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Home My WebLink About2530 CAMPBELL PL; ; CB080567; Permit06-11-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB080567 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 2530 CAMPBELL PL CBAD COMMIND Sub Type 2132610600 Lot# $3,372,400 00 Construction Type Reference # 40.000SF 2 STORY OFF/MANUF = 31.303SF OFFICE/8697SF MFC INDUST 0 VN Applicant SMITH CONSULTING 12220 EL CAMINO REAL STE 200 SAN DIEGO 92122 858-793-4777 Status Applied Entered By Plan Approved Issued Inspect Area Plan Check# Owner DANIELSON D S S, LLC STE 309 406 9TH AV SAN DIEGO CA 92101 ISSUED 03/31/2008 JMA 06/11/2008 06/11/2008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pol Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $7,850 22 Meter Size $0 00 Add'l Reel Water Con FP3 $5,10264 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $70820 PFF (3105540) $16,00000 PFF (4305540) $000 License Tax (3104193) $000 License Tax (4304193) $000 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $21,906 00 Master Drainage Fee D2 Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees HMP Fee TOTAL PERMIT FEES $000 $470 00 $23,358 00 $000 $61.37768 $000 $000 $000 $20,070 00 $000 $476 00 $1,61000 $656 00 $000 $37,877 40 $000 $000 $000 $197,46214 Total Fees $197,462 14 Total Payments To Date $197,462 14 Balance Due $000 BUILLMINU FLAIN5 _A/L IN STORAGE ATTACHED Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations cr 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 '"formation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to watei and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this pro|f. t NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute o( limitations nas previously otherwise expired City of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 760 602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit Application Plan Check No Q&Qg* O <Tt? Est. Value Plan Ck. Deposit 370 2-- fri Date ESS2^3Z> CAvwpbaXl P(. PHASE*T « OF UNITS # BEDROOMS ZJ^ - 2.6, 4 -fit, - If BATHROOMS 1 TENANT BUSINESS NAME | i CONSTR TYPE IM5 OCC GROUP >/H (Sec 1031 S Business and Professions Code Any Sty or County which requires a permit to construct, alter, improve demolish or repair any structure, pnor to in issuance also requires the applicant for such permit to file a signed statement thatlicensed pursuant to the provisions of the Contractor s License Law {Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom and the basis for the alleged exemption Any violSection 70! 1 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than live hundred dollars {$500}) t he isiolation of Workers' Compensation Declaration / hereby affirm under penalty of penury one of the following declarations O If-s.c =r,d Mil! ma,nta,r, a certificate of consent to self insure fd workers compensation as provided by Section 3700 of the Labor Code, for the performance of the worK fo. windi tms penini is issued ($ I have and will maintain workers' compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy number are Insurance Co '^A.f.lC.H _____ Policy No ^^" ^C^L *t^l~C>1- Expiration Dale /2,/1/g'g" _ This section need not be completed if the permit is for one hundred dollars ($100) or less O Certificate of Exemption I certify thai in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees CONTRACTOR SIGNATURE DATE I hereby affirm that I am exempt from Contractor s License Law for the following reason D I as owner of the properly or my employees wilh wages as Iheir sole compensation will do the work and Ihe structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of properly 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 Ihe purpose of sale) O I as owner of Ihe properly am exclusively contracting with licensed contractors lo construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does nol apply to an owner of properly who builds or improves Ihereon and contracts for such projects with conlractor(s) licensed pursuant to Ihe Conlraclor s License Law) HI 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 H Yes CI No 2 I (have / have nol) signed an application for a building permit for Ihe 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 to coordinate supervise and provide Ihe major work (include name / address / phone / contractors license number) 5 I will provide some of the work hul I have contracted (hired) Ihe following persons to provide the work indicaleo1 (include name / address / phone / type of work) xtSlTpROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of Ihe Presley Tanner Hazardous Substance Account AcP O Yes Jf No Is Ihe applicant or future building occupant required to oblam a permit from the air pollution control district or air quality management district' CI Yes jf No Is Ihe facility lo be constructed within 1 000 feet of the outer boundary of a school site? C1 Yes Qt^o 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 hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender s Name Lender s Address I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction thereby authonze 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 ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stones in height 180 days from the date of such permit or if the building or work aidhonzed by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code) ^APPLICANT'S SIGNATURE DATE City of Carlsbad Final Building Inspection Dept Building Engineering PlatMjjng^ CMWD St LiteCFJre Plan Check* Permit # Project Name Address Contact Person Sewer Dist Inspected.? <- By typ Inspected By Inspected By Comments (j - — t - CB080567 40.000SF 2 STORY OFF/MANUF = 31.303SF OFFICE/8697SF MFC 2530 CAMPBELL PL Phone CA Water Dist CA •^? Date .../ . v^**-— Inspected 2-f l"7 /-r-_j I I- — Date Inspected Date Inspected Date Permit Type Sub Type Lot 0 /& y Approved if Approved Approved 02/05/2009 COMMIND INDUST X" Disapproved Disapproved Disapproved City of Carlsbad Final Building Inspection - 6 2009 . Dept' Building Engineering Planning CMWD Plan Check* Permit # CB080567 Project Name 40.000SF 2 STORY OFF/MANUF = 31.303SF OFFICE/8697SF MFG Address 2530 CAMPBELL PL Contact Person Phone Sewer Dist CA Water Dist CA Inspected , Date / / By (2j&Kl^ Ar3/Vtos. Inspected 't-j (of C Inspected . Date i I By (2o^^ A%&LCLS Inspected '2-/y7/i Inspected Date By Inspected Comments <XOT~ VW~ ^y^c^'i , St Lite Fire I \ r~.\ \ , . t, ^ .•S.V-l Permit Type G0MMIND Sub Type INDUST Lot 0 >^ Approved Disapproved X^ I 07 Approved X" Disapproved Approved Disapproved Page 1 of 1 Christine Wauschek - Bressi Ranch - Lot 15 From: "Michael Elliott" <mikeelhott2@cox net> To: "Corey Funk" <cfunk@ci carlsbad ca us>, "Pete Dreibelbis" <pdrei@ci carlsbad ca us>, "Michele Masterson" <mmast@ci carlsbad ca us>, "Meghan Jacobson" <mjaco@ci carlsbad ca us>, "Christine Wauschek" <cwaus@ci carlsbad ca us>, "Janean Hawney" <Jhawn@ci carlsbad ca us>, <jerold yoder@ledcor com> Date: 02/17/2009 4 45 PM Subject: Bressi Ranch - Lot 15 Attachments: 23 - Bressi Ranch - Lot 15 - Insp2 doc Bressi Ranch - Lot 15 Project Number PIP 06-07 Drawing Number 455-2M 2530 Campbell Place - CB080567 Landscape inspection comments are attached Approved - Permit card was signed on February 17, 2009 file IIC \Documents and Settmgs\Cwaus\Local Settmgs\Temp\XPgrpwise\499AE9C6GW 02/18/2009 City of Carlsbad Bldg Inspection Request For 03/05/2009 Permit* CB080567 Title 40,OOOSF 2 STORY OFF/MANUF = Description 31.303SF OFFICE/8697SF MFC Inspector Assignment TP 2530 CAMPBELL PL Lot Type COMMIND Sub Type INDUST Job Address Suite Location APPLICANT SMITH CONSULTING Owner DANIELSON DSS LLC Remarks Phone 6195811576 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By NA Entered By CHRISTINE Act Comments Comments/Notices/Holds Date 02/18/2009 02/09/2009 02/02/2009 02/02/2009 02/02/2009 02/02/2009 01/28/2009 01/27/2009 01/27/2009 01/27/2009 01/27/2009 01/26/2009 Associated PCRs/CVs Original PC# PCR08092 ISSUED VIASAT BI.DG 7 DEFER FLOOR & RO01-'TRUSSES PCR08103 ISSUED BRESS1 RANCH LOT 15-DEFERRL-D SU15M1TTAL GLASS AND GLAZING Inspection History Description 89 Final Combo 14 Frame/Steel/Bolting/Weldmg 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 84 Rough Combo 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 84 Rough Combo Act CO CO AP AP AP AP CO AP AP AP AP CO Insp TP TP TP TP TP TP TP TP TP TP TP TP Comments FINAL PENDING A P C D APPROVAL ON GENERATE OK TO OCCUPY T-CLNG 2ND FLR CORR CLNG LITES 2ND FLR CORR DUCTS, HPs 2ND FLR CORR t-clng 2nd fir corr T-CLN 2ND FLR LABS CLNG LITES 2ND FLR LABS DUCTS, 2ND FLR LABS T-CLNG 2ND FLR LABS City of Carlsbad Bldg Inspection Request For 03/05/2009 Permit* CB080567 01/23/2009 34 Rough Electric AP TP 01/23/2009 84 Rough Combo AP TP 01/21/2009 84 Rough Combo CO TP 01/20/2009 84 Rough Combo CO TP 01/15/2009 23 Gas/Test/Repairs AP TP 01/15/2009 34 Rough Electric AP TP 01/15/2009 44 Rough/Ducts/Dampers AP TP 01/15/2009 84 Rough Combo AP TP 01/14/2009 14 Frame/Steel/Bolting/Welding AP TP 01/14/2009 14 Frame/Steel/Bolting/Welding AP TP 01/14/2009 18 Exterior Lath/Drywall AP TP 01/14/2009 24 Rough/Topout AP TP 01/14/2009 34 Rough Electric NR TP 01/14/2009 34 Rough Electric AP TP 01/14/2009 44 Rough/Ducts/Dampers WC TP 01/14/2009 44 Rough/Ducts/Dampers AP TP 01/12/2009 14 Frame/Steel/Bolting/Welding AP TP 01/09/2009 14 Frame/Steel/Bolting/Welding AP TP 01/09/2009 24 Rough/Topout AP TP 01/09/2009 34 Rough Electric AP TP 01/09/2009 44 Rough/Ducts/Dampers AP TP 01/05/2009 14 Frame/Steel/Bolting/Welding PA TP 01/05/2009 34 Rough Electric PA TP 01/05/2009 44 Rough/Ducts/Dampers PA TP 12/31/2008 14 Frame/Steel/Bolting/Welding PA TP 12/31/2008 24 Rough/Topout WC TP 12/31/2008 34 Rough Electric WC TP 12/31/2008 44 Rough/Ducts/Dampers WC TP 12/29/2008 27 Shower Pan/Roman Tubs AP TP 12/12/2008 84 Rough Combo PA TP 12/10/2008 21 Underground/Under Floor WC TP 12/10/2008 31 Underground/Conduit-Wiring AP TP 12/08/2008 12 Steel/Bond Beam AP TP 12/08/2008 21 Underground/Under Floor WC TP 12/08/2008 31 Underground/Conduit-Wiring AP TP 12/04/2008 84 Rough Combo AP TP 12/03/2008 14 Frame/Steel/Bolting/Welding AP TP 12/03/2008 17 Interior Lath/Drywall AP TP 12/01/2008 16 Insulation AP TP 12/01/2008 17 Interior Lath/Drywall PA TP 11/25/2008 16 Insulation AP TP 11/25/2008 17 Interior Lath/Drywall PA TP 11/25/2008 17 Interior Lath/Drywall AP TP 11/25/2008 34 Rough Electric WC TP 11/20/2008 14 Frame/Steel/Bolting/Welding AP TP 11/20/2008 16 Insulation AP TP 11/20/2008 34 Rough Electric AP TP 11/20/2008 44 Rough/Ducts/Dampers AP tp 11/19/2008 16 Insulation PA TP 11/19/2008 44 Rough/Ducts/Dampers PA TP Inspector Assignment UPS PNL T-CLNG1STFLRLABS T-CLNG CEIL L.ITES" " DUCTS" " T-CEIL 2ND FLR INT OFFICES T-CLNG PMTR OFFICES 2ND FLR ROOF SCREEN ROOF SCREEN DENSGLAS CLNG LITES PMTR OFFICES 2ND FLR DUCTS PMTR OFFICES 2ND FLR T-CLNG 1ST FLR N HALF, CLNG LITES I DUCTS HPs FLR N HALF T-CLNG 1ST FLR CORR CLNG LITES 1ST FLR CORR DUCTS HPs 1ST FLR CORR 1ST FLR WEST CORR T-CLNG 1ST FLR WEST CORR T-CLNG LITES 1ST FLR WEST CORR DUCTS, HPS 1ST FLR PMTR OFFICES TP 1ST FLR N HALF AND HARD CLNGS @ RESTRMS EXT SITE @ BREAK AREA OUTSIDE PATIO LITE POLE BASES OUTSIDE PATIO LITE POLE BASES 1st fir hard clngs @ corr HARD SOFFIT CLNGS 1ST FLR 2ND FLR 1ST FLR /N/ INCL RESTRMS 1st fir restrm exhaust, supply duct 2nd fir pmtr offices 1 st fir restrm 1st fir restrm exhaust,supply duct 2ND FLR 2ND FLR DUCT PRE WRAP City of Carlsbad Bldg Inspection Request For 03/05/2009 Permit* CB080567 11/18/2008 16 Insulation 11 /14/2008 14 Frame/Steel/Boltmg/Weldmg 11/14/2008 34 Rough Electric 11 /12/2008 14 Frame/Steel/Boltmg/Weldmg 11/12/2008 34 Rough Electric 11/10/2008 14 Frame/Steel/Bolting/Weldmg 11/10/2008 24 Rough/Topout 11/10/2008 34 Rough Electric 11 /06/2008 14 Frame/Steel/Bolting/Weldmg 11/06/2008 17 Interior Lath/Drywall 11/06/2008 34 Rough Electric 11/05/2008 16 Insulation 11/05/2008 24 Rough/Topout 11/04/2008 16 Insulation 11/03/2008 14 Frame/Steel/Boltmg/Welding 11/03/2008 16 Insulation 11/03/2008 34 Rough Electric 10/31/2008 14 Frame/Steel/Bolting/Weldmg 10/31/2008 34 Rough Electric 10/30/2008 34 Rough Electric 10/24/2008 24 Rough/Topout 10/24/2008 34 Rough Electric 10/24/2008 34 Rough Electric 10/23/2008 14 Frame/Steel/Bolting/Weldmg 10/10/2008 11 Ftg/Foundation/Piers 10/03/2008 12 Steel/Bond Beam 10/01/2008 14 Frame/Steel/Bolting/Weldmg 09/23/2008 15 Roof/Reroof 09/22/2008 15 Roof/Reroof 09/17/2008 15 Roof/Reroof 09/10/2008 11 Ftg/Foundation/Piers 09/10/2008 12 Steel/Bond Beam 09/05/2008 12 Steel/Bond Beam 09/05/2008 31 Underground/Conduit-Wiring 09/04/2008 11 Ftg/Foundation/Piers 09/04/2008 12 Steel/Bond Beam 09/02/2008 11 Ftg/Foundation/Piers 09/02/2008 31 Underground/Conduit-Wiring 09/02/2008 34 Rough Electric 08/25/2008 11 Ftg/Foundation/Piers 08/25/2008 12 Steel/Bond Beam 08/22/2008 12 Steel/Bond Beam 08/22/2008 12 Steel/Bond Beam 08/22/2008 31 Underground/Conduit-Winng 08/21/2008 11 Ftg/Foundation/Piers 08/21/2008 11 Ftg/Foundation/Piers 08/21/2008 21 Underground/Under Floor 08/21/2008 31 Underground/Conduit-Wiring 08/21/2008 31 Underground/Conduit-Wiring 08/14/2008 31 Underground/Conduit-Wiring Inspector Assignment TP AP AP AP CA CA AP AP AP AP PA AP AP AP PA AP AP AP PA PA CA NR PA PA PA AP AP AP AP NR PA AP AP AP AP we AP AP AP we we AP AP AP AP AP AP AP AP AP PA TP TP TP RB RB TP TP TP TP TP TP TP TP TP TP TP TP TP TP PD TP TP TP TP PD TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP 2ND FLR WALLS 2ND FLR ©SITE RESTRMS 1 FLR RESTRMS 1 & 2 FLR RESTRMS 1 FLR 1ST FLR LG RMS 1ST FLR OFFICES, SMALL RMS 1ST FLR WASTE 1ST FLR OFFICES, SMALL RMS 1ST FLR INT OFFICES 1ST FLR 1ST FLR INT OFFICES PMTR OFFICES 1ST FLR ducts ok to insulate walls ok to 1 side 2ND FLR MTL PAN DECK MTL ROOF PARAPET ROOF PARAPET SECT LITE POLE BASE FTGS W/#8GRN POUR STRIPS SITE LITES MECH/TSH ENCL W/EQUPT PADS CHILLER PAD FTGS FOR MECH & TSH ENCL PNLS LITE POLE BASES N W CORNER FTNS @ ENTRY LITE POLE BASE N W CORNER FTGS FOR L PNLS 01 -05 LITE POLE BASE FTGS N W CORNER (4) F D @ MECH YARD U/G CONDUITS - BLDG TO MECH YARD U/G CONDUIT LITE POLE BASES site htes City of Carlsbad Bldg Inspection Request For 03/05/2009 Permit* CB080567 08/11/2008 11 Ftg/Foundation/Piers 08/11 /2008 12 Steel/Bond Beam 08/11/2008 23 Gas/Test/Repairs 08/08/2008 11 Ftg/Foundation/Piers 08/08/2008 21 Underground/Under Floor 08/06/2008 12 Steel/Bond Beam 08/05/2008 12 Steel/Bond Beam 07/31/2008 23 Gas/Test/Repairs 07/30/2008 23 Gas/Test/Repairs 07/21/2008 31 Underground/Conduit-Wiring 07/15/2008 12 Steel/Bond Beam 07/11/2008 11 Ftg/Foundation/Piers 07/11 /2008 12 Steel/Bond Beam 07/08/2008 11 Ftg/Foundation/Piers 07/08/2008 31 Underground/Conduit-Wiring 07/07/2008 11 Ftg/Foundation/Piers 07/03/2008 12 Steel/Bond Beam 07/02/2008 11 Ftg/Foundation/Piers 06/27/2008 41 Underground Ducts 06/26/2008 21 Underground/Under Floor 06/26/2008 22 Sewer/Water Service 06/24/2008 31 Underground/Conduit-Wiring 06/20/2008 21 Underground/Under Floor 06/19/2008 31 Underground/Conduit-Wiring 06/19/2008 34 Rough Electric 06/17/2008 21 Underground/Under Floor Inspector Assignment TP we AP AP we AP AP PA NR PA AP AP AP AP AP PA NR AP PA AP AP we AP PA PA we AP TP TP TP TP TP PD PD TP TP TP TP TP TP MC MC MC TP PY TP TP TP TP MC PY PY TP TSH/MECH ENCL PNLS GAS TEST WATER LINE PANELS 3 IN LINE TO MECH YARD U/G COMM LINES SOG elev pit encl walls FTG & STEEL AT PERIMETER LINES A, D & 1 ,7 ONLY UFER GRND IN PLACE COMPLETE CORNER STEEL & PROVIDE CLEARANCES TO EARTH elev Pit & sprd ftgs PARTIAL INTERIOR FTG SEE PLAN CHILL WATER SUP/RET BLDG TO MECH ENCL 4IN WASTE TO MECH YARD MAIN CONDUITS TO ELECT RM WASTE ONLY, SEE SHT P2 6 AND 93 1 , PINK HI LITER CONDUITS BLDG SEWER SEE PLAN LOG 1 •oZ =Qv 5u 9OM SOIL a TESTING, INC "•••" * > ! t 'if J* &i - '" ^ San Diego Office PHONE PO Box 600627(619) 280-4321 TOLL FREE (877) 215-4321 FAX(619) 280-4717 San Diego, CA 92160-0627 6280 Riverdale Street San Diego, CA 92120 www scst com Indio Office PHONE (760) 775-5983 TOLL FREE(877) 215-4321 FAX(760) 775-8362 83-740 Citrus Avenue s Indio WWW ". f. , CA 92201-3438 scst com December 19,2008 Mr. Jim Jacob e/o Danlelson, DOS, LLC 406 9th Avenue, Suite 309 San Diego, California 92101 SCS&T Job No.: 0812102 Report No.: 1 Special Inspection Agency/ Construction Materials Testing Laboratory Final Report SUBJECT- SATISFACTORY COMPLETION OF WORK REQUIRING: (PLEASE CHECK AS APPLICABLE) (3 SPECIAL INSPECTION H CONSTRUCTION MATERIALS TESTING APPROVAL NO.. CBQ80567 PROJECT NO ' PROJECT ADDRESS. 2530 Campbell Race PROJECT NAME: Bread Ranch PHASE .Carlsbad, California £3 The special inspection services were provided by SPECIAL INSPECTION AGENCY. ! ADDRESS. 6280 Rlverdale Street San Dleoo. California 92120 a. Inc. soecial inspection raoortBSPECIAL INSPECTOR'S NAME- (TYPE OR PRINT)! (each special inspector is required to complete and submit this Final Report form) SPECIAL INSPECTOR'S CERTIFICATION NUMBER: see Inspection reports EXPIRATION DATE: sea Inspection reports El The construction materials testing were performed by TESTING LABORATORY: Southern California SoH and Testing. Inc. ADDRESS. 6280 Rlverdate i 192120 RESPONSIBLE MANAGING CIVIL ENGINEER OF THE TESTING LABORATORY: (MRJMS ) Mr. Gordon T. M. Woodard STATE OF CALIFORNIA REGISTRATION NUMBER. R.C.E. #60481 EXPIRATION DATE- 06/30/10 COMMENTS: Special inspection and/or material testing of reinforced concrete, placement of ralnfbrcinQ stool, field welding, drilled flpoxv orouted anchors, htah strerioth bottinQ. ultrasonic tesUno-flald and shop welding ware oerfarmad at tha abova raferancad oroiect as detaHed In special (nspecUon reports dated June 20.2008 through October 2.2008. I declare under penalty of perjury that to the best of my knowledge, all the work requiring special inspection and/or material sampfing and testing for the structure constructed under the subject permit Is in conformance with the approved plans and construction docu- ments, the approved inspection and testing program and the applicable workmanship provisions of the California Budding Code as amended by The City of Carlsbad. Executed on this Signature MOTE: Per our option this torn has been stored (SPECIAL INSPECTOR OR CIVIL ENGINEER. AS APPLICABLE) on our company's letterhead. cc-(1) Addressee (1) City of Carlsbad EsGil Corporalfcon In Partnership with government for (Builming Safety DATE MAY 19, 2008 I OAPPLICANT JURISDICTION CARLSBAD -**' Q PLAN REVIEWER i U FILE PLAN CHECK NO 08-0567 SET III I PROJECT ADDRESS 2530 CAMPBELL PLACE i PROJECT NAME PRIVATE SITE SEWER AND WATER FORE8RESSI RANCH LOT OFFICE SHELL BUILDING ' XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to SMITH CONSULTING AIA 12220 EL CAMINO REAL, SUITE 200, SAN DIEGO, CA 92122 X3 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 SMITH CONSULTING Telephone # 858-793-4777 Date contacted (by ) Fax # 858-793-4787 Mail Telephone Fax In Person XI REMARKS PRIVATE SITE WATER AND PRIVATE SITE SEWER PLANS ONLY By Glen Adamek Enclosures Esgil Corporation D GA D MB D EJ D PC 4/3 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partners Hip with government for Quitting Safety DATE MAY 06, 2008 Q APPLICANT 'JURIS JURISDICTION CARLSBAD '—arPTAN~REVIEWER Q FILE PLAN CHECK NO O8-O567 SET II PROJECT ADDRESS 2530 CAMPBELL PLACE PROJECT NAME BRESSI RANCH LOT OFFICE SHELL BUILDING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes X] 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to SMITH CONSULTING AIA 12220 EL CAMINO REAL, SUITE 200, SAN DIEGO, CA 92122 AJ 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 SMITH CONSULTING Telephone # 858-793-4777 Date contacted (by ) Fax # 858-793-4787 Mail Telephone Fax In Person XJ REMARKS Please see below for remaining items from previous list to be resolved at the building department By ALI SADRE Enclosures Esgil Corporation D GA D MB D EJ D PC 4/3 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 +• (858)560-1468 4 Fax (858) 560-1576 CARLSBAD O8-0567 MAY 06, 2OO8 PLUMBING (2006 UNIFORM PLUMBING CODE) 12 Sheet P1 1 does not clear show the limits of the public sewer system, the private site sewer line, the private water system, and the public water system. Also show the required easements to run public water lines and public sewer lines on private property. Please correct. Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines Sheet P1 1 is incomplete as a on-site plumbing plans 13 Sheet P1.1 does not clear show the limits of the public sewer system, the private site sewer line, the private water system, and the public water system. Please correct. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans 17 Correct the water line sizing calculations on sheet P0.1: A) Sheet P1.1 does not show the 2 inch public water meter as per the response and water line sizing calculations7 The drawings do not show the water meter size As per the pressure loss used in the water line sizing calculations and UPC, Chart A-1 the water meter must be at least a minimum 2 inch 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 EsGil Corporation In (Partnership with government for (Bluffing Safety DATE APRIL 14, 2008 JURISDICTION CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO 08-0567 SET I PROJECT ADDRESS 2530 CAMPBELL PLACE PROJECT NAME BRESSI RANCH LOT OFFICE SHELL BUILDING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person 7The applicant's copy of the check list has been sent to SMITH CONSULTING AIA 12220 EL CAMINO REAL, SUITE 200, SAN DIEGO, QA~ 92122 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 SMITH CONSULTING Telephone # 858-793-4777 Date contacted±i//$'/0 V'(by&& Fax # 858-793-4787' / Mail Telephone Fax^In Person REMARKS By ALI SADRE Enclosures Esgil Corporation [X] GA [El MB D EJ D PC 4/3 9320 Chesapeake Dnve, Suite 208 + San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 CARLSBAD 08-0567 APRIL 14, 2008 GENERAL PLAN CORRECTION LIST JURISDICTION CARLSBAD PLAN CHECK NO O8-0567 PROJECT ADDRESS 2530 CAMPBELL PLACE Type of Construction = V-B/Spr, Story = Two, Occupancy = B, Actual Area 1st Floor Area = 20,400, 2nd Floor = 19,600, Total Area = 40,000, Allowable area = Unlimited (with 60' yards all around), Height = 37' DATE PLAN RECEIVED BY DATE REVIEW COMPLETED ESGIL CORPORATION 4/3 APRIL 14, 2O08 REVIEWED BY ALI SADRE FOREWORD (PLEASE READ): 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 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 • The following note should be given with each correction list 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 CARLSBAD 08-0567 APRIL 14, 2008 • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Q Yes Q No 1 Please change the Type of Construction on TS1 to V-B instead of V-N as noted 2 Please complete the blank bubbles on plans as shown I e , AS2, A1 1, A1 2, A1 3, A4 2, etc Please double check the margin, keynotes, floor plans, section plans, etc Too many to itemize 3 Please clarify the title sheet indicating Shell Office only instead of the A1 1 & A1 2, etc showing all the interior partitions 4 Please clarify the open office areas with no boundaries in the corridors, as shown on the floor plans 5 Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6) If there is any changes to the roof equipment 6 Corridors shall have fire partition walls and ceilings of one-hour construction when required by Table 10171 Show the locations of the rated corridors on the plans or clearly show compliance with an applicable exception from Section 1017 1 Please cite the exception used for non-rated corridors 7 Where are details 2 & 12/A4 1 as referenced on floor plans for the stairs'? 8 Where does stair # 3 lead to as per floor plans (A1 2?) 9 Incidental use areas may need to be separated from the mam occupancy See Table 508 2 below Please address the following specific concerns a) Even if sprinklers are used to eliminate the need for 1-hour wall construction, Section 508 221 still requires the partitions to extend to the underside of the floor/roof above and for any doors in the partitions to be self-closing I e , see floor plans for storage rooms and their doors on floor plans I e , see space 154, etc on floor plans ROOM OR AREA Storage rooms over 100 square feet SEPARATION AND/OR PROTECTION 1 hour or provide automatic fire-extinguishing system CARLSBAD O8-O567 APRIL 14, 2O08 10 All interior exit stairways shall be enclosed (even 2-level stairs) Section 1020 1 Exceptions Please see the floor plans (no doors are provided for stairs a) In other than H and I occupancies, a stairway serving an occupant load of less than 10, not more than one story above the level of exit discharge, is not required to be enclosed b) In other than H and I occupancies, interior egress stairways serving only the first and second stories of a building equipped throughout with an automatic sprinkler system in accordance with Section 903 3 1 1 [13-R system not allowed] are not required to be enclosed, provided at least two means of egress are provided from both floors served by the unenclosed stairways Such interconnected stories shall not be open to other stories c) In other than H and I occupancies, a maximum of 50% of egress stairways serving one adjacent floor are not required to be enclosed, provided at least 2 means of egress are provided from both floors served by the unenclosed stairways Any two such interconnected floors shall not be open to other floors 11 Stairways should be enclosed as specified in Section 1020 Justify non-rated stairs on plans a) Two-hour fire-resistive barrier walls are required in buildings four or more levels (excluding mezzanines) in height, and one-hour elsewhere b) Openings in exit enclosures, other than unexposed exterior openings, shall be limited to those necessary for exit access to the exit enclosure from normally occupied spaces and for egress from the exit enclosure c) Doors should be labeled 1-hour fire assemblies for 1-hour stair enclosures and 11/2-hour fire assemblies for 2-hour stair enclosures Section 715 Additionally, such doors should have a maximum transmitted temperature end point of not more than 450 degree (F) above ambient at the end of 30 minutes of standard fire test exposure Section 71534 d) Penetrations into or through an exit enclosure are prohibited, except for equipment and ducts necessary for independent pressurization, sprinkler piping, standpipes and electrical conduit serving the enclosure e) Exit enclosures should include an exit passageway on the ground floor extending to the exterior Section 1024 Only exit doors are permitted to open into the exit passageway Section 1021 4 Additionally, a fire-rated door is required between the exit enclosure and the exit passageway (having a 1-hour fire-rating) Section 1020 1 1 • STRUCTURAL 12 Please submit a letter from the soils engineer indicting he has reviewed the foundation plans and it has been determined that they comply with the report recommendations 13 The following design loads shall be clearly indicated on the construction documents (Section 1603 1) CARLSBAD 08-O567 APRIL 14, 2008 • Seismic design data. The following information should be provided (Section 16031 5) o Seismic importance factor, IE and occupancy category o Mapped spectral response accelerations Ss and Si o Seismic design category o Basic seismic-force-resisting system(s) o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), R, O0 & Cd factors for lateral force resisting systems o Analysis procedure used 14 Please call out the pad footing designation on Sheet S1 0, near the lobby, by grid point D-4 15 Please call out the tube columns on Sheet S1 0, in the conference room below grid line D 16 Please dimension the width of the diaphragm nailing strips on Sheet S3 0 in both directions 17 Please revise the plans to show all wall piers (with aspect ratios between 2 5 1 & 6 1) to have ties at 6" oc instead of 12" oc as shown on plans Section 1908 1 8 18 Please revise the hook bars as noted on the wall piers to show hoops instead (show details on plans with references to wall piers on wall elevation plans) Section 1908 1 8 19 Please show a couple of schematic (11x17 or any convenient size) as a part of the submitted calculations to indicate the size and location of the footings, columns, beams, girders and drag elements, so they can be verified against the structural plans 20 Please show complete design of the individual typical panels with typical openings identifying the reinforcement size and spacing and showing they meet the necessary deflection criteria, etc ACI, Section 14 8 21 Please show diaphragm nailing schedule on the calculations in a schematic matching what is shown on the roof framing plans 22 Please note where details 9,10 & 21/SD1 0 are referenced on plans 23 Please indicate where details 8, 9, 10, 17, 20, 22 & 25/SD2 0 are referenced on plans 24 Please specify where details 11, 15 & 26/SD3 are referenced on plans CARLSBAD O8-0567 APRIL 14, 2O08 25 Please specify where details 29 & 30/SD4 0 are referenced on plans 26 Please delete all the irrelevant details to this project on plans 27 Please see attached for the P/M/E correction items 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 ALI SADRE at Esgil Corporation Thank you CARLSBAD O8-O567 APRIL 14, 2O08 PLUMBING AND MECHANICAL CORRECTIONS * JURISDICTION: Carlsbad DATE: 4/10/08 * PLAN REVIEW NUMBER: 080567 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1 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 sealing just before the permits are to be issued 2 Many of the detail bubbles on the A-sheets do not seem to have the correct detail number and/or the correct sheet number Please correct 3 Correct the General Notes under General #1 to show the correct current energy Code The correct current energy Code is the 2005 edition of the California Energy Efficiency Standards 4 On sheet MO 1 correct the General Notes # 7 and 24 to show the correct current editions of the California Mechanical Code and California Building Code 5 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 3071(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 6 A complete description of the activities and processes that will occur in this tenant space should be provided A listing of all hazardous materials should be included The materials listing should be stated in a form that would make classification in Tables 307 7(1) and 307 7(2) possible The building official may require a technical report to identify and develop methods of protection from hazardous materials Section 307 7 CARLSBAD O8-0567 APRIL 14, 2O08 7 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 " 8 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 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 9 An elevator machinery room is required to be separated from the remainder of the building by fire barriers (706) and horizontal assemblies (711) Please detail how these ratings will be maintained for the mechanical openings shown IBC 30064 10 Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type IBC 716 11 Sheet MO 3 shows "First Floor Labs" and sheet MO 4 shows "Second Floor Labs'? Please address Are there "L" occupancy areas as per California Building Code, Section 443? Please address PLUMBING (2006 UNIFORM PLUMBING CODE) 12 Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines Sheet P1 1 is incomplete as a on-site plumbing plans 13 Identify the extent of the private sewer, water, and gas systems on the plumbing site plan Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans CARLSBAD 08-0567 APRIL 14, 2008 14 Please show the upstream sewer manhole rim and finished floor elevations Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve ) UPC 7101 15 Floors shall slope to the floor dram(s) location(s) Please detail on the architectural floor plans the total restroom floor sloped to the floor drains UPC 411 4 16 Show the shower control valve and shower head locations comply with UPC, Section 411 10 Please correct the locations of the shower valves and shower heads shown on the back wall of the shower enclosure (not on the side wall) 17 Correct the water line sizing calculations on sheet PO 1 a) The drawings do not show the water meter size and location As per the pressure loss used in the water line sizing calculations and UPC, Chart A-1 the water meter must be at least a minimum 2 inch b) Check the total developed pipe length from the water meter to the most distant water fixture used in the water line sizing calculations c) Pressure loss through the soft water equipment was not included in the water line sizing 18 As per UPC, Table 12-7 the gas lines on sheet PO 1 are undersized 19 Hot water supplied to a public use lavatory 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 MECHANICAL (2006 UNIFORM MECHANICAL CODE) 20 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 21 Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control UMC Section 609 0 An "air- movmg system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space UMC Section 203 0 22 Provide exhaust ventilation as per UMC, Section 403 7 and Table 4 4 23 The fire rated corridors are not to be used to convey air to or from rooms UMC 6021 CARLSBAD 08-O567 APRIL 14, 2008 24 Coordinate the mechanical and the Title 24 California Energy Standards' outside air design The Building Ventilation Calculations on sheet MO 2 do not match the California Energy Standards' for mechanical ventilation requirements UMC, Section 403 0, UMC, Table 4-1 (note under the title) & Title 24 California Energy Standards' Section 121(b)2 & (d) 25 Detail the primary and secondary mechanical condensate waste design Pipe sizing, routing, and termination areas UMC 310 0 & UPC 807 2 26 The complete smoke and fire damper review will be done when the fire rated separations are clearly shown 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 08-0567 APRIL 14, 2008 * ELECTRICAL & ENERGY PLAN REVIEW • 2005 NEC * JURISDICTION: Carlsbad DATE: 04/11/08 * PLAN REVIEW NUMBER: 08-0567 * PLAN REVIEWER: Morteza Beheshti 1 Please provide completed electrical plans for a complete review I e , sheet E6 1 equipment FC/1-3, sheet E9 1 or E11 1 mechanical yard, some lighting circuits etc 2 All service disconnect devices shall be marked as "Service Disconnecting Means" Please detail or clearly specify on the single line diagram labeling of all service disconnecting means NEC 230 70(b) 3 On the single line diagram specify both required signs to be installed at the service when utilizing an ATS that switches the neutral conductor NEC 700 8 (a &b) 4 Please include the electrical load calculations on single line sheet 5 Please provide panel schedules for all panels shown on the single line diagram 6 Please provide receptacle outlet(s) within 25 feet of all HVAC equipment Specify weatherproof and GFI protection for the roof top units NEC 210 8(B) 3 & 21063 7 Please specify the wiring methods in the labs areas according to a hazardous materials report 8 Show the location of the generator, ATS, all panels and transformers NEC 11026,24024,30021 9 Provide overcurrent protection on the secondary side of transformers NEC 24021,40836 10 Please specify a light fixture disconnect switch (internal or external) for each fluorescent light fixture specified and supplied from multiwire branch circuits and contain ballast(s) that can be serviced in place NEC 410 73(G) • ENERGY CONSERVATION ,i 11 The imprinted PERF forms must be signed by the envelope designer 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 3/07/0$ City of Carlsbad Public Works — Engineering DATE BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please seethe/ attached report of deficiencies marked Won D Jvlake necessary corrections to plans or speemcajjofis for compliance with applicable codes amchSfandards Submit corrected plans and/or specifications to this office for review Only the applicable sheets havertJpen sent Date Date Date B' By By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT Date D 0 D D D D D Dedication Application/Checklist Improvement Application Improvement Checklist Neighborhood Improvement Agreement Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Storm Water Applicability Checklist ENGINEERING DEPT CONTACT PERSON Name _ KATHLEEN M. FARMER City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2741 _ NOTE. If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. 1635 Faraday Avenue • Carlsbad, CA 9200^-7314 • (760) 602-2720 • FAX (760) 602-8562 ITE PLAN YOUR SUBMITTAL NEF.DS TO HAVE SIGNED APPROVED GRADING PLANS INCLUDED WITH YOUR PLANCK YOUR BUILDING PLANCHECK CHECKl GRADING PLANS ARE NOT APPROVED TO DATE ONCE THEY ARE SIGNED/APPROVED PLEASE HAVE COPIES MADE FOR BOTH CITY AND OWNER SET AND HAVE SLIP SHEETED IN YOUR PLANCK AND REQUEST TO 1 HAVE REROUTED TO ENGINEERING Provide a fully dimensioned site plan drawn North Arrow F Existing & Proposed Structures G Existing Street Improvements H Property Lines (show all dimensions) I Easements J DWG NO Right-oT-way vviam & Adjacent t>treeis Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service D D 2 Show on site plan r/n\ A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. BUILDING PLANCHECK CHECKLIST D DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engmeecina Conditions of approval for Project No 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yt" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date n n n IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the 1ST D RD3 D BUILDING PLANCHECK CHECKLIST checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $ 430 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit D D Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy D D D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill import, export and remedial) This information must be included on the plans. 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) [/ BUILDING PLANCHECK CHECKLIST A ST 2ND 3RD [H [H 7d No Grading Permit required D D 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for _ D 9 INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date NPDES PERMIT CH CH EH 10a Storm Water Requirements Applicability Checklist Completed D D D 10b Priority Determination and compliance D Priority Project D Subject to Standard Permanent Storm Water BMP's D Exempt STORM WATER APPLICABILITY CHECKLIST D D D 10c Q Requires PSWP (Project Storm Water Permit) # Q Not required FEES D n IJx^^Q Required fees are attached Q No fees required WATER METER REVIEW .. ST 2ND 3RD D D D 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service • owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter CH CU O 12b Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" 1 If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 2 In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water AST 2ND D BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future 12c Irrigation Use (where recycled water is available) these irrigation D 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 Additional Comments: V VO A- X AT LKJ UO o 0 w ftPR-14-2008 MON 01:23 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 08 BUILDING PLANCHECK CHECKLIST 1ST jND 3*0 service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. Q Q D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as Ihe irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, (his should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply For a refund to the San Diego County Water Authority (SDCWA) for a refund However, let ihe applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this CD 13 Additional Comments: s- .. s D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address Prepared by B,d9 Pe,m,,No Checked by Date EDU CALCULATIONS List types and square footages for all use Types of Use <^X^££_. Sq Ft /Units Types of Use Sq Ft /Unit APT CALCULATIONS List types and square footages for all uses Types of Use J&K-J~<tX--~ Sq Ft /Units Types of Use 3' Sq FtJUnits *(fsri A-FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee mHJistrict #1, 'reduced Traffic Impact Fee) D NO PARK AREA & # X D 1 PARK-IN-LIEU FEE FEE/UNIT D 2 TRAFFIC IMPACT FEE ADT's/UNITS D 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 ADT's/UNITS X FEE/ADT D 4 FACILITIES MANAGEMENT FEE ZONE UNIT/SO FT ^O C 0° x D 5 SEWER FEE EDU's _ BENEFIT AREA f-f EDU's D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA_ ACRES HIGH_ X FEE/AC /LOW = $ D 8 POTABLE WATER FEES UNITS CODE CONNECTION FEETA^ Jh^vo^ (J METER FEE SDCWA FEE IRRIGATION Word\Ooc$\Misfonns\Fee Calculation Worksheet 1 Of 2 Raw 7/t/«/nn CITY OF CARLSBAD GRADING INSPECTION CHECKUST FOR PARTIAL SITE RELEASE PROJECT iMgPPCTQR.DATE. PROJECT m jfo oL ~cT?isr PERMIT NO LOTS REQUESTED FOR RELEASE. N/A = NOT APPLICABLE ^ = COMPLETE 0 = Incomplete or unacceptable 1st X •X X ^ ^ v/ / M/4r & 2nd. tftftote I.!*"*"* 1 1 2 3 4. 5 6 7 8 9 Site access to requested lots adequate and logically grouped Site erosion control measures adequate Overall site adequate for health, safety and welfare of public Letter from Owner/Dev requesting partial release of specific lots, pads or bldg, 8%" x^" site plan (attachment) showing requested lots submitted Compaction report from soils engineer submitted (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases) EOW certification of work dons wrth finish pad elevations of specific lots to be released Letter must state lot (s) Is graded to within a tenth (1) of the approved grading plan Geologic engineer's letter if unusual geologic or subsurface conditions exist Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is stall subject to ail normal City requirements required pursuant to the building permit process Partial release of the site is denied for the following reasons. Project Injector ucnstruoiorTK/ianager Date Date j - LcMAi.TErt.FC SMS/-APTCITE FRU n D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB 080567 Planner Corey Funk APN 213-260-06 Address 2530 Campbell PI (Bressi Ranch Lot 115) Phone(760)602-4645 Type of Project & Use 40,000 sf office/manufacturing bldg Net Project Density n/a DU/AC Zoning P-C (P-M) General Plan PI Facilities Management Zone 17 CFD (in/out) #J_Date of participation Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit ) Legend- ^ Item Complete D Item Incomplete - Needs your action Environmental Review Required YES NO X TYPE DATE OF COMPLETION Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO TYPE PIP 06-07 OTHER RELATED CASES CD 08-02 Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval 9, 25 G Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES_ CA Coastal Commission Authority? YES_ NO_ NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # n Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATEi) H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor's parcel number D D D D D D D D D Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES NO X 2 Project complies YES NO Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required Required Required Required Required :ks Required Required Required Required Required Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4 Height Required. Spaces Required Shown Shown5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments Airfor+- «t- F^AA. f?-^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 APRIL 4, 2008 TO CARLSBAD BUILDING DEPT FROM COREY FUNK, ASSOCIATE PLANNER SUBJECT. CB 080567 - BRESSI RANCH LOT 15 (PIP 06-07) Building Permit - 1st Review The Planning Department has completed our review of the above-referenced project The following items and conditions of approval are outstanding must be resolved prior to building permit issuance 1 Sheet A1 3 - provide the maximum height of the roof screens 2 Provide the typical height measurements of the rooftop equipment 3 Sheet A3 - the groove detail note (key note #6) should apply to the rooftop equipment screen in addition to the tilt-up panels 4 Sheet AS2 - provide the paint color schedule for the ground mounted equipment enclosure building, showing it matches the mam building 5 The parking lot light standards should be full cut-off, please revise the necessary sheets 6 Provide an area breakdown for manufacturing and office use areas in the building 7 Add the note from CD 08-02 that all tenant improvements shall conform to the approved parking and use ratios This should be on the floor plans and on either the title sheet or site plan sheet 8 Complete the following conditions of approval 9, 25 COREY FUNK c Tad Siegenthaler, Smith Consulting Architects, 12220 El Cammo Real, Suite 200, San Diego, CA 92130 City of Carlsbad Planning Department PLANNED INDUSTRIAL PERMIT January 24 2007 2007 Mark Langan Smith Consulting Architects 12220 El Camino Real, Suite 200 San Diego, CA 92130 SUBJECT PIP 06-07 - BRESSI RANCH LOT 15 The City has completed a review of the application for a Planned Industrial Permit for development located north of Campbell Place and south of Palomar Airport Road, in Planning Area 3 of the Bressi Ranch Master Plan The proposed development consists of a 2-story office building totaling 40,000 square feet in size, 160 surface parking spaces, a sand volleyball court, site landscaping, and all necessary improvements to provide utilities for the site and access from Campbell Place It is the Acting Planning Director's determination that the project IS consistent with the City's Planned Industrial Zone regulations (Chapter 21 34) and with all other applicable City ordinances and policies The Planning Director, therefore, APPROVES this request based on the following Findings. 