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Home My WebLink About1050 GRAND AVE; ; CB010483; PermitCity of Carlsbad 1635 Faraday Av Carlsbad. CA 92008 10-1 2-2001 Commerc;'al/lndustrial Permit Permit No: CBOl0483 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 1050 GRAND AV CBAD COMMIND Sub Type: HOTEL $3,372.003.00 Construction Type: NEW Lot #: 0 Status: ISSUED Applied: 02/05/2001 EXTENDED STAY AMERICA 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Issued: 10/12/2001 Plan Approved: 10/12/2001 Reference #: Entered By: CB Inspect Area: Applicant: JAUN VAZQUEZ SUITE 300 200 SOUTH LOS ROBLES PASADENACA911101 619-793-9119 Owner: EXTENDED STAY AMERICA 1958 10/12/01 coo2 01 02 CGF 41'1571.71 2525 CHERRY AVENUE SIGNAL HILL CA 562-981-5880 Total Fees: $419.614.71 Total Payments To Date: $5,043.00 Balance Due: 414,571.71 Buildina Permit $7.854.54 Meter Size Add'l Bhding Permit Fee Plan Check Add'l Plan Check Fee Strong Motion Fee Plan Check Discount Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Add'l Renewal Fee Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Red. Water Con. Fee .. $0.00 $5,105.45 $0.00 $0.00 $708.12 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $30,720.00 $0.00 $0.00 D2 Add'l Red. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax Traffic Impact Fee License Tax (CFD Fund) Traffic Impact (CFD Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Sewer Fee Master Drainage Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $940.00 $0.00 $20,842.00 $0.00 $61.370.45 $56,649.65 $0.00 $0.00 $18,060.64 $16,671.36 $3,255.00 $1,773.00 $810.00 $6,810.00 $205,938.00 $0.00 ($17,893.50) $419,614.71 view, set aside, void, or annul their imposition. J 2%' City of Carlsbad 1635 Faraday Av Carlobad, CA 92008 Building Inspection Request Line (760) 602-2725 0 1 - 1 6-2002 CommercialAndustriaI Permit Permit No: CBOlO483 Job Address: 1050 GRAND AV CBAD Permit Type: COMMIND Parcel No: Valuation: $3,372,003.00 Construction Type: NEW Applied: 02/05/2001 Occupancy Group: Reference #: Entered By: CB Project Title: EXTENDED STAY AMERICA Plan Approved: 10/12/2001 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Issued: 10/12/2001 Sub Type: HOTEL Lot#: 0 Status: fSSUED Amlicant: Owner: Inspect Area: PS JAUN VAZQUEZ SUITE 300 _.~ ~~ ~~~ EX~ENDED STAY AMERICA 200 SOUTH LOS ROBLES PASADENA CA 91 1101 2525 CHERRY AVENUE 8985 01/16/02 OOO2 01 02 SIGNAL HILL CA 51 9-793-91 19 562-981 -5880 CGP 60.00 Total Fees: $419,794.71 Total Payments To Date: $41 9,734.71 Balance Due: $60.00 Addl Building Permit Fee Building Permit $7,854.54 $60.00 Meter Size Add'l Recl. Water Con. Fee $0.00 Plan Check $5,105.45 Addl Plan Check Fee Meter Fee $0.00 $940.00 SDCWA Fee $20,842.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $708.1 2 PFF $61,370.45 LFM Fee Park Fee $0.00 PFF (CFD Fund) $56,649.65 $0.00 License Tax $0.00 Bridge Fee $0.00 License Tax (CFD Fund) BTD #2 Fee $0.00 $0.00 BTD #3 Fee Traffic Impact Fee $0.00 $18,060.64 Traffic Impact (CFD Fund) $1 6,671.36 Renewal Fee $0.00 PLUMBING TOTAL $3,255.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $610.00 ' Other Building Fee $120.00 MECHANICAL TOTAL $1,773.00 Pot. Water Con. Fee $30,720.00 Master Drainage Fee $6,810.00 Meter Size D2 Sewer Fee $205,938.00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Recl. Water Con. Fee $0.00 Additional Fees ($17,89350) TOTAL PERMIT FEES $419,794.71 FINAL APPROVAL Inspector: Date: Clearance: I NOTICE: Please take NOTICE that approval of pur pmjecl includes the "Imposilon" of fees, dedkaliar~s. reservatims, or other exactions hereafter dlectively follow the protest procedures set forth in Government Code Section 66V20(a), and file the protest and any oher required information with the City Manager for referred to as "leedexactons." You have 90 days from the date this permit was issued to protest imposition of these feedexations. If you protest