS= yes "Bracing force = 2.43 kips Bracing Force at RBS= 8.02 kips fa= 0.00 ksi Gy=1/(Cpr*Zrbs/Srbs)= d:722 Srbs= 30.72 in113 thickness of panel zone, t= Qy*Mc*(h-db)/(0.9*0.6*Fyec*dc*(db-tfb)*h)= thickness of coulmn web, tw= . 0.47;' inch Continuity Plate Tcf tcf= tcf-req'd = 0.4*SQRT{1.8*bf*tf*Fye-b/Fye-c)= bf/6 = Min. Tcf-re'd= tfb/2= Q.220 ·inch Beam Web Connection to Column Flange For CJP welded web . . Min. shear tab thickness ::; 3/8" For bolted shear tab 0.316 inch . Doubler Plate Not Required 0.77 inch 0:837 inch 0.921 inch Continuity Plate Required Vg= Vf=Vg+2*Mf/(L-dc)= 2 or more of 3/4" dia. A325= 1.96 kips Shear due to. factored gravity load T dim. of beam= Shear strength of ea. bolt = 16.87 kips · Shear at column face 104.4 kips· (edge diatance>1.125" and spacing>2.25") OK W/ 3/4 in. DIA. BOLTS 13.625 inch # of 3/4" dia. A325 bolts fitted in a row= 4 21.2 kips Req'd #of 3/4" dia. A325 bolts= 1 # of 3/4" dia. A325 bolts provided= 4 I I ·I 1· 1· I ·1. .I I I ,,, ·I MOMENT FRAME BEAM W/ RBS PRIM EJob: Q.{c--<8-l'~o STRUCTURAL Date:· fi,/o 8 ENGINEERS Sht: L -'(<2. Per FEMA 350, Section 3.5.5.1 . (For Max. B.eam size of W30X300 and Col Depth,of W12 or W14) Description: NORTH/SOUTH AT FLOOR LEVEL EXTERIOR COLUMNS COL SIZE: W10X68 . Fy= 50 ksi Le= . 50 ksi-Le= 0.373 kips/ft 0.467 kips/ft 168 in 344 in Wu= Fye= Fye= 55 ksi Fu:= 65 ksi BM SIZE: W21X50 Fy:::; 55 ksi Fu= 65 ksi GravitY. Load on BM: W.d= 0.100 kips/in 168 in COL: d= 10.4 BEAM : d= . . 20.83 . ry= 1.14 a=(0.5 to 0. 75)xbf= b=(0.65 to 0.85)xd= c=(0.2 to 0.25)xbf= Zrbs=Zb-2* c*tf* ( d-tf)= Mpr=1.15*Zrbs*Fye= L'=L-dc-2(a+b/2)= Vp=2*Mpr/L' + wL'/2= Vp'=2*Mpr/L' -wL'/2= Mf=Mpr + Vp(a+b/2)= Mb=Ry*Zb*Fy= Mf/Mb= WI= Le-above= 'bf= 10.1 tf= 0.77 tw= 0.47 ZX= bf= 6.53 tf= Q.535 tw= 0.38 Zx= ix-b= 984 3.27 4.90 in Try a= 4.000 in 13.54 17.71 in Try b= 15.500 in 1.31 1.63 in Try c= 1.500 in 77.43 in"3 Cpr=(fy+Fu)/(2Fy)= 1.15 4897.23 ~ips-in Bm flange thickness= 0.535 <1.75 O.K. 310.10 in 47.02 kips Shear at center of RBS 16.j5 kips 5449.67 kips-in Mmaxat face of column .. 6050 kips-in 0.9Cl O.K Check Mf is less than Mbeam. Mc= 5694.16 kips-in Mmax at center line.of column Check beam flange stability a= b= c= 4.00 in 15.50 in 1.5 in r= 20.77.in Check minimum span.to depth ratio Ud= 16.02 > 7 O.K 85.3 110 bf at ~enter 2/3 of.RB$= bf/2tf= 52/Sqrt(Fy);,, Check beam web stability hc/tw= 418/sqrt(Fy)= 4.84 ir\ 4.52 O.K 7.35 O.K Beam Bracing= 4.75 ft. o.c.= 2500*ry/Fy Check Strong Column -.Weak Beam 52_.00 59.11. O.K Sum Mpc=Zc(Fyc-Fa)= 7677 :00 kips-in Mc= 5694.16 kips-ir, Check Column Panel Zone <Mpc 0-.K Cy=1/(Cpr*Zrbs/Srbs)= 0,723 Srbs= Beam Brace at RBS= yes Bracing force= 3.49 kips Bracing Force at RBS= 11.53 kips fa= 5.00 ksi 64.39 in"3 h= thickness of panel zone, t= Cy*Mc*(h-db)/(0.9*0.6*Fyec*dc*(db-tfb)*h)= 0.575 inch Doubler Plate Required thickness of coulmn web, tw= 0.47 inch Req'd Doubler Pl= . 0.11 inch · Continuity Plate Tcf tcf= Tcf-req'd = 0.4*SQRT(1.8*bf*tf*Fye-b/Fye-c)= 168 in . bf/6 = 0.77 inch 1.003 inch 1.088 inch Continuity Plate Required Min. Tcf-re'd= tfb/2= 0.268 inch . . Beam Web Connection to Column Flange For cjp welded web · Min. shear tab thickness = 3/8" For bolted shear tab • . Vg= Vf=Vg+2*Mf/(L-dc)= 2 or more of 3/4" dia. A325= T dim. of beam= Shear strength of ea. bolt = 17.12 kips Sh~ar due to factored gravity load 49. 79 kips Shear at column face 104.4 kips ( edge diatance>1.125" and spacing>2.25") OK W/ 3/4 in. DIA. BOLTS 13.625 inch # of 3/4" dia. A325 bolts fitted in a row= 4 · 21.2 kips Req'd #of 3/4" dia. A325 bolts= 3 # of 3/4" dia. A325 bolts provided= 4 .I r\.,1 · r, l RAM Frame vl2.0 I Callaway Go If -Ph. 3 RAM. bataBa.se: 2K8-130B Story Displacements I 1NTE,N~r1cNAJ. Building Code: IBC .i .. ·1 . . CRITERIA: . I: 1· 1.· ·1· 1-· ·1. • p• -I. I' I I I I I -,., I Rigid End Zones: Member Force Output: P-Delta: Yes Ground Level: . Base Wall Mesh Criteria: • • I Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Al.lowed Distance between Nodes (ft): 8.00 LOAD CASE DEFINlTJONS: I D DeadLoad RAMUS ER Lp Ln El E2 B3 E4 Pos LiveLoad NegLiveLoad SEISMIC SEISMIC SEIS1V!1C SUSi'vl!C . RAMUSER. RAMUSER EQ_IBC06_)(_ +E_F EQ_}J3C06_X_-E_F .. EQ_IBC06_Y_ +E_F EQ_Il3C06_Y_-E_F Level: ROOF, Diaph: 1 Center of Mass (ft): (20.00, 22.QO) LdC D Lp Ln El E2 E3 E4 Level: 2ND, Diaph:] Center of Mass ( 11): LdC D Lp Ln El E2 E3 E4 DispX in 0.00000 0.00000 .:0.00000 0.59111 0.59111 -0.00000 0.00000 (20.00; 22.00) Disp X in 0:.00000 0.00000 -0.00000 0.30165 0.30165 -0 .. 00000 0..00000. DispY in -0.00000 -0.00000 . 0.00000 - -0.00000 0.00000 0.56131 · 0.56131 DispY in -0.00000 -0.00000 -0.00000 0.00000 . -0.00000 0.27241 0.27241 Theta Z rad -0.00000 -0.00000 0.00000 -0.00013 0.00013 0.00018 -0.00018 ThetaZ rad -0.00000 -0.00000 0.00000 -0.00006 0.00006 0.00009 -0.00009 PRIME Job: z-1=-s ... ,~ STRUCTURAL Date: • ~ /(>!, ENGINEERS Sht L~ Ii .. 06/16/08 17:05:47 ·1·" '· ' . :.1·; . . . I ,. ' -1 .. , . . . . .. .. ' ' _t, .1 "i :, . -. : . . --.. . ,. --.. _' I/~ ~---~~: .r; o,:F: _; .!1.t.t::7 ._ ':p7:q .... ; (f ;K,~!k) ..... \. .. ; ..·, ,, ' •• , 'I - ' ' I ' ' ••• 1 • : •••• i i .:, ,_;,, ... · .. ,'If •• • 1 ' .:1· ~:-f#F .. ~-~-g__; .'.: ' ' ' . f ___ P_ l~l~X-t/;~_gx ~ ?.7i_,f: Jix~7~if-A,f-r N1v;,x</.~-~1. c~~- ·1·.--: '. ..... Ji~-(;-4 '. '": . : . '·.' --r _'.q ~ -~j-<. ~e>~_f-.F:,~.3 7.J~ ~-~.f.. c.;. ~ . :::...·C,,3r,; . .. _._ ,, 1.-r?::·.~c1~_ .--~ I· I ·1 I I 1 · .·: ~- I ; : , !szi;o): & ... ·: . . : j,'t~ .. --:;···· -~ , I . . : . ' . t.jlur· .: . : '3tJ_J'_' ... :.x.. /J.llPf/ Y~···· ~-; .0.,.1CJ(3 : · .... : .. i~f(~_'.' : .. f·t ... , ' ' . ·: .·. ; ' ' . . : _·: . : Jl~ -~v;P~ --~~--.f.?__/f~~ :~_rx;;;..~; \4v)t_~)'~>2~·/-P-.. ~ .· ... : , . . :1~~/1--'f .. >-.4K.'r-/ l(_?cf.:c.7~ )<_c,,.z..-r.-· .. · . . . er ?2---.~r ' . . .. . .. .. ... " . " . ' .I 7,':f..~/ ~~ ~ .17./-:(;?I, x, f?,OPf'f .x.:_!_ .-.: . tJ4?/§ .. :. .. . .. :f.F.?.~ir .,;-:;--_: ... I .I .1. I ·1 I • -,:· •. -.. ". ;-·-'-~ .••• ··:· ·1 ~-····· .,. .;:... ~ .j. tf, ~ ~. ff f?.~., ~l' .. ~ I • T•;-••• r· .·•: ; ' I .. . • ··r ~ , . Q ,-~ ·fLA?;~··· ~ov~P.~-S t ~ ~ : . "/ .. \ ·; c;~{l~~)·. f \ • I' . . : :' .. i . :,, r. c· M . i1 i • z '2:.:· 'j/1:p~ 'i J>" /, . J, ·r .. " . -. .. . t Ff.z;; .t- ; ~ .f 1 I ' • : S-li>'.k <-.. <) ~ t{ 'r ~ J ~·c:~ (~~t.~)]·: f : ' ., ; " I J.4. I; •r·· .·· -. ~ .. ·l --. ..... ······ I .. ·--------. --: , . ·;.· . --·:, ·--. ; - ----·: ·t··· . -· -. -····· ... • : I I r -·. ; . I . -~ . - :, ---·-;, -··· . -...... . I ··-·; ;· ··-·· ;· --• --i' -·-:--•. ! ... :.!-·····t· .. \"" ! , i .. ,. :·--. ,· . r I ;, -·i ..... ,., -..... ;; ·:.· .. ., .--~ -; I .,. i - . -... -·-. !"" I --i --·< ···-{ -·-• "·-.;, ;' -' I -·:,· ' !····--· ·, .... ·; .. ~ -· i. I ,: ..... ·.;···· 'I ··J - :-. ; .... .--. -,· .,.?>1·-:::J,)· ··.· • ( l r i t ; ., I ~ t./7 '7 0 jc..c-y~ = f ' • PRIMEjob: -~~ ... 1¥' ·srRUCTURAL-o~t~i' ~{0 r·· . -~NGTNl:E'RS-$ht:-:--l>'/f .. ---·:--. , . ' . : .. , ... ' T , . i < .. iq •. :r~--: --~~· .. ·:. -i· • I l ': ····1·· .. ·-1 " . ·--, .... ·:-I _-. :.,,·. ··-1·. -.·, ' ,' . . .. . . ··-.. -, .. --.... -. . f.?lh.frl;~~t-1 : .. l?~~t+.: f-J.Ot&rfffeoeff{ . ·-. .. @ . v~~. [rD _ _!. ..... . : -~-.. ' --'-~--.. ' _, "a----•• --• ,, -1 ... · ·,-···-· :· -.. ' -.: · ~~Gsr __ : ____ .. '. . ~---: , . . . : ----...... : . :-....... ··-; . ·--.. ··-· .. . !' .• ' I ! --,·--··· . . , l . .! --,,,_J .. : ' ·; .l '• • •-•• •• , • • • 1 • ---I ' ; -. ·--., .... , ..... '. ..... -; ..... ; / . -···--· ., ... ··; . , .. ---·:· - -~--·-. : .· ·-... ·-.··· -.. :-· ··; I i . . ·1 ··, -·' -~ .... ' • I , ··-··· r --i -·-~ • -. - i • ••• '. --··'t -____ ; ·-·---~ ;· I -· ..... -t -·-• -·--·. --• "' -------··-·-,,,. __ I • •• -· • -· -• • • • ·-. • --~· "( ....... -... •J . ··-··1 ···- I I ' . -~ -., I ·1 :-. -1 ... ----. .,_ .. _. ·-, : PFtJ~1E!Jo~: ~~g ... ,~-: · • 1 STRUCiURAf--oate: to (o.t._ .: · &t<lGtNEERS-sht~ . b.-: lk : 'l . ........... : ·1 · ,..,. ... -··r - ! ---. -· . ~ . . . .. ' : : . -.. . . ---·-. ' ... ' ......... -. ---.... ... ----... -. -- ' --.. , -·-·' ---.. , ·-- I r11 RAM Frame v12.0 Fra-me Story Shears I . ' . RAM Callaway Golf -Ph. 3 . • MERNATK"NAl · DataBase: 2K8-130B., I • J CRITERIA: Rigid End Zones: · Ignore Effects .. 1. Member Force Output: _ P.-Delta: Yes · At Face of Joint Scale Factor: 1.00 Ground Level: Base I·.·_ Wall Mesh Criteria: _ Max'. Al_lowed Distance between Nodes (ft)·: 8.00 :1 ·:I:: ·:1,·. 1· ' . .: ~ .: 'I)' ' •. •r I I -I -1 .. I· 1- I "' ·I Frame #1 Load Case: D Level- ROOF 2ND Load Case: Lp Level ROOF 2ND Load Case: Ln Level · ROOF 2ND Load Case: El Level ROOF 2ND Load Case: E2 ·Level ROOF -2ND· Load Case: E3 Level Dead (,oad · RAMUSER Shear-X Change-X kips kips 0.00 0.00 . 0.00 0.00 PosLjveLoad RAMUSER Shear-X .Change-X kips kips 0.00 0.00 0.00 0.00 N cgLiveLoad RAMUSER Shear-X Ch3:nge-X kips kips 0.00 0.00· 0.00 0.00 SEJSMIC EQ IijC06 X +E··F · ----Shear-X Change-:X kips kips -0.45 -0.45 ·2.16 2.61 SEJSlVIIC EQ IBC06 X -E F ----Sbear-X Change-X kips .kips -0.45 · -0.45 2.16 2.61 SEISMIC EQ IBC06 Y +E F ----' Shear-X Cbange-X 'kips kips Sbear-Y kips 0.00 O.QO Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00- .. Shear-Y kips 0.24 0.51 Shear-Y kips -0.24 -0.51 Shear-Y . kips PRIMEJob: w-&..-t$c> ·sTRUCTURAL Date.: t,/6 k: ENGINEERS ~ht: ./-2+ Change-Y. kips 0.00 0.00 Change-Y kips 0.06 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.24 0.27 Change-Y kips -0.24 -0.27 Change-Y kips 06/17/08 07:55:08 I: ... ,, · • Ill RAM Frame vl2.0 I Frame Story Shears : · · RAM· Callaway Golf -Ph. 3 1NTE.NAT1CNAL DataBase: 2K8-130B ·I . ROOF.· 0.00 , · 2ND · 0.00 0.00 . 4.83 0.00 8.71 ·1 '; :: ' Load Case: E4 · SEISMIC EQ_IBC06_Y_-E_F . Level . Shear-X Change.-X Shear-Y . ·I: kips . kips kips ···ROOF 0.00 0.00 5.46 2ND 0.00 0.00 ' 10.19 ,1· Frame#2 ·1·· , ', : '' Load Case: D Dead Load IU.MUSER 1· Level ·s11ear-X ChaQ.ge-X Shear-Y :'( ·, kips kips kips ROOF 0.00 0.00 0.00 I 2ND 0.00 0.00 0.00 · · · ·. · ·• Load C~se: Lp PosLiveLoad RAMUSER :.,.: .. · .. Levd · Shear-X Change-X Shear-Y . I . . . . . ·kips . kips kips . ' ~ . ROOF 0.00 0,00 0.00 .1:· 2ND 0.00 0.00 0.00 I' Load Cas·e: Ln NegLive~oad RA.MUSER Level Shear-X Change-X Shear-Y kips .kips kips :1. ROOF. 0.00 0.00 0.00 2ND 0.00 0.00 .. 0.00 ·1 Load Case: El · SEISMIC EQ_IBC06_X_ +E_F Level 'Shear-X Change-X Shear-Y ·1 kips kips kips 'ROOF 5.58 5.58 0.00 2ND 8.84 3.26 · 0.00 I Load Case: E2 S.EJS!VUC E·Q_IBCO~_X_-E_F I . Level Shear-X . Change-X Shear-Y kips kips kips f, ROOF 5.17 5.17 0.00 2ND 8.21 3.04 0.00 I Load Case: E3 SEISMIC EQ_lBC06_Y_ +E_F Level Shear-X Change-X Shear-Y PRIME Job: m~,~~ STRUCTURAL Date:~ . ENGINEERS Sht:. ~age 215 4.83 3.88 Change-Y kips 5.46 4.73 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00 Change-Y 06/17/08 07:55:08 I r11 RAMFramev12.6 L-RAM Callaway Golf-Ph. 3 Frame Story Shears • _., 1NTERNAT1CNAL · DataBase: 2K8-130B., .1 · . ROOF 2ND kips -0.27 kips kips I Load Case: E4 I Level .. ROOF I 2ND 1· Frame#3 Load Case: D I Level ROOF :I·, .. ·. 2ND .. -Loaq Case: Lp Level I ROOF 2ND I Load Case: Ln Level ·I ROOF 2ND 1:. Lo~d Case: El -027 -0.22 -0.45 -0.18 1.21 SEISiVl1C EQ_IBC06~Y_-E_F Shear-X I kips ,0.27 0.45 Change-X · kips 0.27 0.18 Dead Load RAMUSER Sllear-X Change-X kips kips 0.00 0.00 0.00 0.00 PosLiveLoad RAMTJSER. Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 Negl ,iveLoad. RAMUSER Shear-X · Change-X kips kips 0.00 0.00 0.00 0.00 SCJSiVf IC EQ:....IBC06_:x;'-+E_~ Shear-Y kips -0.22 1.21 ·shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 ·1 Level Shear-X Cha .. ge-X Shear-Y ·kips kips kips I, ROOF -0.45 -0.45 -0.24 :1 2ND 2.16 2.61 -0.51 I Load Case: E2 Level ~ ROOF 2ND SEISiVIIC EQ_IBC06_X..,..-E.:...F Shear-X Change-X Shear-Y kips kips kips -0.45 a.0.45 0.24 2.16 . 2,61 · 0.51 ·1 I PR I ME Job: '2..l?:?£ -1?0 STRUCTURAL Date: ~fob ENGINEERS Sht: l 1~e 315 kips -0.22 1.43. Change-Y kips -0.22 1.43 Change.:y kips 0.00 0.00- Change-Y kips 0.00 0.00 Change-Y kips 0.00 o.oo· Change-Y kips -0.24 :-0.27 Cbange-Y kips 0.24 0.27 06/17/08 07:55:08 . ·.-'-.. ·. . '1!'1_ · Frame Story Shears I _ . rJ I\, RAM Frame vl ~.O .::1__ RAM Callaway Golf-Ph. 3 -• IMTERN/•Jr.NAL DataBase: 2K8-l 30B I Load-Case: E3 SEfSMIC EQ_IBC06_Y_+E_F :·1-, ,; : . ,, :I 1· :-1 ·1' ' ' :1: : •. I· 1. I 1· I I ~ I Level Shear-X . Change-X ROOF- 2ND Load Case: E4 Level ROOP 2ND · Frame#4 ' ' Load Case: D Level • ROOF·.- 2ND- Load Case: Lp Level ROOF 2ND Load Case: Ln Level ROOF 2ND L,oad Case: El Level ROOF 2ND Load Case:_ E2 Level ROOF' 2ND kips · kips- ,0.00 0.00 0.00 0.00. sm\::\:fIC EQ_IBC06_Y_-E_F Shear-X Change-X kips 'kips 0.00 0.00 ·0.00 0.00. RAMUSER Shear-X kips (:l.00 0.00 Change-X kips 0.00 0.00 PosLiveLoad RAMUSER Sbear-X Change-X kips· kips 0.00 0.00 (J.00 0.00 NegLiveLoad RAMUSER Shear-X Change-X , kips kips 0.00 0.00- , 0.00 0.00 SEJ.SI\HC. EQ_IBC06 ___ X_ +E_F Shear-X -Change-X · kips kips 5.17 5.17 8.21 3-.04 SEE~':VUC EQ_IBC06..:_X_-E_F Shear-X Change-X kips kips 5:58 5.58 S.84 3.26 Shear-Y kips. 5.46 10.19 Shear-Y kips 4.83 8.71 Shear;.Y kips 0.00 0.00 Shear-Y kips· 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0.00 0.00 Shear-Y kips 0;00 0.00 PR I ME Job: ~8 ... ~ STRUCTURAL Date: ""E · ENGINEERS Sht: .~age 415 .Change-Y kips· 5.46 4.73 Change-Y kips 4.83 3.88 Change-Y, kips 0.00 ' 0.00 Change-Y kips 0.00 0.'00 Change-Y kips 0.00 0.00 Change-Y kips 0.00 0.00, Change-Y · kips 0.00 0.00 06/17/08 07:55:08 · 1 rt\1 Frame Story Shears . . 11 ~ RAM Frame vi2.0 . I~ . . RAM. Callaway Golf-Ph. 3 . 1 ._ ~-1NTERNAOCNAL DataBase: 2Kg-·i JOB.1 Load Case: E3 SEiSf\'iIC EQ_IBC06_Y_+E_F Level Shear-X Change-X .1· 1· 1-., I :1·.' '.·· ,,· ·-,' I I .. I I I 1· I ·IA I kips kips ROOF 0.27 0.27 2ND 0.45 0.18 I Load Case: E4 · sri:·,''.\HC EQ_IBC06:__Y_-E.:...F Level · Shci~r-X Change-X kips kips ROOF -0.27 -0.27 2ND -0.-45 -0.18 Shear-Y . kips -0.22 1.21 Shear-Y kips -0.22 1.21 PR I fV'I E Job: ;t.~~ t'>-~ STRUCTURAL Date: b/e. B . ENGINEERS slit: 1:JJ,_ Page 515 Change-Y . kips -0.22 1.43 Change-Y kips -0.22 1.43 . 06/17/08 07:55:08 .;1·· · .. L . f •' ~ ~ri :_I · .. , 1 .. i lh. . ... v.~ ' •. . ·i :1 ·1 .I . \. ! i" l , _ _..1 .. - ,· ! .. ; ... , ' .. ; ,· . I ~ ; j· ' -~~' : .. ~ .. -' . . . ' ·: . r . ~ .. , ... i ~' '· I t· llri. ·, : . . . . . . -. . -~-, • I , .• , . ~ -~ ••• 5. \ ,' ··• t:"···· -:--. :, l I.. : :, " ~ t-·· .... ,) I j ·--. r ....... ~--~ .... : ·1 i ! .. : ·· ·-·: ... -t .... ,. t -· { ! . .. ;' . ··', .. -~ -.: -·-., ... ,;. l i !-. : r I .. ,. l'""'"t ... "i ....... r"· ···--r-·· ·r ~ -?- ,. '· •, -; ~ ,11' ~ ; If . ' I I i· <f"'f f,._.: . --~f ... ' i L ·, ; -l . \ ..• f" ' ·t, l • t f ·:,-·· Y. --,···-····,· . ( '1'""····-:: ..... i ! '~., ~ ; ; T /. .i l ·, _fiZ. . . . 1 f-Ji f (..--r •' .; t;:;--_., ' . ~ : .fey f. ... . ;; ···{ ····'· f !' ,l '7.,J--z-e ~~ ·_,t:;; ~fr~; . ~- ~ -3.'.t-~J . l_.i=a-_: . . _p;(.irr(f l ;• ·? .... i1' - ·'., -· -····!. ---;,·· .. ' 0-/-~r!l;F,, ' ;,· ·,. ,. ·,: \" ····· •.- ·1 ;· !·· . .. ~- : .... I . ·-·:·-.. : •' .......... 1· \ ; --·:, ·:··· --··. --• ,:· --· .J __ )_,_,_J . . .. ~-. -~ ·-- : --·-} ' ··-· . ~ ..... ·· ;. ' ·-:: .. ~ ..... ,, --. ·-·-·-·-·-' I ····;· -· -~-·--T --,.· .. --i· l l .,t ; -. ; ---·: ---} -.. ·I·- -- I I ·; .. :· ... ; t ' : i i I • I l ; f · l ·---: • --1·-- .1 ! ... i ·1 ···--' ..... i : ' . . ____ ..;...r - T .. ,,. ---··1--- .i ·-:····-+-· ·t ' -.. ;· ..... -:: ··---: . ··--1". -·• I ···i .:. ---·r···· -=···. -}- "•" ! --···· :··-··--·; ..... . -·, l ' ·r --·. ·; I I l ! . l --;.···- i .. , --··. --·· ,i ' --1 -- ----·1-· --·· -~ ·-, . ·-·-·;· -... ;.----·-;· ··-·-.' ---··1 , . . --··-·---· ' ---·( . . i ' .1 I._ ft 1:' I-·- I ·I I I ,.: _-_ .I :I I I :I -1 I I ,. I r11 RAM Frame v12.Q RAM . Callaway Golf -Ph. 3 1NTERNATICNAL DataBase: 2K8-130B·' LOAD COMBINATION CRJTERIA: Roof Live Load: Live Load factor fl (0.5 or 1.0) Sds (for Ev) . · RhoX . RhoY LOAD CASE DEFINITIONS: D -DeadLoad Lp PosLiveLoad Ln NegLiveLoad El SEISMIC E2 SEISMIC E3 SEISMIC E4 SEISMIC Load Combinations r Reducible 0.500 0.796 1.300 l.300 RAMUSER RAMUSER. RAMUSER EQ_)BC06_X_ +E_F EQ_IBC06_X_-E_F .EQ_IBC06-'--Y-'-+E_F EQ_IBC06 _ Y _-E_F LOAD COMBINATIONS: IBC06/ASCE7-05 LlIBD l * 1.400 D 2 * 1.200 D + 1.600 Lp ~ * l.200 D + 1.600 Ln 4 * 1.359 D + -0.500 L:p + 1.300 El 5 * 1.359 D + 0.500 Lp + 1.300 E2 6 * 1.359 D +-0.500 Lp + 1.300 E3 7 * 1.359 D + 0.500 Lp + 1.300 E4 8. * 1.359 D + 0.500 Lp -1.300 El 9 . * 1.359 D + 0.500 Lp -l.300 E2. · 10 . * 1.359 D + 0.500 Lp -1.300 E3 11 * 1.359 D + 0.500 Lp -1.300 E4 12 * . 1.359 D + 0.500 Ln + 1.300 El 13 * {.359 D + 0.500 Ln + 1.300 :gi 14 * 1.359 'D + 0.500 L,n + 1.300 E3 15 * 1.359 D + 0.50,0 Ln + 1.300 E4- -16 * 1.359 D + 0.500 Lil-· l.300 El 17 * i.359 D + 0.500 Ln -1.300 E2 18 * 1.359 D. + 0.500 Ln -1.300 E3 19 * l.359 D + 0.500 Ln -1.300 E4 20 * . 1.359 D + 1.300 El 21 * 1.359 D + 1.300 E2 22 * 1.359 D + 1.300 E3 . 23 * . 1·.359 D + 1.300 E4 24 * 1.359 D -l.300 El 25 * 1.359 D -1.300 E2 26 * 1.359 D -1.300 E3 27 * 1,.359 D -1.300 E4 28 * 0.741 D + 1.300 El 29. * 0.741D+l.300E2 PRIMEJob: 2.f:$-l}'d STRUCTURAL Detc,,: (p~~ .. ENGiNEERSsht; ,.k~.z? 06/17 /08 13 :28:33 -1~ ·I. I'• -1,'.-,' · I. I .. I.' . , •, ' ' .~ ,, ·1:: r11 RAM INTERNATICNAl ~o 31 32 33 34 35' RAM Frame v12.0 Callaway Golf -Ph. 3 DataBase: 2K8-130B * 0.741 D + 1.300 E3 * 0.741 D +.1.300 E4 * . _0.741 D -1.300 El * 0.741 D -l.~00 E2 * 0.741 D -1.300 E3. * 0:741 D -1.300 E4 Load Combinations * = Load co11?,bination currently selected to use . •• ' . . ,. ;.,.,· . ·-J" 1-_ I_: I I· I. 1· I ,,,. I PRIMEJob: 2-1:t~lt'> STRUCTURAL Date:.k/!..L ENGINEERS Sht: J24_ Page 2/2 06/17 /08 13 :28-:33 I ~ I I ::1 ,I. :1-. -,_. :1- ·:1·-:.·-· ,~- I· :1 :I ·I· 1· I ' I ·~ I ,11 . Member Code Check PR i ME Job: '.)..f-B~I~ STRUCTURAL Date: G, / ~~ ENGINEERS Sht Lr 2? r, RAM Frame vl2.0 . . . Callaway Golf -Ph. 3 RAM, DataBase: 2K8-130B 1NmNAT10NAL Building Code: IBC ·' COLUMN INFORMATION: . 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Story Level = ROOF Frame Nuµ1ber = 1 · . Column Number = 13 Fy(ksi) = 50.00 Column Size· = Wl 0X68 INPUT DESIGN PARAMETERS: Lu(ft) --~-----~~--- :(( __________ ~--- ,CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp + 1.300 E4 Shear Top Vux (kip) ~-~----~ Vuy(kip)-~~~--'-'--- Shear Bot. _ Vux (kip) -'--"--~-- Vuy (kip)------'--,.-,'-'-- SHEAR CHECK: .Vux (kip) = 8.71 t:00Vnx(kip) ·· = 146.64 Vuy (~p) = 0.02 0.90Vny (kip) = 41.9.96 CONTROLLING COLUMN FORCES -FLEXUJm Load Combination: 1.359 D + 0.500 Lp + 1.300 E4 Axial Load (kip) -'---,---"-,--- Moment Top Mux (kip-ft) ---'------- Muy (kip-ft) ----'--'--,--~- Moment Bot. Mux (kip-ft) --~~-- Muy (kip-ft) ----'--- CALCULATED P ARAMETERs:· Pu ( kip) = 12.03 · .Mux (kip-ft) = 55.28 Muy(kip-ft) -0.23 Cbx = 2.21 INTERACTION EQUATION: Pu/~Pn = 0.018 ·-· ' 0.90Ph ( kip) -- 0.90Mnx (kip-ft) = 0.90:M:ny (kip-ft) = Eq Hl-lb: 0.009 + 0.173 + 0.002 = 0.183 X-Axis 14.00 1.00 8.71 0.02 8.71 0.02 Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 12.03 -53.34 0.00 55.28 0.23 661.42 319.88 150.38 0.059 - 0.000 . I Member Code Check PRIME Jot: 'Z.lf:l.-t~ STRUCTURAL Date: "1/oB ENGINEERSsht: L;20:>age 2/24. · . · RAM DataBase: 2K8-130B . J iNTERNAOC.'NAl Building Code: IBC ·' I· · .. ·COLUMN INFORMATION: Story Level = ROOF Frame Number = 1 I. Fy (ksi) = 50.00 Column Size = Wl OX68 I I :1 ·. I . :'1~ ,., .· ... ~ ·I I I 1· i :I ~ I · INPUT DESIGN PARAMETERS: Lu (ft) -----~---~---,-- K ________ ---;-----'--'---- . CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp -1.300 E4 Shear Top Vux (kip) ----'---'----- Vuy (kip)· _____ _ Shear Bot. Vux (kip) _____ _ Vuy(kip) -,-_ --~-- SHEAR CHECK: " .Vux(kip) = -8.71 l.OOVnx (kip) = 146.64 Vuy (kip) = 0.02 0.90Vny (kip) = 41.9.96 CONTROLLING COLUMN FORCES -.FLEXURE · Load Combination: 1.359 D + 0.500 Lp -1.300 E4. Axial · Load (kip) ~-_· ____ _ Moment Top Mux (kip"ft) ---~- Muy (kip-ft) ------'-----'---- Moment Bot. Mux (kip-ft) ____ _ Muy(kip-ft) ----~ CALCULATED PARAMETERS: :P.u( kip) . = 12.03 Mux.(kip-ft) . = -55.28 Muy(kip-ft) . . 0,23 Cbx = 2.27 INTERACTION EQUATION: Pul~Pn = 0.018 0.90Pn (kip) = o.90Mnx (kip-ft) = 0.90Mny (kip-ft) ~ Eq Hl-lb: 0,009 + 0.173 + 0.002 = 0.183 X-Axis 14.00 1.00 -8.71 0.02 -8.7.1 0.02 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Column Number = 14 Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = . 0.059 O.OQO = 12.03 53.34 0.00 -55.28 0.23 661.42 319.88 150.38 RAM Frame vl2.0 Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Member Code Check PRIME Job: ~-,~o STRUCTURAL oate:m ENGINEERS Sht:l2J-Page 3/24 06/17 /08 13 :28:33 Steel Code: AISC360-05 LRFD I . rll .·~.,UM I -BE_AM __ l_N_F_O_RMA----T-IO_N_: --------'----'------------------ Story Level = ROOF frame Number = 1 I .Fy (ksi) = 50.00 · Beam Size = WI 6X31 I :1 ·I: I. 1· :·· I: I.· I I I I ~ I INPUT DESIGN PARAMETERS: Lu for ~ial (ft) --------~-~- ·Lu fo:r Bending (ft) -------'-----,--- K __ ~------------- Top Flange Continuously Braced ~-~~--- Bottom Flange Continuously Braced ----..-c-~--- CONTROLLING BEAM SEGMENT FORCES -SHEAR .Load Combination: 1.359 D + 0.500 Lp + 1.300 E4 Segment distance (ft) i -end _______ _ j-end~------------- SHEAR CHECK: Vux (kip) = -9.15 Vuy (kip) = -0.00 . l.OOVnx (kip) 0.90Vny (kip) = = 131.18 131.39 CONTROLLING BEAM SEGMENT FORCES -FLEXURE Load Combination: 1.359 D + 0.500 Lp +l.3.00 E4 Segment distance (ft) i -end ---~~~~- j -end~---~------'---'-~--- CALCULATED PARAMETERS: Pu ( kip) = · 0.00 Mux (kip-ft) = -55.09 Muy(kip-ft) = -0.00 Cbx = 1.76 J:NTERACTION EQUATION: Pu/~Pn = 0.000 0.90Pn (kip)· 0.90Mnx (kip-ft) 0.90Mny (kip-ft) Eq_Hl-1b:. 0.000 + 0:272 + 0.000 = 0.272 = = = Beam Number= 38 X-Axis Y-Axis 28.67 28.67 1.00 Yes Yes 20.96 28.67 Vux/1.00Vnx Vuy/0.90Vny 20.96 28.67 312.06 202.50 26.36 0.00 0.00 1.00 = = 0.070 0.000 I '"'~ · l Callaway Golf -Ph. 3 Member Code ChecJ PRIME Job: Y:8::Bp STRUCTURAL Date:~ge 4/24 ENGINEERSsht:._ l-2/:. ·1· :I _I- I. 1· r, RAM Frame v12.0 RAM. DataBase: 2K8-130B 1NTERNAllCNAl Building Code: IBC ,. COLUMN INFORMATION: Story Level = 2ND Fy (ksi) = 50.00 Column Size = Wl OX68 _ INPUT DESIGN PARAMETERS: Frame Number = 1 Lu (ft) -------,---------- K ____ -'------------'----,-- .CONTROLLING COLUMN FORCES -SHEAR I -Load Combination: 1.359 D + 0.500 Lp + 1.300 E4 Shear Top Vux (kip) _____ _ Vuy(kip) ·------,-- Shear Bot. Vux (kip) --"------ Vuy (kip) _____ _ SHEAR CHECK: :I · · · Vux (kip) = 9.39 ·,.--Vuy (kip) = -0.08 . 1:oovnx {kip) 0.90Vny (kip) = = 146.64 419.96 -I 1- ·1; 1: 1- ·1 I ,.. I CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.359 D + 0.500 Lp + 1!300 E4 . Axial Load (kip) -----~-~- Moment Top Mux (kip-ft)-~--'------,-- Muy (kip-ft) ~--,---- Moment Bot. Mux (kip-ft) _,----_,__,__ __ Muy (kip-ft) ____ _ CALCULATED PARAMETERS:· Pu (kip) . . = 52.37 Mux (kip-ft) .. _ '-67.57 Muy(kip-ft) --0.82 Cbx -= 2.24 INTERACTION EQUATION: :Pu/~Pn = 0.079 0.90Pn ( kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = Eq Hl-lb: 0.040 + 0.211 + 0.005 = 0.256 X-:Axis 14.00 1.00 9.39 -0.08 9.39 -0.08 06/17 /08 l3 :28 :33 Steel Code: AISC360-05 LRFD ColumnNumber = 13 -Y-Axis 14~00 1.00 Vux/1.00Vnx Vuy/0.9dVny = = 0.064 ·. 0.000 52.37 -55.73 0,23 67.57 -0.82 661.42 319.88 150.38 1 . li'','\1 RAM Frame vl2.0 . -~-.· · : · I i l \t Callaway Golf -Ph. 3 Member Code Check PRI-MEJob: 2-(CB--i~., .. STRUCWRAL Date: tit 5124 ,. ~ · , . RAM DataBase: 2K8-130B . _. • _ 1NT1:Rf\lAT'CN6.l Building Code: IBC .. , ' COLUMN INFORMATION: Story Level = 2ND · Frame Number = 1 :1·.· Fy (ksi) = 50.00 Column Size = Wl 0X68 •. ' . _ 1: . INPUTDESIGNPARAMETERS: . Lu(ft) ~--'------'----'---'--~~-- I· · cO:TROLLING COLUMN FORCES -. SHEAR ·I ··1:·.:- ' ' .I Load Combination: 1.359 D + 0.500 Lp -1.300 E4 Shear Top Vux (kip) · Vuy (kip) --,.----- Shear Bot. Vux (kip) ....... ~~-----'-- Vuy (kip)-----~ SHEAR CHECK: Vux (kip) . = -9.39 Vuy (kip) = -0.08 1.00Vn:x (kip) · 0.90Vny (kip) = = 146.64 4l9.96 • . CONTROLLING COLUMN FORCES -FLEXURE ~ · Loa~ Combination:_1.359 D + 0.500 Lp -1.300 E4 · · · · · Axial · Load(kip) ------.- 1. Moment . Top Mux (kip-ft) Muy(kip-ft) -~--- I .Moment. Bot. Mux (kip-ft) ____ _ Muy (kip-ft) --'------'----= CALCULATED PARAMETERS: Pu ( kip) = 52.37 Mux (kip-ft) = -67.57 Muy(kip-ft) = -0.82 Cbx--· 2.24 INTERACTION EQUATION: . , Pu!~Pn · = 0.079 0.90Prt (kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = Eq HJ-th: o.o4o + 0211 +·0.005 = 0.256 X-Axis 14.00 1.00 -9.39 -0.08 -9.39 -0.08 ENGINEERS Sht: ~ age 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Column Number = 14 · · Y-Axis 14.00 1.00 Vux/1.00Vn:x Vuy/0.90Vny = 0.064 = 0.000 52.37 55.73 0.23 -67.57 -0.82 661.42 319.88 150.38 I ~. .··1: I:_ -1· .,··.·. . :I ,,~ r Member Code Check ,J · RAM Frame vl2.0 · Callaway Golf -Ph. 3 RAM . DataBase: 2K8-130B 1NTERNATCNAL Building Code: IBC ·' BEAM INFORMATION:. . Story Level = 2ND Fy (ksi) · = 50.00 Beam Size · = W2lX50 INPUT DESIGN PARAMETERS: Frame Number = 1 Lu for Axial (ft) -----------~ Lu for Bending (ft) -~~-------- · K __ ~ _ _;. ___ ~___c_-~--~ Top Flange Continuously Braced -----"~~- Bottom Flange Continuously Braced ---~-.--'- CONTROLLING BEAM SEGMENT FORCES -SHEAR Lo.ad Combination: 1.200 D + 1.600 Lp · _Segment distance (ft) i -end ------~- j -end _--,-c.-----'------'----""---- X-Axis 28.67 28.67 1.00 Yes Yes 24.24 28.67 PRIME Job: ~~ ri~ STRUCTURAL Date: I1J 6124 ENGINEERS·sht: -age . 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Beam Number = 30 Y-Axis 0.00 0.00 1.00 -.·,-· .... · . SHEAR CHECK: Vux (kip) = -25.18 l.OOVnx (kip) = 237.12 Vux/1.00Vnx = 0.106 0.000 Vuy (kip) = · -0.00 · 0.90Vny (kip) = 188.65 ' ·~ ' ·CONTROLLING BEAM SEGMENT FORCES -FLEXURE Load Combinatio~: 1.359 D + 0.500 Lp -1.300 E4 I ·1. I I I- I- I ... ,, -1 _ Segment distance (ft) i -end --~----,----- j -end_· ___ ----,-~-'-------~ CALCULATED PARAMETERS: Pu ( kip) = 0.00 Mux (kip-ft) = -118.89. Muy(kip-ft) = 0.00 Cbx = 1.78 INTERACTION EQUATION: Pu/~Pn = 0.000 0.90Pn (kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = Eq Hl-lb: 0.000 + 0.288 + 0.000 = 0.288 Vuy/0.90Vny = 0.00 7.48 537.61 412.50 45.75 ,1 . . ,11 =::~:1t~. 3 Member Code Check PRIMEJob: 'Y-1:-t~ STRUCTURAL Date: G(~,RJ, ENGINEERS sht:L ~$/ Page 7/24 : . RAM DataBase: 2K8-130B .. , . . J , 1NrERNATCNN. · Building Code: IBC , I. . . COLUMN INFO~TION: , ~-, ' _· Story Level = RObF Frame Number . = 2 -'.I, .. '-,.' ·1· ' .. ' , , . . ,, ·I .... -1·. I: Fy (ksi} = 50.00 Column Size = W8X67 , INPOT DESIGN J> ARAMETERS: . Lu (ft) --'---~-----'----'"'------ K -,-------,---~---,---,--~~ CONTROLLING COLUMN FORCES -SHEAR Lo·ad Combination: 1.359 D + 0.500 Lp -1.300 El Shear Top Vux (kip) --~~-- Shear Bot. SHEAR CHECK: . Vux (kip) = Vuy (kip) . =. -6.28 0.00 yuy (kip) -----'------ Vux (kip) -----,----~- Vuy (kip)~~---- 1.00Vnx (kip) 0.90Vny (kip) = 153.90 418.06 ·•·· · . CONTROLLING COLUMN FORCES -FLEXURE ·: . J ·.: Load Combioation:_ 1.359 D + 0.500 Lp -1.300 El Axial Load (kip) -----'--- I. · Moment Top Mux (kip-ft) Muy(kip-ft) ____ _ . Moment Bot, Mux (kip-ft) ----'-~--;I . Muy (kip-ft) CALCULATED PARAMETERS: I.. Pu ( kip) = 15.48 Mux (kip-ft) = -40.70 Muy(kip-ft) = 0.06 I Cbx· = 2:26 · INTERACTION EQUATION: Pu/$Pn · = 0.028 0.90Pn ( kip) 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = I Eq Hl-lb: 0.014 + 0.155 + 0.001 = 0.169 I I ..,,, I X-Axis 14.00 1.00 -6.28 0.00 -6.28 0.00 06/17/08 13:28:33. Steel Code: AISC360-05 LRFD Column Number·= 19. · Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.041 0.000 15.48 37.59 . 0.00 -40.70 0.06 560.28 262.88 122.63 I ·~ 1,J ,I' ,I,· I,.. ,,_,:. I I .. ;.:,· ·~ 1,,' I I I I I ~ I ' f/(1 Member Code Chee PRIMEJob: ZffJr!~ STRUCTURAL Date: c. (6~ . ENGINEERS Sht: L ~~z_ Page 8/24 · r, RAM Frame v12.0 · ·. 1. Callaway Golf -Ph. 3 RAM. DataBase: 2K8-130B, 1NJT:RNATK:'NAI. Building Code: IBC , COLUMN INFORMATION: Story Level = ROOF Frame Number :;:: 2 Fy (ksi) = 50.00 Column Size = W8Xq7 iNPUT DESIGN PARAMETERS: Lu(ft) ____________ _ K----------"------- ·CONTROLLING CO:LUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp + 1.300 El Shear Top Vux (kip) __ · _· ---,---___c Vuy (kip) -----'---,,-----,-- Shear Bot. Vux{kip) -~---~ Vuy(kip). __ ----'-,--- SHEAR CHECK: Vux (kip) = Vuy(kip) . = 6.28 0.00 . l.00Vnx (kip) 0.90Vny (kip) . . = = CONTROLLING COLUMN FORCES-. FLEXURE Load Combination: 1.359 D + 0.500 l,p + 1.300 El 153.90 418.06 Axial · Load (kip) _____ _ Moment Top Mux (kip-ft) ---~-- Muy (kip-ft) -~--- Moment Hot. Mux (kip-ft) .,.... _____ _ Muy (kip-ft).---~- CALCULATED PARAMETERS:' Pu ( kip) = 15.48 Mux (kip-ft) = 40.70 Muy(kip-ft) 0.06 Cbx = 2.26 INTERACTION EQUATION: Pu/~Pn -0.028 0.90Pn ( kip) 0.90Mnx (kip-ft) = 0:90Mny (kip-ft) = Eq Hl-lb: 0.014 + 0.155 + 0.001 = 0.169 X-Axis 14.00 1.00 6.28 0.00 6.28 0.00 .. 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Column Number = 20 Y-Axis 14~00 1.00 Vux/1.00V:nx Vuy/0;90Vny = 0.041 -· 0.000 15.48 -37.59 0.00 40.70 0.06 560.28 262.88 122.63 ( 1··, 'f\1 RAM Frame v12.0 --.-~--. 11 ~ ·canawayGolf-fh. 3 Member Code Check PRIM F ,Job: z..t-§~1.$-P . STRUCTURAL Date: '(0!> p . 9124 ENGINEERS Sht: /~?zb age ·_·.·· ... ~--. RAM DataBase: 2K8-l30B , INTERNATK:NAL Building Code: me . :I ·_ -· BEAM INFORMATION: _ 1,, ·.·. , , _ . Story Level = ROOF Fy (ksi) = 50.00 · ·. Beam Size = Wl6X31' Frame Number = 2 .1·._ .. ,· .· . 1,,.- , .•,, I -.. INPUT DESIGN P ARAMETE:(lS: Lu fot Axial (ft) -'--' --"----------"'- Lu for Bending (ft) --~-----~-- : K ---~~-~~-~--~--~ · Top Fla:qge Continuously Braced ______ _ Bottom Flange Continuously Braced ----~- . CONTROLLING BEAM SEGMENT FORCES -SHEAR _ Load Combination: 1.359 D + 0.500 Lp + 1.300 El Segment distance (ft) i-end-------- j -end ________ ~----- _ ·1-. -. SHEAR CHECK: Vux (kip) = . -8.14 · 1.00Vnx (kip) · =· 131.18 Vuy(kip) = 0.00 0.90\Tny(kip) = ·131.39 :·~: CONTROLLING BEAM SEGMENT FORCES -FLEXURE· toad Combination: 1.359 D + 0.500 Lp -1.300-El . I · · Segment distance (ft) i -end -J-end---'--~--~-'--~~~--- CALCULAtED PARAMETERS: I Pu ( kip) · -0.00 · ·· · Mux (kip-ft) = -39.32 .-1 Muy(kip-ft) = -O:OO Cbx . 1.73 INTERACTION EQUATION: _ Pu/~Pn = 0.000 0.90Pn ( kip) 0.90,Mnx (kip-ft) 0.90fy.fny (kip-ft) I I I Eq Hl-lb: 0.000 + 0.194 + Q._000 = 0.194 I -,., ·1 = - -, X-Axis 18.67 18.67 1.00 Yes Yes 12.88 18.67 06/17/08 13:28:33 · Steel Code: AISC360-05 LRFD Beam Number = 35 · Y-Axis 0.00 0.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.062 0.000 0.00 5.79 343.29 202.50 26.36 ., -. :~·· . r11 ~!~:;~2P~. 3 Member Code Check . f-" H IIVf EJob_: ~~~~ STR_UCTURAl Date: 1:, (0a, ENGINEERS shl~~e 10/24 · RAM . Da~~ase: 2K8-130B ·' · . · · 1NTERNATICNl\l Building Code: IBC :1 .. j. COLUMNINFORMATION: I I· I .. ,.· .. ·1 1, .. ·· .. I I I I· ·1 I I .-,,, I Story Level = 2ND Frame Number = 2 Fy (ksi) = 50.00 Column Size· = W8X67 INPUT DESIGN PARAMETERS: Lu (ft) ~~-----,--~----- K ~··-----~----'-,-------,--- CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp-1.300.El Shear Top Vux-(kip) --'----''------- Vuy(kip) ~----- ·shear Bot. . V11x(kip) _____ _ yuy(kip)·_ ~----- SHEAR CHECK: Vux(kip) = -7.49 Vuy (kip) = . -0.02. -1.00Vnx (kip) 0.90Vny (kip) . = CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.359 D + 0.500 Lp -1.300 El 153.90 418.06 Axial · Load (kip) _____ _ .Moment . Top Mme (kip._ft) -~~-.,--- Muy (kip-ft)~-~~- · Moment Bot. Mux (kip-ft) ____ _ Muy (kip-ft) ,.....,. ~--,-c,.-~ CALCULATED PARAMETERS: Pu ( kip) . = 53.18 Mux (kip-ft) · = -52.85 Muy(kip-ft) . = -0.25 Cbx = 2.24 JNTERACTION EQUATION: Pu/~Pn = 0.095 0.90Pn ( kip) = . 0.90Mnx (kip-ft) = 0.90Mny (kip-_ft) = Eq HI-lb: 0.047 + 0.201 + 0.002 = 0.251 X-Axis 14.00• 1.00 -7.49 -0.02 -7.49 -0.02 . 06/17/08 13:28:33 Steel Code: AISC360-05. LRFD Column Number = 19 Y-Axis 14:00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.049 0.000 53.18 45.50 0.06 -52.85 -0.25 560.28 262.88 122.63 J, Ii rll · Member Code Ch.eek PRIME Job: Uc.f:~1~ . STRUCiURAl Date: ~e 11124 ENGINEERS sht: L-1,6 RAM Frame v12.0 Callaway Golf -Ph. 3 DataBase: 2K8-130B _l:_·_··RAM .) . 1NTI:RNATOJAL Building Code: lBC ·:1,· . . COLUMN INFORMATION: , : '-· , Story 'Level = 2ND, Frame Number = i ·.,·: ', ' 1. I ,• I· .. •, I; _Fy (ksi) = 50.00 Column Siz~ = W8X67 , .. ·. lNJ>UT DESIGN PARAMETERS: · Lu (ft) ------,--~------_,,_ K ---'------~-------- CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp + 1.300 El Shear Top Vux (kip) · Shear. Bot. Vuy(kip) _____ _ Vux (kip) -,---'-----~~ Vuy (kip)--,---~-- . : · SHEAR CHECK: . 