1 That the site indicated by the Planned Industrial Permit IS adequate in size and shape to accommodate the proposed use, and all yards, spaces, walls, fences, parking, loading, landscaping and other features required by Chapter 21 34 of the Carlsbad Municipal Code in that the proposed two-story office building, surface parking and a recreation area, can fit within the developable area of the lot and all apolicable development standards are met 2 That the improvements indicated on the Planned Industrial Permit ARE located in such a manner to be related to existing and proposed streets and highways in that the proposed two-story office building does not require any additional access other that that previously approved for the Bressi Ranch Industrial Area, in accordance with City Engineering Standards 3 That the improvements as shown on the Planned Industrial Permit ARE consistent with the intent and purpose of this zone and all adopted development, design and performance standards as set forth in Chapter 21 34 of the Carlsbad Municipal Code in that the proposed development includes a two-story office building, surface parking and a recreation area, which conforms to the building height, setbacks, lot coverage, and design criteria of the P-M zone and the Bressi Ranch Master Plan 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-4600 • FAX (760) 602-8559 • wwwci carlsbad ca us PIP 06-07 - BRESSI RANCH LOT 15 January 24,2007 Page 2 4 The Planning Director has determined that a the project is a subsequent activity of the Bressi Ranch Master Plan MP 178(D), a project for which a program EIR was prepared, and a notice for the activity has been given, which includes statements that this activity is within the scope of the program approved earlier, and that the program EIR adequately describes the activity for the purposes of CEQA), [15168( c)(2) and (e)], and/or b this project is consistent with the Master Plan cited above, and c the Bressi Ranch Master Plan Final EIR 98-04 was certified in connection with the prior project or plan, and d the project has no new significant environmental effect not analyzed as significant in the prior EIR, and e none of the circumstances requiring a Subsequent EIR or a Supplemental EIR under CEQA Guidelines Sections 15162 or 15163 exist, and f The Acting Planning Director finds that all feasible mitigation measures or project alternatives identified in the EIR 98-04, which are appropriate to this Subsequent Project, have been completed, incorporated into the project design or are required as conditions of approval for this Subsequent Project 5 That the Acting Planning Director finds that the project, as conditioned herein, is in conformance with the Elements of the City's General Plan, in that the proposed development, which consists of a two-story office building, surface parking and a recreation area, conforms to the intent and purpose of the Planned Industrial (PI) General Plan Land Use Designation 6 That the project is consistent with the City-Wide Facilities and Improvements Plan, the Local Facilities Management Plan for Zone 17 and all City public facility policies and ordinances The project includes elements or has been conditioned to construct or provide funding to ensure that all facilities and improvements regarding sewer collection and treatment, water, drainage, circulation, fire, schools, parks and other recreational facilities, libraries, government administrative facilities, and open space, related to the project will be installed to serve new development prior to or concurrent with need Specifically, a The project has been conditioned to provide proof from the Carlsbad Unified School District that the project has satisfied its obligation for school facilities b A growth management park fee of 40 cents per square foot of non- residential development will be collected at the time of building permit issuance This fee will be used to construct recreational facilities to offset demand created by employees within Local Facilities Management Zone 17 c The Public Facility fee is required to be paid by Council Policy No 17 and will be collected prior to the issuance of building permit PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 Page 3 d The Local Facilities Management fee for Zone 17 is required by Carlsbad Municipal Code Section 21 90 050 and will be collected prior to issuance of building permit 7 The project is consistent with the Comprehensive Land Use Plan (CLUP) for the McClellan-Palomar Airport, dated April 1994, in that as conditioned the applicant shall record an Avigation Easement The project is compatible with the projected noise levels of the CLUP, and, based on the noise/land use compatibility matrix of the CLUP, the proposed land use is compatible with the airport, in that the project is not within noise contours greater than 65 CNEL as created by airport operations 8 That the project is consistent with the City's Landscape Manual (Carlsbad Municipal Code Section 14 I28 020 and Landscape Manual Section 1B) 9 That the Planning Director has reviewed each of the exactions imposed on the Developer contained in this letter, and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and the degree of the exaction is in rough proportionality to the impact caused by the project Conditions Note Unless otherwise specified herein, all conditions shall be satisfied prior to issuance of a grading or building permit, whichever occurs first 1 Approval is granted for PIP 06-07 as shown on Exhibits "A" - "L" dated January 24, 2007, on file in the Planning Department and incorporated herein by reference Development shall occur substantially as shown unless otherwise noted in these conditions 2 All uses established in this structure shall be consistent with Section 21 34 020 (Permitted Uses) 3 If any of the following conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained according to their terms, the City shall have the right to revoke or modify all approvals herein granted, record a notice of violation on the property title, deny or further condition issuance of all future building permits, deny, revoke or further condition all certificates of occupancy issued under the authority of approvals herein granted, record a notice of violation on the property title, institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation No vested rights are gained by Developer or a successor in interest by the City's approval of this Planned Industrial Permit 4 Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications to the Planned Industrial Permit documents, as necessary to make them internally consistent and in conformity with the final action on the project Development shall occur substantially as shown on the approved Exhibits Any proposed development different from this approval, shall require an amendment to this approval PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 Page 4 5 Developer shall comply with all applicable provisions of federal, state, and local laws and regulations in effect at the time of building permit issuance 6 If any condition for construction of any public improvements or facilities, or the payment of any fees m-lieu thereof, imposed by this approval or imposed by law on this Project are challenged, this approval shall be suspended as provided in Government Code Section 66020 If any such condition is determined to be invalid this approval shall be invalid unless the City Council determines that the project without the condition complies with all requirements of law 7 Developer/Operator shall and does hereby agree to indemnify, protect, defend and hold harmless the City of Carlsbad, its Council members, officers, employees, agents, and representatives, from and against any and all liabilities, losses, damages, demands, claims and costs, including court costs and attorney's fees incurred by the City arising, directly or indirectly, from (a) City's approval and issuance of this Planned Industrial Permit, (b) City's approval or issuance of any permit or action, whether discretionary or non-discretionary, in connection with the use contemplated herein, and (c) Developer/Operator's installation and operation of the facility permitted hereby, including without limitation, any and all liabilities arising from the emission by the facility of electromagnetic fields or other energy waves or emissions This obligation survives until all legal proceedings have been concluded and continues even if the City's approval is not validated 8 Developer shall submit to Planning Department a reproducible 24" x 36," mylar copy of the Site Plan, Civil Plan and Landscape Plan reflecting the conditions approved by the final decision making body 9 Prior to the issuance of a building permit, the Developer shall provide proof to the Director from the Carlsbad Unified School District that this project has satisfied its obligation to provide school facilities 10 This project shall comply with all conditions and mitigation measures which are required as part of the Zone 17 Local Facilities Management Plan and any amendments made to that Plan prior to the issuance of building permits, including, but not limited to the following a A growth management park fee of 40 cents per square foot of non- residential development will be collected at the time of building permit issuance This fee will be used to construct recreational facilities to offset demand created by employees within Local Facilities Management Zone 18 11 This approval shall become null and void if building permits are not issued for this project within 18 months from the date of project approval 12 Building permits will not be issued for this project unless the local agency providing water and sewer services to the project provides written certification to the City that adequate water service and sewer facilities, respectively, are available to the project at the time of the application for the building permit, and that water and sewer capacity and facilities will continue to be available until the time of occupancy PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 PaqeS 13 Developer shall submit and obtain Planning Director approval of a Final Landscape and Irrigation Plan showing conformance with the approved Preliminary Landscape Plan and the City's Landscape Manual Developer shall construct and install all landscaping as shown on the approved Final Plans, and maintain all landscaping in a healthy and thriving condition, free from weeds, trash, and debris 14 The first submittal of Final Landscape and Irrigation Plans shall be pursuant to the landscape plan check process on file in the Planning Department and accompanied by the project's building, improvement, and grading plans 15 Prior to the issuance of the building or grading permits, whichever occurs first, the Developer shall submit to the City a Notice of Restriction executed by the owner of the real property to be developed Said notice is to be filed in the office of the County Recorder, subject to the satisfaction of the Planning Director, notifying all interested parties and successors in interest that the City of Carlsbad has issued a Planned Industrial Permit on the property Said Notice of Restriction shall note the property description, location of the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of Restriction The Planning Director has the authority to execute and record an amendment to the notice which modifies or terminates said notice upon a showing of good cause by the Developer or successor in interest 16 Developer shall construct trash receptacle and recycling areas enclosed by a six-foot high masonry wall with gates pursuant to City Engineering Standards and Carlsbad Municipal Code Chapter 21 105 Location of said receptacles shall be approved by the Planning Director Enclosure shall be of similar colors and/or materials to the project to the satisfaction of the Planning Director 17 No outdoor storage of materials shall occur onsite unless required by the Fire Chief When so required, the Developer shall submit and obtain approval of the Fire Chief and the Planning Director of an Outdoor Storage Plan, and thereafter comply with the approved plan 18 Developer shall submit and obtain Planning Director approval of an exterior lighting plan including parking areas All lighting shall be designed to reflect downward and avoid any impacts on adjacent homes or property 19 Prior to the issuance of grading or building permits, whichever occurs first, the Developer shall prepare and record a Notice that this property may be subject to noise impacts from the Palomar Airport Road Transportation Corridor, in a form meeting the approval of the Planning Director and City Attorney (see Noise Form #1 on file in the Planning Department) 20 Prior to the issuance of building or grading permits, whichever occurs first, the Developer shall prepare and record a Notice that this property is subject to overflight, sight and sound of aircraft operating from McClellan-Palomar Airport, in a form meeting the approval of the Planning Director and the City Attorney (see Noise Form #2 on file in the Planning Department) PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 PageS _ 21 Developer shall construct, install, and stripe not less than 165 parking spaces, as shown on Exhibit A 22 All roof appurtenances, including air conditioners, shall be architecturally integrated and concealed from view and the sound buffered from adjacent properties and streets, in substance as provided in Building Department Policy No 80-6, to the satisfaction of the Directors of Community Development and Planning 23 Unless otherwise stated, this industrial project shall comply with all applicable City ordinances and requirements 24 The Developer shall implement and comply with all applicable mitigation measures required by the Mitigation Monitoring and Reporting Program certified with the Bressi Ranch Master Plan Final EIR 98-04, contained in Planning Commission Resolution No 5201 25 Prior to the issuance of building permits, the Developer shall provide a Notice of Proposed Construction or Alteration to the Federal Aviation Administration and McClellan-Palomar Airport consistent with the Federal Aviation Administration Determination of No Hazard to Air Navigation issued on June 12, 2006 (Aeronautical Study No 2006-AWP-1992-OE) This notification shall identify if the use of construction equipment on the project site will temporarily exceed the maximum height guidelines established by the Determination of No Hazard to Air Navigation 26 On the Final Landscape Plan, juncus patens shall be planted at spacmgs as required to provide complete bio-swale functions as approved by the Planning Director Engineering NOTE Unless specifically stated in the condition, all of the following conditions, upon the approval of this proposed site plan, must be met prior to approval of a building permit or grading permit, whichever occurs first General Prior to hauling dirt or construction materials to or from any proposed construction site within this project, Developer shall apply for and obtain approval from, the City Engineer for the proposed haul route Developer shall install sight distance corridors at all driveway intersections in accordance with Engineering Standards The limits of these sight distance corridors shall be reflected on any improvement, grading, or landscape plan prepared m association with this development PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 Page 7 _ Grading Prior to the issuance of a grading permit or building permit, whichever occurs first, Developer shall submit to the City Engineer proof that a Notice of Intention for the start of work has been submitted to the State Water Resources Control Board Based upon a review of the proposed grading and the grading quantities shown on the site plan, a grading permit for this project is required Developer shall apply for and obtain a grading permit from the City Engineer prior to issuance of a building permit for the project 1X31 The sewer and water services proposed for this project as shown on the site plan represent the minimum required for single use, single ownership buildings If, subsequent to this project approval, the owner/developer desires to partition one or more of the buildings contained within this project into multiple uses, by way of tenant improvement, or multiple ownerships, by way of parcel or final map, then each partitioned use or separate ownership unit must be plumbed with its own separate water meter and water service and its own separate sewer lateral in conformance with City and Water District ordinances, standards and policies City approval of the water and sewer services as proposed on the site plan does not confer approval by the City or Water District of any variance or deviation from such ordinances, standards and policies regarding the provision of water or sewer services to industrial/commercial projects Dedications/Improvements Developer shall provide the design of all private streets and drainage systems to the satisfaction of the City Engineer The structural section of all private streets shall conform to City of Carlsbad Standards based on R-value tests All private streets and drainage systems shall be inspected by the City Developer shall pay the standard improvement plancheck and inspection fees Developer shall execute and record a City standard Development Improvement Agreement to install and secure with appropriate security as provided by law, public improvements shown on the site plan and the following improvements including, but not limited to, water and fire hydrants, to City Standards to the satisfaction of the City Engineer The improvements are a) Public water main and fire hydrants Improvements listed above shall be constructed within 18 months of approval of the subdivision or development improvement agreement or such other time as provided in said agreement *-"34 Developer shall execute and record a City standard Water Quality Facility Maintenance Agreement prior to the approval of a grading permit or building permit, whichever occurs first for this Project PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 PageS v"35 Developer shall execute and record a City standard encroachment agreement prior to the approval of a grading permit or building permit, whichever occurs first, for private improvements within the public waterlme easement __. 36 Prior to the issuance of grading permit or building permit, whichever occurs first, Developer shall submit for City approval a "Storm Water Pollution Prevention Plan (SWPPP)" The SWPPP shall be in compliance with current requirements and provisions established by the San Diego Region of the California Regional Water Quality Control Board and City of Carlsbad Requirements The SWPPP shall address measures to reduce to the maximum extent practicable storm water pollutant runoff during construction of the project At a minimum, the SWPPP shall a include all content as established by the California Regional Water Quality Contro! Board requirements, b include the receipt of "Notice of Intent" issued by the California Regional Water Quality Control Board, c recommend source control and treatment control Best Management Practices (BMPs) that will be implemented with this project to avoid contact or filter said pollutants from storm water to the maximum extent practicable before discharging to City right-of-way or natural drainage course, and d establish specific procedures for handling spills and routine clean up Special considerations and effort shall be applied to employee education on the proper procedures for handling clean up and disposal of pollutants 37 Prior to the issuance of grading permit or building permit, whichever occurs first, Developer shall submit for City approval a "Storm Water Management Plan (SWMP)" The SWMP shall demonstrate compliance with the City of Carlsbad Standard Urban Stormwater Mitigation Plan (SUSMP), Order 2001-01 issued by the San Diego Region of the California Regional Water Quality Control Board and City of Carlsbad Municipal Code The SWMP shall address measures to avoid contact or filter said pollutants from storm water, to the maximum extent practicable, for the post-construction stage of the project At a minimum, the SWMP shall a identify existing and post-development on-site pollutants-of-concern, b identify the hydrologic unit this project contributes to and impaired water bodies that could be impacted by this project, c recommend source controls and treatment controls that will be implemented with this project to avoid contact or filter said pollutants from storm water to the maximum extent practicable before discharging to City right-of-way, d establish specific procedures for handling spills and routine clean up Special considerations and effort shall be applied to (RESIDENT/EMPLOYEE) education on the proper procedures for handling clean up and disposal of pollutants, e ensure long-term maintenance of all post construct BMPs in perpetuity, and f identify how post-development runoff rates and velocities from the site will not exceed the pre-development runoff rates and velocities to the maximum extent practicable PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 Page 9 Special Conditions ' 38 The Average Daily Trips (ADT) and floor area contained in the staff report and shown on the Site Plan are for planning purposes only Developer shall pay traffic impact and sewer impact fees based on Section 1842 and Section 13 10 of the City of Carlsbad Municipal Code, respectively Carlsbad Municipal Water District 39 Prior to approval of improvement plans, Developer shall meet with the Fire Marshal to —• determine if fire protection measures (fire flows, fire hydrant locations, building sprinklers) are required to serve the project Fire hydrants, if proposed, shall be considered public improvements and shall be served by public water mains to the satisfaction of the District Engineer v_ 40 The Developer shall design and construct public facilities within public right-of-way or within minimum 20-feet wide easements granted to the District or the City of Carlsbad At the discretion of the District Engineer, wider easements may be required for adequate maintenance, access and/or joint utility purposes <_--41 Prior to issuance of building permits, Developer shall pay all fees, deposits, and charges for connection to public facilities Developer shall pay the San Diego County Water Authority capacity charge(s) prior to issuance of Building Permits —•42 The Developer shall prepare a colored recycled water use map and submit this map to the Planning Department for processing and approval by the District Engineer 43 The Developer shall design landscape and irrigation plans utilizing recycled water as a source Said plans shall be submitted to the satisfaction of the District Engineer 44 The Developer shall install potable water services and meters at a location approved by the District Engineer The locations of said services shall be reflected on public improvement plans 45 The Developer shall install sewer laterals and clean-outs at a location approved by the District Engineer The locations of sewer laterals shall be reflected on public improvement plans - 46 The Developer shall design and construct public water facilities substantially as shown on the Site Plan to the satisfaction of the District Engineer Proposed public facilities shall be reflected on public improvement plans 47 This project is approved upon the express condition that building permits will not be issued for the development of the subject property, unless the District Engineer has determined that adequate water and sewer facilities are available at the time of occupancy PIP 06-07 - BRESSI RANCH LOT 15 January 24, 2007 Page 10 Code Reminders The project is subject to all applicable provisions of local ordinances, including but not limited to the following 48 Developer shall exercise special care during the construction phase of this project to prevent offsite siltation Planting and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 1516 (the Grading Ordinance) to the satisfaction of the City Engineer 49 This project is approved upon the express condition that building permits will not be issued for the development of the subject property, unless the District Engineer has determined that adequate water and sewer facilities are available at the time of occupancy 50 Approval of this request shall not excuse compliance with all applicable sections of the Zoning Ordinance and all other applicable City ordinances in effect at time of building permit issuance, except as otherwise specifically provided herein 51 The project shall comply with the latest non-residential disabled access requirements pursuant to Title 24 of the State Building Code 52 Premise identification (addresses) shall be provided consistent with Carlsbad Municipal Code Section 1804320 53 Any signs proposed for this development shall at a minimum be designed in conformance with the City's Sign Ordinance and shall require review and approval of the Planning Director prior to installation of such signs .54 Developer shall pay a landscape plan check and inspection fee as required by Section 20 08 050 of the Carlsbad Municipal Code If you have any questions, please call Corey Funk at (760) 602-4645 Sincerely, DON NEU Acting Planning Director DN CF bd c Gary Barbeno, Team Leader Glen Van Peski, Project Engineer Cynthia Haas Data Entry File Copy Carlsbad Fire Department BUILDING _ CQPV Plan Review Requirements Category COMMIND , INDUS! Date of Report 04-29-2008 Reviewed by Name SMITH CONSULTING Address 1 2220 EL C AMINO REAL STE 200 SAN DIEGO C A 92 122 Permit # CB080567 Job Name 40,OOOSF 2 STORY OFF/MANUF Job Address 2530 CAMPBELL PL CBAD for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: Cond CON0002749 [MET] THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW 1 Provide "Recessed" KNOX Key Boxes at all four entrances adjacent to the 'Active' or locking leaf if paired or on strike side of single doors 2 The Smoke Detectopr at the top of elevator shaft shall be placed no more than twelve (12) - inches from finished ceiling Entry 04/29/2008 By GR Action AP Approved with Notes LYONS WARREN engineers + architects 9455 Ridgehaven Court Suite 200 San Diego, CA 92123-1649 858 573 8999 858 573 8998 fax www lyonswarren com Structural Calculations for Bressi Ranch Lot 15 Carlsbad, CA (PLANCHECK ADDENDUM) Prepared for: Smith Consulting Architects 12220 El Camino Real Suite 200 San Diego, CA 92130 Date: April 25, 2008 Project Number: SCA0603 8ui _J^OLJl_ 0—-CM in o CM © _— CM oCM 0— " X, o I CD > ! i \ O . /\ ' Q I - O \ ., LJJ (J (J Q u_ O O TILTUP WALL DESIGN Job Name Panel ID Bressi Ranch Typical Wall Panel Typey Loads Service PD PL Ppnp Ppnw Ptot Ptot-(Ppnw)/3 Mapp phi Pu/Fy Aseff a c Mn phi*Mn Icr An A final Mlat wall Me Roof M PA Mdes 1 600k/ft 1600k/ft 0000 0656 14 140 13338 0 1956 0077 981 1907 103 2991 U(D+L) 1 920 2560 0000 0788 19314 18352 0 0872 0322 0632 0826 0972 11704 10207 3430 301 2205 000 5339 4047 9386 | CENTERED #5@ | 120moc U(D+E) 2112 k/lt 0000 k/ft 0000 k/fl 0866 k/ft 10920 k/fl 9862 k/ft 0 Jin-k 0884 0182 in2 0492 of 0643 in 0 757 in 93 83 in-k 82 97 in-k 2982 278 in 0755 (in 1511 in-k 25 17 m-k 776 m-k 48 03 m-k fc Fy 6*rhob= rho= TOW TOL Hop Bop Htop Hbot Bwall t d reveal ecc Sds E= fr= ig= DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA- Factored Load D + L Mdes<phi*Mn - OK D + E Mdes<phi*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 14 140 k < 0 04(fc)Ag = 15 120 k - OK CRACKING MOMENT CRITERIA Mcr = 32 87 k < phi(Mn) = 82 97 k - OK Analysis at Revea Me a Is t Mtdhetghfc Reveal H 000ft 000ft 000ft 000ft 000ft 000ft 000ft 000ft 2287m-k Mu 0 00 in-k 0 00 m-k 0 00 in-k 0 00 in-k 0 00 in-k 0 00 in-k 0 00 in-k 0 00 in-k d= 2.75 in Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<ph/*Mn - OK Mu<phi*Mn - OK Properties As= 4500 60000 00187 00074 1500 1500 1000 1600 000 000 2200 700 350 075 300 0788 3824 335 3430 Sg= Mcr= Acr= 0310 psi psi OK ft ft ft ft ft ft ft in in in ksi psi m4 9800 3287 0085 in2 beta1 = iterate'' Yellow Cp= 3 4 5 6 7 Ms= in3 in-k in N= 76 a!pha= 0 196 bela= 0686 kd= 0 736 in Sds IP= Eh= R= x= Ev= 0788 1 190 3544 508 0 103 phi*Mn= 63 39 m-k Ib/ft/ft Ib/ft ft Ib/ft/ft TILTUP WALL D Job Name Panel ID ESIGN Bressi Ranch Typical Wall Panel Type B CENTERED | #5@ | 120moc Loads Service PD PL Ppnp Ppnw Rot Ptol-(Ppnw)/3 Mapp phi Pu/Fy Aseff a c Mn phi*Mn Icr An A final Mlat wall Me Roof MPA Mdes 1 600k/ft 1 600 k/n 0000 0656 8998 8488 0 1956 0052 759 1213 044 2016 U(D+L) U(D+E) 1920 2112 k/tt 2560 0000 k/ft 0000 0000 k/it 0788 0866 k/ft 12291 6949 kffi 11 678 6 276 k/ft 0 0 |m-k 0 872 0 884 0205 0116 in2 0515 0426 m2 0 673 0 557 in 0 792 0 655 in 97 72 82 31 m-k 85 23 72 78 m-k 3063 2727 2 82 2.66 in 0258 | 0073 | in 000 1169 m-k 3397 1602 m-k 301 0 47 m-k 36 99 28 18 m-k fc Fy 6*rhob= rho= TOW TOL. Hop Bop Htop Hbot. Bwafl t d reveal ecc Sds E= fr= ig= DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA - Factored Load D + L Mdes<phi'Mn - OK D + E Mdes<phi*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 8 998 k < 0 04(fc)Ag = 15 120 k - OK CRACKING MOMENT CRITERIA Mcr = 32 87 k < ph (Mn) = 72 78 k - OK Analysis at Revea Me a Is t Midheighfc Reveal H 000ft 000ft 000ft 000ft 000ft 000ft 000ft 000ft 1216m-k d=275m Mu 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phr*Mn - OK 0 00 in-k Mu<phi*Mn - OK Properties As= 4500 60000 00187 00074 1500 1500 1000 1600 000 000 2800 700 350 075 300 0788 3824 335 3430 Sg= Mcr= Acr= 0310 psi psi OK ft ft ft ft ft ft ft in in in ksi psi m4 9800 3287 0085 in2 beta1 = iterate'' Yellow Cp= 3 4 5 6 7 Ms= in3 in-k in N= 76 alpha= 0 196 beta= 0686 kd= 0 736 in Sds IP= Eh= R= x= Ev= 0788 1 190 2486 560 0103 phi*Mn= 55 84 m-k Ib/ft/ft Ib/tt ft Ib/ft/ft TILTUP WALL DESIGN Job Name Panel ID Bressi Ranch Typical Wall Panel Type CL CENTERED | #5@ | 120moc Loads Service PD PL Ppnp Ppnw Rot Ptot-(PpnwV3 Mapp phi Pu/Fy Asetf a c Mn phi*Mn Icr An A final Miatwall Me Roof MPA Mdes 1 600k/ft 1600k/ft 0000 0656 9816 9259 0 1956 0056 793 1324 052 21 68 U(D+L) U(D+E) 1920 2112 k/ft 2560 0000 k/ft 0000 0000 k/ft 0 788 0 866 k/ft 13408 7581 k/ft 12740 6846 k/ft 0 0 |in-k 0 872 0 884 0.223 0 126 of 0533 0436 of 0 697 0 570 in 0 820 0 671 in 10087 8417 m-k 87 97 74 42 in-k 31 26 27 69 2 85 2.68 in 0529 | 0078 | m 0 00 12.21 m-k 37 06 17 47 m-k 6 73 0 56 m-k 43 80 30.24 m-k fc Fy 6*rhob= rho= TOW TOL Hop Bop Htop Hbot: BwaD t d reveal ecc Sds E= fr= '9= DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA - Factored Load D + L Mdes<phi*Mn - OK D + E Mdes<phi*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 9 816 k < 0 04(fc)Ag = 15 120 k - OK CRACKING MOMENT CRITERIA Mcr = 32 87 k < phi(Mn) = 74 42 k - OK Analysis at Revea Me a Is t Midhetght Reveal H 000ft 000ft 000ft 000ft 000ft 000ft 000ft 000ft 1277 m-k d= 2.75m Mu 0 00 in-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK Properties As= 4500 60000 00187 00074 1500 1500 1000 1700 000 000 2800 700 350 075 300 0788 3824 335 3430 Sg= Mcr= Acr= 0310 psi psi OK ft ft ft ft ft ft ft in in in ksi psi in4 9800 3287 0085 in2 beta1 = iterate' Yellow Cp= 3 4 5 6 7 Ms= in3 m-k in N= 76 alpha= 0 196 beta= 0686 kd= 0 736 in Sds IP= Eh= R= x= Ev= phi*Mn= 0788 1 190 2655 548 K^J.PJL... 57 06 m-k Ib/ft/ft Ib/ft ft Ib/ft/ft LYONS WARREN engineers + architects 9455 Ridgeh, Suite 200 San Diego, C 858 573 899< 858 573 899L- _ www lyonswarren com Structural Calculations for Bressi Ranch Lot 15 Carlsbad, CA (PLANCHECK ADDENDUM) Prepared for: Smith Consulting Architects 12220 El Camino Real Suite 200 San Diego, CA 92130 Date: April 25, 2008 Project Number: SCA0603 7 "r ._ ,". J ' I J (L I IL it •ilsi III 355 . w«^!^I3 HR TILTUP WALL DESIGN Job Name Panel ID Bressi Ranch Typical Wai Loads Service PD PL Ppnp Ppnw Plot Ptot-(Ppnw)/3 Mapp Ph Pu/Fy Aseff a c Mn phi*Mn Icr An A final Mlat wall Me Roof MPA Mdes 1600k/ft 1 600k/ft 0000 0656 14 140 13338 0 1956 0077 981 1907 1 03 2991 Panel Type/ U(D+L) 1 920 2560 0000 0788 19314 18352 0 0872 0322 0632 0826 0972 11704 10207 3430 301 2205 000 5339 4047 9386 ( CENTERED #5@ | 120 in oc U(D+E) 2112 k/ft 0000 k/ft 0000 k/ft 0866 k/ft 10 920 k/ft 9862 k/ft 0 |in-k 0884 0182 in2 0492 in2 0643 in 0 757 in 93 83 m-k 82 97 in-k 2982 278 in 0755 |m 1511 in-k 25 17 m-k 776 m-k 48 03 m-k fc Fy 6*rhob= rho= TOW TOL. Hop Bop Htop Hbot: Bwal! t d reveal ecc Sds E= fr= ig= DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA - Factored Load D + L Mdes<phi*Mn - OK D + E Mdes<phi*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 14 140 k < 0 04(f'c)Ag = 15 120 k - OK CRACKING MOMENT CRITERIA Mcr = 32 87 k < ph (Mn) = 82 97 k - OK Analysis at Revea Me a Is t Midhetght= Reveal H 000ft 000ft 000ft 000ft 000ft 000ft 000ft 000ft 22.87 m-k Mu 0 00 in-k 0 00 m-k 0 00 m-k 0 00 m-k 0 00 m-k 0 00 m-k 0 00 m-k 0 00 in-k d= 2 75 in Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Properties As= 4500 60000 00187 00074 1500 1500 1000 1600 000 000 2200 700 350 075 300 0788 3824 335 3430 Sg= Mcr= Acr= 0310 psi psi OK ft ft ft ft ft ft ft in in in ksi psi m4 9800 3287 0085 in2 beta1 = iterate9 Yellow Cp= 3 4 5 6 7 Ms= in3 in-k in N= 76 alpha= 0 196 beta= 0686 kd= 0 736 in Sds IP= Eh= R= x= Ev= phi*Mn= 0788 1 190 3544 508 0103 Ib/ft/ft Ib/ft ft Ib/ft/ft 63 39 in-k TILTUP WALL D Job Name Panel ID ESIGN Bressi Ranch Typical Wall Panel Type .R CENTERED Loads Service PD PL Ppnp Ppnw Rot Ptot-(Ppnw)/3 Mapp phi Pu/Fy Aseff a c Mn phi*Mn Icr An A final Mlatwall Me Roof MPA Mdes 1 600k/ft 1 600k/ft 0000 0656 8998 8488 0 1956 0052 759 1213 044 2016 U(D+L) 1 920 2560 0000 0788 12291 11 678 0 0872 0.205 0515 0673 0792 9772 8523 3063 282 0256 000 3397 301 3699 «5@ U(D+E) 2112 0000 0000 0866 6949 6276 12.0 in oc k/ft k/ft k/ft Ml Utt Ml 0 jtn-k 0884 0116 0426 0557 0655 8231 7278 2727 2.66 0073 1169 1602 047 2818 of of in in in-k in-k m ,n m-k m-k m-k in-k fc Fy 6*rhob= rho= TOW TOL Hop Bop Htop Hbot. Bwall t d reveal ecc Sds E= fr= ta= DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA - Factored Load D + L Mdes<phrMn - OK D + E Mdes<phi*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 6 998 k < 0 04(fc)Ag = 15 120 k - OK CRACKING MOMENT CRITERIA Mcr = 32 87 k < phi(Mn) = 72 78 k - OK Analysis at Revea Me a Is t Msdheight= Reveal H 000ft 000ft 000ft 000ft 000ft 000ft 000ft 000ft 12 16 m-k d=2 75 in Mu 0 00 in-k Mu<phr*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK Properties As= 4500 60000 00187 00074 1500 1500 1000 1600 000 000 2800 700 350 075 300 0788 3824 335 3430 Sg= Mcr= Acr= 0310 psi psi OK ft ft ft ft ft ft ft in in in ksi psi m4 9800 3287 0085 in2 beta1= iterate9 Yellow Cp= 3 4 5 6 7 Ms= in3 in-k in N= 76 alpha= 0 196 beta= 0686 kd= 0 736 in Sds IP= Eh= R= x= Ev= 0788 1 190 2486 560 0103 phi*Mn= 55 84 m-k Ib/ft/ft Ib/ft ft Ib/ft/ft TILTUP WALL D Job Name Panel ID ESIGN Bressi Ranch Typical Wai Panel Type d. CENTERED I *5@ I 120moc Loads Service PD PL Ppnp Ppnw Rot Ptot-(Ppnw)/3 Mapp phi Pu/Fy Aseff a c Mn phi*Mn Icr An A final Mlat wall Me Roof MPA Mdes 1 600k/ft 1 600k/ft 0000 0656 9816 9259 0 1956 0056 793 1324 052 21 68 U(D+L) U(D+E) 1920 2112 k/ft 2560 0000 k/ft 0000 0000 k/ft 0788 0866 k/ft 13408 7581 k/tt 12740 6846 k/Jt 0 0 |in-k 0 872 0 884 0.223 0 126 of 0533 0436 in2 0 697 0 570 in 0 820 0 671 in 10087 8417 m-k 87 97 74 42 m-k 31 26 27 69 2.85 2 68 m 0529 | 0078 |m 000 12.21 m-k 3706 1747 m-k 6 73 0 56 in-k 43 80 30.24 m-k fc Fy 6*rhob= rho= TOW TOL Hop Bop Htop l-foot Bwal) t d reveal ecc Sds E= fr= »9= DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA - Factored Load D + L Mdes<phi*Mn - OK D + E Mdes<phi*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 9 816 k < 0 04(f'c)Ag = 15 120 k - OK CRACKING MOMENT CRITERIA Mcr = 32 87 k < ph (Mn) = 74 42 k - OK Analysis at Revea Me a Is t Midhetghfc Reveal H 000ft 000ft 000ft 000ft OOOft 000ft OOOft OOOft 12.77 m-k d=275in Mu 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phfMn - OK 0 00 m-k Mu<phi*Mn - OK 0 OO m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 m-k Mu<phi*Mn - OK 0 00 in-k Mu<phi*Mn - OK Properties As= 4500 60000 00187 00074 1500 1500 1000 1700 000 000 2800 700 350 075 300 0788 3824 335 3430 Sg= Mcr= Acr= 0310 psi psi OK ft ft ft ft ft ft ft in in in ksi psi m4 9800 3287 0085 in2 beta1= iterate' Yellow Cp= 3 4 5 6 7 Ms= in3 in-k in N= 76 alpha= 0 196 beta= 0686 kd= 0 736 in Sds IP= Eh= R= x= Ev= phi*Mn= 0788 1 190 2655 548 JDJ03 57 06 m-k Ib/ftffi Ib/ft ft Ib/ft/ft ©—-CM o CM 0— CM O CM in CM 0—-U o I.\( CD ! : • .' / • • / , •' .-• / ' / / ,' . :•' / > ,' / / / '' . ,' .'' t' / / / .•'f '.-'•'* .- jf S ' s •• / ,•' / / / ,' / / ///////////^</ / ' ' "' ' ' ' / / / '•' -'' •''' / " ' •' ///////.' ///^/ ////// - / •-• UJ (J (J Q LL. O O LYONS WARREN engineers + architects 9455 Ridgehaven Court Suite 200 San Diego, CA 92123-1649 858 573 8999 858 573 8998 fax www lyonswarren com Structural Calculations for B res si Ranch Lot 15 Carlsbad, CA Prepared for: Smith Consulting Architects 12220 El Camino Real Suite 200 San Diego, CA 92130 Date: March 27, 2008 Project Number: SCA0603 Table of Contents Bressi Ranch - Carlsbad, CA Smith Consulting Groups - Architect Subject General Information Key Plans Load Data Page 1-2 A-F ETABS Output General Summary .. Load Combinations Reactions. Column Forces Beam Forces .. Pier Forces Spandrel Forces Story Force . Liveload Reductions. . 1A-8A 1B-3B 3B-14B 14B-16B 17B-35B 35B-55B 55B-62B . 62B-63B 63B-73B Steel Frame Design ... . 1C-2C Composite Beam Design 1D-3D Shear Wall Design . .... 1E-25E Hand Calculations Seismic Design Roof .. . . . . 1F-4F Corbel Design . . 5F-6F Girder, Ledger Connections, Pier Anchorage . . . 7F-9F Miscellaneous Beam Design .. .. 10F-14F Foundation and Baseplates .. . 15F-32F Awning Support. . .... 33F Screen Walls & Ornamental Walls 34F-36F LOAD DATA Flat Roof Roofing Beams Ceiling Girder Insulation Sprinkler Misc Total Pitch= 0412 Live Load Total 2 00 psf 5 00 psf 2 00 psf 3 00 psf 1 00 psf 1 00 psf 1 00 psf 15 00 psf 1501 psf 20 00 psf projected 35 00 psf Floor Slab 30 00 psf Finishes 2 00 psf Beams 5 00 psf Girders 3 00 psf Ceiling 2 00 psf Sprinkler 1 00 psf Misc 2 00 psf Partition 20 00 psf Total Dead 65 00 psf Live Load 80 00 psf Total D+L 145 00 psf Page 1 CBC2007 4 SeismiC Sds °™ Sd1 DSite Class 85 mphBasic r Exposure ° r* ' ',* ..• CO H'ia =9! 3 '9'E asie 9i-;g .j VI K •3 ':ij!i: CHiU !l'!t 65u 385 CSG S,C7f t'i-i1 W 9BI3 Zrf. Via iia April 24, 2008 St Croix Capital 406 9th Ave, Ste 309 San Diego, California 92101 SOUTHERN CALIFORNIA GEOTECHNICAL A California Carpoinlioti Attention1 Project No.. Subject- Reference- Gentlemen Jim Jacob \ 06G169-5 Foundation Plan Review Proposed Office Building Bressi Ranch Lot 15, Planning Area 3 Carlsbad, California Geotechmcal Investigation. Proposed Office Building. Bressi Ranch Lot 15. Planning Area 3, Carlsbad. California, prepared by Southern California Geotechmcal, Inc. (SCG), dated May 22, 2006, SCG Project No 06G169-1 As requested by Tad Siegenthaler of Smith Consulting Architects, we have reviewed the foundation plans for the above referenced project These plans were reviewed for conformance with the assumptions, conclusions, and recommendations of the above referenced geotechnical report. The foundation plans for the proposed development were prepared by Smith Consulting Architects and Miyamoto International. The plans reviewed by our office for conformance with the above referenced report are as follows. General Notes, dated March 28, 2008 Foundation Plan, dated April 24, 2008 Sheet SD1 0 Typical Foundation Detail, dated April 24, 2008 • Sheet SO.O • Sheet Sl.O Our review of the current foundation plans indicates that they have been prepared in general accordance with the recommendations of the above-referenced geotechnical report. It should be noted that our review was limited to the geotechnical aspects of the project and no representations as to the suitability of the structural design are intended We appreciate the opportunity to be of continued service on this project If there are any questions concerning this matter, please contact our office at' Respectfully Submitted, IERN CALIFORNI/TCEOTECHNICAL, INC. Robert G. Trazo, M Sc, j£E $655 Senior Engineer Distribution (1) Addressee (3) Smith Consulting Architects, Attn- Tad Siegenthaler 22885 East Savi Ranch Parkway T Suite E ^ Yorba Linda, CA 92887-4624 voice (714) 685-1115 * fax (714) 685-1118 ^ www socalgeo com \F .'-; > G Bressi Ranch Lot 15 Planning Area 3 Carlsbad, California for Si Croix Capital January 22, 2008 St Croix Capital 4350 Executive Drive, Suite 301 San Diego, California 92121 SOUTHERN CALIFORNIA GEOTECHNICAL A Cahformti Corporation Attention Subject- Project No Reference* Mr Jim Jacob Update of Geotechnteal Investigation Proposed Office Building Bressi Ranch Lot 15, Planning Area 3 Carlsbad, California 06G169-3 Geotechnical Investigation. Proposed Office Building,. Bressj Ranch Lot 15. Planning Area 3. Carlsbad. California, prepared for St. Croix Capital by Southern California Geotechnical, Inc (SCG), dated May 22, 2006, SCG Project No 06G169-1. Gentlemen In accordance with your request we have prepared this addendum to the referenced report in order to update the site conditons with respect to the proposed development Based on discussions with the client and project civil engineer, the site conditions are relatively unchanged from the observed conditions discussed in the referenced report The referenced report is therefore still considered applicable for the proposed development We sincerely appreciate the opportunity to be of continued service on this project We look forward to providing additional consulting services during the course of the project If we may be of further assistance in any manner, please contact our office Respectfully Submitted, f CALIFORNIA GEOTECHNICAL, INC GE 2655Robert G Trazo, M Sc/ Senior Engineer \J Distribution (4) Addressee 22885 East Savi Ranch Parkway * Suite E * Yorba Linda, CA 92887-4624 voice (714) 685-1115 * fax. (714) 685-1118 * www socalgeo com Page 1 of2 Tad Siegenthaler From Robert Trazo [rtrazo@socalgeo com] Sent Friday, January 25, 2008 3 28 PM To Tad Siegenthaler Cc 'Andrew Kann1, 'Jim Jacob', Mark Langan, 'Glenn Mountzen', Tim Kyes' Subject RE Bressi Ranch Lot 15 - soils report update Importance High Tad, Here is the information you requested Seismic Design Parameters The IBC provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height The seismic design parameters presented below are based on the, soil profile, and the proximity of known faults with respect to the subject site The 2006 IBC Seismic Design Parameters have been generated using Earthquake Ground Motion Parameters, a software application developed by the United States Geological Survey This software application, available at the USGS web site calculates seismic design parameters in accordance with the 2006 IBC, utilizing a database of deterministic site accelerations at 0 01 degree intervals The table below is a compilation of the data provided by the USGS application Based on this output, the following parameters may be utilized for the subject site 2006 IBC SEISMIC DESIGN PARAMETERS Parameter Mapped Spectral Acceleration at 0 2 sec Period Mapped Spectral Acceleration at 1 0 sec Period Site Class Short-Period Site Coefficient at 0 2 sec Period Long-Period Site Coefficient at 1 0 sec Penod Site Modified Spectral Acceleration at 0 2 sec Penod Site Modified Spectral Acceleration at 1 0 sec Penod Design Spectral Acceleration at 0 2 sec Penod Design Spectral Acceleration at 1 0 sec Penod ss s, — Fa FV SMS SMI SDS SDI Value 1 126 0426 D 105 1574 1 182 0671 0788 0447 Regards, Robert G Trazo, M Sc, PE, GE Senior Engineer Southern California Geotechnical, Inc. 22885 East Savi Ranch Parkway, Suite E 3/31/2008 St Croix Capital c/o Mr Jim Jacob 4350 Executive Drive, Suite 301 San Diego, California 92121 May 22, 2006 Project No 06G169-1 Subject Geotechnical Investigation Proposed Office Buiidmg Bressi Ranch Lot 15 Planning Area 3 Carlsbad, California Gentlemen in accordance with your request, we have conducted a geotechnical investigation at the subject site We are pleased to present this report summanzmg the conclusions and recommendations developed from our investigation We sincerely appreciate the opportunity to be of service on this project We look forward to providing additional consulting services dunng the course of the project If we may be of further assistance in any manner, please contact our office Respectfully Submitted, GaHfortaBMttiMaUnc. Robert G TrazA Senior Enainee? M Sc , GE 2655 Di ira, CEG 2125 ist ) Addressee 1260 North Hancock Street, Suite 101 • Anaheim. California 92807-1951 • (714) 777-0333 • Fax (714) 777-0398 \ TABLE OF CONTENTS 1.0 2.0 SCOPE OF SERVICES 3 3.1 Site Description 3 2 Proposed Development 3.3 Previous Studies 4.0 SUtSUBFAM EXPLORATION 4 4 5 41 Scope of Exploration/Sampling Methods 4.2 Qeotechnical Conditions 43 Geologic Conditions 5.0 LABORATORY 9 9 10 11 13 61 Seismic Design Considerations 6.2 Qeotechnical Design Considerations 6.3 Site Grading Recommendations 64 Construction Considerations 6 5 Foundation Design and Construction 6.6 ROOT Slab Design and Construction 6.7 Retaining Wall Design Recommendations 6 8 Pavement Design Parameters APPE 13 15 17 20 21 23 24 26 A Plate 1 Site Location Map Plate 2 Boring Location Plan B Boring Logs C Laboratory Test Results D Grading Guide Specifications E UBCSEIS Computer Program Output Brass) Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 06G169-1 Presented below is a brief summary of the conclusions and recommendations of this investigation. Since this summary is not all inclusive, it should be read in complete context with the entire report Site Preparation • No significant topsoil or vegetation was present at the site at the time of the subsurface exploration Any vegetation that develops prior to site grading should be stnpped and removed from the site • The site is underlain by recently placed compacted fill soils and sandstone and claystone bedrock The fill soils extend to depths of up to 50± feet within Planning Area 3 and were placed under the purview of a geotechnical engineer The existing fill soils and bedrock possess relatively high strengths, and medium expansive potentials • A compaction report prepared by Leighton and Associates indicates that the existing fill soils were placed as compacted structural fill Leighton indicates that the existing fill soils are suitable for support of the proposed development provided that the cut/fill transitions are mitigated dunng precise grading • Based on the expansive potentials and differing strengths of the engineered fill and bedrock, and in order to provide for a new layer of structural fill that will help mitigate the currently existing and potential future cut/fill transitions, it is recommended that remedial grading be performed within the proposed building pad area • The northern portion of the building pad area, which is underlain by shallow bedrock, should be overexcavated to a depth of at least 3 feet below existing grade and to a depth of at least 3 feet below proposed pad grade The depth of overexcavation should be sufficient to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations • In the remaining portions of the site, overexcavation should extend to a depth adequate to remove all surfidal, weathered soils • Following completion of the recommended overexcavation, exposed soils should be evaluated by the geotechnical engineer After the subgrade soils have been approved by the geotechnical engineer, the resulting soils may be replaced as compacted structural fill • A precise grading plan review is recommended subsequent to preparation of the plan in order to confirm the recommendations contained herein Building Foundations • Shallow foundations, supported in newly placed compacted fill • 2,500 psf maximum allowable soil beanng pressure • Four (4) No 5 rebars (2 top and 2 bottom), due to the medium expansive potential of the near surface soils Brass! Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 06G169-1 Pagel Building Floor Slab • Slab-on-Grade, at least 5 inches thick • Minimum slab reinforcement No 3 bars at 18-mches on-center, in both directions Pavements ASPHALT PAVEMENTS Materials Asphalt Concrete Aggregate Base Compacted Subgrade (80% minimum compaction) Thickness (Inches) Auto Parking (TI-40) 3 6 12 Auto Drive Lanes (Tl*50) 3 9 12 Light Truck Traffic (Tl=60) 3K 11 12 Moderate Truck Traffic (Tl = 70) 4 13 12 PORTLAND CEMENT CONCRETE PAVEMENTS Materials PCC Compacted Subgrade (95% minimum compaction) Thickness (Inches) Automobile Parking and Drive Areas 5 12 Light Truck Traffic (Tl = 6 0) 5% 12 Moderate Truck Traffic (Tl = 70) 7 12 Breed Ranch Lot 15 Proposed Office Bunding - Carlsbad. CA Project No 060169-1 Page 2 The scope of services performed for this project was in accordance with our Proposal No 06P205, dated April 12, 2006 The scope of services included review of previous reports, a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing design of the building foundations, building floor slab, and parking lot pavements along with site preparation recommendations and construction considerations for the proposed development The evaluation of environmental aspects of this site was beyond the scope of services for this geotechnical investigation Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 066169-1 Page 3 3.0 SITE AND PROJECT DESCRIPTION 3.1 Site Description The subject site is located within the recently mass graded Bressi Ranch Industrial Park which is located south of Palomar Airport Road in the city of Carlsbad, California The specific site is a portion of Planning Area 3 or Lot 15, located approximately 400± feet north of the intersection of Campbell Place and Gateway Road The general location of the site is illustrated on the Site Location Map, included as Plate 1 in Appendix A of this report The subject site is a rectangular shaped parcel, approximately 3± acres in size Several graded slopes with inclinations of 2 (horizontal) to 1 (vertical) border the site An ascending slope ranging in height from 2 to 6± feet borders the site to the north leading up to Palomar Airport Road The eastern boundary of the site is an ascending slope to a height of 6± feet leading to an adjacent vacant graded residential lot. A slope with a height of approximately 5 to 6± feet descends down from the site to the west Two (2) desilting basins approximately 6± feet deep exist in the southwest and southeast portions of the site At the time of the subsurface exploration, ground surface cover consisted of exposed soil with negligible to sparse grass and weed growth Detailed topographic information was not available at the time of this report Visually, with the exception of the aforementioned slopes, the remainder of the site consists of gently sloping terrain dipping downward to the southwest. With the exception of the aforementioned slopes and the desilting basin, there was estimated to be less than 2 to 3± feet of elevation differential across the site 3.2 Proposed Development Preliminary information regarding the proposed development was obtained from the site plan prepared by Smith Consulting Architects This plan has been provided to our office by the client and indicates that the new development will consist of one two-story building The proposed building footprint will be 20,000± ft2 Detailed structural information is not currently available It is, however, assumed that the building will be of concrete tilt-up construction, typically supported on conventional shallow foundation systems and concrete slabs on grade Based on the assumed construction, maximum column and wall loads are expected to be on the order of 60 kips and 3 kips per linear foot, respectively Brass! Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 060109-1 Page 4 3.3 Previous Studies As part of our investigation of the overall site, including Planning Areas PA-1 through PA-5, we were provided with several geotechnical reports The geotechnical reports provided to us consist of preliminary and supplemental geotechnical investigations, a summary report of mass grading, and as graded reports of mass grading The subject site has been recently rough graded to its current configuration under the purview of Leighton and Associates, Inc The reports which are applicable to the entire site, including all of the Planning Areas, are summarized below • Geotechnical Investigation. Bressi Ranch Corporate Center. Planning Areas 1 through 5. SEC of Palomar Airport Road and El Camlno Real. Cartebad. California, prepared for Sares Regis Group by Southern California Geotechnical, Inc, dated May 3, 2004, Project No 03G259-2 This report presents the results of our geotechnical investigation of Planning Areas 1 through 5 subsequent to the mass grading Subsurface exploration performed as part of this geotechnical investigation included twenty (20) borings advanced to depths of 5 to 191/2± feet below currently existing site grades The maximum depth of the borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County Department of Environmental Health (DEH) Based on the subsurface conditions, the site is underlain by recently placed compacted fiH soils and sandstone and claystone bedrock The fill soils extend to depths of up to 90± feet and were placed under the purview of a geotechnical engineer The existing fill soils and bedrock possesses relatively high strengths, and highly variable expansive potentials Based on the variable expansive potentials and dlffenng strengths of the engineered fill and bedrock, and in order to provide for a new layer of structural fill that will help mitigate the potential cut/fill transitions, it was recommended that remedial grading be performed within the proposed building pad areas The building pad areas were recommended to be overexcavated to a depth of at least 5 feet below existing grade and to a depth of at least 4 feet below proposed pad grade The depth of overexcavation should be sufficient to provide at least 3 feet of new structural fill beneath the bearing grade of all foundations • Supplemental Geotechnical Investigation for Mass Grading. Bressi Ranch. Carlsbad. California, prepared for Lennar Homes by Leighton and Associates, Inc, dated March 14, 2001, Project No 971009-005 This report presents the results of a supplemental geotechnical investigation to update their earlier preliminary geotechnical report prepared in 1997 Subsurface exploration Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA , ^ Project No 063160-1 PageS U performed as part of the supplemental geotechnical investigation included eight (8) large diameter borings and fifty-six (56) exploratory trenches Logs of these supplemental borings and trenches as well as previous work by Leighton and others is included in the report and summarized on the Geotechnical Map included therein Based on the presented information, the subject site is pnmanly underlain by sandstone bedrock. The bedrock is indicated to consist of the Tertiary age Santiago formation, which is described as massively bedded sandstone with some zones of claystone and sittstone Some minor areas of shallow undocumented fill, terrace deposits, and alluvial/colluvial soils were also mapped within the boundaries of the subject site Although the majority of the mapped, larger ancient landslides are located outside the boundaries of the subject site, two (2) small ancient landslides were mapped on the subject site, east of PA-1 and PA-2 Due to their small scale, they were recommended to be removed in their entirety and replaced as compacted fill Remedial grading recommendations contained in this report indicate that all undocumented fill and alluvial/colluvial soils should be completely removed to competent material • Supplemental Geotechnical Landslide Investigation. Planning Areas PA-1. PA-2. and PA-10 through PA-12. Bressi Ranch. Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc, dated February 12,2003, Project No 971009-007 This report presents the results of a supplemental geotechnical landslide investigation for specific portions of the site Subsurface exploration performed as part of the supplemental geotechnical landslide investigation included nine (9) large diameter borings and five (5) exploratory trenches in the areas of the previously mapped ancient landslides Logs of these additional borings and trenches as well as revised cross sections are included in the report The area of the subject site addressed by this report includes the eastern portion of planning areas PA-1 and PA-2 where several nested ancient landslides were mapped Cross Sections E-E' and P-P' depict the mapped geologic conditions and the recommended remedial grading, which consisted of complete removal of the landslides and replacement as engineered fill This report restates the previous remedial grading recommendations and provides slope stability calculations to justify the proposed grading configurations • Geotechnical Recommendations Concerning 95 Percent Relative Compaction of Fill Deeper than 40 Feet. Bressi Ranch. Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc, dated February 13,2003, Project No 971009-007 This report addresses the settlement potential of deep fill areas and provides recommendations to reduce the time period for the majority of the settlement to occur In several areas of the overall project, fills up to 40 to 50± feet in thickness were Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 066169*1 Paged planned to achieve the design grades Deep fill areas on the subject site are located in the eastern portion of PA-2, and two small areas within PA-3 and PA-5 The report recommends that all structural fills below a depth of 40 feet from finish grade be compacted to at least 95 percent of the ASTM D-1557 maximum dry density, and estimates that the time period for the majority of the settlement to occur will be reduced from 6 to 12 months to 3 to 8+ months Near surface settlement monuments were recommended to be installed immediately after rough grading, with survey intervals of once a week for the first month, then twice a month for 3 months, and then monthly to determine completion primary settlement of deep fills. The recommended locations of the near surface settlement monuments are indicated to be contained on an index map within this report, however, the copy provided to us does not contain this plan • Summary of the As-Graded Geotechmcai Conditions and Partial Completion of Rouoh and Fine Grading. Planning Areas PA-1 Through PA-5. Bressl Ranch. Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc, dated January 20,2004, Project No 971009-014 This summary report indicates that grading of Planning Areas PA-1 through PA-3 is essentially complete, and that grading is ongoing in Planning Areas PA-4 and PA-5. Grading operations were reportedly performed in general accordance with the recommendations presented in Leighton's previous geotechnical reports Geotechnical issues presented in this summary report which were not discussed in the previous reports include the presence of inactive faults within PA-4 and PA-5, perched groundwater within the overexcavated tributary canyons on the east side of PA-1 and PA-2, oversize materials within the engineered fills, high to very high expansive soils at or near finish grade, and some severe sutfate concentrations which would require the use of specialized concrete mix designs • As Graded Report of Mass Grading. Planning Areas PA-1. PA-2. and PA-3. )rtton of Town No. 00-06. Bressl Ranch. prepared for Lennar Communities by Leighton and Associates, Inc., 15, 2004, Project No 971009-014 This report documents the mass grading of Planning Areas PA-1, PA-2, and PA-3 as well as a portion of the Interior streets Most of the information contained In this report was presented in the January 20, 2004 summary report The conclusions and recommendations are also similar to the previous report With respect to the deep fills on this portion of the site, Leighton concluded that most of the anticipated settlement Is complete, but the seven settlement monuments should be continued to be monitored Soluble sulfate test results range from negligible to severe, and expansion index test results range from low (El = 46) to very high (El = 163) Preliminary pavement sections are presented and are based on assumed R-value of 12 Maximum cuts and fills within Planning Areas PA-1, PA-2, and PA-3 are documented as 25 and 90 feet, respectively Bressi Ranch Lot 15 Proposed Office Building - Cartebad, CA Project No 060169-1 Page? Fill soils below a depth of 40 feet were compacted to at least 95% of ASTM 1557 maximum dry density • Addendum to As-Graded Reports of Mass Grading Concerning the Completion of fotqereent Monitoring. Planning Areas PA-1 through PA-5. Brass! Ranch. Carlsbad. California, prepared for Lennar Communities by Leighton and Associates, Inc, dated October 11, 2004, Project No 971009-014 This report presents the data collected from the settlement monitonng program for the deep fill (greater than 40 feet) areas of the entire site The settlement monitoring data was collected over a period of 5 to 6 months. Based on the collected data, Leighton concludes that the pnmary settlement of the fill soils is essentially complete, and that construction of improvements within Planning Areas PA-1 through PA-5 may begin Secondary consolidation settlement of deep fiHs is estimated to be less than 1 to 3 inches depending on the depth of fill Differential settlements are estimated to be on the order of % inch in 25 feet Brass! Ranch Lot 15 Proposed Office Building - Cartobad, CA Project No 06G169-1 Page 8 4.1 Scone off Exploration/Sampling Methods The subsurface exploration conducted for this project consisted of six (6) borings advanced to depths of 10 to 1914± feet below currently existing site grades The maximum depth of our borings was limited to less than 20 feet due to permit restrictions imposed by the San Diego County Department of Environmental Health (DEH) All of the bonngs were logged during excavation by a member of our staff Representative bulk and m-situ soil samples were taken dunng drilling Relatively undisturbed in-srtu samples were taken with a split barrel "California Sampler" containing a senes of one inch long, 2 416± inch diameter brass rings This sampling method is described in ASTM Test Method D-3550 In-situ samples were also taken using a 1 4± inch inside diameter split spoon sampler, in general accordance with ASTM D-1586 Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches The blow counts obtained during driving are recorded for further analysis Bulk samples were taken at periodic locations hi the trenches The bulk samples were collected in plastic bags to retain their original moisture content The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory The approximate location of the bonngs are indicated on the Bonng Location Plan, included as Plate 2 of this report The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as some of the results of the laboratory testing, are included in Appendix B 4.2 Qeotechnlcal Conditions Presented below is a generalized summary of the subsurface conditions encountered at the boring locations More detailed descriptions of the conditions encountered are illustrated on the Boring Logs, included in Appendix B Artificial Fill Artificial fill soils were encountered at the ground surface at bonng locations B-2, B-3, B-5 and B-6 These fill soils extend to depths of 3 to 12± feet below existing grade As previously discussed, the fill soils within PA-3 are documented to have maximum depths of 40 to 50± feet The fill soils encountered in the bonngs generally consist of stiff to very stiff, silty to sandy clays, and medium dense to dense sands with occasional Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 06O1S9-1 Page 9 medium dense silty sands and clayey sands and very stiff sandy days Occasional samples of the fill materials possess minor debris content including bedrock fragments The fill soils possess moderately high strengths, moisture contents near or above optimum and based on their color mottling and composition, appeared to be well mixed Bedrock Bedrock was encountered at the ground surface or beneath the fill soils at all of the locations The bedrock encountered at this site consists of Tertiary age Santiago formation, which is comprised of dense to very dense sandstone with some zones of claystone and siltstone Bedding within the Santiago formation on site is generally massive with no significant planes of weakness or discontinuities The sandstone unit is typically light gray in color, contains moderate iron oxide staining, and is comprised of weakly cemented silty fine sand The siltstone unit is typically light gray to gray in color, contains moderate iron oxide staining, and is comprised of fine sandy silt The claystone unit is typically dark gray to gray green in color, contains some shell fragments, gypsum veins, and is comprised of silts and clays Groundwater Based on the water level measurements, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 19%± feet at the time of the subsurface exploration. Further, based on the conditions documented in the mass grading report by Leighton, no groundwater was encountered during grading Therefore, groundwater is expected to be at depths greater than the extent of the fill soils, which are 40 to 50± feet thick within PA-3 4.3 Geologic Conditions Geologic research indicates that the site is underlain by sandstone mapped as the Santiago Formation (Map Symbol Tsa) with nearly horizontal bedding attitudes. The primary available reference applicable to the subject site is DMG Open-File Report 96- 02. Geologic Mao of the Northwestern Part of San Dieoo County. California, by California Division of Mines and Geology, 1996 Based on the materials encountered in the exploratory borings, it is our opinion the site is underlain by sandstone, siltstone and claystone bedrock consisting of the Santiago formation (Map Symbol Tsa) The bedrock encountered in the exploratory borings and observed at the ground surface is generally massively bedded and the structure is compnsed of nearly horizontal bedding with some moderately developed joints in the upper, less weathered portions of the bedrock Brass) Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 06G16&-1 Page 10 5.0 LABORATORY TESTING The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils The tests are briefly discussed below It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths Classification All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM 0-2488 Field identifications were then supplemented with additional visual classifications and/or by laboratory testing The USCS classifications are shown on the Boring Logs and Trench Logs and are periodically referenced throughout this report In-situ Densrtv and Moisture Content The density has been determined for selected relatively undisturbed ring samples These densities were determined in general accordance with the method presented in ASTM D-2937 The results are recorded as dry unit weight in pounds per cubic foot The moisture contents are determined in accordance with ASTM 0-2216, and are expressed as a percentage of the dry weight These test results are presented on the Bonng Logs Consolidation Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM 0-2435 The testing apparatus is designed to accept either natural or remolded samples in a one-inch high ring, approximately 2 416 inches in diameter Each sample is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave The results of the consolidation testing are plotted on Plates C-1 through C-6 in Appendix C of this report Expansion Index The expansion potential of the on-site soils was determined in general accordance with Uniform Building Code (UBC) Standard 18-2 The testing apparatus is designed to accept a 4-inch diameter, 1-in high, remolded sample The sample is initially remolded to 50 ± 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot The sample is then inundated with water, and allowed to swell against Bressi Ranch Lot 15 S|rifeMfi>lgMdfJ|tlMMMl Proposed Office Building - Carlsbad, CA1 |iHBiH|-p|gHiHH|fe p^^ ^ 060189-1 >t. ^ Page 11 the surcharge The resultant swell or consolidation is recorded after a 24-hour penod The results of the El testing are as follows Sample identification Expansion Index Expansive Potential B-1 @ 0 to 5 feet 78 Medium Soluble Suifates One representative sample of the near-surface soils has been submitted to a subcontracted analytical laboratory for determination of soluble sulfate content Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes into contact with these soils The results of the soluble sulfate testing are presented below are presented below, and are discussed further in a subsequent section of this report Sample Identification Soluble Sulfate (%) Sulfate Class B-1 @0 to 5 feet 0015 Negligible Bressi Ranch Lot 15 Proposed Office Building - Carisbad, CA Project No 060169-1 Page 12 6.0 Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development Is considered feasible from a geotechnical standpoint The recommendations contained in this report should be taken into the design, construction, and grading considerations The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated Into the project specifications The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development. Following completion of the recommended grading and foundation construction procedures, the subject site is considered suitable for its intended use 6 1 Seismic Design Considerations The subject site is located in an area which is subject to strong ground motions due to earthquakes The completion of a site specific seismic hazards analysis is beyond the scope of services for this geotechnical investigation However, it should be noted that numerous faults capable of producing significant ground motions are located near the subject site Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible to earthquake damage Therefore, significant damage to structures may be unavoidable during large earthquakes The proposed structure should, however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life Faulting and Seismicitv Research of available maps indicates that the subject site is not located within an Alqulst-Prtolo Earthquake Fault Zone Therefore, the possibility of significant fault rupture on the site is considered to be low Seismic Design Parameters The proposed development must be designed in accordance with the requirements of the latest edition of the Uniform Building Code (UBC) or the California Building Code (CBC), whichever is applicable The UBC/CBC provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, seismic zoning, occupancy, and the configuration of the structure including the structural system Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 063169-1 Page 13 and height The seismic design parameters presented below are based on the seismic zone, soil profile, and the proximity of known faults with respect to the subject site The 1997 UBC/2001 CBC Design Parameters have been generated using UBCSEIS, a computer program published by Thomas F. Blake (January 1998) The table below is a compilation of the data provided by UBCSEIS, and represents the largest design values presented by each type of fault A copy of the output generated from this program is included in Appendix E of this report A copy of the Design Response Spectrum, as generated by UBCSEIS is also included in Appendix E Based on this output, the following parameters may be utilized for the subject site Nearest Type A Fault Elsmore-Julian (36 km) Nearest Type B Fault Rose Canyon (11 km) Soil Profile Type SD Seismic Zone Factor (Z) 0 40 Seismic Coefficient (Ca) 0 44 Seismic Coefficient (Q/) 0 64 Near-Source Factor (Na) 1 0 Near-Source Factor (Nv) 1 0 The design procedures presented by the UBC and CBC are intended to protect life safety Structures designed using these minimum design procedures may experience significant cosmetic damage and serious economic loss The use of more conservative seismic design parameters would provide increased safely and a lower potential for cosmetic damage and economic loss dunng a large seismic event Ultimately, the structural engineer and the project owner must determine what level of risk is acceptable and assign appropriate seismic values to be used in the design of the proposed structure Liquefaction Liquefaction is the loss of strength in generally cohesionless, saturated soils when the pord-water pressure induced in the soil by a seismic event becomes equal to or exceeds the overburden pressure The primary factors which influence the potential for liquefaction include groundwater table elevation, soil type and grain size characteristics, relative density of the soil, initial confining pressure, and intensity and duration of ground shaking. The depth within which the occurrence of liquefaction may impact surface improvements is generally identified as the upper 50 feet below the existing ground surface Liquefaction potential is greater in saturated, loose, poorly graded fine sands with a mean (dso) grain size in the range of 0 075 to 0 2 mm (Seed and Idriss, 1971) Clayey (cohesive) soils or soils which possess clay particles (d<0 005mm) in excess of 20 percent (Seed and Idriss, 1982) are generally not considered to be susceptible to liquefaction, nor are those soils which are above the historic static groundwater table Bressl Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 06G169-1 Page 14 The subsurface conditions encountered at the subject site are not conducive to liquefaction These conditions consist of structural fill soils underlain by high strength sandstone, siltstone and claystone bedrock, neither of which are susceptible to earthquake-induced liquefaction Based on the subsurface conditions, liquefaction is not considered to be a significant design concern for this project 6.2 Geotechnical Design Considerations General The subject site is underlain by vanable depths of compacted fill soils underlain by sandstone and claystone bedrock The fill soils, extending to maximum depths of 40 to 50± feet within PA-3, generally consist of moderate strength siKy to sandy clays, silty sands, clayey sands and sandy silts Based on the compaction report prepared by Leighton and Associates, these fill materials represent compacted structural fills, placed during recent mass grading operations Laboratory testing indicates that these materials possess generally favorable consolidation characteristics However, the depth of fill soils varies significantly across the site and several cut/fill transitions between the fill and bedrock were created by the mass grading procedures In addition, the proposed grading to establish the new finished floor elevations is expected to result in the formation of numerous additional cut/fill transitions The resultant subsurface profile is expected to provide variable support characteristics for the foundations of the proposed structure Based on these considerations, it is recommended that remedial grading be performed within the new building area in order to provide a subgrade suitable for support of the foundations and floor slabs of the new structure The primary geotechnical design consideration that will impact the proposed development is the fact that the proposed grading will create cut/fill transitions within the proposed building area These considerations are discussed in detail in the following sections of this report Grading and Foundation Plan Review The conclusions and recommendations presented in this report are based on the preliminary plans provided to our office No grading plans were available at the time of this report Once preliminary grading plans become available, it is recommended that they be provided to our office for review with regard to the conclusions and recommendations presented herein In addition, a foundation plan was not available at the time of this report It is recommended that preliminary foundation plans be provided to our office once they become available. Depending on the results of our review, some modifications to the recommendations contained in this report may be warranted Brass) Ranch Lot 15 Proposed Office Building - Carlsbad. CA Project No 06G160-1 Page 15 Settlement The results of the consolidation/collapse testing indicate that the existing fill soils are not subject to significant collapse upon moisture infiltration In addition, the existing fill soils do not exhibit significant consolidation when exposed to load increases in the range of those that will be imposed by the new foundations Provided that the recommendations contained within this report are implemented in the structural design and construction of the proposed building, the post-construction settlements are expected to be within tolerable limits Based on our understanding of the proposed development, new fills in the areas of the existing deep fills are expected to be less than 5 or 6± feet, and will not induce significant new settlements Following completion of the recommended grading, the post-construction static settlements are expected to be within tolerable limits Cut/Fill Transitions A portion of the building is closely underlain by dense bedrock It is expected that cuts and fills of up to 1 to 3± feet will be necessary within the building area to achieve the proposed subgrade elevations Therefore, cut/fill transitions are expected to exist within the building area after completion of the proposed grading In addition, during our subsurface investigation, we characterized the near-surface materials as either Santiago Formation bedrock or engineered fill Based on our observations, it appears that a fill/bedrock transition exists within the proposed footprint of the building This existing cut/fill transition condition at bearing grade raises a potential for additional differential settlement This report contains recommendations for additional remedial grading within the building pad to remove the existing cut/fill transition It should be noted that the extent of areas that will require overexcavation to mitigate cut/fill transitions will depend upon the final grades that are established throughout the sKe. Therefore, the extent of this remedial grading may change, following our review of the preliminary grading plan. Expansion Most of the on-sfte soils consist of medium expansive soils and bedrock (El = 78) However, isolated areas of highly expansive soils may be present on the site Based on the presence of expansive soils, special care should be taken to properly moisture condition and maintain adequate moisture content within all subgrade soils as well as newly placed fill soils The foundation and floor slab design recommendations contained within this report are made in consideration of the expansion index test results It is expected that significant blending of the on-site soils will occur dunng precise grading procedures, and that the resulting building pad subgrade soils will possess medium expansion potentials It is recommended that additional expansion index testing be conducted at the completion of precise grading to verify the expansion potential of the as-graded building pad Breast Ranch Lot 15Proposed Office Building - Cariabad, CA Project No 060169-1 Page 16 Shrinkage/Subsidence Based on our experience with the on-site soils and rock materials, removal and recompaction of the existing near-surface engineered fill soils is estimated to result in average shrinkage or bulking of less than 5 percent Where the existing bedrock is overexcavated and replaced as structural fill, bulking on the order of 0 to 5 percent is expected Minor ground subsidence is expected to occur in the soils below the zone of removal due to settlement and machinery working The subsidence is estimated to be 01 feet These estimates may be used for grading in areas that are underlain by existing engineered fill soils No significant subsidence will occur in areas that are immediately underlain by bedrock These estimates are based on previous experience and the subsurface conditions encountered at the boring locations The actual amount of subsidence is expected to be vanable and will be dependant on the type of machinery used, repetitions of use, and dynamic effects, all of which are difficult to assess precisely 6.3 Site Grading Recommendations The grading recommendations presented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of this report, unless superseded by site specific recommendations presented below Site Stripping and Demolition Initial site preparation should include stripping of any vegetation and organic debns Based on conditions observed at the time of the subsurface exploration, no significant stripping of vegetation or topsoil is expected to be necessary However, if vegetation develops subsequent to the date of our reconnaissance, it should be removed off site Initial grading operations should also include abandonment of the existing desiltlng basins, located in the southwest and southeast portions of the site Any softened soils, silt deposits, water, or other unsuitable matenals should be removed from the desitting basins Removals should extend to a depth of suitable structural compacted fill soils or bedrock Where the desilting basins are located within proposed building area, the building pad overexcavation recommendations should also be implemented Brass! Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 06G16&-1 Page 17 Treatment of Existing Soils Building Pad As discussed above, remedial grading will be necessary in the building area to mitigate existing and potential cut/fill transitions that will exist at or near the proposed foundation bearing grade Remedial grading should be performed within the areas of the building to remove and replace a portion of the dense bedrock as engineered fill The existing bedrock should be overexcavated to provide for a new layer of compacted structural fill, extending to a depth of at least 3 feet below proposed foundation beanng grade, throughout the building area Based on conditions encountered at the boring locations, it is expected that such overexcavation will be required beneath the northern portion of the building In general, the overexcavations should extend at least 5 feet beyond the building perimeters If the proposed structure incorporates any exterior columns (such as for a canopy or overhang) the area of overexcavation should also encompass these areas Within areas of the proposed structure that do not require overexcavation per the recommendations presented above, it is recommended that the existing fills be overexcavated to a depth of at least 1 foot below existing grade, to remove any existing weathered and/or softened fill soils, as well as to prepare the subgrade for new fill placement Following completion of the overexcavations, the subgrade soils (or bedrock) within the building area should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the foundation bads of the new structure This evaluation should include proofrolllng with a heavy rubber-tired vehicle to identify any soft, loose or otherwise unstable soils that must be removed Some localized areas of deeper excavation may be required if loose, porous, or low density soils are encountered at the bottom of the overexcavation The exposed subgrade soils should then be scarified to a depth of 12 inches, moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted Treatment of Existing Soils Retaining Walls and Site Walls The existing soils within the areas of any proposed retaining walls underlain by less than 2 feet of existing engineered fill soils should be overexcavated to a depth of 2 feet below foundation bearing grade and replaced as compacted structural fill, as discussed above for the proposed building pad Subgrade soils in areas of non-retaining site walls should be overexcavated to a depth of 1 foot below proposed bearing grade, if not underlain by at lest 1 foot of existing engineered fill soils In both cases, the overexcavation subgrade soils should be evaluated by the geotechnical engineer prior to scarifying, moisture conditioning and recompacting the upper 12 inches of exposed subgrade soils In areas where unsuitable fill soils are encountered at foundation Brass! Ranch Lot 15 Proposed Office Bufldng - Carisbad, CA Project No 06Q169-1 j ^ Page 18 subgrade level, additional overexcavation or deepened footings will be necessary The previously excavated soils may then be replaced as compacted structural fill Treatment of Existing Soils Parking and Dnve Areas Overexcavation of the existing fill soils in the new parking and dnve areas is generally not considered warranted, with the exception of any areas where lower strength soils are identified by the geotechnical engineer during grading Subgrade preparation in the remaining new parking areas should initially consist of completion of cuts where required The geotechnical engineer should then evaluate the subgrade to identify any areas of unsuitable soils Based on conditions observed at the site at the time of drilling, no significant overexcavation is expected to be necessary within the new parking areas The subgrade soils should then be scarified to a depth of 12± inches, moisture conditioned to 2 to 4± percent above optimum, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density Depending upon the actual finished grades, which have not yet been established, portions of the parking lot subgrades may be immediately underlain by bedrock These matenals may be used for direct pavement subgrade support However, the owner and/or developer of the project should understand that minor amounts of reflective cracking and/or minor differential movements should be expected to occur near the location of the transitions between these bedrock matenals and the adjacent engineered fill If such cracking or minor differential movements within the pavements is not considered acceptable, additional overexcavation should be performed within the cut portions of the parking areas Fill Placement • Fill soils should be placed m thin (6± inches), near-honzontal lifts, moisture conditioned to 2 to 4 percent above optimum moisture content, and compacted • On-sfte soils may be used for fill provided they are cleaned of any debris or oversized materials to the satisfaction of the geotechnical engineer • All grading and fill placement activities should be completed in accordance with the requirements of the Uniform Building Code and the grading code of the City of Carlsbad • All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density Fill soils should be well mixed • Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content These tests are intended to aid the contractor Since the tests are taken at discrete locations and depths, they may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 060169-1 Page 19 Imported Structural Fill All imported structural fill should consist of low expansive (El < 30), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No 200 sieve) Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D Utility Trench Backfill In general, all utility trench backfill should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density As an alternative, a clean sand (minimum Sand Equivalent of 30) may be placed within trenches and flooded in place Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the City of Carlsbad Materials used to backfill trenches should consist of well graded granular soils with a maximum particle size of 3 inches All utility trench backfills should be witnessed by the geotechnical engineer The trench backfill soils should be compaction tested where possible, probed and visually evaluated elsewhere Utility trenches which parallel a footing, and extending below a 1h 1v plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard Sand or pea gravel backfill, unless it is similar to the native soils, should not be used for these trenches 6.4 Construction Considerations Moisture Sensitive Suborade Soils Some of the near surface soils possess appreciable silt and clay content and will become unstable if exposed to significant moisture infiltration or disturbance by construction traffic In addition, based on their granular content, the on-site soils will also be susceptible to erosion The site should, therefore, be graded to prevent ponding of surface water and to prevent water from running Into excavations Excavation Considerations Based on conditions encountered at the bonng locations, the bedrock that underlies the subject site possesses a dense to very dense relative density, but is somewhat friable. It is expected that it will be feasible to utilize conventional grading equipment within the depths that were explored by the borings However, some difficulty may be encountered during excavation, possibly requinng large single shank-equipped bulldozers, excavators, etc The grading contractor should verify the need for special excavation equipment prior to bidding the project Breed Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 06G169-1 Page 20 Based on the presence of moderate granular content of the soils throughout the development area, minor to moderate caving of shallow excavations may occur Rattened excavation slopes may be sufficient to mitigate caving of shallow excavations, although deeper excavations may require some form of external stabilization such as shonng or bracing Temporary excavation slopes should be no steeper than 1h 1v All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations Expansive Soils As previously discussed, the on site soils have been determined to possess a medium to potentially high expansion potential It is recommended that the highly expansive soils be blended with less expansive soils to create structural fills with a low to medium expansive potential (El <90), or removed and placed in non structural areas Therefore, care should be given to proper moisture conditioning of all building pad subgrade soils to a moisture content of 2 to 4 percent above the Modified Proctor optmum during site grading All imported fill soils should have low to medium expansive characteristics In addition to adequately moisture conditioning the subgrade soils and fill soils dunng grading, special care must be taken to maintain the moisture content of these soils at 2 to 4 percent above the Modified Proctor optimum This will require the contractor to frequently moisture condition these soils throughout the grading process, unless grading occurs dunng a penod of relatively wet weather Groundwater Free water was not encountered within the depths explored by the bonngs drilled for this project These borings extended to a maximum depth of 20± feet below existing grade Based on this information, groundwater is not expected to Impact the proposed grading or foundation construction activities 6.5 Foundation Design and Construction Based on the preceding preliminary grading recommendations, it is assumed that the new building pad will be immediately underlain by existing or newly placed structural fill soils extending to depths of at least 3± feet below foundation bearing grade Based on this subsurface profile, the proposed structure may be supported on a conventional shallow foundation system Foundation Design Parameters New square and rectangular footings may be designed as follows • Maximum, net allowable soil bearing pressure 2,500 Ibs/ft2 The allowable bearing pressure may be increased by 1/3 when considering short duration wind or seismic loads Bressl Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 060168-1 Page 21 • Minimum wall/column footing width 14 inches/24 inches • Minimum longitudinal steel reinforcement within strip footings Four (4) No 5 rebars (2 top and 2 bottom), due to medium expansive potential of near surface soils • Minimum foundation embedment 12 inches into suitable structural fill soils, and at least 1 8 inches below adjacent exterior grade Interior column footings may be placed immediately beneath the floor slab • It is recommended that the perimeter foundations be continuous across all exterior doorways Flatwork adjacent to exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer The minimum steel reinforcement recommended above is based on geotechnical considerations Additional reinforcement may be necessary for structural considerations The actual design of the foundations should be determined by the structural engineer Foundation Construction The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6 3 of this report It is further recommended that the foundation subgrade soUs be evaluated by the geotechnical engineer immediately prior to steel or concrete placement Soils suitable for direct foundation support should consist of newly placed structural fill, compacted to at least 90 percent of the ASTM D-1557 maximum dry density Any unsuitable bearing materials should be removed to a depth of suitable bearing compacted structural fill, with the resulting excavations backfilled with compacted fill soils As an alternative, lean concrete slurry (500 to 1 ,500 psi) may be used to backfill such isolated overexcavations The foundation subgrade soils should also be properly moisture conditioned to 2 to 4 percent above the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade Estimated Foundation Settlements The proposed structure will experience settlements due to two primary factors 1) the elastic settlements caused by deformation of the existing structural fill soils due to the loads imposed by the new foundations; and 2) long term settlement of the existing structural fill soils under their own weight The total and differential settlements induced by the foundation loads of the new structure are estimated to be less than 1 0 and 0 5 inches, respectively, for shallow foundations designed and constructed in accordance with the recommendations provided in this report The differential movements are Bread Ranch Lot 15 Proposed Office Building -Cartobad,CAproject NO oeoies-i Page 22 expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0 002 inches per inch As discussed in Section 6 2 of this report, the long term settlements associated with the relatively deep existing fill soils could be on the order of 0 1 to 0 2 percent of the fill depth On a preliminary basis, there may be up to 12± feet of differential fill depth across the building pad This could result in differential settlements on the order of 0 1 to 0 2± inches However, these differential settlements will occur over a distance of 100± feet, causing an angular distortion of less than % inch in 50 feet Lateral Load Resistance Lateral bad resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade The following friction and passive pressure may be used to resist lateral forces' • Passive Earth Pressure 250 Ibs/ft3 • Friction Coefficient 025 These are allowable values, and include a factor of safety When combining friction and passive resistance, the passive pressure component should be reduced by one-third These values assume that footings will be poured directly against suitable compacted structural fill The maximum allowable passive pressure is 2500 Ibs/ft2 6.6 Floor Slab Design and Construction Subgrades which will support new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report Based on the anticipated grading which will occur at this site, the floor of the new structure may be constructed as a conventional slab-on-grade supported on newly placed structural fill Based on geotechnical considerations, the floor slab may be ., designed as follows • Minimum slab thickness 5 inches • Minimum slab reinforcement No 3 bars at 18-mches on-center, in both directions • Slab underlayment 10-mil vapor barrier, overlain by 2 inches of clean sand Where moisture sensitive floor covenngs are not anticipated, the vapor barrier and 2-inch layer of sand may be eliminated • Moisture condition the floor slab subgrade soils to 2 to 4 percent above optimum moisture content, to a depth of 12 inches Bressi Ranch Lot 15 SMjlMnlMllnlBfMMriH! Proposed Office Building-Carlsbad, CA> ••••••»••••• Project No 060169-1 ^ Page 23 l_ • Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks 6.7 Retaining Wall Design Recommendations It is expected that some small retaining walls may be required to facilitate the new site grades The parameters recommended for use in the design of these walls are presented below Retaining Wall Design Parameters Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site We have provided parameters for two different types of wall backfill on-site soils consisting of fill sands, silty sands, clayey sands and sandy clays derived from overexcavation within the bedrock materials, and imported select granular material In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge This wedge is defined as extending from the base of the retaining wall upwards at a 59 degree angle of inclination RETAINING WALL DESIGN PARAMETERS Design Parameter Internal Friction Angle fo) Unit Weight Equivalent Fluid Pressure Active Condition (level backfill) Active Condition (2h1v backfill) At-Rest Condition (level backfill) Soil Type Imported Aggregate Base 38° 130 Ibs/ft3 31 Ibs/ft3 44lbs/ft3 48 Ibs/ft3 On-Site Soils 28° 125 Ibs/ft3 45 Ibs/ft3 79 Ibs/ft3 66 Ibs/ft3 Regardless of the backfill type, the walls should be designed using a soil-footing coefficient of friction of 0 25 and an equivalent passive pressure of 250 Ibs/ft3 The active earth pressures may be used for the design of retaining walls which do not directly support structures or support soils which in turn support structures and which will be allowed to deflect The at-rest earth pressures should be used for walls which Bressl Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 060169-1 Page 24 will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly. Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the matenal to become disturbed or degraded during the life of the structure Retaining Wall Foundation Design Retaining walls should be supported within newly placed structural fill monitored during placement by the geotechnical engineer Where retaining walls are also serving as building walls, they should be graded in accordance with the recommendations presented in Section 6 3 of this report for the proposed building pad area Foundations to support new retaining walls should be designed in accordance with the general Foundation Design Parameters presented in a previous section of this report Backfill Material It is recommended that a minimum 1 foot thick layer of free-draining granular matenal (less than 5 percent passing the No 200 sieve) should be placed against the face of the retaining walls This material should be approved by the geotechnical engineer A suitable geotextlle should be used to separate the layer of free draining granular material from the backfill soils If the layer of free-draining material is not covered by an impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the underlying soils All retaining wall backfill should be placed and compacted under engmeenng controlled conditions in the necessary layer thicknesses to ensure an in-place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557-91) Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided Subsurface Drainage As previously indicated, the retaining wall design parameters are based upon drained backfill conditions Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material Subsurface drainage may consist of either • A weep hole drainage system typically consisting of a senes of 4-inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center spacing The weep holes should include a minimum 2 cubic foot gravel Bressi Ranch Lot 15 Proposed Office Bidding - Carlsbad, CA Project No 060189-1 s ^ Page 25 pocket surrounded by an appropriate geotextile fabric at each weep hole location • A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of dram placed behind the retaining wall, above the footing The gravel drain should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines The footing drain should be extended to daylight or tied into a storm drainage system 6.8 Pavement Design Parameters Site preparation in the pavement area should be completed as previously recommended in the Site Grading Recommendations section of this report The subsequent preliminary pavement recommendations assume proper drainage and construction monitoring, and are based on either PCA or CALTRANS design parameters for a twenty (20) year design period These preliminary designs also assume a routine pavement maintenance program to obtain the 20-year pavement service life Pavement Suborades It is anticipated that the new pavements will be pnmanly supported on a layer of compacted structural fill, consisting of scarified, thoroughly moisture conditioned and recompacted native matenals and/or fill soils The on-site soils generally consist of sands, silty sands, clayey sands and sandy clays These soils are considered to possess fair pavement support charactenstics with R-values of 10 to 20 Since R-value testing was not included in the scope of services for this project, the subsequent pavement design is based upon an assumed R-value of 15 Any fill material imported to the site should have support characteristics equal to or greater than that of the on-site soils and be placed and compacted under engineering controlled conditions It is recommended that R-value testng be performed after completion of rough grading Depending upon the results of the R-value testing, it may be feasible to use thinner pavement sections in some areas of the site Asohaltic Concrete The pavement designs are based on the traffic indices (Tl's) indicated. The client and/or civil engineer should verify that these Tl's are representative of the anticipated traffic volumes. If the client and/or civil engineer determine that the expected traffic volume will exceed those recommended herein, we should be contacted for supplementary recommendations. The design traffic indices equate to the following approximate daily traffic volumes over a 20-year design life, assuming 5 operational traffic days per week Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 060109-1 Page 26 Traffic Index 40 50 60 70 No. of Heavy Trucks per Day 0 1 3 11 For the purposes of the traffic volumes above, a truck is defined as a 5-axle tractor- trailer unit, with one 8-kip axle and two 32-kip tandem axles All of the traffic Indices allow for 1000 automobiles per day Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base It should be noted that the Tl = 5 0 section only allows for 1 truck per day Therefore, all significant heavy truck traffic must be excluded from areas where this thinner pavement section is used, otherwise premature pavement distress may occur ASPHALT PAVEMENTS Materials Asphalt Concrete Aggregate Base Compacted Subgrade (90% minimum compaction) Thickness (Inches) Auto Parking (Tl = 40) 3 6 12 Auto Drive Lanes (Tl = 50) 3 9 12 Light Truck Traffic (Tl = 60) 3V& 11 12 Moderate Truck Traffic (Tl = 70) 4 13 12 The aggregate base course should be compacted to at least 95 percent of the ASTM D- 1557 maximum dry density The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM D-2726 The aggregate base course may consist of crushed aggregate base (CAB) or crushed miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material The gradation, R-Value, Sand Equivalent, and Percentage Wear of the CAB or CMB should comply with appropriate specifications contained in the current edition of the "Greenbook" Standard Specifications for Public Works Construction Portland Cement Concrete The preparation of the subgrade soils within Portland cement concrete pavement areas should be performed as previously described for proposed asphalt pavement areas The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows Bressi Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 060169-1 Page 27 PORTLAND CEMENT CONCRETE PAVEMENTS Materials PCC compacted suogfaae (95% m nlmum compaction) Thickness (Inch**) AutomobUe Parking and Drive Areas 5 12 Light Tmck Traffic m«60) 5K 12 Moderate Truck Traffic (TI-70) 7 12 The concrete should have a 28-day compressive strength of at least 3,000 psi Reinforcing within all pavements should consist of at least heavy welded wire mesh (6x6-W2 9xW2 9 WWF) placed at mid-height in the slab In areas underlain by expansive soils, the reinforcement should be increased to No 4 bars at 18 inches on center The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness Bressl Ranch Lot 15 Proposed Office BuUding - Carlsbad, CA Project No 060169-1 Page 28 This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications This report may be provided to the contractors) and other design consultants to disclose information relative to the project However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc Furthermore, any reliance on this report by an unauthorized third party is at such party's sole nsk, and we accept no responsibility for damage or loss which may occur The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between bonng locations and sample depths If the conditions encountered dunng construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein This report has been based on assumed or provided characteristics of the proposed development It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnlcal engineering practice No other warranty is implied or expressed Bressf Ranch Lot 15 Proposed Office Building - Carlsbad, CA Project No 060169-1 Page 29 SITE LOCATKNIWP I SOURCE SAN DIEGO COUNTY THOMAS GUBE, 2006 I , SITE LOCATION MAP PROPOSED LOTS 15 PA 3 BUSINESS PARK CARLSBAD, CALIFORNIA CHKD-MT SCO PROJECT 09018B-1 PLATE 1 1260 North Hwwoek SkMt, 8uto 101 AfMhtklvCllbmli 92W7 PhOM. (714)7774888 Ffcc (714) 7774898 E wfi 1111 n-ii-i- rrm JTTTTTU iiiiiiiiniiiiiimiii B BORING LOG LEGEND SAMPLE TYPE AUGER CORE GRAB CS SAMPLE DESCRIPTION SAMPLE COUECTED FROM AUGER CUTDNOS NO FIELD MEASUREMENT OF SOIL STRENGTH (DISTURBED) ROCK CORE SAMPLE. TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL TYPICALLY USED ONLY M HUHLY CONSOLIDATED BEDROCK. SOU. SAMPLE TAKEN VWTH NO SPECIALIZED EQUPMENT, SUCH AS FROM A 8TOCKPLE OR THE GROUND SURFACE. (DISTURBED) CAUFORMA SAMPLER. 3-1/2 INCH ID SPLIT BARREL SAMPLER, LINED VWTH WNCH HIGH BRASS RMOB DRIVEN WITH SPT HAMMER (RELATIVELY UNDISTURBED) NSR SPT SH VANE NO RECOVER. THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. STANDARD PENETRATION TEST-SAMPLER IS A14 MCH INSIDE DIAMETER SPLIT BARREL. DRIVEN 1( MCHES VWTH THE SPT HAMMER. (DISTURBED) SHEBLYTUBE TAKEN WITH A THM WALL SAMPLE TUBE. PUSHED INTO THE SOIL AND THEN EXTRACTED (UNDISTURBED) VANESHEARTE8T SOILSTRENGHOBTAINED USMO A 4 BLADED SHEAR DEVICE. TYPICALLY USED M SOFT CLAYWW SAMPLE RECOVERED COLUMN DESCRIPTIONS DEPTH SAMPLE BLOW COUNT POCKET PEN. GRAPHIC LOG DRY DENSITY MOISTURE CONTENT LIQUID LIMIT PLASTIC LIMIT PASSING *200 SIEVE UNCQNFINED SHEAR Distance in feet below the ground surface Sample Type as depicted above Number of blow required to advance the sampler 12 inches using a 140 Ib hammer with a 30-inch drop 50/3" indicates penetration refusal (>50 blows) at 3 inches WH indicates that the weight of the hammer was sufficient to push the sampler 6 Inches or more Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer Graphic Soil Symbol as depicted on the following page Dry density of an undisturbed or relatively undisturbed sample Moisture content of a soil sample, expressed as a percentage of the dry weight The moisture content above which a soil behaves as a liquid The moisture content above which a soil behaves as a plastic The percentage of the sample finer than the #200 standard sieve The shear strength of a cohesive soil sample, as measured in the unconflned state SOIL CLASSIFICATION CHART MAJOR DIVISI COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 60% OF MATERIAL IS SMALLER THAN NO 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 60% OF COARSE FRACTION RETAINED ON NO 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO 4 SIEVE rMdcUNO CLEAN GRAVELS (LITTLE OR NO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO RNES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SILTSAWn LIQUID LIMIT CLAYS LE88THAN60 SJJJf LIQUID LIMIT 01 AWO GREATER THAN 50lAAYo HIGHLY ORGANIC SOILS SYMBOLS GRAPH | LETTER>&sSj/t? °^> 0s-i fe $Cmf &f.w,* ,* *«** v« • * * ••'• .'. .' • •* '$$ m 11i :•*:• tfii Ws % 1!1 1-1- sii »L GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS. GRAVEL - SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS. GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS GRAVELLY SAND. LITTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS. SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS. ROCK FLOUR, SLTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT. HUMUS. SWAMP SOILS WfTH HIGH ORGANIC CONTENTS NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS BORING NO. B-1 TO. OBGieg.GPJ SOCALGEO GOT S/1MMJOB NO 06G169-1 DRILLING DATE 3/26/06 WATER DEPTH Dry PROJECT Bressi Ranch Lot 15 PA 3 DRILLING METHOD Hollow Stem Auger CAVE DEPTH 7 feet LOCATION Carlsbad, California LOGGED BY JoaquhiBaca READING TAKEN At Completion FIELD RESULTS I I1 | i H" M66 5 H00 CJ71/111 pH 10- 15 - " V& x 38 65 i Ii 45+ 45+ 45+ i iilimm 1 DESCRIPTION SURFACE ELEVATION — MSL SANTIAGO FORMATION BEDROCK. Uaht Grav fine Sandv Claystone. trace Clay alight Yellow staining, trace to some Iron oxide staining, hard-motet • SANTIAGO FORMATION BEDROCK. Uaht Gray Silty fine Sandstone, slight Yellow veining, very dense-motet ei3V4to15feet dense Boring Terminated at 20 LABORATORY RESULTS i II 110 103 114 112 114 ifis 17 17 15 14 14 18 12 li „ ii e ii fi ii , § El = 78^0 to 5' TEST BORING LOG PLATE B-1 BORING NO. B-2 JOB MO 06G169-1 PROJECT Brass! Ranch Lot 15. PA 3 LOCATION Carlsbad, California DRILLING DATE 4/28/06 DRILLING METHOD Hotow Stem Auger LOGGED BY JoaqulnBaca WATER DEPTH Dry CAVE DEPTH 10 5 tact READING TAKEN At Completion IELD RESULTS DESCRIPTION SURFACE ELEVATION — MSL LABORATORY RESULTS £ 10 24 10 21 21 15 X 34 X 60 FILL. LtohtGrav Sllty fine Sand, dense-moist EILL.Mottled Light Brown to Gray fine Sandy Silt, mediumdense-moist SANTIAGO FORMATION BEDROCK. Light Gray fine Sandy Sittstone Iron oxide veining, Yellow vetoing, medium dense-moist 16 25 20 24 16 Light Gray SHty fine 14 Boring Terminated at 20* L TEST BORING LOG PLATE B-2 BORING NO. B-3 JOB NO 06G169-1 DRILLING DATE. 4/25/06 WATER DEPTH Dry PROJECT Brass) Ranch Lot 15, PA 3 DRILLING METHOD- Hollow Stem Auger CAVE DEPTH 10 feet LOCATION. Carlsbad. CaHfomia LOGGED BY JoaquinBaca READING TAKEN At Completion -IELD RESULTS | 5 • 15 • f i X X X 5 27 37 50/5" 23 53 50/6" 1 45+ 45+ I 1 I §m %K 1 I DESCRIPTION SURFACE ELEVATION - MSL FILL Lloht Gray fine Sandy Clay, some Clay, abundant calcareous nodules very stiff-moist FjLLJJght Gray fine Sandy Silt, Iron oxide staining, highly weathered, dense-moist . FILL, Mottled Light Gray to Dark Brown fine Sandv Ctov. trace . fine Gravel, hard-moist FILL. Mottled LJaht Brown to Light Gray fine Sandv Silt Yellow vetoing Iron oxide staining dense-moist SANTIAGO FORMATION BEDROCK. LJaht Grav Siltv fine Sandstone, dense-moist Boring Terminated at 2V LABORATORY RESULTS EC 94 98 91 MOISTURECONTENT (%)23 20 24 24 16 14 I!fs PASSING*200 SIEVE (%)UNCONFINEDSHEAR (TSF)| • TEST BORING LOG PLATE B-3 BORING NO. B-4 JOB NO 06G169-1 DRILLING DATE 4/26/06 WATER DEPTH Dry PROJECT Brew! Ranch Lot 15, PA 3 DRILLING METHOD HoHow Stem Auger CAVE DEPTH 5 feet LOCATION Cartebad. California LOGGED BY JoaqumBaca READING TAKEN At Completion rIELD RESULTS & iI | \ n 33 IMI 51 5 H64 i Ii § i Ii «xx/ DESCRIPTION SURFACE ELEVATION — MSL SWnftQP FPI^TTOJlBSPROCft, Up** ^S«S!^'dy • Boring Terminated at 6' LABORATORY RESULTS £ li 110 105 109 se 1 18 17 16 ii ii £ f§ Pi1 , i TEST BORING LOG PLATE B4 BORING NO. B-5 JOB NO 060169-1 DRILLING DATE 4/28/06 WATER DEPTH Dry PROJECT B«Ml Ranch Lot 15, PA 3 DRILLING METHOD Hollow Stem Auger CAVE DEPTH 5 5 feet LOCATION Carlsbad, California LOGGED BY JoaqulnBaca READING TAKEN At Completion -IELD RESULTS | i 5- I X X X X | I 14 26 35 38 1it 45* § |!1 m I DESCRIPTION SURFACE ELEVATION — MSL FILL Mottled Light Gray to Gray Brown fine Sandy Ctay, medium dense-moist SANTIAGO FORMATION BEDROCK. Uoht Gray fine Sandv SIRstone, Yellow veining, dense-damp to moist Boring Terminated at 10' LABORATORY RESULTS i ll •f i 17 14 12 8 o k I ll li 1 ij TEST BORING LOG PLATE B-5 BORING NO. B-6 JOB NO 06G169-1 PROJECT Brassl Ranch Lot 15 PA 3 LOCATION Carlsbad, CaWomia DRILLING DATE 41X106 DRILLING METHOD Hollow Stam Auger LOGGED BY JoaquinBaca WATER DEPTH Dry CAVE DEPTH 5 feet READING TAKEN At Completion ELD RESULTS i DESCRIPTION SURFACE ELEVATION — MSL LABORATORY RESULTS X 17 15 16 FILL MoffladOrange Brown to Brown Sllty fine Sand to fine Sandy Clay, medium dense-mow 35 Gray fine Sandy I, Iron oxide staining, medium dense-moist 15 15 19 Boring Terminated at 10' TEST BORING LOG PLATE B-6 APPENDIX C LABORATORY TESTlNe B S D S S Consolidation/Collapse Test Results 2 . 4 . 6 . | 8 i 10 12 U . 18 • 18 0 ' -i• —— «k>.S>^ Water Added at 1600 p«f ; 1 •H* c •* 1 *•«, 1 1 Classification SANTIAGO FORMA1 onng Number B-1 ample Number — epth (ft) 1 to 2 pecimen Diameter (in) 2 4 pecimen Thickness (in) 1 0 ^•v X ^^•X S s v * 10 100 Load(ksf) DON BEDROCK Light Gray fine Sandy Claystone Initial Moisture Content (%) 1 7 Final Moisture Content (%) 23 Initial Dry Density (pcf) 1 09 8 Final Dry Density (pcf) 1155 Percent Collapse (%) -0 48 Bressi Ranch Lot 15, PA 3 Carlsbad, California Project No 06G169 PLATE C- 1 ftAMlkABM ••^••^L 12* PnOIW A •••<• •••••• A«wmHHHfl ^^^^ (714I7774U1 Pn. *-— -^» — • •MVsMHHnBflH MM7 714I77741M B S C S S Consolidation/Collapse Test Results i 2 . A .elation Strain (%)9 OB O> Jr 19 14 16 18- 0 ' <> — ,NL,*••»s« ^**^f«\ 1 i Classification SANTIAGO FORMA1 onng Number B-1 ample Number — lepth (ft) 3 to 4 pecimen Diameter (in) 2 4 pecimen Thickness (in) 1 0 .