them, you must processing in acmrdanca with Cadsbad Munidpa Code Section 3.32.039. Failure to timely follow that procsdure will bar any subsquent legal acton to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the Wed feedexactions GOES NOT APPLY to water and Swer mnneLdon fees and CapaCtiY changes, nor planning, zoning, grading or other similar application pracessing or swim fees in mnnection with this probct. NOR DOES IT APPLY to any feedexadions of which vou have previouslv been Qiven a NOTICE similar to this. or as to which the statute of limitations has oreviousiv othemise emired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO.W/mfi3 EST. VAL. 3'7 Plan Ck. Deposit 3- Validated By c6 Date ' / '3 - 4. I plan to provide portions of the work, but I haw hired the foilowing parson to coordinate, supervise and provide the major work linclude name I address I phone number I contractors license number): 5. I will provide Some of the work, but I have Contracted (hiredl the foliowing persons to provide the work indicstsd (include name I address I phone numbs, / type Is the applicant or future building occupant raquired to submit a bllsine$9 plan, acutsly hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 Of the PrerlerTanner Hazardow Substance Account Act? YES NO 1s the applicant or future building occ~pant required to obtain a pelmit from the air pdiulion control district or air quality management district? YES NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE Is the facility to be constructed within 1.000 fm of the outer boundary of a School site? YES 0 NO REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AN0 THE AIR POLLUTION CONTROL DISTRICT. eli;.".'"~~~~~~~~~~~~~~~~~~~,~:~:;:.:):':: , ,.,.,,, ~~~~,~:~~~:''~.,:,,.,/,,,/ ,,.:, , , df!% ,., , ti: ,: .,,, ,,.,., ai.: I:.:: i ..(,,., .. . ,, I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued ISec. 30971il Civil Cadel. LENDERS NAME : .. , 4'.;.il:~.~~n~~N:':,:ri... .................................. , .,,':'( ,,:,. ::: .,,,- :,., ,, ', : ', LENDERS ADDRESS , ., , ,, ,, . , ..,?: , ,.., , . ,. I Certifv 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 811 City ordinances and State laws relating to building construction. I hereby authorizs representatives of the Cit( of Carlsbsd to entsr upon the above mentioned propsrty for inspection u 080s I ALSO AGREE TO SAVE. INDEMNIFY AN0 KEEP HARMLESS THE CITY OF CARLSBAO AGAINST ALL LIABILITIES, JUDGMENTS, COSTS &P&ES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. s over 3 stories in height. itation and become null and void if the building or wok k authorized by such permit is suspended or abandoned APPLICANT'S SIGNATUR DATE 2 1 r, 6/ City ai Carltbad Final Building InsDection Dept: Building Engineering Planning CMWD St Lite Plan Check#: Permit #: CB010483 Project Name: ' EXTENDED STAY AMERICA 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Address: 1050 GRAND AV Lot: Contact Person: TONY Phone: 7149817742 Sewer Disk Water Disk I -. -we Date: Permit Type: Sub Type: 0 09/23/2002 COMMIND HOTEL .......................................................................................................................................................... Inspected Date By: -&$p 12 ,/7?7w Inspected: ?A doe Approved: __ dsapproved: __ Inspected Date By: Inspected: Approved: ___ Disapproved: __ By: Inspected: Approved: __ Disapproved: __ Inspected Date ........................................................................................................................................................... . PLANNING DEPARTMENT FINAL INSPECTION CHECKLIST ROUTING BLDG M BLACK- L BLACK- BLDG M. HARD- Inspections Final Inspection Items 1st [ 2nd I Approved All Items below Conform with Approved Site Plan K- 1. Project Planner confirms conditions are met 0 *crwJ" 2. Building elevations 3. Building materials I 4. Building colors I 5. ~ooftou eauiument screens n 7 I 6. Fence/wall heieht. location. and materials 15. 