1-i · . ' Vux (kip) :::; ·. · . Vuy(kip) = 7A9 -0.02 l.00Vnx_ (~ip) 0.90Vny (kip) = = · •. · · CONTROLLING COLUMN FORCES -FLEXURE . . . ;~ · . Lo~d Combination: 1.359 D +. 0.500 Lp + 1.300 E_l · . Axial · Load (kip) . . · . 153.90 418.06 I. .· . Moment · Top Mux (kip-ft) . Muy (kip-ft:) -~~-~- -I 1· :1 1· I I ,,, I Moment Bot. Mux (kip-ft) --~--- Muy.(kip-ft) -,----~~ CALCULATED PARAMETERS: Pu ( kip) = 53.18 Mux (kip-ft) = 52.85 Muy(kip-ft) = -0.25 Cbx· = 2.24 INTERACTION EQUATION: ··• Pu/~Pn . = 0.095 = 0.90Pn ( kip) o·.9oMnx (kip-ft) = 0.90Mny (kip-ft) = Eq HI-lb: 0.047 + 0.201 + 0.002 = 0.251 X-Axis 14.00 1.00 7.49 -0.02 7.49 -0.02 06/17/08 1~:28:33. Steel Code: AISC360-05 LRFD Column Number = 20 . · Y-Axis 14.00 1.00 Vux/1.00Vnx = 0.049 0.000 Vuy/0.90Vny = 53.18 -45.50 ·0.06 52.85 -0.25 560.28 262.88 122.63 ·I I . · . . ,,. \1 RAM Frame v12.0 I Member Cod·e Check PRIMEJob: aFO--,ie; -. STRUCTURAL Date:~ ENGINEERS Sht: l 2~ Page 12124 ,_ · · I j • ~ Callaway Golf -Ph. 3 · RAM. Da!~ase: 2K8-130B, . 1 1NTERNATK:'NAI. Bmldmg Code: IBC · I , . BEAM INFORMATION: Story Level = 2ND Frame Number :== 2 I. Fy (ksi) = 50.00 . · : Beam Size · ::;= W21X44 · 1· 1· _· ·1. I ,,.,,,.. •~ .1 ' ·1 ~...;,.. ·I :I I 1~- ~I 1· INPUT DESIGN PARAMETERS: Lu for Axial (ft) -----,----,---,----- Lu for Bending (ft) -----~----- K _____ --'--~------,---- Top Flange Continuously Braced ---',-~~-- Bottom Flange Continuously Braced -----~ CONTROLLING BEAM SEGMENT FORCES~ SHEAR Load Combination·: 1.359 D + 0.500 Lp + 1.300 El Segment distance (ft) i -end ~------'----j -end _____________ _ SHEAR CHECK: Vux (kip) = -20.99 Vuy (kip) = -0.00 l.OOVnx (kip) = 217.35 0.90Vny (kip) = 157.95 CONTROLLING BEAM SEGMENT FORCES -FLEXURE Load Combinatio1:1: 1.200D + 1.600·Lp Segment distance (ft) i -end _______ _ j-end ______________ _ CALCULATEDPARAMETER,S: Pu (.kip) = 0.00 Mux (kip-ft) = 120.79 Muy(kip-ft) = 0.00 Cbx = 1.62 lNTERACTION EQUATION: Pu/~Pn = 0.000 0.90Pn (kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = Eq HI-lb: 0.000 + 0.338 + 0.000 = 0.338 X-Axis 18.67 18.67 1.00 Yes Yes 13.66 18.67 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Beam Number = 32 Y-Axis 0.00 0.00 1.00. Vux/1.00Vnx = 0.097 0.000 Vuy/0.90Vny = 2.89 9.33 485.45 357.75 38.22 :1:_· ,1,.,,\1 RAM Frame v12.0 -Member Code Check PRIME Job: zf:1 ... u0 STRUCTURAL Date:~/2~Page 13/24 ENGINEERS sht: ~ ·1:. , ··• . · . I ·1 l ~ Callaway Golf -Ph. ~ .......... RAM Da!~ase: 2K8-130B . . . ~ .. INTERNAOC'NAL . Building Code: roe ·:1· ... COLUMN INFORMATION: ··1· ', . . -· . . I .... ·. .1: ·I· : :• ,;, ' ,' .1, .. ·. ·,·_ . Story Level ROOF Frame Number = 3 Fy (ksi) = 50.00 Column Size = Wl 0X68 INPUT DESIGN PARAMETERS: Lu (fl)--,-,--,------'----,--'-----'--~__._ K ----~--------,.,--~-. . CONTROLLING COLUMN FORCES -S:IIEAR Load Combination: 1..359 D + 0.500 Lp ., 1.300 E3 Shear Top Vux (kip) · Vuy(kip)--------~ . Shear Bot. Vux (kip)-----~ Vuy(kip) ~-----,--..,,-- · SHEAR CHECK: . I Vux (kip) = -8.71 ·. . Vuy (kip) == --0.02 l.00Vnx (kip) 0.90Vny (kip) = 146.64 419.96 :.-· ·· CONTROLLING COLUMN FORCES -FLEXURE .. .. ~ ·., Lo~d Combinati,;m:_1.359 D ~ 0.500_Lp -i.300 E3 _--_ Axial · Load (kip) . . · . · ,1· Moment . Top Mux (kip-ft) Muy(kip-ft) ____ _ · Moment Bot. Mux (kip-ft) --'---__;,_--'-:I. M;uy (kip-ft) CALCULATED PARAMETERS: I: :1 I ~l I Pu (kip) 12.03 Mux (kip-ft) = -55.28 Muy(kip-ft) = -0.23 Cbx-. .2.2'1 INTERACTION EQUATION: Pu/$Pn · _ = 0.018 = 0.90Pn ( kip) 0.90Mnx (kip-ft) = . 0.90Mny (kip-ft} = Eq Hl-lb: 0.009 + 0.173 + 0.002 = 0.183 X-Axis 14.00 1.00 -8.71 -0.02 -8.71 -0.02 06/17/08 13:28:33. Steel Code: AISC360-05 LRFD Column Number = 15 · Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.059 0.000 12.03 53.34 -0.00 -55.28 -0.23 661.42 319.88 150.38 .. , rrw RAMFramev12.0 . Member Code Chebk PRIMEJob: '2-~!--·r~ STRUCTURAL Date: 6(,Spage 14/24 ENGINEERS Sht: L~ :!' ·~--· , I l ~ Callaway Golf -Ph. 3 RAM . Da~~ase: 2K8-130B, · , 1NTERNAT1CNAL Bmldmg Code: IBC · 1.. • I COLUMN INFORMATION: . Story Level = · ROOF Frame Number = 3 ·,:1· ~ . Fy (ksi) · = 50.00 .. Column Size = Wl 0X68 1;·.- ,I :1' I ·.1·,,. ,' . ··- • 1· 1· 1· I Ii 1-. I -,,, I INPUT DESIGN PARAMETERS: Lu (ft) ~~-'-------,------'----~ K----------'--------~ .CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp + 1.300 E3 Shear Top . Vux (kip) _____ _ Vuy (ldp) -----'--'-- Shear Bot. Vux (kip) -~-~-- Vuy (kip) ______ _ SHEAR CHECK: " Vux (kip) == 8.71 1.00Vnx (kip) = Vuy (kip) = -0.02 0.90Vny (kip} = CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.359 D + 0:500 Lp + 1.300 E3 146.64 419.96 Axial Load (kip) ---'--~~-- Moment Top Mux (kip-ft) --'--,----- Muy (kip-ft) --~~- Moment Bot. Mux (kip-ft) _____ _ Muy (kip-ft) ---,-'---- CALCULATED PARAMETERS:· '.Pu ( kip) _ = 12.03 Mux (kip-ft) --= 55.28 Muy(kip-ft) -0.23 Cbx = 2.27 INTERACTION EQUATION: Pu/~Pn = . 0.018 0.90Pn (kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = EqHl-lb: 0.009 + 0.173 + 0.002 = 0.183 X-Axis 14.00 1.00 8.71 -0.02 8.71 -0.02 -06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Column Number = 16 Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.059 0.000 12.03 -53.34 -0.00 55.28 -0.23 661.42 319.88 150.38 r 1·. '"'"~· l · Ca!Ja\Vay Golf -Ph. 3 Member Code Ch.eek PRHv'!EJob: e.r-3 ... lj-o . STRUCTUHAL Datel.~/!.Le 15/24 ENGINEERS Sht: l::§.!f . . . ···~ ·1· . . . . . ·1:; . '._ -~: ' -' ' ·1·,. r, RAM Frame vl2.0 .RAM DataBase: 2K8-130B 1NTERNATK:NAI. • Building Code: IBC BEAM INFORMATION: Story Level = ROOF Fy (ksi) = 50.00 Beam Size = W16X311 INPUT DESIGN PARAMETERS: Frame Number = 3 Lu for Axial (ft) ---~--------. :1 _ . :t for Bending (ft)~-----'--------"--'----- Top Flange Continuously Braced -~~-----'--··I::. · · · Bottom Flange Continuously Braced -.~---- CONTROLLING BEAM SEGMENT FORCES-SHEAR -Load _Combination: 1.359 D + 0.500 Lp+ 1.300 E3 . . 1 ·Sew:nent distance (ft) i -_end -------"'-'--'----- j -end ~~----',--------~~---;.....c..~- I SHEAR CHECK: · . Vux (kip)_ = -9.15 ·. l.OOVnx.(kip} . -131.18 Vuy (kip) = 0.00 0.90Vny (kip) = 131.39 -•~ -_ CONTROLLING BEAM SEGMENT FORCES -~LEXURE· Load Combination: 1~359 D + 0.500 Lp + 1.300 E3 I-Segment distance (ft) i -end --------"--'----- . j-end ______________ _ I CALCULATED PA.RA.METERS: Pu ( kip) = ·-0.00 Mux (kip-ft) = -55.09 · Muy(kip-ft) -= 0.00 I _ Cbx = 1.76 INTERACTION EQUATION: Pti/$Pn = 0.000 0.9.0Pri ( kip) 0.90:Mnx. (kip-ft) 0.90Mhy (kip-ft) I -I Eq Hl-lb: 0.000 + 0.272 + 0.000 = 0.272' I -I ~ I = = = X-Axis 28.67 28.67 1.00 Yes Yes 20.96 28.67 06/17 /08 13 :28:33 · Steel Code: AISC360-05 LRFD. Beam Number = 37 · Y-Axis 0.00 '0.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.070 0.000 20.96 28.67 312.06 202.50 26.36 I ,,f\1 RAM Frame vl~.o . · Member Code Chekk PRIMEJob: -~130 : STRUCTURAL Date: le/P~ Page 16/24 ENGINEERS Sht: L --!& · -~-rJ il ~ Callaway Golf -Ph. 3 · .. ·, · RAM. DataBase: 2K8-130B . . • . 1NTERNAT1CNAL Building Code: IBC · ·' .I J. COLUMN INFORMATION: :-I ;I ··1 ·I Story Level = 2ND Frame Number = 3 Fy (ksi) = 50.00 · Column Size. = W10X68 INPUT DESIGN PARAMETERS: Lu (ft) ~----------~-----,-K ____________ --'---- CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp -1.3.00 E3 Shear Top· Vux (kip) ----~- Vuy (kip)_·--~-~- Shear Bot. Vux (kip)------,-,--,--- . Vuy(kip) -~---,---- SHEAR CHECK:- 1 · ,..· · · ~:; t:;j : . -~:~: ~:~~~: ~;j : !1~:i: CONTROLLING COLUMN FORCES -FLEXURE .I Load Combination: 1.359 D + 0.500 Lp-1.300 E3 Axial Load (kip) -----,--- -,-•. Moment Top Mux (kip-ft) Muy (kip-ft) ---'-,-,---- Moment Bot. Mux (kip-ft) --~--1 Muy (kip-ft) CALCULATED PARAMETERS:. .. 1_ Pu ( kip) = 52.37 Mux (kip-ft) = -67.57 Muy(kip-ft) 0.82 :I· Cbx = 2.24 INTERACTION EQUATION: Pu/~Pn = 0'.079 0.90Pn ( kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = I I- Eq Hl-lb: 0.040 + 0.211 + 0:005 = 0:256 I I' I X-Axis 14.00 1.00 -9.39 0.08 -9.39 0.08 . 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Column Number ;= 15 Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = . 0.064 = 0.000 52.37 55.73 -0.23 ·-67.57 0.82 661.42 319.88 · 150.38 :1, .. . r · Member Code Cheek PR!MEJob: 2.-tl~rJ-' . 'f\l RAM Frame v12.0 I l ~ Gallaway Golf -Ph. 3 . RAM DataBase: 2K8-130B ~ 1NTERNATK:'NAL Building Code: IBC ·--1: . ' COLUM~ INFORMATION: Story Level = 2ND Frame Number = 3 Fy (ksi) = 50.00 Column Size = Wl0:X681 INPUT DESIGN PARAMETERS: . · Lu (ft) ----'-~---~~----'--- ·:1·· . ·, · ~ ~---'---,--------~--~ CONTROLLING COLUMN FO~CES -SHEAR Load Combination: 1.359 D + 0.500 Lp + 1.300 E3 I,·,· .. .· ' Shear Top Vux (kip) _____ _ Vuy (kip)-~~--- .._-1 .. Vux (kip) _,__ ____ _ Vuy(kip) _____ _ Shear. Bot I. SHEAR CHECK: Vux (k;ip) = Vuy(kip) = 9.39 0.08 l.OOVnx (kip) 0.90Vny (kip) = 146.64 419.96 -, •. · ·CONTROLLING COLUMN FORCES -FLEXURE ·. . ~-· · Load Combination: 1.359 D + 0.500Lp + 1.300 ~3 · . ·. Axial Load(kip) ...c..·-.----- 1. · · Moment' · Top Mux (kip-ft) _ . Muy (kip-ft) __ _,___ __ _ 1.( :1. I I Moment Bot. Mux (kip-ft) _____ _ Muy (kip-ft) -~--- CALCULATED PARAMETERS: Pu ( kip) = 52.37 Mux (kip-ft) = 67.57 Muy(kip-ft) = 0.82 Cbx· = 2.24 INTERACTION EQUATION: Pu/$Pn . = 0._079 0.90Pn (kip) 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) . = Eq Hl-lb: 0.040 + 0.211 + 0.005 = 0.256 X-Axis 14.00 1.00 9.39 0.08 9.39 0.08 ·STRUCTURAL Date: '/68Page 17/24 ENGINEERS Sht: L--1/ . 06/17/08 13:28:33. Steel Code: AISC360-05 LRFD Column Number = 16 Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.064 0.000 52.37 -55.73 -0.23 67.57 0.82 661.42 319.88 150.38 I . ~ . . . . ,,\1 RAMFramev12.0 I Member Code Ch'ec PRIME Job: Zfl~ I~ · STRUCTURAL Date: IR(~, Page 18/24 11 ~ Callaway Golf -Ph. 3 . RAM . DataBase: 2K8-130B , · ~ . 1NTERNATK:N.AJ. Building Code: IBC · I ,, .1. I I· .1.· I ., ...... •• -~ ·I 1; I I I· 1· I ,., I .BEAM INFORMATION: . · Story Level = 2ND Frame Number = 3 Fy (ksi) = 50.00 Beam Sfze · = W21X50 lNPlJT DESIGN PARAMETERS: Lu for Axial (ft) -""----,.---------' Lu for Bending (ft) ---'------'----'------- K _~-----~------~- Top Flange Continuously Braced ~------ Bottom Flange Continuously Braced ----''-----'---- CONTROLLING BEAM SEGMENT FORCES._ SHEAR Load Combination: 1.200 D + 1.600 Lp· Segment distance (ft) i -end ----~--- j -end ___ -'-------,-----~ . SHEAR CHECK: Vux.(kip) = -25.18 l.OOVnx (kip) = 237.12 Vuy (kip) = -0.00 0.90Vny (kip) = 188.65 CONTROLLING BEAM SEGMENT FORCES·-FLEXURE Load Combination: 1.359 D + 0.500 Lp -1.300 E3 Segment distance (ft) i .., end ---''------'-"----'-'--- j -end~-~---~---------'- CALCULATE]) PARAMETERS: Pu ( kip) = -0.00 Mux (kip-ft) = -118.89 Muy(kip-ft) = -0.00 Cbx = 1.78 INTERACTION EQUATION: Pu!~Pn . . =· 0.000 0.90Pn (kip) 0.90Mnx (kip-ft) 0.90Mny (kip-ft) Eq Hl-lb: 0.000 + 0.288 + 0.000 =·0.288 j' = = = X-Axis 28.67 28.67 1.00 Yes Yes 24.24 28.67 ENGINEERS Sht: L-qz_ · 06/17/08 13:28:33 Steel Code: AISC360-05 LRFP Beam Number = 31 Y-Axis 0.00 0.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = = 0.106 0.000 0.00 7.48 537.61 412.50 45.75 ' -Member Code Check PRl·MEJob: ?:M::ttjl> STRUCTURAL oate:~ge 19124 · .. ·--.·· RAM DataBase: 2K8-130B : _ . ~ _ 1NTERN.tincNAL Building Code: IBC ·-I·: coLlJMNINFORMATION: Story Level = ROOF . Fy (ksi} = 50.00 Column Size = W8X67 ' ·-1··' -. . . ::- Frame Number = 4 : :I ,I; I •';.'. . ' 1:· . INPUT DESIGN PARAMETERS: . Lu (ft)/,,_--------'------'--- K. --_. ---'------'------'----~ CONTROLLING COLUMN FORCES -SHEAR L9ad Combination: 1.359 D + 0.500 Lp -1.300 E2 Shear Top Vux (kip) __ --'------ Vuy (kip) ---"---'--~-~ Shear Bot. Vux (kip)----'-----'--- Vuy(kip) _____ _ . SHEAR CHECK: -I. Vux (kip) = -6.28 1.oovnx (kip) = 153.90 Vuy (kip) = -0.00 . 0.90Vny (kip) = 418.06 • . . . ' CONTROLLING COLUMN FORCES -FLEXURE : .. _. •~: Load Combination: _1.359 D + 0.500 Lp -1.30(l'E2 Axial Load (kip) --~-~__,__ ··1: Moment · Top Mux (kip-ft)----'------- -Muy (kip-ft) ____ _ Moment _ Bot. Mux (kip-ft) ----'----1 Muy (kip-ft} -~'-----'---'---~ CALCULATED PARAMETERS: I: Pu ( kip) = 15.48 Mux (kip-ft) = -40.70 Muy(kip .. ft) = -0.06 I Cbx· = 2.26 :I INTERACTION EQUATION: Pu/~Pn . = o._028 ~.90Pn ( kip) = 0.90Mnx {kip-ft) = 0.90Mny (kip,;.ft) = EqHl-lb: 0.014 + 0.155 + 0.001 = 0.169 I I ~I ·I X-Axis · 14.00 1.00 -6.28 -0.00 -6.28 -0.00 ENGINEERS Sht: ~ - 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Column Number = 21 Y-Axis 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vrty = = 0.041 0.000 15.48 37.59 -0.00 -40.70 -0.06 560.28 262.88 122.63 I rl1 . Member Code Chebk PRIME Job; z~~ ti-z, . STRUCTURAL oate:~age 20124 ENGINEERS Sht: . --1::!ft··. RAM Frame vl2.0· -~, Callaway Golf -Ph. 3 . · · RAM . DataBase: 2K8-130B , ' ~ INTERNATICNAL Building Code: me ' I COLUMN INFORMATION: 1: ·I-. I -I· .. ,.-. • . ~ I I: -I I 1:· I 1· .~I I Story Level = ROOF Frame Number = 4 Fy (ksi) = 50.00 Column Size· = W8X67 INPUT DESIGN PARAMETERS: . Lu (ft) -------,---~---,--- K ~-------------- CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D,+ 0.500 Lp + 1.300 E2 Shear Top Vux (kip) ,,,_ __ ---,---'--- Shear Bot. Vuy (kip)---~-- Vux (kip)-'-'------'---'- yuy(kip) _____ _ SHEAR CHECK: Vux (kip) = Vuy (kip) = 6.28 -0.00 l.OOVnx (kip) 0.90Vny (kip) = = CONTROLLING COLUMN FORCES-.FLEXURE Load Combination: 1.359 D + 0.500 Lp + 1.300 E2 153.90 418.06 Axial Load (kip) _____ _ Moment Top · Mux_ (kip-ft) ____ . ____ _ Muy (kip-ft) ____ _ :M;orilent Bot. Mux (kip-ft) -~~-~ Muy (kip-ft) ,--_ --,.---'-- CALCULATED PARAMETERS: Pu ( kip) = 15.48 Mux (kip-ft) · · = 40.70 Muy(kip-ft) = -0.06 Cbx 2.26 INTERACTION EQUATION: Pu/$Pn = 0~028 0.90Pn ( kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = Eq Hl-lb: 0.014 + 0.155 + 0.001 = 0.169 X-Axis 14.00 1.00 6.28 -0.00 6.28 -0.00 06/17 /08 13:28:33 Steel Code: AISC360-05 LRFD Column Number = 22 Y-Axis 14.00 1.00 Vux/1.00Vnx · = Vuy/0.90Vny = 0.041 0.000 15.48 -37.59 -0.00 40.70 -0.06 560.28 262.88 122.63 RAM Frame v12.0 Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC '' { Member· Code Chee P R·I ME Job: ,z.p-8-1~ . STRUCTURAL Date: .!:/!bage 21/~4 ENG!NEERSsht: L~t.fo . 06/17/08 13:28:33. Steel Code: AISC360-05 LRFD I rl1 ·~Im · 1 . -BE_AM _____ I.__N_F_O_RMA ___ T_IO_N_: ---------------------------- . Stofy Level = ROOF Frame Number = 4 Beam Number = 36 :·I/ ,_,. 1;' I ·1·· ·1~· ' Fy (ksi) = 50.00 Be~ Size = Wl 6X31, INPUT DESIGN P ARAMETE:RS: · . . _Lu fot Axial {ft) --,--------'-'------'--- Lu for Bending (ft) __________ _ . K ~-------'-------'----'"--- . Top Flange Continuously Braced _· _____ _ . Bottom Flange Continuously.Braced ~-----'-- CONTROLLING BEAM SEGMENT FORCES -SHEAR Lo~d Combination: 1.359 D + 0.500 Lp + 1.300 E2. Segment distance (ft) i -end --~-----'--- j -end ____ ~-----'------'-'-,---'-- I . SHEAR CHECK: . · :_ .. _-. Vux (kip) == -8.14 l.00Vnx'(kip) = 131.18 _ . · Vuy (kip) = -0.00 0.90Vny (kip) = 131.39 · •-~: _CONTROLLIN? B~AM SEGMENT FORCES -FLEXURE· . _ · Load Combmation: 1.359 D + 0.500 Lp -1.300 E2 · I Segment distance (ft) i -end j, -end --'----'-,---------'-----'---- I I :I :I I ~I ·1 CALCULATED PARAMETERS: Pu (kip) = · .0.00 Mux (kip-ft) --39.32. Muy(kip-ft) = 0.00 Cbx: = 1.73 INTERACTION EQUATION: Pu/fPn = 0;000 0.90Pn (kip) = 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) . = Eq Hl-lb: 0.000 + 0..194 + 0.000·= 0.194 X-Axis · 18.67 18.67 1.00 Yes Yes 12.88 18.67 . Y-Axis 0.00 0.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = 0.062 = · 0.000 0.00 5.79 343.29 202.50 26.36 1· ,,-\1 RAM Frame v12.0, I Member Code Chee PR J ME Job:· q.../iff--11,-,--, STRUCTURAL Date:Jt#!- · I .. ~ Callaway Golf -Ph. 3 · RAM _Da!~ase: 2K8-130B , . · 1NTE11NATCNAL Bu1ldmg Code: IBC · I t , ' ·. · · COLUMNINFORMATION: Frame Number = 4 1·. I :1 .··I-. ·1 I·· .... Story Level Fy (ksi) = 2ND = 50.00 W8X67 Column Size. = INPUT DESIGN PARAMETERS: Lu (ft)--'----------'-----'----"--- K -'------------~--'---- CONTROLLING COLUMN.FORCES -SHEAR Load· Combination: 1.359 D + 0.500 Lp + 1.300 E2 Shear Top Vux (kip}---~-- Vuy (kip)----~- Shear Bot. Vux (kip) ----"----- Vuy (kip} --'----'-----,----'-- SHEAR CHECK: Vux (kip) = Vuy(kip)' ~ 7.49 · l.00Vnx (kip) 0.02 0.90Vny (kip) = = 153.90 418.06 · · · CONTROLLING COLUMN FORCES -FLEXURE :.I . Load Combination: 1.359 D + 0.500 Lp + 1.300 E2 I I I ·1 I· I· I ,, I · Axial . Load (kip) . Moment Top Mux (kip-ft) _____ _ Muy(kip-ft) ____ _ Moment Bot. Mux (kip-ft) ------'-- Muy (kip-ft) ___ ---'-_ CALCULATED PARAMETERS: . Pu ( kip) . = 53.18 Mux (kip-ft) = 52.85 Muy(kip-ft). 0.25 . Cbx -2.24 INTERACTION EQUATION: = 0.90Pn (kip) 0.90Mnx (kip-ft) = 0.90Mny (kip-ft) = Pu/~Pn = 0.095 . Eq HI-lb. 0.047 + 0.201 + 0.002 = 0.251 . X-Axis 14.00 1.00 7.49 0.02 7.4Q 0.02. ENGINEERS Sht: L-tf§,Page 22124 06/17/08 13:28:33 Steel Code: AISC360-05 LRFD Column Number= 21 Y-Axis. 14.00 1.00 Vux/1.00Vnx Vuy/0.90Vny = 0.049 0.000 53.18 -45.50 -0.06 52.85 0.25 560.28 262.88 122.63 I I • I -1. ,11 Member Code Chee PRlMEJob: 'Zr-S~l~ STRUCTURAL Date: 6 f R-Pa e 23124 :·: - _., .. I ' '' . -. r, RAM Frame v12.0 . · . Callaway Golf -Ph. 3 RAM. DataBase: 2K8-130B INTE!NAllCNAI. Building Code: IBC. COLUMN INFORMATION: ENGINEERS sht: 1dl!f.:.· g . 06/17/08 13:28:33 · Steel Code: AISC360-05 LRFD Story Level = 2ND Frame Number = 4 Column Number = 22 ·1·· .· .. ' ' ' . . Fy (ksi) . = 50.00 Column Size = W8X67 ' 1 ·. · · . . INPUT DESIGN i> ARAMETERS: ·I.-·· -·I I I.·· : LU (ft)'--~--~-----"---c-- K _· -------------- CON'fROLLING COLUMN FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp -1.300 E2 Shear Top Vux (kip) -----'-'---- Vuy (kip) ~----'---- Shear.· Bot. Vux(kip) ___ ...,,........ __ SHEAR CHECK: Vux (kip) = · -7A9 Vuy (kip) = 0.02 VuyJkip) ·~-~---- l.00Vnx (kip) = 0.90Vny (kip} ·= 153.90 418.06 • . CONTROLLING COLUMN FORCES -FLEXURE · I ·. -··. Loa4 Combination: 1.359 D + 0.500 Lp -1.30Q E2 · Axial Load (kip) -~~--- · I. . Moment Top Mux (kip-ft) Muy(kip-ft) ____ _ I 1· I I I I ,, I .Mome:rit Bot. Mux (kip~ft) ____ _ Muy (kip-ft) ------ CALCULATED PARAMETERS: Pu ( kip) = 53..18 Mux (kip-ft) = -52.85 Muy(kip-ft) = 0.25 Cbx· = · 2.24 INTERACTION EQUATION: Pti/~Pn . = 0.095 = 0.90Pn ( kip) 0.90Mnx (kip-ft) - 0.90Mny (kip-ft) = Eq HI-lb: 0.047 + 0.201 + 0.002 = o.i51 X-Axis 14.00 1.00 -7.49 0.02 -7.49 0.02 · Y-Axis. 14.00 1.00 Vux/1.00Vnx. -· 0.049 Vuy/0.90Vny = 0.000 53.18 45.50 -0.06 -52.85 0.25 560.28 262.88 · 122.63 I r r, i~·w. RAM Frame v12.0, { Membet·Code Chee PR 11\.1 E Job: ZfB~ 1~" · SlRUCTURAl Data: ~age 24/24 l ·~ Callaway Golf -Ph. 3 RAM .Da~~ase: 2K8-130B, . 1NTERNATICNA1. . Buildmg Code: IBC · I ·'·. BEAMINFORMATION: .I .-1 ·1 ·1· ·.1. . ' Story Level = 2ND Frame Number = 4 . Fy (ksi) = 50.00 Beam Size = W21X44 INPUT DESIGN PARAMETERS: Lu for Axial (ft) -------~-~-~ Lu for Bending (ft) __________ _ K ______________ _ Top Flange Continuom~ly Braced -----'---- Bottom Flange Continuously Braced --~--- CONTROLLING BEAM SEGMENT FORCES -SHEAR Load Combination: 1.359 D + 0.500 Lp + 1.300 E2 Segment distance (ft) f-end . j-end _______ ....;._ ______ _ ·1· .-·: . SHEAR CHECK: · . · ": , Vux (kip) = . -20.99 l .00Vnx (kip) 0.90Vny (kiJ?) = 217.35 157.95 I ·1 ;I I· I· I ,., I Vuy (kip) = -0.00 = CONTROLLING BEAM SEGMENT FORCES -FLEXURE Load Combination: 1.200 D + 1.600 Lp Segment distance (ft) i -end _______ _ j-end_---'-----------'----- CALCULATEDPARAMETERS: P:u ,Ckip) = -0.00 Mux (kip-ft} = 120.79 Muy(kip-ft) = o.oo Cbx = 1.62 iNTERACTION EQUATION: Pu/$Pn -· 0.000 0;90Pn ( kip) 0.90Mnx (kip-ft) 0.~0Mny (kip-ft) Eq HI-lb: 0.000 + 0.3;38 + 0.000 = 0.338 - = = X-Axis 18.67 18.67 1.00 Yes Yes 13.66 18.67 ENGINEERSsht: L-. 06/17/08 13 :28 :3 3 Steel Code: AISC360-05 LRFD Beam Number = 33 Y-Axis 0.00 0.00 1.00 Vux/1.b0Vnx Vuy/0.90Vny = 0.097 0.000 2.89 9.33 485.45 357.75 38.22 I . r1;\1. -I i ~ RAM Frame· v12.0 _-'-: · · RAM Callaway Golf -Ph. 3 . . INTERNATlONAl .· DataBase: 2K8-130B I 1 ·. LOAD COMBINATION CRITERIA: Roof Live Load; :1·· _-Live Load factor fl (0.5 or 1.0) -Sds (for Ev) Omega I ··I . L,OAD CASE DEFINITIONS: D DeadLoad . , Lp PosLiveLoad .. _· Ln NegLiveLoad El SEISMIC E2. SEISMIC E3 SEISMIC E4· SEISMIC Load Combinations Reducible 0.500 0.796 3.000 RAMUSER RAMUSER RAMUSER EQ_1BC06 __ X_ +E_F EQ_ IBC06 "'-X _-E _F EQ_IBC06~Y_ +E_F EQ_IBC06~Y_.,E_F PRIME Job: 2f&--t~ STRUCTURAL Date: '-fo ~ . ENGINEERS Sht: ~ 06/17/08 13:35:58 .•.. ·. • LOAD COMBINAJ'IONS: iBC06/ASC:E7-05 LRFD ~ s:.RG0,t;-<--->i:3tsM,,c:::--~ t::>.s. · .... ,· ., -' t I I I I I ·1 1 * 1.000 D . 2 · * 1.359 D + 0.500 Lp + 3.000 El 3 * 1.359 D + 0.500 Lp + 3.000 E2 . . 4 * 1.359 D +_0._500 Lp + 3.000 E3 .5 * 1.359 D + 0.500 Lp + 3.000 E4 6 * I.359 D + 0.500 Lp -3.000 El 7 . * 1.359 D + 0.500 Lp -3.000 E2 8 * 1.359 D + 0.500 Lp -3.000 E3 .9 * 1.359 D + 0.500 Lp :. 3.000 E4 lO * 1.359 D + o.~OO.Ln + 3.000 El i 1 * 1.359 D + 0.500 Ln + 3.000 E2 12 * 1.359 D + 0.500 Ln + 3.000 E3 . ' 13 * 1.359 D + 0.500 Ln + 3.000 E4 14 -* 1.359 D + 0.500 Ln -3.000 El 15 * 1.359 D + 0.500 Ln -3.000 E2 1:6 * 1.359.D + 0.500 Ln -3.000 E3 17 * l.359 D + 0.5.00 Ln -3.000 E4 · 18. * 1.359 P + 3.000 El · 19 * 1_.359 D + 3.000 E2 20 * 1.3,59 D + 3.000 E3 21 * 1.359 D + 3.000 E4 22 * 1.359 D -3.000 El -23 * · 1.359 D -3.000 E2 24 * 1.3j9 D -3.000 E3 25 * 1.359 D -3.000 E4 · 26 * 0.741 D + 3.000 El 27 * 0.741 D + 3.000 E2 28 * 0.741 D + 3.000 E3 29 * 0.741 D + 3.000 E4 ' . 30 * 0.741 D -3.000 El I . . ,,, RAMFramev12.0 L RAM Callaway Golf -Ph. 3 •• 1NTERNATrnAL · DataBase: 2K8-130B,. I . -~ 31 * 0.741 D -3.000 E2 · 32 * 0.741 D -3.000 E3 Load Combinations · 33 * 0.741 D -3.000 E4 * = Load combination current~y selected to use 1·: :I· -:1: 1· ... · • . .··· t I- I I ii: I· I ~I I PRll\1E.Job: 2.1~-,~o STRUCTURAL Date: ~ft>~ ENGINEERS Sht: L ·'fib Page 212 06/17/08 13:35:58 I ,~ Seismic Provisions Member Code Chec ... .,,,, .. A PR I ME Job: m--it; STRUCTURAL Date·: ~/28 . ENGINEERS·Sht: L · 5/ RAM INTERNATIONAL RAM Frame v12.0 Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC Column Parameters Story: ROOF · Frame No: 1 . Member No: 13 Fy (ksi): 50.00 Size: Wl 0X68 Frame Type: Special Moment Resisting Frame . 06/17/08 08:52:51 Steel Code: AISC 2002 -LRFD :1· I I .·:I .,· · Criteria· I .• , I I. Use frame numbers to designate a single line of bracing · 8.3 Column Str~ilgth -OK Compression: Max Pu (kip)= 12.03 ---Combinatiqn: 1.359 D + 0.500 Lp + 1.300 E4 Max Pu/$Pn = 0.02 < 0.4 No Check Req'd 8.J (1). Tenszon: No tension on column 8.4 Column Splices Design strength of column-splices must meet or exceed th.e following forces: Load Combination Force(kip) · Compression: 1.359 D + 0.500 Lp + 3.000 E4 14.27 · Tension: No tension on column · Refer to AISC-02 section 8.4 for additional detailing requirements. 9.4 Beam and Column Limitations -OK Eqn 9-3: LMpc/LMpb = 1.24 <= 2.0 Check per AISC table I-8-1 . · For calculation of web limit: Pu (kip)= 12.03 $:Py (kip):= 900.00 Flange b/tf = 6.56· Limit = 7 .22 · OK Webh/tw= 16.72 Limit= 74.06' GK 9.7b ·unrestrained Joint---OK · Joint Above Column is Restrained · Joint Below Column is Restrained 9.9 Column Splices Reqd flexural strength (kip-ft) · Major 390.96 Minor 183.79 I ,-Seismic Provisions Member r, 1\1 RAM Frame v12.0 1 ~ Callaway Golf -Ph. 3 ,@ ob: itf-1~0 STRUCTURAL Date: 1,. ( 0 8 Page 2124 ENGINEERS Sht: / ~5t,/17/08 08:52:51 · RAM-DataBase: 2K8-130B, .I ~-iNTtRNAT'CNAL Building Code: IBC · . Column Parameters Story: ROOF Frame No: 1 Member No: 14 I Fy (ksi): 50.00 Size: W10X68 · Frame Type: ~pecial Moment Resisting Frame Criteria . Use frame numbers to designate a single line of bracing 8.3 Column Strength ---OK Steel Code: AISC 2002 -LRFD ·1·· I I Compression: Max Pu (kip)= 12.03 ---Combination: 1.359 D + 0.500 Lp-1.300 E4 Max Pu/~Pn = 0.02 < 0.4 No Check Req'd I I . .-. ·~ I .1 .I I I I I I' I 8.3 (1). Tension: No tension on column 8.4 Column Splices Design strength of column splices must meet or exceed the following forces: Load Combination Force(kip) Compression: · 1.359 D + 0.500 Lp -3.000 E4 14.27 Ten.~ion: No tension on column Refer to AISC-02 s_ection 8.4 for additional detailing requirements. 9.4 Beam and Column Limitations -OK Eqn 9-3: l:Mpc/1:Mpb = 1.24 <= 2.0 Check per AISC table 1-8-1 For calculation of web limit:.Pu (kip)= 12.03 ~Py (kip)= 900.00 Flange b/tf= 6.56 Limit=· 7.22 OK Webh/tw= 16:72 Limit= 74.06 OK 9.7b Unrestrained Joint---OK Joint Above Column is Restrained Joint Below Column is Restrained 9.9 Column Splices Reqd flexural strength (kip-ft) Major 390.96 Minor 183.79 I. · ,,~ Seismic Provisions Me · r, RAM Frame vl2.0 . · ~-.. Callaway Golf -Ph. 3 · _ ·· ... RAM DataBase: 2K8-130B . . . l INTcRN',TOW Building Code: me . ·:1. Beam Pa;amete,rs Story: ROOF Frame No: 1 Member No: 38 .1· Fy(ksi): 50.00 Size: W16X31 Frame T):Pe: Special Moment Resisting Frame 1: I: ·1 Criteria Use frame numbers to designate a single line of bracing · 9.2 Beam-to-Column Joints and Connections Beam-to-column connection must be capable of sustaining a 0, 04 radian inter$tory drift ratio. Required jleiural strength of connection {kipft) = 180. ()0 at story drift angle in (1) All beam-to-c:olumnjoints to demonstrate conformance with 9.2a as indicated in 9.2b 9.4 Beam and Column Limitations ---OK Flange b/tf = 6.28 Limit = Web h/tw = 51.69 Limit= 7.22 59.00. OK OK ,1.: . 9.8 Lateral Bracing of Beams ---OK I ·r·· I I I I I I I ~· I Max Lu (in)= Q.00 Lu Limit== 58.13 .Strength of top flange bt~cing must exceed 2.43 kip. Strength of bottom flange bracing must exceed 2.43 kip. L~teral Bracing Requirements at Plastic Hinge · Required strength of later~l brace at hinge = . 8.03 kip. · Required stiffness of relative bracing (C3-8) == 2049.16-kip / Lb Required stiffness of nodal bracing (C3-10) = 5122.90 kip/ Lb Cb = 2. 0 assumed for eqn (C3-8) and (C3-10) . Lb = di$tance between braces (in) 11?..lt.{ l'/ Cf·~;.: 17, s /c.-> J>-. 0 J. le-. AJc ~s 2-6 ) L-· /. 1~rn-(VfotJO) /of .,___(P-17:,) - /rs. 1( Page 3/24 I ,,\1 RAM Frame vl2~eismic Provisions Mem~er I .. · ~ Callaway Golf -Ph. 3 1------Bi~~c:E-F·ob: 2 fo-1~" SiRUCTURAL Date: C.(6 R> Page 4124 ENGINEERS Sht: L .it/ 06/17 /08 08:52:S 1 . RAM . DataBase: 2K8-l 30B, . INfERNATCNAI. Building Code: me Steel Code: AISC 2002 -LRFD I' ' Column Parameters I I- I I I :I· • I I I I 1: I. ~ 1· Story: 2ND Frame No: 1 Member No: 13 Fy (ksi): 50.00 Size: Wl 0X68 Frame Type: Special Moment Resisting Frat!le Criteria Use frame numbers to designate a·single line of?racing 8.3 Column Strength -· OK . Compression: Max Pu (kip) = 56.96 ---Combination: 1.200 D + 1.600 Lp Max Pu/~Pn = 0.09 < 0.4 No Check Req'd 8.3 (l}. TensiQn: No tension on column . 8.4 Column Splices Design strength of column splices must tn~et or exceed the following forces: Load Combination . Force(kip) Compression: L359 D + 0;500 Lp + 3.000 E4 60.32 Tension: No tension on colUrrin Ref~r to AISC-02 section 8.4 for additional detailing requirements. · 9.4 Beam and Column Limitations .-OK Eqn 9-_3: I:Mpc/I:Mpb = 1.18 <= 2.0. Check per AISC tabl~ I-8-1 For calculation of web limit:.Pu (kip),;,, 56.96 ~Py (kip)= 900.00 Flange b/tf = 6.56 . Limit= 7.22 OK Webh/tw=. 16.72 Limit=· 68.25 OK 9.7b Unrestrained Joint-.. OK Joint Above Column is Restrained Joint Below Column is Restrained 9~9 Column Splices Reqd flexural strength (kip-ft) . Major 390.96 Minor 183.79 1 r11· Seismic Provisions Me r, RAM Frame vl2.0 · Callaway Golf -Ph. 3 e Check 2.. 1 1 t:: ob: lc/J~~'V Page 5/24 STRUCTURAL Date:~ ENGINEERS Sht: L ·W 06/17/08 08:52:51- Steel Code: AISC 2002 -LRFD RAM Datai3ase: 2K8-130B l INTEl1NATK:NAI. Building Code: me ·1: , :1c I I ·,1 1· I .t ,1 I ·I I 1·· I ~ ·1 -Column :Par~meters Story: 2ND FrameNo: 1 Member No: 14 Fy (ksi): 50.00 Size: Wl 0X68 Frame Type: Special Moment Resisting Frame. Criteria Use frame numbers to designate a single line of bracing 8.3 Column Strength ---OK C,ompression: Max Pu (kip)= 56:96---Combination: 1.200 D + 1.600 Lp Max Pu/$Pn = 0;09 < 0.4 No Cheek Req'd 8.3 (1). Ten~ion: No tension on column 8.4 Column Splices Design strength of column splices must meet or exceed the following forces: .. · Load Combination Force(kip) Compression: 1.359 D + 0.500 Lp -3,000 E4 60.32 -. Tension: No tension on column Refer to AISC-02 section 8.4 for additional detailing requirem·ents. -- 9.4 Beam and Column Limitations -OK Eqn 9-3: ~Mpc/~Mpb =· 1.18 <= 2.0 Check per AISC table I-8-1 For calculation of web limit: Pu (kip)= 56.96 . ~Py (kip)'= 900.00 Flange b/tf = 6.56 Limit= 7.22 OK Web h/tw == · 16. 72 Limit = 68.25 OK 9.7b Unrestrained Joint---OK Joint Above Column is Restrained Joint Below Column is Restrained 9.9 Column ·splices Reqd_ flexural strength (kip-ft) Major "390.96 Minor 183.79 I '"~ Seismic Provisions Member Code Check · r, f RAM Frame v12.0 PRIME Job: 2!:!-&.-/3C Page 6/24 l Callaway Golf-Ph. 3 STRUCTURAL Date: ~/pa,. . . RAM. DataBase: 2K8-130B, ENGlNEERSsht: l~s&o6/17/08 08:52:51 · ~ INTERl\ll\OCNAl Bµilding Code: IBC . Steel Code: AISC 2002 -LRFD I I I 'I: ·I 1 ... ·1·. .. .'' . ·1 I .I 1· I I . ~ I ·Beam Parameters ; Story.: 2ND. Frame No: 1 Member No: 30 Fy (ksi): 50.00 Size: W21X50-. Frame Type:· Special Moment Resisting Frame Criteria ' · Use fr~e n~bers to d.esigriatea single li;ne ofbracing 9.2 Beam-to-Column Joints and, Connections Beam-to-column connection must be capable of sustaining a 0. 04 radian interstory drift ratio. Required flexural strength of connection (kip-ft) = 3 66. 67 at story drift angle in (1) All beam-to-column joints to demonstrate conformance with 9.2a as indicated in 9.2b 9A Beam and Column LimitatiQns ---OK Flange b/tf:;::: 6.10 Limit= _7.22 OK Web h/tw = 49.26 Limit= 59.00 OK o. t.?P-fo rt e.. 9.8 Lateral Bracing of Beams ---·oK 1---h t:-...--:::-" / nt . · Max Lu (in) = 0.00 Lu Limit = 64.92 OK ( ) (rt o) ( '° 0 ) · Strength of top flange bracing must exceed 3.49 kip. l ~ .,. 0 .oc. ~ -;. o-.o <;, · l.l __ · . Strength of bottom flange bracing must exceed 3.49 kip) I,(' h.. '2-tJ • s-- Lateral Bracing Requir_ements at Plastic Hinge Required strength of lateral brace at hinge = 11.53 kip Required stiffness ofrelative bracing (C3-8) = 3184.47 kip/ Lb Required stiffness of nodal bracing (C3-10) == 7961.18 kip / Lb Cb::;:: 2.0 assumed for eqn (C3-8) and(CJ-10) Lb = .distance between braces (in) e,H,Gvlc.---~~. l'""--~~ I ./ ..C?/1h ·--{ <tC(oo o) · . · (// lf·tt} (tPS '1.--{rv .. G ,__) -::. ·#'16 ,Vf-11,"' 1 /$ L<fi: 7qt(., {ls'' Pk . --c;1; t2-;3 :1· I 1. ·1· .1· I Column Parameters Story: ROqF Frame No: 2 Member No: 19 Fy (ksi): 50.00 Size: W8X67 Frame Type: -Special Moment Resisting Frame Criteria Use frame numbers to designate a single liP.e of bracing 8.3 Column Strength---OK . Compression: Max Pu (kip)= 15A8 ---Combination: 1.359 D + 0.500 Lp -1.300 El Max Pu/~Pn = 0.03 < 0.4 No_ Check Req'd _8.3 (1). _Tension: No tension on column 8.4 Column Splices · Design strength of column splices must meet or excee¢ the following forces: · Load Combination Force(kip). Compression: 1.359 D + 0.500 Lp -3.000 El 19.07 tension: 0.741 D + 3.000 El 0.27 :Refer to AISC-02 section 8.4 for additional detailing requirements. 9.4 B'_eam.and Column Limitations-OK . . ··:. · Eqn 9-3: tMpc/rMpb =· 1.01 <= 2.0 Check per AISC table I-8-1 9\ ·For calculation of web Jimit: Pu (kip)= 15.48 · ~Py (kip)'= 886.50 I 1.·· I I I 1- ~·· ·1 Flange b/tf = 4.L! J Limit= 7.22 . OK Web h/tw = l l.12 Limit= 73.59 · OK 9.7b Unrestrained Joint ---OK Joint Above Column is Restrained Joint Below Column is Restrained 9.9 Column Splices· · Major . Reqd flexural strength (kip-ft) 321.29· Minor 149.88 Page 7/24 I 1··. .•• , I . 1 I. I:· I 1-... ·· • . ~ I· I ·1 ·1 I I I ,,, I ' 1!~ r, RAM Frame vl2.0 · l Callaway Golf -Ph. 3 Seismic Provisions M Page 8/24 RAM. Da!~ase: 2K8-130B_, INTERNATICNAI. Burldmg Code: me Steel Code: AISC 2002 -LRFD Column Parameters . Story: ROOF Frame No: 2 Member No: 20 Fy (ksi): -S0.00 Size: W8X67 Frame Type:· Special Moment Resisting Frame Criteria . Use frame numbers to designate ·a single line of bracing 8.3 Column Strength ---OK Compression: Max Pu (kip)= 15.48_---Combination: 1.359 D + 0.500 Lp + 1.300 El Max Pu/$Pn = 0.03 · .< 0.4 No Check Req'd 8.3 {]). Tension: No tension on column . 8.4 Column Splices Design strength of column splices must m~et or exceed the following forces: Load Combination . Force(kip) Compression: 1.359 D + 0.500 Lp + 3.000 El 19.07 Tension: 0.741 D --3.000 El . · 0.27 . . Refer to AISC-02 section 8.4/or additional detailin¥ requirements. 