— -— ^^X ^ •* •. ^ Water Added at 1600 psf \ \| S sSk • 10 Load (lot) 100 DON BEDROCK Light Gray fine Sandy Claystone Initial Moisture Content (%) 1 7 Final Moisture Content (%) 21 Initial Dry Density (pet) 1 02 9 Final Dry Density (pcf) 1137 Percent Collapse (%) 0 52 Bressi Ranch Lot 15, PA 3 Carlsbad, California Project No 06G169 PLATE C- 2 ^^^^^BB^HB 1M C£ltaj&^^•^••^^••^••J^BilMlA^B^aBkl t, Bunt 101 Phom I714t777-«l> PM. I714> 777-WM B S D S S Consolidation/Collapse Test Results 2 4 6 I I 8- i 10 12 14- 16- 18 0 — T —-M I-P •^•< Water Added at1600psf P f Ml ^ ' *> X* 1 1 Classification SANTIAGO FORMA1 ormg Number B-1 ample Number — epth (ft) 5 to 6 pecimen Diameter (in) 2 4 pecimen Thickness (in) 1 0 BL*"x frxi •v S•> % 10 100 Load (ksf) "ION BEDROCK Light Gray fine Sandy Claystone Initial Moisture Content (%) 1 5 Final Moisture Content (%) 1 6 Initial Dry Density (pcf) 1138 Final Dry Density (pcf) 1188 Percent Collapse (%) -0 24 Bressi Ranch Lot 15, PA 3 Carlsbad, California Project No 06G169 PLATE C- 3 ^j^JJ «* MMMMPIWIW HP^Bwft^Hjj^BH^^^^HP (7141 7774313 Put MW7 714177) L^i^hk^l^i^ftlnoMmm (1 •03N B S D S S 0 j 2 4 6 * I 8 1 10" 12 14 16 18 0 Consolidation/Collapse Test Results ^— <>• — w i =>-<K;•*.i.•i /ater Added iM600psf t, ^ / « ff ^•^ 1 1 Classification SANTIAGO FORMA onng Number B-1 ample Number lepth (ft) 7 to 8 pecimen Diameter (in) 2 4 pecimen Thickness (in) 1 0 •^s *v X ^^•X s ^ ^ 10 100 Load (k»f) TION BEDROCK Light Gray Sifty fine Sandstone Initial Moisture Content (%) 1 1 Final Moisture Content (%) 1 8 Initial Dry Density (pcf) 1137 Final Dry Density (pcf) 1194 Percent Collapse (%) 0 1 1 Bressi Ranch Lot 15, PA 3 Carlsbad, California Project No 06G169 PLATE C- 4 Mh«^gy|tenriyM|M|yM| «W North HantMk StrMt, SuHt 101 Pbont (714) 777 -On* Pu. I714J 777-MH B S C S S Consolidation/Collapse Test Results n _ iI ' " i 2 4 8 » i 8 10- 12- 14 16 18 0 1 — H V\ *"*J !*»*•5;•i Mar Added it1600psf k* •* N! +* ^- m 1 1 Classification Fl onng Number B-3 ample Number epth (ft) 1 to 2 pecimen Diameter (in) 2 4 pecimen Thickness (in) 1 0 ^X *\s k *s'v S >» 10 100 Load (ksf) LL Light Gray fine Sandy Clay Initial Moisture Content (%) 23 Final Moisture Content (%) 28 Initial Dry Density (pcf) 95 2 Final Dry Density (pcf) 1 01 7 Percent Collapse (%) -0 26 Bressi Ranch Lot 15, PA 3 Carlsbad, California Project No 06G169 PLATE C- 5 SMttMTB ^^^^^•^^^^^^^^^L 1M ^mlpitt~m.- • • •JHI^BBiBBI HOI nwiw I714I7774U3 Fu: 1714) 77741H B S D S S Consolidation/Collapse Tsst Results 0 L 2 . 4- 6 £ i & i 10 12 14 16 1ft . i <>•• . — *ta-—. ' -•s • •5 ti .. <' « -.i ^ - ',*i 01 1 Classification F onng Number B-3 ample Number — lepth (ft) 3 to 4 pecimen Diameter (in) 2 4 peamen Thickness (in) 1 0 ••••••^ ^N I I I II • ^S Water Added at1600psf S.S 1 ill ^ t V „ ^ 1 10 100 Load(ktf) ILL Light Gray fine Sandy Silt Initial Moisture Content (%) 20 Final Moisture Content (%) 24 Initial Dry Density (pcf) 98 6 Final Dry Density (pcf) 1 04 4 Percent Collapse (%) 0 29 Bressi Ranch Lot 15, PA 3 Carlsbad, California Project No 06Q169 PLATE C- 6 ^^J^^BJ^^^^^^^I 1M M|fc»MMhaa^aha^al.tt.Bl ^^H^^^^^^^^^^B UM mmmia nwm (rutrrr-tiM m mnrn^mt L. APPENDIX D MUNM HUE VBHGMMS Grading Guide Specifications Pagel GRADING GUIDE SPECIFICATIONS These grading guide specifications are Intended to provide typical procedures for grading operations They are intended to supplement the recommendations contained In the geotechnlcal investigation report for this project Should the recommendations in the geotechnfcal investigation report conflict with the grading guide specifications, the more site specific recommendations in the geotechnlcal investigation report wRI govern. • The Earthwork Contractor is responsible tor the satisfactory oompletkm of al earthwork in accordance with tw plans and geotechnlcal reports, and In accordance with cfty, county, and Uniform Bunding Codes • The Geotechrfcal Engineer is the represented of the Own^^ Implementing the report recommendations and guidelines These ditfes are not Intended to relieve the Earthwork Contractor of anyreeponsMty to perform h a wortanwvflke manner, nor to the Geotechnlcal Engineer to direct the grading equipment or personnel employed by the Contractor • The Earthwork Contractor Is required to nottrytheOeotechrdcalEnalneeroftrieantlcipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone If personnel have not been scheduled In advance • The Earthwork Contractor is required to have suitable and sufficient equipment on (he job- sMe to process, moisture condWon, mix and compact the amount of fK being placed to the specified compaction In addition, suitable support equipment should be avalable to wrrfonnwHhreconirnenetetkxwandguWelineslnthterepW • Canyon deanouts, overexcavatton areas, processed ground to receive flH, key excavations, subdralns and benches should be observed by the Geotechnteal Engineer prior to ptecementofanyfW R is the Earthwork Contractor's responsibility to noWytheGeotschnfcalEngineer of areas that are ready for Inspection • Excavation, filing, and subgrade preparation should be performed In a manner and sequence that wi provide drainage at alimes and proper contra! of erosion. PractyWon, springs, and seepage water encountered snafl be pumped or drained to provide a fuHable working surface. The Geotechnlcal Engineer must be Informed of springs or water sMpajs encountered during grading or foundation construction for potsMe revision to the recommended construction procedures and/or Installation of subdralns Stta PranaraUon • The Earthwork Contractor to responsible for all clearing, grubbing, stripping and site preparation for the project In accordance with the recommendations of the Geotechnlcal Engineer. • IfanymaterialsorareasareenwunteredbytheEartr^^ of having toxic or environmentally sensitive oontwnlnallon, the Oeotscrurfeal Engineer and Owner/Bunder should be notified Immediately. • Major vegetation should be stripped and disposed of off-site This Includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnlcal Engineer Grading Guide Specifications Page 2 • Underground structures such as basements, cesspools or septic disposal system*, mining shafts, tunnels, wels and pipelines should be removed under ttw Inspection of the Qeotechnteal Engineer and recommendations provided by toe Qeotechnfcsi Engineer andtor city, county or state agencies. If such structures are known or found, the Geotechnlcal Engineer should be notified as soon as possble so that recommendations can be formulated • Any topso*, stopewash, colluvlum, alluvium and rock materials which are considered unsuitable by tie Geotechnlcal Engineer should be removed prior to fi placement • Remaining voids created during site clearing caused by removal of trees, foundations basements, Irrigation fadlfles, etc, should be excavated and fffled wNh compacted fill • Subsequent to clearing and removals, areas to receive f* should be scarified to a depth of 10 to 12 Inches, moisture conditioned and compacted • The moisture comiition of the processed gnHxxl should to ^ moisture content as determined by (he Geotechnlcal Engineer. Depending upon field conditions, (his may require air drying or watering together wtthmbdng and/or dtodng Compacted Flte • Soil materials imported to or excavated on the property may be utilized In the fi, provided each material has been determined to be suitable In the opinion of the Geotechnlcal Engineer Unless otherwise approved by the Geotechnlcal Engineer, aHfl materials shell be free of deleterious, organic, or frozen mailer, shal coritah no chemicals that may resultin the material being dassMed as 'contaminated,' and ahafl be low to non-expansive wtth a maximum expansion Index (El) of 50 The top 12 Inches of the compacted flU should have a maximum particle size of 3 Inches, and aH underlying compacted fH material a maximum 6- Inch particle size, except as noted below • AU sols should be evaluated and tested by the GeotactaicaJEfiglneer. Materials with high expansion potential, low strength, poor gradation or oofitalnlngoroafte materials nury require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnlcal Engineer • Rock fragments or rocks greater than 6 inches should be taken off-site or placed In accordance with recommendations and hi areas designated as suitable by the Gsoischnical Engineer Acceptable methods typically Include windrows. Oversize materials should notte placed within the range of excavation for foundations, utBttes, or pools to facttato excavations Rock placement should be kept away from slopes (minimum dhtance. 15 feat) to fadttate compaction near the slope FB materials approved by the Geotechnlcal Engineer should be placed In < prepared to receive ffl and In evenly placed, near horizontal layers at about 6 to 8 inches In loose thickness, or as otherwise determined by the Geotechnlcal Engineer. Each layer should be moisture conditioned to optimum moisture content, or sightly above, as directed by the Geotechnlcal Engineer. After proper mbdng and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density In compliance wtth ASTM D-1557 u Density and moisture content testing should be performed by the Geotechnlcal Engineer at random Intervals and locations as determined by the Geotechntoal Engineer These tests are Intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, Grading Guide Specifications Page 3 equipment effectiveness and stte conditions The Earthwork Contractor Is responsible for compaction as required by the Geotoehnteal Reports) and governmental agencies • After compacted flls have been tested and approved by the geotechnlcal engineer, the contractor should moisture condition the sots as necessary to maintain the compacted moisture content Compacted fill sols Ih* are aito^ to bt^onwovefy may i^irersmoval and/or scarification, motota SofcwNh medkimtohlghexpanskmlrKiicesarsespe<^susceptt)letodesiccaton SandysoHsthat are allowed to dry can also lose density • FIB areas unused for a period of time may require moisture condllloning, processing and reoompacflon prior to the start of addWonalflBng. The Earthwork Contractor should notify the Geotechnlcal Engineer of his Went so that an evaluation can be made • FIB placed on ground sloping ata 6-to-1 Inclination (hon^ofrtaMo-vvrtical) or eteeper should be benched Into bedrock or other suitable materials, as directed by the Qeotechnfcaf Engineer Typical details of benching are luslratad on Plates 0-2,0-4, and G-6 • Cut/ffll transition tots should have the cut portion overexcavatedtoadeptnofatleastSfeet and rebuilt with fill (see Plate G-1), as determined by the GeotechnlcaJ Engineer • AH cut lots should be inspected by the Geotechnteal Engineer for fracturing and other bedrock conditions Ifnecessary.triepadsehouldbeovefexcaveiedtoadeplhcfSfeetand rebuilt with a uniform, more cohesive soil type to Impede moisture penetration • Cut portions of pad areas above buttresses or stabilizations should be overaxcavatedtoa depth of 3 feet and rebuilt with uniform, more cohesive compacted fiR to impede moisture penetration • Ni^etructuralfW adjacent to stoK&r^ lateral support Backfill along wait must be placed and compacted with care to ensure that excessive unbalanced lateral pressures do not develop The type of ffll material placed adjacent to below grade walls must be property tasted and approved by the Geotochnteal Engineer with consideration of the lateral earth pressure used in the design Foundations • The foundation influence zone Is defined as extending one foot horiaontafiy from tie outelde edge of a footing, and then proceeding downward at a % horizontal to 1 vertical (0 5*1)Inclination • Where overexcavatlon beneath a footing subgrade Is necessary, It should be conducted so as to encompass the entire foundation influence zone, as described above • Compacted fill adjacent to exterior footings should extend at least 12 Inches above foundation bearing grade Compacted fill within the interior of structures should extend to the floor subgrade elevationRH Slopes • The placement and compaction of fill described above applies to all fll slopes Slope compaction should be accomplished by overiling the slope, adequately compacting the flH In even layers, Including the overHed zone and cutting the slope back to expose the compacted core • Slope compaction may also be achieved by backroUIng the slope adequately every 2 to4 vertical feet during (he flung process as weU as requiring the earth moving arid oompacBon equipment to work dose to the top of the slope Upon completion of slope construction, the Grading Guide Specifications Page 4 •tope face should be compacted wMh a sheepsfoot connected to a tUetaoom and than grid railed Into method of slope compaction should only be used If approved by the Oeotechnlcal Engineer • Sa/xlysoUslacklngtaadec^tecoheelonmaybeunetablefora therefore should not be placed wtthln 15 horizontal feet of (he slope face • Alflttslopes should be keyed Into bedrock or otharsuNsttenwtsfU ra toys should teat least 16 feetvride and Inclined at 2 percent Into Via slope. For elopta higher than 30 test, the All key wtth should be e«iaJ to <x»4ieJflhelwW • AflfU keys should be cleared of loose slough malarial prior to geolsohnloal Inspection and should be approved by the Geotechnical Englnaar and governmental agencies pnoftoflna, • Thecutportk)noffll<>vercutsk>pesshouldbeinadef^ Engineer for possible stabUtaatton requirements. The* portion should be adequately keyed through ell surflcW sod and Into bedrock or suitable material. Sols should be removed from the transition zone between the out and IK portions (see Plate G-2) Cut Slopes All out slopes should be inspected by the Oeotechnlcal Engineer to determine the need for staMizatlon TheEsrihworkContractorshouMnofiyte cutting is In progress at Intervals of 10 vertical feet. Falure to notify may result In a delay In recommendations Cut slopes exposing loose, coheskmless sands should be reported to the Geotechnical EngirieerforpoesblestabMzationrecomrrMndatkxw. AH stabMzalionexcawiioris should be cleared of loosed inspection Stakes should be provided by the CM Engineer to verify the location and dimensions of the key A typical stabilization fUldetalleehown on Plate G-5 Stabilization key excavations should be provided with subdralns Typical subdraln details are shown on Plates Q-6 Subdralns • SubdralnsmayberequlredlncarQWwarKiswaleswherefi Typical subdraln detate for canyons are shown on Plate G-3. Subdralns should be Instated after approval of removals and before fMng, as determined by the Sob Engineer. • Plastic pipe may be used for subdralns provided R to Schedule 40 or SDR 35 a equivalent Pipe should be protected against breakage, typically by placement In a square1 cut (baokhoe) trench or as recommended by the manufacturer • Filter material for subdradns should OMifcm toCALTRANS8ped^»on68-1.025oras approved by the Oeotechnlcal Engineer for the specific site oondWons. dean %4nch crushed rock may be used provided ft Is wrapped h an a^oeptabtelMerctoth ami approved by the Geotechnical Engineer. Plr^dlafi>etenisrKXJldb«eirwheeforrunsupto600feet and 8 Inches for the downstream on itlnuatlone of longer runs Four-Inch demeter pipe may be used In buttress and stabilization fills L CUTLOT tCQMPACTEDPILL OVEREXCAVATEAND REOOMPACT COMPETENT MATERIAL, AS APPROVED BY THE OEOTECHMCAL ENGINEER CUT/FILL LOT (TRANSITION) OVEREXCAVATE AND REOOMPACT DEEPER OVEREXCAVATION MAYBE RECOMMENDED BY THE 801 ENGINEER IN STEEP TRANSITIONS COMPETENT MATERIAL. AS APPROVED ' BYTHEGEOTECHNICALENGNEER GRAD fflONS NOTTONAU MMMWJMCHOftOW 1260NortiHMOMk«mtiMi 101 PhonK(H4)7rM»» fme (H4) TTT-tOtt COMPETENT MATERIAL CUT/FILL CONTACT TO BE SHOWN ON "AS-BUir NATURAL GRADE CUTSLOPE CUT SLOPE TO BE CONSTRUCTED PRIOR TO PLACEMENT OF FILL —' NEW COMPACTED FILL CUT/FILL CONTACT SHOWN ON GRADING PLAN MAXIMUM HEIGHT OF BENCHES IS 4 FBBT OR AS ReCOMMENDBD BYTHEGEOTECHNICALENOWEER MINIMUM 1'TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) •KEYWAYIN COMPETENT MATERIAL MINIMUM WDTH OF 15FKETORAS RECOMMENDED BY THE GEOTECHNICAL ENGttCER. KEYWAYMAVNOTBE REOURED IF FILL SLOPE 18 LESS THAN 5 FEET IN HEIGHT AS RECOMMENDED BY THE OEOTECHNICAL ENGINEER. GRADING < i DETAIL NOTTOaCMlE MMMMJM OHHftMW PLATIM 12W North Hmoek akM. ftitoioi Amhilm.CMKMhi tN07 Phonr<714>7T7«»l ftg (TM) 777-0386 MINUS V CRUSHED ROCK COMPLETELY SURROUNDED BY FLTER FABRIC, OR CLASS K PERMEABLE MATERIAL 4"MW 6* DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE PIPE MATERIAL ADS (CORRUGATED POLETHYLCNE) TRAN8ITE UNOERORAIN PVC GRABS' SDR36 SDR 21 DEPTH OF FILL OVER8UBDRAIN e 20 36 100 SCHEMATIC ONLY NOT TO SCALE WANTON \T10N8 NOTTOMMC OMO:«j(U 1200 NoitiHMMklkMl|Mli 101 PhonK(T14)71T4« 9mt (TU) ,11 I FINISHED SLOPE FACE OVERFILL REQUIREMENTS PER PLATE NO A TOE OF SLOPE SHOWN ON GRADING PLAN PROJECT SLOPE GRADIENT (11 MAX.) PLACE COMPACTED BACKFILL TO ORIGINAL GRADE BACKCUT. VARIES NEW COMPACTED FLL COMPETENT MATERIAL- MAXIMUM HEIGHT OF BENCHES 184 FEET OR AS RECOMMENDED BY THE GEOTECHMCAL ENGINEER 2' MINIMUM KEY DEPTH MINIMUM V TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) KEYWAY IN COMPETENT MATERIAL. MINIMUM WCTH OF 16 FEET OR AS RECOMMENDED BYTHE GEOTECHNIAL ENGINEER KEYWAY MAY NOT BE REQURED IF FILL SLOPE IS LESS THAN 61 N HEIGHT AS RECOMMENDED BYTHE GEOTECHNICAL ENGINEER.NOTE BENCHING SHALL BE REQUIRED WHEN NATURAL SLOPES ARE EQUAL TO OR STEEPER THAN 5rl OR WHEN RECOMMENDED BY THE GEOTECHNICAL ENGINEER FILL ABOVE NATURAL SLOPE DETAIL MOTTO tCALI OftMMtM* CHKD: ONI mm »4 1200 North HttiQMk ttiMd 9UNi 101 fms L 3'TYPICAL BLANKETF1LL IF RECOMMENDED —| BY THE OEOTBCHMCAL ENQMEER TOP WIDTH OP RU ASaPBOroDBYTHE OEOTECHMCM. ENQMEER COMPETENT MATERIAL ACCEPTABLE TO THE SOIL ENQMEER COMPACTED FILL FACE OP FINISHED SLOPE >— MINIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOMMENDED BY THE GEOTECHMCAL ENGNEER KEY DEPTH KEYWAY WIDTH. AS SPEOFEO BY THE OEOTECHNCAL ENGINEER MINIMUM 1'TK.T BACK OR 2% SLOPE (WHICHEVER IS GREATER) MOTTO aOMX OWUNKMOHWhMW rusn 04 (H4) rn-am DE8ION FINISH SLOPE OUTLETS TO BE SPACED AT 1001 MAXIMUM INTERVALS EXTEND 12 MCHE8 BEYOND FACE OF SLOPE AT TNE OF ROUGH GRADING CONSTRUCTION BUTTRESS OR SIOeWURLL BLANKET FILL IF RECOMMENDED BY THE GEOTECHNICAL ENGINEER 2* CLEAR 7 4-WCH DIAMETER NOWERFORATED OUTLET PFE TO BE LOCATED MFCLO BYTHE80R.ENGMEER. •RLTER MATERIAL' TO MEET FOLLOWMG SPEOFICATION OR. APPROVED EQUIVALENT (CONFORMS TO EMA STD PLAN 323) •GRAVEL' TO MEET FOLLOVMNG SPECIFICATION OR APPROVED EQUIVALENT SIEVE SIZE 1' 3M" 3JV NO 4 NO 8 NOW NO 60 NO 200 PERCENTAGE PASSING 100 90-100 40-100 25-401*33 8-16 0-7 0-3 SIEVE SIZE 11/T NO 4 NO 200 SAND EQUIVALENT MAXIMUM PERCENTAGE PASSING 100 SO 8 •MMMUMOF60 OUTLET PIPE TO BE CON- NECTED TO 8UBDRAIN PPE WITH TEE OR ELBOW DETAIL'A' [TTLTER MATERIAL-MINIMUM OF FIVE CUBIC FEET PER FOOT OF PWE. SEE ABOVE FOR FITER MATERIAL SPECIFICATION ALTERNATIVE. M LIEU OF FILTER MATERIAL FIVE CUBIC FEET OF GRAVEL PER FOOT OF PPE MAY BE ENCASED MFLTBR FABRIC. SEE ABOVE FOR GRAVEL SPECIFICATION. FILTER FABRIC SHALL BE MRAF1140OR EQUIVALENT FWBR FABRIC SHALL BE LAPPED A MMMUM OF 12 INCHES LON ALL JOINTS MINIMUM 44JCH DIAMETER PVC SCH 40 OR AB8 CLASS SDR 36 WUHA CRU8HMO STRENGTH OF AT LEAST 1 jOOO POUNDS. WITH A MNMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PPE M8TAUED WITH PERFORATIONS ON BOTTOM OF PIPE. PROVCE CAP AT UPSTREAM END OF PIPE SLOPE AT2PERCENTTOOUTLETPIPE. NOTES1 TRENCH FOR OUTLET PIPES TO BE BACKFILLEDWITH ON^TTE SOIL. SLOPE GRADING JBQBAIN8 NOTTOWMI OHMkOMI PLAT! 04 Ptwnr (714) m-OWl fmc (714) 7774HM f MINIMUM ONE FOOT THICK LAYER Of LOW nRMBABUUTY 80N. r NOT COVERED WITH AN MPERMEABLE SURFACE MINIMUM ONE FOOT WIDE LAYER OF , FREE DRAMMO MATERIAL (LESS THAN «% PASSING THE ttOO 8CVE) iHLTER MATERIAL • MMMUM OF TWO CUBIC FEET PER FOOT OF PPE. SEE BELOW FOR FILTER MATERIAL SPECWCATION ALTERNATIVE: M UEU OF FLTER MATERIAL TWO CUBIC FEET OF GRAVEL PER FOOT OF PIPE MAYBE ENCASED W FLTER FABRIC SEE BELOW FOR ORAVELSPECnCAHON. FILTER FABRIC SHALL BE MKAF1140 OR EQUIVALENT FLTER FABRIC SHALL BE LAPPED A MMHMUM OF 6 MCHES JONALLJOMTS MINIMUM4^NCH DIAMETER FVCSCH 40 OR AB8 CLASS SDR 86 WITH A CRU8HMO STRENGTH OF AT LEAST 1,000 POUNDS, WITH AMBBMUM OF8 UMFORMLY SPACED PERFORATIONS PER FOOT OF PFB WSTAOED WITH PERFORATIONS ON BOTTOM OF PWB. PROVIDE CAP AT UPSTREAM END OF PIPE. 8LOPEAT2PERCENTTOOUTLETPIPE « 4 •FH.TER MATERIAL* TO MEET FOLLOWING SPECIFICATIONOR APPROVED EQUIVALENT (CONFORMS TO EMASTD PLAN 329) "ORAVEL" TO MEET FOLLOWING SPECFICATION OR APPROVED EQUIVALENT- SIEVE SIZE1" 3M' W NO 4 NO 8 NO 30 NO 60 NO 200 PERCENTAGE PASSING 100 •0-100 40-100 2540 SIEVE SIZE 11/2" NO 4 NO 200 SAND EQUIVALENT MAXMUM PERCENTAGE PA88JNG 100 80 8 • MMMUMOF80 6-16 0-7 04 RBI NOTTOaOMI OHKD-tMl run «4 12N NMliHlMMkMwl, Mi 101 PhQMi(ri4)7IT-4tli F«e (H4) TTM8M L r APPENDIX E flfltf/tf COMPUTER PROGRAM OUTPUI L Qw • •<u «32PM «?HOo> "t•o • •I No CM 'SC/> iq CO o o in o in o in oin c\i o i^ in c\j q cvi csi csi T^ ^ r^ r^ (6) uoj)eje|9Oov inN oin mCM oo OOOO qiriin CO incvi o -c oo CO "Oo Q. IO - o If)mo o•o r *********************** * * * UBCSEIS ** * * Version 1 03 ** * COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER 06G169 DATE 05-09-2006 JOB NAME Bressi Ranch Lot 15, PA 3 FAULT-DATA-FILE NAME CDMGUBCR DAT SITE COORDINATES SITE LATITUDE 33 1292 SITE LONGITUDE 117 2637 UBC SEISMIC ZONE 0 4 UBC SOIL PROFILE TYPE SD NEAREST TYPE A FAULT NAME ELSINORE-JULIAN DISTANCE 36 1 km NEAREST TYPE B FAULT NAME ROSE CANYON DISTANCE 11 5 Ion NEAREST TYPE C FAULT NAME- DISTANCE 99999 0 km SELECTED UBC SEISMIC COEFFICIENTS Na 10 NV 10 Ca 0 44 Cv 0 64 Ts 0 582 To 0 116 CAUTION The digitized data points used to model faults are limited in number and have been digitized from small- scale maps (e g , 1 750,000 scale) Consequently, the estimated fault-site-distances may be in error by several kilometers Therefore, it is important that the distances be carefully checked for accuracy and adjusted as needed, before they are used in design r SUMMARY OF FAULT PARAMETERS Page 1 ABBREVIATED FAULT NAME ROSE CANYON NEWPORT- INGLEWOOD (Offshore) ELSINORE-JULIAN ELSINORE-TEMECULA CORONADO BANK ELSINORE-GLEN IVY EARTHQUAKE VALLEY PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK NEWPORT-INGLEWOOD (L A Basin) CHINO-CENTRAL AVE (Elsinore) ELSINORE-COYOTE MOUNTAIN ELSINORE-WHITTIER SAN JACINTO-SAN BERNARDINO SAN JACINTO - BORREGO SAN ANDREAS - Southern SAN JOSE PINTO MOUNTAIN CUCAMONGA SIERRA MADRE (Central) BURNT MTN NORTH FRONTAL FAULT ZONE (West) SUPERSTITION MTN (San Jacinto) EUREKA PEAK CLEGHORN NORTH FRONTAL FAULT ZONE (East) ELMORE RANCH SUPERSTITION HILLS (San Jacinto) SAN ANDREAS - 1857 Rupture RAYMOND CLAMSHELL- SAWPIT ELSINORE-LAGUNA SALADA VERDUGO LANDERS HOLLYWOOD HELENDALE - S LOCKHARDT BRAWLEY SEISMIC ZONE LENWOOD-LOCKHART-OLD WOMAN SPRGS SANTA MONICA EMERSON So - COPPER MTN JOHNSON VALLEY (Northern) MALIBU COAST IMPERIAL SIERRA MADRE (San Fernando) APPROX DISTANCE (km) 11 5 15 7 36 1 36 1 36 7 57 7 63 8 65 0 72 9 75 2 79 2 81 1 81 5 85 9 87 8 98 7 99 9 104 1 114 8 114 9 118 3 119 1 122 7 125 0 125 9 127 1 127 3 131 4 131 7 133 4 133 7 134 5 134 5 136 3 138 9 139 4 142 2 142 8 147 0 148 2 150 3 152 0 152 5 154 9 159 6 159 8 SOURCE TYPE (A,B,C) B B A B B B B B A B B B B B B B B A B B A B B B B B B B B B A B B B B B B B B B B B B B A B MAX MAG (Mw) 6 9 6 9 7 1 6 8 7 4 6 8 6 5 7 1 7 2 6 9 6 8 6 9 6 7 6 8 6 8 6 7 6 6 7 4 6 5 7 0 7 0 7 0 6 5 7 0 6 6 6 5 6 5 6 7 6 6 6 6 7 8 6 5 6 5 7 0 6 7 7 3 6 5 7 1 6 5 7 3 6 6 6 9 6 7 6 7 7 0 6 7 SLIP RATE (mm/yr) 1 50 1 50 5 00 5 00 3 00 5 00 2 00 3 00 12 00 12 00 4 00 1 00 1 00 4 00 2 50 12 00 4 00 24 00 0 50 2 50 5 00 3 00 0 60 1 00 5 00 0 60 3 00 0 50 1 00 4 00 34 00 0 50 0 50 3 50 0 50 0 60 1 00 0 60 25 00 0 60 1 00 0 60 0 60 0 30 20 00 2 00 FAULT TYPE (SS,DS,BT) SS SS SS SS SS SS SS SS SS SS SS SS DS SS SS SS SS SS DS SS DS DS SS DS SS SS SS DS SS SS SS DS DS SS DS SS DS SS SS SS DS SS SS DS SS DS SUMMARY OF FAULT PARAMETERS Page 2 ABBREVIATED FAULT NAME ================================== PISGAH-BULLION MTN -MESQUITE LK SAN GABRIEL ANACAPA-DUME CALICO - HIDALGO SANTA SUSANA HOLSER SIMI-SANTA ROSA OAK RIDGE (Onshore) GRAVEL HILLS - HARPER LAKE SAN CAYETANO BLACKWATER VENTURA - PITAS POINT SANTA YNEZ (East) SANTA CRUZ ISLAND M RIDGE- ARROYO PARIDA- SANTA ANA RED MOUNTAIN OARLOCK (West) PLEITO THRUST BIG PINE GARLOCK (East) WHITE WOLF SANTA ROSA ISLAND SANTA YNEZ (West) So SIERRA NEVADA OWL LAKE PANAMINT VALLEY LITTLE LAKE TANK CANYON DEATH VALLEY (South) LOS ALAMOS-W BASELINE LIONS HEAD DEATH VALLEY (Graben) SAN LUIS RANGE (S Margin) SAN JUAN CASMALIA (Orcutt Frontal Fault) OWENS VALLEY LOS OSOS HUNTER MTN - SALINE VALLEY HOSGRI DEATH VALLEY (Northern) INDEPENDENCE RINCONADA BIRCH CREEK SAN ANDREAS (Creeping) WHITE MOUNTAINS DEEP SPRINGS APPROX DISTANCE (km) ======== 161 9 162 6 163 7 165 4 175 5 184 4 192 6 193 1 196 5 201 5 212 0 221 0 221 2 230 5 231 5 235 1 236 3 242 4 248 5 249 9 262 3 265 4 267 2 274 1 277 8 278 0 278 2 279 4 286 2 309 6 327 1 328 1 336 6 336 8 345 1 347 0 366 6 372 6 372 9 381 7 382 8 387 3 439 3 443 0 443 7 462 0 SOURCE TYPE (A,B,C) = = = = SS==- B B B B B B B B B B B B B B B B A B B A B B B B B B B B B B B B B B B B B B B A B B B B B B MAX MAG (Mw) ====== 7 1 7 0 7 3 7 1 6 6 6 5 6 7 6 9 6 9 6 8 6 9 6 8 7 0 6 8 6 7 6 8 7 1 6 8 6 7 7 3 7 2 6 9 6 9 7 1 6 5 7 2 6 7 6 5 6 9 6 8 6 6 6 9 7 0 7 0 6 5 7 6 6 8 7 0 7 3 7 2 6 9 7 3 6 5 5 0 7 1 6 6 SLIP RATE (mm/yr) ========= 0 60 1 00 3 00 0 60 5 00 0 40 1 00 4 00 0 60 6 00 0 60 1 00 2 00 1 00 0 40 2 00 6 00 2 00 0 80 7 00 2 00 1 00 2 00 0 10 2 00 2 50 0 70 1 00 4 00 0 70 0 02 4 00 0 20 1 00 0 25 1 50 0 50 2 50 2 50 5 00 0 20 1 00 0 70 34 00 1 00 0 80 FAULT TYPE (SS,DS,BT) ========== ssss DS SS DS DS DS DS SS DS SS DS SS DS DS DS SS DS SS SS DS DS SS DS SS SS SS DS SS DS DS DS DS SS DS SS DS SS SS SS DS SS DS SS SS DS r SUMMARY OF FAULT PARAMETERS Page 3 ABBREVIATED FAULT NAME DEATH VALLEY (N of Cucamongo) ROUND VALLEY (E of S N Mtns ) FISH SLOUGH HILTON CREEK HARTLEY SPRINGS ORTIGALITA CALAVERAS (So of Calaveras Res) MONTEREY BAY - TULARCITOS PALO COLORADO - SUR QUIEN SABE MONO LAKE ZAYANTE-VERGELES SAN ANDREAS (1906) SARGENT ROBINSON CREEK SAN GREGORIO GREENVILLE MONTE VISTA - SHANNON HAYWARD (SE Extension) ANTELOPE VALLEY HAYWARD (Total Length) CALAVERAS (No of Calaveras Res) GENOA CONCORD - GREEN VALLEY RODGERS CREEK WEST NAPA POINT REYES HUNTING CREEK - BERRYESSA MAACAMA (South) COLLAYOMI BARTLETT SPRINGS MAACAMA (Central) MAACAMA (North) ROUND VALLEY (N S F Bay) BATTLE CREEK LAKE MOUNTAIN GARBERVILLE- BRICELAND MBNDOCINO FAULT ZONE LITTLE SALMON (Onshore) MAD RIVER CASCADIA SUBDUCTION ZONE McKINLEYVILLE TRINIDAD FICKLE HILL TABLE BLUFF LITTLE SALMON (Offshore) APPROX DISTANCE (km) 466 7 474 5 482 2 500 7 525 1 527 1 532 9 535 9 537 1 546 1 561 1 564 7 569 9 570 0 592 5 611 3 619 5 620 1 620 1 632 9 639 8 639 8 658 3 687 4 726 2 727 0 745 4 749 4 788 9 805 7 809 1 830 5 890 0 896 0 918 8 954 5 971 7 1028 1 1034 5 1037 2 1041 8 1047 7 1049 2 1049 7 1055 2 1068 5 SOURCE TYPE (A,B,C) A B B B B B B B B B B B A B B A B B B B A B B B A B B B B B A A A B B B B A A B A B B B B B MAX MAG (Mw) 7 0 6 8 6 6 6 7 6 6 6 9 6 2 7 1 7 0 6 5 6 6 6 8 7 9 6 8 6 5 7 3 6 9 6 5 6 5 6 7 7 1 6 8 6 9 6 9 7 0 6 5 6 8 6 9 6 9 6 5 7 1 7 1 7 1 6 8 6 5 6 7 6 9 7 4 7 0 7 1 8 3 7 0 7 3 6 9 7 0 7 1 SLIP RATE (mm/yr) 5 00 1 00 0 20 2 50 0 50 1 00 15 00 0 50 3 00 1 00 2 50 0 10 24 00 3 00 0 50 5 00 2 00 0 40 3 00 0 80 9 00 6 00 1 00 6 00 9 00 1 00 0 30 6 00 9 00 0 60 6 00 9 00 9 00 6 00 0 50 6 00 9 00 35 00 5 00 0 70 35 00 0 60 2 50 0 60 0 60 1 00 FAULT TYPE (SS,DS,BT) SS DS DS DS DS SS SS DS SS SS DS SS SS SS DS SS SS DS SS DS SS SS DS SS SS SS DS SS SS SS SS SS SS SS DS SS SS DS DS DS DS DS DS DS DS DS r SUMMARY OF FAULT PARAMETERS Page 4 ABBREVIATED FAULT NAME = = = = = »== ===; = = = == = = = = = = = = = = = = = = = = = = BIG LAGOON - BALD MTN FLT ZONE APPROX DISTANCE (km) ======== 1086 0 SOURCE TYPE (A,B,C) ======= B MAX MAG (Mw) ====== 7 3 SLIP RATE (mm/yr) ========= 0 50 FAULT TYPE (SS,DS,BT) ========== DS COUNTY OF SAN DIEGO Air Pollution Control Board Greg Cox District 1 Dianne Jacob District 2 Pam Slater-Price District 3 J °n * °bem Pmnct J Bl11 Hom DlStrlCt 5 COPYMarch 3, 2009 GARY DORRIS FACILITY MANAGER DANIELSON, DSS, LLC - , - - / , -_ 406 9™ AVENUE, SUITE 309 £,7^2- £*>ke' ^t/e SAN DIEGO, CA 92101 ^ '^ L_y ^^ ot After examination of your Application No 987679 for an Air Pollution Control District Authority to Construct and Permit to Operate for an emergency standby engine to be located at 2530 Campbell Place , Carlsbad, the District has decided on the following action Authority to Construct is granted pursuant to Rule 20, 20 2, 21 and 1200 of the Air Pollution Control District Rules and Regulations for An emergency standby engine, Cummins diesel engine, Model QSB7-G3, rated at 250 bhp, S/N S46956287, turbocharged and aftercooled. Model year 2009, Tier 3, and Engine Family No 9CEXL0409AAB, driving a 150 KW generator The engine listed above shall be referred to herein as the "engine " This Authority to Construct is granted with the following conditions 1 Permittee shall provide access, facilities, utilities and any necessary safety equipment, with the exception of personal protective equipment requiring individual fitting and specialized training, for source testing and inspection upon request of the District 2 Engine operation for maintenance and testing purposes shall not exceed 50 hours per calendar year (NSR) (17 CCR §93115) (ATCM reportable) 3 The engine shall only use CARB Diesel Fuel (Rule 69 4 1, 17 CCR §93115) 4 Visible emissions including crankcase smoke shall comply with Air Pollution Control District Rule 50 (Rule 50) 5 The equipment described above shall not cause or contribute to public nuisance (Rule 51) 10124 Old Grove Road , San Diego, California 92131-1649 • (858) 586-2600 FAX (858) 586-2601 • Smoking Vehicle Hotline 1-800-28-SMOKE • www.sdapcd.org U Printed on Recycled Paper Danielson, DSS, LLC March 3, 2009 Application No 987679 -2- 6 This engine shall not operate for non-emergency use during the following periods, as applicable A Whenever there is any school sponsored activity, if engine is located on school grounds or B Between 7 30 and 3 30 PM on days when school is in session, if the engine is located within 500 feet of, but not on school grounds This condition shall not apply to an engine located at or near any school grounds that also serve as the student's place of residence (17 CCR §93115) (ATCM reportable) 7 Engine operation in response to notification of an impending rotating outage, shall be restricted to the following condition A The utility distribution company has ordered rotating outages in the control area where he engine is located, B The engine is operated no more than 30 minutes prior to the time when the utility distribution company officially forecasts a rotating outage in the cited control area, and C The engine operation is terminated immediately after the utility distribution company advises that a rotating outage is no longer in effect This condition shall not apply to engines operating pursuant to the rolling blackout reduction program as identified in 17 CCR 93115 and operating in accordance with 17 CCR 93115 (e)(2)(f) (17 CCR 93115) (ATCM reportable) 8 A non-resettable engine hour meter shall be installed on this engine, maintained in good working order, and used for recording engine operating hours If a meter is replaced, the Air Pollution Control District's Compliance Division shall be notified in writing within 10 calendar days The written notification shall include the following information A Old meter's hour reading B Replacement meter's manufacturer name, model, and serial number if available and current hour reading on replacement meter C Copy of receipt of new meter or of installation work order A copy of the meter replacement notification shall be maintained on site and made available to the Air Pollution Control District upon request (Rule 69 4 1) (17 CCR §93115) 9 The owner or operator shall conduct periodic maintenance of this engine and add-on control equipment, if any, as recommended by the engine and control equipment manufacturers or as specified by the engine servicing company's maintenance procedure The periodic maintenance shall be conducted at least once each calendar year (Rule 69 4 1) 10 The owner or operator of the engine shall maintain the following records on site for at least the same period of time as the engine to which the records apply is located at the site A Documentation shall be maintained identifying the fuel as CARB diesel, B Manual of recommended maintenance provided by the manufacturer, or maintenance procedures specified by the engine servicing company, and C Records of annual engine maintenance, including the date the maintenance was performed These records shall be made available to the Air Pollution Control District upon request (Rule 694 1) Danielson, DSS, LLC March 3, 2009 Application No 987679 -3- 1 1 The owner or operator of this equipment shall maintain a monthly operating log containing, at a minimum, the following A Dates and times of engine operation, indicating whether the operation was for maintenance and testing purposes or emergency use. and, the nature of the emergency, if known, B Hours of operation for all uses other than those specified above and identification of the nature of that use (Rule 69 4 1) (17 CCR §93115) 12 All operational and maintenance logs required by this permit shall be kept a minimum of 36 months from their date of creation unless otherwise indicated by the conditions of this permit The records shall be maintained onsite for a minimum of 24 months from their date of creation Records for the last 24 months of operation shall be made available to the Air Pollution Control District upon request Records for operation for the last 25 to 36 months shall be made available to the Air Pollution Control District within 5 working days of request (Rule 69 4 1) (17 CCR §93115) 13 Permittee shall notify the Air Pollution Control District Compliance Division at (858) 586-2650 immediately upon detection of any violation of a condition identified as C'ATCM reportable" Such violation shall be subject to Air Pollution Control District Compliance action (17 CCR §93 1 15) 14 This Authority to Construct authorizes temporary' operation of the above-specified engine This temporary Permit to Operate shall take effect upon written notification to the District that construction has been completed in accordance with this Authority to Construct This temporary Permit to Operate will remain in effect, unless withdrawn or modified by the District, until a revised temporary permit (Startup Authorization) is issued or a Permit to Operate is granted or denied 15 Upon completion of construction in accordance with this Authority to Construct and prior to commencing operation, the permittee must complete and mail, deliver or fax the enclosed Construction Completion Notice to the District After mailing, delivering or faxing the notice, the permittee may commence operation of the engine Operation must be in compliance with all of the conditions of the Authority to Construct and Applicable District rules 16 This Authority to Construct shall be posted on or within 25 feet of the engine, or maintained readily available at all times on the operating premises This Air Pollution Control District Authority to Construct does not relieve the holder from obtaining permits or authorizations, which may be required by other governmental agencies Within 30 days after receipt of this Authority to Construct, the permittee may petition the Hearing Board for a hearing on any conditions imposed herein in accordance with Rule 25 This Authority to Construct is not transferable and will expire one year from date of Authority to Construct If yew have any questions pegarding this action, please contact the undersigned at (858) 586-2745 EVARISTE HAURY Associate Air Pollution Control Engineer ID # 11838A CONSTRUCTION COMPLETION NOTICE San Diego County Air Pollution Control District 10124 Old Grove Road San Diego, CA 92131 (858) 586-2745 FAX: (858)586-2601 Please complete the "APPLICANT USE ONLY" portion of this notice and fax or mail it to the APCD The following information has been included based on your application information Please note any corrections to this information COMPANY NAME (DBA) EQUIPMENT ADDRESS TYPE OF EQUIPMENT DAN1ELSON. DSS. LLC 2530 CAMPBELL PLACE. CARLSBAD. CA 92009 APPLICATIONS 987679 EMERGENCY STANDBY ENGINE. CUMMINS DIESEL ENGINE. MODEL OSB7-G3 250 BHP. S/N 46956287. MODEL YEAR 2009. TURBOCHARGED AND AFTERCOOLED. TIER 3. ENGINE FAMILY NUMBER 9CEXLO409. DRIVING A 150 KW GENERATOR APCD PROJECT ENGINEER EVAR1STE HAURY TELEPHONE (858) 586-2745 APPLICANT USE ONLY DATE CONSTRUCTION WAS COMPLETED — ^ PERSON PROVIDING NOTIFICATION (Please Print) D^-TlC. I- EQUIPMENT SERIAL NUMBER ^ $'8 $ 2- I SIGNATURE ~~f~^c*± DATE OF NOTIFICATION TELEPHONE /-7&O - 6 <?2'Q APCD USE I D # 20/11838A VAX ENTRY DATE DATE RECEIVED April 23, 2008 Mr Tad Siegenthaler Project Architect Smith Consulting Architects 122220 El Cammo Real, Suite 200 San Diego, CA 92130 Dear Tad, As requested, this letter will provide detailed information regarding chemical use in ViaSat Building 7 as it is currently designed The following chemical products will be authorized for use m Building 7 Table 1 Chemical Inventory for B7 ViaSat ID M-005 MOOS M041 M043 M058 M130 M-146 Chemical # Name Isopropyl Alcohol Freez-It Antistat 961 Solder Flux 8001 Cleaner for Static Control Mats 5-Mmute Epoxy Hardener WD-40 Flux Cored Solder Hazard Class I-B Flammable liquid. flp53°F,bpl76°F Aerosol, nonflammable. nontoxic Class I-B Flammable liquid, flp600F,bpl80°F Liquid, non-flammable, over- exposure to vapors may cause light-headedness Non-flammable, can irritate skin Flammable aerosol UFC level 3 Contains lead Maximum Quantity in Building 4 1 -gallon plastic jugs 10 8-oz aerosol containers 4 1 -gallon plastic jugs 10 8-oz spray applicators 10 1-oz applicator syringes 1 0 8-oz aerosol containers 8 rolls The primary storage area for these chemicals will be the storage area located in Room 154 on the first floor All flammable materials will be stored in an approved Flammable Storage Cabinet Non-flammable materials will be stored on a wire shelving unit This is a negatively pressurized room with an exhaust fan and an undercut door This room will serve as the dispensing area where smaller quantities are issued to the manufacturing locations throughout the building Gallon-sized containers may not be removed from this area Utilizing the provided funnel, employees will dispense isopropyl alcohol and flux from the gallon containers into 2-ounce or 4-ounce labeled plastic dauber containers for use on the manufacturing floor Employees receive Hazard Communication and basic spill control training, and are provided with a spill kit in the dispensing area Table 2 Chemical Locations B7 Location Chemical Storage Rm 1 54 Manuf-1 Rm 165 Manuf-2Rm 150 Manuf-3 Rm 1 72 Manuf-4 Rm 145 Manuf-5Rm 171 Manuf-1 Rm 255 Manuf-2 Rm 265 Manuf-3 Rm 250 Maximum Chemical Inventory Isopropyl Alcohol - (4) gal Freez-It Antistat - (1) 8-oz aerosol 961 Solder Flux - (4) gal 8001 Cleaner (1) 8-oz spray 5-Mmute Epoxy (1) 1-oz applicator WD-40(1) 8-oz aerosol Isopropyl Alcohol (2) 4-oz dauber Freez-it Antistat (1) 8-oz aerosol 961 Flux (2) 2-oz applicator 8001 Cleaner (1) 8-oz spray 5-Mmute Epoxy (1) 1-oz applicator WD-40(1) 8-oz aerosol Flux Cored Solder (1) roll See Room 165 See Room 165 See Room 165 See Room 165 See Room 165 See Room 165 Isopropyl Alcohol (4) 4-oz dauber Freez-it Antistat (2) 8-oz aerosol 961 Flux (4) 2-oz applicator 8001 Cleaner (2) 8-oz spray 5-Mmute Epoxy (2) 1-oz applicator WD-40 (2) 8-oz aerosol Flux Cored Solder (2) rolls Each of the manufacturing areas will be provided with containers designated for disposal of hazardous waste generated by manufacturing activities Waste containers are emptied on a weekly basis and the materials brought to the waste storage area The designated hazardous waste storage area will be Room 154 It is expected that a low volume of waste will be generated in this building One 30-gallon open-headed steel drum shall be designated for flammable solids (proper shipping name flammable solids, nos (contains isopropyl alcohol), 3, UN 1219, PG II) This drum shall contain alcohol- and flux-contaminated wipes, q-tips, and spill mop-up residue, if any A 5-gallon non- removable head drum shall be designated for contaminated flammable liquids (proper shipping name flammable liquids, nos (contains isopropyl alcohol, 2-propanol), 3, UN 1993, PG II) This drum shall contain any contaminated liquid isopropyl alcohol or flux These drums will be grounded and in secondary containment Small closeable containers shall be used for empty chemical containers and aerosol cans, as well as waste batteries Chemical containers shall be kept completely closed at all times unless in active use ViaSat, Inc maintains a contract with Safety Kleen for waste removal, and is designated as a Small Quantity Generator The waste area is formally inspected on a weekly basis by the Safety Department Material Safety Data Sheets for each of the authorized chemicals are attached to this letter If you have any questions, please do not hesitate to contact me on my cell phone, at (858) 663-1575 MaryB Brown, MPH Safety/Environmental Consultant ViaSat, Inc :HEMICAL HAZCOM PRODUCT LABELING LOG . 331 £JM1 INVENTORY CONTROL #: SAMPLE OF COMPLETED LABEL jBJiHEALTH ^ P<|FLAIV1M ABILITY | REACTWITY I PERSONAL PPOTECTION- D>iQMIMUTM Q m« »».Tifi HM«mm«««i»"«»^ SAFETY SKIN CO. AMOUNT OF CHEMICAL DATE-STORAGE/USAGE LOCATION: •* CHEMICAL EXPIRATION DATE: MSDS RECEIVED Yes/No COMMENTS/ V ADDITIONAL INFORMATION: t|_*-_- W^f*iISf^%1*1\JH niPro(JLjbcling doc ViaSat Labeling and Safety Information MSDS Number & Date: M-146 12/98 Chemical Name: 331 Flux Cored Solder HEALTH (blue) FLAMMABILITY (red) REACTIVITY (yellow) 1 2 0 PPE and Ventilation Required; SAFETY GLASSES Material Safety Data Sheet Page 1 of 4 SECTION 1 - PRODUCT IDENTIFICATION AND USE ,1" FLUX CORED SOLDER Product Identifier As Used On Label Product Use Soldering flux in cored solder for general applications MSDS Number Date Prepared "331" Core 11-Dec-98 Manufacturer's Name and Adores KESTER SOLDER DIVISION OF LITTON SYSTEMS, INC 515 E TOUHY AVENUE DES PLAINES, IL 60018 USA Telephone Number For Information (847) 297-1600 Supplier's Name and Address (if different from manufacturer) CHEMTREC 24-Hour Emergency Telephone Number (800) 424-9300 NFPA Rating Health 1 Flammability 2 Reactivity 0 Special HMIS Rating Health 1 Flammability 2 Reactivity 0 Personal Protection X DOT Not Regulated WHMIS Class D, Division 2, Subdivision B TDG Not Regulated NA = Not Applicable NE = Not Established UN = Unknown I SECTION 2 - HAZARDOUS INGREDIENTS [HAZARDOUS INGREDIENTS 1 % or greater CAS Weight OSHA JACGIH TLV LD 50 ;CARCINOGENS01 % or greater Number Percent PEL ' TWA mjested ; mg/m3 i mg/m3 g / Kg Lead Tin Silver Bismuth Antimony Carboxylic Acids 7439-92-1* ** : 005 015 NE 7440-31-5 ** 2 2 NE 7440-22-4 * ! 0 01 ' 0 1 NE 7440-69-9 ** NE ' NE NE 7440-36-0 * ** '05' 05 7 0 Rat 68937-68-8 < 1 ! NE ! NE NE I i I ' i I LC50 inhaled g/m3 NE NE NE, A" N£. NE' \V NON-HAZARDOUS INGREDIENTS Polyqlycol 25322-68-3 < 3 ' NA NA NE NE • * Tnis Chemical is subject to the reporting requirements of Section 313 of Title III of the USA Superfund Amendment and Reauthonzation Act (SARA) of 1986 and 40 CFR Part 372 " Composition and weight percent of solder alloys varies widely and can be determined by product label Flux in core is typically 1 - 3 % by weight Form Number 1F-RD-G-02-0 KESTER SOLDER Product Identifier / MSDS Number "331" Core Page 2 of 4 Date Prepared 11-Dec-98 SECTION 3 - PHYSICAL DATA Physical State at 20 °C Solid Specific Gravity (water = 1 at 25 °C) >1 Boiling Point (760 mm Hg) NA°F NA°C Melting Point NA°F NA Vapor Pressure (mm Hg at 20 °C) NA Evaporation Rate (butyl acetate = 1) NA Vapor Density (air = 1) NA Percent Volatile (by volume) NA % Solubility in Water (% by weight) 0 Volatile Organic Compound (VOC) NAg / Liter pH NA Odor Threshold NE Freezing Point (760 mm Hg) NE "F NE °C Coefficient of Water / Oil Distribution NE Appearance and Odor Silver-gray metal in wire, ribbon or preformed shapes with a core of flux, no odor SECTION 4 - FIRE AND EXPLOSION HAZARDS Flammability No • Yes-- Conditions to avoid NE Flash Point (T O C) NAT NA°C Auto-Ignition Temperature NA°F NA°C Flammabiiity Limits percent by volume in air LEL NA UEL NA Extinguishing Means WateS CartCh Dioxide AlcoQl Foam Dry (Qemical Hazardous Combustion Products Melted solder may liberate carbon monoxide, carbon dioxide, lead oxide fumes Explosion Sensitivity Impact - None Identified - Static Discharge Sensitivity - YesO No © Special Firefighting Procedures Wear self-contained breathing apparatus if this matenal is in the vicinity of a fire Unusual Fire and Explosion Hazards Flux in cored solder may ignite when the solder melts in a fire SECTION 5 - REACTIVITY DATA Chemical Stability Stable Unsfable Conditions to avoid None incompatibility (matenais to avoid) Strong acid, strong oxidizers Hazardous Decomposition Products When heated to soldering temperatures, the solvent in the flux will boil away and carry up droplets of thermal degradation products such as aliphatic aldehydes and acids No lead is detected in fumes from soldering below 1000 °F (537 °C) HAZARDOUS POLYMERIZATION MayJDccur Conditions to avoid NE Will (Hot Occur Form Number 1FRD-G-02-Q KESTER SOLDER Product Identifier; MSDS Number "331" Core Page 3 of 4 Date Prepared 11-Dec-98 r~ SECTION 6 - HEALTH HAZARD DATA / TOXICOLOGICAL PROPERTIES EXPOSURE LIMITS Not determined for the product See Section 2 for ingredients Primary exposure during soldering is to evaporated solvent which may contain organic decomposition products PRIMARY ROUTES OF ENTRY SkirC Ey© InhSation lng<Stion TARGET ORGANS Flux fumes eyes, skin, mucous membranes and respiratory system Ingestion of lead metal can affect kidneys, gastrointestinal, reproductive and neurological systems EFFECTS OF ACUTE (severe short-term) EXPOSURE INHALATION Flux fumes during soldering may cause irritation and damage of mucous membranes and respiratory system SKIN CONTACT Possible local irritation by contact with flux or fumes SKIN ABSORPTION None EYE CONTACT Irntation from contact with smoke from soldenng INGESTION Not likely to occur EFFECTS OF CHRONIC (prolonged) EXPOSURE Breathing fumes during soldenng may cause respiratory system irritation, headache and irritation of mucous membranes Repeated mgestion of lead can result in systemic poisoning Medical Conditions Generally Aggravated by Exposure Flux Pre-existing conditions of the lungs Lead Diseases of the blood and blood-forming organs, kidneys, nerves and possibly reproductive system CARCINOGENICITY/ NTFC OSO IAR© Not Qted TERATOGENICITY / MUTAGENICITY See Section 9 for additional information SECTION 7 - FIRST AID MEASURES Seek medical assistance for further treatment, observation and support if needed EYE CONTACT For burns flush immediately with cool water For fume irntation use eye drops and remove from exposure SKIN CONTACT For burns flush immediately with cool water If a rash develops from flux fumes, remove person from - exposure and wash skin with soap and water IK .LATION Remove person from exposure to fumes INGESTION NA Form Number 1F-RD-G-02-0 KESTER SOLDER Product Identifier/ MSDS Number "331" Core Page 4 of 4 Date Prepared 11 -Dec-98 SECTION 8 -PREVENTIVE MEASURES PROCEDURES FOR MATERIAL CONTROL Steps to be Taken if Material is Spilled or Released Melted solder will solidify on cooling and can be scraped up Use caution to avoid breathing fumes if a gas torch is used to cut up large pieces Precautions to be taken in Handling and Storage Store away from sources of sulfur Wash hands after handling solder containing lead before eating or smoking Avoid breathing smoke / fumes generated during soldering Do not place flux cored solder into a hot solder pot because the flux may ignite Waste Disposal Methods Solder can be reclaimed CAUTION Empty containers may contain product residue Observe all label precautions PERSONAL PROTECTIVE EQUIPMENT VENTILATION Provide adequate exhaust ventilation (general and / or local) if necessary to meet exposure requirements TO BE USED '~oca' exnaustventllatlon IS preferred to minimize dispersion of smoke and fumes into the work area Respiratory Protection When ventilation is not sufficient to remove fumes from the breathing zone, a NIOSH approved respirator should be worn Protective Gloves Usually not required Eye Protection When soldering, use goggles or face shield Other Protective Clothing and Equipment None Hygienic Work Practices Wash hands thoroughly after handling solder containing lead and before eating or smoking SECTION 9 - ADDITIONAL INFORMATION If the solder contains lead, these precautions are applicable This product contains lead which is known to the State of California to cause cancer and birth defects or other reproductive harm Lead and its components have been placed in Class B2, probably carcinogenic to humans by USEPA IARC has placed lead and its compounds in Class 2B, possibly carcinogenic to humans SECTION 10 - PREPARATION INFORMATION Prepared By D Bernier Date Prepared 11-Dec-98 Telephone Number (847)297-1600 Supersedes 15-Oct-96 The information contained herein is based on data considered accurate and is offered solely for information, consideration and investigation Kester Solder extends no warranties, makes no representations and assumes no responsibility as to the accuracy completeness or suitability of this data for any purchaser's use The Data on this Material Safety Data Sheet relates only to this product and does not relate to use with any other material or in any process All chemical products should be used only by or under the direction of technically qualified personnel who are aware of the hazards involved and the necessity for reasonable care in handling Hazard communication regulations, USA Occupational Safety and Health Act (OSHA) and Canada Workplace Hazardous Materials Information Systems (WHMIS), require that employees must be trained how to use a Material Safety Data Sheet as a source for Hazard information Form Number 1F-RD-G-02-0 HAZCOM PRODUCT LABELING LOG CHEMICAL INVENTORY CONTROL # M- SAMPLE OF COMPLETED LABEL SAFETY SKIN CO 1-800-062 1177 AMOUNT OF CHEMICAL DATE- ^.ILL^ STORAGE/USAGE LOCATION. •VVrv3\Uc^krK Hfy^^ CHEMICAL EXPIRATION DATE-vlk MSDS RECEIVED Yes/Noit*?