16. 17. Project complies with all conditions, including above-listed items. Final inspection is complete. 1 Mike Black Date (H.\ADMIN\COUNTERWial Imp Check) 09/16/2002 '. City of Carlsbad Final Buildino Inspection Dept: Building Engineering CMWD St Lite Fire Plan Check #: Date: Permit #: CB010483 Permit Type: Project Name: ' EXTENDED STAY AMERiCA Sub Type: 47,871 SF 3 STORY HOTEL a RETAIN WALL 1,975 SF Address: 1050 GRAND AV Lot: 0 Contact Person: TONY Phone: 7149817742 Sewer Dist Water Dist 09/23/2002 COMMIND HOTEL .......................................................................................................................................................... Inspected Date By: Inspected: Approved: __ Disapproved: - Inspected Date By: Inspected: Approved: __ Disapproved: __ Inspected Date By: Inspected: Approved: - Disapproved: __ Comments: ........................................................................................................................................................... Inspection List Permit#: CB010483 Type: COMMIND HOTEL EXTENDED STAY AMERICA 47,871 SF 3 STORY HOTEL & RETAIN WA Date Inspection Item Inspector Act Comments .... . ~. ~~~.~~~~~~~~~~~ 12/12/2002 89 09/30/2002 89 09/27/2002 89 09/26/2002 89 09/24/2002 89 09/23/2002 89 09/18/2002 14 09/13/2002 39 09/12/2002 39 09/1 a2002 84 09/10/2002 39 08/29/2002 14 08/29/2002 34 08/22/2002 34 08/16/2002 14 08/16/2002 23 08/14/2002 14 08/14/2002 23 08/12/2002 84 08/09/2002 14 08/09/2002 31 08/08/2002 14 08/08/2002 31 08/07/2002 31 08/07/2002 84 07/30/2002 11 07/25/2002 17 07/24/2002 17 07/22/2002 17 07/19/2002 17 07/17/2002 17 07/16/2002 17 07/15/2002 44 07/12/2002 14 07/12/2002 17 07/12/2002 21 07/11/2002 16 07/11/2002 17 07/10/2002 14 07/10/2002 42 07/09/2002 14 07/05/2002 14 07/05/2002 44 07/03/2002 14 Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Frame/Steel/BoltingMeldin Final Electrical Final Electrical Rough Combo Final Electrical FramelSteellBoltingNeldin Rough Electric Rough Electric Frame/SteeUBoltingNeldin GasiTesffRepairs Frame/Steel/BoltingNeldin GaslesVRepairs Rough Combo FramelSteellBoltingNeldin UndergroundlConduit-Wirin FramelSteeWBoltingNeldin Underground/Conduit-Wirin UndergroundlConduit-Wirin Rough Combo FtglFoundationlPiers Interior LathlDrywall Interior LathlDrywall Interior LathlDrywall Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall RoughlDuctslDampers Frame/Steel/BoltingNeldin Interior LathlDrywall Underground/Under Floor Insulation Interior LaWDrywall Frame/Steel/BoltingNeldin FluesNents Frame/Steel/BoltingNeldin Frame/Steel/BoltingMeldin Rough/Ducts/Dampers Frame/Steel/BoltingMeldin PS PS PS PS PS PD PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS AP co co co co NS AP co co co NR AP NR co AP AP co wc AP co AP NS NS co co AP AP AP AP NR NR NS NR NR wc AP AP AP AP AP PA CA CA co OK TO ISSUE C OF 0 T.-'2-0.- UNTIL MONDAY 9/30/02 GAS RELESE T-BAR 2ND FLR OK TO RELEASE ELEC POOL GYPCRETEUNDERTUBS GYPCRETE @ TUBS T-BAR 1ST FLR TBAR AT POOL AREA 3 POLE LIGHTS @ POOL COMPLETE ALL RM EXCEPT BOILER VENT RM 3RD FLOOR ALL BUT 3 ROOMS POOL BLDG 1ST LAYER ON LID COMPLETE BUILDING SOUTH WING 3RD FLR TONY BY TONY Thursday, December 12,2002 Page 1 of 5 07/03/2002 42 07/02/2002 17 07/02/2002 31 07/02/2002 34 07/02/2002 42 07/01/2002 17 07/01/2002 31 07/01/2002 42 06/28/2002 17 06/28/2002 42 06/28/2002 44 06/26/2002 17 06/25/2002 17 06/24/2002 17 06/20/2002 17 06/20/2002 17 06/1 8/2002 17 06/1 7/2002 17 06/17/2002 27 06/14/2002 14 OW1 4/2002 17 06/14/2002 34 06/13/2002 14 06/13/2002 17 06/13/2002 34 06/12/2002 14 06/1 a2002 17 06/12/2002 34 06/1 1/2002 16 06/1 1/2002 27 06/1 1/2002 84 06/1 0/2002 16 06/1 0/2002 17 06/1 0/2002 18 06/10/2002 36 06/07/2002 14 06/07/2002 16 06/07/2002 34 06/06/2002 14 06/06/2002 34 06/05/2002 14 06/05/2002 34 06/04/2002 14 