9.4 Beam and Column Limitations ---OK Eqn 9-3: LMpc/LMpb = 1.01 <= 2.0 Check per AISC table I-8-1 F01: calcula,tion of web limit: Pu (kip)= 15.48 $Py (kip)= 886.50 Flange b/tf = .4.43 Limit= 7.22 OK Webh/tw= 11.12 Limit=· -73.59 OK 9.7b Unrestrained Joint---OK Joint Above Column is Restrained Joint Below Column is Restrained 9.9 Column Splices .. Reqd flexural stre1:1gth (kip-ft) Major 321.29 Minor 149.88 i r'1 -I~·.· -RAM _ -~ 1NTcRNAOCNAL Building Code: IBC · I . · . Beam Parameters ·-1· ,, I I ·1 I ·1 --·~- I 1: I I I I ~I I -Story: ROOF Frame No: 2 Member No: 35 Fy (ksi): 50.00 Size: Wl6X31 Frame Type: Special Moment Resisting Frame ·. Criteria Use frame numbers to designate a single line of bracing 9.2 Beam-to-Column Joints and Connections . Beam-tr;> .. column connection must be ·capable ·of sustaining a 0. 04 radian interstory drift ratio. Required flexural strength of connection (kip-ft) = 180. 00 at story drift angle in (1) All-beam-to-column joints to demonstrate conformance with 9.2a as indicated in 9.2b 9.4 Beam and Column Limitations ---OK · Flange b/tf = 6.28 · Limit = · Web h/tw == 51.69 Limit= 9~8 Lateral Bracing of Beams ---OK 7.22 59.00 OK OK Max Lu (in)= 0.00 Lu Limit= 58.13 OK .Strength of top flange bracing must exceed 2.43 kip. · Strength of bottom flange bracing must exceed 2.43 kip. Lateral Bracing Requirements at Plastic Hinge Required strength pflateral brace at hinge= . 8.03 kip-· Required stiffness ofrelative bracing (C3.'.8) =2049.16-kip I Lb Required stiffness of nodal bracing (C3-10) = 5122.90 kip/ Lb Cb== 2.0assumedforeqn (C3-8) and(C3-10) Lb = distance between braces (in) I-rrti · r, RAM Frame v12.0 · · l CallaWay Golf -Ph. 3 Seismic Provisions Mem Page 10/24 06/17/08 08:52:51 Steel Code: AISC 2002 -LRFD · RAM· DataBase: 2K8-130B, ~ 1NTERNAT1CNAL Building Code: IBC · I .. ,. ·1· I, I.· ·I I 1.,· ., I 1· I I ·1. 1· I -,,I I Column Parameters Story: 2ND Frame No: 2 Member No: 19 Fy (ksi): 50.00 Size: W8X67 Frame Type: Special Moment Resisting Fr~e Criteria Use frame numbers to design.ate ·a single line of bracing 8.3 Column Strength ---OK Compression: Max Pu (kip) = 56.50 ---C9mbirtation: 1.200 D + 1.600 Lp Max Pu/~Pn = 0.11 < 0.4 No Check Req'd 8.3 (1). Tension: No tension on <;:olumn 8.4 Column Splices Design strength of column splices must meet or exceed the following forces: Load Combination. . Force(kip) Compression: · 1.359 D + 0.500Lp ~ 3.000 El . 65.26 Tension: 0.741 D + 3.000 El. 1.53 Refer to AISC-02 section 8.4 for additional detailing requirements. 9.4 Beam and Column Limitations ---OK . Eqn 9-3: ~Mpc/~Mpb = 1.11 <= 2.0 Check p~r AISC table I-8-1 For calculation of web limit:·Pu (kip)= 56.50 ~Py (kip)= 886.50 Flange b/tf= .4.43 Limit= 7.22 OK Web· h/tw = 11.12 Limit= 68.20 OK 9.7b Unrestrained Joint ---OK Joint Abo.ve Column is Restrained Joint Below Column is Restrained 9.9 Column Splices Reqd flexural s·trength (kip-ft) . ! Major 321.29 Minor 149.88 I ,-,~ . Seismic Provisions Me-mber Code Check1---ie--~ .. 1-1, . RAMFramev12.0 t-{HVL.::::.Jo: ,.ln1. Page 11/24 -~--• Callaway Golf -Ph. 3 STRUCTURAL Date~~ -. RAM DataBase: 2K8-130B ENG\NEERSsht: L .. ,r 06/17/08 08:52:51 . , t _ 1NTE~TCNAL Building Code: IBC Steel Code: AISC 2002 -LRFD · -1 -. Column Parameters · . . Story: 2ND Frame No-: 2 Member No: 20 :1:· Fy (ksi): 50.00 Size: W8X67 Frame Type: Special Moment Resisting Frame .·--.1· · Criteria - . Use frame numbers to designate a single line of bracing · 8.3 Colulllll Strength ---OK .-1: . · . Compression: Max Pu (kip) = 56:50 ---Combination: 1.200 D + 1.600 Lp · · Max Pu/~Pn = 0.11 < 0.4 No Check Req'd _8.3 (1). Tension: No tension on column -:1: · 8.4.Columil Splices Design strength of column splices must meet or exceed thefollowingforces: :I· _ Loa_d Combination Force(kip) Compression: l.359 D + 0.500 Lp + 3.000 El 65.26 . Tension: 0.741 D -3.000 El 1.53 I . _ Refer to AISC-02 section 8.4 for additionaldetailing requirements. 9.4 Beam and Column Limitations ---OK • . Eqp. 9-3: LMpc/LMpb =-1.11 <= 2.0 Check per AISC table I-8-1 _. _ -~--Forcalculationofweblimit:Pu(kip)= 56.50 ~Py(kip)·= 886.50 Flange b/tf = 4.43 Limit = .-7 .22 · OK -1 Webh/tw= 11.12 Limit= 68.20 OK 9~7b.Unrestrained Joint.,.--OK I J ofu.t Above Column is Restrained -Joint Below Column is Restrained I -I I I I --,,, I 9.9 Column Splices Reqd flexural strength (kip-ft) Major 321.29 Minor 149.88 I ,11 Seismic ProYisions Me m RAM Frame v12.0' . Callaway Golf -Ph. 3 · RAM DataBase: 2K8-130B .. ._ 1 ·. 1NTI:RNAOC:NAt Building Code: IBC Beam Parameters Story: 2ND · Frame No: 2 Member No: 32 I~ · Fy (ksi): 50.00 Size: W21X44 Frame Type: Special Moment Resir;;ting Frame · I Criteria Use frame numbers to designate a single line of bracing 9.2 Beam-to-Column Joints and•Connections Page 12/24 06/17/08 08:52:51 Steel Code: AISC 2002 -LRFD ·1 Beam-lo-column connection must be capable of sustaining a 0. 04 radian interstory drift ratio. Required flexural strength of connection {ldp-ft) = 318.00 at story drift angle in (1) ·1 1· , ... _· I I I I I I ~I I All beam-to-column joints to demonstrate conformance with 9;2a as indicated in 9.2b 9.4 :Beam and Column Limitations --"." OK Flange b/tf = 7 .22 Limit= Web h/tw = 53.71 Limit= 9.8 Lateral Bracing of Beams ---OK 7.22 59.00 OK OK Max Lu (in) = 0.00 Lu Limit= · 62.94 ·OK · Strength of top flange bracing must exceed 2.92 kip. Strength of bottom flange bracing must exceed 2.92 kip. Lateral Bracing Requirements at Plastic Hinge. Required strength oflateral brace at hinge=: 9.65 kip Required stiffness of relative bracing (C3-8) = 2763.85 kip/ Lb Required stiffness of nodal bracing {C3-10) = 6909 .6-3 kip / Lb Cb= 2.0 assumed for eqn (C3-8) and (C3-10) Lb = distance between braces. (in) Seismic Provisions Member Code Check 1 Job: gdc-f}dY Page 13/24 RAM Frame v12.0 · Callaway Golf -Ph. 3 DataBase: 2K8-130B Building Code: IBC STRUCiURAL Date: IJ(~~ ENGINEERS Sht: / -~ 2 06/17 /08 08:52:51 . Steel Code: AISC 2002 -LRFD I ,11 ·~ UM · 1 , . -C-o-lu_mn ____ P __ ar_a __ m_e_t_er_s _____ -_____________ ......__ _______________ _ I ·1 I. 1· I I I -1. I I ~I I Story: ROOF Frame No: '3 Member No: 15 Fy (ksi): 50.00 Size: W10X68 Frame Type: Special Moment Resisting Frame Criteria Use frame numbers to designate a single line of bracing 8.3 Column Strength ---OK . Compression: Max Pu (kip)= 12.03 ---Cdmbination: 1.359 D + 0.500 Lp -1.300 E3 Max Pu/~Pn = 0.02 < 0A No Check Req'd 8.3.(1). Tension: No tension on column 8.4 Columu Splices · Design strength of column splices must meet or exceed the following forces: Load Combination For.ce(kip) Compression: l.359 D + 0.500 Lp -3.000 E3 14.27 Tension: No tension on columli . Refer to AISC-02 section 8.1 for additional detailing requirements: · ·9_4 Beam and Column Limitations ---OK Eqn 9-3: LMpc/LMpb = · 1.24 <= 2.0 Check per AISC table I-8-1 For calculation of web limit: Pu (kip)= 12.03 . ~:l:'y (kip)= 900.00 F~ange b/tf = 6.56 Limit= 7.22 · ·OK Web h/tw == 16 . .72 Limit= 74.06 OK 9.7b Unrestrained Joint---OK Joint Above C_olumn is Restrained Joint Below Column is Restraine4 9.9 Column Splices Reqd :flexural strength (kip-ft) Major 390.96 M,Inor 183.79 Page 14/24 I ,If~ Seismic.Provisions Mem , o,;J 1 'Gt: ec_k.~gi..,,,-f) l RAM Frame v12.0' . m . STRUCTURPil Date: (p c, !i ,,, 1 . ·. ' . ·. ___________ C_a_l_la_w ..... ay_G_o_lf_-_P_h_. 3-----------'----------------------- RAM ·DataBase: 2K8-130B ENGINEERSsht: l~~ 06/17/08 08:52:51 iNTERNATCNAt Building Code: IBC Steel Code: AISC 2002 -'.LRFD Column Parameters 1 ._1_ Story: ROOF Frame No: 3 Fy (ksi): 50.00 Size: W10X68 .Frame Typy: Special Moment.Resistin~ Fran;ie Member No: 16 _ .1 Criteria . Use frame ri.umpers to designate a single line of ~racing 8.3 Column Strength ---OK I C~mpression: M~ Pu (kip)= 12.03 -·--Combination: 1.359 D + 0.500Lp + 1.300 E3 Max Pu/~Pn = 0.02 < 0.4 No Check Req'd . 1. 8.3 (1). Tension: No tension on column. · -8.4 Column Splices . Design strength of column splices must meet or exceed the following forces: 1-. Load Combination Force(kip) Compression: 1.359D + 0500 Lp+ 3.009 E3 14.27 Tension: No tension on column · I : ... · · · Refer to AISC-02 section 8.4 for additional detailing requirements. 9.4 Beam and Column Limitations ---OK • . · Eqn 9-3: rMpc/}:Mpb = 1.24 <= 2.0 Check per AISC table I-8-1 ·-• 1 For calculation of web limit: Pu (kip)= 12.03 ~Py (kip)= 900.00 Flange b/tf= 6.56 . Limit= 7.22 OK 1·. Web h/tw.= 16.72 . Limit= 74.06 OK 9.7b Unrestrained Joint---OK ·1 · J oirtt Above Column is Restrained Joint Below Column is Restrained I 9.9 Column Splices Major Reqd flexural strength (kip-ft) 390.96 ·1 1· 1·' I· 1'1 I Minor 183.79 ,I: .. .. , I I Beam Parameters Story: ROOF Frame No: 3 Member No: 37 Fy(ksi): 50.00 Size: W16X31 Frame Type: Special Moment Resisting Frame Criteria Use frame numbers to designate a single line of bracing - 9.2 Beam.-to-Cohtnui Joints and Connections Beam-to-column connection must be capable ·of sustai'11ing a 0. 04 radian interstory drift ratio. · Required flexural strength of connection (ld.p-ft) = 180.00 at story drift angle in (1) _All beam-to-column joints to demonstrate conformance with 9.2a as indicated in 9.2b· 9.4 Beam and Column Limitations ---OK Flange b/tf= 6.28 · Limit= - ''Web h/tw = 51.69 Limit = 9.8 Later.al Bracing of Beams ---OK 7.22 59.00 OK OK OK Max Lu (in)= 0.00 Lu Limit= 58.13 .Strength-of top flange bracing must exceed ·2.43 kip. Strength of bottom flange bracing mqst exceed 2.43 :kip. ·~·-·· I Lateral Bracing Requirements at Plastic Hinge · · -Required strength oflateral brace at hinge= 8.03 kip- Required stiffness of relative bracing (C3-8) = 2049. 1"6 kip / Lb Required stiffness of nodal bracing (C3-10) = 5122.90 kip/ Lb Cb= 2.0 assumed for eqn (C3-8) and (C3-10) ,, I ·1- 1 I I ,,, I Lb = distance between braces (in) Page 15/24 I ,,, Seismic Provisions Member ~~~~. Ch~ck !t-&'·I~ RAM Frame vl2.0 1-t--<. i lVI i::: .,o '· ·- 1 G If h Sro1ic·r1por,1 n,:,tc· tfo!J Cal away o -P . 3 ,,\,., Vlit\L '-'"' "· -RAM. DataBase: 2K8-130B ENGINEERSsht: L-,~ 06/17/08 08:52:51 Page 16/24. . I . 1 . INTI:RNATICNAI. Building Code: me Steel Code: AISC 2002 -'LRFD Column Parameters I, ·_.,··._ . ' ·1 -1. 1 · 'I·-... ., I I I 1.·· .,: 1· .~ I 1 Story: 2ND Frame No: 3 MemberNo:·15 Fy (ksi): 50.00 Size: W10X68 Frame Type: -Special Moment Resisting Frame Criteria Use frame numbers to designate a single line of bracing· 8.3 Column Strength ---OK Compression: Max Pu (kip) = 56.96 .. __ Combination: 1.200 D+ 1.600 Lp Max Pu/~Pn = 0.09 < 0.4 No Check Req'd 8.3 (,1). Tension: No tension on column 8.4 Column Splices Design strength of column splices must m~et or exceed the following forces: Load Combination . Force(kip) Compression: 1.359 D + 0.500 Lp -3.000 E3 · 60.32 Tension: No tension ori column Refer to AISC-02 section 8.4 for addititmal detailing requirements. 9.4 Beam and Column Limitations ---OK ~qn 9-3: tMpc/tMpb = 1.18 <= 2.0 Check per AISC table I-8-1 For calculation of web limit: Pu (kip) = 56.96 ~Py (kip)= 900.00 Flange b/tf = 6.56 · Limit= 7.22 OK Webh/tw= 16.72 Limit=· 68.25 OK 9.7b Unrestrained Joint---OK · Joint Above Column is Restrained Joint Below Column is Restrained 9.9 Column Splices Reqd flexurai'strength (kip-ft) Major 390.96 Minor 183.79 ode Check .1!1~,,e,.) r r; inn t:::,,)ou. ~-" Page 17/24 : I . _ ,. 11-· Seismic Provisions1 Me · r, RAM Frame vl2.0 . Callaway Golf -Ph. 3 :. . RAM DataBase: 2K8-130B · 1NTERNATICNAl Building Code: IBC . ·1 · .. ·. 1 -. Column Parameters · S~,'01 V'Tu' 'O /I! o~·c-,· &:>/o fj 1\V\! IV\;.. alv. _ __,_ __ ENGINEERS Sht: ...!:.±J. 06/17 /08 08:52:51 Steel Code: AISC 2002 -LRFD 1: .,.-... ' . I. Story: 2ND Frame No: 3 .Member No: 16 . Fy (ksi): 50.00 Size: Wl 9X68 Frame Type: Special Moment Resisting Frame . Criteria Use frame numbers to designate a single line of bracing · 8.3 Colµmn Strength ---OK . Compression:· Max Pu (kip)= 56.96 ---Combination: 1.200 D + 1.600 Lp Max Pu/~Pn = 0.09 < 0.4 No Check Req'd _8.3·(J). Tension: No tension on column .. 8.4 Column Splices Design strength of column splices must meet or exceed the following forces: Load Combination Force(kip) Compression: . 1.359 D + 0.500 Lp + 3.000 E3 60.32 Tension: · No tension on column· RtJfer to AISC-02 section 8.4 for additional detailing requirements . . . · · 9A Beam and Column Limitations ---OK .• , Eqn 9-3: l:Mpc/l:Mpb =· 1.18 <= 2.0 Check per AISC table I-8-1 . · . (. For calculation of web limit: Pu (kip)= 56.96 . ~Py (kip)= 900.00 Flange b/tf= . 6.56 Limit= 7.22 · OK . : 1: . Web h/tw = 16.72 Limit= 68.25 OK 9.7b.Ulirestrained Joint---OK 'I.. . Joint Above (;olumn is Restrained Joint Below Column is Restrained I I: I I I . ~I I 9.9 Column Splices Reqd flexural strength (kip-ft) Major 390.96 Minor 183.79 I I I I I-., ,._, 1 ·:·· • I, I ·I I 1· I I. ,, I ' ; Seismic Provisions Member Code Check. m·r\l RAMFramev12.0'. · · . ·. . · PRH\AEJob: _t.J!-i:;v Page 18/24 I~ Callaway Golf-Ph. 3 · STRUCTURAL Date:-!:/:.!.· · . RAM ·DataBase: 2K8-130B ·' ENGINEERSsht: -r~g 06/17/08 08:52:51 . iNTE~ · Building Code: IBC Ste~l Code: AISC 2002 -LRFD Beam Parameters Story: 2ND Frame. No: 3 Member No: 31 · Fy (ksi): 50.00 Size: W21X50 Frame Type: Special Moment. Resisting Frame Criteria Use frame numbers to designate a single line of bracing 9.2 Beam-to-Coiumn Joints and •Connections Beam-to-column connection must be capable of sus"taining a 0. 04 radian interstory drift ratio .. Required flexural strength ofconnection (kip-ft)= 366.67 at story drift angle in (1) All beam-to-column joints to demonstrate conforrriance with 9.2a as indicated in 9.2b 9.4 Beam and. Column Limitations ---OK Flange b/tf= 6.10 Limit.= Web h/tw = 49.26 Limit= 9.8 Lateral Bracing of Beams ---QI(_ OK OK Max Lu (in) = . Q.00 Lu Limit= 64.92 ·OK Strength of top flange bracing must exceed 3.49 kip . . Strength of bottom flange bracing must exceed 3.49 kip . Lateral Bracing Requirements at Plastic Hinge. Required strength of lateral brace at hinge== 11.53 kip Required stiffness ofrelative bracing (C3-8) == 3184.47 kip/ Lb Required stiffness of nodal bracing (C3-10)= 7961..18 kip/ Lb Cb= 2.0 assumed for eqn (C3-8) and (C3-i0) Lb = distance .between braces. (in) · ·1 ' '' ._I .. p ~1: ·1, 1: ·-1---- ::1::_ :I . - ,~ Seismic Provisions Member Code Check' RAMFramev12.0 PR.!ME.lob: -~,;~ Page 19/24 Callaway Golf-Ph. 3 STRUCTURAL Date:____!d, ~ · -RAM DataBase: 2K8-130B ENGINEERS Sht: L £Pf 06/17/08 08:52:51- INTERNATICNAl Building Code: IBC Steel Code: AISC 2002 -LRFD -. Column :rarameters Story: ROOF Ftame No: 4 Member No: 21 Fy (ksi): 50.00 Size: W8X67 Frame-T>'Pe: Special Moment Resisting Frame Criteria Use frame nurpbers to designate a single lirte of bracing · 8.3 Column Strength ---OK . _ Compression: Max Pu (kip)= 15A8 ---Combination: 1.359 D + 0.500 Lp -1.300 E2 Max Pu/~Pn = 0.03 <·0.4 No Check Req'd . 8.3 (1). '( ension: No tension on column 8.4 Column Splices . Design strength of column splices must meet or exceed the following forces: Load Combination Force(kip) Compression: 1.359 D + 0.500 Lp -3.000 E2 19.07 Tension: 0.741 D + 3.000 E2 0.27 Refer to AISC-02 'sectiqn 8.4 for additional detailing requirements. 9.4 Beam and Column Limitations ---OK Eqn 9-3: LMpc/LMpb =-1.01 <= 2.0 Check per AISC table I-8-1 For calculation of web limit: Pu (kip)= 15.48 $Py (kip)= 886.50 ---' .~-.i _· I ·1 I I :1: I I ~I I Flange b/tf= 4.43 Limit= 7.22 OK Web h/tw = 11.12 Limit= 73.59 OK 9.7b Unrestrained Joint---OK Joint Above Column is Restrained Joint Below Column is '.Restrained 9.9 Column Splices ·Major. Reqd flexural strength (kip-ft) 321.29 Minor 149.88 I I I. •• 1: I: - I· ·1. -I'. - 1 ... ' ., I I :1 I .. · I I I I' I r Seismic Provisions Member Code Check . ,, f\1 RAM Frame vl2.0 . PR i ME Job: ~I~ Page 20/24 . l -~ Callaway Golf -Ph. 3 STRUCTURAL Date: r,/ P ~ RAM -DataBase: 2K8-130B, ENGINEERS Sht: /' ~10 · · 06/17 /08 08:52:51 iNTERNATICNAl Building Code: IBC · Steel Code: AISC 2002 -LRFD Column Parameters Story: ROOF Frame No: 4 Member No: 22 Fy (ksi): 50.00 Size: W8X67 Frame Type: -Special Moment Resisting Frame Criteria Use frame ;numbers to desigriate a single line of bracing . . . . 8.3 Column Strength ---OK Compression: M;ax Pu (kip)= 15.48 _. __ Combination: 1.359 D + 0.500 Lp + 1.300 E2 Max Pu/~Pn = 0.03 < 0.4 No Check Req'd 8.3 (1). Tension: No tension on column 8.4 Column Splices Design strength of column splices must meet or exceed the following forces: Load Combination Force(kip) · Compression: 1.359 D + 0:500 Lp + 3:000 E2 . 19.07' Tension: 0.741 D -3.000 E2 . 0.27 · ftefer to AISC-02 section 8.4 for additionaldetailing requirements. 9.4 Beam and Column Limitations ---OK Eqn 9-3: LMpc/LMpb = 1.01 <= 2.0 Check per AISC table I-8-1 For palculation of web limit: Pu (kip)= 15.48 ~Py (kip)== 886.50 Flange b/tf = 4.43 Limit= · 7.22 OK ·Webh/tw= 11.12 Limit= 73.59 OK 9.7b Unrestrained Joint---OK Joint Above Column is Restrained Joint Below Column is Restrained 9.9 Column Splices Reqd flexural strength (kip-ft) Major 321.29' Minor 149.88 :1 :1" .... ···1 ·1.· I ,. 1 (1. Seismic Provisions Member Cod~ Chrc~ ~;,~ei RAMFramev12.0 · PRiME,.ob. ·-Page 21/24 Callaway Golf -Ph. 3 STRUCTURAL Date: _J/!1 . RAM Data.Base: 2K8-130B -ENGINEERS Sht: L~ 11 06/17/08 08:52:51 . INTERNATICNAL Building Code: me Steel Code: AISC 2002 -LRFD Beam Parameters · Story: ROOF Frame No: 4 Member No: 36 Fy (ksi): 50.00 Size: W16X31 Frame Type: Special Moment Resisting Frame . . . Criteria Use frame numbers to designate a single line of bracing 9.2 Beam-to-Column Joints and Connections . . . Beam-to-column connection must be capable of sustain_ing a 0.04 radian interstory drift ratio. Required flexural strength of connection (kip-ft) = 180. 00 at story drift angle in (1) Allbeam-..to-columnjoints to demonstrate conformance with 9.2a as indicated in 9.2b 9.4-Beam and Column Limitations ---OK Flange b/tf= 6.28 Limit=. :1·.· .· · -> · Webh/tw= 51.69 Limit= · . 9.8 Lateral Bracing of Beams ---OK 7.22· 59.00 OK OK .I •. , . . ·._. ~ ... r· I I I ·1. I I I ~I I Max Lu (in)= 0.00 Lu Limit= 58.13 OK: · Strength of top flange bracing must exceed 2.43 kip. Strength of bottom flange bracing must exceed 2.43 kip . Lateral Bracing Requirements at Plastic Hinge R~quired strength oflateral brace at hinge= .8.03 kip. · Required stiffness of relative bracing (C3-8) = 2049.16 kip/ Lb Required stiffness of nodal bracing{C3-10) = 5}22.90 kip/ Lb Cb = 2. 0 assumed for eqn (C3-8) and (C3-10) . Lb = distance between braces (in) I ,-~ Seismic Provisions Member Code Check . · r, l · RAMFramev12.0 PR!MEJob: 2-1'-B-,~o Page 22/24 -~1 · . Callaway Golf -Ph. 3 · STRUCTURAL Date: '-/b fl . . · · · RAM DataBase: 2K8-130B, ENGINEERS Sht· L · 7 Z 06/17 /08 08:52:51 · 1 . iNTERNATK:'NAl Building Code: IBC · St.eel Code: AISC 2002 .-LRFD ·-1:. I ·I I ·.1. I 1·:,,··· :•-~ I I I I I I· I -,,, I Column Parameters Story: 2ND Frame No: 4 MembetNo:·21 Fy (ksi): 50.00 Size: W8X67 Frame Type:·Special Moment Resisting Frame Criteria Use frame numbers to designate a single line of bracing 8.3 Column Strength ---OK · Compressir,m: Max Pu (kip)= 56.50---Combination: 1.200 D + 1.600 Lp ¥ax Pu/~Pn = 0.11 < 0.4 No Check Req'd 8.3 (1). Tension: No tension on column 8.4 Column Splices Design strength of column splices must meet or exceed the following forces: . Load Combination Force(kip) Compression: · 1.359 D + 0.500 Lp + 3.000 E2 65.26 Tension: 0.741 D -3.000 E2 · 1.53 · Refer to AJSC-02 section 8.4 for additional detailing requirements. 9.4 ];Jeam and Column Limitations ---OK Eqn 9-3: LMpc/LMpb = 1.11 <= 2.0 Check per AISC table I-8-1 . For calculation of web limit: ·pu (kip) = 56.50 ~Py (kip)= 886.50 Flange b/tf = .4.43 Limit= ·1.2i OK Webh/tw= 11.12 Limit=· 68.20· OK 9.7b Unrestrained Joint---OK Joint Above Column is Restrained Joint Below Colu.n1n is Restrained 9.9 Column Splices ·Major Reqd flexurai' strength (kip-ft) 321;29 Min.or 1.49.88 I • I . -..... J b' ,:-..r·v-,, t? -RAM Frame v12.0 . . -PRIM!:: 0 · -------Page 23/24 'l""~ . Seismic Provisions Member Code Check,,,,~ -Callaway Golf -Ph. 3 STRUCTURAL Date: r, / # e RAM DataBase: 2K8-130B ENG!NEERS$ht: l~1'3 06/17/08 08:52:51, 1Nll:~TK:.'NN Building Code: IBC Steel Code: AISC 2002 -LRFD !.. :I_ -Column ~arameters -· ·· · · Story: 2ND Frame No: 4 Mem'f?er No: 22 . ··1· .: -· . Fy (ksi): 50.00 Size: W8X67 Frame Type: Special Moment Resisting Frame ;I_ 1·.· ·1:. :I: 1· ·~·-·. I: I I I ·I I ~I I Criteria Use frame numbers to designate a single line of bracing . 8.3 Column Strength ---OK Compression: Max Pu (kip)= 56.50---Combin.atiqn: 1.200 D + 1.600 Lp Max Pu/~Pn = 0.11 < 0.4 No Check Req'd . _8.3 (]); Tensiori: No tension on column 8.4 Column Splices · Design strength of column splices must meet or exceed the following forces: Load Combination Force(kip) Compression: 1.359 D + 0.500 Lp -3.000 E2 65.26 Tension: · . 0.741 D + 3.000 E2 1.53 Refer to AISC-02 section 8.4 for additional detailing requirements. 9.4 Beam and Column Limitations __ ;.. OK Eqrt 9-3: LMpc/LMpb = 1.11 <= 2.0 Check per AISC table 1-8-1 For calculation of web limit: Pu (kip)= 56.50 . ~Py (kip)·= 886.50 Flange b/tf= 4.43 Limit= 7.22 OK Web.h/tw= 11.12 Limit= 68.20 OK 9.7b Unrestrained Joint---OK Joint Above Column is Restrained Joint Below Column is Restrained 9.9 Column Splices · Major Reqd flexural Strength (kip-ft) 321.29 Minor 149.88 -I I Seismic Provisions Member Code Check ' (,[1 l , RAMFramevl2.0 PR!MEJob: Zl:1.::..!~ · Page 24/24 -~-· . , · . · Callaway Golf -Ph. 3 STRUCTURAL oate:--5J!l.. . ·. ·. _ · RAM . DataBase: 2K8-130B, ENGINEERS Sht £1j 06/17 /08 08:52:51 _ • iNTERNATICNAl Building Code: me · Steel Code·: AISC 2002 -LRFD I .,. ·1. -.1·. I -1- 1 I:·:··· -~ I I I ;I_ I I- I -,,, I Beam Parameters Story: 2ND Frame No: 4 Member No: 33 Fy (ksi): 50.00 Size: W21X44 Frame Type: Special Moment Resisting Frame Criteria Use frame numbers to desigrtate ·a single line of bracing -9.2 Beam-to-Column Joints and, Connections Beam-to-column connection must be capable of sustaining a 0. 04 radian interstory drift ratio. Required flexural strength of connection (kip-ft) = 318. 00 at story drift angle in (1) All beam-t,o-columnjoints to demonstrate conformance with 9.2a as ·indicated in 9.2b 9.4 Beam and Column Limitations ---OK Flange b/tf = 7.22 · Limit ~ Web h/tw = 53.71 Limit= 9.8 Lateral Bracing of Beams ---·oK i22 59.00 OK OK Max Lu (in) ,,;, 0.00 Lu Limit= 62.94 · OK Strength of top flange bracing must exceed 2.92 kip .. . Strength of bottom flange bracing must exceed 2.92 kip. Lateral Bracing Requirements at Plastic Hinge Required strength oflateral brace at hinge= 9.65 kip Required stiffue$S ofrelative bracing(C3-8) = 2763.85 kip/ Lb Required stiffuess of nodal bracing (C3-10) = 6909.63 kip/ Lb Cb= 2.0 assumed for eqn (C3-8) and (C3'..J0) Lb = distance between brq,ces (in) .-1 · Seismic Provisions Joint Code Check .·. . . 'f\l RAMFrame 1 vfl2.0 -PRl~ilEJob: Pff 6 :1~6 I _ 11 ~ Calla~ay Go -Ph. 3 STRUGTUHAL Date: v v ' _: .•. · __ · ,RNrEIJ DataBase: 2K8-130B ENGINEERSsht: L·17 06/17/08 08:52:51· _ --N,.,,,,_,,"" Building Code: JBC Steel Code: AISC 2002 -LRFD ;1 · __ :-Frame #1: ·. '· Joint Parameters .I.·_· Story: ROOF Frame No: 1 Joint No: 2 Fy (ksi): 50.00 Column Size: WlOX68 Joint Frame Type: Special Moment Resisting Frame :I--:·· Criteria · Use frame numbers to designate a single line ofbracin;g .,_,··· •' a• . -' 9.2 Connection Required Shear Strength Bm No. Col Side Mpe (kip-ft) L (ft) Vu Cap (kip) Vu _LCo (kip) Combo_ ·1 . ~ r f ' ' . 38 · Flange 272.25 27 .8_00 26.23 11 .40 5 Vu Cap= Shear from L2D + 0.5L +.0.28 + 2MpRed/L Vu LCo = Max sheq.r due to the special ~eismic load combination no. shown in Combo column Mpe == 1.1 x Ry x Fy x Zrbs · 9.3a Panel-Zone of Beam-to-Column Connections: Strength---OK With Web Plate/ Stiffeners -1. Bm. Size Bf Red. (in) Z (in3) :_ Z Rbs (in3) Mpe (kip-ft) 38 ·W16X31 .0.000 54.00 54.00 272.25 · Bm. Mpe (kip-ft) · x+dc/2(in) M*pb(kip-ft) PZ V (kip) --1-:. :·t·:·· :I. · 38 272.25 5_.201 272.25 211.32 Required Panel Zone Shear Strength Ru (kip)= 2 I 1.32 _ . Axial Comp. for Panel ZoneC~lc. (kip)= 14.27 -· compination 1.359 D + 0.500 Lp + 3.000 E4 Panel Zone Strength Without Web Plate (kip)= 180.54 NG Web Plate Reqd T~ckness (in)= 0.099 / Web Plate Thickness Used (in)= 0.375 .-1 :1 .. I I I I -,,, -1· ' _ Web plate thickness re~'d_ to fillet weld ~o 9olumn flanges (irn = 0.313 Panel Zone Strength With Web Plate (kip)= 297.54 OK J' . · 9.3b Panel-Zone of Beam-to-Column Conne~tions: Thickness ---OK No plug welds specified so both column and web plate must meet Equation 9-2 dz (in)= 15.020 Wz (in)= 8.860 Column web thickness reqd (in)= 0.265 Thickness provided= 0.470 Oly Web ~L thickness reqd (in)= 0.265 Thickness provided= 0,375 OK J 9.5 Continuity Plates . j Continuity plates shall be provided to match tested connection. · 9.6 Column-Beam Moment Ratio ---OK Col. Size M*pc (kip-ft) Bot W10X68 351.14 Zc (in3 ) Pu (kip) 85.30 12.03 Combo# 7 Bm. Size· M*pb (ldp-ft) 38 W16X31 283.63 LM*pc = LZc(Fyc-Pu/Ag) (kip-ft}= 35l.14 LM*pc/ ~ M*pb (Eqn 9-3)= · 1.24 > l.O OK Mpe (kip-ft) x+dc/2 (in) 272.25 5.20 ~M*pb (kip-ft) = 283.63 9.7a Restrained Beam-to-Column Connection ---OK . Mv (kip-ft) 11.38 Joint is restrained in the minor axis at both the top and bottom flange of the :moment-frame beams. Note! RAM Frame assumes that a beam framing into the minor axis of the joint, braces the column at the elevation of both top and bottom .flange of the girders connected to the flanges of the column. I. -1· p, ·,··1·-.'". ~: . ' ' .. . ·1.- ' rtl~·, RAM Frame vl 2 .o Seismic Provisions Joint. Code Check m ' . PRIM!::Job: ~;,~ Callaway Golf -Ph. 3 . STRUCTURAL Date:~ RAM DataBase: 2K8-130B ENGINEERSsht: .J:JE 06/17/08 08:52:51 1NrERNArcNAL · Building Code: IBC Steel Cocie: AISC 2002 -LRFD Page 2/16 J c:>int ParaJlleters Story: ROOF Frame No: 1 Joint No: 1 Fy (ksi): 50.00 Column Size: WIOX68 Joiilt_ Frame Type: Special Moment Resisting Frame •Criteria . Use frame numbers to designate a single line of bracing : · 9.2 Connection Required Shear Strengt~ ·1 · .. Bm No. ~ol Side Mpe (kip-ft) L(ft) Vu Cap (kip) Vu LCo (kip) Combo 38. Flange 272.25 27.800 26.23 11.40 9 · ,Vu Gap = Shear from I.2D + 0.5L + 0.2S + 2MpRed/L .· I Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe == I.I xRyxFyxZrbs · 1. :_· .. : 9.3a.Panel-Zone of Beam-to-Column Connections: Strength---OK With Web Plate/ Stiffeners Bni. Size Bf Red. (in) Z (in3) Z Rbs (in3) Mpe (kip-ft) 38 W16X31 0;000 54.00 · .54.00 272.25 1: Bin. ·Mpe (kip-ft) x+dc/2(i;n) M*pb(kip-ft) PZ V (kip) 38 272.25 5.200 272.25 211.32 .I 1· :I I 'I. I I I l't I Required Panel Zone Shear Strength Ru (kip) = 211.32 -· Axial Comp. for Panel Zone Cale. (kip)= 14.27 -Combination 1.359 D + 0.500 Lp -3.000 E4 · Panel Zone Strength Without Web Plate (kip)=· 180.54 NG · Web Plate Re~d Thickness (~n) = 0.099 / Web Plate Thickness Used (m) = 0.375 Web plate thickness req'd to fillet weld to column ·flanges (iµ) = 0.313 Panel Zone Strength Wit!?, Web Plate (kip)= 297.54 OK / 9.3b Pan:el-Zone of Beam-to-Colu.mn Co:µnections: Thickness ~--OK · No plug welds specified so both column and web plate must meet Equation 9-2 dz (in)= 15.020 Wz (in)= 8.860 Column w~b thickness r~qd (in) = 0.265. Thickness ~rovided = 0.470 OJ-- Web PL thickness reqd (m) == 0.265 Thickness provided= 0.375 OK 9.5 Continuity.Plates . Continuity plates shall be provided to match tested connection. 9.6 Column-Beam Moment Ratio ---OK Q:>I. Size M*pc (kip-;ft) Zc (in3 ) Bot W10X68 35L14 85.30 Pu (kip) 12.03 Combo# 11 Bm. Size M*pb (kip-ft) Mpe (kip-ft) x+dc/2 (in) 38 W16X31 283.63 272.25 5.20 :EM*pc = :EZc(Fyc~Pu/Ag) (kip-ft)= 351.14-:EM*pb (kip-ft)= 283.63 :EM*pc/ :E M*pb (Eqn 9-3) = L24 > 1.0 OK 9.7a Restrained Beam-to-Column Connection ---OK Mv (kip-ft) 11.38 Joint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. Note! RAM .Frame assumes that a beam framing into the minor axis of the joint, braces the column at the elevation of both top and bottom flange of the girders connected to the flanges of the column. I I Seismic Provisions Joint Code Check r/(\1 RAM Frame v12.0' . PR I iv1 E Job: ~~" I l ~ Callaway Golf-Ph. 3 SiRUCTURAL Date:.J/}Jz_ Page 3/16 I I. .-,, .. RAM ·DataBase: 2K8-130B., ENGINEERS Sht: E1![_ 06/17/08 08:52:51 1NTERNArcNAL Building Code: IBC Ste~l Code: AISC 2002 -LRFD Joint Parameters .I I I: ·I- I , .. ·· ., I I ·I :I ,, I I ,., I . Story: 2ND Frame No: 1 Joint No: 10 Fy (ksi): 50.00 Column Size: WlOX68 Joint Fram~ Type: Special Moment Resisting Frame Criteria U§ie frame numbers to designkte a single li~e ofbracing 9.2 Connection 'Required Shear Strength Bm No. Col Sid~ Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo (kip) Combo 30 Flange 554.58 27.800 54.82 26.35 5 Vu Cap = Shear from 1.2D + 0.5L + 0.2S + 2MpRed/L Vu LCo = Max shear due to the special seismic load combination no. shqwn in Combo column Mpe = 1.1 xRyxFyxZrbs 9.3a Panel.:Zone of Beam-to-Column Connections: Strength-.,.-OK With Web Plate/ Stiffeners Bm. 30 Bm. 30 Size W21X50 Mpe (kip-ft) 554.58 . Bf Red. (in) 0.000 x+dc/2(in) 5.201 . Z (in3) Z Rbs (in3) Mpe (kip-ft) 110.00 110.00 554.58 M*pb(kip-ft) PZ V (kip) 554.58 . 328.40 Required Panel Zone Shear Strength Ru (kip)= 328.40 Axial Comp. for Panel ~one Cale. (kip)= . 60.32 -Combina1n 1.359 D + 0.500 Lp + 3.000 E4 Panel Zone Strength Without Web Plate (kip)= 172.55 NG Web Plate Reqd Thickness (in) = 0.500 j Web Plate Thickness Used (in)= 0.500 , · . Web plate thickness req'd to.fillet weld to column flanges (inV= 0.~ 13 Panel Zone Strength With Web Plate (kip)=:= 328.55 OK / · 9.3b Panel-Zone of Beam-to-Column Connections: Thickness ---OK No plug welds specified so both column and web plate must meet Equation 9-2 dz (in)= 19.730 Wz (in)= 8.860 Column web thickness reqd (in) = 0.318 Thickness provided= 0.470 OK Web PL thickness reqd (in) = · 0.318 Thickness provided = 0.500 OK . 9.5 Continuity Plates Continuity plates shall be provided to match tested connection. 9.6 Column-Beam Moment Ratio ---OK Col. Size M*pc (kip-Jt) Top W10X68· 351.14 Bot W10X68 336.81 Bm. Size M*pb (k!p-ft) 30 W21X50 582.43 LM*pc = LZc(Fyc-Pu/Ag) (kip-ft)= 687.95 LM*pc/ L M*pb(Eqn 9-3) = 1.18 > 1.0 OK Zc (in3 ) 85.30 85.30 Pu (kip) 12.03 . 52.37 Mpe (kip-ft) x+dc/2 (in) 554.58 5.20 LM*pb (kip-ft) = 5.82.43 9. 7a Restrained Beam-to-Column Connection -.--OK Combo# 7 7 Mv (kip-ft) 27.85 Joint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. .· . -· r, l RAM Frame v12.0 . 1 ti E Job: '1 Page 4/1(? I: , ,. (1 . Seismic _Provisions.Joint Code Checka1· 1 ~ · -.... · . _· · I Callaway Golf -Ph. 3 STRUCTURAL Date: & 01 <· · · . R·AM DataBase: 2K8-130B ENGINEERSsht: 'i-06/17/08 08:52:51 : 1 . .. I ,_ Building Code: IBC Steel Code: AISC 2002 -LRFD . . Joint Parameters . . Story: 2ND Frame No: 1 Joint No: 9 ··._1· : . Fy (ksi): 50.00 Column Size: W10X68 ._ J 9int Frame Type: Special Mbment Resisting Frame .:1: ·1· · .. _ ' -. - ' ' ·-·1·· .. Criteria Use frame numbers to designate a single line ofbracing · 9.2 Connection Required Shear Strength Bm No. Col Side Mpe (kip-ft) · L (ft) . Vu Cap (kip) Vu LCo (kip) Combo · 30 Flange · · · 554.58 27.800 54.82 26.35 9 _Vu.Cap= Shear from 1.2D + 0.5L + 0.2S + 2MpRed/L . Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe =· 1.1 x Ry x Fy x Zrbs . ·;1 · · 9.3a Panel-Zone of Beam-to-Column Connections: Strength ---OK With Web Plate/ Stiffeners Bm. Size . 30 W21X50 Bf Red. (in) Z (in3) Z Rbs (in3) Mpe (kip-ft) 0.000 110;00 · . 110.00 554.58 -1. ., .•.•.... Bm. · Mpe (kip-ft)' x+dc/2(in) M*pb(kip-ft) PZ V (kip)_ 30 S54.58 5.200. _554.58 328.40 Required Panel Zone Shear Strength Ru (kip)= 328.40 · Axial Comp. for Panel Zone Cale. (kip)= 60.32 -Combinatiop, 1.359 ri + 0.500 Lp·-3.000 E4 Panel Zone Strength Without Web Plate (kip)=· 172.55 NG 1:.· I -I I I I ~I I Web Plate Reqd-Thickness (in)= 0.500. / . · Web Plate Thickness Used (in)= 0.500 Web plate thickness req'd to fillet weld to .column flanges (in) = 0.313 Panel Z9ne Strength Wit~ Web Plate (kip)= 328.55 OK 9.3b Panel-Zone of Beam-to-Column Connections: 'thickness ---OK No plug welds specified so both column a7J,d web plate·must m.eet Equation 9-2 dz (in)= 19.730 Wz (in)= 8.860 Column web thickness reqd (in)= 0.318 Thickness provided= 0.470 JI< Web PL thickness reqd (in)== 0.318 Thickness ptov1ded = 0.500 OK 9.5 Continuity Plates Continuity plates shall_be provided to match tested connection. . 