\ °^ COMMENTS/ ADDITIONAL INFORMATION: Si.LUiily\'-,ifuyU»rmiAllii/c<miPr<xlLabclmj; dot ViaSat Labeling and Safety Information MSDS Number & Date: M-130 3/98 Chemical Name: WD-40 HEALTH (blue) FLAMMABILITY (red) REACTIVITY (yellow) 2 2 0 PPE and Ventilation Required: SAFETY GLASSES USE IN WELL-VENTILATED AREA Health MATERIAL SAFETY DATA SHEET Reactivity I. PRODUCT IDENTIFICATION Manufacturer Address WD-40 Company 1061 Cudahy Place (92110) PO Box 80607 San Diego, California 92138-0607 Telephone Emergency Only Information Chemical Name Trade Name Item No 1 (800) 424-9300 (CHEMTREO (619)275-1400 Organic Mixture WD-40 Aerosol 10002,10005, 10008,10011, 10013,10016, 10023 II HAZARDOUS INGREDIENTS Chemical Name Aliphatic Petroleum Distillates Petroleum Base Oil Carbon Dioxide Non-hazardous Ingredients CAS Number 8052-41-3 64742-65-0 124-38-9 % 60-70 15-25 2-3 <10 Exposure Limit ACGIH/OSHA 100 ppm PEL 5 mg/M3 TWA (mist) 5000 ppm PEL III. PHYSICAL DATA Boiling Point Vapor Density (air = 1 ) Solubility in Water Specific Gravity (H?0 = 1} Percent Volatile (volume) NA Greater than 1 Insoluble 0 816 @ 70°F 70% Evaporation Rate Vapor Pressure Appearance Odor Not determined 110±5PSI @70°F Light amber Charactenstic odor IV FIRE AND EXPLOSION Flash Point Flammable Limits Extinguishing Media Special Fire Fighting Procedures Unusual Fire and Explosion Hazards Tag Open Cup 110°F (minimum) (Solvent Portion) [Lei] 1 0% [Uel] 6 0% CO2, Dry Chemical, Foam Contents Under Pressure FLAMMABLE-UFC level 3 AEROSOL V. HEALTH HAZARD / ROUTE(S) OF ENTRY Threshold Limit Value Aliphatic Petroleum Distillates (Stoddard solvent) lowest TLV (ACGIH 100 ppm ) Symptoms of Overexposure Inhalation (Breathing) May cause anesthesia, headache, dizziness, nausea and upper respiratory irritation Skin Contact May cause drying of skin and/or irritation Eye Contact May cause irritation, tearing and redness Ingestion (Swallowed) May cause irritation, nausea, vomiting and diarrhea First Aid Emergency Procedures Ingestion (Swallowed) Eye Contact Skin Contact Inhalation (Breathing) DANGER) Aspiration Hazard Suspected Cancer Agent Yes No x Do not induce vomiting, seek medical attention Immediately flush eyes with large amounts of water for 15 minutes Wash with soap and water Remove to fresh air Give artificial respiration if necessary If breathing is difficult give oxygen Pre-existing medical conditions such as eye, skin and respiratory disorders may be aggravated by exposure If swallowed, can enter lungs and may cause chemical pneumonitis Do not induce vomiting Call Physician immediately The components in this mixture have been found to be noncarcinogenic by NTP IARC and OSHA VI REACTIVITY DATA Stability Conditions to avoid Incompatibility Hazardous decomposition products Hazardous polymerization Stable __x__ Unstable NA Strong oxidizing materials Thermal decomposition may yield carbon monoxide and/or carbon dioxide May occur Will not occur x VII. SPILL OR LEAK PROCEDURES Spill Response Procedures Spill unlikely from aerosol cans Leaking cans should be placed in plastic bag or open pail until pressure has dissipated Waste Disposal Method Empty aerosol cans should not be punctured or incinerated, bury in land fill Liquid should be incinerated or buried in land fill Dispose of in accordance with local state and federal regulations VIII SPECIAL HANDLING INFORMATION Ventilation Respiratory Protection Protective Gloves Eye Protection Other Protective Equipment Sufficient to keep solvent vapor less than TLV Advised when concentrations exceed TLV Advised to prevent possible skin irritation Approved eye protection to safeguard against potential eye contact, irritation or injury None required IX SPECIAL PRECAUTIONS Keep from sources of ignition Avoid excessive inhalation of spray particles, do not take internally Do not puncture, incinerate or store container above 120"F Exposure to heat may cause bursting Keep can away from electrical current or battery terminals Electrical arcing can cause burn-through (puncture) which may result in flash fire, causing serious injury Keep from children X TRANSPORTATION DATA (49 CFR 172.101) Domestic Surface Description Hazard Class ID No Label Required Domestic Air Description Hazard Class ID No Label Required Consumer Commodity ORM D NONE Consumer Commodity (ORM D) Consumer Commodity (Non-Flammable Gas - Aerosol) ORM D NONE Consumer Commodity (ORM-D-AIR) XI. REGULATORY INFORMATION All ingredients for this product are listed on the TSCA inventory SARA Title III chemicals None California Prop 65 chemicals None CERCLA reportable quantity None RCRA hazardous waste no D001 (Ignitable) SIGNATURE TITLE Technical Director REVISION DATE March 2001 SUPERSEDES March 1998 NA = Not applicable NDA = No data available < = Less than > = More than We believe the statements lecnnical information and recommendations contained herein are reliable However the data is provided without warranty, expressed of implied II is the user s responsibility both to determine sale conditions tor use or this product and assume loss, damage or expense direct or consequential arising Irom i"? use Betore using pioduct read label MSDS A COMMUNITY FACILITIES DISTRICT No. 1 NON-RESIDENTIAL CERTIFICATE NON-RESIDENTIAL LAND OWNER, PLEASE READ THIS OPTION CAREFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND BEFORE SIGNING THE OPTION YOU CHOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY THIS OPTION IS AVAILABLE ONLY AT THE TIME OF THE FIRST BUILDING PERMIT ISSUANCE PROPERTY OWNER SIGNATURE is REQUIRED BEFORE SIGNING YOUR SIGNATURE is CONFIRMING THE ACCURACY OF ALL INFORMATION SHOWN DANIELSON oss, LLC 619-995-1107 NAME OF OWNER 4O6 9™ AYE, STE. 3O9 TELEPHONE 2530 CAMPBELL PL. ADDRESS SAN DIEGO, CA 921O1 PROJECT ADDRESS CARLSBAD, CA 92OO9 CITY, STATE 213-261-06-00 ZIP CITY, STATE ZIP ASSESSOR PARCEL NUMBER(S) OR APN(s) AND LOT NUMBERS(S) IF NOT YET SUBDIVIDED BY COUNTY ASSESSOR CBO8O567 _ BUILDING PERMIT NUMBER(S) As CITED BY ORDINANCE No NS-155 AND ADOPTED BY THE CITY OF CARLSBAD, CALIFORNIA, THE CITY IS AUTHORIZED TO LEVY A SPECIAL TAX IN COMMUNITY FACILITIES DISTRICT NO 1 ALL NON-RESIDENTIAL PROPERTY, UPON THE ISSUANCE OF A BUILDING PERMIT, SHALL HAVE THE OPTION TO (1) PAY THE SPECIAL DEVELOPMENT TAX ONE TIME OR (2) ASSUME THE ANNUAL SPECIAL TAX - DEVELOPED PROPERTY FOR A PERIOD NOT TO EXCEED TWENTY- FIVE (25) YEARS PLEASE INDICATE YOUR CHOICE BY INITIALIZING THE APPROPRIATE LINE BELOW OPTION (1) I ELECT TO PAY THE SPECIAL TAX -ONE TIME NOW, AS A ONE-TIME PAYMENT AMOUNT OF ONE-TIME SPECIAL TAX: $ 28,564.OO OWNER'S INITIALS _ OPTION (2) I ELECT TO PAY THE SPECIAL DEVELOPMENT TAX ANNUALLY FOR A PERIOD NOT TO EXCEED TWENTY-FIVE (25) YEARS MAXIMUM ANNUAL SPECIAL TAX: $ 3,944.69 OWNER'S INITIALS I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE SIGNATURE OF PROPERTY OWNER TITLE DATE THE CITY OF CARLSBAD HAS NOT INDEPENDENTLY VERIFIED THE INFORMATION SHOWN ABOVE THEREFORE WE ACCEPT NO RESPONSIBILITY AS TO THE ACCURACY OR COMPLETENESS OF THIS INFORMATION LAND USE /FY/FACTOR COMM./IND - O3/O3 - .7141 X SQUARE FT 4O.OOO = $ 28,564 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant Information CB080567 2530 Campbell PI. 213-261-06-00 Danielson DSS, LLC Office/ Manufacturing Commercial/Industrial New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area 40,000 Net Square Feet New Area Date S/Z7/2002 SCHOOL D [XI Carlsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331-5000) STRICTS WITHIN THE CITY OF CARLSBAD | | Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) I I San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2619) Contact Nancy Dolce (By Appt Only) | | Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas. CA 92024 (944-4300 ext 166) | | San Dieguito Union High School District 710 Encmitas Blvd Encmitas. CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building perimHsffcsued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owper/deve^oper of the above described project(s), or that the person executing this declaration is authorized to sign on I Signature Revised 3/30/2006 Date SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))*************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE WALTER FREEMAN ASSISTANT SUPERINTENDENT NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT CARLSBAD, CA SBUUP PHONE NUMBER Revised 3/30/2006 09-29-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08103 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 2530 CAMPBELL PL CBAD PCR 2132610600 $000 CB080567 Lot# 0 Construction Type NEW BRESSI RANCH LOT 15-DEFERRED SUBMITTAL GLASS AND GLAZING Status Applied Entered By Plan Approved Issued Inspect Area Applicant DANIELSON DSS LLC C/O ST CROIX CAPITAL CORPORATION 406 9TH AVE #309 SAN DIEGO CA 92101 ISSUED 09/15/2008 KG 09/29/2008 09/29/2008 Owner DANIELSON DSS LLC C/O ST CROIX CAPITAL CORPORATION 406 9TH AVE,#309 SAN DIEGO CA 92101 Plan Check Revision Fee Additional Fees $360 00 $000 Total Fees $360 00 Total Payments To Date $360 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and 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 fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired t -EsGii Corporation In Partnership with government for tBuiftfing Safety DATE SEPT. 23, 20O8 _ JURISDICTION CARLSBAD Q PLAN REVIEWER 0 FILEPLAN CHECK NO os-ose? (REV. # 2) - PCR os-ios _ SET i PROJECT ADDRESS 2530 CAMPBELL PLACE PROJECT NAME BRESSI RANCH LOT OFFICE SHELL BUILDING XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes ' V'- 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to SMITH CONSULTING AIA 12220 EL CAMINO REAL, SUITE 200, SAN DIEGO, CA 92122 XI 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 SMITH CONSULTING Telephone # 858-793-4777 Date contacted (by ) Fax # 858-793-4787 Mail Telephone Fax In Person XI REMARKS Storefront glazing plans and calculations (deferred package) By ALI SADRE Enclosures Esgil Corporation D GA D MB D EJ D PC 9/18 9320 Chesapeake Drive, Suite 208 + San Diego.. California 92123 * (858)560-1468 + Fax (858) 560-1576 CARLSBAD 08-0567 (REV. # 2) - PCR 08-103 •SEP^. 23, 2008 VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD 2) -PCRO8-103 PLAN CHECK NO 08-0567 (REV. # DATE SEPT. 23, 2008PREPARED BY ALI SADRE BUILDING ADDRESS 2530 CAMPBELL PLACE BUILDING OCCUPANCY B TYPE OF CONSTRUCTION V-B/SPR. BUILDING PORTION STOREFRONT GLAZING PACKAGE Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Rlrln Pprmit FPP hv Orrlina AREA ( Sq Ft ) CB Valuation Multiplier By Ordinance nrp ^ Reg Mod VALUE (S) Plan Check Fee by Ordinance Type of Review n_Repetitive Feer^~; Repeats • Based on hourly rate Comments $360 00 Complete Review D Other r-i Hourly LJ Structural Only Hours * Esgil Plan Review Fee $288 00 Sheet 1 of 1 macvalue doc ********************** * fKUJEUT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA **************** *******************.it * REFERENCES * * 1 2007 CALIFORNIA BUILDING * * JOB NO. 134- 8-8 * BY: J.A SADLER * CHK D A BAUM * DATE Cf-ft'tfif It**************************************! CODE * 2 SPECIFICATION FOR ALUMINUM STRUCTURES * THE ALUMINUM ASSOCIATION * 3 * * * * DESIGN CRITERIA * 2000 EDITION * 1 MATERIAL ALUMINUM EXTRUSIONS 6063 -T5 * * 2 WIND LOADING (see shts. * * 3 DEFLECTION 5fla, Slcf ~f. * * * * * * * * * * * * * * * * * * * * * * * * * ************************************** * PREPARED FOR * B M R Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA. 925b3-V/jl * (951) 243-7614 * 4 thru 6) JH % % ^\J I\~\J ^^^ d]/tflO EXCEPTION TAKEN D MAi\b ouHHbCKOhfo NOTfct) ^^ D REJECTED D REVISE AND RESUBMIT ^ D SUBMIT SPECIFIED ITEM JHECKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN INCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE .NFORMATION GIVEN IN THE CONTRACT DOCUMENTS ANY ACTION SHOWN •S SUBJECT TO THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS CONTRACTOR IS RESPONSIBLE FOR DIMENSIONS WHICH SHALi BE CONFIRMED AND CORRELATED ATTHE JOB SITE FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION COORDINATION OF Hlb/HER WOhK MTH THAT OF ALL OTHER TRADES AND THE SATISFACTORY PERFORMANCE OF HIS/HER WORK REVIEWED BY ' ' IVOWS WARRFN 8, A55SOC .INC DATE J////S&' I /SAN DIEGO, CA 858-573-8999 **************************************** PREPARED BY ^ * JASCO VfX&it. &^j^ £^^"§1 J^^ * 550 DWJra^Sstrjpr ^^^B B^^JF •• ^ FALLBfipBK^^^K^J^^F ^^ ^ ^^^* (760)^723-8135 "*T * snr / or yb ***4*J*********************4*-**4:i4* + + *-*-**** *^^&* * .^A* * i* * *&&• *•! * * *-d^H^P* •****•*• * * * * *** * * * * * * * * * * * * * * * * * * * *kt P*^ L.* ^* ^i ^1*1 ^^* * * * * * *•*• *• * ** * * ^ < x^ ^r »• •if > ******************************************************************************** * PROJECT * JOB NO 134- 8-8 * * Bressi Ranch Lot 15 * BY- J.A SADLER * * Viasat Bldg #7 * CHK D.A. BAUM * * City of Carlsbad CA * DATE 3 -4?''Cf& * ********irit**ic1<ic***1r + ic+**1tit*1c***1ric* + *iricicicicicieieit********1r + irir***-*-lr-k + + *ii:-tr-ir* + ir*ir-lc-k* * GENERAL NOTES * * * * 1 THE FOLLOWING CALCULATIONS ARE FOR THE SPECIFIC ELEMENTS * * CALCULATED ON THESE SHEETS UNLESS SPECIFICALLY CALCULATED * * THE FOLLOWING WERE NOT REVIEWED- * * A GLASS AND GLAZING DESIGN * * B THERMAL FORCES, STRESSES AND MOVEMENT * * C SEALANT AND SEALANT JOINT DESIGN * * D. AIR AND WATER PENETRATION * * E. CAPACITY OF BUILDING STRUCTURE TO SUPPORT GLAZING SYSTEM * * F ANY DETAILS NOT SPECIFICALLY SHOWN ON SHOP DRAWINGS * * G. MOVEMENT OF BUILDING STRUCTURE INCLUDING LL DEFL AND DRIFT * * * * 2 CONNECTION AND STIFFENING ELEMENTS SHOWN ON THESE CALCULATIONS * * HAVE BEEN EVALUATED TO BE STRUCTURALLY SOUND AND IN COMPLIANCE * * WITH REFERENCES LISTED ON SHEET 1 BEFORE THESE ELEMENTS ARE * * FABRICATED IT IS THE RESPONSIBILITY OF THE GLAZING SYSTEM * * DESIGNER TO DETERMINE IF THE ELEMENTS WILL FIT TOGETHER OR * * CAN BE ASSEMBLED PROPERLY * * * * 3 ALL APPROVALS OF THESE CALCULATIONS BY CONSULTANT, PUBLIC AGENCY * * ARCHITECT ETC MUST BE OBTAINED BEFORE DIES ARE CUT, MATERIAL * * FABRICATED OR SHIPPED JASCO PACIFIC, INC. IS NOT RESPONSIBLE * * FOR MATERIAL FABRICATED, SHIPPED OR ERECTED PRIOR TO ALL * * APPROVALS * * * * 4 THE CAPACITY OF THE BUILDING STRUCTURE TO SUPPORT THE DEAD AND * * WIND LOADINGS HAS NOT BEEN EVALUATED A COPY OF THESE CALCU- * * LATIONS SHOULD BE SUBMITTED TO THE PROJECT STRUCTURAL ENGINEER * * SO THAT THE ADEQUACY OF THE BUILDING STRUCTURE CAN BE EVALUATED * * * * 5 SPLICE LOCATIONS ARE ASSUMED AS SHOWN ON THE REFERENCE SHOP * * DRAWINGS IF NO SPLICE IS SHOWN IT IS ASSUMED NOT TO BE THERE * * * * 6 IF CONNECTION CONFIGURATION OR MATERIALS DIFFER FROM THOSE USED * * IN THIS SET OF CALCULATIONS IT SHALL BE BROUGHT TO THE ATTENTION * * op .TAc;eo pan FTC, TNC P^IOP TO FABRICATION OR INSTALLATION * * * * 7 ALL SHEAR BLOCKS SHALL BE ALUMINUM WITH A DRILLED HOLE OF MAX * * DIAMETER EQUAL TO BOLT DIAMETER PLUS 1/32". * * * * 8 ALL BOLTS, LAG SCREWS, AND CONCRETE ANCHORS SHALL BE INSTALLED * * WITH AMERICAN STANDARD PLAIN WASHERS UNLESS NOTED OTHERWISE * * ALL BOLTS SHALL BE ASTM A3 07 UNLESS NOTED OTHERWISE * * * ******************************************************************************* * PREPARED FOR * PREPARED BY * * B M R Drafting Service * JASCO PACIFIC INC * * 23846 Sunnymead Blvd Suite 6 * 550 D Industrial Way * Moieno Valley, CA y^bb3-7731 * FALLBROOK CA 92028 * * (951) 243-7614 * (760) 723-8135 . * » *• GUT pL or * * * * * * * * * * * * * * * * * PROJECT Bressi Ranch Lot 15 Viasat Bldg. #7 City of Carlsbad CA * JOB NO 134- 8- * BY J.A SADLER * CHK D A BAUM * DATE <%'€ '0$ * * * * * * * 9 ALL DRILLED- IN CONCRETE ANCHORS SHALL BE INSTALLED A MINIMUM OF * 12 DIAMETERS ON CENTER AND A MINIMUM EDGE DISTANCE OF 6 DIAMETERS* UNLESS NOTED OTHERWISE IN THE CALCULATIONS. * IF "SPECIAL INSPECTION" IS NOTED IN THE CALCULATIONS ANCHORS * SHALL BE INSTALLED WITH A SPECIAL INSPECTOR AS SET FORTH IN * SECTION 1704 OF THE IBC * * 10 ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE* WITH THE AWS WELDING CODE AS FOLLOWS CERTIFICATION ALUMINUM STRUCT. STEEL LIGHT GUAGE (LESS THEN 3/16 IN ) REINFORCING STEEL CODE AWS AWS AWS AWS Dl Dl Dl Dl 2/D1 1/D1 3-98 4-98 2M 1M 2003 2004 * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * 11 12 13 14 15 UNLESS NOTED OTHERWISE ON CALCULATIONS WELDING SHALL BE PERFORMED* WITH SPECIAL INSPECTION AS SET FORTH IN SECTION 1704 3 . 1 OF IBC * INTERNAL STEEL STIFFENERS WHERE SPECIFIED SHALL BE FABRICATED USING ASTM A- 3 6 STEEL FOR STRUCTURAL SHAPES AND ASTM A- 5 69 FOR COLD FORMED SECTIONS DIMENSIONS SHOWN IN THESE CALCULATIONS ARE APPROXIMATE; ACTUAL FABRICATED SIZE SHALL PROVIDE FOR A TIGHT FIT WITH A MAXIMUM OF 1/8" CLEARANCE ALL WELDING OF ALUMINUM SHALL BE IN ACCORDANCE WITH IBC CHAPTER 20 WELDING OF ALUMINUM TO OCCUR ONLY AT LOCATIONS SPECIFICALLY SHOWN ON PLAITS WHERE ALUIMINUM PARTS ARE IN CONTACT WITH OR FASTENED TO STEEL MEMBERS OR OTHER DISSIMILAR MATERIALS THE ALUMINUM SHALL BE KEPT FROM DIRECT CONTACT * * * * * * * * * * * ajjL GLASS AND GLAZING SHALL MEET THE REQUIREMENTS FOR THE INTERNATIONAL CODE CHAPTER 24 SAFETY GLAZING SHALL BE USED ALL AREAS WHERE REQUIRED IN* * ALL GLAZING AT A SLOPE OF 15 DEGREES OR GREATER WITH THE VERTICAL* SHALL MEET THE REQUIREMENTS OF SECTION 24Ub INTERNATIONAL CODE * ***************************************************************************** * PREPARED FOR * B M R Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA. y25b3- /731 * (951) 243-7614 * PREPARED 3Y * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 *U -T _?or * * * * ** Wind Load per ASCE 7-02 V = 90 nriph GC , = 18 (enclosed building) Kd = 85 H = 37 ft Exposure = "C" I = 1 i = 55 (Effective Wind Area sq ft) qh = 00256 qz = 00256 Interpolation of Figure 6-17 (Eq 6-15) (Table 6-3) 09 >f 122° (1 1782 - 2146 log(i)) if 20 < i < 500 6 otherwise 2 01 201 H if Exposure = "B" 2 95 f-1 "V900J Exposure = "C" H 2 11 5 2 01 if Exposure = "D"1 700 ' GCp4]nee -9 if i<20 (-1 061 - 1431 log(i)) if 20 < i < 500 -7 otherwise %-18 if i < 20 (-2 5445 + 5723 log(i)) if 20 < i < 500 -1 otherwise zone4posz = qh zone5posz = qh -GCP. -GCP. zone4neg = q^ ( —G( zone5neg = qj, GCp, :P45posJ ~ % GC Pi 5negi ~ % GCpi 9/6/2008ASCE-7-02r xmcd -1 r r © a » 10 percent of lease horizontal dimension, but not less than 3 ft WALL ELEVATION Calculated Windloading (psf) (per ASCE 7-02) 2 =zone4pos = 1U 20 30 17034 17422 17677 zone4neg =zoncSpos =zoneSneg = -17.818 -17 818 -17 818 17034 17422 17677 9/6/2008ASCE-7-02r xmcd LJ AT LD JTY n QRlILOD, DES <5N OR TER A WIND- EXPOSURE: BUILPIN© HEIGHT 1O mph Deflection Limits Allowable Windload Deflection (based on L/175 for L < 13 5 ft , L/240 + 25 in otherwise) . _ n 74i — v *,*t ft 0 •1 2 3 4 5 6 7 8 "10 " ' 11 12 " 13 14 15 "16 "j. .^ . . 18 19 202"l"~" 22" " 23 ....24. (L ) L 121T — i - if T < T* SLJ i — 11 i^ ^ i j ji ' 175 ' L 12 i Iff *.L — *+ L j otnerwise 240 Defl. (in) 0 00 " Allowable Deflection (in) 021 i / ' 027 I 18~ / ~ ~~034" ": 16" / 041 £-14- / 048 | 12- / 055 i f i 10- / n s*r*. •• S 062 ! -§8- /069 ; 1 / 0 75 6 / 0"82 4" X^ 089 , 1- / no 5 / ' ' ' 'v aj 0 " " "1 0"0 0 0 15 0 3 0 45 0 6 0 75 0 9 1 05 1 2 1 35 5 " "i 05 "' , 1 10 Deflection (in)"TTs l"20 ' " 1 25... _._ "1 35 " " 14 ...JA5...I Reference American Architectural Manufacturers Association Publication No AAMATIR-A11-1996 OF icsze vo 'aovnd ATIVS ioaSSVHO NOJLU31~indl SNOUVA3-13 o£ IH"I *-J-~C5 IjT^ T f ' -i 1 0 h II E (< I \\\I.C9S6 vo 'NOj.Mamndaovnd ATIVS 1.09 SNOIXVA3136J.93J.IHC3bV SMildSNOO H1IWS«i> g £wuw^3OH vio tri i1 TS '! ? i HSS- -e- tt I icsze vo 'NOJ.aanndaovid ATIVS 1.09ssvno II8 I iJm i.eB26 vo 'ao\nd Amvs 1.09ssxno SNOIJLVA3-1SSI O.OT HONYS ISS3SS IC8Z6 voaoxnd ATIVS 109ssxno I tease vo 'aoxnd ATIVS K>9ssvno i ion HONva issaaaQW>•>—<U!UO! A ! i Jte *L i! *L ?! *L !J H * JJ/ •.* is1!' • n. :j M(ll!-# i j !..! Ow,,-fr.lg'l'iiiii1!1!!^ X:;iJtl liii;;, n, , BKS'i •flTEl »? **•.•,f. ;*i:if i •».'•;:•i-:- v.iJ; (f' r-1 liiLM t V ^TS1 !•!'. < •-• M i !'•ili.i: P'i M:iM "i?;-H^?i? vii) »ra wm -* JJLD ft. li <] <3 < <! <]I IB I.C8Z6 vo '3OVld A1HVS U09ss\no SNOIJ.-3HGSI J.O1 t-iCJNVS ISS3SJS lift 3OVId ATIVS K)9ssvno nsNo^ HXIWSSI 101 H2NV2 ii IE8Z6 VO '30V1d ATIVS 1.09ssxno SNOIJ.-P3S TIVMilnSNOO RUNSi 10- H-pNva Qwwuw OF .V /4* .sib* Jasco Pacific, Inc Jim Sadler 3141-09-08 Breesi Ranch Lot 15 Typ Elev 3134-08-081 r3d ;f z Results for 1C 1, wind Reaction units are k and k-ft Jasco Pacific, Inc Jim Sadler 3141-09-08 Breesi Ranch Lot 15 Reactions @ 32 psf -5 -2 .7 3134-08-081 r3d Beam M2 Shape 1=7 Material gen_Alum Length 27.25 ft I Joint N15 J Joint N16 LC1 wind Code Check 0000 (bending) Report Based On 97 Sections fa k-ft ksi Dy 004 at 11 922 ft 0 at 4 826 ft in Vy 009 at 15 328 ft -01 at 18 734 ft Mz 014 at 11 922ft -022 at 18 451 ft k-ft 3 866 at 18 734 ft ksi 009 at 0 ft 551 at 11 922ft - 053 at 3 406 ft in 1022 at 18 451 ft -1 02 at 5 393 ft 2 233 at 18 734 ft My k"ft -1 83 at 1 1 922 ft - 009 at 0 ft -3 866 at 18 734 ft //s - 2.J&S" HO ^T Beam M3 Shape 1=7 Material gen Alum Length 2725ft I Joint N25 J Joint N26 LC 1' wind Code Check 0000 (bending) Report Based On 97 Sections Dy 016 at 11 922ft Oat 19 586 ft in 702 at 11 922ft Dz -^ - 034 at 4 258 ft 1 321 at 18 451 ft Vy 031 at 15 328 ft - 037 at 5 393 ft ID -1 359 at 5 393 ft 2 96 at 5 393 ft k-ft Mz 06 at 11 922ft - 091 at 5 393 ft k-ft My -2 4 at 11 922 ft k-ft fa 5 229 at 5 393 ft -003 at 16 18 ft ksi fc ft ksi 003 at 16 18 ft -5 229 at 5 393 ft ksi V- Beam M125A Shape 1=15 Material gen_Alum Length 11 ft I Joint N46 J Joint N108 LC1 wind Code Check 0 000 (bending) Report Based On 97 Sections fa k-ft ksi 035 at 8 25 ft Vy 074 at 9 854 ft -034 at 6 531 ft 217 at 9 74 ft Mz k-ft 2 562 at 6 417 ft 622 at 6 646 ft 899 at 11 ft - 851 at 0 ft -31 at 6 417 ft -2 562 at 6 417 ft • 2/fcS tseam M127 Shape 1=7 Material gen Alum Length 26ft Joint N108 J Joint N36 LC 1 . wind Code Check 0000 (bending) Report Based On 97 Sections A ^ T l. ft:— ., K*n f-i Ircl 111 at Oft - 062 at 9 75 ft 085 at 0 ft -058 at 14 083 ft 149 at 17 333 ft -196 at 7 313 ft 10 968 at 4 062 ft i «mMt*.» 1 433 at 0 ft \ \ HT V ^r \-— ^ ~-v :n -096at5417ft 1 736 at 4 062 ft -1 702 at 4 333 ft 6 249 at 4 062 ft i . My ^^^V^l^ k'ft -1 723 at 10 833 ft ft • fp | m ksl T -10 968 at 4 062 ft Loads LC l.wind Results for LC 1 wind Reaction units are k and k ft Jasco Pacific, Inc Jim Sadler 3141-09-08 Breesi Ranch Lot 15 Elev B/3 06 @ 32 psf l_ q-tf-OT 1VI 31 34-08-082 r3d Beam M34A Shape 1=7 Material gen_Alum Length 12.062ft I Joint N67 J Joint N78A LC 1- wind Code Check 0000 (bending) Report Based On 97 Sections 2 054 at 7 036 ft Dz m 1 396 at 12 062 ft Vy Vz -1 436 at 0 ft 4 019 at 6 157 ft k-ft My - 271 at 0 ft k-ft fa 6 889 at 6 157 ft ksl -027 at 11 936ft ft r^^^^^^^^^ kSI fC k^^^^^^^^ ksi 027 at 11 936ft -6 889 at 6 157 ft 2-7 of Beam M73B Shape 1=15 Material gen_Alum Length 10229ft I Joint N78A J Joint N74A LC 1 wind Code Check 0 000 (bending) Report Based On 97 Sections 515 at Oft Dy - 042 at 4 688 ft in Dz in 2 207 at 3 41 ft Vz -1 852 at 3 516 ft 1 191 at 10 229 ft MZ VBIMHMV''^ k-ft k-ft My -6161 at 3 41 ft k-ft fa 4 929 at 3 41 ft ksi -4 929 at 3 41 ft SI .Y Loads LC 1 wind Results lor LC 1, wind Reaction units are K and k-ft Jasco Pacific, Inc Jim Sadler 3141-09-08 Breesi Ranch Lot 15 Elev Sht 3 08 @ 32 psf <? - T'0f <^ . 3134-08-083 r3d Beam MS Shape 1=7 Material gen_Alum Length 12825ft I Joint N4 J Joint N60 LC1 wind I Code Check 0000 (bending) Report Based On 97 Sections Oat 12 825 ft Dy in 0 at 4 809 ft 781 at 6 012 ft -277 at 12 825 ft 79 at 12 825 ft Oat Oft Vy Oat 10 02 ft -815atOft 205 at 0 ft k-ft Mz k-ft 0 at 9 886 ft -2 298 at 6 546 ft fa 3 94 at 6 546 ft ksi -3 94 at 6 546 ft Beam M10 Shape l=7 Material gen_Alum Length 19475ft I Joint N60 J Joint N46 LC1-wind Code Check 0 000 (bending) Report Based On 97 Sections Oat 11 969ft Dy in Oat 19 475 ft 1 243 at 9 129 ft Dz \in -654 at 19 475 ft 968 at 1 42 ft Oat 16 635 ft f\ R T If ft f-i Irrl vy Oat 3 8 002 at - 001 at 4 081 a) .. - 98 at 1 623 ft 1 248 at 1 42 ft k-ft My -2 38 at 9 535 ft k-ft ksi -4081 at 9 535 ft -boo ?x / Beam M75A Shape 1=7 Material gen_Alum Length 15675ft I Joint N99 J Joint N80 | LC1 wind Code Check 0000 (bending) Report Based On 97 Sections 788 at 9 307 ft - 454 at 0 ft Oat Oft Dz 0 at 5 388 ft in 776 at 15 675 ft oat on Vz 0 at 2 939 ft -819 at 2 939 ft 2 035 at 9 47 ft k-ft My 003 at 2 939 ft Oat 8 164 ft -629 at 2 776 ft k-ft 349at947ft - 08 at 3 755 ft fa ksi 08 at 3 755 ft -3 49 at 9 47 ft **************•*•****** * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA :**********; * + ***********************•*•******** * JOB NO 134- 8-8 * * BY J A SADLER * * CHK D A BAUM * * DATE 4-T'W r****************************** 'Man., 6/APi *********** ************************************************************************ * PREPARED FOR * E M P Drafting Service * 23846 Sunnyrnead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (9bl) 243-7614 * PREPARED BY * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 SHT Hilti Carbon Steel KWIK Bolt TZ 3/8in x 2 In Embedment Anchor (Normal Weight Concrete) JascoPacific, Inc Hilti Carbon Steel KWIK Bolt TZ \3IQinx2inEMB VNormal Weight Concrete) Shear capacity @ mm edge distance |perESR-1917 D = -in h.f = 2m 8 ef Mm Anchor Spacing for full = scr= 14D = 525 in oc capacity • f = 3000cConcrete Strength Max Steel Allowable Static Shear Load f = 1669 Mm Edge Distance Cmln psi [perESR-1917Tab!e8] Critical Edge Distance Ccr Mm Member Thickness Reduced Anchor Capacity Reduction Factor = 65% Reduced_Shear_Capacity = cmm = 7 D Ccr = 1 1 D Ccr = 4 125 hmin = 5 <|>=07 in [perESR-1917Table3] Reduced_Shear_Capacity = 1 1 68 3 Ibs 1 #Dia 7 8 9 10 11 2 Edge Dist - C 2625 3000 3375 3750 4125 3 Srtr Cap (Ibs) 11683 12935 14187 15438 16690 4 Cap bolt beanng 10000 10000 10000 10000 10000 Table Notes Col 1 - Number of bolt diameters Col 2 - Edge Dist (inches) # Dia times Bolt Diameter Col 3 - Shear Capacity (Ibs) based on Edge Dist Col 4 - Bolt Bearing Capacity 125mthk 6063-T5 with 33% increase *************************** * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA ****************************** r**********************' * JOB NO 134- 8-8 * * BY. J A SADLER * * CHK D A BAUM * * DATE tf-'£'(& * :************************** ****** *** *********************************************************************** * PREPARED FOR * B H ? Dvaftang Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (y51) 243-7614 * PREPARED 5if * JASCO PACIFIC INC * 550 D Industrial way * FALLBROOK CA 92028 * (760) 723-813b SHT ***** * PROJECT- * Brassi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA *********************: ***************************** 5 _^ * JOB NO 134- 8-8 * * BY J A SADLER * * CHK- D A BAUM * * DATE 9 -^T :************** **"* **************** VERIFY CAPACITY SEE NOTE 4, SHT 2 ***************************************************************************** * PREPARED FOR * B M P Drafting Service * 23846 Sunnymead Blvd * Moreno Valley, CA * (951) 243-7614 Suite 6 92553-7731 * PREPARED BY * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 SHT * * * * * * ************* * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA * JOB NO 134- 8-8 * BY J.A SADLER * CHK: D A BAUM * DATE ************' ,• * * * * * r * ***************************************************************************** * PRFPARFO FOR * PREPARED BY * B STD?a??ing Service * JASCO PACIFIC INC * * 23846 Sunnymead Blvd Suite 6 * 550 D Industrial Way * Moreno Valley, CA * (951) 243-7614 92553-7731 * FALLBROOK CA 92028 * (760) 723-8135 . i , , j_ • j.^^i^^i^-^-'A''*-'*'****1*1*'1*1********"'*''*''*''*'^'*'*'^jftff-Jf-jf-frjf'k'k-K-'k-k-k-xir'X-x*******^™** * PROJECT * Bressi Ranch Loc 15 * Viasat Bldg. #7 * City of Carlsbad CA ****************************************' ************************** * JOB NO 134- 8-8 * BY J A SADLER * CHK D A BAUM * DATE <9<-(£1'-OB r ****** # * **************** VERIFY CAPACITY SEE NOTE 4, SHT 2 - * PREPARED * B M P Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * <ybl) 243-/614 * PREPARED Bf * J?SCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (619) 723-M135 %0 OSHT >70 OF * * * . *• - - r- ' - 7 ******************************•*********************•*: * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA ************ * JOB NO 134- 8- * BY J A SADLER * CHK D.A. BAUM * DATE ********************************** :******** * * * * •A******************************************************************************** 11 PREPARED FOR * PREPARED 5x * * B M T? Drafting Service * JASCO PACIFIC INC * 23846 Sunnymead Blvd Suite 6 * 550 D Industrial Way * Moreno Valley, CA 92553-7731 * FALLBROOX CA 92028 * (951) ,243-7614 * (760) 723-8135 ^ * * SHT. .ffi OF * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA**************** •*******•*•***************•*•*•******? * JOB NO 134- 8- * BY J.A SADLER * CHK- D.A BAUM * DATE a -<t * * * * ******************************* 0) '/4-2-fc ***************************************************************************** * PREPARED FOR * B M R DLaft ing Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 * PREPARED Bi * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-813b r**********************************,* PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA*****************. *•**********************. * JOB NO 134- 8-8 * BY. J A. SADLER * CHK D.A BAUM * DATE r********************************** '74 6) t * * * * * : * * -1/4 -n* HORIZONTAL L ARCH'L I6/API * PREPARED FOR * B M P Pi aft- ing Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 ^43-7614 » PREPARED Bi * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) ?23-813b SHT op a. **************+*******************************: * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg. #7 * City of Carlsbad CA********************: * JOB NO 134-8-8 * * BY J A SADLER * * CHK: D.A BAUM * * DATE -< " * PREPARED FOR- * E M P Drati-ing Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (y51) 243-7614 * PREPARED BY * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) /23-8135 SHT **************•******* + :«•****•»-•*•**** * PROJECT: * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA * JOB NO. 134-8-8 * BY J.A. SADLER * CHK. D A. BAUM * DATE * ******: • * * * * * * • * Hole, ******************************************************** * PREPARED FOR * B M R Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (9bl) ^43-7614 » PREPARED Ei * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 -A * * * SHT ' •}- •*- I- f OF ********* ?************************************* + *********************.*********** * JOB NO 134- 8-8 * * BY J A SADLER * * CHK D A BAUM * * DATE 3~'£<~C& ******************************* * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA***************** Ate ko</~ VERIFY CAPACITY SEE NOTE 4. 6HT2 ***************************************************************************** •* PREPARED FOR * B M P Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 * t t f- •> i •< •> i- r -\ » r •» -fir-r~*-~i-r1-->-1- -1 **»r^ -> •> * PREPARED Bf * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 SHT ********************** * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg. #7 * City of Carlsbad CA ****************** r************************************************* * JOB NO 134- 8- * BY- J A SADLER * CHK. D A. BAUM * DATE * * * * ********* c VERIFY CAPACITY SEE NOTE 4, SHT2 A********************************************************************-*-******* * PREPARED FOR * B M P Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 * PREPARED B'JC * J.ASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8l3b SHT i- *• *• i f f f •>• •> •> •>• -t- •* * * * * * ^ + ******************-*•************: * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA r**********************+**********: * JOB NO 134- 8-8 * * BY J A SADLER * * CHK D A BAUM * * DATE e3-<$~~-O'Zr ***************** VERIFY CAPACITY SEE NOTE 4, SHT 2 A******-***************************************************************-******* * PREPARED FOR * B M ? Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 * PREPARED BY * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 SHT OF •ft********************************************: * PROJECT * Brassi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA * JOB NO 134- 8 * BY J A SADLER * CHK D A BAUM * DATE ******************************* * PREPARED FOR * B M ? Diaft ing Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 -* * PREPARED Bf * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 * * * * * •**********::***********:******i r********: PROJECT. Bressi Ranch Lot 15 Viasat Bldg #7 City of Carlsbad CA * JOB NO 134- 8- * BY: J A SADLER * CHK. D.A BAUM * DATE * * * * VERIFY CAPACITY SEE NOTE 4, SHT 2 ***********•**********************•***: * PREPARED FOR * B M R Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 I******************************* * PREPARED BY * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOX CA 92028 * (760) 723-8135 *SHT * * * * * * * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA ************************************* • I***************************** * JOB NO 134- 8-8 * * BY J A SADLER * * CHK D A. BAUM * * DATE ^^'S^ffK * VERIFY CAPACITY SEE NOTE 4, SHT2 ***********************************************************-*** * PREPARED FOR * B M R Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 * PREPARED BY * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 * * ******••*•******••* **•*•*•»•********•**•*•* *-*-?-*-»*****• **•*•***•******* * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg. #7 * City of Carlsbad CA ** :********************•»*„.,.. .'************* * JOB NO 134-8-8 * * BY. J A. SADLER * * CHK- D.A. BAUM * * DATE <9 _<^~_£)^ * ********* fc£F // // // // // // VERIFY CAPACITY SEE NOTE 4, SHT2 * PREPARED FOR * B M P Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 :*********************: * PREPARED BY * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA. 92028 * (760) 723-8135 SHT ***•**•*•**** * * * * * * PROJECT Bressi Ranch Lot 15 Viasat Bldg. #7 City of Carlsbad CA *•**•******+! * JOB NO 134- 8- * BY J A. SADLER * CHK: D A. BAUM DATE * * * * VERIFY CAPACITY SEE NOTE 4, 8HT 2 *********************************************************** * PREPARED FOR. * PREPARED Baf * B M P Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA, 92553-7731 ** (951) 243-7614 * JASCO PACIFIC INC * 550 D Industrial Way * FALLBROOK CA 92028 * (760) 723-8135 :***•******** •* * * * * SHT 1 ' ^P "* *• * ***********: * PROJECT * Bressi Ranch Lot 15 * Viasat Bldg #7 * City of Carlsbad CA ***** ******************************** * JOB NO 134-8-8 * * BY: J.A. SADLER * * CHK: D A. BAUM * * DATE *7^T^0?<r ** * * * * * **************** WTAl. tail rWA •* IMCKOLAZ VERIFY CAPACITY SEE NOTE 4, SHT2 * PREPARED FOR * B M R Drafting Service * 23846 Sunnymead Blvd Suite 6 * Moreno Valley, CA 92553-7731 * (951) 243-7614 r**4*************-************************4* •i * * * * SHT V^OF % * PREPARED BY. JASCO PACIFIC INC 550 D Industrial Way FALLBROOK CA 92028 (760) 723-8135 ARCADIA,® INC.AF600 AND AFS600 SERIES 2" X 6" OFFSET GLAZED SYSTEM FOR 1/4" GLASS Windload 18 17 16 UJ 15 Z (!) 12 UlI 11 g 10 f!9 7 6 5 N 18 17 16 UJ 15Ul U- 14 Z i'3 O 12 UJI 11 O 10 _1 7 6 5 » H s \ s *> \^ \ S X i N ^x x N, x \ X x s s V s \ V ^ <1 X ^ 'v. ^ 's s \ •^ S, V V X X ^ •^ ^ •^ X ^ "^ ** ^ ^ K, S^ ^ s^ kl l=68£ S = 216 A B C D 4 5 6 7 8 9 10 BULLION SPACING IN FEET \^ \ X X V N S x X X X x X S ^ X s X s] K x V, x s, N ^N V, •V \ > •^. ^ •^ x , =; *v^ -^. I = 445 S=16< A B C D } 4 5 6 7 8 9 10 BULLION SPACING IN FEET )7 IN ' jj 55 IN ' 21 20 fe17 O 16 I 15 g 14 MO-600 2 12 11 10 9 ; N i \ ^\ \*vks ^ \*v \ \ \*> \ i^ Sj ^ s \ \ x \ s ^ x s x ^ ^v * X ^ h^ S \ ^S ^S fc.s V s 'x k ^ x s K, x, ^ "s K ^ •v, x ^ ^ X "*" * •v^ 1= 15 428 IN 4 rc A B ^^,- c n MO-600 WITHu STEEL REINFORCEMENT 15/8'X41/2"X10GA 1 4 5 6 7 8 9 10 BULLION SPACING IN FEET CURVE REPRESENTATION A = 15 PSF B = 20 PSF C = 25 P S F D = 30 P S F >4IN ' ^ 55 IN '21 20 UJ «UlU. 18 Z i 17 """IT* C3 16 UJI 15 §14 _i * 12 11 SM-655 10 9 i\ \ ^ S ^\\V s 'I ^ ^s S ^ \ X s \ x ^ x \ \ ^ X, x \ s, ^v X, N \ S \ ^ ^ s -^ "X, s, \ •v. s , X s». ^ "X ^ ^ X, ^ ^ "*** ^\ •~* I = 11 898 IN ' A B C D SM-655 W STEEL REINFOF 1 5/8" X 4 1/4" ) ITH JCEMENT <10GA. 3 4 5 6 7 8 9 10 BULLION SPACING IN FEET 21 ARCADIA,® INC.AF450 AND AFS450 SERIES 2" X 4 1/2" OFFSET GLAZED SYSTEM FOR 1/4" GLASS Full Scale 18 17 16 In 15 HI U. 14 h- 13 §12 UJ I 11 g 10 3 9 7 6 5 | N 18 17 16 UJ 15HIH. 14 Z O 12 HI T 11 o 10 7 6 5 fl \ ^ \ ^ s s \ . ^ X X, s ^ v X \ \ V N X^1s^ X k ^v <x X I ; , <- N k ** X "*• "V --J -7- "^ ^ "•v ^ ^* ^ "*», ~v •^ •». 4567891 BULLION SPACING IN FEE ^\ \ s \ \ \ s s -- s *>. K s -^ s V N \ \ \ x^ "* X x »v. ^J »v ^ ^ 's- s ^_ ^- ^ ^ " - ^ V. -^, -^ s- *~» V, r- - — , • I = 3 090 IN 4 18 S = 1 236 IN ' 17 16 ""T n fc 15 1 UJri 1 ri n <-. A B D 0 ET 1=53 S = 21 r A B C D 1 4 5 6 7 8 9 10 BULLION SPACING IN FEET H 13 O 12 HI I 11 O 10 d. MO-355 8 7 6 5 | N I = R R95 IN 4 \ \ \ s \! ss \ > \ \ s ^ \ s s ^ \ S, > ^ N SJ ^ X s ^ S s V. ^ *• s. llv- \ ^ ^V > * •s^ v- [^. "*" ^ •^ -- ^ x- -*, p*s. i**. " n | " III ri A : B ; C vnfmn™'' MO-355 WITH STEEL REINFORCEMENT 15/8"X31/8'X10GA 4 5 6 7 8 9 10 BULLION SPACING IN FEET CURVE REPRESENTATION A = 15 PSF B = 20 P S F C = 25 P S F D = 30 P S F 20 IN ' 18 89 IN3 16 ^["""n ujH, 14 fe13 CD 12 HI I 11 Z O 10 _l MO-358 6 5 ft \ ^ ss \ A \ \ \ s. ^ V, X. \ ^ \, ^\ V s, s, S k. s, X A "*• •s. w ^ * s s ,- S^ ^ ^ i. s ^ s •v. s. x p^ " ^ "s- h*. k •** v. ( •—^, I = 8 597 IN " rry-, U__L_>i_L A 5 : C D MO-358 WIT STEEL REINFORC 15/8"X3'X10 1 H EMENT GA 1 4 5 6 7 8 9 10 BULLION SPACING IN FEET ^~A fif *Tb Steel Stiffener MO-600 width = 1 625 height =45 thk = 188 mside_radius = 1 5 thk R inside radius Geometry height = 45 width = 1 625 thk = 0 188 mside_radms = 0 282 Section Properties xbar width height A = 1 326 inside radius - 0 282 Sxx=1618 xbar = 225 ybar = 0 428 Gage 6 7 8 9 10 11 12 13 14 15 16 thk 0194 0179 0164 015 0134 012 0105 009 0075 0067 006 Iyy=0304 Syyt=071 Syyb = 0254 Material Specification Steel ASTM A-569 Dimensions Dimensions shown on this sheet are for calculation purposes only Before fabrication the fit and clearance should be verified with the aluminum member Actual fabricated size shall provide for a tight fit with a max of 1/8 inch clearance Contact with Dissimilar Materials (aluminum) When the steel channel is in contact with, or fastened to aluminum members the aluminum shall be kept from direct contact with the steel The steel surface shall be painted in accordance with section 6 6 1 of the Aluminum Design Manual published by The Aluminum Association Typ. Mulhon MO-355 Criteria allow deflection = L/175 allow mulhon stress= 12 5 ksi (6063-T5) allow stiffener stress= 26 7 ksi (1/3 stress increase has been use for wmdloading) Section Properties mulhon stiffener ^=309 IS = 129 Ss = 82 Note- The following windload charts are general guidelines to be used for system selection and suitability Actual design requires specifics on the actual light size and configuration and the attachment of the system to the building structure Wind Load Chart (no steel stiffener) max mulhon height (ft.) spc wind load (psf) 0 4 425 45 475 5 525 55 575 6 1790 1096 1075 1054 1035 10 19 1002 985 971 958 1790 1096 1075 1054 1035 1019 1002 985 971 958 ] .. 1790 1096 1075 1054 1035 1019 1002 985 971 958 1790 1096 1075 1054 1035 10 19 1002 985 971 958 31 30 910 883 858 835 815 796 777 760 744 Wind Load Chart (with 1 5/8 x 3 1/8 x 10 ga stiffener] max mullion height (ft) spc 0 4 425 45 475 5 525 55 575 6 wind load (psf) 1790 1429 1400 1373 1348 1325 1304 1285 1267 1248 17.90 1429 1400 1373 1348 1325 1304 1285 1267 1248 > _ .. 1790 1429 1400 1373 1348 1325 1304 1285 1267 1248 1790 1429 1400 1373 1348 1325 1304 1285 1267 1248 31 30 11 85 11 63 11 40 11 21 11 00 1083 1067 1050 1035 1 09-12-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08092 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title Applicant DOUG ZIEMAN 858-245-6865 2530 CAMPBELL PL CHAD PCR 2132610600 Lot* $0 00 Construction Type CB080567 VIASAT BLDG 7 DEFER FLOORS ROOF TRUSSES 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 08/28/2008 JMA 09/12/2008 09/12/2008 Owner DANIELSON DSS LLC C/0 ST CROIX CAPITAL CORPORATION 406 9TH AVE #309 SAN DIEGO CA 92101 Plan Check Revision Fee Additional Fees $360 00 $000 Total Fees $360 00 Total Payments To Date $360 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations or other exactions hereafter collectively referred to as "fees/exactions' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and 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 fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad Plan Check Revision No. Project Address Contact Address Ph Building Department nginal Plan Check No Date. r Fax. > APN Business at this address_ <-General Scope of Work- Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person I Elements revised O Plans n Calculations [H Soils [U Energy J^^Qther Tteryi=feteEte> Vfeuss ^O^^ITTAL 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project"? Q Yes JQ"' No O Does this revision add ANY new floor area(s)? Q Yes J^ No 7 Does this revision affe^taoy-firej^Iated issues? Q Yes ^^No 8 Is this a complete'seTmat^places the original permitted set? O Yes ^1 No ^Signature 1 635 Faraday Avenue, Carlsba Phone 760-602-2717/2718/2719/7541 Fax 760-602-8558 * - -> EsGil Corporation In Partnership with government for (Ruif ding Safety DATE SEPT. O8, 2008 a APPLICANT JURISDICTION CARLSBAD G PLAN REVIEWER a FILE PLAN CHECK NO 08-0567 (REV. # 1) - PCR 08-92 _ SET I PROJECT ADDRESS 2530 CAMPBELL PLACE PROJECT NAME BRESSI RANCH LOT OFFICE SHELL BUILDING XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to SMITH CONSULTING AIA 12220 EL CAMINO REAL, SUITE 200, SAN DIEGO, CA 92122 XI 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 SMITH CONSULTING Telephone # 858-793-4777 Date contacted (by ) Fax # 858-793-4787 Mail Telephone Fax In Person REMARKS By ALI SADRE Enclosures Esgil Corporation D GA D MB D EJ D PC 9/2 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 tARLSBAD O8-05671REV. # 1) - PCR 08-92 SEPT. O8, 2008 JURISDICTION CARLSBAD 1) - PCR 08-92 PREPARED BY ALI SADRE BUILDING ADDRESS 2530 CAMPBELL PLACE VALUATION AND PLAN CHECK FEE PLAN CHECK NO 08-O567 (REV. # DATE SEPT. 08, 2008 BUILDING OCCUPANCY B TYPE OF CONSTRUCTION V-B/SPR. BUILDING PORTION REVISIONS ROOF TRUSSES Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) CB Rtrln Pprmif FPP hu nrrlm^nro ' ^ Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance T \ Type of Review fj Complete Review $360 00 D Structural Only I I Repetitive Fee Repeats D Other i—i Hourly Esgil Plan Review Fee Hours * $288 00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc r *» Q JJiVC *S i^iW t»i^Q!S=«i NOTE #14 TEK SCREWS UNOAXIAL FORCES PASS THRU TRANSFER MECHANISM UNOwoO0•McnO0coODii—TlO71Omcn0mO f 0 COm S O X 1 — 1 CUSTOMERMR TIMBER STRUCTURESI.-..(JVI PEIRMENTER;•A* ,<fc o0(OCO3*1 |C I JM r^;'ro i -DO-m 1O03mNJo-n WOOD NAILERSYES X NOr~-H o= 8Sf™ 0000 °0 DESIGN CODENET UPLIFT IN PLFJOIST SPACINGMINIMUM SEAT THCKNESS (FOR WELDS), 1/4"PROJECTco H 70 O0-n 1 to 1 as o •33 •-4 ;m ,7J 52 iciS03m 63 </i Im CO q CO T| Z o 73 73O O-n BLUEjfDATE^HECKED^JCxs IS oy? =3^. TJ Z SEQUENCETAG COLORPATEJDETAILEE^& -g ,oSi "mi" ii i s'i WA!S JiJU TSfe/v#si JCSi ^ 3 5COto1tofo24LH260/149toto10 H TJ toto O CO 01 rr "i r !ik • P*C frC^' ^reSesa CD Tl O §-. •*"l|. L!KJ3xy ! IW ^:3L^K stotoBuCO-24LH260/149toroCOB TJ ,,-K T) COro CO to cn ro :f- ..T> ! toa ro„. r CO Tl fSLI DM' :sri 2S/ iaaan» sCOtoCOBrou-24LH260/149toCO TJ -H COto ro to to ro "to- ;V; Jkfef ajj* Tl c_ 0 Oloo= TnE 'MO AJO 5COtoCO1foto-24LH260/149COCORo TJ .. zH toto ro CO to § "~ f ' r; 'A.ILImi ro:s *.*-vJft £fik;it i/25: 1. ««ntc« '-^ i ? ra 3)en E3 BCOto(0t_tototn24LH260/149toto-t.fo TJ -{ toto CO CO ro ro Tl L- 0 Olo0 fototoCO-t.fotoN>-24LH260/149toto1 -1 TJ Z toto 1 -t* CO to i i ro (D a Tl C_ Oso Btoto-CxCOB1roc_coa>24LH260/149totofo TJ Z-\ toCO fo CO to T| O Ol BCOtoBCOBt_too-24LH260/149COro00toB HTJ ZH toro COtoB CO to Tl «•DETAILINGC/C-S7]^JOIST TYPEBASE LENGTHHOX -om 8* CJX TJ Tlm s H 5? 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THE^CONTRACTOR IS RESPONSBLE FOR CONFIRMATION AND CORRELATION DIMENSIONS AT JOBSTE AND FOR MEETING ALL REQUIREMENTS OF THE MTRACT DOCUMENTS. >V«>RKBEYONDTHE SCOPE OFTHE SUBCONTRACT IS AUTHORIZED BY CORRECTIONS OR ALTERATIONS INCLUDED IN THIS SUBMITTAL CONTRACTOR SHALL ADVISE THE CONTRACTOR OF ANY CHANGES 1 TO PROCEEDING WITH SAME. L_ EJNO EXCEP riON TAKEN D MAlst uuHHhC I "ONb NOT hU CD REJECTED n REV.SE 'AND RFSU6MIT CU SUBMIT SPECIFIED ITEM ;HECKING is ONLV FOR GENERAL COWFORMANCE WITH THt ntsiGN :ONCEPT OF THE PROJECT AND GENFPAL COMPIIAMCL WTH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS AW ACTION SHOWN 'S SUBJECT TO THE REUUIREMtNTS OF Trif PLANS AND SPECIFICATIONS CONTRACTOR IS RESPONSIBLE FOR DIMENSIONS WHICH SHALL BE CONFIRMED AND CORRELATED AT THE JOB SITE FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION COORDINATION Oc HIS/HER WORK WITH THAT OF ALL OTHER TRADES AND THE SATISFACTORY PERFORMANCE OF HIS/HER WORK REVIEWED BY"~ LYONS, WARREN & ASSOC . INC DATE SANDIEGO.CA &5B-573-8999 7 / 1m*«.mTSCREW!CZoXP:ORCES PASS THRU TRANSF~ER MECh> 1 C Z O ccc c r • • [/c ; c c c s •nm RMENTER68600A8tfl073OO_i>CT)OOoo:f|C)73D1AXIAL FORCES DLm3 $zo •SEISMICX F • -> n •^ ^nD 9a D •9A Dn0 n I 0n0 OI oXm Zl O CD Zc CD III 77 ?0001mN)_kNOO-nSo (c c « : 3 ( S CO VROUSSEro OTl -J §mocCOoMINIMUM SEAT THICKNEcoGO ^n O ^Dgm 0CO 4V nn3 -> ^ >/>> D3 3n Om £ m33 SHEETi*(/)Xzo•tooo--40CO0JOIST SPACING09 6 M : o 73 to 73 0 0•n CO m o $m CHECKEDo-g_*o 0oo WOODNAILERSDESIGN CODE2mc-ar-32-DTl 100 n z>iw I-? 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RXD.IMSION a subsldary of PO BOX 2170 255 LOGAN ROAD LOGAN INDUSTRIAL PARK FERNLEY, NV 89408 775-575-7337 PHONE 775-575-3628 FAX August 22, 2008 CERTIFICATE OF COMPLIANCE M R Timber Structures, Inc 12315 Oak Knoll Road Poway, CA 92064-5343 Ref Viasat #7 - Roof, Carlsbad, CA VJ Proiect # 8V00989 This is to certify that the joists and accessories furnished on the above referenced project have been manufactured according to the information provided on the contract drawings Valley Joist, Inc Fernley, Nevada, a certified member of The Steel Joist Institute (SJI) and IAS Certified Fabricator, has manufactured the joists Valley Joist's Quality Control Program has been reviewed and approved by the International Code Council (ICC) under the International Accreditation Service Certification number FA-363 The Quality Assurance Manual of Valley Joist has been reviewed and approved by the SJI and IAS Valley Joist certifies that all joists produced are 100 percent inspected per SJI and IAS requirements and Valley Joist's Quality Assurance Manual The quality assurance manual is available for your review on our premises, as are the inspection reports for the joists produced for the above project Yours truly, Walter F Worthley, Jr Valley Joist West/a division of EBSCO Industries, cc Files mum i ) ( ) REVISE AND RE-SUBMIT (RSR) ( > SwywnuCTOR ISRESKWSIBLE[TORCONFmMATION AND CORTCLttWN CONTRACT DOCUMENTS. PRIOR TO PROCEEDING WITH SAME IHXXJR (XJNSTRUCTIOKWC SUBMITTAL#/ Nallc/V\ _ '• • •Joist, Inc.a subsidiary of [HCO / manufacturers of joist and girders AUGUST 22, 2008 ENGINEERING REPORT COVER SHEE CALCULATIONS (REV 0) FOR APPRO^ RE VIASAT #7 - ROOF CARLSBAD, CA HEVBE AND RE-SUBMIT (RSR) THIS REVIEW IS FOR ASCERTAINING CQNFORMANCE WITH THE OBWII Sff^JSJSS^^^SSSSJ!9it^ OFBUBraSeAT JOBSm AND K» MffillNO All. REQUIREWENtS j| CQMTBACTDOCUMBffS. r5) 575-7337 575-7222 -PRIOR TO PROCEEDING WITH SAME Logan In< 0. Box 2170 jOganRoad ustnalPark , NV 89408 VALLEY JOIST CONTRACT NO 8V00989 CUSTOMER M R TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD, SUITE 100 POWAY, CA 92064-5343 //ATTENTION SHAWN MORGAN PHONE 858/679-4710 THIS ENGINEERING REPORT SIGNATURE PAGE IS PROVIDED FOR JOIST (AND GIRDER) MARKS as shown on SEQUENCE 8V00989 - 2RF 8V00989G - 2RF CALCULATION PAGES 1-64 1-24 The joist (and girder) mark numbers are as shown on the Placement Plans The calculations are based on all bridging in place and anchored as required by the SJI Specifications & Technical Digests The joist designations and special loads were determined and specified by the Engineer of Record, not by the steel joist manufacturer The steel joist manufacturer's scope is limited to the design of the members in the steel joists Their scope does not include the complete structure, structural connections, or the coordination of the components The Professional Engineer's Seal affixed hereto indicates that the steel joists were designed m accordance with The Steel Joist Institute's Standard Specifications to support the loads specified, furnished and approved by the Owner's Engineer of Record The seal is not intended to certify or imply that the building does or does not conform to any national, stale or local building codes Valley Joist is a certified, active member of the Steel Joist Institute The steel angle shapes and round bars used for the chords and webs are 50-ksi minimum yield strength per the SJI Specifications The joist material sizes were designed to carry the loads as shown on the calculation^afecigi^t's 1CC-IAS Certificate Number is FA-363 Walter F Worlhley, Jr, PE CA #C64116 Chief Engineer Valley Joist / A division of EBSCO Industries, Inc V.I OALCSVCKWJW/SLP -Si /? Job #8V00989 - 2RF Valley Joist West Page 1 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer:M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH 858/679-4710 FAX' 858/679-4720 CONTACT SHAWN MORGAN Project:VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J30 1 - 24LH260/149/-48 X 32 Parallel chord Longspan 8.750 Special Wood nailer End Length Tag 6 000 Opp 6.000 Depth 3 000 3.000 Holes Top Chord Ext D 0' 0.001 BCX Holdback Pitch EP/#1L 42 000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. End loads- TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load 0.000 24 000 in Deep 22.965 in Effective Depth 20.250 in Clear Depth 530655 in-#Moment 48.000 in Interior Panel 8 Web Vees 0.000 0 000 0.000 0.000 0 000 0.000 388.750 in Design length 248 in4 Ix L/ 758 Live Defl 1.000 in Chord gap 24.000 in Left End 5211 # SJI reaction Top Chord: 2-LL2x2x.l37 Bridg < 208" Ix= 0.413 Center: L = 24 000 Tag end panl L = 24.000 First point Opp end panl Last point Chord shear V = 4201 L = 21.375 A = Iy= P = P = P = P = P = C = 1.058 1.581 -23107 -11239 -11239 -11281 -11281 16529 V — Rx = Paz= Paz= Pa = Paz= Pa = fv = 0 551 0.624 -23688 -19478 -28578 -20315 -28578 7666 Fy Ry M M M M M fc = = = = = = 50000 1.222 519 654 1813 683 1108 15616 Snow Wind Equk Addl 0.000 0.000 7.000 0 000 Kl 0.000 0 000 7 000 0.000 Kl 1053 # Minimum Shear 0 in4 Minimum Ix L/ 365 SJI Defl 0.437 in Camber 21.375 in Right End 5211 # SJI reaction 0.000 in Opp TCX Defl Q = 0 879 Rz = 0 397 No Fillers No Filler No Filler f = 10942 Bearing seats- Tag End L2x2x.250 Weld 2.57" Opposite End L2x2x.250 Weld 2 57" Bot Chord: 2-LL1-3/4X.125 A = 0.844 Y = 0.484 Ix= 0.251 Iy= 1.068 Rx = 0.546 Center L = 48.000 P = 22036 Pa = 25313 Chord shear. V = 4849 T = 10877 fv = 11082 Fy = 50000 Ry = 1.125 Q Rz 0.897 0 347 ft = 12892 f = 12821 Job #8V00989 - 2RF Valley Joist West Page 2 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE d Comments: CBC 2007 (92IBC06) PANEL POINTS & VERTICALS** J30 1 - 24LH260/149/-48 x 32' 8 750 Special Wood nailer Parallel chord Longspan Tensile Location UO 01 U2 U2 U3 U4 U4 U5 U6 U6 U7 US US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -HI -Lll -L13 -L13 -L13 -LIB -L15 -L15 Web W2L VI W3L W4 V2 W5 W6 V2 W7 wa V2 W9 W9 V2 wa W7 V2 W6 ws V2 W4 W3R V3 W2R Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 11 39 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 69 04 14 Length in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 23 29 46 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 45 57 12 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 315 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347z 247Z 196z 297Z 247Z 196z 247Z 247z 196z 247z 247Z 196z 247Z 247Z 196Z 247Z 297Z 196Z 247z 2972 196Z 219 Shear Ibs 4849 112 618 3532 96 410 2369 96 218 1205 96 394 261 96 1478 262 96 2642 454 96 3805 645 90 4877 Force Ibs 9738 137 753 5109 96 592 3426 96 315 1744 96 570 377 96 2138 380 96 3821 657 96 5504 659 115 9795 Allow Ibs 18040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 9454 6184 18040 Compressive Shear Ibs 729 1653 4201 506 1603 2951 314 1625 1787 122 1636 1053 1053 1634 166 2060 1621 358 3223 1596 550 4380 1529 735 Force Ibs 1465 2014 5120 731 1603 4268 453 1625 2585 176 1636 1523 1523 1634 241 2979 1621 519 4662 1596 796 4473 1968 1476 Allow Ibs 3591 2688 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 4825 2409 3591 Weld Available Thick x Length 22x1 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl llxl 11x0 22x1 1 6 4 6 5 3 1 5 8 5 5 5 5 5 7 9 5 2 4 5 7 4 6 1 Weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 2 2 T 2 2 3 <i 2 2 A- 4/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ 7/ 4/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 6 5 Job #8V00989 - 2RF Valley Joist West Page 3 VI 92 By JS 08 07 Entered 8/18/08 Revised 8/22/08 Customer- M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN Project. VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE Comments. CBC 2007 (92IBC06) PANEL POINTS & VERTICALS** J31 6 - 24LH260/149/-48 x 33' 4.500 Special Wood nailer Parallel chord Longspan End Length Depth Tag 6 000 3 000 Opp 6.000 3.000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42 000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD RE - 2" LG WELD End loads- TSJI NtUp Dead Live Left TC axial load 0.000 Right TC axial load- 0.000 24 . 000 in Deep 22.965 in Effective Depth 20.250 in Clear Depth 544873 in-#Moment 48 000 in Interior Panel 8 Web Vees 0.000 0.000 0.000 0 000 0.000 0.000 396.500 in Design length 248 in4 Ix L/ 714 Live Defl 1 000 in Chord gap 24.000 in Left End 5295 # SJI reaction Snow 0 000 0 000 Wind Equk Addl 0.000 7.000 0 000 Ki 0.000 7.000 0 000 Ki 1074 # Minimum Shear 0 in4 Minimum Ix L/ 345 SJI Defl 0 455 in Camber 25.250 in Right End 5295 # SJI reaction Top Chord: 2-LL2x2x.l37 Bndg < 208" Center- Sixth- Tag end panl: First point: Opp end panl: Last point• Chord shear: Ix= 0.413 L = 24.000 L = 24 000 L = 24.000 L - 25 250 V = 4288 A = Iy= P = P = P =p P = P = C = 1.058 1.581 -23726 -21444 -11368 -11368 -11348 -11348 16793 Y = Rx = Pax= Paz = Paz= Pa = Paz= Pa = fv = 0.551 0.624 -25586 -23688 -19478 -28578 -19062 -28578 7824 Fy Ry M M M M M fc = = = = = = = = 50000 1.222 519 654 1813 938 1578 15866 Bearing seats: Tag End L2x2x.250 Weld 2.59" Opposite End L2x2x.250 Weld 2.59" Bot Chord: 2-LL1-3/4X 125 A = 0.844 Ix= 0.251 Iy= 1.068 Center L = 48.000 P = 22855 Y = 0 484 Rx = 0.546 Pa = 25313 Fy Ry 50000 1 125 Q = 0.879 Rz = 0.397 4 Fillers No Fillers No Filler No Filler f = 11142 Q = 0.897 Rz = 0.347 1 > Chord shear: V = 4935 T = 11089 fv = 11279 ft = 13142 f = 13054 Job #8V00989 - 2RF Customer Valley Joist West Page 4 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 M R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 6 - 24LH260/149/-48 x 33' 4.500 Special Wood nailerJ31 Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 US 06 U6 U7 U8 US U9 U10 UIO Ull U12 U12 U13 U14 U14 U15 U16 -H -LI -H -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -LIB Web W2 VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2 Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 28 32 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 56 71 14 Length in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 26 27 46 12 99 99 22 97 22 22 97 22 22 97 1 1 22 97 22 22 97 22 22 97 22 15 29 12 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 3472 247z 1962 2972 247Z 196Z 247Z 2472 196z 247Z 247z 196z 247z 2472 1962 2472 2972 1962 247z 3472 196z 219 Shear Ibs 4935 112 633 3620 96 425 2459 96 233 1298 96 349 308 96 1383 247 96 2544 439 96 3705 638 105 4921 Force Ibs 9911 137 771 5236 96 615 3557 96 337 1878 96 505 445 96 2000 357 96 3680 635 96 5359 726 125 9883 Allow Ibs 1S040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 12656 6184 18040 Compressive Shear Ibs 745 1653 4288 521 1604 3040 329 1627 1879 137 1639 1074 1074 1638 151 1963 1626 343 3124 1602 535 4321 1616 742 Force Ibs 1496 2015 5225 754 1604 4397 476 1627 2717 198 1639 1553 1553 1638 218 2840 1626 496 4519 1602 774 4919 1921 1491 Allow Ibs 3591 2638 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 6757 2820 3591 Weld Available Thick x Length 22x1 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 22x1 1 6 4 6 5 4 1 5 8 6 5 5 5 5 6 9 5 I 4 5 1 3 6 1 weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 4. 