06/03/2002 14 06/03/2002 34 05/31/2002 14 05/31/2002 34 05/30/2002 14 05/30/2002 17 FluesNents Interior Lath/Drywall Underground/Conduit-Wirin Rough Electric FluesNents Interior Lath/Drywall Underground/Conduit-Wirin FluesNents Interior Lath/Drywall FluesNents RoughlDuctslDampers Interior LathlDrywall Interior LathlDrywaIl interior LathlDrywail Interior LathlDrywall Interior LathlDrywail Interior LathlDrywall Interior LathlDrywall Shower Pan/Roman Tubs Frame/Steel/BoltingNeldin Interior LathlDrywall Rough Electric Frame/Steel/BoltingMeldin Interior Lath/Drywall Rough Electric FramelSteeUBoltingMeldin Interior Lath/Drywall Rough Electric Insulation Shower PadRoman Tubs Rough Combo Insulation Interior LathlDrywall Exterior Lath/Drywall Electrical Repairs FramelSteellBoltingNeldin Insulation Rough Electric FramelSteeVBoltingNeldin Rough Electric Frame/Steel/BoltingNeldin Rough Electric Frame/Steel/BoltingMeldin Frame/Steel/BoltingMeldin Rough Electric Frame/Steel/BoltingNeldin Rough Electric Frame/Steel/BoltingNeldin Interior LathlDrywail PS PS PS PS PS PS PS PS PS PS PS PS PS RF PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS co AP AP wc NR AP co AP NS NS NS co co co AP AP AP NR AP co AP co NS NS NS AP AP AP AP NR AP AP PA AP wc co NR co AP AP NS NS co co co AP AP AP NR 2ND FLR COMPLETE EXT PARKING LOT NORTHWING TO CENTER STAIR 2ND FLR ABOVE SHAFT OK TO PROCEED CORRECT BATHRM LID RM A225 NEXT TO SHAFT. 1ST FLOOR ENTRY, 2ND FLOOR 1ST LAYER BATHROOM 2ND FLOOR DRYWALL ALL THREE STAIRS 1ST FLOOR WEST WING 2 UNIT 1 UNIT LEAK 3RD FLR 1ST LAYER CEILING 1ST FLR 2ND FLR 1ST FLR NORTH WING 1 ST FLR SOUTH WING 1 ST FLR ON PLASTER WALL 1ST FLR OK TO INSULATE 1 ST FLR EXT WALLS 3RD FLR SEE NOTICE ATACHED 1ST FLR 8 3RD FLR EXT. WALLS 2ND FLR NOT RM 210 EXT WALL 1ST FLR Thursday, December 12,2002 05/30/2002 34 05/29/2002 13 05/29/2002 27 05/26/2002 27 05/24/2002 27 05/22/2002 27 05/21/2002 14 05/21/2002 16 05/21/2002 34 05/20/2002 14 05/20/2002 34 05/17/2002 16 05/17/2002 27 05/16/2002 14 05/16/2002 27 05/16/2002 34 05/15/2002 17 05/15/2002 34 05/09/2002 14 05/09/2002 34 05/08/2002 17 05/07/2002 16 05/07/2002 17 05/06/2002 16 05/06/2002 17 05/03/2002 16 05/03/2002 17 05/03/2002 22 05/03/2002 24 05/02/2002 14 05/02/2002 16 05/02/2002 17 05/02/2002 18 04/30/2002 16 04/29/2002 13 04/29/2002 16 04/29/2002 34 04/26/2002 13 04/26/2002 14 04/24/2002 14 04/24/2002 17 04/23/2002 14 04/23/2002 17 04/22/2002 12 04/22/2002 16 04/22/2002 17 04/16/2002 13 04/16/2002 14 04/16/2002 14 04/16/2002 13 Rough Electric Shear PaneMHDs Shower PadRoman Tubs Shower PanlRoman Tubs Shower PadRoman Tubs Shower PanlRornan Tubs Frame/Steel/BoltingNeldin Insulation Rough Electric Frarne/Steel/BoltingNeldin Rough Electric Insulation Shower PardRoman Tubs Frame/Steel/BoltingMeldin Shower Pan/Roman Tubs Rough Electric Interior Lath/Drywall Rough Electric Frame/Steel/Bolting/eldin Rough Electric Interior LathlDrywall Insulation Interior LathlDrywall Insulation Interior LathlDrywall Insulation Interior LathlDrywall Sewerwater Service Roughnopout Frame/Steel/BoltingMeldin Insulation Interior Lath/Drywall Exterior LathlDrywall Insulation Shear Panels/HD's Insulation Rough Electric Shear Panels/HD's Frarne/Steel/Bolting/eldin Frame/Steel/BoltingNeldin Interior LathlDrywall Frame/Steel/BoltingNeldin Interior LathlDrywall SteeUBond Beam Insulation Interior LathlDrywall Shear PanelslHDs Frame/Steel/BoltingMeldin Frarne/Steel/BoltingNeldin Shear Panels/HDs PS PS PS PS PS PS PS PS PS PS PS TP TP TP TP TP TP TP PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS AP PA NR NR AP NR co co co AP NR NR NR PA PA PA NR NR AP AP AP AP wc AP AP AP AP wc AP PA NR AP co AP co NR NR PA PA NR AP co NR AP AP AP AP PA co NR EXT. WALL 1ST FLR SOUTH AND EAST EXT FRAMING 1ST FLOOR 2ND & 3RD FLOOR MEET WITH BIG WIGS SEE AlTACHED NOTICE DOUBLE SHEAR WALL 1ST FLR MECH AND ELECT RM 2ND FLR TUBS TRAP WATER TEST MECH AND