9.6 Column-Beam Moment R~tio ---OK Col. Size M*pc (kip-ft) Top W10X68 351.14 Bot W10X68 336.8\ Bin.. Size M*pb (kip-ft) 30 W21X50 582.42 LM*pc = LZc(Fyc-Pu/Ag) (kip-ft)= 687.95 LM*pc/ L M*pb (Eqn 9-3) = 1.18 > 1.0 OK Zc (in3 ) · 85.30 85.30 Pu (kip) · 12.03 52.37 Mpe (kip-ft) x+dc/2 (in) 554.58 5.20 LM*pb (kip-ft) = 582.42 9.7a Restrained Beam-to..:Column Connection ---OK Combo# 11 11 Mv (kip-ft) 27.84 Joint is restrain~d in the minor axis at both the top and bottom flange of the moment-frame beams. I m · Seismic Provisions Joint Code Check rJ(\I RAM Frame vl2.0 p RIM t: Job: ~ Page 5/16 ''- ' ~'NTEaJIONALIM ~ Callaway Golf -Ph. 3 STRUCTURAL Date:~ . DataBase: 2K8-130B ENGINEERSsht: L;rJ_fl . 06/17/08 08:52:51 Building Code: IBC Steel Code: AISC 2002 -LRFD I .. Frame#2: I ·I I .1 1. I;.·' ' .... '• -· ... I I I I I ·1 I ~ I joint Parameters Story: ROOF Frame No: 2 · Joint No: 4 Fy (ksi): 50.00 Column Size: W8X67 Joint Frame Type: Special Moment Resisting Frame Criteria Use frame n1.1J.11bers to design~te a single line of bracing · 9.2 Connection Required Shear Strength · Bm No. Col Side Mpe (kip-ft) . L (ft) Vu Cap (kip) Vu LCo (kip) Combo 35 Flange 272.25 17.917 · 35.23 11.73. 6 Vu Cap= Shear from 1.2D + 0.51 + 0.2S + 2MpRed/L Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe = 1.1 xRyxFyxZrbs 9.3a-Panel-Zone of Beam-to-Column Connections: Stren,gth ---OK With Web Plate/ Stiffeners Bm. 35 Bm. 35 Size WloX31 Mpe (kip-ft) 272.25 . Bf Red. (in) 0.000 x+dc/2(in) . 4.500 Z (in3} Z Rb$ (in3) Mpe (kip-ft) 54.00 54.00 272.25 M*pb(kip-ft) PZ V (kip) .272.25 211.32 Required Panel Zone Shear Strength Ru (kip)~ 211.32 Axial Comp. for Panel Zone Cale. (kip)= 19.07 -Combination 1.359 D + 0.500 Lp -3.000 El Panel Zone Strength Without Web Plate (kip)= 194.87 NG Web Plate Reqd Thickness (in)= 0.061 / Web Plate Thickness Used (in)= 0.250 Web_ plate thickness re~'d to fillet weld !o column flangesJnJ = 0.208 Panel Zone Strength With Web Plate (kip)= 264.37 OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness ---·oK No plug welds specified so both column and web plate must meet Equation 9-2 dz (in)= 15.020 . Wz (in)== 7.130 J Column w~b thickness r:qd (in) = 0.246 _-Thickness provided= 0.570 f K Web PL th~ckness reqd (m) == 0.246 Thickness provided= 0.250 OK 9.5 Continuity Plates Continuity plates shall be provided to match tested connection . . 9.6 Column-Beam Moment Ratio ---OK Col. Size M*pc (kip~ft) Bot W8X67 287.49 Zc (in3 ) 70.10 Pu (kip) · 15.48 Combo# 8 Bm. Size M*pb (kip-ft) 35 Wl6X31 . 285.86 LM*pc = LZc(Fyc-Pu/Ag) (kip-ft)= 287.49 LM*pc/ t M*pb (Eqn 9.:.3) = 1.01 > 1.0 OK Mpe (kip-ft) x+dc/2 (in) 272.25 4.50 ~M*pb (kip-ft)= 285.86 9.7a Restrained Bea,m-to-Column Connection ---OK Mv (kip-ft) 13.61. Joint is restrained in the minor axis at bqth the top and bottom flange of the moment-frame beams. ·.•. ,11 . RAM Frame vl2.0 Callaway Golf -Ph. 3 RAM DataBase: 2K8-130B . • • • • INTERNAOC.'NAI. . Building Code: me · ·1 · · Joint Parameters Story: ROO.F Frame No: 2 · Joint No: 6 Fy (ksi): 50.00 Column Size: W8X67 Joint. Frame Type: Special Moment Resisting Frame ·1 ·· : ... "" . . . . 1· · Criteria . Use frame numbers to designate a single line of bracing .·1 . 9.2 Connection Required Shear Strength .1 .. ·1 ,. ·i· .I . I . I I I I · Bm No. Col Side . Mpe (kip-ft) · L (ft) Vu Cap (kip) Vu LCo (kip) Combo 35 . Flange : · 272.25 17.917 35.23 11.73 2 Vu Cap = Shear from 1.2D + 0.5L + 0.2S + 2MpRed/L Vu LCo = Max shear-due to the special seismic load-combination no. shown in Combo column · Mpe == 1.1 x Ryx Fy x Zrb~ · 9.3a Panei-Zone of Beam-to-Col'1Iiln Connections: Strength ---OK With Web Plate/ Stiffeners Bm~ Size Bf Red. (in) Z (in3) Z Rbs (in3) Mpe (kip-ft) 35 W16X31 0.000 54.00 . 54.00 · 272.25 Bm.· ·Mpe (kip-ft) x+dc/2(in) M*pb(kip-ft) PZ V (kip). 35 272.25 4.501 272.25 211.32 Required Panel Zone Shear Strength Ru (kip) =;: 211.32 · Axial Comp. for Panel Zone Cale. (kip)= 19.07 -Combination 1.359 D + 0.500 Lp + 3.000 El Panel Zone Strength Without Web Plate (kip)= 194.87 NG Web Plate Re~d Thickness(~)= 0.061 . / Web Plate Thickness Used (m) = 0.250 J · Web plate thickness req'd to fillet weld to column flanges (in) = 0.208 Panel Zone Strength Wit4 Web Plate (kip)= 262.37 OK 9.3b ·Panel-Zone of Beam-to-Column Connections: Thickness -:---OK · No plug welds specified so both column and web p/ate'must meet Equation. 9-2 dz (in)= 15.020 Wz (in)= 7.130. · Column w:b thickness r:qd (in) = 0.246. Thickness ~rovided = 0.570 OK Web PL th1cknes.s reqd (m) = 0.246 Thickness provided= 0.250 OK J 9.5 Continuity Plates . . Contin1,1ity plates shall be provided to match tested connection. 9.6 Column-Beam Moment Ratio ---OK Col. Size M*pc (kip-ft) Zc (in3 ) Pu (kip) Bot W8X67 287.49 · 70.10 15.48 ·combo# 4 Bm. Size M*pb (kip-ft) · Mpe (kip-ft) x+dc/2 (in) 35 W16X31 28S,87 272.25 4.50 Mv (kip-ft) 13.62 I :EM*pc = :EZc(Fyc-Pu/Ag)(kip-ft) = 287:49 · :EM*pb (kip-ft)= 285.87 -, . . :EM*pc~ :E M*pb (Eqn 9-3) = 1.01 > 1.0 OK . ~ 9. 7a Restrained Beam-to-Column Connection ---OK Joint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. I 1.·, ~ 11" RAM Frame v12.0 I . l ~ Callaway Golf -Ph. 3 Seismic Provisions Joint Code Check 1 PRIMEJob: 4:t&: .. rp Page 7/16 · RAM . DataBase: 2K8-130B., .. 1NTERNATICNAL Building Code: IBC STRUCTURAL Date:~ . : --. · ENG!NEERSe11t: ·ft. 06/17/08 08:52:51 Steel Code: A!SC 2002 -LRFD :I .,. -I 1: I ·I 1·' ·-1··,:·-' ., I I I Joint Parameters · Story: 2ND Frame No: 2 Joint No: 12 Fy (ksi): 50.00 Column Size: W8X67 Joint Frame Type: Special Moment Resisting Frame Criteria Use frame numbers to designate a single line of bracing 9.2 Connection Required Shear Strength Bm No. Col Side Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo (kip) Combo · 32 Flange 480.98 17.917 66.91 29.48 · 6 Vu Cap= Shear from 1.2D + 0.5L + 0.2S + 2MpRed/L · Vu LCo = Max shear due to the special seismic load combination no .. shown in Combo column Mpe = 1.1 xRyxFyx Zrbs · 9.3a J>anel-Zone of Beam-to-Column Con_.iection~: Strength ---OK With Web Plate/ Stiffeners Bm. 32 Bm. 32 Size W21X44 Mpe (kip-ft) 480.98 · Bf Red. (in) .0.000 x+dc/2(in) 4.SOQ . Z (in3) Z Rbs (in3) Mpe (kip-ft) 95.40 95.40 . 480.98 M*pb(kip-ft) PZ V (kip) 480.98 285.02 Required Panel Zone.Shear Strength Ru_(kip) = 285.02 _ Axial Comp. for Panel Zone Cale. (kip)= 65.16 -Combinatjon 1.359 D + 0.500 Lp -3.000 El Panel Zone Strength Without Web Plate (kip),= 185.37 NG · · Web Plate Re~d Thickness (~n) = 0.369 / Web Plate Thickness.Used (m) = 0.375 Web plate thickness req'd to fillet weld to column flanges (in) = 0.208 Panel Zone Strength With Web Plate (kip)=. 286.62 OK 9.3b Panel-Zone ofBeam-to-Columi:t Connections: Thickness ---OK No plug welds specified so both colum·n and web plate must meet Equation 9-2 dz (in)= 19.800 Wz (in)= 7.130 · Column web thiclo;less reqd (in) = 0.299 Thickness provided= 0.570 OK . Web PL thickness reqd (in) = . 0.299 ·Thickness provided= 0.375 OK I. , _9.5 Continuity Plates . I- I· ~I I Continuity plates shall be provided to match tested connection. 9.6 Column-Beam Moment Ratio ---OK. Col. Size M*pc (kip-ft) Top W8X67 287A9 Bot W8X67 276.31 Bm .. Size M*pb (kip,.ft) 32 W21X44 508.49 LM*pc '."' LZc(Fyc-Pu/Ag){kip-ft) = 563.81 LM*pc/ L M*pb (Eqn 9-3) = l.11 > 1.0 OK Zc (in3 ) 70.10 70.10 Pu (kip) 15.48 53.18 Mp~ (kip-ft) x+dc/2 (in) 480.98 4.50 LM*pb (kip-ft) = 508.49 9.7a Restrained Beam-to-Column Connection ---OK Combo# 8 8 Mv (kip-ft) 27.52 Joint is restrained in the minorax:is' at both the top and bottom flange of the moment-frame beams. ·1 ' . -,~ . Seismic Provisions ~oint Code Ch:ck. · .fit~ r, -RAMFramev12.0 . , · PR!Mt=.Job. ;; Page 8/16 · · Callaway Golf -Ph. 3 . STRUCTURAL Date:~ RAM DataBase: 2K8-130B ENGINEERS Sht: Jd2: 06/17/08 08:52:51 · 1NTERNAT1CNAL Building Code: IBC Steel Code: AISC 2002 -LRFD ..• ,~; . . · Joint Parameters · · Story: 2ND Frame No: 2 Joint No: 14 I. ·· · . Fy (ksi): 50.00 Column Size: W8X67 . .; . . · · · · Joint Frame Type: Special Moment Resisting Frame I: 1:. ·1. '._. Criteria Use frame numbers to designate a single line of bracing · 9.2 Connection Required Shear Strength Bm No. Col Side Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo (kip) Combo 32 Flange · · 480.98 17.917 66.91 29.48 2 _Vu.Cap= Shear from 1.2D + 0.5L + .0.2S + 2MpR(3d!L Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe = 1.1 x Ry x Fy x Zrbs · . . I .... : 9.3a· Panel-Zone of]}eam-to-Column Connections: Stten_gth ---OK With Web Plate/ Stiffeners . · . · · · · Bm. Size Bf Red. (in) Z (in3) Z Rbs (in3) Mpe (kip-ft) . . · .· . 32 W2.1X44 0.000 95.40 .95.40 480.98 I. Bni. ·Mpe (kip-ft)' x+dc/2(in) M*pb(kip-ft) PZ V (kip) ... · : 32 480.98 4.501 480.98 285.02 -·~·>. Req~ired Panel Zone Shear Strength Ru (kip) == 285 .02 · · Axial Comp. for Panel Zone Cale. (kip)= 65.26 -Combination 1.359 D + 0.500 Lp + 3.000 El Panel Zone Strength Without W~b Plate(kip) = · 185.37 NG I I. I I I I I f1 I Web Plate Reqd Thickness (i:p.) = 0.369. Web Plate Thickness Used (in)= 0.375 Web plate thickness req'd to fillet weld to column flanges (in) = 0.208 Panel Zone Stre11gth Wit~ Web Plate (kip) = 286.62 OK 9.3b Panel-Zone of Beam-to-Column Connections: Thi_ckness ---O~ No plug welds specified so both column and web plate. must meet Equation 9-2 dz (in)= 19.800 Wz (in)= 7.130 Column web thickness reqd (in)= 0:299. Thickness provided= 0.570 OK Web PL thickness reqd (in)= 0.299 Thickness provided= 0.375 OK 9.5 Continuity Plate$ Continuity plates shall be provided to match tested connection. 9.6 Column-Beam Moment R~tio .---OK Col. Size M*pc (kip-ft) Zc (in3 ) Top W8X67 287.4~ . 70.10 Bot W8X67 276.31 70.10 Bm. . Size M*pb (kip-ft) . Mpe (kip-ft) 32 W21X44 508.50 . . 480.98 Pu (kip) 15.48 53.18 x+dc/2 (in) 4.50 508.50 I:M*pc = I:Zc(Fyc-Pu/Ag) (kip-ft)= 563.81 iM*pb (kip-ft)= I:M*pc/ I: M*pb (Eqn 9-3) = -1.11 > 1.0 OK 9.7a Rfstrained Beam-to-Column Conne.ction ---OK ·combo# 4 4 Mv (kip-ft) 27.52 Joint is restrained in the minor-axis at both the top and bottom flange of the moment-frame beams. I "' Seismic Provisions Joint Code Check '111\1 RAM Frame v12 0 ' pp I r\1 if= Job: 1f;'~ 11 ~ Callaway Golf-Ph. 3 STRIJCTljRAL Date: /p ,a . Page 9/16 · RAM -DataBase: 2K8-130B .' ENGINEERS Sht: _ ~ 06/17/08 08:52:51 -· iNTERNATICNAl Building Code: IBC Steyl Code: AISC 2002 -LRFD I I I .. · __ ' ' .1- -1 I ,_ .. ,· •• -I I I ·I 1· ,,. 1: I {'1 I Frame#3: Joint Parameters Story: ROOF Frame No: 3 Joint No: 7 Fy (ksi): 50.00 Column Size: W10X68 Joint Frame Type: Special Moment Resisting Frame Criteria . Use frame-numbers to design~te a single line ofbracing 9.2 Connection Required Shear Strength Bm No. Col Side -Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo {kip) Combo 37 Flange 272.25 27.800 26.23 11.40. 8 Vu Cap= Shear from 1.2D + 0.5L + 0.2S + 2MpRed/L Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe = 1.1 xRyxFyx Zrbs 9.3a Panel-Zone of Beam-to-Column Connections: Strength---OK With Web Plate/ Stiffeners Bm~ S~e · Bf Red. (in) · _Z (in3) z Rbs (in3) Mpe (kip-ft) 37 W16X3 l 0.000 54.00 54.00 272.25 . Bm. Mpe (kip-ft) x+dc/2(in) M*pb(kip-ft) PZ V (kip) 37 272.25 5.200 272.25 211.32 Required Panel Zone Shear Strength Ru (kip) ,;,,, 211.32 Axial Comp; for Panel Zone Cale. (kip)= 14.27 -Combination 1.359 D + 0.500 Lp -3.000 E3 Panel Zone Strength Without Web Plate (kip)== 180.54 NG Web Plate Reqd Thickness (in)== 0.099 / Web Plate Thickness Used (in)= 0.375 Web plate thickness req'd to fillet.weld to columri flanges (in)= 0.313 Panel Zone Strength With Web Plate.(kip) = 297.54 OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness ---OK No plug welds specified so both column and web plate must meet Equation 9-2 dz (in)= 15.020 Wz (in)= 8.860 Column web thickness reqd (i:Q.) = 0.265 Thickness provided= 0.470 ej-- Web PL thickness reqd (in)== 0.265 Jhickness provided= 0.375 OK - 9.5 Continuity Plates Continuity plates shall be provided to match tested connection. 9.6 Column-Beam Moment Ratio ---OK' Col. Size M*pc (kip-ft) Bot W10X68 351.14 Bm. Size M~pb (kip-ft) 37 W16X31 . 283.63 LM*pc = LZc(Fyc-Pu/Ag) (kip-ft)= 351.14 LM*pc/ L M*pb (Eqn 9-3) = 1.24 > 1.0 OK Zc (in3 ) 85.30 Pu (kip) . 12.03 x+dc/2 (in) 5.20 283.63 Mpe (kip-ft) 272.25 ~M*pb (kip-ft) = 9.7a Restrained Beam-to-Column Connection ---OK Combo# 10 Mv (kip-ft) 11.38 . 1 oint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. Note! RAM Fran1e assumes that a beam framing into the minor axis of the joint~ braces the column at the· elevation of both top a11d bottom flange of ~e girders connected to the flanges of the column. , _·I ,, .. , Seismic Provisions Joint Code ·ch~ck l[#.,f~~ RAM Frame vl2.0 · · p r.::n ME ,lob: -· • -Page 10/16 . Callaway Golf-Ph. 3 STRUCTURAL Date:--1d.fi · . RAM :bataBase~ 2K8-130B ENGlNEERSsht: J.M. 06/17/08 08:52:51 · . • INTERNATK:'NAI. Building Code: me Steel Code: AISC 2002 -LRFD . '.:I· ···,I . . . -l·c ·I Joj:nt Parameters . . Story: ROOF Frame No: 3 Joint No: 8 Fy (ksi): 50.00 Column Size: W10X68 Joint. Frame Type: Special Moment Resisting Frame Criteria · Use frame numbers to designate a single line o:t'bracing 9.2 Conne~tion Required Shear Strength ·. Bm No. Col Side Mpe (kip-ft) L (ft) . Vu Cap (kip) Vu LCo (kip) Combo 37 Flange · 272.25 27.800 · 26.23 11.4:0 4 I ... ,'. .., ,Vu Cap = Shear from 1.2D + Q.5L + 0.2S + 2MpRed/L Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column MjJe = 1.1 x ~yx Fyx Zrbs . . ,_.·· . . I I I I I 1· I' ~· --~ · 9.3a.Panel-Zone of Beam-tQ-Column Connections: Strength---OK With Web Plate_/ Stiffeners . Bm~ . Size Bf R~d. (in) Z (in3) Z Rbs (in3) Mpe (kip-ft) ]7 W16X31 0.000 54.00 ·. .54.00 272.25 Bm. Mpe (kip-ft)· x+dc/2(in) M*pb(kip-ft) PZ V (kip) 37 · 272.25 5.201 . 'J.72.25 211.32 Requited Panel Zone Shear Strength Ru (kip)== 211.32 . Axial.Comp. for Panel Zone Cale. (kip)= 14.27 -Combination 1.359 D + 0.500 Lp + 3.000 E3 Panel ·zone Strength Without Web Plate (kip)= ·180.54 NG . Web Plate Reqd Thickness (in)= 0.099 / . Web Plate Thickness Used (in)= 0.375 Web plate thickness req'd to fillet weld to column flanges (in)= 0.3t3 Panel Zone Strength Wit~ Web Plate (kip)= 297:54 OK 9.3b :Panel-Zone of Beam-to-Column Connection$: Thickness ---OK No plug welds specified so both column and web plate must meet Equation 9-2 dz (in)= 15·.020 Wz (in)= 8.860 i, Column w:b thickness r~qd (in)= 0.265. Thickness ~rovided =:= 0.470 f K Web. PL th1ckne_ss reqd (m) = 0.26~ Thickness proVIded = 0.375 OK 9.5 Continuity Plates : Continuity.plates shall be provided .to match tested connection. 9.6 Column~:Qeam Moment Ratio ---OK Col. Size M*pc (kip-ft) Zc. (in3 ) Bot W10X68 351.14 85.30 Pu (kip) 12.03 ·combo# 6 Bm. Size M*pb (kip-ft) · Mpe (kip-ft) 37 W16X31 283.6~ 'i,72.25 x+dc/2 (in) 5.20 283.63 LM*pc = LZc(Fyc-Pu/Ag) (kip-ft)= .351.14. LM*pb (kip-ft)= LM*pc/ L M*pb(Eqn-9-3) = 1.24 > 1.0 OK 9. 7a Restrained Beam-to-Column· Connection ---OK Mv (kip-ft) 11.38 Joint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. Note! RAM Fran1e assumes that a beam framing into the minor axis of the joint,'braces the column at the elevatlon of both top and bottom flange of the girders connected to the flanges of the column. I: ,ti'~ Seismic Provisions Joint Code Check r, i RAMFramev12.0 PR!rv1EJob:~f:f.-f?~ . Page 11/16 . . Callaway Golf-Ph. 3 STRUCTURAL oate:_ftM · I I I· I: I I I :I ·-·~ .1 ·1 I I . . ·I I I . -,,I I RAM. Da!~ase: 2K8-130B 1 ENGlNEERSSht: · l,.-gf 06/17/08 08:52:51 1NTERNATICNAI. Bmldmg Code: IBC · Steefcoae: AISC 2002 -LRFD Joint Parameters Story: 2ND Frame No: 3 Joint No: 15 Fy (ksi): 50.00 Columh Size: WlOX68 Joint Frame Type: Special Moment Resisting Frame Criter,ia . Use frame numbers to designate ·a single li_ne of bracing 9.2 Connection Required Shear,Strength Bm No. ·col 'Side Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo (kip) Combo 31 Flange 554.58 27.800 54.82 26.35 8 Vu Cap = Shear from 1.2D + 0.5L + 02S + 2MpRed/L Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe = 1.1 x Ry x Fy x Zrbs 9.3a Panel-Zone of Beam-to-Column Connections: Strength---OK With Web Plate/ Stiffeners Bin. 31 ·nm~ 31 Size W21X50 Mpe (kip-ft)_ 554.58 · BfRed. (in) .0.000 x+dc/2(in) 5.200 Z (in3) Z Rbs (in3) Mpe (kip-ft) . 110.00 110.00 · 554.58 M*·pb(kip-ft) PZ V (kip) 554.58 328.40 Required Panel Zone Shear Strength Ru (kip}= 328.40 . Axial Comp. for Panel Zone Cale. (kip)= 60.32 -Combination 1.359 D + 0.500 Lp -3.000 E3 Panel Zone Strength Without Web Plate (kip)= 172.55 NG · Web Plate Re~d Thickness (~n) _= 0.500 / Web Plate Thickness Used (m) = 0.500. .· . Web plate thickness req'd to fillet weld to column flanges (iIJ.5 = 0.313 Panel Zone Strength With Web Plate (kip)=. 328.55 OK -.;· 9.3b Panel-Zone of Beam-to-Column Connections: Thickness ---OK No plug welds specified so both colunin and web plate must meet Equation 9-2 dz (in)= f9.730 Wz (in)= 8.860 . _/ Collln1n w~b thickness r:qd (in)= 0.318_ Thickness ~rovided = 0.470 OJ Web PL thickness reqd (m) = . 0.318 Thickness provided= 0.500 OK 9.5 Continuity Plates Continuity plates shall be provided to match tested connection . 9,6 Column-Beam Moment Ratio ---OK Col. Size. M*pc (kip-ft) Zc (in3 ) Top W10X68 351.14 85.30 Bot W10X68 336.81 85.30 Pu (kip) 12.03 . 52.37 Combo# 10 10 Bm. Size M*pb (kip-ft) Mpe (kip-ft) x+dc/2 (in)· 31 W21X50 582.42 . 554.58 5.20 l:M*pc = l:Zc(Fyc-Pu/Ag) (kip-ft)= 687.95 l:M*pb (kip-ft)= 582.42 l::t\1*pc/ l: M*pb (Eqn 9-3) = 1.18 > 1.0 OK 9.7a Restrab1ed Beam-to-Column Connection-~-OK Mv (kip-ft) 27.84. Joint is restrained in the minor axis· at both the: top and bottom flange of the moment-frame beams. :I '~~ Seismic Provisions Joint Code C~e~~ _ · fy,$-t}o · ,., . RAM Frame vl2;0 . · · "'< i ~VJ c .,ob. --;;r,, Page 12/16 Callaway Golf -Ph. 3 STRUCl URAL Date-:~ · _ RAM DataBase: 2K8-130B ENGINEERS Sht: a 06/17/08 08:52:51 · 1NrERNATCNAL · Building Code: lBC · Steel Code: AISC 2002 -LRFD 1 .. --------------------'---------,------------------- :_1··-.: ... : ·1·· .. :1· ·1.-_;_· -1·' ., . -1 .. Joint Parameters Story: 2ND Fraine No: 3 Joint No: 16 Fy (ksi): 50.00 Column Size: WlOX:68 _Joint Frame Type: Special Moment Resisting Frame · Criteria· Use frame numbers to designate a single line of bracing · 9 .. 2 Connection Req1iired Shear Strength Bm No. Col Side Mpe (kip-ft) L (ft). Vu Cap (kip) Vu LCo (kip) Combo 31 Flange · · · 554.58 27.800 54.82 26.35 4 Vu Cap= Shear from 1.2D + 0.5L + 0.2S + 2MpR~d/L Vu LCo = Max shear due to the special seismic load co_mbination no. shown in Combo 9olumn · Mpe:::;: 1.1 xRyxFyxZrbs · · 9.3a Panel-Zone of Beam-to-Column Connections: Strength ---OK With Web Plate_/ Stiffeners Bm. 31 Bm. 31 Size W21X50 · Mpe (kip-ft} 554.58. Bf Red~ (in) 0.000 x+dc/2(in) 5.201 Z (in3) Z Rbs (in3) Mpe (kip-ft) . 110.00 · 110.00 554.58 M*pb(kip7ft) PZ V (kip). 554.58 -328.40 ,, •. ·_._, . . . ~. Required Panel Zone Shear Strength Ru (kip) = 328.40 · Axial Comp. for Pariel Zone Cale. (kjp) = 60.32 -Coml?ination 1.359 D + 0.500 Lp + 3.000 E3 Panel ZonyStrength Without Web Plate (kip)=· 172.55 'NG .I . I. ,-- .I - I I. I ,,, I Web Plate Reqd Thickness (in)= 0.500 _ · Web Plate Thickness Used (in)= 0.500 · _Web plate thickness req'd to fillet weld to column flanges (in) = 0.313 Panel Zone Strength Wit!?-Web Plate (kip)= 328.55 OK J . 9.3b J>anel-Zone of Beam-to-Column Con;nections: Thickness ---OK No plug welds specified so both column a-,,d web plate must meet Equation 9-2 dz (in)= 19.730 Wz (in)= 8.860 ,- Column web thickness reqd (in)"= ·0.318 Thi_cknessprovided =· 0.470 O WebPLthicknessreqd(in)= 0.318 Thicknessprovided= 0.500 OK 9.5 C(mtinuity Plates Cpntinuity plates shall be provided to 1;1.atch tested connection. 9.6 Column-Beam Moment Ratio ---OK Col. Size M*pc (kip-ft)·_ Top W10X68 351.14 Bot W10X68 336.81 Bm. Size-M*pb_ (kip-ft) 31 W21X50. 582.43 LM*pc = :tzc(Fyc-Pu/Ag) (kip-ft)= '687.95 ZM*pc/ I; M*pb (Eqn 9-3) = 1.18 > 1.0 OK Zc (in3 ) · 85.30 85.30 Mpe (kip-ft) 554.58 Pu (kip) 12.03 52.37 x+dc/2 (in) 5.20 LM*pb (kip-ft) = 582.43 9.7a Restrained Beam-to-Column Connection_---OK Combo# 6 6 Mv (kip-ft) 27.85 Joint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. I -I,· .. 1'1 -1. I 1·- · I:· I .I···:···. . ._ I 'I: I ·I: 1· I I .,,, I r,1 Seismic Provisions Joint Codes~e~~ ~'JP l .. RAMFramev12.0 ·. Pr-.!Mt:.Job: --... Page 13/16. . · Callaway Golf-Ph. 3 STRUCiURAL Date:.Jd!). . . . ·RAM. Da:~ase: 2K8-130B_, ENGINEERSsht: ~06il7/08 08:52:51 1NTERNATK:'NAL Bu1ldmg Code: IBC Steel Code: AISC 2002 -LRFD Frame#4: Joint Parameters . Story: ROOF Frame No: 4 Joint No: 3 Fy (ksi): 50.00 Col1=1ffi11 Size: W8X67 Joint Frame Type: Special Mo:ment Resisting Frame Criteria . . Use frame numbers to designiite a single line of bracing· 9.2 Connection Required Shear Strength · Bm No.· Col Side Mpe (kip-ft) · L (ft) Vu Cap (kip) Vu LCo (kip) Combo 36 Flange 272.25 · 17;917 35.23 11.73 7 Vu Cap = Shear from 1.2D + 0.5L +. 0.2S + 2MpRed/L Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe = 1.1 x Ry x Fy x Zrbs 9.3a Panel-,Zone of Beam-to-Column Connections: Strength-".'-OK With Web Plate/ Stiffeners .Bm. Size ~f Red. (in) Z (in3) Z Rbs (in3) Mpe (kip-ft) -36 W16X31 0.000 54.00 54.00 272.25 Bm. Mpe (kip-ft) x+dc/2(in) M*pb(kip-ft) PZ V (kip) 36 272.25 4.500 272.25 211.32 Required Panel Zone Shear Strength Ru (kip) == 211.32 Axial Comp. for Panel Zone Cale. (kip)= 19.07 -Combination 1.359 D + 0.500 Lp -3.000 E2· Panel Zone Strength Without Web Pla,te (kip);,,, 194.87 NG Web Plate Re~d Thickness (~n) = 0_.061. / Web Plate Thickness Used (m) == 0.250 . Web plate thickness req'd to fillet weld to column flanges (in)= 0.208 Panel Zone Strength.With Web Plate (kip)= 262.37 OK 9.3b Panel-Zone of Beam-to-Column Connections: Thickness ---OK No plug welds ~pecifi.ed so both column and web plate tnust meet Equation 9-2 dz (in)= 15.020 . Wz (in)= 7.130 . Column web thickness reqd (i11) == . 0.246 Thickness provided=:= 0.570 dK · Web PL thickness reqd (in)= 0.246 Thickne$s provided= 0.250 OK J 9.5 Continuity Plates Continuity plates shall be provided to match tested connection. 9.6 Column-Beam Moment Ratio ---OK Col. Size M*pc (kip.:.ft) Bot W8X67 287.49 Zc (in3 ) 70.10 Pu (kip) 15.48 Bm. Size· M*pb (kip-ft) Mpe (kip-ft) x+dc/2 (in)" 36 Wl6X31 . 285.86 272.25 4.50 :EM*pc = ~Zc(Fyc-Pu/Ag) (kip-.ft) = 287.49 :EM*pb (kip-ft)= 285.86 :EM*pc/ ~ M*pb (Eqn 9-3) = 1.01 > 1.0 OK 9. 7a Restrained Beam-to-Column Connection ---OK Combo# 9 Mv (kip-ft) 13.61 Joint is restrained in the minor.axis at both the top and bottom flange of the moment-frame beams. ·I ... · ~1 ·.~·· 1: ... 1 ... ~1·. ·1 ··: : .1· ' ,1$1~ Seismic Provisions Joint Code Check r, RAM Frame v12.0 Callaw~y Golf -Ph. 3 -RAM DataBase: 2K8-130B 1NTERNA10JA1. · Building Code: IBC · Joint Parameters Story: ROOF Frame No: 4 Joint No: 5 · Fy (ksi): 50.0Q Column Size: W8X6.7 Joint Frame Type: Special Mbment Resisting Frame Criteria Use frame numbers to designate a single line of bracing · . 9.2 C9nnection Required Shear Strength PRlMEJob: 1:r.&::.lgv Page 14/16 SiRUCTURAL Date: & f {) !J · ENGINEERS Sht: "}J[ 06/17 /08 08:52:51 Steel Code: AISC 2002 -LRFD . Bill No. Col Sid~ Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo (kip) Combo 36 Flange 272.25 17.917 35.23 11.73 3 _vu·Cap = Shear from 1.2D + 0.5L + 0.2S + 2MpRed/L Vu LCo == Max shear due to the special seismic load combination no. shown in Combo column . Mpe = 1,1 x Ry x Fy x Zrbs · 9.33 Panel-Zone of Beam-to-Column Connections: Strength---OK With W~b Plate/ Stiffeners_ Bm . . 36'. Z (in.3) Z Rbs (in3) Mpe (kip-ft) 54.00 ·. 54.00 272.25 I .. _ • I. 1:: Bm. 36 Size Wl6X31 Mpe (kip-ft) 272.25 Bf Red. (in) 0.000 . x+dc/2(in) 4.501 M*pb(kip-ft) PZ V (kip)_ 272.25 211.32 Required Panel Zone Shear Strength Ru (kip) = 211.32 . Axial Comp. for Panel Zone Cale. (kip)= 19.07 -Combination 1.359 D + 0.500 Lp + 3.000 E2 Panel Zone Strength Without Web Plate (kip)=· 194.87 NG Web Plate Reqd Thickness (in)= 0.061 _ Web Plate Thickness Used (in) = 0.250 Web plate thickness re~'d to fillet weld !o coh.m~n -flanges ~ = 0.208 Panel Zone Strength Wit~ Web Plate (kip)== 262.37 OK -I I· I I I I ~I I 9_.3b Panel-Zone of Beam-to-Col~inn Connections: Thickness ---OK · ·No plug welds specified so both column and web plate· must meet Equation 9-2 dz (in)= 15.020 Wz (in)= 7.130 Column w~b thickness r~qd (in)= 0.246_ Thi_ckness ~rovided = 0.570 OK/ _ Web PL thickness reqd (m) = 0.246 Thickness provided= 0.250 OK J 9~5 Continuity Plates _ Continuity plates shall be provided to match t~sted connection. 9.6 Column-Beai,1 Moment Ratio ---OK Col. Size M*pc (kip-ft) Zc (in3 ) Bot W8X67 287.49 -70.10 Pu (kip) 15.48 ·Combo# 5 Bm. Size M*pb (kip-ft) Mpe (kip-ft) 36 W16X31 285.87 272.25 x+dc/2 (in) 4.50 285.87 ~M*pc = LZc(Fyc-Pu/Ag) (kip-ft)= 287.49. LM*pb (kip-ft)= LM*pc/ L M*pb (Eqn 9-3) = 1.01 > 1.0 OK 9.7a Restrained Beam-to-Column Connection ---OK Mv (kip-ft) . 13.62 Joint is restrained in the minor ax.is at both the top and bottom flange of the moment-frame beams. I I j. fi I- _ 1: I·· :I I I:·· . .- · ·~·. I I: I I. I I ~I I ' ··-Seismic Provisions Joint Code Check r, . RAMFramev12.0 PRlrv1EJob: V.&'t,...-11JV Page 15/i6 · 11 Callaway Golf -Ph. 3 STRIJCWRAL Date: _bl!J · -RAM. DataBase: 2K8-130B, ENGINEERS slit: -1: .... f?tt 06/17/08 08:52:51 INTI:RNATICNAl Building Code: me · · Steel c~sc 2002 -LRFD Joint Parameters Story: 2ND Frame No: 4 · Joint No: 13 Fy (ksi): 50.00 Column Size: W8X67 Joint Frame Type: Special Moment Resisti~g Frame Criteria Use frame numbers to designate a single line of bracing' . . 9.2 Coi,nection Required Shear, Strength· Bm No. Col Side Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo (kip) Combo 33 · Flange 480.98 17.917 66.91 29.48 3 Vu Cap = Shear from 1.2D +' 0.5L + 0.2S + 2MpRed/L Vu LCo = Max shear due to the special seismic load combination no. shown in Combo column Mpe = 1.1 x.RyxFyxZrbs · 9.3a Pauel-Zone of Beam-to-Column CQnnections: Strength ---OK With Web Plate/ Stiffeners Bm. 33 Bili. 33 Size W21X44 Mpe (kip-ft) 480.98 Bf Red. (in) .0.000 x+dc/2(in) 4.501 Z (in3) Z Rbs (in3) Mpe (kip-ft) . 95.40_ 95.40 480-.98 M*pb(kip-ft) PZ V (kip) 480.98 285.02 . Required Panei Zone Shear Strength Ru (kip)= 285.02 Axial Comp. for Panel Zone Cale. (kip)= 65.26 -Combination 1.359 D + 0.500 Lp + 3.000 E2 Panel Zone Strength Without Web Plate (kip)= 185.37 NG Web Plate Reqd Thickness (in) = 0.369 Web Plate Thickness Used (in)= 0.375 Web plate thickness req'd to fillet weld to column flanges (in) = 0.208 Panel Zone Strength With Web Plate (kip) ~ 286.62 OK 9.3b Panel-Zone of Beam-to-Column.Connections: Thickness---OK No plug welds specified so both column and web plate must meet Equation 9-2 dz (in)= 19.800 Wz (in)= 7.130 _ Column web thickness reqd (in) = 0.299 Thickness provided~ 0.570 OK Web PL thickness ·reqd (in)=, 0.299 Thickness provided= 0.375 OK 9.5 Continuity Plates Continuity plates shall be provided to match tested connection. 9.6 Column-Beam Moment Ratio ---OK Col. Size M*pc (kip-ft) Top W8X67 287:49 Bot W8X67 276.31 Bm.-Size M*pb (kip-ft) 33 W21X44 508.50 LM*pc = LZc(Fyc-Pu/Ag) (kip-ft)= 563.81 .t:ty.I*pc/ L M*pb (Eqn 9-3) = 1.11 ::> 1.0 OK Zc (in3 ) 70.10 70.10 Pu (kip) · 15.48 53.18 Mpe (kip-ft) x+dc/2 (in} 480.98 4.50 LM*pb (kip-ft) = 508.50 9.7a Restrained Beam-to-Column Connection_: __ OK Combo# 5 5 Mv (kip-ft) 27.52' Joint is restrained in the minor axis at both the top and bottom flange of the moment-frame beams. :_I I Seismic Provisions Joint Code Check _ : _ . -_ Dl""\1 RAM Frame v12.0 p RI ~.t1 E .Job: vi1<l~» Page 16/16 I , ~ Callaway Golf-Ph. 3 STRUCTURAL Date: bf'/j · · · , - 1 ftAJ_ PataBase: 2K8-130B ENGINEERSsht: ~ 06/17/08 08:~2:51- '"LN""'~-·----Building Code: IBC Steel Code: AISC 2002 -LRFD ;;1·--_,1 :: Joint Parameters -. · Story: 2ND Frame No: 4 Joint No: 11 .,1------~ Fy (ksi): 50.00 Column Size: W8X67 Joint Frame Type: Special Moment Resisting Frame --1" ·,-. ' Criteria Use frame number_s to designate a single line of bracing . 9.2 Connection Required Shear Strength .I ',,'. Bm No. Col Side Mpe (kip-ft) L (ft) Vu Cap (kip) Vu LCo (kip) Combo · 33-Flange . . 480.98 17.911 66.91 29.48 7 Vu-Cap= Shear from 1.2D + 0.5L + 0,2S + 2MpRed/L * . . -·vu LCo = Max shear due to the special seismic load combination no. shown in Combo column . .,-;,, -· -- , -: ·:· •. ·-: . -Mpe == 1.1 xRyxFyxZrbs · · ·I--· -· . 9.3a .Panel-Zone of Be?m-to-Column Connections: St,rength ---OK With Web ·Plate/ Stiffeners Bin. Size ' UfRed. (in) Z (in3) z Rbs (in3) Mpe (kip-ft) -- -1-_· . - ' . . •-·, . ~-,' '·'. ' ""'=' -~ : • I::_ . I I I I ·1 33 W21X44 0.000 95.40 · 95.40 480.98 Bm. Mpe (kip-ft)· x+dc/2(in) M*pb(kip-ft) -PZ V (kip) 33 480.98 4.500 480.98 285.02 Required Panel Zone Shear Strength Ru (kip)= 285.02 . Axial Comp .. forPanel Zone Caic. (kip)= 65.26-Combination 1.359 D + 0.500 Lp -3.000 E2 Panel Zone Strength Without Web Plate(kip) == · 185.37 NG Web Plate Reqd Thickness (in) = 0.369 / · Web Plate Thickness Used (in)= 0.375 _. _ ··Web plate thickness req'd to fillet weld to column.flanges (in)= 0.208 Panel Zone Strength With Web Plate (kip) = 286.62 OK . 9:3b Panel.-Zone of Beam-to-Column Connections: Thickness ---OK No plug welds specified so both column and web plate must meet Equation 9-;1 dz (in)= 19.800 Wz (in):::; 7.130 / Column w:b thickness r:qd (in) = 0.299. Thickness ?rovided = 0.570 ?f We~ PL thickness reqd (m) = 0.299 Thickness provided== 0.375 OK · 9.5 Continq.ity Plates Continuity plates shall ~e_ provided to match tested connection. 9.6 Column-Be~m Moment Ratio ---OK Col. Size M*pc (kip-ft) Top W8X67 287.49 Bot W8X67 276.31 Zc (in3 ) . 70.10 70.10 Mpe (kip-ft) 480.98 Pu (kip) 15.48 53.18 Combo# 9 9 Bm. Size M*pb (kip-ft). 33 W21X44 508.49 x+dc/2 (in) 4.50 }:M*pc = }:Zc(Fyc-Pu/Ag) (kip-ft)= 563.81 -}:M*pb (kip-ft)= 508.49 }:M*pc/}: M*pb (Eqn 9.,,3) = l.11 > 1.0 OK 9.7~ Restrained Beam-to-Column Connection ---OK Mv (kip-ft) 27.52 Joint is restrained in the minor.axis at both the: top and bottom flange of the moment-frame.beams. I ,~(1 r, l RAM Frame v12.0 ,'~· Callaway Golf -Ph. 3 Frame Reactions ., · RAM. DataBase: 2K8-130B, • , . • · 1NTERNAIDsW Building Code: IBC · I . ·I. CRITERIA: ,. .. 1·· 1--- 1 I>~. ,.~ I I I I I I· I -,,, :1 Rigid End Zones: Member Force Output: · P-Delta: Yes Ground Level: Base Wall Mesh Criteria: Ignore Effects , At Face of Joint Scale Factor: 1.00 Max. Allowed Distance between Nodes (ft) : 8.00 I LOAD COMBINATION CRITERIA: Roof Live Load: Live Load factor fl (0.5 or 1.0) Sds (for Ev) Omega LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad El · SEISMIC -E2 SEISMIC -E3 · SEISMIC E4 SEISMIC Reducible 0.500 0.796 3 .. 000 RAMUSER RAMUSER RA.MUSER · EQ_IBC06_X_ +E_F EQ_IBC06_X_-E_F EQ_JBC06_Y_ +E_F EQ_IBC06_Y_-E_F LOAD COMBINATIONS: lBC06/ASCE7-05 .LRFD 1 * 1.000 D 2 * 1.359 D + 0.500 Lp + 3.000 El. 3 * 1.359 D + 0.500 Lp + 3.000 E2 4 * 1.359 D + 0.500 Lp + 3.000 E3 5 * · 1.359 D + 0;500 Lp + 3.000 E4 6 * 1.359 D + .0.500 Lp -3.000 ,El 7 * 1.359 D + 0.500 Lp -3.000 E2 8 -* 1.359 D + 0.500 Lp -3.000 B3 . 9 . * t'.359 D + 0.500 Lp -3.000 E4 10 * 1.359 D + 0.500 Ln + 3.000 El 11 · * 1:359 D + 0.500 Ln + 3.000 E2 12 * 1.359 D + 0.500 Ln + 3.000 E3 13 · * 1.359 D + 0.500 Ln + 3.000 E4 14 * 1.359 D + 0.500 Ln -3.000 El 15 * 1.359 D + 0.500 Ln -3.000 E2 . 16 * 1.359 D + 0.500 Ln-3.000 E3 17 * 1.359 D + 0.500 Ln -3.000 E4 18 * 1.359 D + 3.000 E1 19 . * 1.359 D + 3.000 E2 20 · * 1.359 D + 3.000 E3 21 * 1.359 D + 3;000 E4 22 * 1.359 D -3.000'El PR I ~II E Job: gLc,B~1':t' STRUCTURAL Date:~ ·. ENGINEERS S.ht: k:9J 06/17 /08 08:52:51 1- ''" RAM Frame vl2.0 I i i-~ Callaway Golf -Ph. 3 . RAM Da~~ase: 2K8-130B ·-1 1NTERNATK:NAL _Bmldmg Code: IBC ·· . --· . 23 , * 1.359 D -3.000 E2 -, 24· -, · * · 1.359 D-3.000 E3 ·1: , . -25 * 1.359 D -3.000 E4 . -26 * 0.741 b + 3.000 El -27 * 0.741 D + 3.000 E2 28 -· * 0.741 D + 3.000 E'.3 29 * 0.741 D + 3.()00 E4 . --,;. 30. * 0.741 D -3.000 El ·31 * 0.741 D-3.000 E2 I 32 * 0.741 D -3.000 E3 33 * 0.741 D -3.000 E4 I ... :. :'" . . -.. , ' '' •,: ' : - -1-··~· '. · * = Load combination currently selected to use · _ , -Frame.#1: .·I .. .;:,·~ .. I .I I ·I 1: I ~I ·1 Node 17 LdC 1 2 3 4 5 6 7 8 9 10 11 12 . 