2 2 2 2 2 2 2 3 ^ 2 3 2 4/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ O/ 3/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 Job #8V00989 - 2RF Customer. Valley Joist West Page 5 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN Project VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T32 1 - 24LH260/149/-48 x 33' 4.000 Special Wood nailer Parallel chord Longspan End Length Tag 6 000 Opp 6.000 Depth 3.000 3.000 Slope Holes Y Top Chord Ext BCX Holdback Pitch > 0' 4.500 EP/#1L 42.000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 1000# AddLoad on Top chord at panel points, TC cone loads Load Spacing Location 2'21000 SEE SLOPE SEAT DETAIL End loads: Left TC axial load: Right TC axial load: Left BC axial load: Right BC axial load: 24.000 in Deep 22 674 in Effective Depth 19.250 in Clear Depth 758929 in-#Moment 48.000 in Interior Panel 8 Web Vees 31'2 2'2 Point Ul Type TSJI, Dead TSJI 0.000 0.000 0.000 0.000 NtUp 0.000 0.000 0.000 0.000 Dead 0.000 0.000 0.000 0 000 Live 0.000 0 000 0.000 0.000 396.000 in Design length 338 in4 Ix L/ 977 Live Defl 1.000 in Chord gap 24.000 in Left End 6229 # SJI reaction Snow 0.000 0.000 0.000 0 000 Wind Equk 0 000 35 900 0 000 7 000 0 000 0 900 0 000 0 000 1198 # Minimum Shear 0 in4 Minimum Ix L/ 459 SJI Defl 0.454 in Camber 25 000 in Right End 5351 # SJI reaction Addl 0.000 Ki 0.000 Ki 0.000 Ki 0.000 Ki Top Chord 2-LL3X3X 250 Bridg < 278" Ix= 2.488 L = 24 000 L = 24.000 Center Tag end panl: First point: Opp end panl: Last point: Chord shear. L = 25.000 V =4221 A = ly= P = P = P = P = P = C = 2.875 7.669 -33472 -30776 -30776 -11569 -12307 30631 Y = Rx = Paz = Paz = Pa = Paz= Pa = fv = 0 842 0.930 -75071 -64315 -77625 -63734 -77625 2814 Fy Ry M M M M M fc = = = = = = 50000 1.633 519 654 1813 920 1545 10654 Q = 0 961 Rz = 0 592 No Fillers No Filler No Filler f = 6025 Job #8V00989 - 2RF Customer Valley Joist West Page 6 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <i PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 1 - 24LH260/149/-48 x 33' 4 000 Special Wood nailer*T32 Parallel chord Longspan Bearing seats- Tag End LLH3x4x3/8 Weld 6, Opposite End LLH3x4x3/8 Weld 1. Bot Chord: 2-LL1-3/4X 125 A - 0.844 Y - Center: Chord shear • Ix= L = V = 0 251 48.000 5868 Length Location uo Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 US U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 Web W2 VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2 Slope 60 35 35 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 27 33 60 45 21 21 63 00 63 63 00 63 63 00 63 63 00 63 63 00 63 63 00 63 89 49 45 in 45 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 25 27 45 98 75 75 02 67 02 02 67 02 02 67 02 02 67 02 02 67 02 02 67 02 65 19 98 Member 1- R7 - 7/8 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1- R7 - 7/8 Iy= P = T = 1.068 Rx = 23619 Pa = 12126 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 261 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 359 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 247z 3472 247z 196Z 297Z 247Z 196z 247z 247Z 196z 247z 247Z 196z 247Z 247Z 196z 247z 297z 196z 247z 296Z 196Z 219 Shear Ibs 5868 112 632 3554 96 424 2393 96 232 1232 96 413 244 96 1450 248 96 2611 440 96 3772 638 104 4979 Force Ibs 11900 137 774 5175 96 617 3484 96 338 1793 96 601 356 96 2111 361 96 3802 641 96 5493 722 125 10096 .81" .43" 0.484 Fy - 50000 0 546 Ry = 1.125 25313 13413 ft = 14372 Compressive Allow Ibs 18040 7819 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 18040 Shear Ibs 744 2732 4221 520 1673 2973 328 1686 1812 136 1687 1198 1198 1676 152 2030 1654 344 3191 1619 536 4385 1615 742 Force Ibs 1509 3344 5167 757 1673 4330 478 1686 2639 198 1687 1744 1744 1676 221 2956 1654 501 4647 1619 781 4961 1936 1505 Allow Ibs 3613 4665 6334 3788 3636 5463 3788 3636 3788 3788 3636 3788 3788 3636 3788 3788 3636 3788 5463 3636 3788 4927 2841 3613 Q Rz f Weld Thick X Length 22x1 llxl 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 22x1 3 0 4 6 5 3 1 5 8 6 5 5 5 5 7 9 5 2 4 5 7 3 6 1 = 0 897 = 0 347 = 15217 Available Weld (in) Top/Bottm 3 5/ 4 O/ 3 9/ 3 O/ 4 2/ 3 9/ 3 O/ 3 9/ 3 9/ 3 O/ 3 9/ 3 9/ 3 O/ 3 9/ 3 9/ 3 O/ 3 9/ 4 2/ 3 O/ 3 9/ 3 6/ 3 2/ 2 6 3 1 3 0 2 0 3 3 3 0 2 0 3 0 3 0 2 0 3 0 3 0 2 0 3 0 3 0 2 0 3 0 3 3 2 0 3 0 2 7 2 3 Job #8V00989 - 2RF Valley Joist West Page 7 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX 858/679-4720 CONTACT: SHAWN MORGAN Project. VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J33 5 - 24LH260/149/-48 x 33' 4.500 Parallel chord Longspan Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 000 3.000 Holes Top Chord Ext BCX Holdback 2 I1 2 000 Pitch EP/#1L 42 000 42.000 1000 2'2 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 1000# AddLoad on Top chord at panel points TC cone loads: Load Spacing Location 2 '2 31-2-1/2 SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD RE - 2" LG WELD End loads: TSJI NtU Left TC axial load. 0 000 Right TC axial load 0.000 Left BC axial load- 0.000 Right BC axial load: 0.000 24.000 in Deep 22.965 in Effective Depth 20 250 in Clear Depth 560148 in-#Moment 48.000 in Interior Panel 8 Web Vees Point Ul Type TSJI, Dead 0 000 0.000 0.000 0.000 Dead 0.000 0.000 0.000 0.000 396 500 in Design length 248 in4 Ix L/ 714 Live Defl 1.000 in Chord gap 24 000 in Left End 6235 # SJI reaction Live 0.000 0.000 0 000 0.000 Snow 0.000 0 000 0.000 0.000 Wind 0.000 0 000 0.000 0.000 Equk 7.900 7 000 0.900 0.000 Addl 0 000 Ki 0 000 Ki 0.000 Ki 0.000 Ki 1199 # Minimum Shear 0 in4 Minimum Ix L/ 336 SJI Defl 0.455 in Camber 25.250 in Right End 5356 # SJI reaction Top Chord- 2-LL2x2x.l37 Bridg < 208" Center: Sixth: Tag end panl: First point: Opp end panl: Last point: Chord shear- Ix= L = L = L = L = V = 0.413 24.000 24 000 24.000 25.250 4227 A = ly= P = P = P — P = P = P = C = 1.058 1.581 -24391 -22294 -13461 -13461 -10998 -10998 17947 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = 0.551 0.624 -25586 -23688 -19478 -28578 -19062 -28578 7713 Fy = Ry = M = M = M = M = M = fc = 50000 1.222 519 654 1813 938 1578 16956 Q = 0 879 Rz = 0.397 4 Fillers No Fillers No Filler No Filler f = 11462 Job #8V00989 - 2RF Customer Valley Joist West Page 8 VI 92 By JS 08-07 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J33 5 - 24LH260/149/-48 x 33' 4.500 Special Wood nailer Parallel chord Longspan Bearing seats: Tag End L2x2x.250 Weld 3.09" Bot Chord: Opposite End L2x2x.250 Weld 2. 2-LL1-3/4X.125 A - 0.844 Y - Center: Chord shear Ix= L = V = 0 251 48 000 5874 Length Location UO Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 US US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 Web W2 VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2 Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 28 32 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 56 71 14 in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 26 27 46 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 15 29 12 Member 1- R7 - 7/8 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 ly= P = T = 1.068 Rx = 23373 Pa = 11986 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 261 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 247z 347z 247z 196Z 2972 247z 196z 247z 247z 196z 247z 247z 196z 247Z 247z 196Z 247Z 297Z 196Z 247Z 347Z 196z 219 Shear Ibs 5874 112 633 3560 96 425 2399 96 233 1238 96 410 247 96 1443 247 96 2604 439 96 3766 638 105 4982 Force Ibs 11797 137 771 5149 96 615 3470 96 337 1790 96 592 358 96 2088 357 96 3767 635 96 5447 726 125 10005 .61" 0 484 Fy - 50000 0 546 Ry = 1 125 25313 13426 ft = 14206 Compressive Allow Ibs 18040 7819 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 12656 6184 18040 Shear Ibs 745 2662 4227 521 1610 2979 329 1632 1818 137 1642 1199 1199 1640 151 2024 1627 343 3185 1601 535 4381 1615 742 Force Ibs 1496 3244 5152 754 1610 4309 476 1632 2630 198 1642 1734 1734 1640 218 2927 1627 496 4607 1601 774 4988 1919 1491 Allow Ibs 3591 4627 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 6757 2820 3591 Q Rz f weld Thick X Length 22x1 llxl 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 22x1 3 0 4 6 5 3 1 5 8 6 5 5 5 5 6 9 5 2 4 5 7 3 6 1 0 897 = 0 347 = 15189 Available weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 6/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ O/ 3/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 I 6 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 Job #8V00989 - 2RF Customer: Valley Joist West Page 9 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH. 858/679-4710 FAX: 858/679-4720 CONTACT-SHAWN MORGAN Project VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE «PANEL POINTS & VERTICALS** Comments CBC 2007 (92IBC06) J33A 1 - 24LH260/149/-48 x 33' 4.500 Special Wood nailer Parallel chord Longspan End Length Tag 6 000 Opp 6.000 Depth 3 000 3.000 Slope Holes Top Chord Ext BCX Holdback Pitch > I1 2.000 EP/#1L 42.000 42 000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points, Dead 1000# AddLoad on Top chord at panel points TC cone loads Load 1000 900 400 500 2600 1200 1400 Spacing 2 ' 2 3 ' 2 0 ' 0 0 ' 0 9 ' 6 0 ' 0 0 ' 0 18'6-l/2 Location Point 2'2 5'4 5'4 5'4 14 '10 14 '10 14 '10 Ul U3 U3 U3 U7 U7 U7 Type TSJI, Dead TSJI Dead Live TSJI Dead Live SEE SLOPE SEAT DETAIL End loads. Left TC axial load: Right TC axial load: Left BC axial load: Right BC axial load 24.000 in Deep 22.873 in Effective Depth 20.000 in Clear Depth 817153 in-#Moment 48 000 in Interior Panel 8 Web Vees TSJI 0.000 0.000 0 000 0.000 NtUp 0.000 0.000 0.000 0 000 Dead 0.000 0.000 0.000 0.000 Live 0.000 0.000 0.000 0.000 396.500 in Design length 342 in4 Ix L/ 647 Live Defl 1.000 in Chord gap 24.000 in Left End 8440 # SJI reaction Snow 0.000 0.000 0.000 0.000 Wind 0 000 0.000 0.000 0 000 1636 # Minimum Shear 0 in4 Minimum Ix L/ 318 SJI Defl 0.455 in Camber 25 250 in Right End 6651 # SJI reaction Addl 0.000 Ki 0.000 Ki 0.000 Ki 0.000 Ki Job #8V00989 - 2RF Customer. Valley Joist West Page 10 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project:VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments. CBC 2007 (92IBC06) J33A 1 - 24LH260/149/-48 x 33' 4.500 Special Wood nailer Parallel chord Longspan Top Chord. 2 Bridg < 210" Center: Seventh- Tag end panl . First point: Opp end panl : Last point : Chord shear Bearing seats -LL2X2X.187 Ix= L = L = L = L = V = 0.544 24.000 24.000 24.000 25 250 6432 A = iy=p =p =p =p =p =p = *"i 1.426 2.173 -35725 -30793 -16829 -16829 -12987 -12987 24863 j. Tag End L2x2x.250 Opposite End L2x2x.250 Bot Chord 2 Center: Chord shear Location Web slope UO -LI W2 60 24 Ul -LI VI 34 97 U2 -LI W3L 34 97 U2 -L3 W4L 46 38 U3 -L3 V2 38 20 U3A -L3 V3 0 00 U4 -L3 W5L 46 38 U4 -L5 W6 46 38 U5 -L5 V3 0 00 U6 -L5 W7 46 38 U6 -L7 W8 46 38 U7 -L7 V4 0 00 U8 -L7 W9 46 38 U8 -L9 W9 46 38 U9 -L9 V3 0 00 U10 -L9 W8 46 38 U10 -Lll W7 46 38 Ull -Lll V3 0 00 U12 -Lll W6 46 38 U12 -L13 W5R 46 38 U13 -L13 V3 0 00 U14 -L13 W4R 46 38 U14 -L15 W3R 28 66 U15 -L15 V5 32 82 U16 -L15 W2 60 24 -LL2x2x.l56 Ix= L = V = Length in 46 08 27 91 27 91 33 15 29 11 22 87 33 15 33 15 22 87 33 15 33 15 22 87 33 15 33 15 22 87 33 15 33 15 22 87 33 15 33 15 22 87 33 15 26 07 27 22 46 08 0.464 48.000 8079 Member 1- R7 - 7/8 1-LL1-1/4X 109 1-LL2X2X 125 1-LL1-1/2X 109 2-LLlxlx 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 A - iy=p = T = Area in2 0 601 0 261 0 484 0 315 0 412 0 206 0 359 0 261 0 206 0 315 0 261 0 261 0 261 0 261 0 206 0 261 0 315 0 206 0 261 0 422 0 206 0 261 0 422 0 206 0 601 1.199 1.805 34590 17433 Y - Rx = Pax= Paz = Paz= Pa = Paz= Pa = fv = Weld 2 Weld 2 Y - Rx = Pa = fv = Tensile R Shear Force in 0 219 0 247z 0 398Z 0 297z 0 196Z 0 196z 0 296Z 0 247z 0 196Z 0 297Z 0 247z 0 247Z 0 247z 0 247z 0 196Z 0 247Z 0 297Z 0 196z 0 247z 0 347z 0 196Z 0 247z 0 347Z 0 196Z 0 219 Ibs Ibs 8079 16275 112 137 633 772 5960 8639 48 61 34 84 425 616 3704 5369 96 96 233 338 2543 3686 96 96 1636 2372 55 80 96 96 2738 3969 247 358 96 96 3899 5652 439 636 96 96 5060 7335 637 726 105 125 6276 12644 0.569 0.617 -38870 -35660 -28950 -38504 -28239 -38504 8599 .81" 22" 0.558 0.622 35980 12947 Fy Ry M M M M M fc Fy Ry ft =; = = = = = = = = = 50000 1 234 519 659 1801 938 1578 17435 50000 1 227 14536 Compress ive Allow Shear Force Ibs 18040 7819 14531 9454 12367 6184 10781 7819 6184 9454 7819 7819 7819 7819 6184 7819 9454 6184 7819 12656 6184 7819 12656 6184 18040 Ibs 745 2676 6432 557 2258 1575 4284 329 1674 3123 137 4299 0 2158 1684 151 3319 1658 343 4480 1620 535 5676 1623 742 Ibs 1501 3265 7850 807 2873 1575 6210 477 1674 4527 199 4299 0 3127 1684 219 4810 1658 497 6493 1620 775 6468 1932 1496 Allow Ibs 3598 4639 7926 5445 8307 3603 6405 3763 3603 5445 3763 5391 3763 3763 3603 3763 5445 3603 3763 8072 3603 3763 6778 2835 3598 Q Rz 2 NO NO No f Q Rz f Weld Thick x Length 22x1 8 llxl 0 13x2 1 11x2 7 11x0 9 11x0 5 13x1 7 llxl 7 11x0 5 llxl 4 llxl 1 llxl 3 11x0 7 llxl 0 11x0 5 llxl 2 llxl 5 11x0 5 llxl 7 13x1 7 11x0 5 11x2 3 13x1 7 11x0 6 22x1 4 = 1.000 = 0 394 Fillers Fillers Filler Filler = 12245 = 0.935 = 0.396 = 14848 Available Weld (in) Top/Bottm 26/29 33/36 31/36 46/46 23/23 31/36 29/34 23/23 31/36 29/34 25/25 29/34 29/34 23/23 29/34 31/36 23/23 29/34 34/39 23/23 29/34 30/32 23/26 Job #8V00989 - 2RF Customer Valley Joist West Page 11 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project• M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T34 1 - 24LH260/149/-48 x 33' 4.500 Parallel chord Longspan Special Wood nailer End Length Depth Tag 6.000 3.000 Opp 6.000 3.000 Slope Holes Top Chord Ext Y BCX Holdback Pitch EP/#1L 2 1' 2.000 42.000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points, Dead 1000# AddLoad on Top chord at panel points, TC cone loads Load Spacing Location 2'2 31'2-l/2 SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD RE - 2" LG WELD 1000 2'2 Point Ul Type TSJI, Dead End loads: TSJI Left TC axial load: 0.000 Right TC axial load: 0.000 Left BC axial load: 0.000 Right BC axial load: 0.000 24 000 in Deep 22.965 in Effective Depth 20.250 in Clear Depth 560148 in-#Moment 48.000 in Interior Panel 8 Web Vees NtUp Dead 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 396.500 in Design length 248 in4 Ix L/ 714 Live Defl 1.000 in Chord gap 24.000 in Left End 6235 # SJI reaction Live 0.000 0.000 0 000 0.000 Snow 0.000 0.000 0.000 0.000 Wind 0.000 0.000 0 000 0.000 Equk 7.900 7.000 0 900 0 000 Addl 0.000 0.000 0 000 0.000 Ki Ki Ki Ki 1199 # Minimum Shear 0 in4 Minimum Ix L/ 336 SJI Defl 0.455 in Camber 25.250 in Right End 5356 # SJI reaction Top Chord: 2-LL2x2x.l37 Bridg < 208" Center: Sixth: Tag end panl: First point: Opp end panl: Last point- Chord shear• Ix- 0.413 L = 24.000 L = 24.000 L = 24.000 L = 25.250 V = 4227 A = iy=p =p =p =p =p =p = c = 1.058 1.581 -24391 -22294 -13461 -13461 -10998 -10998 17947 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = 0.551 0.624 -25586 -23688 -19478 -28578 -19062 -28578 7713 Fy = Ry = M = M = M = M = M = fc = 50000 1.222 519 654 1813 938 1578 16956 Q = 0.879 Rz = 0.397 4 Fillers No Fillers No Filler No Filler f = 11462 Job #8V00989 - 2RF Customer Valley Joist West Page 12 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project; M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <i PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 1 - 24LH260/149/-48 x 33' 4.500 Special Wood nailer*T34 Parallel chord Longspan Bearing seats: Tag End L2x2x.250 Weld 3. Opposite End L2x2x.250 Weld 2. Bot Chord: 2-LL1-3/4X.125 A - 0.844 Y - Center: Chord shear: Ix= L = V = 0.251 48.000 5874 Length Location UO Ul U2 U2 U3 U4 U4 US U6 U6 U7 US US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 Web W2 VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2 Slope in 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 28 32 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 56 71 14 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 26 27 46 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 15 29 12 Member 1- R7 - 7/8 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 ly= P = T = 1.068 Rx = 23373 Pa = 11986 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 261 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 247z 347z 247Z 196Z 297Z 247Z 196Z 247Z 247Z 196Z 247Z 247z 196z 247z 247z 196z 247Z 297z 196z 247Z 347Z 196z 219 Shear Ibs 5874 112 633 3560 96 425 2399 96 233 1238 96 410 247 96 1443 247 96 2604 439 96 3766 638 105 4982 Force Ibs 11797 137 771 5149 96 615 3470 96 337 1790 96 592 358 96 2088 357 96 3767 635 96 5447 726 125 10005 .09" .61" 0.484 Fy - 50000 0 546 Ry = 1.125 25313 13426 ft = 14206 Compress ive Allow Ibs 18040 7819 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 12656 6184 18040 Shear Ibs 745 2662 4227 521 1610 2979 329 1632 1818 137 1642 1199 1199 1640 151 2024 1627 343 3185 1601 535 4381 1615 742 Force Ibs 1496 3244 5152 754 1610 4309 476 1632 2630 198 1642 1734 1734 1640 218 2927 1627 496 4607 1601 774 4988 1919 1491 Allow Ibs 3591 4627 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 6757 2820 3591 Q Rz f weld Thick X Length 22x1 llxl 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 22x1 3 0 4 6 5 3 1 5 8 6 5 5 5 S 6 9 5 2 4 5 1 3 6 1 0.897 = 0.347 = 15189 Available Weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 6/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ o/ 3/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 6 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 Job #8V00989 - 2RF Customer: Valley Joist West Page 13 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX. 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T36 1 - 24LH260/149/-48 x Parallel chord Longspan 32"11 750 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 000 5 000 Holes Top Chord Ext Y Y BCX Holdback Pitch I 1' 2.000 EP/#1L 42.000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 ft/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 1000# AddLoad on Top chord at panel points TC cone loads:Load 1000 900 400 500 2600 1200 1400 SPECIAL 5" Spacing 2 '2 3 '2 O'O O'O 9'6 O'O O'O 18'1-3/4 SEAT DEPTH RE End loads: TSJI Left TC axial load: 0.000 Right TC axial load: 0 000 Left BC axial load: 0.000 Right BC axial load: 0.000 24 000 in Deep 22.877 in Effective Depth 20.000 in Clear Depth 804257 m-#Moment 48.000 in Interior Panel 8 Web Vees Location Point Type 2'2 5'4 5'4 5'4 14 '10 14 '10 14 '10 Ul U3 U3 U3 U7 U7 U7 TSJI TSJI Dead Live TSJI Dead Live Dead i i 000 000 000 000 Live 0.000 0.000 0.000 0 000 Snow 0.000 0.000 0.000 0.000 Wind 0 000 0.000 0 000 0 000 7 7 0 0 Equk .900 000 900 000 NtUp 0.000 0.000 0.000 0.000 391.750 in Design length 333 in4 Ix L/ 650 Live Defl 1.000 in Chord gap 24.000 in Left End 8372 # SJI reaction Addl 0.000 Kl 0 000 Kl 0.000 Kl 0.000 Kl 1623 # Minimum Shear 0 in4 Minimum Ix L/ 319 SJI Defl 0 444 in Camber 22.875 in Right End 6616 # SJI reaction Job #8V00989 - 2RF Customer Valley Joist West Page 14 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project. M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH. 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <i PANEL POINTS & VERTICALS** Comments. CBC 2007 (92IBC06) *T36 1 - 24LH260/149/-48 x Parallel chord Longspan 32'11.750 Special Wood nailer Top Chord. 2 Bridg < 209" Center: Seventh : Tag end panl : First point: Opp end panl : Last point : Chord shear: Bearing seats -LL2x2x.l76 Ix= L = L = L = L = V = 0.516 24.000 24 000 24.000 22.875 6363 A = ly= P = P = P = P = P = P = C = 1.346 2.042 -35155 -30435 -16722 -16722 -12967 -12967 24645 j_ Tag End L2x2x 250 Opposite End L2x2x 250 Bot Chord: 2 Center: Chord shear . Location Web Slope UO -LI W2L 60 23 Ul -LI VI 34 97 U2 -LI W3L 34 97 U2 -L3 W4L 46 37 U3 -L3 V2 38 20 U3A -L3 V3 0 00 U4 -L3 W5L 46 37 U4 -L5 W6 46 37 US -L5 V3 0 00 U6 -L5 W7 46 37 U6 -L7 W8 46 37 U7 -L7 V4 0 00 U8 -L7 W9 46 37 U8 -L9 W9 46 37 U9 -L9 V3 0 00 U10 -L9 W8 46 37 U10 -Lll W7 46 37 Ull -Lll V3 0 00 U12 -Lll W6 46 37 U12 -L13 W5R 46 37 U13 -L13 V3 0 00 U14 -L13 W4R 46 37 U14 -LIB W3R 18 71 U15 -L15 V5 36 82 U16 -L15 W2R 60 23 -LL2x2x.l56 Ix= L = V = Length in 46 08 27 92 27 92 33 16 29 11 22 88 33 16 33 16 22 88 33 16 33 16 22 88 33 16 33 16 22 88 33 16 33 16 22 88 33 16 33 16 22 88 33 16 24 15 28 58 46 08 0.464 48.000 8010 Member 1- R7 - 7/8 1-LL1-1/4X 109 l-LL2x2x 125 1-LL1-1/2X 109 2-LLlxlx 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 A = ly= P = T = Area in2 0 601 0 261 0 484 0 315 0 412 0 206 0 359 0 261 0 206 0 315 0 261 0 261 0 261 0 261 0 206 0 261 0 315 0 206 0 261 0 422 0 206 0 261 0 422 0 206 0 601 1.199 1.805 33937 17260 •y Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = Weld 2 Weld 2 V" __ Rx = Pa = fv = Tensile R Shear Force in 0 219 0 247z 0 398z 0 297Z 0 196Z 0 196z 0 296Z 0 247Z 0 196Z 0 297z 0 247z 0 247Z 0 247z 0 247Z 0 196Z 0 247z 0 297Z 0 196z 0 247z 0 347z 0 196z 0 247z 0 347Z 0 196z 0 219 Ibs Ibs 8010 16134 112 137 624 761 5890 8536 48 61 84 84 415 602 3632 5264 96 96 223 324 2470 3579 96 96 1650 2392 65 93 96 96 2813 4077 257 372 96 96 3975 5762 448 650 96 96 5138 7447 642 678 95 119 6266 12621 0.565 0.619 -36042 -33113 -26939 -36343 -27506 -36343 9038 .96" .35" 0.558 0.622 35980 12837 Fy Ry M M M M M fc Fy Ry ft - = = = = = = = — — = 50000 1.232 519 659 1801 776 1282 18309 50000 1.227 14391 Compressive Allow Shear Force Ibs 18040 7819 14531 9454 12367 6184 10781 7819 6184 9454 7819 7819 7819 7819 6184 7819 9454 6184 7819 12656 6184 7819 12656 6184 18040 Ibs 735 2675 6363 548 2257 1574 4213 319 1672 3051 127 4296 0 2232 1680 160 3394 1654 352 4557 1616 544 5729 1569 738 Ibs 1481 3265 7764 794 2872 1574 6107 463 1672 4422 185 4296 0 3234 1680 233 4919 1654 511 6604 1616 789 6049 1960 1486 Allow Ibs 3598 4639 7925 5444 8306 3603 6405 3763 3603 5444 3763 5390 3763 3763 3603 3763 5444 3603 3763 8072 3603 3763 7261 2579 3598 Q Rz 2 No No No f Q Rz f Weld Thick x Length 22x1 8 llxl 0 13x2 1 11x2 6 11x0 9 11x0 5 13x1 6 llxl 6 11x0 5 llxl 4 llxl 1 llxl 3 11x0 7 llxl 0 11x0 5 llxl 3 llxl 5 11x0 5 llxl 8 13x1 8 11x0 5 11x2 3 13x1 6 11x0 6 22x1 4 = 0.981 = 0.394 Fillers Fillers Filler Filler = 12864 = 0.935 = 0.396 = 14716 Available Weld (in) Top/Bottm 26/29 33/36 31/36 47/47 23/23 31/36 29/34 23/23 31/36 29/34 25/25 29/34 29/34 23/23 29/34 31/36 23/23 29/34 34/39 23/23 29/34 30/31 24/27 Job #8V00989 - 2RF Valley Joist West Page 15 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J37 2 - 24LH260/149/-48- X Parallel chord Longspan 33' 0.000 Special Wood nailer End Length Tag 6 000 Opp 6.000 Depth 3 .000 5.000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42 000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 1000# AddLoad on Top chord at panel points. SEE SLOPE SEAT DETAIL SPECIAL 5" SEAT DEPTH RE End loads. TSJI Left TC axial load: 0.000 Right TC axial load: 0.000 24.000 in Deep 22.965 in Effective Depth 20.250 in Clear Depth 536625 in-#Moment 48.000 in Interior Panel 8 Web Vees NtUp Dead Live 0.000 0.000 0 000 0.000 0 000 0.000 392.000 in Design length 248 in4 Ix L/ 739 Live Defl 1.000 in Chord gap 24.000 in Left End 5247 # SJI reaction Snow 0.000 0.000 Wind 0.000 0.000 Addl 0 000 Ki 0.000 Ki 1062 # Minimum Shear 0 in4 Minimum Ix L/ 357 SJI Defl 0.445 in Camber 23.000 in Right End 5247 # SJI reaction Top Chord: 2-LL2x2x.l37 Bndg < 208" Center: Sixth Tag end panl: First point: Opp end panl: Last point: Chord shear: Ix= 0 413 L = 24.000 L = 24.000 L = 24.000 L = 23.000 V = 4237 A = Iy= P = P = P = P = P = P = C = 1 058 1 581 -23367 -21190 -11293 -11293 -11309 -11309 16640 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = 0.551 0.624 -25586 -23688 -19478 -28578 -19802 -28578 7732 Fy Ry M M M M M fc = = = = = = = = 50000 1.222 519 654 1813 784 1297 15721 Bearing seats. Tag End L2x2x.250 Weld 2.58" Opposite End L2x2x.250 Weld 2 58" Bot Chord: 2-LL1-3/4X.125 Ix= 0.251 Center: L = 48 000 A = 0.844 Iy= 1 068 P = 22380 Y = 0.484 Rx = 0.546 Pa = 25313 Fy Ry 50000 1.125 Q = 0.879 Rz = 0.397 2 Fillers No Fillers No Filler No Filler f = 11026 Q = 0.897 Rz = 0.347 Chord shear: V = 4885 T = 10966 fv = 11165 ft = 12997 f = 12918 Job #8V00989 - 2RF Customer Valley Joist West Page 16 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J37 2 - 24LH260/149/-48 x 33' 0.000 Special Wood nailer Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 U5 U6 US U7 US U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -LIB -L15 -LIB Web W2L VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 19 36 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 21 51 14 Length in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 24 28 46 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 32 57 12 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 315 205 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196Z 347z 247z 196z 297Z 247Z 196z 247z 247Z 196Z 247Z 247z 196z 247Z 247Z 196z 247z 297Z 196z 247z 297z 196Z 219 Shear Ibs 4885 112 624 3569 96 416 2407 96 224 1244 96 375 281 96 1438 256 96 2601 448 96 3763 642 96 4895 Force Ibs 9810 137 761 5163 96 602 3481 96 324 1800 96 542 406 96 2080 370 96 3761 648 96 5443 680 119 9832 Allow Ibs 18040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 9454 6184 18040 Compressive Shear Ibs 736 1653 4237 512 1603 2988 320 1626 1826 128 1637 1062 1062 1636 160 2019 1623 352 3182 1598 544 4355 1565 738 Force Ibs 1478 2015 5164 741 1603 4322 463 1626 2641 185 1637 1536 1536 1636 231 2921 1623 509 4602 1598 787 4612 1948 1482 Allow Ibs 3591 2688 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 4618 2579 3591 Weld Available Thick x Length 22x1 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl llxl 11x0 22x1 l 6 4 6 5 3 1 5 8 6 5 5 5 5 6 9 5 2 4 5 7 4 6 1 Weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 4/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ 7/ 4/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 6 4 Job #8V00989 - 2RF Customer: Valley Joist West Page 17 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J38 1 - 24LH260/149/-48 x Parallel chord Longspan 33' 0.000 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3.000 5.000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. Wind 400# AddLoad on Top chord at panel points. SEE SLOPE SEAT DETAIL SPECIAL 5" SEAT DEPTH RE End loads- TSJI Left TC axial load 0.000 Right TC axial load: 0.000 24.000 in Deep 22.965 in Effective Depth 20.250 in Clear Depth 536625 in-#Moment 48.000 in Interior Panel 8 Web Vees NtUp Dead Live 0.000 0.000 0.000 0.000 0.000 0.000 392.000 in Design length 248 in4 Ix L/ 739 Live Defl 1 000 in Chord gap 24.000 in Left End 5247 # SJI reaction Snow 0.000 0.000 Wind Equk 7.000 7.000 Addl 0.000 0.000 1062 # Minimum Shear 0 in4 Minimum Ix L/ 357 SJI Defl 0.445 in Camber 23.000 in Right End 5247 # SJI reaction 0 000 Ki 0 000 Ki Top Chord: 2-LL2x2x.l37 Bndg < 208" Center Sixth. Tag end panl: First point: Opp end panl• Last point. Chord shear: Ix= 0.413 L = 24.000 L = 24.000 L = 24.000 L = 23 .000 V = 4237 A = Iy= P = P = P = P = P = P = C = 1.058 1.581 -23367 -21190 -11293 -11293 -11309 -11309 16640 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = 0 551 0 624 -25586 -23688 -19478 -28578 -19802 -28578 7732 Fy = Ry = M = M = M = M = M = fc = 50000 1.222 519 654 1813 784 1297 15721 Bearing seats: Tag End L2x2x.250 Weld 2.58" Opposite End L2x2x.250 Weld 2.58" Bot Chord:2-LL1-3/4X 125 A = 0.844 Ix= 0.251 Iy= 1.068 Y = 0.484 Rx = 0.546 Fy Ry 50000 1.125 Q = 0 879 Rz = 0 397 2 Fillers No Fillers No Filler No Filler f = 11026 Q = 0.897 Rz = 0.347 Center: L = 48.000 P = 22380 Pa = 25313 Chord shear: V = 4885 T = 10966 fv = 11165 ft = 12997 f = 12918 Job #8V00989 - 2RF Customer Valley Joist West Page 18 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments CBC 2007 (92IBC06) J38 1 - 24LH260/149/-48 x 33' 0.000 Special Wood nailer Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 U8 U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -n -LI -LX -L3 -L3 -L3 -LS -LS -LS -L7 -L7 -L7 -LS -LS -LS -Lll -HI -HI -L13 -L13 -L13 -H5 -L15 -US Web W2L VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 19 36 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 21 51 14 Length in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 24 28 46 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 32 57 12 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 315 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 1962 3472 2472 1962 2972 247z 1962 2472 2472 1962 2472 2472 1962 2472 2472 1962 2472 2972 1962 247z 2972 1962 219 Shear Ibs 4885 512 967 3569 496 710 2407 496 469 1310 496 555 452 496 1485 509 496 2601 750 496 3763 993 496 4895 Force Ibs 9810 624 1178 5163 496 1027 3481 496 678 1895 496 802 654 496 2148 736 496 3761 1085 496 5443 1052 617 9832 Allow Ibs 18040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 9454 6184 18040 Corapressive Shear Ibs 1095 1866 4237 830 1829 2988 589 1851 183S 348 1862 1062 1062 1861 389 2019 1848 630 3182 1824 871 4355 1791 1097 Force Ibs 2200 2274 5164 1201 1829 4322 853 1851 2655 504 1862 1536 1536 1861 562 2921 1848 911 4602 1824 1259 4612 2228 2204 Allow Ibs 3591 2688 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 4618 2579 3591 Weld Available Thick x Length 22x1 llxo 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl llxl 11X0 22x1 1 7 4 6 6 3 1 6 8 6 6 5 5 6 7 9 6 2 4 6 7 4 7 1 Weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 1 2 2 2 2 3 2 2 2 2 4/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ 7/ 4/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 6 4 Job #8V00989 - 2RF Valley Joist West Page 19 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer:M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project.VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T39 1 - 24LH260/149/-48 x 33' 4.500 Parallel chord Longspan Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3.000 3 000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42 000 42 000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD RE - 2" LG WELD End loads: TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load: 0.000 24.000 in Deep 22.965 in Effective Depth 20.250 in Clear Depth 544873 in-#Moment 48.000 in Interior Panel 8 Web Vees 0.000 0.000 0 000 0.000 0.000 0 000 396.500 in Design length 248 in4 Ix L/ 714 Live Defl 1 000 in Chord gap 24.000 in Left End 5295 # SJI reaction Snow Wind Equk Addl 0 000 0.000 7.000 0.000 Ki 0.000 0 000 7.000 0.000 Ki 1074 # Minimum Shear 0 in4 Minimum Ix L/ 345 SJI Defl 0.455 in Camber 25.250 in Right End 5295 # SJI reaction Top Chord: 2-LL2x2x 137 Bndg < 208" Center: Sixth: Tag end panl: First point: Opp end panl: Last point- Chord shear: Ix= 0.413 L = 24.000 L = 24.000 L = 24 000 L = 25.250 V = 4288 A = Iy= P = P = P = P = P = P = Q = 1.058 1.581 -23726 -21444 -11368 -11368 -11348 -11348 16793 Y = Rx = Pax= Paz= Paz = Pa = Paz= Pa = fv = 0.551 0.624 -25586 -23688 -19478 -28578 -19062 -28578 7824 Fy Ry M M M M M fc = = = = = = = = 50000 1.222 519 654 1813 938 1578 15866 Bearing seats: Tag End L2x2x.250 Weld 2.59" Opposite End L2x2x.250 weld 2.59" Bot Chord; 2-LL1-3/4X.125 A = 0.844 Ix= 0.251 Iy= 1.068 Center: L = 48.000 P = 22855 Y = 0.484 Rx = 0 546 Pa = 25313 Fy Ry 50000 1.125 Q = 0.879 Rz = 0.397 4 Fillers No Fillers No Filler No Filler f = 11142 Q = 0.897 Rz = 0.347 Chord shear- V = 4935 T = 11089 fv = 11279 ft = 13142 f = 13054 Job #8V00989 - 2RF Valley Joist West Page 20 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T39 1 - 24LH260/149/-48 x 33' 4.500 Special Wood nailer Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 U8 US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U1S -LI -LI -LI -L3 -L3 -L3 -LS -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -LIB -LIB Web W2 VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 WS V2 W4 W3R V3 W2 Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 28 32 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 56 71 14 Length in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 26 27 •16 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 15 29 12 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347z 247z 196z 297z 247z 196z 247Z 247z 196z 247z 247Z 196z 247z 247z 196Z 247Z 297Z 196z 247Z 347Z 196z 219 Shear Ibs 4935 112 633 3620 96 425 2459 96 233 1298 96 349 308 96 1383 247 96 2B44 439 96 3705 638 105 4921 Force Ibs 9911 137 771 5236 96 615 3557 96 337 1878 96 SOB 445 96 2000 357 96 3680 635 96 5359 726 125 9883 Allow Ibs 18040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 12656 6184 18040 Compressive Shear Ibs 745 1653 4288 521 1604 3040 329 1627 1879 137 1639 1074 1074 1638 151 1963 1626 343 3124 1602 535 4321 1616 742 Force Ibs 1496 2015 5225 754 1604 4397 476 1627 2717 198 1639 15S3 1BB3 1638 218 2840 1626 496 4519 1602 774 4919 1921 1491 Allow Ibs 3B91 2688 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 37B2 3588 3752 5436 3588 3752 6757 2820 3591 Weld Available Thick x Length 22x1 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11X0 22x1 1 6 4 6 5 4 1 5 8 6 5 5 5 5 6 9 5 1 4 5 7 3 6 1 Weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 4/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ O/ 3/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 Job #8V00989 - 2RF Valley Joist West Page 21 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments- CBC 2007 (92IBC06) *T40 1 - 24LH260/149/-48 x Parallel chord Longspan 33' 4 000 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 .000 3.000 Slope Holes Y Top Chord Ext BCX Holdback 2 O1 4.500 Pitch EP/#1L 42 000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points SEE SLOPE SEAT DETAIL End loads: TSJI Left TC axial load. 0 000 Right TC axial load 0.000 24.000 in Deep 22.674 in Effective Depth 19.250 in Clear Depth 743704 m-#Moment 48.000 in Interior Panel 8 Web Vees NtUp 0.000 0.000 Dead 0.000 0.000 Live 0.000 0.000 Snow Wind 0.000 0.000 396 000 in Design length 1073 # Minimum Shear 0.000 35.000 0.000 7.000 Addl 0.000 Ki 0.000 Ki 338 in4 Ix L/ 977 Live Defl 1.000 in Chord gap 24.000 in Left End 5290 # SJI reaction 0 in4 Minimum Ix L/ 472 SJI Defl 0.454 in Camber 25.000 in Right End 5290 # SJI reaction Top Chord- 2~LL3X3x.250 Bndg < 278" Center: Tag end panl: First point: Opp end panl: Last point• Chord shear: Ix= 2.488 L = 24.000 L = 24.000 L = 25.000 V =4282 A = Iy= P = P = P = P = P = C = 2.875 7.669 -32800 -28527 -28527 -11918 -12591 29467 Y = Rx = Paz = Paz = Pa = Paz= Pa = fv = 0 842 0.930 -75071 -64315 -77625 -63734 -77625 2855 Fy Ry M M M M M fc = = = = = = 50000 1.633 519 654 1813 920 1545 10249 Bearing seats. Tag End LLH3x4x3/8 Weld 6.62" Opposite End LLH3x4x3/8 Weld 1.42" Bot Chord: 2-LL1-3/4X.125 A = 0.844 Y = 0.484 Ix= 0.251 Iy= 1.068 Rx = 0.546 Center: L = 48.000 P = 23095 Pa = 25313 Chord shear: v = 4929 T = 11218 fv = 11266 Fy Ry 50000 1 125 Q = 0.961 Rz = 0.592 No Fillers No Filler No Filler f = 5866 ft = 13295 Q = 0 897 Rz = 0.347 f = 13081 Job #8V00989 - 2RF Valley Joist West Page 22 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <i Comments: CBC 2007 (92IBC06) PANEL POINTS & VERTICALS** 1 - 24LH260/149/-48 x 33' 4.000 Special Wood nailer*T40 Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 US U6 US U7 US US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U1S -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -LIB Web W2 VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2 Slope 60 35 35 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 27 33 60 45 21 21 63 00 63 63 00 63 63 00 63 63 00 63 63 00 63 63 00 63 89 49 45 Length in 45 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 25 27 45 98 75 75 02 67 02 02 67 02 02 67 02 02 67 02 02 67 02 02 67 02 65 19 98 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 359 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 1962 347z 247z 196Z 297Z 247Z 196z 247Z 247z 196z 247z 247z 196Z 247z 247Z 196Z 247z 297Z 196z 247z 296Z 196z 219 Shear Ibs 4929 112 632 3615 96 424 2453 96 232 1292 96 352 305 96 1389 248 96 2550 440 96 3711 638 104 4918 Force Ibs 9995 137 774 5264 96 617 3573 96 338 1882 96 512 444 96 2023 361 96 3714 641 96 5404 722 125 9973 Allow Ibs 18040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 18040 Compressive Shear Ibs 744 1723 4282 520 1667 3034 328 1682 1873 136 1684 1073 1073 1674 152 1970 1653 344 3131 1619 536 4325 1616 742 Force Ibs 1509 2109 5241 757 1667 4418 478 1682 2727 198 1684 1562 1562 1674 221 2868 1653 501 4559 1619 781 4893 1937 1505 Allow Ibs 3613 2734 6334 3788 3636 5463 3788 3636 3788 3788 3636 3788 3788 3636 3788 3788 3636 3788 5463 3636 3788 4927 2841 3613 Weld Available Thick x Length 22x1 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 22x1 1 7 4 6 5 4 1 5 8 6 5 5 5 5 6 9 5 1 4 5 7 3 6 1 Weld (in) Top/Bottm 3 4 3 3 4 3 3 3 3 3 3 3 3 3 3 3 3 4 3 3 3 3 3/ o/ 9/ O/ 2/ 9/ O/ 9/ 9/ O/ 9/ 9/ O/ 9/ 9/ O/ 9/ 2/ O/ 9/ 6/ 2/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 7 3 Job #8V00989 - 2RF Customer: Valley Joist West Page 23 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project. M R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J41 3 - 24LH260/149/-48 x 33' 2.000 Special Wood nailer Parallel chord Longspan End Length ^Depth Tag 6.000 3.000 Opp 6 000 3.000 Slope Holes Top Chord Ext E 0' 2 000 BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD RE - 2" LG WELD End loads: TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load: 0.000 24.000 in Deep Snow 22 965 in Effective Depth 20.250 in Clear Depth 540293 in-ttMoment 48.000 in Interior Panel 8 Web Vees Top Chord: 2-LL2x2x.l37 0.000 0 000 0.000 0.000 0.000 0.000 394.000 in Design length 248 in4 Ix L/ 728 Live Defl 1 000 in Chord gap 24 000 in Left End 5268 # SJI reaction Wind 0.000 0.000 Equk 7.000 7 000 Addl 0.000 Ki 0 000 Ki Bndg < 208" Center: Sixth: Tag end panl• First point: Chord shear: Ix= 0.413 L = 24.000 L = 24 000 L = 24 000 V =4260 A = Iy= P = P = P = P = C = 1.058 1.581 -23526 -21303 -11326 -11326 16708 Y = Rx = Pax= Paz= Paz= Pa = fv = 0.551 0.624 -25586 -23688 -19478 -28578 7773 Fy = Ry = M = M = M = fc = 50000 1.222 519 654 1813 15785 0.000 0.000 1067 # Minimum Shear 0 in4 Minimum Ix L/ 351 SJI Defl 0.449 in Camber 24.000 in Right End 5268 # SJI reaction 0.000 in Opp TCX Defl Q = 0.879 Rz = 0.397 4 Fillers No Fillers No Filler f = 11078 Bearing seats: Tag End L2x2x.250 Weld 2.59" Opposite End L2x2x.250 Weld 2.59" Bot Chord: 2-LL1-3/4X.125 A = 0.844 Y = 0.484 Ix= 0.251 Iy= 1.068 Rx = 0.546 Center. L = 48 000 P = 22591 Pa = 25313 Chord shear: V = 4907 T = 11021 fv = 11216 Fy = 50000 Ry = 1 125 ft = 13062 Q Rz 0 897 0.347 f = 12978 Job #8V00989 - 2RF Customer Valley Joist West Page 24 VI.92 By JS 08-07 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J41 3 - 24LH260/149/-48 x 33' 2.000 Special Wood nailer Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 05 U6 U6 U7 U8 US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -LIB Web W2 VI W3L W4 V2 WS W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R VI W2 Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 23 34 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 53 86 14 Length in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 25 27 46 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 05 99 12 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 359 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347z 247z 196Z 297z 247z 196z 247z 247Z 196z 247z 247z 196Z 247Z 247z 196z 247Z 297z 196z 247z 296z 196z 219 Shear Ibs 4907 112 628 3592 96 420 2430 96 228 1268 96 363 293 96 1414 252 96 2575 444 96 3737 640 100 4907 Force Ibs 9855 137 765 5195 96 607 3515 96 330 1834 96 526 423 96 2045 364 96 3725 642 96 5406 698 122 9855 Allow Ibs 18040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 18040 Compressive Shear Ibs 740 1653 4260 516 1604 3011 324 1627 1849 132 1638 1067 1067 1637 156 1994 1624 348 3156 1600 540 4340 1588 740 Force Ibs 1486 2015 5191 746 1604 4355 469 1627 2675 191 1638 1543 1543 1637 226 2885 1624 503 4565 1600 781 4733 1936 1486 Allow Ibs 3591 2688 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 5120 2688 3591 Weld Available Thick x Length 22x1 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 22x1 1 6 4 6 5 3 1 5 8 6 5 5 5 5 6 9 5 2 4 5 7 3 6 1 Weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 4/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ 7/ 4/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 6 4 Job #8V00989 - 2RF Customer: Valley Joist West Page 25 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J42 1 - 24LH260/149/-48 X Parallel chord Longspan 33' 4.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3.000 3.000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 149 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 260 #/ft full length Uniform Dead load 111 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 1000# AddLoad on Top chord at panel points. Wind 400# AddLoad on Top chord at panel points. SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD RE - 2" LG WELD End loads: TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load- 0.000 24.000 in Deep 22.965 in Effective Depth 20.250 in Clear Depth 544873 m-#Moment 48.000 in Interior Panel 8 Web Vees 0.000 0.000 0.000 0.000 0.000 0.000 396.500 in Design length 248 in4 Ix L/ 714 Live Defl 1.000 in Chord gap 24.000 in Left End 5295 # SJI reaction Snow 0.000 0 000 Wind Equk 7 000 7.000 0.000 0.000 1074 # Minimum Shear 0 in4 Minimum Ix L/ 345 SJI Defl 0.455 in Camber 25.250 in Right End 5295 # SJI reaction Addl 0.000 Ki 0 000 Ki Top Chord. 2-LL2x2x.l37 Bridg < 208" Center Sixth. Tag end panl: First point: Opp end panl• Last point: Chord shear Ix= 0.413 L = 24.000 L = 24 000 L = 24 000 L = 25.250 V = 4288 A = ly= P = P = P = P = P = P = C = 1 058 1.581 -23726 -21444 -11368 -11368 -11348 -11348 16793 Y = Rx = Pax= Paz= Paz = Pa = Paz= Pa = fv = 0.551 0 624 -25586 -23688 -19478 -28578 -19062 -28578 7824 Fy = Ry = M = M = M = M = M = fc = 50000 1.222 519 654 1813 938 1578 15866 Bearing seats- Tag End L2x2x.250 Weld 2.59" Opposite End L2x2x.250 Weld 2 59" Bot Chord;2-LL1-3/4X.125 A = 0.844 Ix= 0 251 Iy= 1.068 Y = 0.484 Rx = 0.546 Fy Ry 50000 1 125 Q = 0.879 Rz = 0 397 4 Fillers No Fillers No Filler No Filler f = 11142 Q = 0 897 RZ = 0 347 Center: L = 48.000 P = 22855 Pa = 25313 Chord shear: V = 4935 T = 11089 fv = 11279 ft = 13142 f = 13054 Job #8V00989 - 2RF Customer Valley Joist West Page 26 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE ti PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 1 - 24LH260/149/-48 x 33' 4.500 Special Wood nailerJ42 Parallel chord Longspan Tensile Location UO tri U2 U2 U3 U4 U4 U5 U6 U6 U7 US US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L1S Web W2 VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2 Slope 60 34 34 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 28 32 60 14 86 86 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 26 00 26 56 71 14 Length in 46 27 27 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 26 27 46 12 99 99 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 22 97 22 15 29 12 Member 1- R7 - 7/8 1-LLlXlX 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlXlX 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196Z 347z 247z 196Z 297z 247z 196z 247z 247z 196z 247z 247Z 196Z 247Z 247Z 196Z 247Z 297z 196z 247z 347Z 196Z 219 Shear Ibs 4935 512 977 3620 496 720 2459 496 480 1359 496 527 482 496 1435 497 496 2544 738 496 3705 985 505 4921 Force Ibs 9911 624 1190 5236 496 1042 3557 496 694 1965 496 762 697 496 2076 719 496 3680 1067 496 5359 1121 600 9883 Allow Ibs 18040 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 12656 6184 18040 Compressive Shear Ibs 1105 1866 4288 840 1829 3040 600 1853 1883 359 1864 1074 1074 1864 377 1963 1851 617 3124 1827 858 4321 1835 1102 Force Ibs 2219 2275 5225 1215 1829 4397 868 1853 2723 520 1864 1553 1553 1864 545 2840 1851 893 4519 1827 1241 4919 2181 2214 Allow Ibs 3591 2688 6270 3752 3588 5436 3752 3588 3752 3752 3588 3752 3752 3588 3752 3752 3588 3752 5436 3588 3752 6757 2820 3591 Weld Available Thick x Length 22x1 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 22x1 1 7 4 6 6 4 1 6 8 6 6 5 5 6 6 9 6 1 4 6 7 3 7 1 Weld (in) Top/Bottm 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 4/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ O/ 3/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 4 1 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 Job #8V00989 - 2RF Customer: Valley Joist West Page 27 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX: 858/679-4720 CONTACT SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <S PANEL POINTS & VERTICALS** Comments CBC 2007 (92IBC06) *T44 1 - 24LH272/160/-48 x Parallel chord Longspan 21' 8.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 •Depth 3 .000 3 .000 Slope Holes Y Y Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 1000# AddLoad on Top chord at panel points. TC cone loads End loads. Left TC axial load: Right TC axial load: 24.000 in Deep 23.032 in Effective Depth 20.500 in Clear Depth 319936 in-#Moment 48 000 in Interior Panel 5 Web Vees Load Spacing 1000 •L TSJI 0.000 0.000 '9-1/2 19' 11 NtUp 0.000 0.000 Location Point Ul Type TSJI, Dead Wind Equk 7 000 7 000 Dead Live Snow 0.000 0.000 0.000 0 000 0.000 0.000 0.000 0 000 256.500 in Design length 852 # Minimum Shear 219 in4 Ix 0 in4 Minimum Ix L/2172 Live Defl L/ 955 SJI Defl 1.000 in Chord gap 0.190 in Camber 19.500 in Left End 28.125 in Right End 4831 # SJI reaction 3983 # SJI reaction Addl 0.000 Ki 0.000 Ki Top Chord. 2-LL2x2x.l25 Bndg < 207" Ix= 0.380 Center Tag end panl First point Opp end panl Last point L = 24.000 L = 19.500 L = 28.125 Chord shear: V =2655 A = iy=p =p =p =p =p =c = 0.969 1.441 -13891 -10829 -10829 -9212 -9212 12692 Y = Rx = Paz= Paz= Pa = Paz= Pa = fv = 0.546 0 626 -20723 -18286 -26156 -15939 -26156 5311 Fy Ry M M M M M fc = = = = = =^ 50000 1 219 536 759 636 1270 1943 13102 Bearing seats: Tag End L2x2x.250 Weld 2.88" Opposite End L2x2x.250 Weld 2.73" Bot Chord 2-LL1-1/2X.125 Ix= 0.156 Center. L = 48.000 A = 0.719 Y = 0.421 Iy= 0.765 Rx = 0.465 P = 10999 Pa = 21563 Fy Ry 50000 1.032 Q = 0 834 Rz = 0.398 No Fillers No Filler No Filler f = 8433 Q = 0.961 Rz = 0.296 Chord shear: V = 4454 T = 8110 fv = 11877 ft = 11284 f = 13149 Job #8V00989 - 2RF Valley Joist West Page 28 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE Comments. CBC 2007 (92IBC06) PANEL POINTS & VERTICALS** 1 - 24LH272/160/-48 x 21' 8.500 Special Wood nailer*T44 Parallel chord Longspan Tensile Location UO Ul U1A U2 U2 U3 U4 U4 U5 U6 U6 U7 U8 U8 U9 U10 -LI -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 Web W2L VI V2 W3 W4 V3 WS W6 V3 W6 W5 V3 W4 W3 V2 W2R Slope 60 41 27 35 46 0 46 46 0 46 46 0 46 35 27 60 07 67 27 20 18 00 18 18 00 18 18 00 18 20 27 07 Length in 46 30 25 28 33 23 33 33 23 33 33 23 33 28 25 46 16 83 91 19 26 03 26 26 03 26 26 03 26 19 91 16 Member 1- R7 - 7/8 1-LL1-1/4X 109 2-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 2-LLlXlX 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 261 412 315 261 206 261 261 206 261 261 206 261 315 412 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 247z 196Z 297Z 247z 196z 247z 247z 196z 247z 247Z 196Z 247Z 297z 196Z 219 Shear Ibs 4454 56 74 344 1971 96 144 852 96 852 144 96 2123 344 113 3508 Force Ibs 8926 75 83 421 2847 96 208 1230 96 1230 208 96 3066 421 127 7031 Allow Ibs 18040 7819 12367 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 12367 18040 Compressive Shear Ibs 474 2359 1460 2655 240 1607 1334 370 1613 218 1486 1606 240 2807 1678 457 Force Ibs 950 3158 1642 3250 347 1607 1926 535 1613 315 2146 1606 347 3436 1888 915 Allow Ibs 3586 4164 8929 3632 3744 3577 3744 3744 3577 3744 3744 3577 3744 3632 8929 3586 Weld Available Thick x Length 22x1 llxl 11x0 llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl 11x0 22x0 0 0 5 0 9 5 6 4 5 4 7 5 9 1 6 8 Weld (in) Top/Bottm 2 4 2 2 2 2 2 2 2 2 2 2 2 4 8/ 5/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 5/ 2 3 2 2 1 2 2 1 2 2 I 2 2 3 S 4 6 7 8 7 7 8 7 7 8 7 6 4 Job #8V00989 - 2RF Customer. Valley Joist West Page 29 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF I CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J45 11 - 24LH272/160/-48 X Parallel chord Longspan 21' 8.500; Special Wood nailer End Length Depth Tag 6.000 3.000 Opp 6.000 3.000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42 000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. End loads: TSJI NtUp Dead ! Live Left TC axial load- 0 000 Right TC axial load 0.000 24.000 in Deep 23.032 in Effective Depth 20.500 in Clear Depth 310186 in-#Moment 48 000 in Interior Panel 5 Web Vees 0.000 0.000 0.000 0.000 0.000 ' 0.000 256 500 in Design length 219 in4 Ix L/2172 Live Defl 1.000 in Chord gap 28.125 in Left End 3907 # SJI reaction Snow 0.000 0.000 Wind Equk 7 000 7.000 0.000 0.000 727 # Minimum Shear 0 in4 Minimum Ix L/1002 SJI Defl 0.190 in Camber 28.125 in Right End 3907 # SJI reaction Addl 0 000 Ki 0 000 Ki Top Chord: 2 Bridg < 207" Center: Tag end panl First Chord point shear . Bearing seats -LL2x2x Ix= L = L = V = 0 24 28 L Tag Opposite Bot Chord 2 Chord Center: shear : 125 .380 .000 .125 2731 A = Iy= P = P = P = C = End L2x2x. End L2x2x. -LL1-1/2X.125 Ix= L = V = 0 48 156 .000 3432 A = ly= P = T = 0.969 1.441 -13467 -9080 -9080 12110 250 250 0.719 0 765 10497 7449 Y ! Rx - = Paz = Paz = Pa fv Weld Weld Y Rx Pa fv = = 2 2 = = = 0.546 0.626 -20723 -15939 -26156 5463 .72" .72" 0.421 0 465 21563 9153 Tensile Location UO -LI Ul -LI Web Slope W2 60 07 VI 27 27 Length in 46 16 25 91 Area R Shear Force Member 1- R7 - 7/8 1-LLlxlx 109 in2 in 0 601 0 219 0 206 0 196Z Ibs 3432 113 Ibs 6878 127 Fy - Ry = M = M = M = fc = Fy = Ry = ft = 50000 1.219 542 1270 1943 12501 50000 1.032 10364 Compressive Allow Shear Force Ibs 18040 6184 Ibs Ibs 457 915 1678 1888 Allow Ibs 3586 3075 Q = 0.834 Rz = 0.398 No Fillers No Filler f = 8301 Q = 0.961 Rz = 0.296 f = 10518 Weld Available Thick x Weld (in) Length Top/Bottm 22x0 8 11x0 6 23/20 U2 -LI W3 35 20 28 19 1-LL1-1/2X 109 0 315 0 297z 344 421 9454 2731 3343 3632 llxl 0 28/26 Job #8V00989 - 2RF Valley Joist West Page 30 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J45 11 - 24LH272/160/-48 x 21' 8 500 Special Wood nailer Parallel chord Longspan Tensile Length Location U2 U3 U4 U4 U5 -L3 -L3 -L3 -L5 -L5 Web W4 V2 W5 W6 V2 Slope 46 18 0 00 46 18 46 18 0 00 in 33 23 33 33 23 26 03 26 26 03 Member l-LLl-l/4x 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 Area in2 0 261 0 206 0 261 0 261 0 206 0 0 0 0 0 R in 247z 196z 247Z 247z 196Z Shear Ibs 2047 96 144 772 96 Force Allow Ibs 2957 96 208 1115 96 Ibs 7819 6184 7819 7819 6184 Compressive Shear Ibs 240 1605 1410 294 1611 Force Ibs 347 1605 2036 425 1611 Allow Ibs 3744 3577 3744 3744 3577 Weld Thick x Length 11x0 9 11x0 5 11x0 6 11x0 3 11x0 5 Available Weld (in) Top/Bottm 29/27 23/18 29/27 29/27 23/18 Job #8V00989 - 2RF Customer: Valley Joist West Page 31 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX. 