ELECT RM AT CANOPY AND ENTRY COUNTER LID AT CANOPY 1ST FLR TUBS ELEV, ELEC, TELEPHONE ATTUBS 1ST FLR ATTUBS 3RD FLR @ 3RD FLR TUBS @ 2ND FLR TUBS H20 MAINS AT TUBS ATTUBS 2ND FLR NOT PER PLAN PRELIM PLUMBING WALLS @ TUB & BETWEEN SHEAR 8 TUBS - 2ND FLR MBR NOT PER PLANS @TUBS 2ND FLR TUBS ONLY(PRELIM) 2ND FLR @ TUBS ONLY 2ND FLR CORR MBR S MISS INSTALLED CORR. ON SITE 2 HRS. PARKING LOT LIGHT BASES 2ND FLR CORR 1ST FLR CORR 2ND FLR CORR ELEV SHAFT Thursday, December 12,2002 Page 3 of 5 04/16/2002 16 04/15/2002 16 04/12/2002 14 04/12/2002 16 04/11/2002 14 04/11/2002 24 04/10/2002 13 04/10/2002 16 04/10/2002 17 04/10/2002 22 04/10/2002 24 04/08/2002 15 04/08/2002 22 04/08/2002 24 04/05/2002 15 04/05/2002 22 04/04/2002 15 04/04/2002 24 04/03/2002 15 04/02/2002 22 04/01/2002 15 04/01/2002 22 04/01/2002 23 03/29/2002 11 03/29/2002 13 03/29/2002 21 03/29/2002 23 03/29/2002 24 03/28/2002 13 03/28/2002 22 03/26/2002 22 03/26/2002 31 03/22/2002 31 03/21/2002 34 03/14/2002 14 03/11/2002 11 03/11/2002 15 03/07/2002 14 03/04/2002 14 02/28/2002 15 02/19/2002 15 02/15/2002 15 02/14/2002 15 01/30/2002 11 01/28/2002 11 01/23/2002 12 Insulation Insulation Frame/Steel/BoltingMeldin Insulation Frame/Steel/BoltingMeldin Roughflopout Shear PanelJHDs Insulation Interior Lath/Drywall Sewerwater Service Roughmopout Roof/Reroof Sewerwater Service Roughflopout RwflReroof Sewerwater Service Roof/Reroof Roughmopout Roof/Reroof Sewerwater Service RooWReroof Sewerwater Service GasmestlRepairs FtglFoundationlPiers Shear PaneWHDs Underground/Under Floor GasflestlRepairs Roughmopout Shear PaneldHDs Sewerwater Service Sewerwater Service Underground/Conduit-Wirin Underground/Conduit-Wirin Rough Electric Frame/Steel/BoltingNeldin FtglFoundationlPiers Roof/Reroof FramelSteeWBoltingMeIdin Frame/Steel/BoltingMeldin Roof/Reroof Roof/Reroof Roof/Reroof RooWReroof Ftg/Foundation/Piers Ftg/Foundation/Piers SteeWBond Beam PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS RCB PS PY PY PY PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS TP PS PS PS PS AP PA co NR AP AP NR SW SW wc PA AP wc co NS NS NR co NR co PA wc AP AP co wc co co co AP AP PA CA NR AP AP co co NR co NS AP co AP co CA IST FLR CORR CEILING SEE ATTACHED ELEV. SHAFT CEILING CORR IST FLR ONLY DWV ON SITE 2 1/2 HRS INSULATED WlOUT APPROVALS DRYWALLED WlOUT APPROVALS WETVENTING lSTB2ND FLR MISSING HANGERS, LATERAL BRACES, PANEL BLOCKS ON TRUSSES - DID NOT WALK ROOF NAILN CAL FILL AND TOWERS OK TO BUILD GAS LINE TO POOL BLDG COLUMN AT FRONT NEED YELLOW TRACER WIRE B NEED TEST TEST NOT COMPLETE, WATER ON FLOOR SEWER FROM POOL TO MAIN NOTE ON CARD NEED APPROVED PLANS 3RD FLR NAILING DRY PACK 7 COLUMN TOTAL SEE NOTICE ATTACHED SEE NOTICE PER CARPENTER FORMAN JIM - FLR NAIL SEE ATTACHED NOTICE DONE ON FRIDAY 2ND FLR SHTING (NIINCL 81N. FILL SECT.) NEED ENG LETTER TO CHANGE HARDWARE FROM SIMPSON TO USP EXT PIER FTG NO SOIL LElTER WAS DONE ON 1-22-02 Thursday, December 12,2002 Page 4 of 5 01/22/2002 11 01/22/2002 12 01/18/2002 11 01/18/2002 12 01/17/2002 11 01/16/2002 11 01/16/2002 14 01/15/2002 11 01/15/2002 12 01/15/2002 61 01/15/2002 62 01/14/2002 11 01/11/2002 21 01/1 1/2002 62 01/10/2002 11 01/10/2002 12 01/08/2002 22 01/08/2002 22 12/18/2001 11 12/18/2001 12 12/18/2001 21 12/17/2001 1 1 12/14/2001 11 12/13/2001 61 12/13/2001 62 12/12/2001 61 12/12/2001 62 12/11/2001 61 12/11/2001 62 12/10/2001 1 1 11/28/2001 21 11/28/2001 22 11/21/2001 21 11/20/2001 I1 11/20/2001 24 11/19/2001 21 11/19/2001 22 11/16/2001 11 11/16/2001 24 11/13/2001 21 11/08/2001 21 10/24/2001 21 10/23/2001 22 10/19/2001 22 10/18/2001 22 FtglFoundationlPiers SteeWBond Beam Ftg/Foundation/Piers SteeUBond Beam Ftg/Foundation/Piers FtglFoundationlPiers Frame/Steel/BoltingNeldin FtglFoundationlPiers SteellBond Beam Footing SteeVBond Beam FtglFoundationlPiers UndergmundlUnder Floor SteellBond Beam FtglFoundationlPiers SteeWBond Beam Sewerwater Service