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 · 28 29 Rx kips -0.00 --3.11 -3.35 -0.17 0.17 3.11 3.35 0.17 · -0.17 -3.11 -3.35 -0.17 0.17 3.11 3.35 0~17 -0.17 -3.11 -3.35 -0.17 0.17 3.11 3.35 0.17 -0.17 -3.11 -3.35 -0.17 0.17 Ry kips 1.46 2.00 3.54 -10.29 -12.51 3.54 2.00 15.83 18.05 1.21 · 2 . .75 -11.08 -13.30 2.75 1.21 15.04 · 17.26 1.21 2.75 -11.08 -13.30 . 2.75 1.21 15.04 17.26 0.31 1.85 -11.98 -14.20 Rz kips 28.94 45.62 46.95 34.07 32.25 46.95 45.62 58.49 60.32 38.67 40.00 27.13 25.30' 40.00 38.67 5L55 53.37 38.67 40.00 27.13 25.30 40.00 38.67 51.55 53.37 20.77 22.10 9.23 7.41 \ Mxx kip-ft -6.51 -5.97 . -18.71 96.84 115.12 -18.71 -5.97 -121.52 -139.79 -2.48 -15.21 100.34 118.61 -15.21 -2.48 -118.02 -136.30 -2.48 --15.21 100.34 118.61 -15.21 -2.48 -118.02 -136.30 1.55 -11.19 104.36 122.63 PRIME Job: . 1,J?b::lj,O STRUCTURAL Date:~ Page 218 ENGINEERS Sht: ~ _ Myy kip-ft -0.00 -34.45 -37.08 -1.90 1.90 34.45 37.08 1.90 -1.90 -34.45 -37.08 -1.90 1.90 34.45 37.08 1.90 -1.90 -34.45 -37.08 -1.90 1.90 34.45 37.08 1.90 -1.90 -34.45 -37.08 -1.90 1.90 Tzz kip-ft 0.00 0.00 -0.00 -0.0} 0.01 -0.00 0.00 0.01 -0.01 0.00 -0.00 -0.01. 0.01 -0.00 0.00 0.01 -0.01 0.00 -0.00 -0.01 0.01 -0.00 0.00 0.01 -0.01 0.00 · -0.00 -0.01 0.01 06/17/08 08:52:51 :1· P !-<. 11\11 I:: Job: 'Ln,,.. l''r" ,~, Frame Reactions STRUCTURAL Date:~ · · RAM Frame v12.0 ENGINEERS Slit: ~ Page. 3/8 1 Callaway Golf -Ph. 3 RAM. DataBase: 2K8-130B, 06/17/08 08:52:51 1NTERNAT1CNAL Building Code:· IBC · Node LdC Rx Ry Rz Mxx Myy Tzz 30 3.11 1.85 22.10 -11.19 34.45 -0.00 1·-31 3.35 bJl 20.77 J.55 . 37.08 0.00 32 0.17 14.14 · 33.65 -114.00 1.90 0.01 33 -0.17 16.36 3S.47 -132.28 -1.90 -0.01 -I. 18 1 -0.00 -1.46 · 28.94 6.51 -0.00 o:oo. 2 -3.35, -3.54 46.95. 18.71 -37.08 o:oo . . ,<\ . I: 3 -3.11 -2.00. 45.62 5.97 -34.45 -0.00 _ p'O{j; : f\ 4 0.17 -15.83 . 58.49 121.52 1.90 -0~01 l(jJ ~ ,j; CJ 5 -0.17 -18'.0~ 60.32 ·139.79 · -1.90 0.01· ~ · _,-_. 6 3.35 -2.00 45.62 5.97 -37.08 -0.00 . 7 3.11 -3.54 46.95 18.71 34.45 0.00 .·I- 8 -0.17 10.29 34.07. -96.84 . -1.90 0.01 9 0.17 12.51 32.25 -115.12 1.90 -0.01 10 . -3.35 -2.75 40.00 15.21 ~37.08 0.00 1· 11 -3.11 -1.21 38.67 2.48 -34.45 -0.00 ... 12 0 . .17 -15.04 51.55 118.02 1.90 ·-0.01 : ,; .. _ .. :13 -0.17 -17.26 53.37 136.30 -1.90 0.01 14 3.35 -1.21 38.67 2.48' 37.08 -0.00 · 15 3.11 -2.7,5 40.00 15-.21 34.45 0.00 16 -0.17 11.08 , . 27.13 -100.34 -1.90 0.01 I 17 0.17 13.30 25.30 -118.6-1 1.90 -0.01 . 18 -3.35 -2.75 40.00 15.21 -37.08 0.00 19 -3.11 -l.21 38.67 2.48 -34.45 -0.00 I 20 0.17 -15.04 · 51.55 118.02 1.90 -0;01 · 21 -0.17 -17.26 53.37 136.30 -1.90 0.01 22 3.35 -1.21 38.67-2.48 . 37.08. -0.00 I. . 23 3.11 -2.75 40.00 15.21 34.45· 0.00 24· -0.17 11.08 i7.13 -100.34 -1.90 0.01 I. -25 0.17 . 13.30 25.30 -118.61 1.90 -0.01 26 -3.35 -1.85 22.10 11.19. -37.08 0.00 27 -3.11 -0.31 20.11 -1.55 -34.45 -0.00. 1·-28 0.17 -14.14 33.65 114.00 1.90 -0.01 29 -0.17 -16.36 35.47 132.28 -1.90 0.01 30 3.35 -0.31 20.77 -1.55 37.08 -0.00 I-31 3.ll -1.85 22.10 11.19 34.45 . 0.00 32 -0.17 11.98' 9.23 -104.36 --1.90 0.01 33 0.17 14.20 7.41: -122.63 1.90 -0.01 I Frame#2': ,. Node .LdC Rx Ry Rz Mxx Myy Tzz kips kips .· kips kip-ft kip-ft kip-ft 20 1 1.04 · -0.00 26.71 · 0.00 . 4.73 0.00 2 -11.51 -0.05 22._62 0.57 -95.87 0.01 I 3 -10.57 0;05 24.16 -0.57 -88.48 -0.01 ·1 I--' r, i 1\n L "~'"· i~i~6 Frame Reactions ,; '~-' ,11 STRUCTURAL oate:d!i1 RAM Frame-v12.0 ENGINEERS Sht: L Page 418 Callaway Golf -Ph. 3 RAM DataBase: 2K8-130B 06/17/08 08:52:51· ~. INTERNATIONAl Building Code: IBC Nocle LdC Rx Ry Rz Mxx Myy Tzz 4 2.42 -1.75 45.00 20.04 · 13.18 -0.01 5 1.06 -1.90 42.89 21.68 · 2.60 0.01 1,·: 6 15.00, 0.05 95.26 -0.57 111.65 -0.01 ' --. ' 14.06 -0.05 63.72 .0.57 104.26 0.01 ,, . 7- -I 8 1.06 1.75 42.89 -20.04 2.60 0.01 9 2.42 1.90 45.00 ..:21.68 13.18 -0.01 10 -11.84 :.0.05 14.51 0.57 -97.33 0;01 I: 11 -10.89 0.05 · ·16.05 -0.57 · -89.94 -0.01 12 2.10 . -1.75 36.89 20.04 11.72 -0.01 13 0.74 -1.90 34.78 21.68 1.14 0.01- 'I 14 14.68 0.05 57.15 -0.57 110.19 --0.01 15 13.73 ~0.05 55.62 ·0.57 102.80 0.01 ·I 16 0.74 1.75 34.78 -20.04 1.14 0.01 17 · 2.10 1.90 36~89 -21.68 11.72 -0.01 18 -11.84 -0.05 14.98 0.57 -97.33 0.01 I: 19 -10.89 0.05. · 16.52 ~0.57 -89.94 -0.01 20 2.10 -L75 37.36 · 20.04 11.72 -0.01 21 0.74 -l.90 35.25 · 21.68 1.14 0.01 ··~-22 14.68 0.05 57.62 · -b.57 110.19 -0.01 23 13.73 -0.05 56.09 0.57 102.80 0.01 24 0.74 1.75 35.25 -20.04 1.14 0.01 ·1· .· 25 2.10 1.90 · 37.36 -21.68 11.72 -0.01 . . 26 -12.48 -0.05 -1.53 0.57 -100.25 0.01 27 -11.54. 0.05 0.00 -0.57 -92.87 . -0.01 I · 28 1.45 -1.75 20.84 20.04 8.79 . -0.01 29· 0.10 -1.90 18.73 21.68 -1.79 0.01 30 14.03 0.05 41.11 ,-0.57 · 107.26 -0.01 I ,31 13.09 -0.05 39.57 Q.57 99.88 0.01 32 0.10 1.75 18.73' -20.04 -1.79 0.01 33 1.45 1.90 20.84 -21.68 8.79 -0.01 I 22 1 -1.04 -0.QO 26.71 0.00 -4.73 0.00 I 2 -15.00 0.05 65.26 -0.57 -111.65 0.01 3 -14.06 -0.05 63.72 0.57 -104.26 -0.01 4· -1.06 -1.90 42.89 21.68 -2.60 .,.-0.01 I 5 -2.4Z -1.75 45.00 20.04 -13.18 0.01 6 11.51 -0.05 22·.62 0.57 95.87 -0.01 7 10.57 0.05 24.16 -0.57 88.48 0.01 I -8 -2.42. . 1.90 45.00 -21.68 -13.18 0.01 tl}l 9 -1.06 1.75 42.89 -20.04 -2.60 -0.01 r1~#~ ,., 10 -14.68 o.os 51.15 --0 57. -110 19 0 01 rtp rJJ 11 -13.73 -0.05 55.62 0.57 -102.80 -0.01 12 -0.74 -1.90 34.78 21.68 -1.14 -0.01 13 -2.10 -1.75 36.89 20.04 -11.72 0.01 I 14 11.84 -0.05 14.51 0.57 97.33 -0.01 .1 Frame Reaction~ PRIM-EJob: 'Zt8"1Y ,11 · RAM Frame v12.0 STRUCnJR~l Dat~:t:lfi. Page · 5/8 . l Callaway Golf -Ph. 3 ENGINEERS s11t: ·. · RAM. bataBase: 2K8-130B_, · 06/17/08 08:52:51 1NTERNATICNAl · Building Code: IBC Node LdC Rx Ry Rz Mu Myy Tzz. 15 10.89 0.05 16.05 -0.57 89.94 0.01 :I 16 -e2.10 1.90 36.89 -21.68 -11.72 0.01 17 -0.74 1.75 34.78 -20.04 -1.14 -0.01 . . 18 -14.68 0.05 57.62 -0.57 -110.19 0.01 I 1. 19 -13.73 -0.05 56.09 0.S7 -102.80 -0.01 J 20 -0.74. -1.90 35 .. 25 21.68 -1.14 -0.01 21 -2.10, -1.75 37.36-20.04 -11.72 0.01 I-22 ll.84 -0.05 14.98 ·0.57 97.33 -0.01 2~. 10.89 0.05 16.52 -0.57 89.94 0.01 24 -2.10 1.90 37J6 -21.68 . -11.72 0.01 ·1:·· 25 -0.74 1.75 35.25 -20.04 -1.14 -0.01 - 26 -14.03 0.05 41.11 -0.57 -107.26 0.01 1·: 27 -13.09 -0.05 · 39.57 . 0.57 -99.88 -0.01 28 -0.10 · -1.90 18.73 21.68 1.79 · -0.01 29 -1.45 -1.75 20.84 20.04 -8.79 0.01 30 12.48 -0.05 -1.53 . 0.57 100.25 -0.01-·1· . ,,. 31 11.54 0.05 0.00 -0.57 92 .. 87 O.Oi . . :32 -1.45 1.90 '20.84 -21.68 -8.79 0.01 -33 -0.10 1.75 18.73 -20.04 1.79 -0.01 Frame#3: S{;0 f r,~1AtJ « \ .-1·. Node LdC R;x Ry . Rz Mxx Myy -Tzz kips kips .· .kips kip-ft . kip-ft kip-ft 23 1 -0.00 1.46 28.94 -6.51 -0.00 0.00 ·I 2· -3.11 3.54 46.95 -18.71 -34.45 0.00. 3 -3.35 · 2.00 45.62 -5.97 -37.08 -0.00 I 4. -0.17 -12.51 · 32.25 115.12 -1.90 -0.01 5 . 0.17 -10.29 34.07 96.84 1.90 0.01 6 3.11 2.00 45,62 -5.97 34.45 -0.00 I 7 3.35 , 3.54 46.95 -18.71 . 37.08 0.00 8 0.17 18.05 60.32 :.139_79 1.90 0.01 9 -0.17 15.83 58.49 -121.52 -1.90 -0.01 I 10 -3.11 2.75 40.00 -15.21 -34.45 0.00 11 -3.35 1.21 38.67 -2.48 -37.08 -0.00 12 -0.17 -13.30 25.30 118.61 -1.90· -0.01 I 13 0.17 -11.08' 27.13 100.34 . 1.90 0.01 14 3.11 1.21 38.67. -2.48 · 34.45 -0.00 15 3.35 2.75 40.00 -15.21 37.08 0.00 I · 16 0.17 17.26 53.37 -136.30 1.90 0.01 17 -0.17 15.04 51.55' -118.02 -1.90 -0.01 ~ 18 -3.11 2.75 40.00 -15.21 -34.45 0.00 19 -3.35 1.21 38.67 -2.48 -37.08 -0.00 20 -0.17 -13.30 25.30 118.61 -1.90 -0.01 I 21 OJ7· -11.08 27.13 -100.34 1.90 0.01 ~2 3.11 1.21 38.67 -2.48 34.45 -0.00 .::I: . Frame Reactions p R 1 f¼ll E Job: ~Jqid-P' r11 ',., .. -14 RAM Frame vl2.0 STRUCTURAL Date: -0 Page. 6/8 ~I Callaway Golf -Ph. 3 ENG\NEERS sht: -RAM DataBase: 2K8-l30B 06/17/08 08:52:51 · INTERNATICNAL Building Code: IBC 1·· Node LdC Rx Ry Rz Mxx Myy Tzz. . . . , " ' ' 23 3.35 2.75 40.00 -15.21 37.08 0.00 ·1 . 24 0.17 17.26 53.37 -136.30. 1.90 0.01 ; : ~ : ' ~ 25 -0.17, 15.04 51.55 -118.0Z -1.90 -0;01 .. 26 -3.11 1.85 22.10 -11.19 -34.45 0.00 --1·. ·_ 27 -3.35 0.31 20.77 1.55 ·-37.08 -0.00 . . 28 -0.17 -14.20-7.41 122.63 -1.90 -0.01 29 0.17 -11.98 9.23 104.36 1.90 0.01 ' :·:·1 30 3.11 0.31 20,77 1.55 -34.45 -0~00 31 3.35 1.85 22.10 -11.19 37.08 0.00 32 0.17 16.36 35.47 -132.28 1.90 0.01 · -1: .. 33 -0.17 14.14 33.65 ~114.00 -1.90 -0.01 1·. 24 1 -0.00 -1.46 28.94 -6.51 -0.00 0.00 I·',, 2· -3.35 -2.00 45.62 5.97 -37.08 0.00 -3 --3.11 -3 .. 54 46.95 18.71 --34.45 -0.00 · .1·.· 4 0.17 -18.05. 60.32 139.79 1.90 -0.01 5 -0.17 -15:83 58.49' 121.52 -1.90 0.01 ,.· . 6 3.35 -3.~4 · 46.95 -18.71 37.08 -0.00 -- 7 3.11 -2.00 45.62 5.97 34.45 0.00 J' 8 -0.17 12.51 32.25 -115.12 -1.90 0.01 9 0.17 . 10.29 . 34.07 -96.84 1.90 -0.01 I 10 -3.35 -1.21 38.67 2.48 -37.08 0.00 11 -3.11 -2.75 40.00 15.21 -34.45 -0.00 12 0.17 -17.26 53.37 136.30 -1.90 -0.01 I ·13 -0.17 -15.04 51.55 118.02 -1.90 0.01 14· 3.35 -2.75 40.00 15.21 37.08 -0.00 15 3.11 -1.21 38.67 2.48 34.45 0.00 -1-16 -0.17 13'.30 25.30 -118;61 · -1.90 0.01 17 0.17 11.08 27.13---100.34 1.90 -0.01 I 18 -3.35 -1.21 3'8.67 2.48 -37.08 0.00 19· -3.11 -2.75 40.00 15.21 -34.45 · -0.00 20 0.17 -17.26 53.37 136.30 1.90 -0.01 I·-21 -0.17 -15.04 51.55 118.02 -1.90 0.01 · -22 3.35 -2.75 -40.Q0 15.21 37.08 -0.00 23 3.11 -1.21 38.67 2.48 34.45 0.00 I 24 -0.17 13.30 . 25.30 -118.61 -1.90 0.01 25 0.17 11.08 27.13 -100.34 1.90 -0.01 26 '-3.35 -0.31 20.17 -1.55 -37.08 0.00 ·1. --27 -3.11 -1.85 22.10 11.19 --34.45 -0.00 . 28 0.17 -16.36 35.47 132.28 1.90 -0.01 ~ 29 -0.17 -14.14 33.65 114.00 -1.90 0.01 30 3.35 -1.85 22.10. 11.19 -37.08 -0.00 31 3.11 -0.31 20.77. -1.55 34.45 0.00 I 32 -0.17 14.20 7.41 -122.63 -1.90 0.01 33 0.17 11.98 9.23 -104.36 1.90 -0.01 I Frame Reactions PR!MEJ~b: I"" r11 STRUCTURAL Date: h <> t Page 7/8 RAM Frame v12.0 \tf Callaway Golf -Ph. 3 ENGINIERS sht: Js · . ·RAM DataBase: 2K8-130B . 06/17/ 8 08:52:51 I INTERNATICNAL Building Code: IBC ·1. · .. Frame#4: ~&0' F1111r6'tt ~v Node LdC Rx Ry Rz Mxx Myy Tzz .I: kips kips kips kip-ft . kip-ft . kip-ft 19 1 1.04 -0.00 26.71 0.00 4.73 0.00 2 -10.57 -0.05 24.16 -0.57 -88.48 0.01 I I 3 -11.51 0.05 22.62 -0.57 -95.87 -0.01 I . 4 1.06 . -1.75 42.89 20.04 2.60 -0.01 . 5 2.42, -1.90 45.00. 21.68 13.18. 0.01 I, 6 14.06 0.05-63,72 -0.57 104.26 -0.01 7 15.00 -0.05 -65.26" 0.57 111.65 0.01 8 2.42 1.75 45.00 -20.04 13.18 · 0.01 ·1.· .. 9 1.06 1.90 42.89 -21.68 2.60 -0.01 . · 10 -10.89 -0.05 16.05 0.57 -89.94 0.01 ·I 11 -11.84 0.05 · 14.51 '-0.57 -97.33 -0.01 12 0.74 -1.75 34.78 20.04 1.14 · -0.01 13 2.10 -1.90' 36.89 21.68 11.72 0.01 ·1· ... 14 13.73 Q.05 55.62 -0.57 102.80 -0.01 15 14.68 -0.05 57.15 0..57 110.19 0.01 ·-16 2.10 1.75 36.89 -20.04 11.72 0.01 .. 17 0.74 1.90 34.78 -21.68 1.14 -0 .. 01 18 -10.89 -0.05 16.52 0.57 -89.94 0.01 19. -11.84 0.05 14.98 -0.57 -97.33 -0.01 1-· 20 0.74 -1.75 35.25 20.04 1.14 -0.01 .. 21 . 2.10 -1;90 37.36 21:68 11.72 0.01 22 13.73 0.05 56.09 -0.57 102.80 -0.01 :I 23 14.68 -0.05 57.62 0.57 110.19 0.01 . 24 2.10 -1.75 37.36 -20.04 11.72 0.01 I 25 0.74 (90 35.25 -21.68 1.14--0.01 . 26 -11.54 -0.05 0.00 0.57 -92.87 0.01 27 :12.48 0.05 -1,53 -0.57 -100.25 -0.0-1 1·-28 0.10 · -1.7.5 18.73 20.04. -1.79 -0.01 29 1.45 -1.90 · 20.84 21.68 8.79 0.01 30 13.09 0.05 39.57 -0.57 99.88 -0.01 I 31 14.03 · -0.05-41.11 0.51 107.26 0.01 32 1.45 1.75 20.84 -20.04 8.79 0.01 33 0.10 1.90. 18-.73 -21.68 -1.79 -0.01 I 21 1 -1.04 -0.00 26.71 0.00· -4.73 0.00 2 -14.06 0.05 63.72 -0.57 -104.26 0.01 I 3 -15.00 ·-0.05 65.26 0.57 -111.65 -0.01 4 -2.42 -1.90 45.oo· 21.68 -13.18 -0.01 ~ 5 -1.06 -1.75 42.89 20.04 -2.60 0.01 6 10.57 -0.05 ·24.16 0.57 88.48 -0.01 7 11.51 0.05 22.62 -0.57 95.87 0.01 I 8 -1.06 1.90 42.89 . -21.68 -2.60 0.01 9 -2.42 1.75 45.00 -20.04 -13.18 -0.01 ·1" . . ,,\1 RAM Frame v12.0 . · :.~. · I l ~ Callaway Golf -Ph. 3 · . RAM DataBase: 2K8-130B . ~ iNTERNATK:'NAI. Building. Code: IBC : .1: . Node LdC Rx · ' .. 10 -13.73 -I:··~ ,.1-.· .. · ·1· .. ·1: ·._,. --~-.::· -1. :1·_·. I I I I I -- ~I I 11 -14.68 . 12 -2.10, . 13 -d.74 14 10.89 15 11.84 16 -0.74 17 -2.10 18 -13.73 19 -14.68 20 -2.10 21 . -0.74 ·22 10.89 23 11.84 .24 -0.74 25 -2.10 26 -13.09 -27 -14.03 28 -1.45 29 -0.10 30 11.54 31 12.48 32 -0.10, 33 -1.45. I p RIME Job: it:-t,,,i~o Frame Reactions STRUCTURAL Date~i P 818 ENGINEERS Sht: age 06/17/08 08:52:51' Ry Rz Mxx Myy . Tzz. 0.05 55.62 -0.57 --102.80 0.01 -0.05 57.15 0.57 -110.19 -0;01 -1.90 36.89 21.68 -11.72 -0.01 -1.75 34.78 20.04 -1.14 0.01 -0.05 · 16.05 0.57 89.94 -0.01 0.05 14.51 -0.57 97.33 0.01 1.90 34.78 -21.68 -1.14 0.01 1-.75 36.89 -20.04 · -11.72 -0.01 0.05 56.09 -0.57 -102.80 0.01 -0.05 57.62 . 0.57 -110.19 · -0.01 · -1.90 37.36 21.68 -11.72 · -0.01 -1.75 35.i5 ·20.04 -1.14 0.01 -0.05 16.52 0.57 89.94 -0.01 0.05 14.98 -0.57 97.33 0.01 1.90 35.25 -21.68 -1.14 0.01 1.75 37.36 -20.04 -11.72 -0.01 o.o5· 39.57 -0.57 -99.88 · 0.01 -0.05 41.11 · 0.57 -107.26 -0.01 -1.90 20$4 2i.68 -8.79 -0.01 -1.75 18.73 · 20.04 1.79 0.01 -0.05 0.00 0.57 92.87 -0.01 0.05 · -1.53 -0.57 100.25 0.01 1.90 18.73 -21,68 1.79 0.01 1.75 . 20.84 -20.04 -8.79 -0.01 I RAM BasePiate Vl.5 -Prime Structural Engineers ·2K8-13.Q· . NODE 17/LO'AD ¢ASE 9 ·, ,. r-·-....... ------· -____ ., __ ·-·-----------· CR]TERIA: 1-.• An~lysis Detailed / PRIMEJob: .zf.t--tfl> STRUCTURAL Date: h{i>I_ . ENGINEERSstit t ~q Design RestiJ'.ts . .-· ~ 6/18/08 9: ;3 I I- I·· . i Maintain Strain Compatibility i Use full plate a'rea for axial .only compression load on plate. 1. I I:···· I I 1· I- I I ~ I De~ign • 1 Use LRFD .2nd to chec~ plate bending ! Max concrete bearing per AISC J9. Shear Resisted with'Shear Lug.· Lug Width: Use ent.ire wicl.th of base plate Lug Bearing: Pe~ AISC recommendations Friction: Ignore Grout Thicknesf::! {:j.n) 2. 00 . ·!Anchor Tension Check Per AISC Specifications. ,, ! . ~;E;:A;~~ · · · TfT~P · · · BfB~t: · · TfB~t · · · · ~!Ol<G~epth 1 (in) 10.~3 O.770 10.13 0.770 -0,470 10.40 BaSie Plate 36.000 iPlate Fy · {ksi) ................... ~ .. . !N, (Parallel to Web) (iri) ... :· ........... . i~ (Perpendicular to Web) {in) ...... , .· .. . 18.500 18.000 1.750 !Plate Thi9kness (in) ................... . Anqho:t !Anchor Size ............................ . 7/811 0.601 · 1 1mchor Area {in ... 2) .. ; .................. . ]Anchor ·Material. : . · •....................... A354-115 29000.00 115.00 jAnchor Modulus {ksi) ............... ; . ]Anchor Strength Fu (ksi) ............ . Foqting . 4.50 3823.68- 10.00 3.00 . !Footing-Strength f 1 c {ksi) .......... . ;Co~crete Modulus {ksi) ...•.......... lDimension {Parallel to web) (ft) .-· ...... . :Dimension fPe:tpendicula,r to web) (ft) .. . De~ign Load · 'Buiiding Code: -None - ;i,oad combination: Single Load Case iAxial (kip) ....•...................... ivx (kip) .............................. . !Mx {kip-ftl .......................... . I • , l 60 .32· 18.05 -139.79 REJULTS: . Anflysis.. · · . . · , YBar (in) , ........................................ . ;Resµltant Angle (0 ) .• · •••••••••••• , ••• : ••••••••.•••••• Plate Bending ;Max bending moment from concrete compression im [N-0.95d]/2.0 {in) .........•................... · .... . : n [B-0. 801:>] /2. o (in) ................................ . :Controlling effective width to resist moment (iri) .. . )Controlling plate bendip.g moqient (kip-ft.) .......... . !.PhiMn = (0.9xMn) (kip-ft).· .........•.•............... : Mu/ PhiMn ..... · ....... ' . : ............................. . Thickne-iiis Required (in) ...... ~ ....................... . Page 1 5.39 180.00 -4.310 4.948 1.013 1.73 2.09 0.83 1.592 :.I: ·_·'--: ,;' ' .. -1· ·-.. '·: -:1· ·1 ,~-;- . l·.- .:1: .I_ RAM :i3asePlate Vl,5 Prime Structural Engineers 2K8-130 . NO~E 17/LOAD CASE 9 Detailed 6/18/08 PRiMEJob: 1· r(~O STRUCTURAL Date: u ~~&l~RS Sht: ·<J _ 9: 3 ··------------·-·-·······-·--· -----------------·-----------·-----------------'---~ ., Thickness controlled by cantilever action. Anchors Lug Size (WxLxT) (in) ... PL 2. 44 x 18. 00 Anchor X (in) Y (in) T (kip ) 1 -7.25 0~00 o.oo . ·; 2 · 7 • 2 5 0 • 0 Q 2 7 • 8 4 ; 3 -7.25 7.00 o.oo I 4 -7. 25 1. oo 21. 04 • i 5 -7.25 -7.00 0.00 ; 6 7.25 -7.00 27 .. 84 X 0.52 T Interaction o.oo· 0,72 0.00 0.72 0.00 0.72 Bearing . , :Eff Area of Support A2 (in"'2) .... , ....... ; .......... . 1332.00 ,Plate Area Al (in"2,) ... ; ....... ., ..................... . 'Sqrt (A2/Al)· ............................................ . ;capacity Bearing Stress (ksi) ........... ~ ....... . f,ctual Bearing Stress (ksi) · ....................... . ·• f. l . i 0 0 ~ A -. '# . X (in) 1. -7.250 2 7.250 l 3 -7.250 4 7.250 l 5 -7.250 333.00 2.00 4~59 2.96 Y(in) 0.000 0.000 7.000 7.000 -7.000 ., . ,-'' ••• I 6 7 .2-50 -7.000 . . ~ ·. .J·. I ,.··. I .1 I I I "1. I Page 2 0 O·. 1 W10X68 2 .. \ 0 \ 0 5 6 \ PL 18.50 X 18.00 X 1.75 (in) 6 7/811 A354 Ancho+ Bolts e>. 15'" (o.c.o I) {!1s1=-s~) j ~ ; r-.r. S-1 /V e-"J :, /.&-if /,. .fry ( A .. C-~, ~~) f A-"',;,. -:: 3,-~ '7'2- 4µ~0 ~ 1 {rt)._ C-Z-<f((. . ~ I' fiti6 (i~)fy ( 3_:-_2L-) 1--7,c. :a 1 ),l~r.1 ~ I( ~.Cf 7 '? R ~-72.--b:=-_:,~&- /G'(. 07 j(J,rr:--//t. '77 ~ (I) ' '11,v =nt-$ i,e,..e,JI\.,-W\.11, .. .k,f-Lflcr bf .11.--=-·LO ,-Jo,J ... D~t.E rt."Oe ... 7r,,.;-v· ·f 3, -~'l,r~---· ---... --------.. ---· .... -·· ............. ·-......... ----• ------·--------------------- >· I " ·I. .·~· -1.'. ;:_-1:-- :1· .-1· . , .. I I ~· I RAM 'BasePlate Vl.5 .Prime Structural Engineers 2K8L;t30 NODE ·17/LOAD CASE 33 .Detailed PR i ME Job: 'flf-17'5 STRUCTURAL Date: -/iof IF1sQJ~~iRS Sht: ~ J 6/18/08 9:10 ...... -· ·--· .. -------·--·---------------------·-. ------------~ CRJ::TERIA: Analysis : Maintain Strain Compatibility . Use full plate area for axial only compression load on plate. Des'ign . ' . · i Use LRFB 2.nd to check plate bending , Max·concrete bearing per AISC J9. Shear Resisted with Shear Lug. Lug Width: Use entire \'lidth of.base plate : -Lug: Bearing: Per AISC recommendat;ions Friction: Ignore Grout Thickness (in) 2.00 Anchor Tension Check Per AISC Specifications . INPUT DATA: 'Column icolumn. Size .................... .-.-....... Wl0X68 !Dim-: BfTop TfTop BfBot Tf.Bot . TW Depth !(in) ·10.13· 0.770 10.13 0.770 -0.470 10.40 Ba~e Plate i Plate Fy (ksi) ...................... . :N (Parallel to Web) (in) ............... . ; B (Perpendicular to Web) (in)-.......... . 1 Plate Thickness (in) ............. : ..... : An~hor -· i Anchor Size •........... -. -.... · ....... , ... . 'Anchor Area (in"2) ...................... . j Anc:P,or Material ... : ............. , .. : ... . , Anchor Modulus (ksi) .. , .............. . !Anchor Strength Fu (ksi) ............ . Fobting ·; Footing Strength f 'c (ksi) .......... . -; Concrete Modulus (ksi) ..... , .. : ..... . I Dimension (Parallel -to web) (ft) ....... . / Dimension {J?erpendicular to web) (ft) .. . Design Load · ; ·Building Code : "" None - :Load combination: Single Load Case ; Axial (kip) .........•................. I . ( ' ) ,. ! Vx kip ............................. . I Mx (kip-ft) .... · ........... · ......... · ... . I RESULTS: An~lysis .36. 000 18 .-500 18.000 1.750 7/8" . . 0.601 A354-115 29000.0Q 115.00 4.50 ·3823.68 10.00 3.00 35.47 16.36 -132.28 / YBar (:i,n) ............................... ~ ......... . l Resultant Angle (9) ••••••••••••••••• .-.••••••••••••• Pl:ate Bending i Max bending momen~ from concrete compression , m [N-0.95d]/2.0 (in) ................................. . n [B-0. sob] /2. o (in) .................. _ ..... · ......... . Controlling effective width to.resist moment (in) .. . Controlling plate bending moment (kip-ft) .......... . PhiMn = (0.9xMn) (kip~ft) .............. · ............ . : Mu/PhiNn _ ... _. __ ; ._ ... _. "..!.~ •· ••••••••••••••••••••••••••••••• 4.96 180,00 4.310 4 .948' 1. 013 1.61 2.09 o. 77 Thickness Required (in)., ................... -.-.-.-.-.-.-.-.-.-.---.--.-.,..,.,.-------' Page 1 .I 1-.. I I I I I I --· I Det~iled ·. c./:,i\~~~~~:~~es·s ~~-~~~o~:~ed .l?Y ~:~ntii~¥er -acti<m., PRH\i~EJob: ~(:?O STRUCTURAL Date:~ ~~E-~RS Shf 1-'l~ i. 6./18/08 9:10 ...... .-: .. ::·,,.f~g--.. ,s1;;:re Jw.:~ifi~!l'-> (;J_.n) • ,. '.,P.L .... ~.~~P--~ 1,:a. oo x o .·s·o ·:· ··,"'.''i;\~cn6r !~:{(~#-~ . ··;:,,~~_t'.:"i,~~ . ·, :T:q_t,ip, ) T Int.f?:1:&'l,ation . ~ -:;i::!: . :~¥{~:-~ . ?~:t~: ~ : ~ ~ 3 .:7 25 T·0·0. ,,Q;,. (H) 0. 00 ~ '.,:; :. /"\. . . .... :-' :!· ~~-.... -~ 4 7.:25 7,/00 ·_2Q •. S,8·. 0.76. -s ~.7. 2~ "''. o·o :o .. oo o. po ·:, · .-. 6 . , .... ,.,;1,,..,2s · ... ,_. .. :.,.:..'7.,H):o-.. · .. , ...... ,,2:ii .. .s·s .. ·o .. .'::,6 0 1 .,. ··. :.,_,.,P,W1.0X.6B .. \ 0 \ ·:5 \ ' "' I _ .. .2 0 6 : # 1 2 3 4 5 6 1332 .. 00 ~:33. O'O 2:. 00 ·4, !39 ·;2. 7.9' ~.7 .. ( , -~--~ -~~,lb ·7)~90 -1. .,-·,: . ' l'- :I -1.:- ·1·. I. II I -1 -1 I I I I , -1·: ' . RAM BaseP,late Vl.5 Prime Structural Engineers 2K8-130 NODE 18/LOAD CASE 33 ·. CRITERIA: Analysis • · . Maintain Strain Compatibility Detaile PR i ME Job: i-\'.t"q0 - STRUCTURAL oate:-- r:NGINHRS Sht: le::·(O~ esign '1i'esu!cs 6/17/08 10:12 Use full plate area ,for axial only compre·ssion load on plate. Design Use.LRFD 2nd to check plate bending Max concr~te bearing per AISC J9. Anchor Shear Check Per AISC Specifications .. Anchor Tension Check ~er AISC Specifications. INPUT DATA: ·.column -Column Size ............ · .. · .....•......... W10X68 bim: BfTop TfTop BfBot TfBot (in) 10.13. 0.770 10.13 0.770 TW Depth 0.470 10.40 Base Plate Plate Fy (ksi) ................ · ....... . N _(Parallel to Web) (in) ........... ; ... . B (Perpendicular to Web) (in) ........... . Plate Thickness (in) .................... · Anchor Anchor Size .............................. . Anchor Area (in,._ 2) ...................... . · Anchor Material , ................... .-..... . ·Anchor Modulus (ksi) ................ . Anchor Strength Fµ (ksi) ............. -. Thread Included in Shear Plane Footing Footing Strength f'c (ksi) .......... . Concrete Modulus (ksi) ........... , .. . Dimension (Parallel to web) (ft) ....... . Dimension (Perpendicular to web) (ft), .. Design Load Building .Code: -None - Load c9inbination: 'single L9ad Case Axial _ (kip) . · ........•................. ·Vx (kip) .......................... , .. . Mx (kip-ft) ............. ' ...... _. ...... . RESULTS: Analysis 36.000 18.500 18.000 1. 750 7/8" 0.601 A354-115 29000.00 115.00 4 :so 3823.68 10. 00- 3. 00 7.41 14 .20 -122.63 YBar (in) .............................. · .......... . Resultant Angle (0 ) •••••••••••••••••••••••••••••••• Plate BendiI+g Max bending moment from concrete compression m [N-0. 95d] /2. 0 (in) ......•............•............. n [B-Q. 80b] /2. O (in)· ............. , ... .' .............. . Controlling eff.ective width to resist moment (in) .. . Controlling plate bending moment (kip-ft) .......... . PhiMn = (0.9xMn) (kip-ft) ............ · .............. . Mu/PhiMn ...............•............. : ............... . 4.44 180.00 4.310 4.948 ·1.013 1.45 2.09 0.69 Thickness Required (in) ........ : .. : .................. · 1.457 Thickness controlled by cantilever action. Anchors Anchor Page 1 X (in) Y (in) V(kip) . T (kip Interaction ·,r , .. -- ' '·. --1 I I I I I •• I I I 1:. I ~- ~ -· I RAM BasePlate Vl.5 Prime Structural Engineers 2K8-130 . Detailed NODE 18/LOAD CASE 33 6/17/08 i -7.25 2 7.25 3 -7.25 4 7;25 5 -7.25 6 7.25 o;oo 2.37 0.00 2.37 7.50 2.37 7.50 2.37 -7.50 2.37 -7j50 2.37 0.00 31.38 0.00 31.38 0.00 31'.38 0.11 0.81 0.11 0.81 0 .11 0.81 Bearing Eff Area of Support A2 (in ... 2)· .. ; ...........•......... Plate Area: Al (in ... 2) ................................ . Sqrt (A2/Al) .......... • ................................ . Capacity Bearing Stress (ksi) .....•.............. Actual Bearing Stress (k~i) ...................... . DIAGRAM: 0 3 0 1 0 C - Page 2 0 # 4 1 2 3 4 5 6 0 -W10X68 2 \ \ 0 ,: . \ - PL 18.50 x ·10.00 x 1.75 (in) 6 -7/8" A354 Anchor Bolts X(in) -7.250 7.250 -7.250 7.250 -7.250 7.250 1332.00 333.-00 2.00 4.59 2.54 Y(in) 0.000 0.000 7.500 7.500 -7.50·0 -7.500 PRIMEJob: ~11P STRUCTURAL Date:_.#!!!_ ~~~\Nf ERS Sht: i.:u4 10:12 I -· --1 I I I I I ·-I I I I --- ·~ -· I RAM BasePlate Vl.5 Prime Structural Engineers 2K8-13·0 1'10DE1~ Detailed D 6/17/08 '1,p L..OCA~,e ~ CRITERIA: Analysis Maintain Strain Compatibility Use full plate area for axial only compression load on plate. Design ' Use LRFD 2nd to check plate bending Max concrete bearing per AISC J9. Shear Resisted with Shear Lug. Lug Width: Use entire width of base plate Lug Bearing: Per AISC recommendations Friction: Ignore Grout Thickness (in) 2. 00 Anchor Tension Check Per AISC Specifications. INPUT DATA: Size ........... · ................. . WBX67 Bf Top TfTop BfBot TfBot TW Depth Column Column Dim: (in) 8.28 0.935 8.28 0.935 ·O. 570 9. 00 Base Plate Plate FY (ksi) ...................... . N (Parallel to Web) (in) .....•.....•••.. B (Perpendicu1ar to Web) (in) ........... . Plate Thickness (in)' ................... . .36. 000 17.000 16.000 1. 750 Anchor Anchor Size ............................ . Anchor Area (in"2) ..................... . Anchor Material ..................... · ... . Anchor Modulus (~si) ................ . Anchor Strength Fu (ksi) ............ . . 7/8" 0.601 ~354-115 29000.00 115.00 Footing Footing Strength f' c (ksi) ........... . -Concrete Modulus (ksi) ............. . Dimension (Parallel to web) (ft) ....... . Dimension (Perpendicular to web) (ft) .. . 4.50 3823.68 10.00 3.00 Design Load Building Code: -None - Load combination: Single Load Case Axial . (kip) .......................... . Vx -(kip) .•............................ ~ (k;ip-ft) ................ · ........ : .. . 65.26 15.00 111.65 RESULTS: Analysis YBar (i-n) •••••••••••••••••••••••••••••••.••••••••• Resultant Angle (0 ) •••••••••••••••••••••.••••••••••• Plate Bending Max bending moment from concrete compression ·m [-N-0.95d]/2.0 (in) ................................ . n [B-0.80b]/2.0 (in) ................................ . Controlling effective width to ~esist moment (in) .. . Controlling plate bending moment (kip-ft) .......... . PhiMn = (0.9xMn) (kip-ft) ....... , .................. . Mu/PhiMn .· ..•........................•............... Thickness Required (.in) ............................. . Page 1 5.59 0.00 4.225 4.688 1.000 1.70 2.07 0.8~ 1.585 PRIME Job: zt,~..-110 SiRUCTURAL Date:~ -~~QM~EERS Sht: .l41i2. 11:37 I I· " I I I I I I .. - I .~ I I I 1· I 1-. I ., I RAM BasePlate-Vl.5 Prime Structural Engineers 2K8-130· NODE 18/LOAD CASE 33 Detailed Thickness controlled by cantilever action. Al1,chors Lug Size (WxLxT) (in) ... PL X 0.51 PRIMEJob: ~c, STRUCTURAL Date: w/o& b E~~~~RSsht: L<'(o_ Anchor X (in) Y (in) 1 . -6. 50 0. 00 2.41 X 16.00 T(kip) ·23. 01 o.oo 23.01 o.oo T Interaction 0.59 2 6.50 OrOO 3 -6.50 6.50 4 6.50 6.50 5 -6.50' --6.50 6 6.50 -6~50 23. 0-1 0.00 o·. oo . 0 .59 o.oo 0.59 o.oo Bearing . Eff Area of Support A2 (inA2) ....................... . Plate Area Al (inA2) ................................ . Sqrt'(A2/Al)· .................................... ; .... . Capacity Bearing Str-ess -(ksi) .................... . Actual Bearing Stress (ksi) ...................... . DIAGRAM: o: 3 0 1 0 c; Page 2 0 # 1 4 2 3 4 5 6 0 W8X67 2 \ I \ ·o e::. \ PL 17.00 X 16.00 X 1.75 (in) 6 -7/8" A354 Anchor Bolts X (in) -6.500 6.500 -6.500 6.500 -6.500 6.500 1088.00 272. 00 2.00 4.59 3.00 Y(in) 0.000 0.000 6.500 6.500 -6.500 -6.500 ' ~ I I I I I I ., I I I I --~, -- 1 RAM BasePlate Vl.5 Prime Structural Engineers 2K8-130 NODE 20/LOAD CASE 26 CRITERIA: Analysis Maintain Strain Compatibility Detailed Use full plate area ,for axial only compression load on plate. Design Use LRFD 2nd to check plate bending Max concrete bearing per AI9C J9. Shear Resisted with Shear Lug. Lug Width: Use entire width of base plate Lug'Bearing: Per AISC recommendatiqns Friction: Ignore Grout Thickness (in) 2.00 Anchor Tension Check Pet AISC Specifications. INPUT DATA: Size ........... · ................. . W8X67 Bf Top TfTop Bf Bot TfBot TW Depth Column Column Dim: (in) 8.28 0.935 8.28 0.935 -0.570 9.00 Base Plate Plate Fy (ksi) ...................... . N (Parallel to Web) (in) ............... , B (Perpendicular to Web) (in) .......... . Plate Thickness (in)' ................... . .36. 000 17.000 16.000 1. 750 Anchor Anchor Size ............................ . Anchor Area (in"'2) ..................... . Anchor Material ........................ . Anchor Modulus (ksi) ................ . Anchor-Strength Fu (ksi) ............. . 7/8" 0.601 A354-115 29000.00 115.00 Footing Footing Strength f'c (ksi) .......... . -Concrete Modulus (ksi) ............. . Dimension (Parallel to web) (ft) ....... . Dimension (Pe:i:-pendicular to web) (ft) .. . 4.50 3823.68 10.00 3.00 Design Load Building Code: -None - Load combination: Single Load Case Axial (kip) .......................... . Vx (kip) .•.................. -....•...... Mx (kip-ft) ...•................... .-... -1.53 -12.48 -100.25 RESULTS: Analysis YBar (in) ....•.................................... Resultant Angle ( 0 ) •••••••••••••••••••••••••••••••• Plate Bending Max bending moment from concrete compression m [N-0.95d]/2.0 (in) .................. -............... . n [B-0.80b]/2.0 (in) ................................ . Controlling effective width to resist moment (in) .. . Controlling plate bending moment (kip-ft) .......... . PhiMn = ( O. 9xMn) (kip-ft) .......................... . Mu/PhiMn ........................................... . Thickness Required {in) ................ : ............ . Page 1 4.25 180.00 4.225 4.688 1.000 1.42 2.07 0.68 1.448 P oir1t,i::job: ~ ' \.. ~ ~ p J.- STRUCTURAL Date:~g ENt:GiNEERS Sht: b . esul' s 12:54 I RAM BasePlate Vl.5 I , Prime Structural Engineers 2K8-130 Detailed PRIMEJob: ~ STRUCTURAL Date: kl 1;f> ~RSsht: {-Id {I NODE 20/LOMJ CASE 26 Thickness controlled by cantilever action. 6/17/08 · 12:54 Anchors X 0.46 I Lug Size (WxLxT) (in) ... PL · Anchor X ( in) Y ( in) 1 .. -6.50 0.00 2.34 x 16.00 T{kip) 0.00 29.79 o.oo 29.79 0.00 29.79 T Interaction o.oo· I 2 6.50 o,.oo 3 -6.50 6.50 4 6.50 6.50 0.77 o.oo 0.77 5. -6.50 -6.50 o.oo I 6 6.50 -6,.50 Bearing . Eff Area of Support A2 (in"2) ....................... . 0.77 Plate Area Al {in"2) ..................... ,. ........... . I Sqrt (A2/Al) ....... _ .................................. . Capacity Bearing Stress {ksi) ................... . Actual Bearing Stress (ksi) ...................... . I I ·~ ··::;;;) I DIAGRAM: 0 3 0 1 0 i:; 0 # 1 .. 4 2 3 4 5 6 0 W8X67 2 \ ' \ -·o i:; \ PL 17.00 X 16.00 X 1.75 {in) 6 -7/8" A354 Anchor Bolts · X {in) -.6. 500 6.500 -6.500 6.500 -6.500 6.500 .,._;v,.,..= ·o,C.oltn"-x 1/~lc..s--, ~ 6'1,n,,_(3);J. ~7,JJ 1088.00 272. 00 2.00 4.59 2.58 Y{in) 0.000 0.000 6.500 6.500 -6.500 -6.500 I I 1· /Va.i7 .:; ,~ vi n S/3. tl-,~ I" J;ot> r,,.:; _:st,,,/J-{ys) 3(/. o) --,.. 1· ,t,r-iJc.. tf .:;.. -11-~ t.-0 . t1..r1f:, f5tvalr] .... (? ,-7 (1,_ 1: ~ ,.,_) ~ II 'f.2.'l.--> (i-7. 11), ";. <ff 37 oo{r:::. 1-. I ., I Page 2 IC4-. .r:)=- I· I ~ I· I I I- I I .. I I I I I I I ~ I Jll RAM INTERNPJK:INAl RAM Foundation vl2.0 Callaway Golf -Ph. 3 DataBase: 2K8-130B Load Combinations LOAD CASE DEFINITIONS: D DeadLoad RAMUSER RAMUSER RAMUSER EQ_IBC06_X_ +E_F EQ_ IBC06 _ X _-E _F EQ_IBC06_Y_+E_F . EQ_IBC06 _ Y _-E _F Lp · PosLiveLoad Ln N.egLiveLoad El SEI.SMIC E2 SEISMIC E3 SEISMIC E4 SEISMIC CONCRETE COMBINATION CRITERIA: Combination Code: :me 2003 Roof Live Load: Reducible Sds 0.796 RhoX 1.300 RhoY 1.300 GENERATED CONCRETE LOAD COMBINATlONS: 1 ' 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17- 18 19 20 21 22 23 24 25 26 27 28 29· * * * * * ·* * * *· * * * * * * * * * *· * * * * * * * * * * 1.400 D 1.200 D + 1.600Lp 1.200 D + 1.600 Ln 1.359 D + 0.500 Lp + 1.300 El 1.359 D + 0.500 Lp + l.300 E2 1.359 D + 0.500 Lp + 1.300 E3 1.359 D + 0.500 Lp + 1.300 E4 1.359 D + 0.500 Lp -1.300 El 1.35.9 D +0.500 Lp -l.300·E2 1.359 D + 0.500 Lp -1.300 E3 1.359 D + 0.500 Lp -1.3'00 E4 1.359 D + 0.500 :{:.,n + 1.300 El 1.359 D + 0.500 Ln + 1.300 E2 1.359 D + 0.500 Ln + 1.300 E3 1.359 D + 0.500 Ln + 1.300 E4 1.359 D + 0.500 Ln-1.:300 El 1.359 D + 0.500 Ln -1.300 E2 1.359 D + 0.500 Ln -1.300 E3 1.359 D + 0.500 Ln .. 1.300 E4 1.359 D + 1.300 El 1.359 D + 1.300 E2 1.359 D + 1.300 E3 1.359 D + 1300 E4 1.359 D -1.300 El 1.359 D -1.300 E2 1.359 D -1.300 E3 1.359 D -1.300 E4 -0.741 D + 1.300 El 0.741 D + 1.300 E2 PRIMEJob: 2,U,..l!!t° STRUCTURAf. oate:~f: <ii ENGINEERS Sht: ,r'J) ·I Date: 06/17/08 13:38:43 I PRIMEJob: 2#-iUp? ,,, Load Combinations STRUCTURAL Date: qo8~ I· RAM Foundation vl2.0 ENGINEERS Sht: J.;·-//OPage 213 RAM . Callaway Golf -Ph. 3 -,, 1NTERNAOCNAJ. DataBase: 2K8-130B-· Date: 06/17/08 13:38:43 30 * 0.741 D + 1.300 E3 31 * 0.741 D + 1.300 E4 I 32 * 0.741 D -1.300 El 33 * 0.741 D -1.300 E2 34 * 0.741 D -1.300 E3 I 35 * 0.741 D ·-1.300 E4 I· SOIL COMBINATION CRITEJllA: Combination Code: IBC2006 I ASCE?