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T46 1 - 24LH272/160/-48 x Parallel chord Longspan 20' 9 000 Special Wood nailer End Length Tag 6 000 Opp 6 000 Depth 3 .000 3.000 Holes Y Y Top Chord Ext BCX Holdback Pitch > 0' 3.500 E 0' 2.000 EP/#1L 42.000 42.000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points, Dead 1000# AddLoad on Top chord at panel points, TC cone loads:Load 1000 1000 Spacing 4-10-1/4 8'0 7'10-3/4 Location 4'10-l/4 12 '10-1/4 Point U2 U6 Type TSJI, Dead TSJI, Dead KNIFE PLATE RE End loads: TSJI Left TC axial load: 0.000 Right TC axial load: 0.000 24.000 in Deep 22.736 in Effective Depth 19.500 in Clear Depth 917218 in-#Moment 48.000 in Interior Panel 5 Web Vees NtUp Dead Live Snow 0.000 0.000 0 000 0.000 0.000 0.000 0.000 0.000 245.000 in Design length 300 in4 Ix L/3406 Live Defl 1 000 in Chord gap 28 125 in Left End 4926 # SJI reaction Wind Equk 0 000 35.000 0.000 51 000 Addl Top Chord' Bridg < 278" Center. Tag end panl: First point: Opp end panl: Last point: Chord shear: 2-LL3X3X.250 Ix= 2.488 L = 24.000 L = 28.125 L = 21 375 V =3740 A = ly= P = P = P = P = P = C = 2.875 7.669 -40341 -30417 -31565 -40017 -40017 35707 Y = Rx = Paz= Paz= Pa = Paz= Pa = fv = 0.842 0.930 -75071 -61851 -77625 -65787 -77625 2493 Fy Ry M M M M M fc = 50000 = 1.633 567 = 1270 = 1943 715 = 1159 = 12420 0.000 Ki 0.000 Ki 944 # Minimum Shear 0 in4 Minimum Ix L/1153 SJI Defl 0.174 in Camber 21.375 in Right End 4628 # SJI reaction 0.000 in Opp TCX Defl Q = 0.961 Rz = 0 592 No Fillers No Filler No Filler f = 6692 Bearing seats Tag End Opposite End LLH3x4x3/8 Weld 6.63" LLH3x4x3/8 Weld 9.63" Bot Chord: 2-LL1-1/2X.125 A = 0.719 Y = 0 421 Fy = 50000 = 0 961 Ix= 0.156 Iy= 0.765 Rx = 0.465 Ry = 1 032 Rz = 0 296 Center L = 48.000 P = 13105 Pa = 21563 Chord shear: V = 4444 T = 10041 fv = 11850 ft = 13970 f = 13755 Job #8V00989 - 2RF Customer Valley Joist West Page 32 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project; M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 1 - 24LH272/160/-48 x 20' 9.000 Special Wood nailer*T46 Parallel chord Longspan Tensile Length Location UO Ul U2 U2 U3 U4 CJ4 U5 U6 U6 U7 U8 US U9 U10 -LI -LI -LI -L3 -L3 -L3 -LS -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 Web W2L VI W3L W4 V2 W5 W6 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 27 35 46 0 46 46 0 46 46 0 46 11 39 60 39 58 55 55 00 55 55 00 55 55 00 55 80 32 39 in 46 25 27 33 22 33 33 22 33 33 22 33 23 29 46 01 65 95 06 74 06 06 74 06 06 74 06 23 39 01 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 2-LLlxlx 109 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 261 261 206 261 261 206 261 315 206 412 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347z 247Z 196z 247z 247Z 196Z 247Z 247Z 196z 247Z 297Z 196Z 196z Shear Ibs 4444 113 321 2051 96 121 944 96 944 167 96 3061 358 89 4222 Force Ibs 8992 127 395 2982 96 176 1373 96 1373 243 96 4450 365 116 8544 Allow Ibs 18040 6184 12656 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 12367 Compressive Shear Ibs 434 1777 3740 217 1728 1409 218 1744 362 2419 1746 263 3696 1662 447 Force Ibs 878 2005 4597 316 1728 2049 317 1744 526 3517 1746 382 3775 2148 905 Allow Ibs 3608 3123 6282 3780 3626 3780 3780 3626 3780 3780 3626 3780 4877 2438 4477 Weld Thick Available X Length 22x1 11x0 13x1 11x0 11x0 11x0 11x0 11x0 11x0 llxl 11x0 llxl llxl 11x0 11x2 0 6 2 9 5 6 4 5 4 1 5 4 2 7 6 Weld (in) Top/Bottm 3 4 3 3 3 3 3 3 3 3 3 3 3 9 I/ O/ 9/ O/ 9/ 9/ O/ 9/ 9/ O/ 9/ 5/ 4/ 8/ 2 2 2 1 2 2 1 2 2 1 2 2 2 4 0 8 7 8 7 7 8 7 7 8 7 3 2 5 Job #8V00989 - 2RF Valley Joist West Page 33 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J47 4 - 24LH272/160/-48 X Parallel chord Longspan 21' 8.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 .000 3 .000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 100Oft AddLoad on Top chord at panel points TSJI 600# AddLoad on Bottom chord at panel points Dead 600# AddLoad on Bottom chord at panel points End loads: TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load: 0 000 24.000 in Deep 23.032 in Effective Depth 20.500 in Clear Depth 348661 in-#Moment 48.000 in Interior Panel 5 Web Vees 0 000 0.000 0.000 0.000 0.000 0.000 256.500 in Design length 219 in4 Ix L/2172 Live Defl 1.000 in Chord gap 28.125 in Left End 4507 # SJI reaction Snow Wind Equk Addl 0 000 0.000 7.000 0 000 Ki 0 000 0.000 7.000 0.000 Ki 727 # Minimum Shear 0 in4 Minimum Ix L/ 887 SJI Defl 0.190 in Camber 28.125 in Right End 4507 # SJI reaction Top Chord. 2-LL2x2x.l25 Bridg < 207" Center: Tag end panl: First point• Chord shear: Ix= 0.380 L = 24 000 L = 28.125 V =3200 A = P = P = P = C = 0 969 1.441 15138 -9959 -9959 13547 Y = 0.546 Rx = 0.626 Paz= -20723 Paz= -15939 Pa = -26156 fv = 6400 Fy = 50000 Ry = 1 219 M = 542 M = 1270 M = 1943 fc = 13984 Bearing seats: Tag End L2x2x.250 Weld 2.72" Opposite End L2x2x 250 Weld 2.72" Bot Chord: 2-LL1-1/2X.125 A = 0.719 Y = 0.421 Ix= 0.156 Iy= 0.765 Rx = 0.465 Center: L = 48.000 P = 12109 Pa = 21563 Chord shear- V = 3939 T = 8593 fv = 10503 Fy Ry 50000 1 032 Q = 0.834 Rz = 0.398 No Fillers No Filler f = 9479 Q = 0.961 Rz = 0.296 ft = 11956 f = 12085 Job #8V00989 - 2RF Customer Valley Joist West Page 34 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 4 - 24LH272/160/-48 x 21' 8.500 Special Wood nailerJ47 Parallel chord Longspan Tensile Length Location uo Ul U2 U2 U3 U4 U4 US -LI -LI -LI -L3 -L3 -L3 -L5 -LS Web W2 VI W3 W4 V2 W5 W6 V2 Slo 60 27 35 46 0 46 46 0 pe 07 27 20 18 00 18 18 00 in 46 25 28 33 23 33 33 23 16 91 19 26 03 26 26 03 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 Area in2 0 601 0 206 0 359 0 261 0 206 0 261 0 261 0 206 0 0 0 0 0 0 0 0 R in 219 196z 296Z 247Z 196z 247Z 247z 196Z Shear Ibs 3939 113 344 2459 96 165 1072 96 Force Ibs 7893 127 421 3552 96 238 1548 96 Allow Ibs 18040 6184 10781 7819 6184 7819 7819 6184 Compressive Shear Ibs 457 1682 3200 240 1612 1766 538 1620 Force Ibs 915 1892 3916 347 1612 2550 111 1620 Allow Ibs 3586 3075 4115 3744 3577 3744 3744 3577 Weld Thick Lenq 22x0 11x0 13x1 llxl 11x0 11x0 11x0 11x0 Available X th 9 6 1 1 5 8 5 5 Weld (in) Top/Bottm 2 2 2 2 2 2 2 3/20 8/26 9/27 3/18 9/27 9/27 3/18 Job #8V00989 - 2RF Valley Joist West Page 35 VI.92 By JS 08-07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN Project: VIASAT ROOF , CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <S PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T48 1 - 24LH272/160/-48 x 21' 8.500 Parallel chord Longspan Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3.000 3 000 Slope Holes Y Y Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. TSJI 50Oft AddLoad on Bottom chord at panel points Dead 500# AddLoad on Bottom chord at panel points End loads: TSJI NtUp Dead Live Left TC axial load 0.000 Right TC axial load. 0.000 24.000 in Deep 23.032 in Effective Depth 20.500 in Clear Depth 342248 in-#Moment 48.000 in Interior Panel 5 Web Vees 0.000 0.000 0.000 0.000 0.000 0.000 256.500 in Design length 219 in4 Ix L/2172 Live Defl 1.000 in Chord gap 28.125 in Left End 4407 # SJI reaction Snow 0.000 0.000 Wind Equk 7.000 7.000 0.000 0 000 727 # Minimum Shear 0 in4 Minimum Ix L/ 904 SJI Defl 0.190 in Camber 28.125 in Right End 4407 # SJI reaction Addl 0.000 Ki 0.000 Ki Top Chord: 2-LL2x2x.l25 Bridg < 207" Center: Tag end panl: First point: Chord shear: Ix= 0.380 L = 24.000 L = 28.125 V =3122 A = Iy= P = P = P = C = 0.969 1.441 -14859 -9813 -9813 13307 Y = Rx = Paz = Paz = Pa = fv = 0.546 0.626 -20723 -15939 -26156 6244 Fy~ Ry M M M fc = = = = = — 50000 1.219 542 1270 1943 13737 Bearing seats. Tag End L2x2x.250 Weld 2.72" Opposite End L2x2x.250 Weld 2 72" Bot Chord: 2-LL1-1/2X.125 A = 0.719 Y = 0.421 Ix= 0.156 Iy= 0.765 Rx = 0.465 Center: L = 48.000 P = 11840 Pa = 21563 Chord shear. V = 3854 T = 8403 fv = 10278 Fy Ry 50000 1.032 Q = 0 834 Rz = 0.398 No Fillers No Filler f = 9282 ft = 11690 Q = 0.961 Rz = 0.296 f = 11824 Job #8V00989 - 2RF Valley Joist West Page 36 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer- M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project. VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments CBC 2007 (92IBC06) *T48 1 - 24LH272/160/-48 x 21' 8.500 Special Wood nailer Parallel chord Longspan Tensile Length Location UO Ul U2 U2 U3 U4 U4 U5 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 Web W2 VI W3 W4 V2 W5 W6 V2 Slope 60 07 27 27 35 20 46 18 0 00 46 18 46 18 0 00 in 46 25 28 33 23 33 33 23 16 91 19 26 03 26 26 03 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 0 0 0 0 0 0 0 0 Area in2 601 206 359 261 206 261 261 206 0 0 0 0 0 0 0 0 R in 219 196z 296z 247z 196z 247z 247z 196z Shear Ibs 3854 113 344 2391 96 144 1022 96 Force Ibs 7724 127 421 3453 96 208 1476 96 Allow Ibs 18040 6184 10781 7819 6184 7819 7819 6184 Compressive Shear Ibs 457 1681 3122 240 1611 1706 498 1618 Force Ibs 915 1891 3821 347 1611 2464 719 1618 Allow Ibs 3586 3075 4115 3744 3577 3744 3744 3577 Weld Thick Lenq 22x0 11x0 13x1 llxl 11x0 11x0 11x0 11x0 X th 9 6 0 1 5 8 5 5 Available Weld (in) Top/Bottra 23/20 28/26 29/27 23/18 29/27 29/27 23/18 Job #8V00989 - 2RF Valley Joist West Page 37 VI.92 By JS 08-07 Entered 8/18/08 Revised 8/22/08 Customer: M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project- VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE PANEL POINTS & VERTICALS** Comments CBC 2007 (92IBC06) *T48A 1 - 24LH272/160/-48 x Parallel chord Longspan 21' 8.500 Special Wood nailer End Length Depth Tag 6.000 3 000 Opp 6 000 3.000 Slope Holes Top Chord Ext Y Y BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. TSJI 600# AddLoad on Bottom chord at panel points Dead 600# AddLoad on Bottom chord at panel points End loads: TSJI NtUp Dead Live Left TC axial load. 0.000 Right TC axial load 0.000 24.000 in Deep 23.032 in Effective Depth 20 500 in Clear Depth 348661 in-#Moment 48.000 in Interior Panel 5 Web Vees Snow Wind 0.000 0.000 0.000 0.000 0.000 0.000 256.500 in Design length 219 in4 Ix L/2172 Live Defl 1.000 in Chord gap 28.125 in Left End 4507 # SJI reaction Equk 7.000 7.000 0.000 0.000 0.000 0.000 727 # Minimum Shear 0 in4 Minimum Ix L/ 887 SJI Defl 0 190 in Camber 28.125 in Right End 4507 # SJI reaction Addl 0.000 Ki 0.000 Ki Top Chord: 2-LL2x2x.l25 Bridg < 207" Center: Tag end panl: First point: Chord shear- Ix= 0.380 L = 24.000 L = 28.125 V =3200 A = iy=p =p =p =c = 0.969 1.441 -15138 -9959 -9959 13547 Y = Rx = Paz= Paz= Pa = fv = 0 546 0.626 -20723 -15939 -26156 6400 Fy Ry M M M fc = = = = = = 50000 I. 219 542 1270 1943 13984 Bearing seats: Tag End L2x2x.250 Weld 2.72" Opposite End L2x2x 250 Weld 2.72" Bot Chord: 2-LLl-l/2x.125 A = 0.719 Y = 0.421 Ix= 0.156 Iy= 0.765 Rx = 0.465 Center- L = 48.000 P = 12109 Pa = 21563 Chord shear: V = 3939 T = 8593 fv = 10503 Fy Ry 50000 1.032 Q = 0.834 Rz = 0.398 No Fillers No Filler f = 9479 ft = 11956 Q = 0 961 Rz = 0 296 f = 12085 Job #8V00989 - 2RF Valley Joist West Page 38 VI.92 By JS 08.07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T48A 1 - 24LH272/160/-48 x 21' 8.500 Special Wood nailer Parallel chord Longspan Tensile Length Location uo Ul U2 U2 U3 U4 U4 US -LI -LI -LI -L3 -L3 -L3 -L5 -L5 Web W2 VI W3 W4 V2 W5 W6 V2 Slope 60 07 27 27 35 20 46 18 0 00 46 18 46 18 0 00 in 46 25 28 33 23 33 33 23 16 91 19 26 03 26 26 03 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 Area 0 0 0 0 0 0 0 0 in2 601 206 359 261 206 261 261 206 0 0 0 0 0 0 0 0 R in 219 196z 296z 247Z 196z 247z 247z 196Z Shear Ibs 3939 113 344 2459 96 165 1072 96 Force Ibs 7893 127 421 3552 96 238 1548 96 Allow Ibs 18040 6184 10781 7819 6184 7819 7819 6184 Corapressive Shear Ibs 457 1682 3200 240 1612 1766 538 1620 Force Ibs 915 1892 3916 347 1612 2550 111 1620 Allow Ibs 3586 3075 4115 3744 3577 3744 3744 3577 Weld Thick Lenq 22x0 11x0 13x1 llxl 11x0 11x0 11x0 11x0 X th 9 6 1 1 5 8 5 5 Available Weld (in) Top/Bottm 23/20 28/26 29/27 23/18 29/27 29/27 23/18 Job #8V00989 - 2RF Customer. Valley Joist West Page 39 VI.92 By JS 08-07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE «PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J49 2 - 24LH272/160/-48 X Parallel chord Longspan 21' 8.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 .000 3 .000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42 000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. TSJI 300# AddLoad on Bottom chord at panel points Dead 300# AddLoad on Bottom chord at panel points End loads- TSJI NtUp Dead Live Left TC axial load- 0 000 Right TC axial load: 0.000 24.000 in Deep 23.032 in Effective Depth 20 500 in Clear Depth 329423 in-ttMoment 48.000 in Interior Panel 5 Web Vees 0 000 0.000 0.000 0.000 0.000 0.000 256 500 in Design length 219 in4 Ix L/2172 Live Defl 1 000 in Chord gap 28 125 in Left End 4207 # SJI reaction Snow 0.000 0.000 Wind 0.000 0.000 727 # Minimum Shear 0 in4 Minimum Ix L/ 941 SJI Defl 0.190 in Camber 28.125 in Right End 4207 # SJI reaction Addl 0.000 Ki 0 000 Ki Top Chord: 2-LL2x2x 125 Bridg < 207" Center: Tag end panl: First point: Chord shear: Ix= 0 380 L = 24.000 L = 28.125 V =2966 A = ly= P = P = P = C = 0.969 1.441 -14303 -9520 -9520 12829 Y = Rx = Paz = Paz = Pa = fv = 0.546 0.626 -20723 -15939 -26156 5931 Fy = Ry = M = M = M = fc = 50000 1. 219 542 1270 1943 13242 Q = 0.834 Rz = 0.398 No Fillers No Filler f = 8889 Bearing seats- Tag End L2x2x.250 Weld 2.72" Opposite End L2x2x 250 Weld 2.72" Bot Chord: 2-LL1-1/2X.125 A = Ix= 0.156 Iy= Center: L = 48.000 P = Chord shear: V = 3686 T = 0.719 0 765 11303 8021 Y = Rx = Pa = fv = 0.421 0 465 21563 9828 Fy = 50000 Ry = 1.032 ft = 11160 Q = 0 961 Rz = 0.296 f = 11302 Job #8V00989 - 2RF Valley Joist West Page 40 VI.92 By JS 08 07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <i Comments: CBC 2007 (92IBC06) PANEL POINTS & VERTICALS** 2 - 24LH272/160/-48 x 21' 8.500 Special Wood nailerJ49 Parallel chord Longspan Tensile Length Location UO 01 O2 02 03 O4 04 US -LI -LI -LI -L3 -L3 -L3 -L5 -L5 Web W2 VI W3 W4 V2 W5 W6 V2 Slope 60 07 27 27 35 20 46 18 0 00 46 18 46 18 0 00 in 46 25 28 33 23 33 33 23 16 91 19 26 03 26 26 03 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 0 0 0 0 0 0 0 0 Area in2 601 206 315 261 206 261 261 206 0 0 0 0 0 0 0 0 R in 219 196z 297Z 247Z 196Z 247z 247Z 196Z Shear Ibs 3686 113 344 2253 96 144 922 96 Force Ibs 7386 127 421 3254 96 208 1332 96 Allow Ibs 18040 6184 9454 7819 6184 7819 7819 6184 Corapressive Shear Ibs 457 1680 2966 240 1608 1588 416 1616 Force Ibs 915 1890 3629 347 1608 2293 601 1616 Allow Ibs 3586 3075 3632 3744 3577 3744 3744 3577 Weld Thick Lenq 22x0 11x0 llxl llxl 11x0 11x0 11x0 11x0 X th 8 6 1 0 5 7 4 5 Available Weld (in) Top/Bottm 23/20 28/26 29/27 23/18 29/27 29/27 23/18 Job #8V00989 - 2RF Customer: Valley Joist West Page 41 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project- M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments CBC 2007 (92IBC06) J50 2 - 24LH272/160/-48 X 21' 8 500 Parallel chord Longspan Special Wood nailer End Length Depth Tag 6 000 3.000 Opp 6 000 3.000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/ftlL 42.000 42 000 Uniform Live load 160 ft/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 ft/ft full length Uniform Dead load 112 ft/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. TSJI 50Oft AddLoad on Bottom chord at panel points Dead 50Oft AddLoad on Bottom chord at panel points End loads: TSJI NtUp Dead Live Left TC axial load- 0.000 Right TC axial load. 0.000 24 000 in Deep 23.032 in Effective Depth 20.500 in Clear Depth 342248 m-ftMoment 48.000 in Interior Panel 5 Web Vees 0 000 0.000 0.000 0.000 0.000 0.000 256.500 in Design length 219 in4 Ix L/2172 Live Defl 1.000 in Chord gap 28.125 in Left End 4407 ft SJI reaction Snow 0.000 0.000 Wind 0.000 0.000 Equk 7.000 7.000 Addl 0.000 Ki 0 000 Ki 727 ft Minimum Shear 0 in4 Minimum Ix L/ 904 SJI Defl 0 190 in Camber 28.125 in Right End 4407 ft SJI reaction Top Chord. 2-LL2x2x.l25 Bridg < 207" Center: Tag end panl: First point: Chord shear: Ix= 0.380 L = 24.000 L = 28.125 V =3122 A = Iy= P = P = P = C = 0 969 1 441 -14859 -9813 -9813 13307 Y = Rx = Paz= Paz= Pa = fv = 0 546 0 626 -20723 -15939 -26156 6244 Fy Ry M M M fc = = = = = = 50000 1 219 542 1270 1943 13737 Bearing seats: Tag End L2x2x.250 Opposite End L2x2x.250 Bot Chord:2-LL1-1/2X.125 A = Ix= 0.156 Iy= Center- L = 48.000 P = Chord shear: V = 3854 T = 0.719 0.765 11840 8403 Weld Weld Y Rx Pa fv 2.72" 2.72" 0.421 0.465 21563 10278 Fy Ry 50000 1.032 Q = 0.834 Rz = 0.398 No Fillers No Filler f = 9282 ft = 11690 Q = 0.961 Rz = 0.296 f = 11824 Job #8V00989 - 2RF Valley Joist West Page 42 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer- M.R TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH. 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J50 2 - 24LH272/160/-48 x 21' 8.500 Special Wood nailer Parallel chord Longspan Location UO Ul U2 U2 U3 U4 U4 U5 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 Web W2 VI W3 W4 V2 W5 W6 V2 Slope 60 07 27 27 35 20 46 18 0 00 46 18 46 18 0 00 Length in 46 16 25 91 28 19 33 26 23 03 33 26 33 26 23 03 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 Area in2 0 601 0 206 0 359 0 261 0 206 0 261 0 261 0 206 0 0 0 0 0 0 0 0 R in 219 1962 296z 247z 196z 247z 247z 196Z Shear Ibs 3854 113 344 2391 96 144 1022 96 Tensile Force Ibs 7724 127 421 3453 96 208 1476 96 Compressive Allow Ibs 18040 6184 10781 7819 6184 7819 7819 6184 Shear Ibs 457 1681 3122 240 1611 1706 498 1618 Force Ibs 915 1891 3821 347 1611 2464 719 1618 Allow Ibs 3586 3075 4115 3744 3577 3744 3744 3577 Weld Thick Leng 22x0 11x0 13x1 llxl 11x0 11x0 11x0 11x0 X th 9 6 0 1 5 8 5 5 Available weld (in) Top/Bottm 23/20 28/26 29/27 23/18 29/27 29/27 23/18 Job #8V00989 - 2RF Customer: Valley Joist West Page 43 VI.92 By JS 08-07 Entered 8/18/08 Revised 8/22/08 M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN Project:VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T51 1 - 24LH272/160/-48 x Parallel chord Longspan 20' 9.000 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 000 3.000 Holes Y Y Top Chord Ext BCX Holdback 2 0' 3.500 Pitch E 0' 2.000 EP/#1L 42.000 42.000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. KNIFE PLATE RE End loads: TSJI Left TC axial load 0.000 Right TC axial load: 0.000 24.000 in Deep 22.736 in Effective Depth 19.500 in Clear Depth 875794 in-#Moment 48.000 in Interior Panel 5 Web Vees NtUp Dead Live 0.000 0.000 0.000 0.000 0.000 0.000 245.000 in Design length 300 in4 Ix L/3406 Live Defl 1.000 in Chord gap 28 125 in Left End 3777 # SJI reaction Snow 0.000 0.000 Wind Equk Addl 0.000 Ki 0.000 Ki Top Chord: 2-LL3X3X.250 Bndg < 278" Ix= 2.488 Center Tag end panl First point Opp end panl Last point. Chord shear V = 2591 L = 21.375 L = 28.125 L = 21.375 A = iy=p =p =p =p =p — c = 2.875 7.669 -38519 -28395 -29544 -38519 -38519 32707 v" _ Rx = Paz= Paz= Pa = Paz= Pa = fv = 0.842 0.930 -65787 -61851 -77625 -65787 -77625 1727 Fy = Ry = M = M = M = M = M = fc = 50000 1.633 715 1270 1943 715 1159 11376 0 000 35.000 0.000 51.000 694 # Minimum Shear 0 in4 Minimum Ix L/1556 SJI Defl 0.174 in Camber 21.375 in Right End 3777 # SJI reaction 0.000 in Opp TCX Defl Q = 0.961 Rz = 0.592 No Fillers No Filler No Filler f = 5945 Bearing seats: Tag End LLH3x4x3/8 Weld Opposite End LLH3x4x3/8 Weld Bot Chord- 6.61" 9.62" 2-LL1-1/2X.125 A = Ix= 0.156 Iy= Center: L = 48 000 P = Chord shear: V = 3295 T = 0 719 0 765 9948 7198 Y = Rx = Pa = fv = 0.421 0.465 21563 8786 Fy = Ry = ft = 50000 1 032 10015 Q = 0.961 Rz = 0.296 f = 10113 Job #8V00989 - 2RF Valley Joist West Page 44 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project. VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T51 1 - 24LH272/160/-48 x 20' 9.000 Special Wood nailer Parallel chord Longspan Tensile Location uo Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 U8 U8 U9 U10 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 Web W2L VI W3L W4 V2 W5 W6 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 27 35 46 0 46 46 0 46 46 0 46 11 39 60 39 58 55 55 00 55 55 00 55 55 00 55 80 32 39 Length in 46 25 27 33 22 33 33 22 33 33 22 33 23 29 46 01 65 95 06 74 06 06 74 06 06 74 06 23 39 01 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 2-LLlxlx 109 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 315 261 206 261 261 206 261 261 206 261 261 206 412 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 297z 247Z 196z 247z 247Z 196Z 247Z 247Z 196Z 247Z 247Z 196z 196z Shear Ibs 3295 113 321 1902 96 121 694 96 926 167 96 2210 358 89 3371 Force Ibs 6667 127 395 2766 96 176 1009 96 1346 243 96 3213 365 116 6822 Allow Ibs 18040 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 12367 Compress ive Shear Ibs 434 1768 2591 217 1713 1260 367 1727 213 1568 1733 263 2845 1656 447 Force Ibs 878 1995 3185 316 1713 1832 534 1727 310 2280 1733 382 2906 2141 905 Allow Ibs 3608 3123 3695 3780 3626 3780 3780 3626 3780 3780 3626 3780 3045 2438 4477 Weld Available Thick x Length 22x0 11x0 llxl 11x0 11x0 11x0 11X0 11x0 11x0 11x0 11x0 llxl 11x0 11x0 11X2 7 6 0 9 5 6 3 5 4 7 5 0 9 7 1 Weld (in) Top/Bottm 3 3 3 3 3 3 3 3 3 3 3 3 3 9 I/ 7/ 9/ o/ 9/ 9/ O/ 9/ 9/ O/ 9/ 3/ 4/ 8/ 2 2 2 1 2 2 1 2 2 1 2 2 2 4 0 6 7 8 7 7 8 7 7 8 7 1 2 5 Job #8V00989 - 2RF Customer: Valley Joist West Page 45 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments- CBC 2007 (92IBC06) J55 2 - 24LH253/141/-48 x Parallel chord Longspan 40' 1.000 Special Wood nailer End Length Depth Tag 6 000 3.000 Opp 6.000 3.000 Slope Holes Top Chord Ext D 0' 0.001 BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. End loads. TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load: 0.000 24.000 in Deep 22.945 in Effective Depth 20.250 in Clear Depth 718648 m-#Moment 48.000 in Interior Panel 10 Web Vees 0.000 0 000 0.000 0.000 0.000 0.000 477.000 in Design length 300 in4 Ix L/ 524 Live Defl 1.000 in Chord gap 25.500 in Left End 6028 # SJI reaction 0.000 in Tag TCX Defl Snow 0.000 0.000 Wind Equk 7.000 7 000 Addl 0 000 Ki 0.000 Ki Top Chord 2-LL2x2x.l63 Bridg < 209" Center: Eighth: Tag end panl: First point Opp end panl: Last point: Chord shear: Ix= 0.482 L = 24.000 L = 24 000 L = 25 500 L = 19 000 V = 5090 A = ly= P = P = P = P = P = P = C = 1.251 1.888 -31321 -29382 -12519 -12519 -12621 -12621 18773 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = 0 560 0.621 -32588 -30004 -23801 -33773 -26609 -33773 7806 Fy = Ry = M = M = M = M = M = fc = 50000 1.229 506 930 1567 536 831 15008 0 000 0.000 1257 # Minimum Shear 0 in4 Minimum Ix L/ 252 SJI Defl 0.658 in Camber 19.000 in Right End 6028 # SJI reaction Q = 0.952 Rz = 0 395 4 Fillers No Fillers No Filler No Filler f = 10828 Bearing seats: Tag End L2x2x.250 Weld Opposite End L2x2x.250 Weld 2 37" 2 37" Bot Chord 2-LL1-3/4X.156 A = Ix= 0.306 Iy= Center: L=48.000 P= Chord shear V = 5676 T = 1.043 1.339 31308 12378 Y Rx Pa fv 0.495 0 541 31300 10395 Fy = 50000 Ry = 1.133 ft = 11864 Q Rz 0.985 0.345 f = 11968 Job #8V00989 - 2RF Customer Valley Joist West Page 46 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J55 2 - 24LH253/141/-48 x 40' 1.000 Special Wood nailer Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 US U6 U6 U7 US U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -LS -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -LIB -LIB -LIB -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI W3L W4 V2 WB W6 V2 W7 W8 V2 W9 W10 V2 Wll Wll V2 W10 W9 V2 W8 W7 V2 W6 WB V2 W4 W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 0 42 60 16 29 54 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 00 47 16 Length in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 31 46 11 14 37 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 94 10 11 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 359 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 359 206 261 359 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347Z 247z 196z 296z 247z 196z 297z 247z 196Z 247Z 247Z 196z 247Z 247Z 196Z 247z 247z 196Z 247Z 297Z 196z 247z 296z 196z 247z 296z 196Z 219 Shear Ibs 5676 106 797 4497 96 B98 3384 96 406 2271 96 214 12B7 96 412 263 96 1460 266 96 2573 458 96 3685 650 96 4798 836 80 5744 Force Ibs 11407 125 916 6507 96 865 4897 96 588 3287 96 310 1819 96 596 381 96 2113 385 96 3723 663 96 5333 941 96 6943 836 108 11545 Allow Ibs 18040 6184 12656 7819 6184 10781 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 7819 10781 6184 18040 Compress ive Shear Ibs 903 1612 5090 694 1600 3940 502 1632 2828 310 1653 1715 138 1663 1257 1257 1661 170 2016 1648 362 3129 1624 554 4242 1589 746 5323 1468 916 Force Ibs 1815 1906 5850 1004 1600 5702 726 1632 4092 449 16B3 2482 199 1663 1819 1819 1661 246 2918 1648 S24 4B28 1624 802 6138 1589 1080 5323 1990 1841 Allow Ibs 3592 2849 6699 3755 3592 6396 3755 3592 5438 3755 3592 3755 3755 3592 3755 3755 3592 3755 3755 3592 3755 5438 3592 3755 6396 3592 3755 5765 2177 3592 Weld Available Thick x Length 22x1 11x0 13x1 11x2 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 11x2 13x1 11x0 22x1 3 6 6 0 5 5 5 5 3 0 5 8 6 5 6 6 5 7 9 5 2 4 5 6 7 5 1 4 6 3 Weld (in) Top/Bottm 2 3 2 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 2 2 3/ o/ 9/ 3/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ I/ 3/ 9/ 8/ 5/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 3 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 5 6 Job #8V00989 - 2RF Customer Valley Joist West Page 47 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J56 10 - 24LH253/141/-48 X 40' 1.500 Parallel chord Longspan Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3.000 3.000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 141 ft/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD TE - 2" LG WELD End loads TSJI NtUp Dead Live Left TC axial load. 0.000 Right TC axial load. 0.000 24 000 in Deep 22.945 in Effective Depth 20 250 in Clear Depth 719773 in-#Moment 48 000 in Interior Panel 10 Web Vees 0.000 0.000 0 000 0.000 0.000 0 000 477.500 in Design length 300 in4 Ix L/ 523 Live Defl 1.000 in Chord gap 25.500 in Left End 6034 # SJI reaction Snow 0 000 Wind Equk 7.000 7.000 0 000 0.000 0.000 1258 # Minimum Shear 0 in4 Minimum Ix L/ 251 SJI Defl 0.660 in Camber 19 250 in Right End 6034 # SJI reaction Addl 0.000 Ki 0.000 Ki Top Chord: 2-LL2x2x.l63 Bridg < 209" Center: Eighth: Tag end panl: First point: Opp end panl: Last point: Chord shear. Ix= 0 482 L = 24 000 L = 24.000 L = 25 500 L = 19 250 V = 5095 A = ly= P = P = P = P = P = P = C = 1.251 1.888 -31369 -29419 -12527 -12527 -12625 -12625 18789 Y = Rx = Pax= Paz = Paz = Pa = Paz= Pa = fv - 0.560 0.621 -32588 -30004 -23801 -33773 -26509 -33773 7815 Fy = Ry = M = M = M = M = M = fc = 50000 1.229 506 930 1567 548 856 15021 Bearing seats; Tag End L2x2x 250 Weld 2.38" Opposite End L2x2x 250 Weld 2.38" Bot Chord 2-LL1-3/4X.156 Ix= 0.306 Center. L = 48.000 A = 1.043 Iy= 1.339 P = 31370 Y = 0.495 Rx - 0.541 Pa = 31300 Fy Ry 50000 1.133 Q = 0.952 Rz = 0 395 4 Fillers No Fillers No Filler No Filler f = 10839 Q = 0.985 Rz = 0.345 Chord shear. V = 5681 T = 12390 fv = 10405 ft = 11876 f = 11980 Job #8V00989 - 2RF Customer: Valley Joist West Page 48 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project. M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J56 10 - 24LH253/141/-48 X Parallel chord Longspan 40' 1.500 Special Wood nailer Tensile Location uo Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 U8 US U9 U10 U10 Ull U12 U12 U13 U14 U14 U1S U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -LIB -L15 -L15 -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI VOL W4 V2 W5 W6 V2 W7 W8 V2 W9 M10 V2 Wll Wll V2 W10 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 1 42 60 16 29 54 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 25 12 16 Length in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 30 46 11 14 37 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 95 94 11 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 359 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 359 206 261 359 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347z 247z 196Z 296Z 247Z 196z 297z 247z 196z 247z 247z 196Z 247z 247Z 196z 247z 247z 196z 247z 297Z 196z 247z 296z 196z 247z 296Z 196z 219 Shear Ibs 5681 106 798 4502 96 599 3389 96 407 2277 96 215 1258 96 409 266 96 1454 265 96 2567 457 96 3679 649 96 4792 835 81 5747 Force Ibs 11418 125 917 6515 96 867 4905 96 589 3295 96 311 1821 96 592 385 96 2104 383 96 3714 661 96 5324 939 96 6934 836 109 11550 Allow Ibs 18040 6184 12656 7819 6184 10781 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 7819 10781 6184 18040 Compressive Shear Ibs 904 1612 5095 695 1600 3946 503 1632 2833 311 1653 1721 135 1663 1258 1258 1661 169 2010 1649 361 3123 1625 553 4235 1590 745 5319 1474 916 Force Ibs 1817 1907 5856 1006 1600 5710 728 1632 4100 450 1653 2490 195 1663 1821 1821 1661 245 2909 1649 522 4519 1625 800 6129 1590 1078 5320 1987 1842 Allow Ibs 3592 2849 6699 3755 3592 6396 3755 3592 5438 3755 3592 3755 3755 3592 3755 3755 3592 3755 3755 3592 3755 5438 3592 3755 6396 3592 3755 5763 2200 3592 Weld Available Thick x Length 22x1 11x0 13x1 11x2 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 11x2 13x1 11x0 22x1 3 6 6 0 5 5 5 5 3 0 5 8 6 5 6 6 5 7 9 5 1 4 5 6 7 5 1 4 6 3 Weld (in) Top/Bottm 2 3 2 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 2 2 3/ o/ 9/ 3/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ I/ 3/ 9/ 8/ 5/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 3 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 5 6 Job #8V00989 - 2RF Customer Valley Joist West Page 49 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX 858/679-4720 CONTACT: SHAWN MORGAN Project:VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments- CBC 2007 (92IBC06) J57 2 - 24LH253/141/-48 x 20' 8.000 Special Wood nailer Parallel chord Longspan End Length Depth Tag 6.000 3 000 Opp 6.000 3.000 Slope Holes Top Chord Ext Y E O1 2.000 BCX Holdback Pitch EP/#1L 42 000 42.000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points Dead 1000# AddLoad on Top chord at panel points TC cone loads Load Spacing Location 18'7-1/2 2'0-l/2 SEE SLOPE SEAT DETAIL KNIFE PLATE RE End loads Left TC axial load Right TC axial load Left BC axial load 1000 18'7-l/2 Point U9 Type TSJI, Dead TSJI 0.000 0.000 0.000 Right BC axial load: 0.000 24.000 in Deep 22.736 in Effective Depth 19.500 in Clear Depth 722647 in-#Moment 48.000 in Interior Panel 5 Web Vees NtUp 0 000 0.000 0.000 0.000 Dead Live 0.000 0.000 0.000 0.000 0.000 0 000 0.000 0.000 244.000 in Design length 300 in4 Ix L/3913 Live Defl 1.000 in Chord gap 25.500 in Left End 3664 # SJI reaction Snow 0.000 0.000 0.000 0.000 Wind Addl 0.000 Ki 0.000 Ki 0.000 Ki 0.000 Ki Top Chord: 2-LL3X3X.250 Bridg < 278" Ix= 2.488 Center, Tag end panl, First point• Opp end panl, Last point: Chord shear: V = 2620 L = 22.500 L = 25.500 L = 22.500 A = Iy= P = P = P = p P = C = 2.875 7.669 -31784 -10290 -12403 -31784 -31784 16767 Y = Rx = Paz = Paz = Pa = Paz= Pa = fv = 0.842 0.930 -65165 -63440 -77625 -65165 -77625 1746 Fy = Ry = M = M = M = M = M = fc = 50000 1.633 732 930 1567 732 1204 5832 0 000 0.000 23.900 0.000 0.900 0.000 16 900 768 # Minimum Shear 0 in4 Minimum Ix L/1562 SJI Defl 0.172 in Camber 22.500 in Right End 4480 # SJI reaction 0.000 in Opp TCX Defl Q = 0.961 Rz = 0 592 No Fillers No Filler No Filler f = 3399 Job #!3V00989 - 2RF Customer Valley Joist West Page 50 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE C PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J57 2 - 24LH253/141/-48 x 20' 8.000 Special Wood nailer Parallel chord Longspan Bearing seats: Tag End LLH3x4x3/8 Weld 1 Opposite End LLH3x4x3/8 Weld 4 Bot Chord: 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 U5 -L5 U6 -L5 U6 -L7 U7 -L7 U8 -L7 US -L9 U9 -L9 U10 -L9 Center: shear: Web Slope W2L 60 39 VI 32 53 W3L 29 76 W4 46 55 V2 0 00 W5 46 55 W6 46 55 V2 0 00 W6 46 55 W5 46 55 V2 0 00 W4 46 55 W3R 17 11 V3 37 59 W2R 60 39 -LL1-1/2X.125 Ix= L = V = Length in 46 01 26 97 26 19 33 06 22 74 33 06 33 06 22 74 33 06 33 06 22 74 33 06 23 79 28 69 46 01 0 156 48 000 3232 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LL1-1/4X 109 2-LLlxlx 109 A = ly= P = T = Area in2 0 601 0 206 0 315 0 261 0 206 0 261 0 261 0 206 0 261 0 261 0 206 0 261 0 261 0 261 0 412 0.719 0.765 9719 6733 Y = Rx = Pa = fv = Tensile R Shear Force in 0 219 0 196z 0 297z 0 247z 0 196z 0 247z 0 247Z 0 196z 0 247z 0 247Z 0 196Z 0 247Z 0 247Z 0 247z 0 196Z Ibs Ibs 3232 6540 106 126 331 381 1978 2877 96 96 132 192 770 1119 96 96 768 1117 156 227 96 96 1945 2828 349 365 94 119 4079 8254 .53" .54" 0.421 0.465 21563 8618 Fy Ry ft - 50000 = 1 = .032 9368 Compressive Allow Shear Force Ibs 18040 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 7819 12367 Ibs 437 1611 2620 228 1601 1374 238 1628 342 1341 1646 252 2555 2621 443 Ibs 884 1911 3018 332 1601 1998 346 1628 497 1949 1646 366 2673 3308 896 Allow Ibs 3608 2882 4153 3780 3626 3780 3780 3626 3780 3780 3626 3780 2903 4516 4477 Q Rz f weld Thick x Length 22x0 7 11x0 6 11x0 9 11x0 9 11x0 5 11x0 6 11x0 3 11x0 5 11x0 3 11x0 6 11x0 5 11x0 9 11x0 8 llxl 0 11x2 5 = 0.961 = 0 296 = 9808 Available Weld (in) Top/Bottm 32/20 36/25 39/27 30/18 39/27 39/27 30/18 39/27 39/27 30/18 39/27 32/21 36/24 98/45 Job #8V00989 - 2RF Valley Joist West Page 51 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J58 5 - 24LH253/141/-48 X Parallel chord Longspan 40' 1.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3.000 3.000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. TSJI 20Oft AddLoad on Bottom chord at panel points. Dead 200# AddLoad on Bottom chord at panel points. TC cone loads: Load Spacing Location Point 16'7 2 '0 21'6-l/2 200 1000 16'7 18'7 U8 U9 Type TSJI, Dead TSJI, Dead SEE SLOPE SEAT DETAIL End loads: TSJI Left TC axial load: 0.000 Right TC axial load: 0.000 Left BC axial load: 0.000 Right BC axial load: 0.000 24.000 in Deep 22.861 in Effective Depth 20.000 in Clear Depth 894176 m-#Moment 48.000 in Interior Panel 10 Web Vees NtUp Dead 0 000 0.000 0.000 0.000 0.000 0.000 0.000 0 000 477.500 in Design length 374 in4 Ix L/ 651 Live Defl 1.000 in Chord gap 25.500 in Left End 6888 # SJI reaction Live 0.000 0 0 0 000 000 000 Snow 0.000 0 0 0 000 .000 .000 Wind 0 000 0 0 0 .000 .000 .000 Equk 7 900 7 0. 0. 900 900 900 Addl 0 000 0 0 0 000 000 000 Ki Ki Ki Ki 1408 # Minimum Shear 0 in4 Minimum Ix L/ 263 SJI Defl 0 660 in Camber 19.250 in Right End 6779 # SJI reaction Top Chord 2-LL2x2x.200 Bridg < 210" Center: Eighth: Tag end panl: First point: Opp end panl: Last point: Chord shear: Ix= 0 576 L = 24 000 L = 24 000 L = 25.500 L = 19.250 V = 5928 A = iy=p =p =p =p =p =p =c = 1.520 2.328 -39113 -35917 -14511 -14511 -14418 -14418 22100 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv - 0.574 0.616 -41414 -37992 -29920 -41040 -33532 -41040 7409 Fy - Ry = M = M = M = M = M = fc = 50000 1.238 506 930 1567 548 856 14539 Q = 1.000 Rz = 0.393 2 Fillers No Fillers No Filler No Filler f = 10380 Job #8V00989 - 2RF Valley Joist West Page 52 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE ( Comments- CBC 2007 (92IBC06) PANEL POINTS & VERTICALS** 5 - 24LH253/141/-48 x 40' 1.500 Special Wood nailerJ58 Parallel chord Longspan Bearing seats: Tag End L2x2x.250 Weld 2 Opposite End L2x2x.250 Weld 2 Bot Chord: 2-LL2x2x 176 A - 1.346 Y - Center: Chord shear : Ix= L = V = 0.516 48.000 6519 Length Location UO Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 U8 U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -LS -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI W3L W4L V2 W5 W6 V2 W7L W8 V2 W9L W10 V2 Wll Wll V2 W10 W9R V2 W8 W7R V2 W6 W5 V2 W4R W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 1 42 60 25 39 62 39 00 39 39 00 39 39 00 39 39 00 39 39 00 39 39 00 39 39 00 39 39 00 39 25 23 25 in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 30 46 07 07 30 15 86 15 15 86 15 15 86 15 15 86 15 15 86 15 15 86 15 15 86 15 15 86 15 87 87 07 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 143 1-LL1-1/4X 109 1-LLlxlX 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-3/4X 125 1-LLlxlX 109 1- R7 - 7/8 IY=p = T = 2 042 Rx = 38074 Pa = 14365 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 480 261 206 422 261 206 315 261 206 261 261 206 261 261 206 261 315 206 261 359 206 261 422 206 315 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196Z 346Z 247z 196z 347z 247Z 196z 297Z 247Z 196z 247Z 247z 196Z 247Z 247z 196z 247Z 297Z 196z 247z 296Z 196Z 247z 347z 196Z 297Z 347Z 196Z 219 Shear Ibs 6519 106 798 5324 96 599 4192 96 407 3059 96 215 1726 96 1408 73 96 2112 265 96 3245 457 96 4377 649 96 5510 835 81 6476 Force Ibs 13138 126 918 7720 96 868 6077 96 590 4435 96 312 2503 96 2042 106 96 3062 384 96 4704 663 96 6347 941 96 7989 836 109 13050 21" 18" 0.565 Fy = 50000 0.619 Ry = 1 232 40381 9260 ft = 10672 Compressive Allow Ibs 18040 6184 14402 7819 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 7819 12656 6184 9454 12656 6184 18040 Shear Ibs 904 1620 5928 695 1616 4758 503 1657 3625 311 1686 2493 119 2702 160 1546 1694 169 2678 1675 361 3811 1645 553 4944 1603 745 6047 1480 916 Force Ibs 1822 1918 6819 1008 1616 6899 729 1657 5256 451 1686 3614 173 2702 232 2241 1694 245 3883 1675 523 5526 1645 802 7168 1603 1080 6049 1999 1847 Allow Ibs 3599 2862 7836 3765 3605 8073 3765 3605 5446 3765 3605 3765 3765 3605 3765 3765 3605 3765 5446 3605 3765 6406 3605 3765 8073 3605 5446 7573 2209 3599 Q Rz f weld Thick X Length 22x1 11x0 14x1 11x2 11x0 13x1 llxl 11x0 llxl llxl 11x0 llxl 11x0 11x0 11x0 11x0 11x0 11x0 llxl 11x0 llxl 13x1 11x0 11x2 13x1 11x0 11x2 13x1 11x0 22x1 5 6 6 4 5 9 9 5 6 4 5 1 8 8 6 7 5 9 2 5 5 5 5 0 9 5 5 6 6 4 0 981 = 0 394 = 10687 Available weld (in) Top/Bottm 2 3 2 2 3 2 2 3 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3 3 2 3/ O/ 9/ 3/ 4/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ I/ 3/ 9/ 4/ 3/ I/ o/ 5/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 3 6 3 4 3 9 4 3 6 4 3 4 4 3 4 4 3 4 6 3 4 6 3 4 9 3 6 0 0 Job #8V00989 - 2RF Customer Valley Joist West Page 53 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project. M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T60 1 - 24LH253/141/-48 X Parallel chord Longspan 40' 1 500 Special Wood nailer End Length Depth Tag 6.000 3.000 Opp 6.000 3.000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42 000 42 000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. TSJI 200# AddLoad on Bottom chord at panel points. Dead 200# AddLoad on Bottom chord at panel points. TC cone loads:Load 1000 Spacing 18'7 21'6-l/2 Location Point 18'7 U9 Type TSJI, Dead SEE SLOPE SEAT DETAIL End loads: TSJI Left TC axial load: 0.000 Right TC axial load: 0.000 Left BC axial load- 0.000 Right BC axial load- 0.000 24.000 in Deep 22.871 in Effective Depth 20.000 in Clear Depth 873052 in-#Moment 48.000 in Interior Panel 10 Web Vees NtUp 0.000 0.000 0.000 0.000 Dead 0 0 0 0 Live .000 000 .000 .000 0 0 0 0 Snow .000 000 000 .000 0 0 0 0 Wind .000 .000 .000 000 7 7 0 0 Equk 900 900 900 900 0 0 0 0 Addl .000 .000 .000 .000 Ki Ki Ki Ki 0.000 0.000 0.000 0.000 477.500 in Design length 1383 # Minimum Shear 350 in4 Ix 0 in4 Minimum Ix L/ 609 Live Defl L/ 252 SJI Defl 1.000 in Chord gap 0.660 in Camber 25.500 in Left End 19.250 in Right End 6771 # SJI reaction 6696 # SJI reaction Top Chord: 2-LL2x2x.l87 Bridg < 210" Center: Eighth- Tag end panl: First point: Opp end panl: Last point: Chord shear Ix= L = L = L = L = V = 0 24 24 25 19 544 .000 .000 .500 .250 5810 A = ly= P = P = P = P = P = P = C = 1.426 2 173 -38173 -35015 -14301 -14301 -14270 -14270 21697 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = 0.569 0.617 -38870 -35660 -28095 -38504 -31476 -38504 7768 Fy = Ry = M = M = M = M = M = fc = 50000 1 234 506 930 1567 548 856 15215 Q = 1 000 Rz = 0 394 4 Fillers No Fillers No Filler No Filler f = 10872 Job #8V00989 - 2RF Customer Valley Joist West Page 54 VI 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 1 - 24LH253/141/-48 x 40' 1.500 Special Wood nailer*T60 Parallel chord Longspan Bearing seats: Tag End L2x2x.250 Weld 2 Opposite End L2x2x 250 Weld 2, Bot Chord: 2-LL2x2x.l63 A - 1.251 Y - Center: Chord shear: Ix= L = V = 0 482 48.000 6401 Length Location UO Ul U2 U2 U3 U4 U4 US U6 U6 U7 U8 U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -LS -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -LIB -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W10 V2 Wll Wll V2 W10 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 1 42 60 24 37 61 38 00 38 38 00 38 38 00 38 38 00 38 38 00 38 38 00 38 38 00 38 38 00 38 25 22 24 in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 30 46 08 08 31 15 87 15 15 87 15 15 87 15 15 87 15 15 87 15 15 87 15 15 87 15 15 87 15 88 88 08 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlX 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 Iy= P = T = 1.888 Rx = 37220 Pa = 14087 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 422 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 422 206 261 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347z 247z 196Z 347z 247z 196z 297z 247z 196z 247Z 247z 196z 247z 247Z 196Z 247Z 247z 196Z 247z 297z 196Z 247Z 347z 196z 247Z 347z 196z 219 Shear Ibs 6401 106 798 5207 96 599 4074 96 407 2942 96 215 1809 96 1383 73 96 2030 265 96 3162 457 96 4295 649 96 5428 836 81 6393 Force Ibs 12897 126 918 7548 96 868 5906 96 590 4264 96 312 2622 96 2005 106 96 2942 384 96 4584 662 96 6226 941 96 7867 836 109 12880 33" .31" 0.560 Fy = 50000 0.621 Ry = 1.229 37526 9818 ft = 11262 Compressive Allow Ibs 18040 6184 12656 7819 6184 12656 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 12656 6184 7819 12656 6184 18040 Shear Ibs 904 1619 5810 695 1614 4641 503 1654 3508 311 1681 2375 119 2697 243 1463 1690 169 2596 1672 361 3729 1643 553 4861 1601 745 5965 1480 917 Force Ibs 1821 1917 6683 1007 1614 6727 729 1654 5085 451 1681 3443 172 2697 352 2121 1690 245 3763 1672 523 5405 1643 802 7047 1601 1080 5966 1998 1846 Allow Ibs 3598 2861 6716 3764 3604 8072 3764 3604 5445 3764 3604 3764 3764 3604 3764 3764 3604 3764 3764 3604 3764 5445 3604 3764 8072 3604 3764 7571 2208 3598 Q Rz f Weld Thick X Length 22x1 11x0 13x1 11x2 11x0 13x1 llxl 11x0 llxl llxl 11x0 llxl 11x0 11x0 11x0 11x0 11x0 11x0 llxl 11x0 llxl llxl 11x0 llxl 13x1 11x0 11x2 13x1 11x0 22x1 4 6 8 3 5 8 8 5 6 3 5 1 8 8 6 7 5 9 2 5 4 7 5 9 9 5 4 6 6 4 AVc 0.952 0.395 11318 ulable Weld (in) Top/Bottm 2 3 2 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3/ O/ 9/ 3/ 4/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ 4/ 3/ 9/ O/ 5/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 3 6 3 4 3 9 4 3 6 4 3 4 4 3 4 4 3 4 4 3 4 6 3 4 9 3 4 0 0 Job #8V00989 - 2RF Customer: Valley Joist West Page 55 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project:VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <S PANEL POINTS & VERTICALS** Comments- CBC 2007 (92IBC06) J61 2 - 24LH253/141/-48 X Parallel chord Longspan 40' 1.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3.000 3.000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. TSJI 60Oft AddLoad on Bottom chord at panel points Dead 600# AddLoad on Bottom chord at panel points. TC cone loads:Load 200 1000 Spacing 16'7 2 '0 21'6-l/2 SEE SEE SLOPE SEAT DETAIL End loads: TSJI Left TC axial load: 0.000 Right TC axial load: 0.000 Left BC axial load- 0.000 Right BC axial load: 0.000 24.000 in Deep 22 856 in Effective Depth 20.000 in Clear Depth 941638 in-#Moment 48 000 in Interior Panel 10 Web Vees Location Point 16'7 18'7 U8 U9 Type TSJI, Dead TSJI, Dead NtUp 0.000 0.000 0.000 0.000 Dead Live 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 477.500 in Design length 387 in4 Ix L/ 673 Live Defl 1 000 in Chord gap 25 500 in Left End 7288 # SJI reaction Snow 0.000 0.000 0.000 0.000 Wind Equk 7 900 7 900 0 900 0.900 0.000 0.000 0 000 0 000 1408 # Minimum Shear 0 in4 Minimum Ix L/ 260 SJI Defl 0.660 in Camber 19.250 in Right End 7179 # SJI reaction Addl 0.000 Ki 0 000 Ki 0 000 Ki 0 000 Ki Top Chord; 2-LL2x2x.216 Bridg < 211" Center: Eighth- Tag end panl: First point• Opp end panl: Last point: Chord shear: Ix= 0.615 L = 24.000 L = 24.000 L = 25.500 L = 19.250 V =6283 A = Iy= P = P = P = P = P = P = C = 1.635 2.520 -41200 -37856 -15155 -15155 -15062 -15062 23235 Y = Rx = Pax= Paz= Paz= Pa = Paz = Pa = fv = 0.579 0 613 -44518 -40837 -32146 -44137 -36041 -44137 7272 Fy = Ry = M = M = M = M = M = fc = 50000 1.242 506 930 1567 548 856 14213 Q = 1.000 Rz = 0.392 2 Fillers No Fillers No Filler No Filler f = 10168 Job #8V00989 - 2RF Customer Valley Joist West Page 56 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE «PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) 2 - 24LH253/141/-48 x 40' 1.500 Special Wood nailerJ61 Parallel chord Longspan Bearing seats: Tag End L2x2x.250 Weld 2, Opposite End L2x2x.250 Weld 2 Bot Chord. 2-LL2x2x 176 A - 1.346 Y - Center: Chord shear : Ix= L = V = 0 516 48 000 6885 Length Location UO Ul U2 U2 U3 U4 U4 US U6 U6 U7 US US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W10 V2 Wll Wll V2 W10 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 1 42 60 26 39 63 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 25 24 26 in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 30 46 07 07 29 14 86 14 14 86 14 14 86 14 14 86 14 14 86 14 14 86 14 14 86 14 14 86 14 86 87 07 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 143 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 I' P T y= 2.042 Rx = = 40171 Pa = = 15194 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 480 315 206 422 261 206 359 261 206 315 261 206 261 261 206 261 315 206 261 359 206 261 422 206 315 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R" in 219 196z 346z 297z 196z 347z 247z 196z 296z 247z 196z 297Z 247z 196z 247z 247Z 196z 247Z 297z 196Z 247Z 296Z 196Z 247Z 347Z 196z 297z 347Z 196z 219 Shear Ibs 6885 106 798 5660 96 599 4487 96 407 3314 96 215 1941 96 1408 73 96 2337 265 96 3510 457 96 4683 649 96 5856 835 81 6842 Force Ibs 13879 126 918 8207 96 869 6506 96 590 4806 96 312 2815 96 2042 106 96 3389 384 96 5090 663 96 6791 941 96 8491 836 109 13791 .05" 02" 0.565 Fy - 50000 0.619 Ry = 1 232 40381 9780 ft = 11288 Compress ive Allow Ibs 18040 6184 14402 9454 6184 12656 7819 6184 10781 7819 6184 9454 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 7819 12656 6184 9454 12656 6184 18040 Shear Ibs 904 1623 6283 695 1622 5073 503 1665 3901 311 1695 2728 119 2712 355 1751 1705 169 2924 1685 361 4097 1652 553 5270 1607 745 6413 1483 916 Force Ibs 1822 1922 7228 1008 1622 7357 729 1665 5656 451 1695 3955 173 2712 515 2539 1705 245 4240 1685 523 5940 1652 802 7641 1607 1080 6415 2003 1847 Allow Ibs 3599 2863 7838 5446 3606 8074 3766 3606 6407 3766 3606 5446 3766 3606 3766 3766 3606 3766 5446 3606 3766 6407 3606 3766 8074 3606 5446 7575 2210 3599 Q Rz f Weld Thick X Length 22x1 11x0 14x1 11x2 11x0 13x2 11x2 11x0 13x1 llxl 11x0 llxl 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 11x2 13x2 11x0 11x2 13x1 11x0 22x1 5 6 7 5 5 0 0 5 5 5 5 2 9 8 6 8 5 0 3 5 6 6 5 1 1 5 6 7 6 5 0.981 = 0.394 = 11292 Available Weld (in) Top/Bottm 2 3 3 2 3 2 2 3 2 2 3 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3 3 2 3/ O/ I/ 3/ 4/ 9/ 3/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ I/ 3/ 9/ 4/ 3/ I/ O/ 5/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 3 6 3 6 3 9 4 3 6 4 3 6 4 3 4 4 3 4 6 3 4 6 3 4 9 3 6 0 0 Job #8V00989 - 2RF Customer Valley Joist West Page 57 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <t PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T63 1 - 24LH253/141/-48 X Parallel chord Longspan 40' 1.000 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 000 3 000 Slope Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 ft/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points, Dead 1000# AddLoad on Top chord at panel points, TC cone loads• Load Spacing Location 18'7 26'7 34'7 End loads: Left TC axial load: Right TC axial load: 24.000 in Deep 22.852 in Effective Depth 20.000 in Clear Depth 940891 in-#Moment 48.000 in Interior Panel 10 Web Vees 1000 1000 1000 : TSJI .: 0.000 ,: 0.000 18'7 8 ' 0 8 ' 0 5 ' 6 NtUp 0.000 0.000 Point U9 U13 U17 TSJI, Dead TSJI, Dead TSJI, Dead Dead Live Snow Wind Equk Addl 0 000 0.000 0.000 0 000 7.000 0 000 Ki 0.000 0.000 0.000 0 000 7.000 0.000 Ki 477.000 in Design length 1632 # Minimum Shear 399 in4 Ix 0 in4 Minimum Ix L/ 697 Live Defl L/ 256 SJI Defl 1.000 in Chord gap 0.658 in Camber 25.500 in Left End 19.000 in Right End 7035 # SJI reaction 8022 # SJI reaction Top Chord: 2-LL2x2x.216 Bridg < 211" Center: Eighth: Tag end panl: First point: Opp end panl: Last point: Chord shear: Ix= L = L = L = L = V = 0 24 24 25 19 .615 .000 .000 .500 .000 6096 A = Iy= P = P = P = P = P = P = /-i 1.635 2.520 -41165 -37104 -14316 -14316 -16147 -16147 22225 Y = Rx = Pax= Paz= Paz= Pa = Paz= Pa = fv = 0.579 0 613 -44518 -40837 -32146 -44137 -36186 -44137 7056 Fy = Ry = M = M = M = M = M = fc = 50000 1.242 506 930 1567 536 831 13596 Q = 1.000 Rz = 0.392 4 Fillers No Fillers No Filler No Filler f = 9798 Job #8V00989 - 2RF Valley Joist West Page 58 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T63 1 - 24LH253/141/-48 x 40' 1.000 Special Wood nailer Parallel chord Longspan Bearing seats: Tag End L2x2x.250 Weld 2. Opposite End L2x2x.250 Weld 2 Bot Chord- 2-LL2x2x.l87 A - 1 426 Y - Center • Chord shear • Ix= L = V = 0.544 48.000 6682 Length Location UO Ul U2 U2 U3 U4 U4 US U6 U6 U7 US U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -LS -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI W3L W4L V2 W5 W6 V2 W7 W8 V2 W9L W10 V2 Wll Wll V2 W10 W9R V2 W8 W7 V2 W6 W5 V2 W4R W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 0 42 60 26 40 64 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 40 00 40 00 58 26 in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 31 46 07 06 29 14 85 14 14 85 14 14 85 14 14 85 14 14 85 14 14 85 14 14 85 14 14 85 14 85 04 07 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 143 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 ly= P = T = 2.173 Rx = 41174 Pa = 14762 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 480 315 206 422 261 206 359 261 206 315 261 206 261 261 206 261 261 206 261 359 206 261 422 206 359 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 346z 297z 196z 347z 247Z 196z 296z 247z 196z 297Z 247z 196Z 247z 247z 196Z 247Z 247z 196z 247z 296Z 196z 247Z 347Z 196Z 296z 347z 196z 219 Shear Ibs 6682 106 797 5503 96 598 4390 96 406 3278 96 214 2165 96 406 270 96 1632 266 96 3566 458 96 4679 650 96 6792 836 80 7738 Force Ibs 13470 126 917 7980 96 867 6367 96 589 4753 96 310 3140 96 588 391 96 2367 386 96 5172 664 96 6785 943 96 9849 836 109 15599 .04" 30" 0.569 Fy - 50000 0.617 Ry = 1 234 42782 8933 ft = 10352 Corapressive Allow Ibs 18040 6184 14402 9454 6184 12656 7819 6184 10781 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 10781 6184 7819 12656 6184 10781 12656 6184 18040 Shear Ibs 903 1619 6096 694 1617 4947 502 1660 3834 310 1692 2721 118 2712 1632 1632 1710 170 2010 2698 362 4123 1663 554 5235 2617 746 7316 1481 916 Force Allow Ibs 1820 1918 7013 1006 1617 7173 728 1660 5560 450 1692 3946 171 2712 2367 2367 1710 247 2915 2698 525 5979 1663 803 7592 2617 1082 7316 2012 1847 Ibs 3600 2864 7839 5447 3607 8074 3766 3607 6408 3766 3607 5447 3766 3607 3766 3766 3607 3766 3766 3607 3766 6408 3607 3766 8074 3607 6408 7577 2186 3600 Q Rz f Weld Thick X Length 22x1 11x0 14x1 11x2 11x0 13x1 11x2 11X0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl 13x1 11x0 11x2 13x2 11x0 13x2 13x2 11x0 22x1 5 6 7 5 5 9 0 5 5 5 5 2 0 8 7 7 5 7 9 8 6 6 5 1 0 8 7 0 6 7 1.000 = 0.394 = 10324 Available Weld (in) Top/Bottm 2 3 3 2 3 2 2 3 2 2 3 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3/ o/ I/ 3/ 4/ 9/ 3/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ 4/ 3/ I/ O/ 5/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 3 6 3 6 3 9 4 3 6 4 3 6 4 3 4 4 3 4 4 3 4 6 3 4 9 3 6 0 0 Job #8V00989 - 2RF Customer: Valley Joist West Page 59 VI. 92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T64 1 - 24LH253/141/-48 x 40' 1.500 Special Wood nailer Parallel chord Longspan End Length Tag 6.000 Opp 6.000 Depth 3 000 3.000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42 000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD TE - 2" LG WELD End loads: TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load: 0.000 24.000 in Deep Snow 22.945 in Effective Depth 20.250 in Clear Depth 719773 in-#Moment 48.000 in Interior Panel 10 Web Vees 0.000 0.000 0.000 0.000 0 000 0.000 477.500 in Design length 300 in4 Ix L/ 523 Live Defl 1.000 in Chord gap 25.500 in Left End 6034 # SJI reaction Wind 0.000 0 000 Equk 7 000 7.000 Addl 0.000 0.000 1258 # Minimum Shear 0 in4 Minimum Ix L/ 251 SJI Defl 0 660 in Camber 19 250 in Right End 6034 # SJI reaction 0 000 Ki 0 000 Ki Top Chord: 2-LL2x2x.l63 Bridg < 209" Center: Eighth: Tag end panl: First point: Opp end panl: Last point: Chord shear: Ix= 0.482 L = 24.000 L = 24.000 L = 25.500 L = 19 250 V = 5095 A = iy=p =p =p =p =p =p = c = 1.251 1.888 -31369 -29419 -12527 -12527 -12625 -12625 18789 Y = Rx = Pax= Paz = Paz = Pa = Paz= Pa = fv = 0.560 0.621 -32588 -30004 -23801 -33773 -26509 -33773 7815 Fy = Ry = M = M = M = M = M = fc = 50000 1.229 506 930 1567 548 856 15021 Bearing seats: Tag End L2x2x.250 Weld 2.38" Opposite End L2x2x.250 Weld 2.38" Bot Chord. 