Sewerwater Service FtglFoundationlPiers SteellBond Beam UndergroundlUnder Floor FtglFoundationlPiers FtglFoundationlPiers Footing SteellBond Beam Footing SteeWBond Beam Footing SteeUBond Beam FtglFoundationlPiers Underground/Under Floor Sewerwater Service UndergroundNnder Floor FtglFoundationlPiers RoughlTopout Underground/Under Floor Sewerwater Service FtglFoundationlPiers RoughKopout Underground/Under Floor UndergroundNnder Floor Underground/Under Floor Sewerwater Service Sewerwater Service Sewerwater Service PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PD PS PS PS PS PS PS PS PS PS PS PS PS AP wc CA CA AP co co NR wc NR wc NR co co co wc PA co AP wc wc co co CA CA NR NR co co co AP wc PA co co co co NR co NR NR AP NR co NR ELEV PIT WALLS BY DAN SLAB & ELEV PIT FLR SAME AS 1-10-2002 REINSP FEE DUE SAME CORR AS 1/11/02 - NO LADDER NEED PLANS PICK UP FROM CITY SEE NOTICE ATTACHED 4 IN PVC FROM BLDG OUT 70 FT 0 IN. THERE HAS BEEN NO INSP ON SEWER FROM BLDG TO EASMENT NEED TO UNCOVER NOTED ON PERMIT CARD ON SITE NO OUTSIDE PIERS ~ ~~ REINSP FEE DUE - SAME CORR AS 12/14/2001 BOTH SUPERS PLAYING CARDS IN OFFICE WHEN INSP SHOWED UP AT 9:30 AM NO PERMIT FOR P/L RET WALL NO PERMIT FOR P/L RET WALL NO CERT SET BACK FTG FULL OF H20 SEE NOTICE ATTACHED WRONG SIZE BOLTS LEAK IN BREAK RM FIXED LEAK IN BREAKROOM SEE NOTICE ATTACHED SEE NOTICE ATTACHED - SAME CORR AS 11/19/2001 REINSPECTION FEE DUE NOT PER DETAIL 13 ON 35.1 TRUNK LINES ONLY STILLMOVING PIPEST - NO TEST Thursday, December 12.2002 Page 5 of 5 ' City of Carlsbad Bldg Inspection Request For: 09/30/2002 Permit# CBO10483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: THIS MAY BE DONE ON FRIDAY Total Time: Phone: 7149817742 Inspector: 2s Requested By: NA Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED Date Description InsDection History Act lnsp Comments 09/26/2002 89 Final Combo CO PS GASRELESE 09/24/2002 89 Final Combo co PS 09/23/2002 89 Final Combo NS PD 09/18/2002 14 Frame/Steel/BoltingNlding AP PS T-BAR 2ND FLR 09/13/2002 39 Final Electrical CO PS OK TO RELEASE ELEC 09/12/2002 39 Final Electrical co PS 09/12/2002 84 Rough Combo co PS City of Carlsbad Bldg Inspection Request C." 1. For: 09/27/2002 . -1 ea& ,;.;-, J -LC Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: CD Description 19 Final Structural 29 Final Plumbing Phone: 7149817742 Inspector: Requested By: TONY Entered By: KAREN Act Comments -+ , 39 Final Electrical 49 Final Mechanical Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 iSSUED PCR02068 iSSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED Date Description 09/24/2002 89 Final Combo 09/23/2002 89 Final Combo 09/18/2002 14 FramdSteel/BoitingNldlng 09/13/2002 39 Final Electrical 09/12/2002 39 Final Electrical 09/12/2002 84 Rough Combo 09/10/2002 39 Final Electrical Act lnsp Comments co PS NS PD AP PS T-BAR2ND FLR CO PS OKTO RELEASE ELEC co PS co PS NR PS .. UNSCHEDULED BUILDING INSPECTION DATE INSPECTOR PERMIT # psbc1.%3 PLAN CHECK # JOB ADDRESS !O\m &fUld we DESCRIPTION CODE DESCRIPTION h ACT # COMMENTS City of Carlsbad Bldg For: 09/24/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Phone: 7149817742 Inspector: 22 Total Time: Requested By: TONY Entered By: CHRISTINE CD Description 19 Final Structural &Comments 29 Final Plumbing 39 Final Electrical 49 Final Mechanical f - Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 iSSUED lnsoection History Date 09/18/2002 14 Frame/Steei/Bollinglelding AP PS T-BAR 2ND FLR Description Act lnsp Comments 09/13/2002 39 Final Electrical CO PS OKTO RELEASE ELEC 09/12/2002 39 Final Electrical co PS 09/12/2002 84 Rough Combo co PS 09/10/2002 39 Final Electrical NR PS 08/29/2002 14 Frame/Steel/Boltingelding AP PS POOL 08/29/2002 34 Rough Electric NR PS CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT 1635 FARADAY AVENUE (760) 602-2700 DATE 0 4 ~ zq -0 z/ TIME LOCATION / 053 RE-INSPECTION FEE DUE? YES