-05 Roof Live Load: Reducible I Sds (for Ev) 0.796 RhoX 1.300 RhoY 1.300 I GENERATED SOIL LOAD COMBINATIONS: 36 * 1.000D 37 * 1.000 D + 1.000 Lp I .. ·· 38 * 1.000 D + 1.000 Ln 39 * l.111 D + 0.910 El .. 40 * 1.111 D + 0.910 E2 41 . * 1.111 D + 0.910 E3 42 * .1.111 D+0.910E4 I 43 * 1.111 D -0.910 El 44 * 1.111 D-0.910E2 45 * 1.111 D-0.910E3 I 46 * 1.111 D -0.910 E4 47 · * 1.084 D + _0.'750 Lp + 0.683 El 48 * 1.084 D + 0.750 Lp + 0.683 E2 I 49 * 1.084 D + 0.750 Lp + 0.683 E3 50 *· 1.084 D + 0.750 Lp + 0.683 E4 51 * 1.084 D + 0.750 Lp -0.683 El i 52 * 1.084 D + 0.750 Lp -0;683 E2 53 * . 1.084 D + 0.750 Lp -0.683 E3 54 ·• 1.084 D + 0.750 Lp -0.683 E4 I 55 * 1.084.D + 0.750 Ln + 0;683 El 56 * 1.084 D + 0.750 Ln + 0.683 E2 -· 57 * 1.084 D + 0.750 Ln + 0.683 E3 58 * 1.084 D + 0. 750 Ln + 0.683. E4 59 * 1.084 D + 0.750 Ln -0.683 El -60 * 1.084 D + 0.750 Ln-0.683 E2 61 * 1.084 D + 0.750 Ln -0.683 E3 .. 62· * 1.084 D + 0.750 Ln-0.683 E4 63' * 0.600 D + 0.910 El 64 * 0.600 D + 0.910 E2 65 * 0.600 D + 0.910 E3 I 66 * 0.600 D + 0.910 E4 ' .·.1 1 . ,,, RAM Foundation v12.0 Load Combinations .~· ~ . UM Callaway Golf -Ph. 3 1NTERNArcNAt DataBase: 2K8-130B - -67 * 0.600 D -0.910 El :.I 1·-. 'I' ,,.,-., .,: ,. -· ,:1~ ; .. '•, I-i .. ·-1 I :I I: I ·I I .. I · 68 * 0.600 D -0.910 E2 69 * 0.600 D -0.910 E3 70 * 0.600 D -0.910 E4. * = Load_ combin:;i.tion currently selected to use . 0bP-j~O l:,R'i\.l'IEJob: vrw '11\/, . ~ STRUCTURAL Date:~ ENGINEERS s11t: J/{I { Page 3/3 Date: 06/17/08 13:38:43 ltAM Found~-tiori· v12 ·• 0 IIIJataBase: 2K8-130B . 06/17/0~ 13:54:54 1 ·. -,, I I ,I·• 1·.· 1:·; -I·:····: .. I I- I ·I· I I ·1 I I •---_ 0·1····· 1 +·' ···t· t ··································'··········! ·:'·+r·t _.: .. ·: : · : c· .. 1 · 1· : I I I I • 1 I I I I I I I -9L. i.± ····++f+: .. L .... : ........... H 1 ~--±; ... J ·: 11 i l . . . I I V I I I I I I I ! i i i i i I I o I I I l I I I I I a I I : : : : : I I I I I I I I I t I I 1 1_. 4 1 • ·2: : : : . I I I , I , I I I I I I I I I \ I I I I I I I I 1 I I I I f 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 l I I •• I I I I I I I : : : : : I I I I' I i ! . . C· 3 : . ! i i eL i± ······+ tr·:·+ .: ... : +: .. , ~ . ±J .. J . I : ; --i i -· -i i i l I · 0! ..... LL. , .......... L .... L .................... \ ............ \.... + .. ; L -~ GE> 88@J0 · 1 · .. :1 ~ '~ ··, -1. ·1:._ ·;,, 1· ·,. .1: . I. ... 1- 1· .. · I· I I I I . ~ I ' 1 1 ,';~. · Continuous Foundation Desi~n m RAM Foundation vl2.0 Callaway Golf -Ph. 3 UM· DataBase: 2K8-130B 1NTERNATCNAL Building-Code: IBC . PRIMEJob: ~--(~i> STRUCTURAL Data: 1J el) . ENGINEERS sht $ FOOTING DESIGN -AS BEAM .Footing#--~---·-1 Length (ft): · 24.67 Width (ft):_____ 3.00 · Thickness (ft): . . 2.00 Footing Orientation (deg):_ 0.00? Concrete fc (ksi): 3.bO fct (ksi): ·CODE Density (pcf): 150.00 Ee (ksi): 3320.56 Reinf. fy (ksi): 60.00 · LOADS Surcharge (ksf) Dead Load: 0.00 Live Load: . REiNFORCEMENT· Top Longitudinal Flexure R;einfo:rcement:. Bar Depth (in) --,-----------20.63 · Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.00/ 3.00 HIS 2 · 3.00/22,00 . SIS ~ ·. 22.00/24.67 S/H · Botto·m Longitudinal Flexure Reinforcement: · Bar Depth (ip.) . 20.6·3' Seg~ . Spacing Bar End Condition Num. Start/End (ft) Start/End · 1 0.00/12.00 . HIS 2 12.00/24.67 S/H Longitudinal Shear Reinforcement: Number of Shear bar legs:-~--2 Seg. Segment Num. Start/End (ft) 1 5.26/12.00 2 12.00119.41 ·Spacing (jn) NotApplic. NotApplic. 0.00 Date: 06/17/08 13:59:41 Design Code: ACB 18-02 · Top Bars 5-#5 6-#5 5-#5 Bot. Bars 5-#5 5-#5 Quantity None None Cover(in) · ·Top __ 3.00 Bottom.,.:_ 3.00 Side __ 3.00 SUPPORTED MEMBERS Columns: Location (8.3 -G.2) (8.7 -G.2) CONCRETE CAP A.CITY _Loe. Along Footing (ft): 3.00 21.67 Size W8X67 W8X67 Longitudinal Ld Co # Loe. (ft) 19.41 19.41 3.54 Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip--ft) 25.75 2 61.00 46.03 4 Column Orientation 0.00 0.00 Base Plate % (LxW) (in): 'Rigid 17.00x16.00 50 17.00x16.00 50 Transvers Ld Co # Loe. (ft) 0.00 -1 0.00 I 1· .1 I ·I:·. ·I,· .I.·,.-. ' . . II· I ·I ·1 I I .1· I , I ' ' Continuous Foundation Desi ., . r, lf\1 RAM Foundation v12.0 l X1 Callaway Golf -Ph. 3 · RAM . DataBase: 2K8-130B, · 1NTI:RNATJCN.6J. Building Code: IBC · Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) . Provided Neg. Moment (kip-ft) Req. Max. Punching Shear (kip) Provided Punching Shear (kip) . SOit CAPACITY Longitudinai Ld Co # 140.33 · -118.86 2 -167.54 74.45 8 439.0l Allowable Soil Bearing Capacity (ksf) __ ----'~ Soil Subgrade Modulus (ksf / ft)--~--- Loe. (ft) 3.54 13.00 13.00 3.00 3.00 PRIMEJob:~ STRUCTURAL Date: ~age 2/8 . ENGINEERS stit; l:LJ.t . . Date: 06/17/08 13:59:41 Design Code: ACB 18-02 Transvers Ld Co # Loe. (ft) 0.00 0,00 -0.00 . -1 0.00 -0.00 0.00 Max Unfactored Soil Bearing (ksf) . . 3.0 72.0 2.4 1.9 LdCo#Sl Max Average Unfactored Soil Bearing .(ksf) _ .. - --1·.-PRIMEJob: 1J::t,,1rw _ . I Continuous Foundation Des· tiJ1 .'l,.,~--RAM. Foundation v12.o STRUCTURAL Date:/.. 6 3;3 ENGINEERS Sht: • I age I · Callaway Golf -Ph. 3 ' __ ; ., -_ · __ R_A_M __ D_a_taB_·_a ___ se __ : -2K_8_-_13_o_B---------"------------D-at_e_: 0-6-/1_7_/0_8_13_:5_9_:4_1 .1 ,._-._ ·1· .. t ' • ' -' I I: ··1:_:·- 1· I .. .. I 1·. .1 I 1· I I , I INll:RNATCNAL Building Code: IBC Design Code: ACI318-02 · FOOTING DESIGN -AS BEAM Footing# ___ ,--.-'----· 2 Length (ft):____ 34.-67 Width{ft):---~-3.00 Tlriclmes·s @:): . 2. 00 Footing Orientation (deg):_ 90.00° Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pct): 150.00 Ee (ksi): 3320.56 Reinf. fy (ksi): 60.00 LOADS Surcharge (ksf) Dead Lo.ad: 0.00 Live Load:-0.00 REINFORCEMENT· ';fop Longitudinal Flexure Reinforcement: Bar Depth (in) --'-------~-~ 20.63 ·seg. Spacing Bar End Condition Num. Start/End (ft) _ Start/End -. 1 0.00/ 3.00 HIS 2 3 3.00/32.00 SIS 32.00/34.67 S/H ,Bottom Longitudinal Flexure Reinforcement: · Bar Depth (in) · . 20.63 Seg. ·Spacing Num. Start/End (ft) · Bar End ·Condition Start/End ·1 0.00/17.00 2 17.00/34.67 . Longitudinal Shear Reinforcement: Number of Shear bar legs: ____ 2 Seg. Segment Num. Start/End (ft) 1 5.32/17.00 2 17.00/29.35 Cover (in) -Top __ 3.00 SUPPORTED MEMBERS Columns: Location (8.9 -G.8) (8.9 -G.2) CONCRETE CAP A CITY Loe.Along Footing (ft): 3.00 31.67 HIS SIH Spacing : (in) NotApplic. NotApplic. Bottom-,-3. 00 Size W10X68 W10X68 Side __ 3.00 Column Orientation 0.00 0.00 · Top Bars 5-#5 6-#5 5-#5 Bot. Bars 5-#5 5-#5 Quantity None None Base Plate (LxW) (in): 18.50x18.00 18.50x18.00 % Rigid 50 50 Longitudinal Ld Co # Loe. (ft) 29.35 29.35 3.60 Transvers Ld Co # Loe. (ft) Req. Max Shear {kip) . 21.68 2 · Provided Shear (kip) 61.00 Req. Max Pos. Moment (kip-ft) 61.39 14 0.00 -1 0.00 I I._ ·.~. ·1' I:· --1·· ·I 1:'' ·:I· .. -. . . II I I I ·1. 1: I I ,. I E Continuous Foundation Desi n PRIMEJob: 1kf\1P ·: jf f\l . RAM Foundation v12.o · STRUCTURAL Date; ,~J,:/fJ Page 4/8 11 ~ Callaway Golf -Ph. 3 ENGINEERS $ht v_ ~ RAM. Da!~ase: 2K8-130B, · Date: 06/17/08 13:59:41 1NTERNAOCNAt Bulldmg Code: IBC · Desigri Code: ACI3 l 8-02 Longitudilial Ld Co # 140.33 Loe. (ft) Transvers Ld Co # Loe. (ft) Provided Pos. Moment (kip-fl) Req. Max Neg. Moment (kip-ft) · Provided Neg. Moment (kip-ft). Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAPACITY -107.80· 6 -167.54 78..62 6 461.43 Allowable Soil Bearing Capacity (ksf) ___ _ Soil Subgrade Modulus (ksf /ft)_~~-- Max tJnfactored Soil Bearing (ksf)-,-_ --~~ Max Average Unfactored Soil Bearing (ksf)_,._--,-- -~ . 3.0 72.0 2.7 1.8 3.60 26.00 26.00 31.67 31.67 Ld Co# 53 0.00 0.00 -0.00 ·. -1 0.00 -0.00 0.00 r 'I: ·• · ., lll""l. . Continuous Foundation De. g RAM Foundation vl2.0 · 1 · Callaway Golf -Ph. 3 .. : : .-·-' RAM DataBase: 2K8-130B • """'"""" Building Code: !BC r'· F()Ol'ING DESIGN -AS BEAM /1: Footing#_~---"--3 Length{ft): ____ 24.67 Width (ft):. 3.00 Thickness (ft): . 2.00 Footing Orientation (deg):_ 0.00° :·-.,n PRIMEJob: ~ ... ,?to STRUCTURAL Date: M Page 5/8 ENGINEERS Sht: kJi:J_ Date: 06/17/08 13:59:41 · · Design Code: ACI318-02 I! :I: Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00. Ee (ksi): 3320.56 Reinf. fy (ksi)': 60.00 LOADS . Surcharge (ksf) REINFORCEMENT ··1·: "; ' Dead Load: 0.00 Live Load: . · Top Longitudinal Flexure Reinforcement: ' ',. ,1. ,. " ' . ' ~ . . ' · · Bar Depth (in) ----,-----~---20.63 'Seg. · Spacing Bar End Condition Num. Start/E1,1d (ft) Start/End · I: .. ,_ -' ~ 1 . 0.00/ 3.00 HIS 2 · . 3.00/22.00 . SIS ,-, -_. ,• 3 · 22.00/24.67 · S/H ·-··,.··, ·,·. . ' ' , ·-,' ·Bottom Longitudinal Flexure Reinforcement:. 1.-~ I:· I Bar Depth (iti) -~--~----,----· 20.63· Seg. Spacing Bar End Condition Num. Start/End {ft) Start/End 1 0.00/12.00 HIS 2 12.00/24.67 S/H · Longitudinal Shear Reinforcement: Number of Shear bar legs: -------,-2 Seg. Segment Num. Start/End (ft) l 5.26/12.00 2 12.00/19.41 Spacing (in) · Not Applic. NotApplic. 0.00 Top Bars 5-#5 6-#5 5-#5 · Bot. Bars 5-#5 5-#5 Quantity None None I I I 1·. Cover (in) Top __ 3.00 Bottom_ 3.00 Side __ 3.00 SUPPORTED MEMBERS Columns:· Location (8.3 -G.8) (8.7 -G.8) CONCRETE CAPACITY Lo~. Along . Footing (ft): 3.00 21.67 Size W8X67 W8X67 Column Orientation 0.00 0.00 Base Plate (LxW) (in): l 7.00x16.00 l 7.00xl6.00 % Rigid 50 . 50 , Longitudinal Ld Co # Loe. (ft) 19.41 19.41 3.54 Transvers Ld Co # Loe. (ft) I Req. M.axShear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) . 25 .. 75 2 61.00 46.03 5 0.00 -1 0.00 :I ~. I .... :1: 1: ·.· ii· -1: ·: ' --:-' ·1· :' ' ' ·I: ... . , ' ,> . ; • . I. I I I: I· I ~. I '~~ Continuous Foundation Des r, l RAM Foundation vl2.0 . I Callaway Golf -Ph. 3 UM DataBase: 2K8-130B 1NTERNATJa-JAl Building Code: IBC ·' Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) · Provided Ne~. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAPACITY Longitudi~al Ld Co # -140.33 -118.86 2 -167.54 74.45 9 439.0i Loe. (ft) 3.54 13.00 13.00 3.00 3.00 PRIME Job: 1#,::l?t:V , STRUCTURAL Date:Jai..tk ENGJNEE_RS Sht: 'tw7(R:-Page 618 Date: 06/17/08 13:59:41 Design Code: ACI318-02 Transvers Ld Co # Loe. ·(ft) 0.00 . · 0.00 -0.00 · -1 o:oo . . -0.00 0.00 Allowable Soil Bearing Capadty (ksf) ---'--- Soil Subgrade Modulus (ksf / ft)_---'"----- Max Unfactored Soil Bearing (ksf) __ .,..__ __ Max Average Unfactored Soil B~aring (ksf) ~· ..__ . 3.0 72.0 2.4 1.9 Ld Co# 52 I ri1 f Continuous Foundation Des·· RAM Foundation vl2.0 · Callaway Golf -Ph. 3 DataBase: 2K8-130B :·:L. RAM .•• ' INTERNATICNAl Bµilding Code: me ' :: I ·• .. . .FOO~ING DESIGN -AS BEAM • 0 . • .Footing#_---,-____ · 4 ·1· . · . · . L~ngth (ft):· 34.67 · · · Width (ft):---'---~--3.00 .· ' · Thickness (ft); . 2.0Q PRIME Job: 2.it--t&P STRUCTURAL Date: &(P2?Page 7/8 -ENGINEERS snt: /,; If { · Date: 06/17/0 13:59:41. Design Code: ACI318-02 -I•.·· Fc 00t fogo;1e(knta~)ion3(odoeg~:-(k ") 9 c 0 "o 0 D 00 E· D . (pf) 15000 E (k ") 3320 6 · oncrete 1 c s1 : . 1ct s1 : · ens1ty c : : . . · c s1 : . .5 ,··1. I. ,~: . . ' . . ' .. . 'Reinf. fy (ksi): 60.00 · .LOADS Surcharge (ksf) REINFORCEMENT Dead Load: 0.00 Top Longitudinal Flexure Reinforcement: Live Load: Bar D_epth (in) -~----~---20.63 0.00 1· -Seg:. Spacing Bar E:11d Condition I ... ¾ . -._ . ' ' ~, .. . . . Nuin. Start/End (ft) Start/End · 1 0.00/ 3.00 HIS 2 3.00/32.00 SIS 3 32.00/34.67 S/H Bott9m Longitudinal Flexure Reinforceme:11t:. BarDepth(in) ----'----'-------20,63· .. I'.· Seg. Spacing Bar End Condition I I I ·, :1 I Num. · Start/End (ft) Start/End 1 0.00/17.00 HIS 2 17.00/34.67 S/H Longitudinal Shear Reinforcement: Number of Shear bar legs: ____ 2 Seg. Segment Nlim. Start/End (ft) 1 5.32/17.00 2 17.00/29.35 qover(in) ·Top __ · 3.00 SUPPORTED MEMBERS Columns: Locatio11 (8.1 -G.8) ·(8.1 -G.2) CONCRETE CAP A CITY ~oc. Along Footing (ft): 3.00 31;67 Spacing . (in) NotApplic. . Not Applic. Bottom_ 3.00 Size W10X68 W10X68 Side __ 3.00 Column Orientation 0.00 0.00 Top Bars 5-#5 6-#5 5-#5 Bot. Bars 5-#5 5-#5 Quantity None None Base Plate (LxW) (in): 18.50x18.00 18.50x18.00 % Rigid 50 · 50 ~ Longitudinal Lcl Co # Loe. (ft) 29.35 29.35 3.60 Transvers Ld Co # Loe. (ft)· I Reg. Max Shear (kip) Provided Shear (kip) Reg. Max Pos. Moment (kip-ft) 21.68 2 61.00 61.39 15 0.00 -1 0.00 ···1· ~. I :·I:'. 1· '-1.·' :I ·1,,· _· ·:) .. -1-_: - I -I I- .I I ~·· I 'I-., ._ Continuous Foundation Des"~-g . RAM Foundation v12.0 . . · Callaway Golf -Ph. 3 · RAM . DataBase: 2K8-130B , INTERNATK:'NAL Building Code: me ' Provided Pos. Moment (kip-ft) Req. Max Neg. Moment {kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAP A CITY Longitudinal Ld Co# ·140.33 · -107.80 7 -167.54 78.62 7 461.43 Allowable Soil Bearing Capacity (ks:Q----'---- Soil Subgrade Modulus (ksf / ft) _______ '--'- · Loe. (ft) -3.60 26.00 26.00 31.67 31.67 PRfMEJob: 1·?.V . S-~~U~~U!AI. Date: bhag~ 8/8 ENGl~ttRS Stitt ' . - Date: 06/17/08 13:59:41 Design Code: ACI318-02 Transvers· ;Ld Co # · Loe. (ft) 0.00 · 0.00 -0.00 . -1 0.00 -0.00 0.00 Ma4 Unfactored Soil Bearing (ksf) ____ _ 3.0 72.0 2.7 1.8 Ld Co# 54 Max Average Unfactored Soil Beating (ksf) __ I: . :. _, . It .·. . . i,p,,r (3 P&1~ · 1 .•.. ·.. .• . . fl-,Pflt-J.?f · ·.1:·. ·. ' c· ' • ~ ' ' ' . ..,_ .-. .I·· C ·:1:.-.... ·1 ···' .. ,, '. ~ -...- , -,• .·· . 1·: ... : . . I .. ' . :-~~·· :I· 1: ·-· ·I. ·1 I I I. ~ I · fVl?-1 U? $Ul--'41~ l_ 1ti}t1~~ · ~ .J~ e t<,,,,:/).v~v '7f~P~ .~u'='p-£.vq. 0-f~ //j t~ V ~'V f7 f ~e? t,'i? 1,, ... 0 It~ /v~ r •. i7 . l\'V vi ~ / lfle? f~r O~~ L~~ f~ vlt-~ y.,,o .P~'f C rd,v~t,~) C kvP l .< r,f e &i-'rJ,v\, {.,, ~,,,..r ~ rl4l,. I)~.~/ · .(; i,)YJ · rea~ .. 0Pf1 V'fk ft~17tf ~I~ /// vf-w1' l-()~c;, trJ~ \'/~ ~~ ~~ . . ,z.,,'7, v' ~~r,. 01 f;hv--..if~ . tGf M"' t<¼'- &-\ f e, K.tw . ~kfl.t,. -( \ o,J G-,1,(")./Vv 'Q,.~ -Qt,,~ 0--~ t(.,r? rv·'l/ l'-~ l'--19 . I( 1 14.---,0 ~'? '"' -1,,,. 0 1t;rt;'1 (? I e>v. ~ r~r P'?f' C WJV. 'r? \t l p71::- lrRESS ANALYSIS: 36LH944/5"~ T14 ...- ~00075-06 . · CALLAWAY C:. .F Ii~ LENGTH .2/ WORKING LENGTH '4.3-10 DEPTH 36 I PANLS LE= 7-6 PANL~ LE= 5-1 1/2. · FIRST HALF LE= 2-7 5 BC PANELS AT 6-0 END STRUT TILTED SPECIAL 1ST COMP : _,RS~ DIAG LE= 10.,. 1 DEPTHS LE= 36.000 '1LTIP~E LOADING: DL + LL CENTERLINE= I • 36.ooo--- EFF DEPTH 34.2 RE= 7--6 RE= 5-1 RE= 2-7 RE= 10-1 RE= 36.000 RUN ON 5-26-98 1&1f· 1/2 1r·LOAD OF 500/LBS AT PANEL PT 7 . 22. 08 'LE...- EXTRA SHEAR ADDED TO EACH WEB= 250,... 22.08'RE .IFORM TC LOAD= 944 ....-UNIFORM BC LOAD=· 0 IIIIEACTIONS Rl= +20,939.33 R2= +20,939.33. MIN SHR= 5,234.83 . TL= 41,878'. 67 --------------STRESS ANALYSIS-------·----- . MEM TC F BC F SHEAR . WEB F CSC WEB L 94.41-. · W2·. -47,857 0 18,599 · 52,034 2.760 I LTED END STRUT VlS -43, 956. :92 .. W3 -43, 956 ·~~ W4 -67,269 '4 W5 -67,269 .•. W6 -79,719 · W7 -79 719 -~ W7 -79:719 ·9 W6 -79,719 ·19 . W5 -67 t 2·69 0 W4 .-67, 269 11 . W3 -4:3,. 956 ·litiTED END STRUT .. V1S -47,857 12 W2 -47,857 SE SQ END Vl END PNL 0 56,572 56,572 74,985 74,985 81,473 81, 47-3 74,985 74, 985_ 56,572 56,572 56,572 0 -----STD V2 INTERIOR · , TC COMPRESSION= -79,719.92 4,680 13 ,-918 10-, 162 7,330 4,498 1,666 -1,666 -4,~98 -7,330 -10,162 -13,918 4,680 -18 ,-599 VERTICALS 20~939 4,680 2,832 MAX '! ·~. INT TC PANEL LENGTH= 36.00 MAX I -1 ~ 1· ?' -6 I 0.92· 1.301 44.-51 -19,122 -1.349 46.15' i5,117 1.451 '49. 65 -11,005 -·1. 451 49.65 7,600 1.451 49.65 -7,600 -1.451 49.65 -7,600 1.451 49.65 7,600 -1.451 49.65 -11,005 1.451 49.65 15,117 -1. 451. 49.65 -19,122 1.349 46.15 -6,092 -1.301 44.51 52,034 -2.760 94.41 -20,939 1.000 34.20 -6,092 1.301 44.51 -2,832 1.000 34.20 BC TENSION= 81,473.60 INT BC PANEL LENGTH= PP DISTANCE 0-2 5-1, 1/2 7-6 10-1· 13-1 . 16-1 19-1 22-. 1 25-1 28-1 -31-1 34-1· 39-0 1/2 36-8 72.00 ·1: ".""\: 36LH944/590 T14 N00075-06 CALLAWAY GOLF ·-------MULTIPLE ANALYSIS SUMMARY-------- TC .TEN TC COM BC TEN .BC COM l. 0 -47,857 0 0 . 2 ; .~ .-:~ '-. 4 '. O· -43,956 56,572 . 0 . ~. 0 -67,269 56,572 0 :·14. .o -.67, 269 74,985 0 .· 5 :. 0 -79, 719 74,985 0 6 .•. 0 -79., 719 81,473 0 11 0 -79,719 81,473 0 : 8 0 -79,719 74·, 985 0 . ~, o· -67,269 74,985 0 .10 0 -67,269 56,572 0 lj o·. -43,956 56,572 0 0 ,..4·7, 857 10,J,9.9 -10,199 ;l,3 ' .. 0 0 0 0 ·14: -, . .,. 0 0 0 0 5:: 0 0 0 . 0 W-UCIMUM UNIFORM LOAD: TOP CHORD= 944 •. . • .. _. ____ · __ CONSOLIDATE LEFT & RIGHT MEM.. TC TEN TC COM BC TEN BC COM I, 1 . 0 . -4 7 , 8 5 7, 10 , 19 9 . . -10 , 19 9 · 2 0 -43,956 56,572 0 3· · 0 -67,269 56,572 b :a,· _'i O -67,269 74,9?5 0 0 -79,719 74,985 0 ,·' -~ -79,719 81,473 0. 0 0 0 0 ·o o o o· 0 0 0 0 .7 I;:_ rIMUM ~:tFORM LOAD: TO~ CHORD= 944 I ·1. I I I ..... , I WEB TEN 52,034 0 15,117 0 7,600 0 b· · 7, 600 0 . 15,117 . ·o 52,034 0 0 0 WEB TEN 52,034 0 15,117 . 0 .7,600 0 0 0 0 ·-- WEB COM 0 -19,122 0 -11,005 0 -7,600 -7,600 0 -11,005 0 -19,122 0 -20,939 -6,092 -2_; 832 WEB COM 0 -19,122 0 -11,005 0 -7,600 -20,939 -6,092, -2,832 RUN ON 5-26-98 1·._?/ I· . ....__ MEMBER SIZ:E!S: 36LH944/590 T14. -,,:::-::AD ~LAWAY GOLF 50,000.'000 944.000 36.000 Fb = 30,000.000 79,719.922 34. 2.00 ASSUMED FORCE = UTSIDE DEPTH = ASSUMED EFF DEPTH= C = 31· AREA= 1.4380 y(x) = 0.8420 Ryy = 1.6328 Rz = 0.5920 l e: = 35 REA= 1.9270 Rx y = 0.981-0 Sl = 1.0860 Rz = 0.6910/ Ryy = 1.8365. = 2 • 31 7 0 S s = o . 9 0 23 . Q.s = o . 9 5 4 s . ICTUAL EFF DEPTH= ORRECTED LOAD TC= L/Rx = 24,861 USING 34. 1'77 GAP BETWEEN CHORD= 1. 000. 79,773.570 BC -81,528.435 1/Rz = 26.049 USING a = 2~., 437. 9 USING ID PANEL MOMENT= L = 36.00 L/Ryy= 19.601 USING L = 36.00· L = 18 .'00 W!TH FILLERS K= 0. 75 L/R= 26.04 F'e= 241/592.40 Cm= 0.96572 . 4,248.00-0.1Jt.P·ANEL POINT MOM = 8,496.000 MID PANEL fb ~ 916.693 PANEL. POINT fb · = 4,707.748 •a/Fa = 0.782 BENDING RATIO = 0.033 9lAx LOAD (FILLERS)= NO INTERIOR FILLERS 98,632.53 MAX LOAD _NO FILLER= 93,644.56 REQUIRED -.lop. CHORD mp= . 0. 81673 USING TC= 35 = 3 1/2 X -.·. . pp= 25,406.65102 MAX SHEAR CK= 10,893.17453 AT JOINT 7 .~STRESS = 28,347.85650 USING BC= 31 = 3 X 3 X · SHEAR CK= 14'., 935 .19702 AT JOINT 2 .• -END PANEL CHECK W= 9-44 . Er·uJ PANEL CHECK = LEFT END LENGTH ~IAL LOAD = 47,889.28 AX.IAL STRESS fa ~ = 17,348 .. 43 F'e . J...b· PANEL l?T = 17,125.38 fb MIO-PANEL Cm = 0.925 fa/Fa 'ANEL PT~ _29,551.2 MIO _PANEL= 0.9120 NO FILLERS = FIRST PANEL CHECK= LEFT END LENGTH lf.XaIA-L LOAD = 43,986.58 AXIAL STRESS fa ·~ = 17,348.43 F'e fb PANEL PT = .17,125·.38 fb MID-PANEL e . = 0 . 9.0 8 fa/Fa = rANEL PT= 28,538-.6 MID PANEL= 0.764.1 NO FILLERS .BOTTOM CHORD L/Rz= 121.621 TC OAL/Ryy = lf,lAX BRIDGING CHECK TC= 26.01' BC= 32.65' 3 1/2 X .• 287 .250 59.50 12,425.86 49,748.J.A =. ~,547.72 = = = = = = 0.716 L/R= 86.10 59.50 11,413.22 49, 74·9 .14 2,582.09 0.657 L/R= 86 .1.0 286.406 ~OMENT OF INERTIA= 1,930.8 LL 360= 856.4 LEN/360= 1.4611 C COMPRESSION LEFT END COMPRESSION ACTUAL= BC BRDG DIST= 27-10 MAX BRDG BC 1/ryy of 200 ~ I 10,206.86 ALiiOW= 19,630.8 NO FILLER 7/8 FOR 1/ryy BC COMP'CHECK = 27.21 RUN ON 5-26-98. ·-. ) WEB DESIGN:. 36LH944/590 T14 RUN ON 5-26-98 ~~O_O.· .7-5.,.0_6 . CALLA.WAY GOLF 1)1:) ~ _ TC= 3S = 3 1/2 X 3 1/2 X .287 BC= 31 = 3 X 3 X .250 ·1·. ------WEB DESIGN ------ NUMaER SIZE-QTY ACTUAL T ALLOW_T ACTUAL C ALLOW C WELD 1. W2 26; 2 B 52,034 56,358 0 19,246 14~2 .,· 2 W3 15 2 B. 0 29,088 19,122 20,169 · 9.1 '. 3·. W4·-i6 1 15,117 ,15,695 0 6,.704 6.6 -: 1··ws· .23 1 o 21,603 11,oos 11,485 4.o · _5: W6. 15 1 7,600 14,544 0 6,241-3.6 .1: 6 · W7 2 0 1 0 18 , 18 0 7 , 6 0 0 . 9 , 4 81 3 . 3 · . · 7 . SE. . 15 · . 18 · Vl 15 ·g ·V2 04 TOTAL-WE~D~ ··1 .. :;, ,·:·· ·1·' .. -1 '. -· ., ••• , :·· . '. 1-_ I, I I I. I . 2 B. · 1 1 204 \ \ 0 0 0 ----STANDARD .VERTICALS .---- 29, 088 2·0,939 ·. 22,754 9.9 14,544 6,491 7,401 3.1 7,908 3,230. 3,628 2.0 K = 0.75 MIN COMP= I . • ••• I: J ., I ANGLE NAME 2 X 2 X .248 1 3/4 X 1 3/4 X 1 3/4 X 1 3/4 ·x 2 X 2 X .187 1 3/4 X 1 3/4 X -2 X 2 X .156 1 3/4 X 1 3/4 X 1 3/4 X 1 3/4 X 1 1/4 ·x 1 1/4 X 0.25 .143 .155 ,143 .143 .143 .109 i. w CHRISTIAN WHEELER [~CIN[fRl:\JC September 25, 2008 Callaway Golf C\X'E 2080493.02 2180 Rutherford Road Carlsbad, California 92008-881 S Attention: SUBJECT: References: Mr. Ed Salinas FOUNDATION PLAN REVIEW, PROPOSED IMPROVEMENTS TO THE EXISTING CALLAWAY GOLF HEADQUARTERS BUILDING, 2180 RUTHERFORD ROAD, CARLSBAD, CALIFORNIA. 1) Report of Geotechnical Investigation, Proposed Two-Level Parking Garage, Callaway Golf Headquarters, 2180 Rutherford Road, Carlsbad, California, by Christian Wheeler Engineering, Report No. 2060595.01, dated August 17, 2006. 2) Report of Supplemental Geotechnical Investigation, Proposed Mezzanine Addition, Callaway Golf Headquarters, 2180 Ruthert:oi:d Road, Carlsbad, California, by Christian Wheeler Engineering, Report No. 2060595.02, dated October 4, 2006. 3) Update Report of Proposed Improvements to the Existing Callaway Golf Headquarters Building, 2180 Rutherford Road, Carlsbad, California, f?y Christian W'heeler Engineering, Report No. 2080493.01.01, dated July 18, 2008. 4) Cndated Structural Plans for: Callaway Golf Headquarters Building, Phase 3 Office Tenant Improvements, 2180 Rutherford Road, Carlsbad, California, l?Y Prime Structural Engineers. Ladies and. Gentlemen: fn accordance \vith the request of Erica Hucchinsori with Smith Consulting Architects, and per our recc,mmen<lations, \H' ha\·e reviewed rhe referenced stmctural pla1'.s in ()rder to ascertain rhat the recommendatiooi presented in the referenced repotr ha\•e been implcmentcJ. Based on rhi~ rcYiew, it i, ()Ur uptnwn that our gcott:chmcal n-cnmmt.:11Jat1<>11S hin-e been pr()perl~. mcnrp, inm-d into rhe pn>Jecr ~true rural plan,; :1!ld th:tl n,, addmonal recnmmendr111nn,-.tre nen',;,;;1n· :11 I bis time. , ..... J CWE 2080493.02 September 25, 2008 Page 2 ' If you han any questions after re·dewing this report, please do not hesitate to contact this office. This opportunity to be of professional sen·ice is sincerely appreciated. Respectfully submitted, CI-IRISTL\~ \'('HEELER ENGI~EERING D-.Rc_ Charles H. Christjan, RGE #00215 CHC:wm Distribution: (4) Smith Consulting Architects, Attention: Andrew R. Tarango · (1) Via email: andrewt@sca-sd.com (1) Via email: ericah@sca-sd.com !. , . ·, , t l I I f REPORT OF GEOTECHNICAL INVESTIGATION ' . PROPOSED GOLF BALL FACILITY LOT NUMBERS 39 AND 40 CARLSBAD RESEARCH CENTER RUTHERFORD ROAD CARLSBAD, CALIFORNIA· PREPARED FOR: CALLAWAY GOLF 2285 RUTHERFORD ROAD CARLSBAD, CALIFORNIA 92008 PREPARED BY: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 CJ3D8 r 45 I L, ! L L L L L L L L. I L t. t L- J SOUTHERN CALIFORNIA SOIL & TESTING. INC. 6180 Riverdale Street. San Diego. CA 92110 P.O. Box 600617. San Diego, C'A 92160-0627 619-280-4321. FAX. 6l9-180-47l7 October 10, 1997 Callaway Golf 2285 Rutherford Road Carlsbad, California 92008 ATTENTION: Mr. Andrew Gracey SCS&T 9711220.1 SUBJECT: Report of Geotechnical Investigation, Proposed Golf Ball Facility, Lot Numbers 39 and 40, Carlsbad Research Center, Rutherford Road, Carlsbad, California. Gentlemen: In accordance with your request and our Proposal No. 97S228, we have completed_a geotechnical investigation for the subject project. The findings and recommendations of our study are presented herewith. In general, the findings.of this stµdy indicate that the site is suitable for the proposed development. However, a combination of expansive soils, soft near-surface fill soils, and a cut/fill transition line running through the building pad were found that will require special site preparation and foundation consideration. If you have any questions after reviewing the findings and recommendations contained in the _ attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNlA SOIL & TESTING, INC. Charles H. Cliristian, R.G.E. #00215 t,. ' -.~,- r L L L ~' t~ L L t L L t L t t ,I ., '! ,,. TABLE OF CONTENTS PAGE Introduction and Project Description. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Project Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Findings ......................................................... 3 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 General Ge0logy and Subsurface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Geologic Setting and Soil Description .................................... 3 Tectonic Setting .................................................. 4 Geologic Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . 4 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Groundshakirtg . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Surface Rupture and Soil Cracking ...................................... 5 Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Liquefaction . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Tsunamis .............................................. : ........ 6 Groundwater ..................................................... 6 Other Potential Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Conclusions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ; . . . . . . . . . . . . . . . . . . . . . . . 6 Recornmendatio.ns ....... · ........... , .................................... 6 Grading · ......................................................... 6 Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Surface Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Wet Soils ....................................................... 7 Earthwork . . . . . . . . . . . ., . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Foundations . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 General . . . . . . . . . . . . . . . . . . . . . ·. . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . 8 Reinforcement . . . . . . . . . . . . . . ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Settlement Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Expansive Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Foundation Plan Review ...................... : ..... · . . . . . . . . . . . . . . . . . 8 On-Grade Slabs ..................................... ·. . . . . . . . . . . . . . . 9 Interior On-Grade Floor Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Exterior Slabs-on-Grade ................. -. . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Earth Retaining Walls ................................................ 9 t .). -~ , I.. 1. · L { L ( L L L L L L t L t. t ii 1 C • ~ !l :.. .. TABLE OF CONTENTS (continued) PAGE Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Passive Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . 9 Active Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Waterproofing and Subdrain Observation ...... ·. . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Factor of Safety ......... ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Preliminary Pavement Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Field Explorations ...................................... ·. . . . . . . . . . . . . . 11 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 FIGURE Figure 1 PLATES Plate 1 Plate 2 Plates 3-9 Plate 10 Plate 11 Plate 12 Plate 13 ATTACHMENTS Site Vicinity Map, Follows Page 1 Plot Plan Unified Soil Classification Chart Boring Logs Grain Size Distribution Consolidation Test Results "R" Value Determination Retaining Wall Subdrain Detail APPENDICES Appendix A References Appendix B Recommended Grading Specifications -Special Provisions i ' .-,1.;;>~,,. t,, t·~~ ") SOUTHERN CAUFORNIA SOIL & TESTING, INC. i . ·.,.,,,...,:r:.//'' 6280 Riverdale Street. San Diego. CA 92120 P.O. Box 600627. San Diego. CA 92 I 60,0627 619-280-4321. FAX 619-280-4717 t L t L L L L L :l L t L ..... [ :1 ! -l , GEOTECHNICAL INVESTIGATION PROPOSED GOLF BALL FACILITY LOT NUMBERS 39 AND 40, CARLSBAD RESEARCH CENTER RUTHERFORD DRIVE CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our geotechnical investigation for a proposec;l golf ball manufacturing building to be constructed on Lot Numbers 39 and 40 of Carlsbad Research Center in Carlsbad, California. The site location is shown on the following Figure Number 1. We understand that the site is to be developed by the construction of a large manufacturing building, 150,000 square feet in area, with associated paved parking. The structure will be concrete tilt-up_ construction with interior structural steel columns. The 36-foot-high building will have two stories in the front office area and will be single story in the man1..1factuting area. Shallow foundations and on-grade concrete floor slabs are anticipated. Grading is expected to consist of cuts and fills of less than about five feet from existing grade. To assist in the preparation of this report, we were provided with a site plan, prepared by Smith Consulting Architects, dated August 24, 1997. The site configuration, proposed building lay-out, original and existing contours, and the approximate locations of our subsurface explorations are shown on Plate Number 1 of this report. PROJECT SCOPE The investigation consisted of: surf~ce reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geologic literature pertaining to the site, and preparation of this report. More specifically, the intent of this analysis was to: L ·-, I L (. L L L ( -L L r . .t,. L L t L- t [, n "· I -;j .... 'l < ------ ·------... _ ... ~ ' I I ~ SOUTHERN CALIFORNIA 'W' SOIL & TESTING,INC. B-Y: CHC JOB N,UMBER: ' \ I I \ ___ _........ -·-,/ ,'. CALLAWAY ·, ............ ~· ... ., .' ... -~ .. ·~ ... -~ DATE: 10-08~97 9711220 FIGURE NO. 1 L { ..• -., L l. l .. L L L L L L t L L t t!.: ~. :I SCS&T 9711220 October 6, 1997 Page 2 a) Explore the subsurface conditions to the depths influenced by the proposed construction: b) Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which may influence the proposed construction, including bearing capacities, expansive characteris- tics, and settlement potential. c) Describe the general geology at the site including possible geologic hazards which could have an effect on the site development. d) A~dress potential construction difficulties that may be encountered due to soil conditions, groundwater, or geologic hazards, and provide preliminary recommendations concerning these problems. e) . Develop soil engineering criteria for site preparation and grading. f) Recommend an appropriate foundation system for the type of structures anticipated and develop preliminary soil engineering design criteria for the recommended foundation design. g) Provide preliminary structural sections for asphalt concrete pavement and portland cement concrete pavement. It is not within the scope of our services to perfonn laboratory tests to evaluate the chemical characteristics of the on-site soils in regard to their potentially corrosive impact to on-grade concrete and below grade improvements. If desired, we can obtain samples of representative soils and submit them to a chemical testing iaboratory for analysis. We suggest that such samples be obtained after site grading is complete and the soils that can affect concrete and other improvements are in place. Further, it should be understood that Southern California Soil and Testing, Inc. does not practice corrosion engineering. If such an analysis is necessary, we recommend that the developer retain an engineering firm that specializes in this field to consult with them on this matter. L t t t I. l L t t L L t .L -~-~ fl l-, -l ~ SCS&T 9711220 October 6, 1997 Page 3 FINDINGS SITE DESCRIPTION The project site consists of two contiguous, graded yet undeveloped, commercial parcels located adjacent to and northerly· of Rutherford Road in the Palomar Airport area of the City of Carlsbad. The site slopes gently to the southwest with elevations ranging from approximately 270 feet at the southwestern comer to approximately 290 feet at the northeastern comer. The site is ·bounded on the north by developed lots and on the east and west by graded but undevelopl?d lots. Vegetation consists of a light growth of grasses and forbs and a few shrubs, Subsurface utility lines consisting of sewer, storm drain, and water are present on the eastern portion of the lot. A storm drain manhole is present near the southeast corner of the building and an 8-inch main appears to be up.derneath the eastern end of the building as indicated on the site plan included herewith. The precise location of these features will need to be determined. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING A.ND SOlL DESCRIPTION: The subject site is locate.ct the Coastal Plains Physiographic Pro"'.ince of San Diego County and is underlain by Tertiary-age sedimentary deposits and artificial fill. Previous grading operations have removed all the pre-existing surficial soils. The grading for the subject lots was performed during the mass grading for the Carlsbad Research Center, Unit II in 1984. The observation and testing for the mass grading is believed to have been performed by San Diego Soils Engineering, Inc., however, the as-graded geotechnical reports were not available at the City of Carlsbad Engineering Office to document this. Our subsurface exploration consisted of seven large-diameter borings that were down-hole logged by a member of our engineering geology staff. A brief description of the materials encountered are presented below. Additional information is provided on the boring lots presented herewith as Plate Number 3 through 9. The Tertiary-age materials at the site are identified as part of the Eocene Santiago Formation which is represented predominantly by greenish-brown, moist, hard, sandy silty clays (claystone) and sandy clayey silts (siltstone). The northeasterly portion of the pad was constructed by making cuts into the Santiago Formation, and the formation soils are exposed at or near the existing ground surface on this portion of the site. The bedding in the Santiago F0rmation exposed· in the borings was essentially horizontal. In '·· L . L L L t. L I L l t l L t L t t ,_ . ,_ SCS&T 9711220 October 6, 1997 Page 4 addition, the contact between the fill and the native materials observed in all borings where fill material was present was clean ?f topsoil and other unsuitable materials and was relatively level. The artificial fill consists predominantly of greenish-brown, medium stiff, moist to very moist to wet, sandy, silty clay that ".Vas apparently derived from excavations made in the aforementioned Santiago Formation materials and relocated during mass grading operations. The uppermost one foot to two feet of fill appears to have decompacted and was noted to be humid and relatively soft. The fill attains a maximum thickness of approximately 15 feet near the southwestern corner of the lot and is absent in the northeastern portion of the lot where the formational soils were cut to grade. The daylight line shown on the original grading plans has been modified slightly (see accompanying Plate Number 1). TECTONIC SETTING: It should be noted that much of Southern California, including San Diego County, is characterized by a series of Quaternary-age fault zones which typically consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are tho$e which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no movement during Holocene time. The active Rose Canyon Fault Zone is located approximately 8 miles southwest of the site and several ·small, northeast trending, apparently inactive faults are present in the general vicinity of the site. Other active fault zones in the region that could possibly affect the site include the Coronado Bank, San Diego Trough, and San Clemente Fault Zones to the west; the Elsinore and San Jacinto Fault Zones to the northeast; and the Agua Blanca and San Miguel Fault Zones to the south. GEOLOGIC HAZARDS GENERAL: No geologic hazards of sufficient magnitude to preclude development of the site as we presently understand it are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable for the proposed construction. · GROUNDSHAKING: One of the most likely geologic hazards to affect the site is groundshaking as a result of movement along one of the major, active fault zones mentioned above. The maximum bedrock L. t· L L L L L L· t t L t l ( t ·:! I c •• ·r ·[ ' SCS&T 9711220 October 6, 1997 Page 5 accelerations that would be attributed to a maximum probable earthquake occurring along the nearest portion of selected fault zones that could affect the site are summarized in the following table. TABLE I Maximum Probable Maximum Bedrock Fault Zone Distance Earthquake Acceleration Rose Canyon 8 miles 6.5 magnitude 0.25 g Coronado Bank 22 miles 7.0 magnitude 0.14 g Elsinore 23 miles 1. 3 magnitude 0.15 g San Diego Trough 32 miles 7.0 magnitude 0.10 g s~ Jacinto 50 miles 7. 0 magnitude 0.06 g It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed structures. Construction in accordance with the minimum standards of the Uniform Building Code, the Structural Engineers Association of California, and other governing agencies should minimize damage due to seismic events. SURFACE RUPTURE AND SOIL CRACKING: Based on the information available to us, it is our professional opinion that no active or potentially active faults are present at the subject site proper so the site is not considered susceptible to surface rupture. The likelihood of soil cracking caused by shaking from distant sources should be considered to be nominal. SLOPE STABILITY: The site is ·identified as being in Relative Landslide Susceptibility Area 3-1 according to the Landslide Susceptibility Map prepared by the California Division of Mines and Geology. Area 3 is considered to be the "generally susceptible" area; Subarea 3-1 includes areas that contain slopes that may be at ot near their stability limits due to a combination of weak materials and steep slopes. Based on the results of our site-specific study, it appears that the slope stability problems at the subject site proper can be considered to be nominal; the native materials at the site are generally competent and a review of the available aerial photographs did not reveal the presence of topographic features interpreted as landslides. The mass grading operations for the site appear to .have satisfactorily mitigated the potential for deep-seated slope instability problems. LIQUEFACTION: The materials at the site are relatively competent and are not anticipated to be subject to liquefaction due to such factors as soil density, grain-size distribution, and lack of ground water. t. f' L t L l L L- L L L t L t i',;.; t r[ ~ ... ., l I L. • SCS&T 9711220 October 6, 1997 Page 6 TSUNAMIS: Tsunamis are great sea waves produced by a submarine earthquake or volcanic eruption. Due to the site's location, it is not subject to tsunamis. GROUNDWATER: Very moist to wet soils, as well as a few zones of seepage, were noted within both the fill and the formational soils at various depths. We do not anticipate any major groundwater related problems, either during or after construction. However, it should be noted that seepage problems often develop at a site even where not previously present. These are usually minor phenomena and are often the result of an alteration of the permeability characteristics of the soil, an alteration in drainage patterns and an increase in irrigation water .. Based on the permeability characteristics of the soil and the anticipated usage of the development, it is our opinion that any seepage problems which may occur will be minor in extent. It is further our opinion that these problems.can be most effectively handled on an individual basis, if ano when they occur. The property owner should exercise due diligence and guard against over- irrigation or a change in drainage patterns that could potentially lead to seepage problems. QTHER POTENTIAL HAZARDS: Other potential geologic hazards such as volcanoes, subsidence, or flooding should be considered to be negligible or nonexistent. CONCLUSIONS In general, no geotechnical conditions were encountered which would preclude the development of the site as presently proposed provided the recommendations presented herein are followed. The only significant geotechnical conditions encountered with respect to the development of the site for a proposed m~ufacturing building were expansive soils, a cut/fill transition within the building pad, some soils with relatively high moisture contents and relatively shallow fill material that has loosened with time since the lots were graded. These conditions ar:e addressed in the following sections of this report. RECOMMENDATIONS GRADING SITE PREPARATION: Site preparation should begin with the removal of any existing vegetation and deleterious matter from the areas of the site to be graded and/or that will support new improvements. Existing utilities that encroach into the proposed building pad such as the. water main and storm drain will need to be relocated outside of the building area. Due to a reduction in their compaction since they were I c. L l. L l... L l L fL l L [ L L [(. II 'I ., L .. ' SCS&T 9711220 October 6, 1997 · Page 7 placed, we recommend that the upper three feet of the existing fill materials in the building pad, and two feet in the proposed paved areas, be removed, moisture conditioned, and be replaced as uniformly compacted fill as determined in accordance with ASTM D-1557-91, Method A or C. The soils exposed at the bottom of the undercut excavation should be scarified to a depth of 12 inches, moisture conditioned and recompacted to at least 90 percent prior to replacing the excavated fill. Moisture conditioning should · result in a moisture content ranging from optimum to no more.than five percent over optimum. All fill s~ould be placed in thin lifts and compacted to at least 90 percent. This recommendation applies to the entire lot pad where fill exists. In the existing cut area of the building pad, the natural soils should be removed to a depth of four feet below proposed building pad grade, ot two feet below the bottom of the footings, whichever is greater, and be replaced as compacted fill. This recommendation is to eliminate the cut/fill transition within the building pad, and to allow the building to be supported entirely on fill material. The minimum horizontal extent of this removal should extend at least five feet outside the perimeter of the building. The undercut area should be sloped at least one percent towards the fill side of the pad to allow any irrigation water that infiltrates into the undercut area to drain towards the main fill area and not become trapped at the undercut contact. Prior to replacing the undercut soils, the soils exposed at the bottom of the undercut should be scarified to a depth of 12 inches, moisture conditioned arrd compacted to at least 90 percent. The excavated soils may then be replaced in the undercut excavation in thin lifts and compacted to at least 90 percent relative compaction. SURFACE DRAINAGE: It is recommended that a,11 surface drainage be .directed away from the structure and the top of slopes. Ponding of water should not be allowed adjacent to foundations or the top of slopes. WET SOILS: Some of the fill materials and some of the formational materials were found to have high moisture contents. This material will require moisture conditioning to dry it back to within optimum moisttire content to five percent over optimum moisture content prior tQ raising to construct structural fills. EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All embankments; structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to a L L L L L t l L t· l. l c- l ~ L~ SCS&T 9711220 Octob~r 6, 1997 Page 8 minimum of 90 percent of its maximum dry density. The upper twelve inches of subgrade beneath paved areas shou14 be compacted to 95 percent of its maximum dry density. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. The maximum dry density of each soil type should be determined in accordance with ASTM Test D-1557-91, Method A or C. FOUNDATIONS GENERAL: Shallow founda{ions may be utilized for the support of the proposed structure. The concrete tilt-up panels should be .supported on continuous footings as opposed to isolated pad footings. Conventional shallow foundations should have a minimum depth of 24 inches below lowest adjacent finish pad grade. A minimum width of 18 inches and 24 inches is recommended for continuous and isolated footings, respectively. · A bearing capacity of 3,000 psf may be assumed for said footings. This bearing capacity may be increased by one-third when considering wind and/or seismic forces. REINFORCEMENT: Footing reinforcement. should -be specified by the project structural engineer. However, as a minimum we recommend that both exterior and interior continuous footings be reinforced with at least two No. 5 .bars positioned near the bottom of the footing and two No. 5 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential settlements for the proposed structure will be less than one inch, provided the recommendations presented in this report are followed. It should be recognized that 'minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. EXPANSIVE CHARACTERISTICS: The anticipated foundation soils were found to be moderately to highly expansive. The recommendations presented in this report reflect this condition. FO(,JNDAUON PLAN REVIEW: It is recommended that the foundation plans be submitted to this office for review. [, . { [ [ {. L l L t· l t [- L l:. t SCS&T 9711220 October 6, 1997 Page 9 ON-GRADE SLABS INTERIOR ON-GRADE FLOOR SLAB: The thickness, reinforcing and compressive strength of the interio~ slabs in the manufacturing area should be specified by the structural engineer. However, as a minimum, we recommend that the interior concrete on-grade floor slabs should have a minimum, actual thickness of five inches in the office areas and .six inches in the manufacturing and warehouse areas. The interior slabs should be reinforced with at least No. 3 reinforcing bars placed at least at 12 inches on center each way. In office .areas or other areas that may be subject to moisture-sensitive floor covering or equipment, the slabs should be underlain by a four-inch blanket of clean, poorly graded, coarse sand. The sand should have less than ten percent passing the #100 sieve. Where moisture-sensitive floor coverings are planned, a visqueen barrier should be placed in the center of the sand layer. EXTERIOR SLABS-ON-GRADE: Exterior slabs (excluding driveways) should have a minimum thickness of five inches. Walks or slabs five feet in width should be reinforced with at least 6"x6"- W2.9xW2.9 (6"x6"-6/6) welded wire mesh, or No. 3 bars at 24 inches on center each way, and be provided with weakened plane joints. Any slabs between five and .ten feet should be provided with longitudinal weakened plane joints at the center lines. Slabs exceeding ten feet in width should be provided with weakened plane joints in accordance with American Concrete Institute Standards. EARTH RETAINING WALLS FOUNDATIONS: The recommendations provided in the foundation section of this report are also applicable to earth retaining structures. PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 300 pounds per square foot per foot of depth up to a maximum of 1,500 psf. This pressure may be increased one-third for seismic loading. The coefficie'nt of friction for concrete to soil may be assumed to be 0.35 for the resistance to lateral movement. When combining frictional and passive resistance, the former should be reduced by one-third. Tbe upper 12 inches of soil for exterior retaining walls should not be included in passive pressure calculations unless they are overlain with pavement or concrete slabs. ACTIVE PRESSURE: The active soil pressure for the design of unrestrained and restrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 45 pcf and 60 pcf, respectively. These pressures do not consider any other surcharge. If any are t·. L L L L L l L t· l L [ L- t t !l ~ .. ~-::.· .{ ;I SCS&T 9711220 October 6, 1997 Page 10 anticipated, this office should be contacted for the necessary increase in soil pressure. This value assumes a drained backfill condition. A subdrain detail is provided on the attached Plate Number 13. Waterproofing details should be provided by the project architect. WATERPROOFING AND SUBDRAIN OBSERVATION: The geotechnical engineer should be requested to verify that waterproofing has been applied and that the subdrain has been properly installed. . However, unless specifically asked to do so, we will not verify proper application of the waterproofing. BACKFILL: All backfill soils should be compacted to at least 90% relative compaction. If possible, expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturning and sliding. PRELIMINARY PAVEMENT RECOMMENDATIONS The recommended preliminary pavement sections are based on the results of "R" value tests on representative samples of the anticipated subgrade soils. The anticipated subgrade soils will consist primarily of sandy silty clays and clayey sands with relatively poor pavement support characteristics. "R" values of 5 and 30 were determined for the subgrade soils. We recommend using and "R" value of 10 for pavement design calculations. The following sections should be verified after the precise site grading is completed and "R" value tests of the actual subgrade soils are performed. Asphaltic Portland "R" Traffic Concrete/ Cement Concrete/ Value Progosed Use Index Class II Base* Class II Base* 10 Parking Areas 4.5 3.0"/7.5" 5.0"/4.0" 10 Main Driveways 6.0 3.0"/12.5" 6.0"/4.0" 10 Truck Routes 7.5 3.0"/18.0." 6.0"/8.0" * ~rushed aggregate base compacted to 95 percent over 12 inches of subgrade soil compacted to 90 percent. L· t· L l L L l l l l l [ l, t [[' l .. .:.. 11 1-. -1· SCS&T 9711220 October 6, 1997 Page 11 LIMITATIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface _soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered .. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encour1:tered during site development should be brought to the attention of the soils engineer so that he may make modifications if necessary. In addition, this office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. FIELD EXPLORATIONS Seven subsurface explorations were made at the locations indicated on the attached Plate Number 1 on September 11, 1997; These explorations consisted of borings made with a 24-inch-diameter bucket type drill rig. The field work was conducted under the observation of our engineering geology personnel. The explorations were carei\Illy logged when made. These logs are presented on the following Plates Number 3 through.9. The soils ate described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate Number 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as either very loos~, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Disturbed and "undisturbed" samples of typical and representative soils were obtained and returned to the laboratory for testing. Representative undisturbed core samples were obtained by means of a split tube sampler driven into the soils by means of the Kelley Bar on the drill rig. The number of blows required to drive the sampler one foot is indicated on the boring logs as "sampling penetration resistance." L t__· L L L l bl L L L L L. [ L L L t. t fl t ~ SCS&T 9711220 October 6, 1997 Page 12 LABORATORY TESTING Labotatory_ tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) c) d) e) MOISTURE-DENSITY: In-situ moisture contents and dry densities were determined for representative soil samples. This information: was used as an aid to classification and to permit recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the boring logs. COMPACTION TEST: The maximum dry density and optimum moisture content of-the typical foundation soil was determined in the labo~atory in accordance with ASTM Standard Test D-1557-91, Method A, The results of this test are presented below. COMPACTION TEST RESULTS Sample Number: Description: Maximum Density: Optimum Moisture Content: · B7 @ 3-5 feet Sandy Silty Clay (CL-CH) 107.9 pcf 15.3% GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for a representative sample-of the foundation soil in accordance with ASTM D422. The results of this test are presented on Plate Number 10. CONSOLIDATION TEST: Consolidation tests were performed on selected "undisturbed" samples. The consolidation apparatus was designed to accommodate a 1-inch-high by 2.375- inch or 2.500-inch diameter soil sample laterally confined by a brass ring. Porous stones were L L L L .L L l l l t L c- l t [ l[_. l[ l. .. l . l SCS&T 9711220 October 6, 1997 Page 13 f) g) placed in contact with the top and bottom of the sample to permit the addition or release of pore fluid during testing. Loads were applied to the sample in a geometric progression after vertical movement ceased, and resulting deformations were recorded. The percent consolidation is reported as the ratio of the amount of vertical compression to the original sample height. The test sample was inundated at some point in the tc=:st cycle to determine its behavior under the anticipated loads as soil moisture increases. The results of this test are presented in.the form of a curve on Plate Number 11. DIRECT SHEAR TEST: Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loa:ds and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0._05 inch per minute. The results of these tests are presented below. Sample Number B4@ 3 feet B7@ 3-5 feet DIRECT SHEAR TEST RESULTS Description Undisturbed Remolded to 90 % Angle of Internal Friction 44 degrees 31 degrees Apparent Cohesion 550 psf 225 psf EXPANSION INDEX TEST: Expansion index tests were performed on representative remolded samples of soils likely to be present at finish grade. The tests were performed on the portion of the sample passing the #4 standard sieve. The samples were brought to optimum moisture content and t:JJ.en driecl back to a constant moisture content for 12 hours at 230 .± 9 degrees Fahrenheit. The specimens were then compacted in a 4-inch-diameter mold in two equal layers by means of a tamper, then trimmed to a final height of 1 inch1 and brought to a saturation of approximately 50 percent. The specimens were placed in a consolidometer with porous stones at the top and bottom, a total normal load of 12.63 pounds (144.7 psf), was placed on the sampling and the sample was allowed to consolidate for a period of 10 minutes. The. samples were allowed to become saturated, and the change in vertical movement was recorded until the rate of expansion became nominal. The expansion index is reported below as the total vertical displacement times the fraction of the sample passing the #4 sieve times 1000 . [ . (_ -L L L L L L t L L L. SCS&T 9711220 O~tobet 6, 1997 Page 14 h) CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX 1-20 21-50 51-90 91-130 Above 130 POTENTIAL EXPANSION very low low medium high very high EXPANSION INDEX TEST RESULTS Sample Number: B5@ 1-3 feet B7@ 3-5 feet Initial Moisture Content: 15.5% 14.7% Initial Density: 92.3 pcf 94.4 pcf Final Moisture Content: 32.8%· 33.3% Expansion Index: 79 99 Classification: Medium High R-VALUEDETERMINATION: The resistance value (R-Value) of a representative soil sample was determined to provide a basis for pavement recommendations. The test was performed in accordance with California Test Method No. 301-1978, and the results of this test are presented on Plate Number 12: - t .. · L L L L L L (., L L ,(. L I L L L f!_ rl /1 ~- I / ·· SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL I. COARSE GRAINED, more than half of material is lare:er than No_ 200 sieve size_ GRA YELS CLEAN GRAVELS More than half of coarse fraction is large~ than No. 4 sieve size but smaller than 3". SANDS More than half of coarse fraction is smaller than No. 4 sieve size. GRA YELS WITH FINES (Appreciable amount of fines) CLEAN SANDS SANDS WITH FINES (Appreciable amount of tines) II. FINE GRAINED, more than half of material is ~ than No. 200 sieve size. GW GP GM GC SW SP SM SC SILTS AND CLAYS ML ¥· Liquid Limit CL OL SILTS AND CLAYS MH Liquid Limit CH greater than 50 OH HIGHLY ORGANIC SOILS PT TYPICAL NAMES Well graded gravels, gravel-sand mix;ures, little or no fines. Poorly graded gravels, gravel sand mixtures, little or no fines. Si!cy gravels, poorly graded gravel- sand-silt mixtures. Clayey gravels, poorly graded gravel- sand, clay mixtures. Well graded sand, gravelly sands, tittle or no fines. Poorly graded sands, gravelly sands, little or no tines. Silty sands, poorly graded sand and silty mixtures. Clayey sands, poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt- sand mixtures with slight plasticity. ·Inorganic clays of low to medium plasticicy, gravelly clays, sandy clays, silty clays, lean clays. Organic silts and organic silty clays or low plasticity. Inorganicsilts, micaceousordiatomaceous tine sandy or silty soils, elastic silts. Inorganicclaysofhigh plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. CK -Undisturbed chunk sample us - W~ter level at tlme of excavation or as indicated Undisturbed, driven ring sample or rube sample ~-Bulk Sample SOUTHERN CALIFORNIA SOIL & TESTING, INC. Project Name: CALLAWAY. SP -Standard penetration sample Project No. 9711220 Plate No. 2 L.· t L L L L L L L t l L- L L t I[ L :_I I I- ~ LOG OF BORING NUMBER Bl Date Drilled: 9/11/97 Logged by: _ _,:Jc:B:.=.cRC--_ Project Manager: --"'C=H=C- Equipment; ----=B:;...:U:;..;C=K=E=-T::_:;;.;R:::...IG=-' __ _ Driving Weight and Drop: KELLY BAR Surface Elevation(ft): ---2=-7:.....:4..:...:.0"--__ Depth to Water(ft): _.:..=N-=O'-=G:..:..R::...::O::....;U:::..;N;..;;..D;c;.....:..;W;..;..A_;:_;T;...;;E::..:R...:.._ __ 5 10 15 · 20 25 SUMMARY OF SUBSURFACE CONDITIONS FILL (Qaf), Green Brown, Humid to Moist, Soft SANDY SILTY CLAY (CL-CB), Upper 15 Inches Disturbed Dark Brown, Very Moist to Wet, Medium Stiff, SANDY SILTY CLAY (CL-CH) Greenish Brown and Dark Brown, Very Moist to Wet, Medium Stiff, SANDY_SILTY CLAY (CL-CH) @ 10 Feet -Seepage from Fracture on East Side @ 13 Feet -Seepage from Fracture on Southwest Side Reworked Bedrock, Wet, Medium Stiff, SANDY SILTY CLAY -1-,-H#44-;+,-,'-'-(C_L_-_C_H.c...) ~· --,--------------------' Level Contact SANTIAGO FORMATION (Ts), Green Brown, Moist, Very Hard, SANDY SILTY CLAY (Claystone, CL-ML), Moderately Fractured · @ 18 Feet -Seepage from Northeast Side Bottom at 22 Fe~t SAMPLES Q w 0:) er::: ;::i E-Cl') ::iG ...... Q .....l z ;::, ;::i 0:) us us us us CK ,-._ b >--E-~ 0 '--' ~ er::: 0 w t: 0 u.. er::: E--;::i z < Cl') er::: Cl') ~ E-;::i Cl') 0 E-0 ->--Q 0:) Cl) ,-..l 0 er::: (.) < w 0:) ~ OS .....l E- Push 25.2 98.6 R-VALUE Push 28.4 92.2 1 22.2 103.1 . °' ..l a,,.._--=---"---...,___ _____________________ .....L___L--l:___L__ _ _L__j_ _ ____j ~ SOUTHERN CALIFORNI/, w SOIL & TESTING, INC. Project No. 9711220 Plate No. Project Name: CALLAWAY SAN DIEGO 3 [.· t L (_ L L l l ~ le., .• l L ( L [. ~- [!. . ~l ~-- 1-. LOG OF BORING NUMBER B2 Date Drilled: · 9/11/97 Logged by: _...;;J-=B...;..R __ Project Manager: _....::C=H=C:::..-_ KELLY BAR Equipment: __ --=.B::..:U=-C:::.:KE=T-=-=-R=IG=---Driving Weight and Drop: Surface Elevation(ft): 277.0 Depth to Water(ft): NO GROUNDWATER 5 10 15 20 25 · SUMMARY OF SUBSURFACE CONDITIONS FILL (Qat), Green Brown, Dry to Humid, Medium Stiff, SANDY SIL TY CLAY (CL-CH) with Mudstone Fragments, Upper 14-Inches Disturbed @ 3 Feet -Moist Clean Level Contact SANTIAGO FORMATION (Ts), Green Brown, Moist, Very Hard, SANDY SILTY CLAY/SANDY CLAYEY SILT (Claystone/Siltstone) @ 23 Feet -Seepage, Slightly Fractured Bottom at 27 Feet SAMPLES us us us r' 0 0 ~ --Cl) :3: 3 co Push 1 Push 23.9 100.4 CONSOL Push 19.2 111.0 CONSOL 1 18.4 111.0 ...l "''---.--'-,----'-----------____;_--------=--------L~--1--L--L--.l..---...J £ SOUTHERN CALIFORNIA w SOIL & TESTING, INC. Project No. 9711220 Plate No. -- Project Name: CALLAWAY SAN DIEGO 4 L: t L t t t L t It l L r L L [, f1 I.:., rl I ..... § Date Drilled: 9/11/97 LOG OF BORING NUMBER B3 Logged by: -~JB~Rc..;;___ Project Manager: ---=C=H=C=----- Equipment: ----=B;...;::U::..:;C=KE=T=-R;;..;.I~G=-----'-Driving Weight and Drop: KELLY BAR Surface Elevation(ft): 283.0 Depth to Water(ft): 5 10 15 20 25 SUMMARY OF SUBSURFACE CONDITIONS FILL (Qaf), Green Brown, Humid to Moist, Medium Stiff, SANDY SILTY CLAY (CL-CH), Disturbed to 18 inches, Occasional Mudsto'ne Fragments @ 3 Feet -Moist to Very Moist @7 Feet-Wet @ 9 Feet -Very Moist -frffffH,"1',1--\ Clean Level Contact SANTIAGO FORMATION (Ts), Green Brown, Moist to Very Moist, Stiff to Very Hard, SANDY SILTY CLAY(CL-CH), Highly Fractured @ 14 Feet -Slightly Fractured, Seepa¥e Bottom at 19 Feet NO GROUNDWATER SAMPLES Cl ,,....._ ~ J:.tl E-~ ~ 0 -...., ~ CG 0 ~ E-::::> J;.I,. -E--.. ::::> z Cl) Cl) ::.e ~ E-::::> -Cl) Cl ....l 3 ->-c z ::::> 0 CG u ::::> ~ ~ ::;; Q-8; Push 23.4 102.2 us 1 21.5 103.2 CK 23.5 102.5 CK >-CG 0 E-< CG Cl.l OE-~ Cl) <w ....l E- a, .J tc..__..____.__~_..,__ ______ ---------------_L-1..__j _ _,......L___.L_ _ _L__ _ __j ~ SOUTHERN CALIFORNIA w SOIL & TESTING, INC. Project Name: Project No. 9711220 Plate No. . ' CALLAWAY SAN DIEGO 5 [, .. L L t. ( . ·L L- L L L L [ L t t ~ fl. 'f--· I LOG OF BORING NUMBER B4 Date Drilled: 9/11/97 Logged by: JBR Project Manager: CHC Equipment: BUCKET RIG Driving Weight and Drop: KELLY BAR Surface Elevation(ft): 285.0 Depth to Water(ft): NO GROUNDWATER SAMPLES c., 0 ,--. ~ >-- 0 !.Ll E-~ ~ CZ:: p:i 0 '-' ,--. ,-.l 0:: 0 !.Ll E-0 ¢::: • u SUMMARY OF SUBSURFACE CONDITiONS ::J u.. CZ:: -E- '-' ...... E---::J z -ct: ::r: ::r: Cl) ·Cl) E-;:J o:::CI) E-~ a :::.::: ~ Cl) Q~ OE- ~ ....i 0 ..... p:i Cl) !.Ll CZ:: z ::J ....i 0 -ct: !.Ll 0 c., ::J p:i p:i :B 08 ....i E- SANTIAGO FORMATION (Ts), Green Brown, Humid to Moist; Hard to Very Hard, SANDY SILTY CLAY (CL-CH), Highly Fractured to 18 Inches, Moderately to Sli~htly Fractured Below us 3 21.6 105.6 SHEAR CK 20.7 108.0 5 CK 10 .,...j.<.<==1---------------...:.----------_j Bottom at 10 Feet 15 20 25 ..J .,L...-_ __._ __ .,___,_ __ ---------------------'------..L..-...l.-....L.-_J_-_L _ _j_ __ _j . ~ SOlITHERN CALIFORNIA . w SOIL & TESTING, INC. Project No. 9711220 Plate No. Project Name: CALLAWAY SAN DIEGO 6 L. L .L L L l t L t t L [ t t ij ~- fl ·I '! LOG OF BORING NUMBER B5 Date Drilled: 9/11/97 Logg~d by: --=J=B:..:..R=---Project Manager: CHC Eqt!ipment: __ ___;;;B;;..;U::...cC=KE=T;c__;:..R:.::..IG=----Driving Weight and Drop: KELLY BAR Surface Elevation(ft): 281.0 Depth to Water(ft): _....:.N::...-:0=-----=:G::..:.R.,___,,0::...:U=N=O:::;..W=-=--:A:..:..T=E-=-=R--- g f:! 5 10 15 20 25 SUMMARY OF SUBSURFACE CONDITIONS SANTIAGO FORMATION (Ts), Green Brown; Humid to Moist, Hard to Very Hard, SANDY SILTY CLAY (CL-CH), Highly Fractured to 18 Inches, Moderately to S!ightly Fractured Below Bottom at 7 Feet SAMPLES 0 [.lJ o:i 0::: :::, r' ~ !:t:: 0 ....l z :::, :J o:i us CK r' 0 0 u... --Cl) ~ 0 ....l o:i ,.-, ~ >--~ ._, ~ 0::: [.lJ r' 0 0::: -r' :J z -< r' :::, 0::: Cl) Cl) >--C 0 r' -~f2 0 0::: (.) ~ 08 ....l r' R-VALUE RAOATIO El 2 21. l 101.7 "" ...l o:,,.__..___,__ __ _.__ ________ '--__ -----'--------.L..~__JL__i___L__.l._ _ ___J ~ SOUTHERN CALIFORNIA w SOIL & TESTING, INC. Project Name: Project No. 9711220 Plate No. • CALLAWAY SAN DIEGO 7 L,,· L l.. L L L L L- L L L [ L L t l ~- rl -- i. ~ ~ LOG OF BORING NUMBER B6 Date Drilled: 9/11/97 Logged by: _ __e:.;JB=R:..:____ Project Manager: --=C::..:.H=C- Equipment: -----=B;;..;:U:...:C=KE=T;;....;R;;..cI::....:G=------Driving Weight and Drop: KELLY BAR Surface Elevation(ft): ___ 2;;;...7--'-5--'-'.0;__ __ Depth to Water(ft): NO GROUNDWATER g- 5 SUMMARY OF SUBSURFACE CONDITIONS FILL (Qaf), Greenish Brown, Humid, Soft to Stiff, SANDY SILTY CLAY (CL-CH) SANTIAGO FORMATION (Ts), Greenish Brown, Moist, Very Hard, SANDY SILTY CLAY (CL-CH), Moderately Fractured to 4 Feet, Slightly Fractured Below SAMPLES Cl f.I.1 o::i ci::: :::, r Cl) :::.::: -Cl -l z :::, :::, o::i CK CK 10 ---+-'-'-"-'""""'f---------'-----:-------,------------1--~ Bottom at 10 Feet 15 20 25 ........ r ~ r 0 .._, ~ 0 f.I.1 t: u.. ci::: -::, z en ~ r :::, ~ 0 >-c .....1 0 ci::: u o::i :E Clo 21.0 107.8 20.9 107.9 >-ci::: 0 r <C ci::: en Or o::i en <(f.I.1 ...Jr s: ..l _cr,.__ .... ___._ __ ..__~ ___________________ ____i.__!.___..JL-.------.JL----L---___.:L--__J ~ SOUTHERN CALIFORNIA w SOIL & TESTING, INC. Project Name: Project No. 9711220 Plate No. CALLAWAY. SAN DIEGO 8 f , . ,. L L L L L L L L L L [ L t L t l_. f \ ·1--1 LOG OF BORING NUMBER B7 Date Drilled:. ___ _;9;...:.1~1=1/..,._97~---Logged by: --=J=B:.::..R:...__ Project Manager: _ _:C:c.:::Hc.,..:C:::.,.