2-LL1-3/4X.156 A = 1.043 Ix- 0.306 Iy= 1 339 Center: L = 48 000 P = 31370 Y = 0.495 Rx = 0.541 Pa = 31300 Fy Ry 50000 1 133 Q = 0.952 Rz = 0.395 4 Fillers No Fillers No Filler No Filler f = 10839 Q = 0.985 Rz = 0 345 Chord shear V = 5681 T = 12390 fv = 10405 ft = 11876 f = 11980 Job #8V00989 - 2RF Valley Joist West Page 60 VI.92 By JS 08-07 Entered 8/18/08 Revised 8/22/08 Customer: M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE @ PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) *T64 1 - 24LH253/141/-48 x 40' 1.500 Special Wood nailer Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 US U8 U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W10 V2 Wll Wll V2 W10 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 1 42 60 16 29 54 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 29 00 29 25 12 16 Length in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 30 46 11 14 37 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 20 94 20 95 94 11 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 422 261 206 359 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 359 206 261 359 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 219 196z 347z 247z 196z 296z 247z 196z 297z 247z 196z 247Z 247Z 196z 247Z 247z 196z 247Z 247z 196Z 247Z 297Z 196z 247Z 296z 196z 247Z 296z 196Z 219 Shear Ibs 5681 106 798 4502 96 599 3389 96 407 2277 96 215 1258 96 409 266 96 1454 265 96 2567 457 96 3679 649 96 4792 835 81 5747 Force Ibs 11418 125 917 6515 96 867 4905 96 589 3295 96 311 1821 96 592 385 96 2104 383 96 3714 661 96 5324 939 96 6934 836 109 11550 Allow Ibs 18040 6184 12656 7819 6184 10781 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 7819 10781 6184 18040 Compressive Shear Ibs 904 1612 5095 695 1600 3946 503 1632 2833 311 1653 1721 135 1663 1258 1258 1661 169 2010 1649 361 3123 1625 553 4235 1590 745 5319 1474 916 Force Ibs 1817 1907 5856 1006 1600 5710 728 1632 4100 450 1653 2490 195 1663 1821 1821 1661 245 2909 1649 522 4519 1625 800 6129 1590 1078 5320 1987 1842 Allow Ibs 3592 2849 6699 3755 3592 6396 3755 3592 5438 3755 3592 3755 3755 3592 3755 3755 3592 3755 3755 3592 3755 5438 3592 3755 6396 3592 3755 5763 2200 3592 Weld Available Thick x Length 22x1 11x0 13x1 11x2 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl llxl 11x0 llxl 13x1 11x0 11x2 13x1 11x0 22x1 3 6 6 0 5 5 5 5 3 0 5 8 6 5 6 6 5 7 9 5 1 4 5 6 7 5 1 4 6 3 Weld (in) Top/Bottm 2 3 2 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 2 2 3/ o/ 9/ 3/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ I/ 3/ 9/ 8/ 5/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 2 3 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 5 6 Job #8V00989 - 2RF Customer Valley Joist West Page 61 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE (PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J45A 2 - 24LH272/160/-48 x Parallel chord Longspan 21' 8.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 .000 3.000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 160 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 272 #/ft full length Uniform Dead load 112 #/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. Wind 400# AddLoad on Top chord at panel points. Wind 400# AddLoad on Bottom chord at panel points. TC cone loads- Load Spacing Location Point 8 ' 7 400 13,1_i/2 End loads: TSJI NtUp Left TC axial load 0.000 0.000 Right TC axial load: 0.000 0.000 24 000 in Deep 256.500 23 032 in Effective Depth 219 20 500 in Clear Depth L/2172 310042 in-#Moment 1.000 48.000 in Interior Panel 25.500 5 Web Vees 3907 8'7 U4 Type Wind Dead Live 0.000 0.000 0.000 0.000 in Design length in4 Ix Live Defl in Chord gap in Left End # SJI reaction Snow 0.000 0.000 Wind 0.000 0.000 Equk 7.000 7.000 Addl 0.000 Ki 0.000 Ki 727 # Minimum Shear 0 in4 Minimum Ix L/1002 SJI Defl 0.190 in Camber 28.750 in Right End 3907 # SJI reaction Top Chord: Bridg < 207" Center: Tag end panl: First point- Opp end panl• Last point• Chord shear: 2-LL2x2x 125 Ix= 0.380 L = 24.000 L = 25.500 L = 28.750 V =3172 A = ly= P = P = P = P = P = C = 0.969 1.441 -13461 -9124 -9124 -9069 -9069 11920 Y = Rx = Paz = Paz = Pa = Paz= Pa = fv = 0.546 0.626 -20723 -16699 -26156 -15753 -26156 6344 Fy Ry M M M M M fc = = = = = = 50000 1.219 543 1000 1685 1264 2156 12305 Bearing seats; Tag End L2x2x.250 Weld 2.72" Opposite End L2x2x.250 Weld 2.72" Q = 0.834 Rz = 0.398 No Fillers No Filler No Filler f = 8837 Bot Chord: 2-LL1-1/2X 125 A = 0.719 = 0.421 Fy = 50000 Q = 0.961 Ix= 0.156 Iy= 0.765 Rx = 0.465 Ry = 1 032 Rz = 0.296 Center- L = 48.000 P = 11643 Pa = 21563 Chord shear- V = 3765 T = 7866 fv = 10041 ft = 10944 f = 11435 Job #8V00989 - 2RF Valley Joxst West Page 62 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Customer: M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <i Comments. CBC 2007 (92IBC06) PANEL POINTS & VERTICALS** 2 - 24LH272/160/-48 x 21' 8.500 Special Wood nailerJ45A Parallel chord Longspan Tensile Location UO Ul U2 U2 U3 U4 U4 US U6 U6 U7 U8 US U9 U10 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 Web W2L VI W3L W4 V2 W5 W6 V2 W6 W5 V2 W4 W3R V3 W2R Slope 60 32 29 46 0 46 46 0 46 46 0 46 40 26 60 07 19 44 18 00 18 18 00 18 18 00 18 25 03 07 Length in 46 27 26 33 23 33 33 23 33 33 23 33 30 25 46 16 22 45 26 03 26 26 03 26 26 03 26 18 63 16 Member 1- R7 - 7/8 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-3/4X 125 1-LLlxlx 109 1- R7 - 7/8 Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 601 206 315 261 206 261 261 206 261 261 206 261 422 206 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R an 219 196z 297z 247z 1962 2472 2472 1962 2472 2472 1962 2472 3472 1962 219 Shear Ibs 3765 506 1233 2524 496 884 997 496 1116 753 496 2294 1108 519 3670 Force Ibs 7546 598 1416 3646 496 1277 1440 496 1612 1088 496 3314 1452 578 7355 Allow Ibs 18040 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 12656 6184 18040 Compressive Shear Ibs 1380 1851 3172 1055 1824 1911 724 1831 582 1681 1825 924 2973 1916 1288 Force Ibs 2765 2187 3642 1524 1824 2759 1046 1831 841 2427 1825 1335 3896 2132 2582 Allow Ibs 3586 2835 4087 3744 3577 3744 3744 3577 3744 3744 3577 3744 5662 3126 3586 Weld Available Thick x Length 22x0 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl 13x1 11x0 22x0 8 7 1 1 6 9 4 6 5 7 6 0 0 7 8 Weld (in) Top/Bottm 2 2 2 2 2 2 2 2 2 2 2 3 2 3/ 8/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 2/ 3/ 2 2 2 1 2 2 1 2 2 1 2 3 1 0 5 7 8 7 7 8 7 7 8 7 0 9 Job #8V00989 - 2RF Customer: Valley Joist West Page 63 VI.92 By JS 08:07 Entered 8/18/08 Revised 8/22/08 Project• M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE d PANEL POINTS & VERTICALS** Comments: CBC 2007 (92IBC06) J56A 2 - 24LH253/141/-48 x Parallel chord Longspan 40' 1.500 Special Wood nailer End Length Tag 6.000 Opp 6.000 Depth 3 .000 3 .000 Holes Top Chord Ext BCX Holdback Pitch EP/#1L 42.000 42.000 Uniform Live load 141 #/ft full length Uniform NtUp load -48 #/ft full length Uniform TSJI load 253 #/ft full length Uniform Dead load 112 ft/ft full length TSJI 1000# AddLoad on Top chord at panel points. Dead 1000# AddLoad on Top chord at panel points. Wind 400# AddLoad on Top chord at panel points. Wind 400# AddLoad on Bottom chord at panel points. TC cone loads: Load Spacing Location Point 16'7 23 '6-1/2 SEE SLOPE SEAT DETAIL USE 3/4" DIA AXIAL TRANSF ROD TE - 2" LG WELD End loads: TSJI NtUp Dead Live Left TC axial load: 0.000 Right TC axial load: 0.000 24.000 in Deep 400 16'7 U8 Type Wind 22.886 in Effective Depth 20 000 in Clear Depth 736462 in-#Moment 48.000 in Interior Panel 10 Web Vees Snow Wind Equk Addl 0.000 0.000 0.000 0.000 0.000 7.000 0.000 Ki 0.000 0.000 0.000 0.000 0.000 7.000 0.000 Ki 477.500 in Design length 1258 # Minimum Shear 310 in4 Ix L/ 540 Live Defl 1.000 in Chord gap 25.500 in Left End 6034 # SJI reaction 0 in4 Minimum Ix L/ 260 SJI Defl 0.660 in Camber 19.250 in Right End 6034 # SJI reaction Top Chord: 2-LL2x2x.l63 Bridg < 209" Ix= 0.482 24.000Center: Sixth: Tag end panl: First point: Opp end panl: Last point Chord shear: L = L = 24.000 L = 25.500 L = 19 250 V =5219 A = ly= P = P = P = P = P = P =c = 1.251 1.888 -32159 -25280 -12549 -12549 -12648 -12648 18828 Y = Rx = Pax= Paz = Paz = Pa = Paz= Pa = fv = 0.560 0.621 -32588 -30004 -23801 -33773 -26509 -33773 8004 Fy Ry M M M M M fc = = = — = = = = 50000 1.229 506 930 1567 548 856 15052 Q - 0 952 Rz = 0.395 6 Fillers No Fillers No Filler No Filler f = 10987 Job #8V00989 - 2RF Customer Valley Joist West Page 64 VI.92 By JS 08.07 Entered 8/18/08 Revised 8/22/08 Project: J56A M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** **2 1/2" DF WOODNAILER NO TOLERANCE <i PANEL POINTS & VERTICALS** Comments CBC 2007 (92IBC06) 2 - 24LH253/141/-48 x 40' 1.500 Special Wood nailer Parallel chord Longspan Bearing seats- Tag End L2x2x.250 Weld 2, Opposite End L2x2x.250 Weld 2. Bot Chord- 2-LL2x2x.l45 A = 1 118 Y = Center : Chord shear: Ix= L = V ,= 0.434 48.000 5743 Length Location UO Ul U2 U2 U3 U4 U4 US U6 U6 U7 U8 US U9 U10 U10 Ull U12 U12 U13 U14 U14 U15 U16 U16 U17 U18 U18 U19 U20 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 -L17 -L17 -L17 -L19 -L19 -L19 Web W2L VI W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 W10 V2 Wll Wll V2 W10 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R S^lppe 60 32 29 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 46 0 46 1 42 60 22 36 60 36 00 36 36 00 36 36 00 36 36 00 36 36 00 36 36 00 36 36 00 36 36 00 36 25 20 22 in 46 27 26 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 33 22 33 22 30 46 08 09 32 16 89 16 16 89 16 16 89 16 16 89 16 16 89 16 16 89 16 16 89 16 16 89 16 89 89 08 Member 1- R9 - 1-IN 1-LLlxlx 109 1-LL1-3/4X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/2X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/4X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LLlxlx 109 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LL1-1/4X 109 1- R9 - 1-IN I P T y= 1.676 Rx = = 32180 Pa = = 12621 fv = Tensile Area in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 785 206 422 261 206 359 261 206 315 261 206 261 261 206 261 261 206 261 261 206 261 315 206 261 359 206 261 359 261 785 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 250 196z 347z 247z 196Z 296Z 247Z 196Z 297Z 247z 196z 247z 247z 196z 247Z 247z 196Z 247Z 247Z 196z 247Z 297Z 196Z 247Z 296z 196z 247z 296z 247z 250 Shear Ibs 5743 506 1744 4671 496 1465 3639 496 1192 2607 496 920 1276 496 1258 648 496 1792 921 496 2824 1193 496 3855 1466 496 4887 1733 481 5747 Force Ibs 11565 599 2006 6769 496 2122 5273 496 1728 3778 496 1333 1848 496 1823 940 496 2596 1334 496 4092 1729 496 5587 2124 496 7082 1733 649 11573 .38" .38" 0.554 Fy - 50000 0.623 Ry = 1.224 33538 9902 ft = 11290 Corapressive Allow Ibs 23562 6184 12656 7819 6184 10781 7819 6184 9454 7819 6184 7819 7819 6184 7819 7819 6184 7819 7819 6184 7819 9454 6184 7819 10781 6184 7819 10781 7819 23562 Shear Ibs 1872 1834 5219 1601 1830 4155 1329 1862 3123 1056 1885 2091 630 1896 765 1276 1893 785 2308 1879 1057 3340 1855 1330 4371 1819 1602 5378 1714 1815 Force Ibs 3769 2171 6002 2320 1830 6021 1925 1862 4526 1530 1885 3031 913 1896 1109 1849 1893 1137 3344 1879 1532 4839 1855 1927 6334 1819 2321 5380 2314 3654 Allow Ibs 6136 2858 6712 3762 3601 6403 3762 3601 5443 3762 3601 3762 3762 3601 3762 3762 3601 3762 3762 3601 3762 5443 3601 3762 6403 3601 3762 5780 4154 6136 Q Rz f Weld Thick X Length 23x1 11x0 13x1 11x2 11x0 13x1 llxl 11x0 llxl llxl 11x0 11x0 11x0 11x0 11x0 11x0 11x0 11x0 llxl 11x0 llxl llxl 11x0 llxl 13x1 11x0 11x2 13x1 11x0 23x1 2 7 6 1 6 6 6 6 4 2 6 9 6 6 6 6 6 8 0 6 3 5 6 7 7 6 2 4 7 2 0.904 = 0.396 = 11398 Available Weld (in) Top/Bottm 2 3 2 2 3 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 2 2 3/ o/ 9/ 3/ I/ 9/ 3/ I/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ 9/ 3/ 9/ I/ 3/ 9/ I/ 3/ 9/ 8/ 8/ 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 2 3 6 3 4 3 6 4 3 6 4 3 4 4 3 4 4 3 4 4 3 4 6 3 4 6 3 4 8 2 Job #8V00989G - 2RF Customer Valley Joist West Page 1 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M.R TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G21 1 - 40G5N6/2.7 X Parallel chord Girder 38" 4.000 Special Crimped angle End Length Tag 6 000 Opp 6.000 Depth 6 000 6.000 Top Chord Ext BCX Holdback 2 0' 1 000 2 O1 3.750 Pitch EP/#1L 95 500 95.750 TSJI 2000# AddLoad on Top chord at panel points. Dead 2000# AddLoad on Top chord at panel points. TC cone loads :Load Spacing Location Point Type 6000 3300 2700 6000 3300 2700 6000 3300 2700 6000 3300 2700 1000 0 1 A0 0 ' 0 8 ' 0 0 ' 0 0 ' 0 8 ' 0 0 1 A' 0 01 nu 6'4-3/4 0 1 A' 0 0 1 A' 0 0 1 A0 7-11-3/4 V'll-1/2 V'll-1/2 7 ' 11 — 1/2 15'll-l/2 15 ' 11-1/2 15 ' 11—1/2 23 '11-1/2 23 '11-1/2 23 '11-1/2 30'4-l/4 30'4-l/4 30'4-l/4 30 '4-1/4 KNIFE PLATE RE TC HOLES @ 1 3/4" RE 40 000 in Deep 38.703 in Effective Depth 35 500 in Clear Depth 1872747 in-#Moment 96.000 in Interior Panel 5 Web Vees U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 U8 - 13/16 X 4 GAGE 456.000 in Design length 1452 in4 Ix L/1187 Live Defl 1.000 in Chord gap 45.750 in Left End 13753 # SJI reaction TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live Wind 3000 # Minimum Shear 0 in4 Minimum Ix L/ 481 SJI Defl 0.602 in Camber 45.875 in Right End 14247 # SJI reaction Job #8V00989G - 2RF Customer: Valley Joist West Page 2 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G21 1 - 40G5N6/2.7 x 38' 4.000 Parallel chord Girder Special Crimped angle Top Chord: 2 Chord Center: shear : Bearing seats -LL2-1/2X.250 Ix= L = V = 1.406 48 000 13343 A = iy=p =c = j. Tag End LLV5x3 Opposite End LLV5x3 . Bot Chord: 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 U5 -L5 U6 -LS U6 -L7 U7 -L7 US -L7 US -L9 U9 -L9 U10 -L9 Center shear : Web Slope W2L 56 28 VI 17 56 W3L 42 S3 W4L 51 12 V2 0 00 W5L 51 12 W6L 51 12 V2 0 00 W6R 51 12 W5R 44 76 V2 0 00 W4R 44 76 W3R 42 73 VI 17 39 W2R 56 28 -LL2x2x.216 Ix= L = V = Length in 69 73 40 60 52 52 61 66 38 70 61 66 61 66 38 70 61 66 54 50 38 70 54 50 52 69 40 56 69 73 0.615 96.000 13499 Member 2-LL1-3/4X 156 1-LL1-1/2X 109 2-LL2X2X 145 1-LL2X2X 125 1-LL1-1/2X 109 1-LL2-1/2X 250 1-LL2X2X 216 1-LL1-1/2X 109 1-LL1-3/4X 125 1-LL2-1/2X 188 1-LL1-1/2X 109 1-LL1-3/4X 143 2-LL2X2X 145 1-LL1-1/2X 109 2-LL2x2x 163 A = ly= P = T = Area in2 1 043 0 315 1 118 0 484 0 315 1 188 0 817 0 315 0 422 0 905 0 315 0 480 1 118 0 315 1 251 2.375 Y - 4.924 Rx = -48239 Pax= 40572 fv = 5x 5 Weld 3 5x.5 Weld 3 1.635 Y - 2 520 Rx = 48387 Pa = 32235 fv = Tensile R Shear Force in Ibs Ibs 0 541x 13499 24319 0 297z 0 0 0 623x 3336 4527 0 398z 7133 11363 0 297z 0 0 0 491z 1731 2757 0 392z 1028 1638 0 297z 0 0 0 347Z 3000 4779 0 495z 1875 2640 0 297z 0 0 0 346z 7667 10797 0 623x 3459 4709 0 297z 0 0 0 621x 13992 25208 0.717 0 769 -52980 10675 .17" .30" 0.579 0.613 49041 15624 Fy Ry M fc Fy Ry ft = = = _ = = 50000 1.440 0 17083 50000 1.242 19719 Compressive Allow Shear Force Ibs 31300 9454 33538 14531 9454 35625 24520 9454 12656 27140 9454 14402 33538 9454 37526 Ibs 3375 2000 13343 1783 2000 6922 3000 2000 818 7499 2000 1917 13836 2000 3498 Ibs 6080 2098 18106 2841 2000 11028 4779 2000 1303 10560 2000 2699 18835 2096 6302 Allow Ibs 14567 2521 19193 3007 2774 11266 4944 2774 1993 11130 2774 2884 19141 2526 20761 Q Rz 6 f Q Rz f weld Thick x Length 16x5 2 11x0 6 15x4 2 13x3 1 11x0 6 19x2 0 19x0 9 11x0 6 13x1 3 19x1 9 11x0 6 14x2 5 15x4 4 11x0 6 16x5 2 = 1 000 = 0.491 Fillers = 13671 = 1 000 = 0.392 = 18475 Available Weld (in) Top/Bottm 70/53 32/29 61/48 46/45 33/28 51/50 46/45 33/28 44/42 48/46 33/28 40/38 61/48 32/29 69/52 Job #8V00989G - 2RF Customer: Valley Joist West Page 3 VI 92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) 38G22 1 - 40G5N6.7/3 X Parallel chord Girder 0.500 Special Crimped angle End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Holes Y Y Top Chord Ext BCX Holdback Pitch 2 2 0 0 1.000 1.000 EP/#1L 95.500 92.250 TSJI 2000# AddLoad on Top chord at panel points. Dead 2000# AddLoad on Top chord at panel points. TC cone loads: Load Spacing Location Point 6700 3700 3000 6700 3700 3000 6700 3700 3000 6700 3700 3000 1000 NO TC HOLES 40.000 in Deep 38.463 in Effective Depth 34.500 in Clear Depth 2044130 in-#Moment 96.000 in Interior Panel 5 Web Vees Type O'O O'O 8'0 O'O O'O 8 ' 0 0 1 A\J 01 /%0 4-3/4 O i A1 0 0 1 A1 0 0 1 AU 8-1/4 / _i_ -L. J- / ^. •7 I 1 1 ~1 /o 1 /o ^ , IT", /0 23 '11-1/2 23 '11-1/2 23 '11-1/2 30'4-l/4 30'4-l/4 30'4-l/4 30-4-1/4 U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 U8 TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live Wind 452.500 in Design length 3350 # Minimum Shear 1646 in4 Ix L/1235 Live Defl 1 000 in Chord gap 45.750 in Left End 15019 # SJI reaction 0 in4 Minimum Ix L/ 503 SJI Defl 0.592 in Camber 44.125 in Right End 15781 # SJI reaction Top Chord: 2-LL3X3X.250 Ix= 2.488 Center: L = 48 000 Chord shear: V = 14605 Bearing seats: Tag End LLV5x3.5x.5 Weld Opposite End LLV5x3.5x.5 Weld A = Iy= P = C = 2.875 7 669 -52810 44590 Y = Rx = Paz = fv = 0.842 0.930 -52831 9737 Fy Ry M fc = = = =: 50000 1 633 0 15509 3.51" 3.71" Q = 0.961 Rz = 0.592 No Fillers f = 12448 Bot Chord: 2-LL2-1/2X 188 A = 1.809 = 0 695 Fy = 50000 = 0.920 Ix= 1.096 Iy= 3.678 Rx = 0.778 Ry = 1.426 Rz = 0 495 Center. L = 96.000 P = 53145 Pa = 54279 Chord shear V = 14762 T = 35505 fv = 15705 ft = 19623 f = 18518 Job #8V00989G - 2RF Customer Valley Joist West Page 4 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G22 1 - 40G5N6.7/3 x 38' 0.500 Special Crimped angle Parallel chord Girder Tensile Length Location uo Ul U2 U2 U3 U4 U4 U5 U6 U6 U7 U8 US U9 U10 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 Web W2 VI W3L W4L V2 W5L W6L V2 W6R W5R V2 W4R W3R V3 W2 Slope 56 17 42 51 0 51 51 0 51 44 0 44 39 19 56 45 67 71 29 00 29 29 00 29 93 00 93 98 84 45 in 69 40 52 61 38 61 61 38 61 54 38 54 50 40 69 59 37 34 51 46 51 51 46 51 33 46 33 19 89 59 Member 2-LL1-3/4X 143 1-LL1-1/2X 109 2-LL2x2x 156 l-LL2x2x 137 1-LL1-1/2X 109 2-LL2x2x 125 1-LL2-1/2X 188 1-LL1-1/2X 109 1-LL1-3/4X 125 1-LL2-1/2X 212 1-LL1-1/2X 109 l-LL2x2x 125 2-LL2X2X 145 1-LL1-1/2X 109 2-LL1-3/4X 143 Area in2 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 960 315 199 529 315 969 905 315 422 015 315 484 118 315 960 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 543x 297z 622x 3972 297z 626x 495Z 297z 347z 493z 297z 398z 623x 297z 543x Shear Ibs 14762 0 3651 7693 0 1870 939 0 3350 2086 0 8513 3846 0 15525 Force Ibs 26711 0 4969 12303 0 2991 1502 0 5357 2946 0 12025 5019 0 28091 Allow Ibs 28803 9454 35980 15877 9454 29063 27140 9454 12656 30452 9454 14531 33538 9454 28803 Compressive Shear Ibs 3691 2000 14605 1923 2000 7481 3350 2000 837 8343 2000 2128 15382 2000 3881 Force Ibs 6678 2099 19876 3076 2000 11964 5357 2000 1339 11786 2000 3006 20074 2126 7023 Allow Ibs 13440 2550 21001 3288 2809 13739 8744 2809 2003 12502 2809 3872 19900 2485 13440 Weld Thick Available X Length 14x6 11x0 16x4 14x3 11x0 13x3 19x1 11x0 13x1 19x2 11x0 13x3 15x4 11x0 14x6 3 6 3 0 6 2 0 6 4 1 6 2 7 7 6 Weld (in) Top/Bottm 8 3 7 5 3 8 5 3 4 5 3 4 7 3 8 8/ 5/ 4/ O/ 5/ I/ 5/ 5/ 8/ I/ 5/ 6/ 3/ 5/ 8/ 7 3 6 5 3 6 5 3 5 5 3 4 6 3 7 2 4 2 2 3 7 8 3 0 3 3 8 2 4 2 Job #8V00989G - 2RF Customer Valley Joist West Page 5 VI 92 By CB 08-08 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G23 1 - 36G5N6/2.7 X Parallel chord Girder 34' 1.500 Special Crimped angle End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Slope Holes Y Y Top Chord Ext BCX Holdback 2 0' 3.750 2 0' 3.750 Pitch EP/#1L 95.750 25.750 TSJI 2000# AddLoad on Top chord at panel points, Dead 2000# AddLoad on Top chord at panel points. TC cone loads: Load 7000 4300 2700 7000 4300 2700 7000 4300 2700 7000 4300 2700 KNIFE PLATE BE TC HOLES @ 1 3/4" TE - i: TC HOLES @ I1-11 3/4" 36 000 in Deep 34 691 in Effective Depth 31 500 in Clear Depth 1727834 in-#Moment 96 000 in Interior Panel 5 Web Vees Spacinq 7'll-3/4 0 /\ nu u nu rvu 2-1-3/4 6X4 GAGE Location 7 7 7 15 15 15 23 23 23 31 31 11-3/4 11-3/4 11-3/4 11-3/4 11-3/4 11-3/4 11-3/4 11-3/4 11-3/4 11-3/4 11-3/4 31 11-3/4 Point Type U2 U2 U2 U4 U4 U4 U6 U6 U6 U9 U9 U9 3/4" RE - 13/16 X 4 GAGE 405.500 in Design length 1263 in4 Ix L/1526 Live Defl 1.000 in Chord gap 45.875 in Left End 13583 # SJI reaction TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live 3500 # Minimum Shear 0 in4 Minimum Ix L/ 530 SJI Defl 0.476 in Camber 23 750 in Right End 18417 # SJI reaction Job #8V00989G - 2RF Customer Valley Joist West Page 6 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G23 1 - 36G5N6/2.7 x 34' 1.500 Special Crimped angle Parallel chord Girder Top Chord: 2 Chord Center- shear Bearing seats -LL2-1/2X 250 Ix= 1.406 L = 48.000 V = 13121 A = iy=p =c = : Tacr End LLV5x3 . Opposite End LLV5x3 . Bot Chord: 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 US -L5 U6 -L5 U6 -L7 U7 -L7 U8 -L7 U8 -L9 U9 -L9 U10 -L9 Center. shear : Web Slope W2L 59 12 VI 19 27 W3L 45 86 W4L 54 14 V2 0 00 W5L 54 14 W6L 54 14 V2 0 00 W6R 54 14 W5R 42 69 V2 0 00 W4R 42 69 W3R 15 70 V3 32 67 W2R 52 98 -LL2x2x.250 Ix= 0.695 L = 96.000 V = 13297 Length in Member 67 58 2-LL2x2x 176 36 75 1-LL1-1/2X 109 49 82 2-LL2x2x 145 59 22 1-LL2X2X 125 34 69 1-LL1-1/2X 109 59 22 1-LL2-1/2X 212 59 22 1-LL2-1/2X 188 34 69 1-LL1-1/2X 109 S9 22 1-LL1-3/4X 125 47 20 1-LL2-1/2X 212 34 69 1-LL1-1/2X 109 47 20 1-LL1-3/4X 156 36 04 1-LL2-1/2X 188 41 21 1-LL2X2X 216 57 61 2-LL2X2X 216 A - ly= P = T = Area in2 1 346 0 315 1 118 0 484 0 315 1 015 0 905 0 315 0 422 1 015 0 315 0 522 0 905 0 817 1 635 2.375 4 924 -46312 Y - Rx = Pax= 42960 fv = 5x.5 5x.5 1.875 2.930 49806 35458 Weld 3 Weld 4 Y - Rx = Pa = fv = Tensile R Shear Force in 0 619x 0 297z 0 623x 0 3982 0 297z 0 493Z 0 495z 0 297Z 0 347z 0 493z 0 297Z 0 345z 0 495Z 0 392z 0 613x Ibs Ibs 13297 25905 0 0 3280 4710 5884 10045 0 0 1412 2410 875 1494 0 0 3589 6128 2707 3682 0 0 10984 14943 2785 2893 0 0 18190 30210 0 717 0.769 -52980 10497 .12" .42" 0.592 0.609 56250 13297 Fy Ry M fc Fy Ry ft - = = = = = 50000 1.440 0 18088 50000 1.250 18911 Corapressive Allow Shear Force Ibs 40381 9454 33538 14531 9454 30452 27140 9454 12656 30452 9454 15650 27140 24520 49041 Ibs 3324 2000 13121 1471 2000 5647 3500 2000 897 10826 2000 2746 11142 9000 4547 Ibs 6476 2119 18841 2511 2000 9641 5975 2000 1532 14729 2000 3736 11573 10692 7552 Allow Ibs 23340 3077 20014 3259 3453 10522 9432 3453 2160 15758 3453 4162 15177 11053 32639 Q Rz 5 f Q Rz f Weld Thick x Length 18x5 0 11x0 7 15x4 4 13x2 7 11x0 6 19x1 7 19x1 1 11x0 6 13x1 7 19x2 6 11x0 6 16x3 2 19x2 1 19x1 9 22x4 7M = 1.000 = 0.491 Fillers = 13856 = 1.000 = 0.391 = 16316 Available Weld (in) Top/Bottm 72/53 33/29 62/48 49/47 33/28 54/52 54/52 33/28 46/44 47/45 33/28 39/37 42/38 39/36 66/49 Job #8V00989G - 2RF Customer Valley Joist West Page 7 VI. 92 By CB 08-08 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G24 1 - 36G5N6.7/3 X Parallel chord Girder 33' 4.500 Special Crimped angle End Length Tag 6.000 Opp 6 000 Depth 6.000 6.000 Slope Holes Y Y Top Chord Ext Pitch TSJI 2000# AddLoad on Top chord at panel points Dead 2000# AddLoad on Top chord at panel points TC cone loads: Load 8000 5000 3000 7400 4400 3000 8000 5000 3000 8000 5000 3000 KNIFE PLATE RE TC HOLES @ I'-ll 3/4" & 2'-3 36.000 in Deep 34.580 in Effective Depth 31 000 in Clear Depth 1816771 in-#Moment 96 000 in Interior Panel 5 Web Vees Spacing 7'2-3/4 O n Q u r\u 2'l-3/4 3/4" RE Location 7'2-3/4 7'2-3/4 7'2-3/4 15'2-3/4 15'2-3/4 15'2-3/4 23'2-3/4 23'2-3/4 23 '2-3/4 31-2-3/4 31'2-3/4 31'2-3/4 - 13/16 X Point U2 U2 U2 U4 U4 U4 U6 U6 U6 U9 U9 U9 4 GAGE 396 500 in Design length 1311 in4 Ix L/1509 Live Defl 1.000 in Chord gap 41.375 in Left End 15212 # SJI reaction BCX Holdback 2 0' 1.000 2 0' 3.750 Type TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live 3925 # Minimum Shear 0 in4 Minimum Ix L/ 529 SJI Defl 0.455 in Camber 23.750 in Right End 20188 # SJI reaction EP/#1L 86.750 25.750 Top Chord; 2-LL2-1/2X.250 Ix= 1.406 Center L = 48.000 Second L = 43.375 Chord shear: V = 14784 A = ly= P = P = C = 2.375 4.924 -49411 -25024 44723 Y = Rx = Pax= Paz = fv = 0.717 0.769 -52980 -41112 11828 Fy = Ry = M = fc = 50000 1.440 0 18831 Q = 1.000 Rz = 0.491 4 Fillers No Fillers f = 15118 Job #8V00989G - 2RF Customer Valley Joist West Page 8 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) 1 - 36G5N6.7/3 x 33' 4.500 Special Crimped angleG24 Parallel chord Girder Bearing seats: Tag End LLV5x3 . Opposite End LLV5x3 . Bot Chord: 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 U5 -L5 U6 -L5 U6 -L7 U7 -L7 US -L7 US -L9 U9 -L9 U10 -L9 Center: shear: Web Slope W2L 59 20 VI 25 68 W3L 37 72 W4L 54 23 V2 0 00 W5L 54 23 W6L 54 23 V2 0 00 W6R 54 23 W5R 42 78 V2 0 00 W4R 42 78 W3R 15 75 V3 32 76 W2R 53 07 -LL2-1/2X.212 Ix= L = V = Length in 67 53 38 37 43 72 59 16 34 58 59 16 59 16 34 58 59 16 47 11 34 58 47 11 35 93 41 12 57 55 1.219 96.000 14919 Member 2-LL1-3/4X 156 1-LL1-1/2X 109 2-LL1-3/4X 156 1-LL2X2X 125 1-LL1-1/2X 109 1-LL2-1/2X 230 1-LL2-1/2X 188 1-LL1-1/2X 109 1-LL1-3/4X 125 1-LL2-1/2X 212 1-LL1-1/2X 109 1-LL2X2X 137 1-LL2-1/2X 188 1-LL2X2X 232 2-LL2X2X 176 A = Iy= P = T = Area in2 1 043 0 315 1 043 0 484 0 315 1 097 0 905 0 315 0 422 1 015 0 315 0 529 0 905 0 874 1 346 5x.5 5x.5 2.030 4.158 52539 36235 Weld 3 Weld 4 Y - Rx = Pa = fv = Tensile R Shear Force in 0 S41x 0 297z 0 541X 0 398z 0 297z 0 492z 0 495z 0 297z 0 347Z 0 493z 0 297z 0 397z 0 495z 0 392z 0 619x Ibs Ibs 14919 29134 0 0 3696 4673 6542 11193 0 0 1575 2695 981 1679 0 0 3925 6715 2896 3946 0 0 11745 16003 2977 3093 0 0 19956 33211 .56" .90" 0 703 0 775 60903 14075 Fy - Ry = ft = 50000 1.431 17849 Compressive Allow Shear Force Ibs 31300 9454 31300 14531 9454 32913 27140 9454 12656 30452 9454 15877 27140 26225 40381 Ibs Ibs 3730 7284 2000 2219 14784 18692 1636 2798 2000 2000 6300 10778 3925 6715 2000 2000 981 1679 11584 15783 2000 2000 2936 4001 11907 12371 10000 11891 4989 8303 Allow Ibs 15340 2822 19510 3266 3475 11353 9453 3475 2165 15793 3475 5604 15220 11835 26733 Q Rz f Weld Thick x Length 16x6 3 11x0 7 16x4 0 13x3 0 11x0 6 19x1 9 19x1 2 11x0 6 13x1 8 19x2 8 11x0 6 14x3 9 19x2 2 19x2 1 18x6 4 = 0.967 = 0 493 = 16666 Available Weld (in) Top/Bottm 74/74 33/35 59/59 49/55 33/33 54/61 54/61 33/33 46/53 47/51 33/33 42/46 42/43 39/42 66/66 Job #8V00989G - 2RF Customer Valley Joist West Page 9 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G25 1 - 36G5N6/2.7 x 34' 1.500 Special Crimped angle Parallel chord Girder End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Holes Y Y Top Chord Ext BCX Holdback 2 0' 3.750 2 0' 3 750 Pitch EP/#1L 69 750 51.750 TSJI 2000# AddLoad on Top chord at panel points, Dead 2000# AddLoad on Top chord at panel points. TC cone loads:Load 7000 4300 2700 7000 4300 2700 9500 6800 2700 7000 4300 2700 Spacing 5'9-3/4 0 1 *"*' O i' 8 1 O i1 O i ' 8 1' 0 1 O i1 8 1' O i1 O i A 1 1 _Q / U A Location 5 5 5 13 13 13 21 21 21 29 29 29 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 Point U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 Type TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live KNIFE PLATE BE NO TC HOLES 36.000 in Deep 34.566 in Effective Depth 31 000 in Clear Depth 1881532 m-#Moment 96 000 in Interior Panel 5 Web Vees 405.500 in Design length 1359 in4 Ix L/1588 Live Defl 1.000 in Chord gap 32.875 in Left End 16277 # SJI reaction 3813 # Minimum Shear 0 in4 Minimum Ix L/ 500 SJI Defl 0.476 in Camber 23.875 in Right End 18223 # SJI reaction Top Chord: 2-LL3X3X.250 Ix= 2.488 Center: L = 48.000 Fourth: L = 48.000 Chord shear: V = 15943 A = iy=p =p =c = 2.875 7.669 -54433 -42874 42874 Y = Rx = Pax= Paz = fv = 0.842 0.930 -67011 -52831 10629 Fy = Ry = M = fc = 50000 1.633 0 14913 Q = 0.961 Rz = 0.592 2 Fillers No Fillers f = 12983 Job #8V00989G - 2RF Valley Joist West Page 10 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Customer. M.R TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT- SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G25 1 - 36G5N6/2 7 x 34' 1 500 Special Crimped angle Parallel chord Girder Bearing seats: Tag End LLV5x3 . Opposite End LLV5x3 . Bot Chord: 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -LS U5 -L5 U6 -L5 U6 -L7 U7 -L7 U8 -L7 U8 -L9 U9 -L9 U10 -L9 Center: shear: Web Slope W2L 53 08 VI 20 79 W3L 32 18 W4L 54 24 V2 0 00 W5L 54 24 W6L 54 24 V2 0 00 W6R 54 24 W5R 54 24 V2 0 00 W4R 54 24 W3R 6 19 V3 32 62 W2R 53 08 -LL2x2x 250 Ix= L = V = Length in 57 54 36 97 40 84 59 15 34 57 59 15 59 15 34 57 59 15 59 15 34 57 59 15 34 77 41 04 57 54 0.695 96.000 16050 Member 2-LL2X2X 187 1-LL1-1/2X 109 2-LL1-3/4X 156 l-LL2x2x 145 1-LL1-1/2X 109 2-LL2x2x 137 1-LL1-3/4X 125 1-LL1-1/2X 109 1-LL2-1/2X 188 2-LL2x2x 156 1-LL1-1/2X 109 l-LL2x2x 187 1-LL2-1/2X 212 1-LL1-1/2X 109 2-LL2X2X 216 A = Iy= P — T = Area in2 1 426 0 315 1 043 0 559 0 315 1 058 0 422 0 315 0 905 1 199 0 315 0 713 1 015 0 315 1 635 5x.5 Weld 3 5x.5 Weld 4 1.875 Y - 2.930 Rx = 54366 Pa = 31249 fv = Tensile R Shear Force in Ibs Ibs 0 617x 16050 26718 0 297z 0 0 0 541x 3986 4709 0 396z 8706 14898 0 297Z 0 0 0 624X 2117 3623 0 347z 3812 6524 0 297Z 0 0 0 495Z 953 1631 0 622x 2626 4494 0 297Z 0 0 0 394Z 10741 18380 0 4932 4494 4521 0 297Z 0 0 0 613X 17996 29957 .85" .37" 0.592 0.609 56250 16050 Fy - Ry = ft = 50000 1 250 16666 Compressive Allow Shear Force Ibs 42782 9454 31300 16769 9454 31754 12656 9454 27140 35980 9454 21391 30452 9454 49041 Ibs 4013 2000 15943 2177 2000 8469 953 2000 3812 10504 2000 2685 17977 2000 4499 Ibs 6679 2139 18837 3725 2000 14493 1631 2000 6524 17975 2000 4595 18083 2375 7489 Allow Ibs 28633 3039 20576 3745 3478 15994 2166 3478 9455 18508 3478 4720 18040 2467 32670 Q Rz f Weld Thick x Length 19x4 8 11x0 7 16x4 1 15x3 5 11x0 6 14x3 6 13x1 8 11x0 6 19x1 2 16x3 9 11x0 6 19x3 3 19x3 2 11x0 7 22x4 7M = 1.000 = 0.391 = 18084 Available Weld (in) Top/Bottm 83/50 35/29 70/46 53/47 35/28 84/50 50/44 35/28 58/52 84/50 35/28 53/47 45/38 37/31 83/50 Job #8V00989G - 2RF Customer Valley Joist West Page 11 VI.92 By CB 08-08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G26 1 - 36G5N6.7/3 x 34' 1 500 Special Crimped angle Parallel chord Girder End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Holes Y Y Top Chord Ext Pitch TSJI 2000# AddLoad on Top chord at panel points. Dead 2000# AddLoad on Top chord at panel points. TC cone loads: Load 7400 4400 3000 7400 4400 3000 8100 5100 3000 8100 5100 3000 KNIFE PLATE BE NO TC HOLES 36 000 in Deep 34.566 in Effective Depth 31 000 in Clear Depth 1856033 in-#Moment 96.000 in Interior Panel 5 Web Vees Spacing 5-9-3/4 0 1 A1 0 Oi Au 8 1 Au 0 1 A(J Oi Au 81 nu 0 1 Au 0 1 Au 8 1 Au 0 1 A0 0 1 A' 0 4'3-3/4 Location 5 5 5 13 13 13 21 21 21 29 29 29 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 '9-3/4 Point U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 405.500 in Design length 1359 in4 Ix L/1429 Live Defl 1.000 in Chord gap 32.875 in Left End 16481 # SJI reaction BCX Holdback 2 0' 3 750 2 0' 3 750 Type TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live 3875 # Minimum Shear 0 in4 Minimum Ix L/ 506 SJI Defl 0.476 in Camber 23.875 in Right End 18519 # SJI reaction EP/#1L 69.750 51.750 Top Chord; 2-LL3X3X.250 Ix= 2.488 Center. L = 48.000 Fourth. L = 48.000 Chord shear. V = 16146 A = iy=p =p = fi 2 875 7.669 -53457 -43000 43000 Y = Rx = Pax= Paz = fv = 0.842 0.930 -67011 -52831 10764 Fy = Ry = M = fc = 50000 1.633 0 14957 Q = 0.961 Rz = 0 592 2 Fillers No Fillers f = 13107 Job #8VOQ989G - 2RF Valley Joist West Page 12 VI 92 By CB 08-08 Entered 8/18/08 Revised 8/22/08 Customer: M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G26 1 - 36G5N6.7/3 x 34' 1.500 Special Crimped angle Parallel chord Girder Bearing seats; Tag End LLV5x3 . Opposite End LLV5x3 . Bot Chord 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 US -L5 U6 -L5 U6 -L7 U7 -L7 U8 -L7 U8 -L9 U9 -L9 U10 -L9 Center shear • Web Slope W2L 53 08 VI 20 79 W3L 32 18 W4L 54 24 V2 0 00 W5L 54 24 W6L 54 24 V2 0 00 W6R 54 24 W5R 54 24 V2 0 00 W4R 54 24 W3R 6 19 V3 32 62 W2R 53 08 -LL2x2x.250 Ix= L = V = Length in 57 54 36 97 40 84 59 15 34 57 59 15 59 15 34 57 59 15 59 15 34 57 59 15 34 77 41 04 57 54 0.695 96.000 16254 Member 2-LL2X2X 187 1-LL1-1/2X 109 2-LL1-3/4X 156 l-LL2x2x 145 1-LL1-1/2X 109 2-LL2x2x 125 1-LL2-1/2X 188 1-LL1-1/2X 109 1-LL1-3/4X 125 2-LL2X2X 145 1-LL1-1/2X 109 1-LL2X2X 176 1-LL2-1/2X 230 1-LL1-1/2X 109 2-LL2x2x 216 A = ly= P = T = Area in2 1 426 0 315 1 043 0 559 0 315 0 969 0 905 0 315 0 422 1 118 0 315 0 673 1 097 0 315 1 635 5x 5 Weld 3 5x.5 Weld 4 1.875 Y - 2.930 Rx = 53695 Pa = 31647 fv = Tensile R Shear Force in Ibs Ibs 0 617x 16254 27056 0 297z 0 0 0 541x 4037 4769 0 396Z 8510 14562 0 297Z 0 0 0 626X 2068 3539 0 495Z 969 1658 0 297z 0 0 0 347z 3875 6631 0 623x 2425 4150 0 297z 0 0 0 394z 9937 17005 0 492z 4569 4595 0 297z 0 0 0 613X 18293 30450 .90" .45" 0.592 0.609 56250 16254 Fy Ry ft = = 50000 1.250 16879 Compressive Allow Shear Force Ibs 42782 9454 31300 16769 9454 29063 27140 9454 12656 33538 9454 20191 32913 9454 49041 Ibs 4063 2000 16146 2127 2000 8273 3875 2000 969 9701 2000 2484 18274 2000 4573 Ibs 6764 2139 19077 3641 2000 14157 6631 2000 1658 16600 2000 4251 18381 2375 7613 Allow Ibs 28633 3039 20576 3745 3478 14329 9455 3478 2166 17069 3478 4468 19768 2467 32670 Q Rz f Weld Thick x Length 19x4 9 11x0 7 16x4 1 15x3 4 11x0 6 13x3 8 19x1 2 11x0 6 13x1 8 15x3 9 11x0 6 18x3 3 19x3 3 11x0 7 22x4 7M = 1.000 = 0.391 = 18314 Available Weld (in) Top/Bottm 83/50 35/29 70/46 53/47 35/28 84/50 58/52 35/28 50/44 84/50 35/28 53/47 45/38 37/31 83/50 Job #8V00989G - 2RF Customer Valley Joist West Page 13 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX- 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G27 1 - 40G5N6/2 7 x Parallel chord Girder 38'11.500 Special Crimped angle End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Holes Y Y Top Chord Ext BCX Holdback 2 0' 3 750 2 0' 3 750 Pitch EP/#1L 19.750 63.750 TSJI 2000# AddLoad on Top chord at panel points. Dead 2000# AddLoad on Top chord at panel points TC cone loads. Load 9500 6800 2700 6000 3300 2700 1000 6000 3300 2700 6200 3500 2700 6200 3500 2700 5-3-3/4 KNIFE PLATE BE TC HOLES @ l'-5 3/4" & l'-9 3/4" TE 40.000 in Deep 38.441 in Effective Depth 34.500 in Clear Depth 2000462 m-#Moment 96.000 in Interior Panel 5 Web Vees Spacn 1-7-3, 0 0 8 0 0 0 8 0 0 8 0 0 8 0 0 iq '4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Loc 1 1 1 9 9 9 9 17 17 17 25 25 25 33 33 33 :ation 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 Point Type Ul Ul Ul U2 U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 TSJI Dead Live TSJI Dead Live Wind TSJI Dead Live TSJI Dead Live TSJI Dead Live GAGE13/16 X 4 463.500 in Design length 1926 in4 Ix L/1524 Live Defl 1.000 in Chord gap 17.750 in Left End 21885 # SJI reaction 4238 # Minimum Shear 0 in4 Minimum Ix L/ 599 SJI Defl 0.622 in Camber 29.875 in Right End 16015 # SJI reaction Job #8V00989G - 2RF Customer: Valley Joist West Page 14 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX. 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G27 1 - 40G5N6/2.7 x 38'11 500 Special Crimped angle Parallel chord Girder Top Chord: 2 Chord Center: shear: Bearing seats -LL3X3X.250 Ix= 2.488 L = 48.000 V = 11894 A = iy=p =c = j. Tag End LLV5x3 . Opposite End LLV5x3 . Bot Chord 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 U5 -L5 U6 -L5 U6 -L7 U7 -L7 US -L7 US -L9 U9 -L9 U10 -L9 Center: shear: Web Slope W2L 56 46 VI 46 32 W3L 55 41 W4L 51 31 V2 0 00 W5L 51 31 W6L 51 31 V2 0 00 W6R 51 31 W5R 51 31 V2 0 00 W4R 51 31 W3R 5 57 V3 36 19 W2R 56 46 -LL2-1/2X.250 Ix= 1.406 L = 96.000 V = 21634 Length in Member 69 58 2-LL2x2x 200 55 66 2-LL2X2X 137 67 72 2-LL2X2X 232 61 50 1-LL1-3/4X 143 38 44 1-LL1-1/2X 109 61 50 1-LL2-1/2X 188 61 50 1-LL2-1/2X 188 38 44 1-LL1-1/2X 109 61 50 1-LL1-3/4X 125 61 50 2-LL2x2x 137 38 44 1-LL1-1/2X 109 61 50 l-LL2x2x 156 38 62 1-LL2-1/2X 212 47 63 1-LL1-3/4X 125 69 58 2-LL1-3/4X 143 A = Iy= P = T = Area in2 1 520 1 058 1 748 0 480 0 315 0 905 0 905 0 315 0 422 1 058 0 315 0 600 1 015 0 422 0 960 2.875 7.669 -50002 46070 5x.5 5x.5 2.375 4.924 52040 39582 Y - Rx = Pax= fv = Weld 5 Weld 3 Y - Rx = Pa = fv = Tensile R Shear Force in Ibs Ibs 0 616x 21634 39161 0 624x 0 611x 0 346Z 0 297z 0 495z 0 495z 0 297z 0 347Z 0 624x 0 297Z 0 396Z 0 493z 0 347Z 0 0 2973 5238 5687 9097 0 0 1370 2191 1059 1695 0 0 4238 6779 2284 3653 0 0 9342 14945 3937 3956 0 0 0 543x 15765 28537 0.842 0.930 -52831 7929 .36" .78" 0.717 0 769 71250 17307 Fy Ry M fc Fy Ry ft = = = = = = 50000 1.633 0 16024 50000 1.440 16666 Compressive Allow Shear Force Ibs 45600 31754 52451 14402 9454 27140 27140 9454 12656 31754 9454 17990 30452 12656 28803 Ibs 5409 11500 11894 1422 2000 5480 4238 2000 1059 9135 2000 2335 15749 2000 3941 Ibs 9790 16651 20953 2274 2000 8766 6779 2000 1695 14613 2000 3736 15824 2478 7134 Allow Ibs 25606 17014 21274 2266 2812 8748 8748 2812 2004 15287 2812 3705 16123 3340 13444 Q Rz 1 f Q Rz f Weld Thick x Length 20x6 6M 14x4 1 19x3 8 14x2 1 11x0 6 19x1 6 19x1 2 11x0 6 13x1 8 14x3 6 11x0 6 16x3 2 19x2 8 13x0 7 14x6 7 = 0.961 = 0 592 Fillers = 11272 = 1 000 = 0 491 = 19209 Available Weld (in) Top/Bottm 86/68 77/62 85/68 48/50 35/33 55/58 55/58 35/33 48/50 81/65 35/33 50/52 45/43 40/41 88/70 Job #8V00989G - 2RF Customer: Valley Joist West Page 15 VI 92 By CB 08-08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G28 1 - 40G5N6.7/3 x Parallel chord Girder 38'11.500 Special Crimped angle End Length Tag 6.000 Opp 6 000 TSJI 2000# Dead 2000# TC cone Depth 6.000 6.000 Slope Holes Y Y Top Chord Ext BCX Holdback Pitch 2 0' 3.750 2 0' 3.750 EP/#1L 19.750 63.750 AddLoad on Top chord at panel points, AddLoad on Top chord at panel points, loads- Load Spacina Location 9500 6500 3000 6700 3700 3000 1000 6700 3700 3000 6900 3900 3000 6900 3900 3000 l'7-3/4 0 1 *"»1 0 1 8 1 0 1' n '\j01 8 1 0 1 0 1 8 1 0 1' O i1 8 1 0 1 0 11 C 1 -3 _ -3 / U A\J A I1 1' I1 9' 9' 9' 9' 17' 17' 17' 25' 25' 25' 33' 33, 33 ' 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 Point Ul Ul Ul U2 U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 Type TSJI Dead Live TSJI Dead Live Wind TSJI Dead Live TSJI Dead Live TSJI Dead Live KNIFE PLATE BE TC HOLES @ l'-5 3/4" & l'-9 40.000 in Deep 38.324 in Effective Depth 34.000 in Clear Depth 2193968 in-#Moment 96.000 in Interior Panel 5 Web Vees 3/4" TE - 13/16 X 4 GAGE 463 500 in Design length 4588 2018 in4 Ix 0 L/1438 Live Defl L/ 571 1.000 in Chord gap 0 622 17.750 in Left End 29.875 23128 # SJI reaction 17572 # Minimum Shear in4 Minimum Ix SJI Defl in Camber in Right End # SJI reaction Job #8V00989G - 2RF Customer Valley Joist West Page 16 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project M R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G28 1 - 40G5N6.7/3 x 38'11.500 Special Crimped angle Parallel chord Girder Top Chord- 2 Chord Center: shear: Bearing seats -LL3X3X.250 Ix= L = V = 2.488 48.000 13137 A = iy=p =c = JL Tag End LLV5x3 . Opposite End LLV5x3 . Bot Chord: 2 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 US -L5 U6 -L5 U6 -L7 U7 -L7 U8 -L7 US -L9 U9 -L9 U10 -L9 Center: shear : Web Slope W2L 56 55 VI 46 40 W3L 55 49 W4L 51 40 V2 0 00 W5L 51 40 W6L 51 40 V2 0 00 W6R 51 40 W5R 51 40 V2 0 00 W4R 51 40 W3R 5 59 V3 36 27 W2R 56 55 -LL3x3x.227 Ix= L = V = Length in 69 52 55 58 67 65 61 42 38 32 61 42 61 42 38 32 61 42 61 42 38 32 61 42 38 51 47 54 69 52 2.285 96.000 22877 Member 2-LL2x2x 187 2-LL2X2X 137 2-LL2-1/2X 188 l-LL2x2x 125 1-LL1-1/2X 109 1-LL2-1/2X 212 1-LL2-1/2X 188 1-LL1-1/2X 109 1-LL1-3/4X 125 2-LL2X2X 145 1-LL1-1/2X 109 1-LL2X2X 176 1-LL2-1/2X 230 1-LL1-3/4X 125 2-LL1-3/4X 156 A = iy=p = T = Area in2 1 426 1 058 1 809 0 484 0 315 1 015 0 905 0 315 0 422 1 118 0 315 0 673 1 097 0 422 1 043 2.875 Y = 7.669 Rx = -55007 Pax= 50580 fv = 5X.5 Weld 5 5x.5 Weld 4 2.621 Y - 6.949 Rx = 57248 Pa = 43392 fv = Tensile R Shear Force in Ibs Ibs 0 617x 22877 41499 0 624x 0 0 0 778x 3284 5797 0 3982 6230 9984 0 297Z 0 0 0 493Z 1506 2413 0 495Z 1147 1838 0 297z 0 0 0 347Z 4588 7353 0 623x 2498 4004 0 297Z 0 0 0 394Z 10199 16346 0 492z 4326 4347 0 347z 0 0 0 541X 17322 31422 0.842 0 930 -67011 8758 .69" .19" 0 834 0.934 78628 16797 Fy Ry M fc Fy Ry ft =: = = = = = 50000 1.633 0 17593 50000 1.628 16556 Compressive Allow Shear Force Ibs 42782 31754 54279 14531 9454 30452 27140 9454 12656 33538 9454 20191 32913 12656 31300 Ibs 5719 11500 13137 1557 2000 6022 4588 2000 1147 9992 2000 2550 17306 2000 4331 Ibs 10375 16677 23190 2496 2000 9652 7353 2000 1838 16014 2000 4087 17389 2481 7855 Allow Ibs 24130 17037 30501 3030 2829 9783 8769 2829 2009 16305 2829 4144 17643 3353 14641 Q Rz 3 f Q Rz f Weld Thick x Length 19x7 5 14x4 1 19x4 2 13x2 7 11x0 6 19x1 7 19x1 3 11x0 6 13x2 0 15x3 7 11x0 6 18x3 I 19x3 1 13x0 7 16x6 8 = 0.961 = 0.592 Fillers = 12413 = 0.922 = 0.594 = 18726 Available weld (in) Top/Bottm 87/87 77/77 83/83 50/56 35/35 55/61 55/61 35/35 48/54 81/81 35/35 50/56 45/45 40/44 89/89 Job #8V00989G - 2RF Customer Valley Joist West Page 17 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M R. TIMBER STRUCTURES, INC 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX. 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments. CBC 2007 (92IBC06) G29 1 - 28G6N6/2.7 x Parallel chord Girder 26' 7.500 Special Crimped angle End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Holes Y Y Top Chord Ext TSJI 2000# AddLoad on Top chord at panel points. Dead 2000# AddLoad on Top chord at panel points. TC cone loads:Load 6000 3300 2700 6300 3600 2700 6300 3600 2700 Spacing 2'7-3/401 f\' 0 0 1 A' 0 8 1 r\0 0 1 nu 01 r\' 0 8 1 n1 0 01 r\1 0 01 r\1 0 7'll-3/4 Location 2 ' 2' 2' 10' 10' 10' IS- IS1 18' 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 7-3/4 Point Ul Ul Ul U2 U2 U2 U4 U4 U4 BCX Holdback 2 0' 3.750 2 0' 3.750 Type TSJI Dead Live TSJI Dead Live TSJI Dead Live Pitch EP/#1L 31.750 95.750 KNIFE PLATE BE TC HOLES @ 2'-5 3/4" TC HOLES @ 1 3/4" RE 28.000 in Deep 26.709 in Effective Depth 23.500 in Clear Depth 970486 in-#Moment 115 750 in Interior Panel 3 Web Vees GAGE& 2'-9 3/4" TE - 13/16 X 4 - 13/16 X 4 GAGE 315.500 in Design length 663 in4 Ix L/1710 Live Defl 1.000 in Chord gap 29.750 in Left End 13095 # SJI reaction 2325 # Minimum Shear 0 in4 Minimum Ix L/ 637 SJI Defl 0 288 in Camber 45.875 in Right End 9505 # SJI reaction Top Chord: 2-LL2-1/2X.250 Ix= 1.406 Center: L = 48.000 Second: L = 28.250 Chord shear: V = 6298 Bearing seats: Tag End LLV5x3.5x.5 Weld Opposite End LLV5x3.5x.5 Weld A = ly= P = P = C = 2.375 4.924 -34352 -21292 34352 Y = Rx = Pax= Paz= fv = 0.717 0.769 -52980 -54964 5038 Fy = Ry = M = fc = 50000 1.440 0 14464 2.99" 2.02" Bot Chord:2-LL2x2x.200 A = 1.520 Ix= 0.576 Iy= 2 328 Y = 0.574 Rx = 0.616 Fy Ry 50000 1 238 Q = 1.000 Rz = 0.491 4 Fillers No Fillers f = 8814 Q = 1.000 Rz = 0.393 Center L =115.750 P = 36335 Pa = 45600 Chord shear: V = 12728 T = 36335 fv = 15909 ft = 23905 f = 19899 Job #8V00989G - 2RF Customer Valley Joist West Page 18 VI. 92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) 1 - 28G6N6/2.7 x 26' 7.500 Special Crimped angleG29 Parallel chord Girder Location uo Ul U1A U2 U2 U3 U4 U4 US U6 -H -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 Web W2L VI V2 W3L W4L V3 W4R W3R V4 W2R Slope 65 27 46 61 0 00 68 48 60 91 0 00 60 91 53 24 24 42 65 27 Length in 63 85 38 88 26 71 72 82 54 93 26 71 54 93 44 63 29 33 63 85 Member 2-LL2X2X 176 l-LL2x2x 216 2-LLlxlx 109 2-LL2x2x 216 1-LL2X2X 163 1-LL1-1/4X 109 1-LL1-1/2X 109 1-LL2-1/2X 250 1-LL1-1/4X 109 2-LL1-3/4X 125 Area in2 1 346 0 817 0 412 1 635 0 625 0 261 0 315 1 188 0 261 0 844 0 0 0 0 0 0 0 0 0 0 R in 619x 3922 307x 613x 3952 2472 2972 4912 2472 546x Shear Ibs 12728 0 0 1575 581 0 2325 2228 0 9137 Tensile Force Ibs 30428 0 0 4293 1195 0 4782 3722 0 21844 Compressive Allow Ibs 40381 24520 12367 49041 18763 7819 9454 35625 7819 2S313 Shear Ibs 3182 8000 2000 6298 2325 2000 581 8910 2000 2284 Force Ibs 7607 11645 2000 17172 4782 2000 1195 14888 2196 5461 Allow Ibs 24638 12196 7235 17320 4833 3316 1377 14936 2750 13039 Weld Thick Lenq 18x5 19x2 11x0 19x3 16x1 11x0 llxl 19x2 11x0 13x5 X th 8 1 6 1 0 6 5 7 7 9 Available Weld (in) Top/Bottm 82/61 44/42 54/45 90/67 56/55 30/25 51/49 53/51 30/27 85/63 Job #8V00989G - 2RF Customer Valley Joist West Page 19 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH- 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G30 1 - 28G6N6.7/3 X Parallel chord Girder 25'10.500 Special Crimped angle End Length Tag 6.000 Opp 6 000 Depth 6.000 6.000 Slope Holes Y Y Top Chord Ext BCX Holdback 2 0' 3 750 2 0' 1 000 Pitch EP/#1L 31 750 86 750 TSJI 200Oft AddLoad on Top chord at panel points Dead 2000# AddLoad on Top chord at panel points TC cone loads:Load 6700 3700 3000 7000 4000 3000 7000 4000 3000 Spacing 2'7-3/4 0 1 f\1 0 0 1 A1 0 8 1 A1 0 01 nU 0 1 A1 0 8 1 A1 0 0 1 A1 0 0 1 A\J 7'2-3/4 Location 2 2 2 10 10 10 18 18 18 '7-3/4 '7-3/4 '7-3/4 '7-3/4 •7-3/4 '7-3/4 '7-3/4 '7-3/4 '7-3/4 Point Ul Ul Ul U2 U2 U2 U4 U4 U4 Type TSJI Dead Live TSJI Dead Live TSJI Dead Live KNIFE PLATE TE TC HOLES @ 2'-5 3/4" & 2'-9 3/4" TE - 28 000 in Deep 26.703 in Effective Depth 23.500 in Clear Depth 1028362 in-#Moment 115.750 in Interior Panel 3 Web Vees GAGE13/16 X 4 306.500 in Design length 692 in4 Ix L/1721 Live Defl 1.000 in Chord gap 29.750 in Left End 14113 # SJI reaction 2588 # Minimum Shear 0 in4 Minimum Ix L/ 648 SJI Defl 0.272 in Camber 41.375 in Right End 10587 # SJI reaction Top Chord: 2-LL2-l/2x.250 Ix= 1.406 Center- L = 48.000 Second. L = 28.250 Chord shear V = 6593 Bearing seats: Tag End LLV5x3 5x.5 Opposite End LLV5x3.5x.5 A = ly= P = P = C = 2.375 4.924 -35740 -22744 35740 Y = Rx = Pax= Paz= fv = 0.717 0.769 -52980 -54964 5274 Fy = Ry = M = fc - 50000 1.440 0 15049 Weld Weld 3.26" 2.31" Bot Chord: 2-LL2x2x.216 Ix= 0.615 Center: L =115.750 A = 1.635 Iy= 2.520 P = 38510 Y = 0.579 Rx = 0.613 Pa = 49041 Fy Ry 50000 1.242 Q = 1.000 Rz = 0.491 3 Fillers No Fillers f = 9189 Q = 1.000 Rz = 0 392 Chord shear V = 13735 T = 38510 fv = 15897 ft = 23558 f = 19785 Job #8V00989G - 2RF Customer Valley Joist West Page 20 VI.92 By CB 08.08 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G30 1 - 28G6N6 7/3 x 25'10.500 Special Crimped angle Parallel chord Girder Tensile Length Location UO Ul U1A U2 U2 U3 U4 U4 US U6 -LI -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 Web W2L VI V2 W3L W4L V3 W4R W3R V4 W2R Slope 65 46 0 68 60 0 60 45 31 65 28 61 00 49 91 00 91 05 91 28 in 63 38 26 72 54 26 54 37 31 63 85 87 70 82 93 70 93 80 46 85 Member 2-LL2x2x 187 1-LL2X2X 232 2-LLlxlx 109 2-LL2X2X 232 l-LL2x2x 187 1-LL1-1/4X 109 1-LL1-1/2X 125 1-LL2-1/2X 188 1-LL1-1/4X 109 2-LL1-3/4X 143 Area in2 1 0 0 1 0 0 0 0 0 0 426 874 412 748 713 261 359 905 261 960 0 0 0 0 0 0 0 0 0 0 R in 617x 392z 307x 611x 394z 247z 296z 495Z 247Z 543X Shear Ibs 13735 0 0 1648 647 0 2720 2508 0 10208 Force Ibs 32842 0 0 4495 1331 0 5596 3551 0 24409 Allow Ibs 42782 26225 12367 52451 21391 7819 10781 27140 7819 28803 Compressive Shear Ibs 3434 8700 2000 6593 2588 2000 680 10034 2000 2552 Force Ibs 8211 12665 2000 17979 5322 2000 1399 14202 235S 6102 Allow Ibs 26324 13013 7237 18396 5473 3318 1560 14466 2391 15139 Weld Thick Available X Lenqth 19x5 19x2 11x0 19x3 19x1 11x0 13x1 19x2 11x0 14x5 9 3 6 2 0 6 5 5 7 7 Weld (in) Top/Bottm 8 4 5 9 5 3 5 4 3 8 2/ 4/ 4/ o/ 6/ O/ I/ 8/ I/ 5/ 6 4 4 6 5 2 4 4 2 6 1 2 4 7 5 5 9 6 9 2 Job #8V00989G - 2RF Customer Valley Joist West Page 21 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project. M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G31 1 - 40G5N6/2.7 x 38' 4.000 Parallel chord Girder Special Crimped angle End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Slope Holes Y Y Top Chord Ext BCX Holdback 2 0' 1.000 2 0' 3.750 Pitch EP/#1L 95.500 76.500 TSJI 2000# AddLoad on Top chord at panel points. Dead 2000# AddLoad on Top chord at panel points. TC cone loads:Load 6000 3300 2700 6000 3300 2700 6000 3300 2700 6000 3300 2700 KNIFE PLATE RE TC HOLES @ 1 3/4" RE 40.000 in Deep 38.703 in Effective Depth 35.500 in Clear Depth 1824749 in-#Moment 96.000 in Interior Panel 5 Web Vees Spacing 7'll-l/2 O'O O'O 8'0 0' 0 0 ' 0 8 ' 0 O'O O'O 8'0 O'O O'O 6'4-l/2 Location Point Type 7-11-1/2 7-11-1/2 7'll-l/2 15'll-l/2 23'11-1/2 23'11-1/2 U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 - 13/16 X 4 GAGE 456.000 in Design length 1452 in4 Ix L/1231 Live Defl 1.000 in Chord gap 45.750 in Left End 13500 # SJI reaction TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live 3000 # Minimum Shear 0 in4 Minimum Ix L/ 497 SJI Defl 0.602 in Camber 36.250 in Right End 14500 # SJI reaction Top Chord: 2-LL2-1/2X.250 A = Ix= 1.406 Iy= Center. L = 48.000 P = Chord shear: V = 13090 C = 2.375 4.924 -46685 39646 Y = Rx = Pax= fv = 0.717 0 769 -52980 10472 Fy = 50000 Ry = 1.440 M = 0 fc = 16693 Q = 1.000 Rz = 0 491 7 Fillers f = 13391 Job #8V00989G - 2RF Customer Valley Joist West Page 22 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Project M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G31 1 - 40G5N6/2 7 x 38' 4.000 Special Crimped angle Parallel chord Girder Bearing seats: Tag End LLV5x3 . Opposite End LLV5x3 . Bot Chord: 2-LL2x2x.216 Chord Location UO -LI Ul -LI U2 -LI U2 -L3 U3 -L3 U4 -L3 U4 -L5 U5 -L5 U6 -L5 U6 -L7 U7 -L7 U8 -L7 US -L9 U9 -L9 U10 -L9 Center: shear . Web Slope W2L 56 28 VI 17 56 W3L 42 53 W4L 51 12 V2 0 00 W5L 51 12 W6L 51 12 V2 0 00 W6R 51 12 W5R 51 12 V2 0 00 W4R 51 12 W3R 23 09 V3 29 33 W2R 56 28 Ix= L = V = Length in 69 73 40 60 52 52 61 66 38 70 61 66 61 66 38 70 61 66 61 66 38 70 61 66 42 07 44 40 69 73 0.615 96.000 13246 Member 2-LL1-3/4X 156 1-LL1-1/2X 109 2-LL2x2x 137 l-LL2x2x 125 1-LL1-1/2X 109 1-LL2-1/2X 250 1-LL2X2X 216 1-LL1-1/2X 109 1-LL1-1/2X 125 2-LL2x2x 125 1-LL1-1/2X 109 1-LL2X2X 137 1-LL2-1/2X 230 1-LL1-1/2X 125 2-LL2X2X 176 A - Iy= P = T = Area in2 1 043 0 315 1 058 0 484 0 315 1 188 0 817 0 315 0 359 0 969 0 315 0 529 1 097 0 359 1 346 5x.5 Weld 3 5x.5 Weld 3 1.635 2.520 47147 31623 Y - Rx = Pa = fv = Tensile R Shear Force in Ibs Ibs 0 541x 13246 23863 0 297z 0 624x 0 398z 0 297z 0 491z 0 392z 0 297z 0 296z 0 626x 0 297z 0 397Z 0 492z 0 296Z 0 0 3272 4441 6879 10960 0 0 1667 2656 750 1195 0 0 3000 4779 1938 3088 0 0 7963 12686 3543 3852 0 0 0 619x 14246 25665 .10" .37" 0.579 0.613 49041 15331 Fy - Ry = ft = 50000 1.242 19345 Compressive Allow Shear Force Ibs 31300 9454 31754 14531 9454 35625 24520 9454 10781 29063 9454 15877 32913 10781 40381 Ibs Ibs 3311 5966 2000 2098 13090 17762 1720 2740 2000 2000 6669 10624 3000 4779 2000 2000 750 1195 7752 12350 2000 2000 1991 3171 14173 15407 2000 2294 3561 6416 Allow Ibs 14567 2521 17897 3007 2774 11266 4944 2774 1238 13701 2774 3272 15479 2389 22572 Q Rz f Weld Thick x Length 16x5 2 11x0 6 14x4 4 13x3 0 11x0 6 19x1 9 19x0 9 11x0 6 13x1 3 13x3 3 11x0 6 14x3 1 19x2 8 13x0 6 18x4 9 = 1.000 = 0 392 = 18127 Available Weld (in) Top/Bottm 70/53 32/29 61/48 46/45 33/28 51/50 46/45 33/28 41/39 65/50 33/28 46/45 43/39 34/31 69/52 Job #8V00989G - 2RF Valley Joist West Page 23 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT: SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G32 1 - 40G5N6.7/3 x 38' 0 500 Special Crimped angle Parallel chord Girder End Length Tag 6.000 Opp 6.000 Depth 6.000 6.000 Slope Holes Y Y Top Chord Ext BCX Holdback 2 O1 1.000 2 0' 1.000 Pitch EP/#1L 95.500 73.000 TSJI 2000# AddLoad on Top chord at panel points. Dead 2000# AddLoad on Top chord at panel points. TC cone loads: Load 6700 3700 3000 6700 3700 3000 6700 3700 3000 6700 3700 3000 NO TC HOLES 40.000 in Deep 38 698 in Effective Depth 35.500 in Clear Depth 1990117 in-#Moment 96.000 in Interior Panel 5 Web Vees Spacir •ll-l/ 0 0 Q 0 0 8 0 0 8 0 0 6 iq '2 0 0 0 0 0 0 0 0 0 0 0 1 Lc 7 7 7 15 15 15 23 23 23 31 31 31 ^cation 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 Point Type U2 U2 U2 U4 U4 U4 U6 U6 U6 U8 U8 U8 452 500 in Design length 1510 in4 Ix L/1177 Live Defl 1.000 in Chord gap 45.750 in Left End 14734 # SJI reaction TSJI Dead Live TSJI Dead Live TSJI Dead Live TSJI Dead Live 3350 # Minimum Shear 0 in4 Minimum Ix L/ 478 SJI Defl 0.592 in Camber 34.500 in Right End 16066 # SJI reaction Top Chord: 2-LL2-l/2x.250 A = Ix= 1.406 Iy= Center: L = 48.000 P = Chord shear: V = 14320 C = Bearing seats: Tag End LLV5x3.5x.5 Opposite End LLV5x3.5x.5 2.375 4.924 -50741 43277 Y = Rx = Pax= fv = 0.717 0.769 -52980 11456 Fy = 50000 Ry = 1.440 M = 0 fc = 18222 Weld Weld 3.43" 3 .79" Bot Chord;2-LL2x2x.232 A = 1 748 Ix= 0.653 Iy= 2.712 Y = 0.585 Rx = 0.611 Fy Ry 50000 1 246 Q = 1 000 Rz = 0.491 7 Fillers f = 14638 Q = 1 000 Rz = 0.392 Center: L = 96 000 P = 51427 Pa = 52451 Chord shear. V = 14477 T = 34601 fv = 15601 ft = 19790 f = 18474 Job #8V00989G - 2RF Valley Joist West Page 24 VI.92 By CB 08:08 Entered 8/18/08 Revised 8/22/08 Customer: M.R. TIMBER STRUCTURES, INC. 12315 OAK KNOLL ROAD POWAY, CA 92064-5343 PH: 858/679-4710 FAX: 858/679-4720 CONTACT. SHAWN MORGAN Project: VIASAT ROOF CARLSBAD, CA ***SEQUENCE 2 ROOF TAG COLOR BLUE*** ***GIRDERS ONLY*** Comments: CBC 2007 (92IBC06) G32 1 - 40G5N6.7/3 x 38' 0.500 Special Crimped angle Parallel chord Girder Tensile Length Location UO Ul U2 U2 U3 U4 U4 U5 US U6 U7 US US U9 U10 -LI -LI -LI -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 Web W2L VI W3L W4L V2 W5 W6L V2 W6R W5 V2 W4R W3R V3 W2R Slope 56 17 42 51 0 51 51 0 51 51 0 51 18 31 56 29 57 53 12 00 12 12 00 12 12 00 12 57 27 29 in 69 40 52 61 38 61 61 38 61 61 38 61 40 45 69 72 59 51 66 70 66 66 70 66 66 70 66 82 27 72 Member 2-LL2X2X 176 1-LL1-1/2X 109 2-LL2X2X 156 1-LL2X2X 125 1-LL1-1/2X 109 2-LL2x2x 125 1-LL2-1/2X 188 1-LL1-1/2X 109 1-LL1-3/4X 125 2-LL2X2X 125 1-LL1-1/2X 109 1-LL2X2X 156 1-LL2-1/2X 250 1-LL1-3/4X 125 2-LL2X2X 187 Area in2 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 346 315 199 484 315 969 905 315 422 969 315 600 188 422 426 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R in 619x 297z 622X 398Z 297z 626x 495z 297z 347z 626x 297z 396z 491z 347z 617X Shear Ibs 14477 0 3580 7408 0 1799 838 0 3350 2157 0 8840 3938 0 15810 Force Ibs 26085 0 4858 11804 0 2866 1334 0 5338 3437 0 14085 4154 0 28486 Allow Ibs 40381 9454 35980 14531 9454 29063 27140 9454 12656 29063 9454 17990 35625 12656 42782 Compressive Shear Ibs 3619 2000 14320 1852 2000 7196 3350 2000 838 8628 2000 2210 15752 2000 3952 Force Ibs 6521 2098 19433 2951 2000 11465 5338 2000 1334 13747 2000 3521 16618 2340 7121 Allow Ibs 22573 2522 20940 3007 2775 13702 8702 2775 1993 13702 2775 3685 17552 3697 24048 Weld Thick Available X Length 18x5 11x0 16x4 13x3 11x0 13x3 19x1 11X0 13x1 13x3 11x0 16x3 19X3 13x0 19x5 0 6 2 2 6 1 0 6 4 7 6 0 0 6 1 Weld (in) Top/Bottm 6 3 6 4 3 6 5 3 4 6 3 4 4 3 6 9/ 2/ I/ 6/ 3/ 5/ I/ 3/ 4/ 5/ 3/ 6/ 2/ 6/ 9/ 5 2 2 9 4 8 4 5 2 8 5 0 5 0 2 8 4 2 5 0 2 8 4 5 3 9 3 3 5 2