PHONE I ' BUILDING INS'PECT~~~ ' CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg For: 09/23/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Phone: 7149817742 Inspector: 33- Total Time: Requested By: TONY CD DescriDtion Entered By: GIOVANNA Act Comments 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical f Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED Date Description InsDection History Act insp Comments 09/18/2002 14 FramelSteellBoltingliding AP PS T-BAR 2ND FLR 09/13/2002 39 Final Electrical CO PS OK TO RELEASE ELEC 09/12/2002 39 Final Electrical co PS 09/12/2002 84 Rough Combo co PS 09/10/2002 39 Final Electrical NR PS 08/29/2002 14 Frame/Steel/BoltingNlding AP PS POOL 08/29/2002 34 Rough Electric NR PS City of Carlsbad Bldg Inspection Request For: 09/18/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL # Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: Phone: 7149817742 InsDector: 9s Requested By: TONY Entered By: CHRISTINE CD Description 14 Frame/Steel/BoltingMelding Associated PCRslCVs PCR01260 iSSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED Dale Description InsDection History Act lnsp Comments 09/13/2002 09/12/2002 09/12/2002 09/10/2002 08/29/2002 08/29/2002 08/22/2002 08/16/2002 08/16/2002 08/14/2002 08/14/2002 08/12/2002 08/09/2002 39 Final Electrical 84 Rough Combo 39 Final Electrical 39 Final Electrical 14 Frame/Sleel/BollingNlding 34 Rough Electric 34 Rough Electric 23 GasTTesWRepairs 14 Frame/Sleel/EollingMelding 23 GaslTesURepairs 14 Frame/Sleei/Bolting/eiding 84 Rough Combo 14 FramelSteellBoltingMlding CO PS OK TO RELEASE ELEC co PS co PS AP PS POOL NR PS NR PS co PS AP PS GYPCRETE UNDER TUBS AP PS CO PS GYPCRETE@TUBS wc PS AP PS T-EARlSTFLR CO PS TEAR City of Carlsbad Bldg Inspection Request For: 0911 312002 Permit# CBOlO483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7149617742 Inspector: = Total Time: Requested By: TONY Entered By: CHRISTINE CD Description Act Comments 39 Final Electrical ea + a.ddeJw =-?? PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED -Jr Date 09/10/2002 39 Final Electrical Description Act lnsp Comments 08/29/2002 14 Frame/Steel/BoltingNelding AP PS POOL 08/29/2002 34 Rough Electric 08/22/2002 34 Rough Electric NR PS r NR PS co PS , 08/16/2002 14 FramelSteelWoItingMlding AP PS GYPCRETE UNDERTUBS 08/16/2002 23 GasfresVRepairs 08/14/2002 14 Frame/Steel/Bolting/elding CO PS GYPCRETE @TUBS 08/14/2002 23 GaslTestlRepairs wc PS 08/12/2002 84 Rough Combo 08/09/2002 14 Frarne/Steel/BoltingNlding CO PS TEAR 08/09/2002 31 Underground/Conduit-Wifing AP PS AT POOL AREA 08/08/2002 14 Frame/Steel/BoltingMelding NS PS 08/08/2002 31 Underground/Conduit-Wiring NS PS AP PS AP PS T-BAR ISTFLR ClTY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE LOCATION f r3 a PERMIT NO. FOR INSPECT10 60) 602-2725. RE-INSPECTION FEE DUE? @ YES PHONE CODEENFORCEMENTOFFICER @ -~ ~~~ ~~ Lite House Electric Service, Inc. 464 West 11th Street - San Pedro, California 90731 PH: (310) 832-1169- FAX: (310) 519-7264 Contractor's License # 429638 C-IO CITY OF CARLSBAD BUILDING DEPT. RE: 1050 GRAND AVE. TO WHOM IT MAY CONCERN, THIS LETTER IS TO VERIFY THAT THE CONNECTIONS AND LUGS ON ALL SERVICE GEAR AND ALL SUB PANELS HAVE BEEN TIGHTENED TO THE PROPER TORQUE PER THE MANUFACTURES SPECIFICATIONS. LITE HOUSE ELECTRIC, RON KEYSE VICE PRESIDENT City of Carlsbad Bldg Inspection Request' For: 09/12/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Phone: 7149817742 Inspector: Q Total Time: Requested By: TONY Entered By: GIOVANNA CD Description 39 Final Electrical 14 FrarnelSteellBoltingMelding 24 Roughflopout 34 Rough Electric 44 RoughlDuctslDampers Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED Date Description 09/10/2002 39 Final Electrical NR PS 08/29/2002 14 Frame/Steel/Bolting/elding AP PS POOL 08/29/2002 34 Rough Electric NR PS 08/22/2002 34 Rough Electric co PS 08/16/2002 14 