___ Equipment: ----=B:c..:U:<.,.;C=KE=T=-=R:.::..IG=·--- Surface Elevation(ft): ---=28:::;0c:..;.0=-· __ Driving Weight and Drop: KELLY BAR 5 10 15 20 25 Depth to Water(ft): SUMMARY OF SUBSURFACE CONDITIONS FILL (Qat), Green Brown, Humid to Moist,. Stiff, SANDY SILTY CLAY (CL-CH) with Mudstone Fragments Clean Level Contact SANTIAGO FORMATION (Ts), Green Brown, Humid, Very Hard, SANDY SILTY CLAY (CL-CH), Moderately Fractured to 11 Feet, Slightly Fractured Below Bottom at 14 Feet ~ SOUTHERN CALIFORNIA w SOIL & TESTING, INC. Project _Name: CALLAWAY SAN DIEGO NO GROUNDWATER SAMPLES Cl LLl E-co 0 i::i::: 0 :::, !.I.. E----Cl) C/) ~ :3: -Cl ....:l 0 z :::, ....:l :::, co co Project No. 9711220 ...-.. ~ >--~ :3: i::i::: '--' LLl E-0 i::i::: -E- :::> z <( i::i::: C/) E-:::, C/) OE- 0 >--Q co C/) i::i::: <.) <( t.Ll ~ Cl5 ....:l E- Plate No. 9 --,- ~ tn CIJ 0 0 C --f ,... ::c Ao m -f 2J m z tn -f . (') -> z ,... g.-... .,, ... 0 z 2J (') z • ... a: w ~ u. I-% w (.) a: w 0. > c_ I CD 0 -< I ti)• z I~ C 3: CD m· ::r.l .. ,<0 ~ ... ~, 1g J> -0 0 I~ I» )> .... -I (t) l't1 ; z , ... 0 ·o I --Io 0 <.,.) I (0 ..., ;~--'.~ .......---r=-- 36· 18· 2· 1· 112· 100 3• 1 ~ 112· 3/4· 3/8· 24" 12_· 5· 90 80 70 60 50 40 30 20 .---t::=--r=---, .. r---r---~ ~ U.S. STANDARD SIEVES 1/4' 110 120 HO 160 14 18 116 130 150 1100 1200 K..1-1: L;..,J"----1... NtttH4 . . ii ctM-l 1 !7t~ .-::-,.. f.t.. .. HYDROMETER (MINUTES) 2 5 30 't7}J' . . : 1: 5 tt:IJ ... D_. ... _;____ . · j:',,.;I _: • :1 : -~ ~- ::1::1 J~t ... .. :: ~-~ 180 r="'~ 1440 -, 1~-40 10 I l I u F I :1 I ~ ·I I H I :1 i: I :. 1: r n 111 1: I I : I I : I 1:11 n :1 t : I : II 1:11 ~ 1I I : I u 111 I I: I . r:::61 o , , • , , , • " , , , , , , , , ,, , , 1 , , , , . , 11 , , t , , 1 , 1111 1;1 t 1 1 1111 1 1 r 1 1 987654 3 2 987654 3 2 987654 3 2 987654 3 2 987654 3 2· 987654 3 2 1000 100 10 1.0 0.1 .01 I BOULDER : COBBLE . J (12") GRAVEL: COARSE J FINE 3• 3/4" GRAIN SIZE (mm) PARTICLE SIZE LIMITS SAND COARSE I MEDIUM ANE No.4 No. 10 No.40 U.S. STANDARD SIEVE SIZE -----------B5 @ 1 '-3' B7 @ 3'-5' SILT OR CLAY No. 200 .001 =----~ (50Gm) {100Gm) ... -z 0 j:: 0 -'g -0 UJ ..J < -r.) Y' L L L '·" '·--~ L. L t L (. . , I : ~; !l LI ll 1 r\ L.J 11 ...... C a> C) ,_ a> 0. z 0 ~ 0 ...J 0 (J) z 0 (.) 0 1 2 3 ·O 1 2 3 0.1 ., 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 I I I I I I I. I I I I ·1 I I I I I I I I I I I I I I I I I I 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 .. , -!..Ill ~~ ------- 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 j 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 I r I I I I I. I I I I I I I I I I I I I I I 0,5 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 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 I ,_ --I I • .,. -, -----I • • •• • I I I I I I -I. • • --· I . r -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 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 -....... -..J.. I· I. I I I I I I ---I '· I I I "-1 I I I I I I I I _, I I I I I .... I . I .,..,, . l I I I I I T , ....... --i I I ---:-----• L I I I I I . I I ·-.. :ti -. -. I I I I ---. - I I I I I I I I I I .,,... .... ·----ll LI • • , . --__ ,. ·-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 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 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 1.0 5 10 -f 50 LOAD kips /sq.ft. rt I :f[f--~-,-SJ-[-.--.S-~-O-l::_!_~-E-ER_S_~_I_NC_G_A_~ .... IA_F...,..~-~-N-IN-l~-.-8-Y--c-H_C ____ C_A_l_L_A: ..... A-;E_y_1_0 __ --1_n __ -,,.-7------1 ease RIVEROALE STREET I I.I ;:, BAN OIEGO, CALIFO.RNIA Bli!11i!C JOB NO. 9711220 Plate No. 1 i l' L l L L ~ ' , I f ·L l l l L L L ·L l t 1[ L [[_. ft ;[ : - < ~~ . SAMPLE: R-2 TEST SPECIMAN A B C D E DATE TESTED 09-26-97 z Compactor Air Pressure psi 70 zo lnif ial Moisture % 8.3 w--:E~ Moisture at Colllpaction % 22.1 -o (.) -~ a: Briquette Height_ in. 2.38 (l)m pcf 102.2 i1: Density EXUDATION PRESSURE psi 770 .,· EXPANSION PRESSURE DIAL I a: f?h at 1CXXJ pounds psi ..J w Ph at 2CXXJ pounds psi iii I-:4:W Displacement turns I-' :E (/) 0 "R"Value CORRECTED "R" VALUE "R" VALUE AT 300 PSI EXUDATION PRESSURE = Less than 5 Sampled exuded from mold during exudation 100 90 ·GRAIN SIZE DISTRIBUTION SIEVE AS RE_CEIYED AS TESTED 3 80 2~ 2 1~ 70 1 ¾ ½ 60 ~8 #4 w ::::, #8 ..J #16 ~ 50 . #30 f' #50 40 #100 #200 .05mm 30 .005mm .001mm .. LIQUID LIMIT · 20 PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 10 0 800 700 600 500 400 300 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA CALLAWAY SOIL & TESTING, INC. BY CHC DATE 10-03-97 82B0 RIVEROALE STREET SAN OIEQO, CALIFOANIA SIR1i!O JOB NO. 9711220 Plate No. 12 --· r L ! : , I I l ·. I ' ., ! . ; I ;,· r ! -L I r w L r--L L ' l . L L I... I ll . i' rl 1· . . SAMPLE: R-2 TEST SPECIMAN A B C D E DATE TESTED 09-19-97 09-19-97 09-19-97 z Compactor Air Pressu_re psi 150 250 350 zo Initial Moisture % 17.4 ·17 .4 17.4 w p:; ;gj Moisture at Compaction % 25 .. 6 23.9 22.8 (.) -w a: Briquette Height in. 2.62 2.53 2.49 a. lil Cl) if. Density pct 97.6 100.5 102.6 EXUDATION PRESSURE psi 220 535 755 EXPANSION PRESSURE DIAL 74 333 108 Ph at 10CO pounds psi 43 28 17 I IJ: :::! I:! Ph at 20CO pounds psi 109 84 63 lil w 3.55 3.30 -3.30 ~~ Displacement turns Cl) 0 "R"Value 25 40 54 CORRECTED "R" VALUE 27 40. 54 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 30 100 90 GRAIN SIZE DISTRIBUTION SIEVE AS_ RECEIVED AS TESTED 3 2½ 80 -2 1½ 70 1 ¾ 1/2 60 o/s . #4 w #8 :::::, ...I #16 ~ 50 #30 • . fC #50 40 . #100 #200 .05mm 30 .005mm .001mm LIQUID LIMIT 20 PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 10 0 806 700 600 500 400 300 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA CALLAWAY SOIL & TESTING , INC. BY CHC DATE 10-02-97 ease RIVEROALE STREET BAN DIEGO, CAL"IFORNIA Sli!"IRO JOB NO. 9711220 Plate No. 13 I l. ( I L I ,. . APPENDIX A l_,_:,,. ::, [ L: I I L L L ·t L L- l L L; L L· t.. ( ' r! ,. SCS&T 9711220 October 10, 1997 Appendix A, Page 1 REFERENCES Anderson, J.G.; Rockwell, R.K. and Agnew, D.C., 1989, "Past and Possible Future Earthquakes of Significance to the San Diego Region," Earthquake Spectra, Volume 5, No. 2, 1989. Eisenberg, L.l., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County in On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists Annual Field Trip Guidebook, Editor: P .L. Abbott Jennings, C. W., 1975, Fault Map of California, California Division of Mines and Geology, Map No.1, Scale 1 :750,000. Kern, P., 1989, Earthquakes and Faults in San Diego County, Pickle Press, 73 pp. Mualchin, L., Jones, A.L., 1992, Peak Accelerations from Maximum Credible Earthquakes in California (Rock and Stiff-Soil Sites), California Department of Conservation, DMG Open-File Report 92-1. Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, California Division of Mines and Geology Open-File Report 96-02. Tan, S.S., 1995, Landslide Hazards in the Northern Part of the San biego Metropolitan Area, San Diego County, California, California Divisjon of Mines and Geology (?pen-File Report 95-03. Tremain, J.A .. , 1993, The Rose Canyon Fault Zone, Southern California, California Division of Mines and Geology Open-File Report 93-02. Wesnousky, S.G., 1986, "Earthquakes,. Quaternary Faults, and Seismic Hazards in California," in Journal of Geophysical Research, Vol. 91, No. Bl2, pp 12,587 to 12,631, November 1986. TOPOGRAPffiC MAPS County of San Diego, 1975, Map Sheet 350-1683; Scale: 1 inch = 200 feet. U.S. Geological Survey, 1948, 7 ½ Minute Topographic Maps, San Luis Rey Quadrangle. r ; . t.J' l ! l.- l . I . (.., ! I L. [ . I . LU L L l., L. L L I ~ L t..· I r .. I [-- ·" SCS&T 9711220 October 8, 1997 Appendix A, Page 2 U.S. Geological Survey, 1968, 7 ½ Minute Topographic Maps, San.Luis Rey Quadrangle. U.S. Geological Survey, 1975 (Photo-revised), 7 ½ Minute Topographic Maps, San Luis Rey Quadrangle. AERIAL PHOTOGRAPHS ' San Diego County, 1928, Photographs 30D-4 and 30D-5; Scale: 1 inch = 1000 feet (approximate). San Diego County, 1967, Photographs 172 and 173; Scale: 1 inch = 1000 feet (approximate). San Diego County, 1070, Flight 4, Photographs 17 and 18; Scale: 1 inch = 1000 feet (approximate). San Diego County, 1974, Flight 33, Photographs 15 and 16; Scale: 1 inch = 1000 feet (apprnximate) San Diego-County, 1978, Flight 16B, Photographs 29 and 30; Scale: 1 inch = 1000 feet (approximate). San Diego County, 1983, Photographs 538 _and 539; Scale: 1 inch = 2000 feet (approximate). San Diego County, 1989, Photographs 1-213 and 1-215; Scale: 1 inch = 2000 feet (approximate). United States Department of Agriculture, 1953, Photos AXN-8M, 15 and 16, Scale: 1 inch = 1700 feet (approximate). [ .~ APPENDIX B .( ) . \_ I I t.. l I ! I t. • SCS&T 9711220 Septemb~r 30, 1997 Appendix B, Page 1 PROPOSED GOLF BALL FACILITY LOT NUMBERS 39 AND 40, CARLSBAD RESEARCH CENTER RECOMMENDED GRADING SPECIFICATIONS -GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establisµ procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case _of conflict. These specifications shall only be used in conjunction with the g~otechnical report ·for which they are a part. No deviation from these specifications will be allowed, except where specified in th~ geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotethnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that my may provided his opinion as to whether or not the work was accomplished as .specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provided these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report .are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: f ; w .. t .. ; I ; l . l ' t ! ; L I ; t,.; L L L l. L L L- L L L t ' lt 11~ · C ( { ,,,,, SCS&T 9711220 September 30, 1997 Maximum Density & Optimum Moisture Content -ASTM D-1557-91 Density of Soil In-Place -ASTM D-1556-90 or ASTM D-2922 Appendix B, Page 2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched.. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 fe~t wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (20 percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be · compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necess3:ry by the Geo technical Engineer. _Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned ben~ath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The ·resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the ~equirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. l ! .~ . ·:J r L j ·, l ! . l : I L L L L L L L L· L- L t rL I !!. t .. i ,.,,,, SCS&T 9711220 September 30, 1997 Appendix B, Page 3 All water wells which will be abandoned should be backfiHed and capped in accordance to the requirements set forth by the Geotechnical ·Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granuiar soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroug~ly mixed with other soils to provide satisfactory fill material,. but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shalI be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thic~ess. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified.degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should eithe.r be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in ei~her the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing .of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the [ .. ~, ' L j t:, ( L r ! l: ( L L L· L L.-,., L ( L- L I L i. 11 . t.\ i w· rl \ +-~ SCS&T 9711220 September 30, 1997 Appendix B, Page 4 Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engine~r and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over- built and cut-back to finish contours after .the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geo technical Engineer is of the opinion that the slopes. will be surficiall y stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shaU rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavate~ in rock or lithified formational material during the grading operations at intervals detennined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse n&ture, unfavorably inclined bedding, joints or fault planes are encountered during grading,, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless· otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. l} [--~ ·' [ 1 ~ L· L {_ . l~.: Li L~ C L L l L l-· [ _· SCS&T 9711220 September 30, 1997 Appendix B, Page 5 ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weatl:J.er conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS -SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted ·natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot ' subgrade,. the upper six inches should be compacted to at le~st 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standafd 29-C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between _cut and fill ~ccur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. . ·, : -.\ .. POOR . . . - .·.· .QUALITY . · 1·, J. ~ ~ r, : f. . ' · · O·RIGINAL S . . -~:: . CYCLONE XHE® Model BTH 120-250(A) SERIES 970 AND 973 COMMERCIAL GAS WATER HEATER rr=a=====EF!!!!!!FICIE!!!!!!NCY~ GAS-FIRED POWER BURNER ® rffia FORDOMESTICHOTWATER C ®l US • INSTALLATION • OPERATION • SERVICE • MAINTENANCE• LIMITED WARRANTY A WARNING: If the information in these · instructions is not followed exactly, a fire or explosion may result causing property damage, personal injury or death. · Do not store or use gasoline or other flammable vapors and liquids in the vicinity of this or any other app~iance. -WHAT TO DO IF YOU SMELL GAS: • Do not try to light any appliance. • Do not touch any electrical switch; do not use any phone in your building. • Immediately call your gas supplier from a neighbor's phone. FoUow the gas supplier's instructions. • If you cannot reach your gas supplier, call the fire department. -·Installation and service must be performed by a qualified installer, service agency or the gas supplier. Thank you for buying this energy efficieht water heater from A.O. Smith Water Prodµcts Company. We appreciate your confidence in our products. AcAUTION . TEXT IN BLACK BOLD TYPE OR UNDERLINED CONTAINS INFORMATION RELATIVE TO YOUR SAFETY. PLEASE REAP THOROUGHLY BEFORE INSTALLING AND USING THIS APPLIANCE. PLACE THESE INSTRUCTIONS ADJACENT TO HEATERAND NOTIFY OWNER TO KEEP FORFUTURE REFERENCE. PRINTED IN U.SA 1104 &c@c~~DvlJ:8 WATER PRODUCTS COMPANY A DivlSION OF A.O. SMITH CORPORATION Mc BEE, SOUTH CAROLINA PART NO. 196145-001 CYCLONE XHE BTH 120 • 250 ROUGH-IN-DIMENSIONS TOPVIEW GAS VALVE PIPING BTH-120 1/2"NPT BTH-150, 199 &250 3/4"NPT 6.~0" / 16cmj Table 1. RECOVERY CAPACITIES· NATURAL·GAS/ L.P. 27,75" 170.5cm OUTSIDE DIAMETER WATER OUTLET 11/2" NPT HEIGHT TO WATER OUTLET AND GAS VALVE INLET (IN BACK) 75.50" I 192cm 55,50" / 141cm (1200NLY) 64.50" 1164cm 44.50" / 113cm (1200NLY) WATER INLET 1112" NPT A""'"'"" .. ,, (~ ' ffi -2.93" I 7.5cm 7.50" 119cm Approx. TEMPERATURE RISE-DEGREES "F-GALLONS PER HOUR Input Gallon Model BTU/Hr. Capacity 30 40 50 80 70 80 90 100 110 120 130 140 BTH-:t20. 125,000 Nat 60 475 366 285 237 203 178 1.58 142 129 119 110 102 BTH-120 120,000 L.P. 60 456 342 274 228 195 171 152 137 124 114 105 98 BTH-150 150,000 Nat. 100 570 427 .342 285 244 214 190 171 155 142 132 122 BTH -150 150,000 L.P. 100 570 427 342 285 244 214 190 171 155 142 132 122 BTH-199 19,9,900 Nat. 100 759 569 458 380 325 285 253 228 207 190 175 163 BTH-199 185,000 L.P. 100 703 527 422 351 301' 263 234 211 19.2 176 162 151 BTH-.250 240,000 Nat. 100 912 . 684 647 456 391 342 304 274 248 228 210 195 Approx. TEMPERATURE RISE-DEGREES •c. LITERS PER HOUR Input Liter Model kW Capacity 11·c 22°c 2s·c 33•c 39•c 44•c so·c ss•c s1•c s1•c 12°c 1s0c 8TH -120 37 Nat. 227 1798 1348 1079 898 768. 674 598 538 488 450 416 386 BTH-120 35 L.P. 227 1726 1295 1037• 863 738 647 576 519 469 432 397 371 BTH-160 44Nat. 379 2158 1616 1295 1079 924 810 719 647 587 538 600 462 BTH -150 44 L.P. 379 2158 1618 1295 1079 924 810 719 647 _587 638 500 462 , BTH-199 58 Nat. 379 2873 2154 1726 · 1438 1230 1079 958 863 784 719 662 617 BTH-199 54 L.P. 379 2661 1995· 1597 1329 11;i9 996 886 799 727 666 613 572 BTH-250 70Nat. 379 3452 2689 2071 1726 1480 1295 1151 1037 939 863 795 738 Recovery capacities are based on heater performance at 94% thermal efftciency. FOREWORD These designs comply with the latest version of the American National Standard for Gas Water Heaters. vo1uroit Ill, ANSI 221.10.3 / CSA 4.3 M 98 as an-automatic circulating tank water heater, and automatic·storage water heaters. Detailed instalfation diagrams are found in this manual. Titese diagrams wlll serve to provide the installer with a reference for the materials and methods of plplng necessary. It is highly essential that all water, gas piping and wiring be installed as shown on the diagrams. Particular attention should be given to the Installation of thermometers at the locations indicated on the diagrams as these are necessary for checking the proper functlonin~ of the heater. 2 In addition to these instructions, the equipment shall be installed in accordance with those installation regulations in force In the local area where the installation is to be made. These shall be carefully followed in all cases. Authorities having jurisdiction should be consulted before Installations are made. In the absence of local codes, the inst!;!llatlon must comply with the latest editions of the National Fuel Gas Code. ANSI 2223.1/NFPA 54 and the Na~onal Electric Code, NFPA 70 CAN/CSA 149.1 or .2 and CSA2C22.1. The former is available from the CSA lntemational, 8501 East Pleasant Valley Ro?,d, Cleveland, OH 44131, and both documents are available from the National Fire ProtectionAi;sociation, 1 Batterymarch Park, Quincy, MA 02269. . ' ' _Qf:µtpte!'.'·o -ColdcWat-e:f:' Systems Table 5-1 · Dn$placemeriitaType Meters.Meettng AWWA. Spi:Jcl'iik:ait~ons-. · F!ow~l?ressure Loss Averages Recommended for . · Recommended Design Continuous Flow,:_ S!z_e, Maximum Capacity;_ Criteria-SO% 50%of in. AWWA Flow Criteria of fl/la,:_ir,lUm Capaclt).r Maximum Capacity (mm} -gpm (Lis) psi (k?a} 9pm {Us) psi {k~a}. · gpm (Lis)· -psi (k?a} %x¾ (16 X: 19.i) 20 (1.26) i 0.4-(71. 76) 16 ·(1.0o) 6.1 (42.19) 10 (0.63) 1.0 (6.9) .¾ (1_9.1) ! 30. (1.89). 10.6 (73:13) 24 (i.51) 6.9 (47.61) 1.5 (0.95) 1.05 (7.24) 1 (25.4)" 50 (3'.15)--9.3 (64.14) 40. {2'.52) 6.3 (43.47) . 25 (1.58) 1.0 (6.9) 1½ (38.:1) 100 (6.30} 11.3 (77:10) . 80 (5.05) 8.6 {59.34) 50 (3.15) 0.9 (6.21) 2 (50.8) · 160 (10.08) 10.4 (?.qS} 128. (8.08) 6.~ .{44.85) 80 (5.04-) 0.5 (3.4$) . . 3 (76.2) · 300 ·(18.93) 1_3.1. (90.39). 240 (15.14) 8.3 (57.27) 150 (9.46) 1.1 (7.59) S~utce:AWWA S~ndard M22.· . . ~. Tab!e &-2 Compound-Type Meter~ Meeting AWWA Spsomcaitions- Fftowa?ress~re Loss Ai,eraigies . Recommendied for Recomm.ended Design Continuous Fio.w- Size Mamimum · Capacity-Criteria-BO% .50%or in. Aifi!WA Flow -Criteria ·of Maximum Cap~city flfiaximum Capacity {mm)' . gpm {Lis) psi {k:Pa) gpm (Us)· psi {!iPa) gpm {Lis) psi {i,?a) --0(30) 160 .{10.08) 9.2 .(~3.48) fjJa 1 (8.07) 6,1 (42.09) 80 (5.04) 2.6 (17.94) 3 (80). 320 (20.19) 13.4 (92.46) · 250 (15.77} 8.9 {61.36) . ."160 (10.08) 4.2 (28.98) 4 (100) 5~0 (31,.54) . 9.6 (66.24.)-400 (25.23) 6.3 (4~.4i'.) _. 250 (15.77) . 3.5 (24.15) 6 (150) . 1 ?,00 (~3_.09) 9.4 (64.86) 800 (50.46.) · ·5_9 (40.02j . 500 (31.54) 2.5 (17.25) S-(203) .160q (100.94) . '1'2.0 (82.8) 1280 (80.75) ,7,8 (53.82) 800 (50.46) . 4.0 {27.60) Source:AWWA Standard M22. TSJbre 5~3 Turbine-Type M$iers M~etkog AJf_1,wA· SpiecPficait1ons-- FlowaPr~ssitire loss Averages . S12e in: (mm.} 2 (50) 3 (80) ·ooJ · 6 (150)"-;; Maximum Capacity- .AW-WA Flow ·criteria . gpm (k's} . psi (kPs) 160 (:!0.Q8) ,5, i; (?.i /"\t=\. .!~-\:""" • __ ...,, • 350 (22.37) .. 4:6 {31.74:) 600 .(37·.85) ' 3.5 "(24.15) 1250 (78._8_6) 3_.5_ (24.15) Sr::,_r..:,vs:f!:.WWA: Standard h-122. Recommended Design Criteria-SP% cf .1\/iaxi_mum ·capacity gpm (Li's)' . psf (kPa} Jr-,~ ,..., ........ ~ · 2.8 ("i~.32). l.::.U \J-Of} 2ao· (17.66) 3.'0 (20.68) • 480 .(30.28) ,T 2:1 (i~.5) moo (6s,oe)" ·2.0 {13:8) ... , •, . R~commeni::led rot' Continuous Flow- . . 50%of · Maximum Capacit1r gpm (!.ls} psi (kf:'a} . ·. 80 (5.04) 1.0 "(6.9) -175 '(1·1.04) 1.2 (8.3)" 300 _(lB.93) o:a_(S.5) 625 (39:4~) ·0'.7 (4.9) 117 Brands of .Meters Avgs. 6 6 6 6 6 3 Brancfo of Meters Ai!gS. 3 5 5 4 3 Brands of Tu'ieters Avgs. 5 ·A .,. 4 4 . ' -~ ,· I. . :.!:}~:· yr,, .. ,. J!!t ··.1;.;;·y_ .. _; ~:-. .. . . -~ ... :-· _:_:--~: . .._. ;. ·-~ ···. . ·:··:_: (;·· ill '. ,. WAT-ER Pl-PE SIZE.S PIPE SIZE 1/2" 3/4" '·1 1.5 :'· 2:. GPM 'o:t.:· 1 ·.,.·1. ··.' FT/SEC .. :_::1 . · .. 1.5 :=is{ .FT . \{:: · 0 .. ,. ,,,.,.,~-. FV \f':; O GPM '·.-2::i°.: 3 FTiSEC i-:,1l;s11 . 2· FT {.{.~~~? .. FV GPM <J:;~ 1" FT/SEC ,.-.<Q:.;,,; FT /Tj;-'t FV ;·· GPM /l6? . , .1-1/2", FT/SEC :}!f.5 .. , . .FT \~f.· FV .. 0 .. GPM ·:,~fi 2" 3" . ·_4"· 5ft /-secorid·maximum 8ft / second maximum fnfbrmat!on based on CPC 2001, chart A-4, Type "L" copper ; ;,gt: 10 11'·· 12 10 7 13 0 20 8 30 ·.11.ff 6 $(!,fftFDVliJ'.. f/!..O~l~e-tJ t?, ¥ DeAJµLf-,e f{!,,/flrflP 1 ~ tJ F f1Cfll/Zt_A1Je . . a, ~Sl)C/ frTF-5 /IG CtJO/Z/)!Pk.ie?J Wn1f' .~LEN AO fl /I){?/<. ,or b~6ll-·; / f ' COMMUNITY FACILITIES DISTRICT No. 1 NON-RESIDENTIAL CE·RTIFtCATE: NON~RESIDE;NTfAL LAND OWNER, PLEASE READ' 'THIS OPTION CAREFULLY AND ~E $URE YOU THOROUGHLY UNDERSTAND BEFORE. SIGNIN<3, THE OPTION ·YOU CHO$!;'. WILL AFFECT YOUR PAYMENT OF THE. DEYELOPE;Q' SPI;OIAL TAX ASSES$ED ON YO.UR PROPER.'TY. THIS OPTION IS .AVAILABLE ONLY AT THE T.IME OF THE. FIRST BUILDING PE:RMIT ISSUANCE. PROPERTY .OWNER.SIGNATURE IS REQUIR.EO BEFORE SIGNING. YOUR SIGNATURE IS . coNFIRMING 'THE Ac;:cuRAcr O.FAL,i:. rNFORtviAtioN SHOWN. · · · CAL,.I,.AWAY GOL.iF NAME OF OWNER 41.80 RUTHERFORD RD . ADORES$ c.ARJ..,$.BAO CA CiTY, STAT-E TELEPHONE: -CARLSBAD, CA CITY, EiT An: 2 J 2 070 2p 00 ... 9~0Q8. ZIP . ASS.ESSORPARGEL NUMBER(S) ORAPl'.(j(S) AN1YL,9:r·NuMBj::RS(S), IF· ~QT-YET $UBDIVIDEP BY COUNlYASSESSOR 0.808'145·1 . . BUILDING PERMIT NUMBE;R(S) .. AS Cl'T'ED BY ORDINANCE Nb, N&.155 AND ADOP'PED l;:IY'THE CITY Of CARI-SBA!;), CALIFORNIA, 'THE GITY JS,AUTHORIZED TO· L\:'.VY A SPECIAL TAX IN t::6MMUNITY FACILITIES DISTRICT No. 1 . ALL NON,RES(OENTIAL PROPERTY; .UPON tHE ISSUANCE OP A i3U(LDiNG PERMfT, SHALL HA'lE THE OPTION T0 {1) PAY THE SPECIAL DEVELOPMENT 'TAX ONE TIME OR (2) ASSUME THE ANN WAL SPEG::IAL TAX . ..:.:. ogvELOPEb. PROPERTY 'FQR A P.E;RIQQ NOT To EXCEED TWENTY- P!YE (25) YEARS.PLEASE INDICATEYOtJR CHOJCE,BY.INITIALIZING THE APPROPRIATE LiNE BELOW: OPTION (l}: I ELECT TO' PAY THE SPECI TAX'• ~NE TIME NOW, AS A ONE~TIME PAYMENT. ll.l,. __ sP,·:9,·,,1At,TAX: $' 1 ;:1 oa.:es OWNER'SINITIA~, ·-1,;~_, .Jft, {#I . _ QPTlbN (2J: I ELECT TO PAY THE SP.ECIAL;DEVELOPMENT TAX ANNUALLY FOR A PERIOD NOTTO EXCEE;D TWENTY-Fl~-~~~ . MAXIMUM ANNU~:AL.T~ OWNER'S INITIALS · ! DO HEREBY CERTIFY UNDER PEr':'A_LT:'f Qt PE~~URY'THAT THE UNDERSIGNED IS THE PROPERTY OWNEROFTHE.SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY W.rfH THE PROVISION AS·$1ATED· ABOVE.. . . -. <)~~ jj. /),~-c-~~ o/ F~e-,/,h·~-5-~~~ER TITLE 44t~ /1/t:?jtr 5:>:/ .. 1/2:~ 1/? PRiNT NAK,¢ _D,....A--T..a.,E,.._---,,..7 ----------- THE CITY OF CARLSBAD HAS NOT.INDEPENDENTLY VERIF:!ED THE INFORMATION SHOWN ABOVE. THERE.FORE, WE ACCEPT N9 RESPONSJBlUT'( AS TO THC:A<:;:Ct.;JR.A€Y 'QftCOMPLETENESS·OF THIS INFORMATION, LAND USE, FY, FACTORIND/COM 5/91 O.SOQ7 X-SQUARE FT. 138!:?= 1,108.96 .;, 7 - City of ·Carlsbad CERTIFICATE OF .COMPLIANCE PAYMENT .OF SCHOOL FEi;S b'.R OTHER MITIGATION This form must be· compl~ed by the ()ity, the applicant; ~nd tM apptopriate school districts and returned to the Ci_o/ prior:JP'issuin·g a bu_ilding_ permit. The· City will n_ot-i$su_e any f;>uildJhg _permit Without a· completed. school fee form. Proj~ct N;ime·: CAL~AWAY ~QLF ---~~---------~-------------- Bµilding Per,mit Pl~n Che:ck Number: Proj,ect Address:. Proj'ect Applicant (Owner:Name): Project D(?scripfiqn:· Building Type:. C.f:3.081451 2180 RUTHERfQ~D RD 212 0.10_ 2s: oo CALLAWAY. GOLF . NEW' ~EZZ4NINE FOR OFFICE lf$E 58 .New Owelling ,Vni_ts . Second .. QWelling Unit:_ Residential Additions: Sqµ~r~_Feet-of Li:ving Are~ in N~wJlWelling sguare F~et of Living Area in sou Net Square Feet Nev.rArea. Commerqial{Jnqustrial: 1,3-85.Sq.Uate F~et Floor Area City Certification. of Applicant .Information: ·car.l$~·ad Upified SchoolPistrict 6225 Ef Camino Real -C,~!sb~d CA 92009 (33-1-5()0()) Encinitas Union School Disfricf 101 South Rancho Santa Fe-Rd Encinitas; CA 92024 (944·4300 ext 166) ,_. ista Unified.SC:h.oolDistrict· 34-ArcadiaDrive .. Vista-CA 92Q83 (726-2_170)- San Dieguito Union High.SchoorDistrict 710 En<;il;fi~'.Blv_c{. Encinitas, CA: 92024 (7~3-'6491) Date: 09/09/2008· S~n.Marcos.Unified School District· 215.Mat1! Way· San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (BY Appt. Qnl } C~rtificatitm, of-Applicant/Owners. Th\:! person executing this declaration ,('!O.wner") ·certifies under penalty.of perjury that (1) the information provided above is correct and true to the _best ·of the O.y,1iier's kn-owledg1;, and th.at the Own!;lr will filer an amended cert.ific.ation of payment and pi;ty. the· additional ·fee if Owner requests an increase in the numb$t of dwelli_ng units or square, fopta,ge after the building p~rmif is issued or 'if the-jni!ic!! det¢rmi.riation of unifs or sqµare·footc!ge is found to be incorrect; and that (2) the owner is the owneride eloper of the above described project(s), or that the person exeeutihg this declaration is •~thorized to •ign ~n behalf, of tO wner. ----------. / I/ ~~ S1~nature: -c;...,..----~;,,,,,c:--------'-------"--~-Date: ____ ? __ +-/-~----- Revised 3/30/2006 SCHOOL DISTRICT SCHOQL FEE CERllFICATION (To· be completed by·the.~chool c;!istrict(~)) < ******~****************!**************************~************************************************ 1HIS'PORM INDJCATES THAl THE SCHOOL DISTRICT REQUIREM~NTS FOR THE PROJE:CT HAVE BEEN OR.'WILL BE SAllsl=IED. SCHO-OL DIS1RICT: Th·e tJndersigned. being duly authoriz.ed by the: applicable 'Schocf District, certifies that the developer, ·builder, or owner has satisfied the. obligation for $Cho:ol facilities. This is to certify that ·the appficant listed on page 1 -has paid all amounts or-completed .other applicable .. s·chool mitigation. de.tetmi'ned. by the .. School District. the City, may issue-building -permits for this proj~ct. $IGNATURE OF .I\UTFIORIZEP-$CHOO!- DISTRICT OFFICIAL TITLE NAME Of SCHQOL DISTRICT DATE PHONE NUMBER R,eyised 3/30/2006 WALTER FREEMAN . ASSISTANT SUPERINn!NDENI' CARLSBAD UNIFIBD SCHOOLDISTRicr . 6225 EL CAMINO REAL . CARLSBAD, CA 92009 ({:J-o;;.-a<g . . -----~-----·------....,......,_,. ... -~---____ ..._., ______ .......,_. ____ ... ~-·----'--------------...... --~-~----~ ·------··-~ -~ .. --r--~........,..._. CB081451 2180 RUTHERFORD RD _CALLAWAY GOLF-72,309 SF OFFICE . -0 OFFICE -ADD 1385 SF MEZZANINE ( OFFICE) INOUST · . . ------··. ·-· --· . \ ........ r P CJ;q -fvA-t. :,L <4 {. r '---\ tv/ Jo:/. .1JIJ1 j--Jf~ Gv g/(( ~r1 r-xp lt/Jf · ·11frs-)1'8 ~ i bAf-Jt.. 1(2-11 f o J' -011J ?J;. @ 8AU-/ff/LE. ]J: -/-o F, 'r2& / {)»..iw J[>./-o (us, i.. (//flhJ' Ctl/l £/#-m: ¢z; ) l{)~ ,~-JO:,J,rJtlL w/f{Vv~ ~ fv\,J~ Id. Mft7tt-~~ I!,~ at~:a ~~) f&/1.,/0 's pt:J__,, '1 cov+-JA,/V JJ. l S$W,{J f ~ (!) {briL-, lwlcq A roved Bu1iding Planning Engineering Fire Health / F.O.G. HazMat/Air Quality Comments Date Building Planning Engineering Fire PE&M Special lnsp. Fire Sewer --- Fees Complete _______________ _ Application &·Related Docs. Complete _____ _ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 01-19-2010 Plan Check Revision Permit No: PCR09035 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: TARANGO, ANDREW 858 793-4 777 Building Inspection Request Line (760) 602-2725 2180 RUTHERFORD RD CBAD PCR . Status: 2120702500 Lot#: 0 Applied: $0.00 CB08-1451 Construction Type: 5A Entered By: CALLAWAY GOLF HEADQUARTERS APPLICANT WITHDREW Plan Approved: Issued: Inspect Area: Owner: CALLAWAY GOLF CO 2180 RUTHERFORD RD CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees Total Fees: $840.00 Total Payments To Date: $840.00 Balance Due: WITHDRAW 04/03/2009 MDP $840.00 $0.00 Inspector: FINAL APPROVAL Date: ------Clearance: ------ $0.00 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 3.32.03Q. 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, zoning, grading or other similar application processing or service fees in connection With this project. NOR DOES IT APPLY to any f · h · I i n imil i whi h h flimi i n h r vi I h rwi x ir . 1/ City of Carlsbad • l~~~n""'·· ~ . .. . ,,-- Plan Check Revision No. Qd 0\ · ~~ · Project Address 1-I fUrnle, . /I.,() ~o Date _ __,_~_,_, "'----1,7-J~Oq-1--- Name of Business at Project Address __....,_'·L..L..l'.-"'-'-''---"-·--"-'-'-_.__....,.?'i;..=-t=·._· ----------'----~ Contact. i/Af.JOrWN t~ $Ft, 7'13 4;n1ax 86'9 7q3 f/7£i/nail , Ca4J Contact Address f?-?70 :tk (:A:-M (NO fltAk -#--;zw City (;}ftAJ ()f(J0{> Zip q:,-J3p General Scope of Work __ -----'-'-------------'------------- briginal plans prepared by an architect or engine~r, revisions must be_ signed & stamped by that person. 1 · Elements revised: D Plans D Calculations D Soils D Energy D Other __ --,-,-_______ _ .. 2 3 4 Describe revisions in detail List page(s) where List revised sheets each revision is tha; replace shown existing sheets . ~rA-,t._ f1ANI $WNg ( Cl))V~o') _, A~( ei,ovo~: -t fFef J'"; A-ltflJf St/Ill Pt. ae~H •. flV/At?,, flECt. -., , / I , . .. 5 Does this revision, in any way,-alter the exterior of the project? 6 Does this revision add ANY new floor area(s}? 1 Does this revision affect any fire related issues? 8 . Is this a com D No D Yes ~es D Yes l1:r'No D No ~Signatur 1635 Faraday Phone: 760-602-2717 / 2718 / 2719 [!f'No Fax: 760-602-8558 SmithConsu tingArchitects January 18, 2010 Mr. Micha~! Peterson CITY OF CARLSBAD BUILDING DEPARTMENT 1605 Faraday Avenue Carlsbad, CA 92008 Re: 08-1451.REV (P.C.R. 09-35) Revn. for the Office T.I. (Phase 3) of Callaway Golf Dear Mike: I am writing this letter on behalf .of Callaway Golf to inform you of our intention to rescind the outstanding P.C.R. 09-35 application for the above project located at 2180 Rutherford Road. The changes identified in the submittal were not incorporated into the project and therefore should be identified as obsolete and removed from any further consideration. Please find attached a check in the amount of $840.00 to cover all costs associated with reviewing this P.C.R. If you have any questions or need additional information, please feel free to call me. !l)~;t/~ Andrew Tarango C: Mike Majors, Callaway Golf Ed Salinas, Callaway Golf Enclosure J<:\05Fites\05233 CG Consohdaflon\05233. Tf1HR-HQ Phase 3 Tl\Admimstraf:ve\05233. T11-F?escmd Applfcaticn Lette1 .. [Jt1610.do; 12220 El Camino Real Suite 200 San Diego, CA 92130 858.793.4777 . 858.793.4787 Fax 78-000 Fred Waring Drive Suite 201 Palm Desert, CA 92211 760.797.1377 760.360.5347 Fax .. ---·-·-------·-. iJ~'c ~; . --~-.. f.· ... , I Jt'J'&~'"''''!rn~j,i ,,, C J; 'li} I I" (' ' I ' i[i I ii ' ' ' ' • i I I I 1 I I --· <f~ ') ... ,, ,,· ,, ,_ ·-· ·-·- --·-··-··· ........ , .,. ···"-------J...i,I. ~--·--··---'--'···-··---------···-···-"-· -·-··-· ••• 1. -·-·· ···-·-- --····--· --· ------- ' \ \\ '· -... .------:: \. ,r. ' ' '. -----.:. -----..., >s...., ',, .............. ~ : ... ) .• ' reM'P._ cAT~l'I a.a(,; iN · PE:R.· DE'Ttlll: SHEET 2~ N/10' 0/A. 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SUITE 100 S4N MARCOS,CALIF. 92069 f>li0HE T4-f-4tJ00 J088 PIO PICO Dfl., CARlSBA0, CALIF. 92008 PHONE T29·4981' PRIVATE CONTRACT ~ CITY OF CARLSBAD SHEETS', FNG//'£1::RING 0£;/"ARTNl::NT 6 ! GRADING PLANS FOR: ' I ' '~ l .: ' '. ' BARRY C SEND,R R.C.E. 28448 CARLSBAD TRACT NO. 81-lO ~ ~ :cU OF CONSTRUCTING TE,\!,",::::, .,:3-5 FOR EIZOSION CONTl<.'O:. v ·, _, 'OSAL. AREAS, CONTRAC7i::JR ,-::,,:, ::CROSION CONTROL SU/TAB:...:= --~ i.. ,'J!, ,;.i_ ·~-J .~-v .. :·, -'/. f/,,4;\ .::. ••• '.,•/r1,.:'.': - ',:ti MARJ< '""•"'", CONCRETE MONUMENT WIT/I :J'MNOAl?:J .;;1.:z --=ST.4MPEO EC'fi 15 - c> ,, ~ -1.A-~) CK: I le, ADOED E:RoS:::,,../ C<JVTROL NOT€ 1, ·JA. 1 CK , /;, A00€0 CROSS s,x:rrol\l.S I tn ,L4', Y CK , ;,. REVISED OA,e ; I i I -- CARLSBAD RESEARCH CENTER I P. <. ! ' Ji.... APP7i_'IJ~. {)ff. (j_O.t:...-; ~' I REZ/d. q,1, CITY ENGINEER UNIT 2 ' D4T£: q-/(, 83 /j, SCALES, .. ; H0RZ,, AS SII0i'lf/ ! VER' : 1 '• : ', i \ ( ! I i ' I J I ' ' ' BY:. 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