FramelSteellBoltingNYelding AP PS GYPCRETE UNDERTUBS 08/16/2002 23 GasnestlReDairs AP PS InsDection History Act lnsp Comments City of Carlsbad Bldg Inspection Request For: 08/22/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7149817742 Inspector: CE? Total Time: Requested By: TOM Entered By: CHRISTINE CD Description 34 Rough Electric Associated PCRs/CVs PCROIZW ISSUED PCR01304 WiTHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 iSSUED PCR02151 iSSUED lnsoection History Date Description Act lnsp Comments 08/16/2002 08/16/2002 08/14/2002 08/14/2002 08/12/2002 08/09/2002 08/09/2002 08/08/2002 08/08/2002 08/07/2002 08/07/2002 07/30/2002 07/25/2002 14 FramelSteel/BoltingMlding 23 GaSrresVRepairs 14 Frame/SteellBoltingNlding 23 GasmesVRepairs 84 Rough Combo 31 UndergroundIConduit-Wiring 14 Frame/SteeilBoitingNlding 31 Underground/Conduit-Wiring 14 FramelSteeilBoitingNiding 31 Underground/Conduit-Wiring 84 Rough Combo 11 Ftg/Foundation/Piers 17 interior Lath/Drywall AP PS GYPCRETEUNDERTUBS AP PS CO PS GYPCRETE @TUBS wc PS AP PS T-BAR ISTFLR AP PS ATPOOL AREA CO PS TEAR NS PS NS PS co PS co PS AP PS 3 POLE LIGHTS @ POOL AP PS COMPLETE City of Carlsbad Bldg Inspection Request For: 0811 412002 Permit## CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Phone: 7149817742 Inspector: 2% Total Time: Requested By: NA Entered By: CHRISTINE CD Description Act Comments Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 iSSUED PCR02151 ISSUED Date Description InsDection History Act insp Comments 08/12/2002 08/09/2002 08/09/2002 08/08/2002 08/08/2002 08/07/2002 08/07/2002 07/30/2002 07/25/2002 07/24/2002 07/22/2002 07/19/2002 07/17/2002 84 Rough Combo 14 FramelSteellBoltingNIding 31 Underground/Conduit-Wiring 14 Frame/SteellBoltingMlding 31 Underground/Conduit-Wiring 31 Underground/Conduit-Wiring 84 Rough Combo 11 Ftg/Foundation/Piers 17 Interior LathlDrywall 17 Interior LaWDrywall 17 Interior LathIDrywali 17 Interior Lath/Drywall 17 Interior Lath/Drywali AP PS T-BARISTFLR AP PS AT POOL AREA CO PS TEAR NS PS NS PS co PS co PS AP PS 3 POLE LIGHTS @ POOL AP PS COMPLETE AP PS ALL RM EXCEPT BOILERVENT RM AP PS 3RD FLOOR ALL BUT 3 ROOMS NR PS NR PS City of Carlsbad Bldg inspection Request For: 08/09/2002 Permit# CBOl0483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL B RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: Phone: 7149817742 Inspector: Requested By: TONY Entered By: CHRISTINE CD Description Act Comments 14 FramelSteellBoltingMelding 31 UndergroundlConduit-Wiring $jg @5%2%y. 4- Associated PCRslCVs PCR012M) ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED Date Description InsDection History Act lnsp Comments 08/07/2002 08/07/2002 07/30/2002 07/25/2002 07/24/2002 07/22/2002 07/19/2002 07/17/2002 07/16/2002 07/15/2002 07/12/2002 31 Underground/Conduit-Wiring @4 Rough Combo 11 Ftg/Foundation/Piers 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 44 Rough/Ducts/Dampers 14 Frame/Steel/Bolting/lding co PS co PS AP PS 3 POLE LIGHTS @ POOL AP PS COMPLETE AP PS ALL RM EXCEPT BOILER VENT RM AP PS 3RD FLOOR ALL BUT 3 ROOMS NR PS NR PS NS PS NR PS NR PS ! City of Carlsbad Bldg Inspection Request For: 08/07/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7149817742 n Inspector: ' y2 Total Time: Requested By: NA Entered By: CHRISTINE CD Description Act Comments 31 UndergroundlConduit-Wiring zf Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED InsDection History Date 07/30/2002 11 FtglFoundationlPIers Description Act lnsp Comments AP PS 3 POLE LIGHTS @ POOL 07/25/2002 17 Interior LathIDrywall AP PS COMPLETE 07/24/2002 17 Interior LathIDrywall AP PS ALL RM EXCEPT BOILER VENT RM 07/22/2002 17 Interior LathIDrywall AP PS 3RD FLOOR ALL BUT 3 ROOMS 07/19/2002 17 Interior LathIDrywall 07/17/2002 17 Interior LathIDrywall 07/16/2002 17 Interior LathIDrywall NS PS 07/122002 14 Frame/Steel/Bolting/elding NR PS 07/122002 17 Interior LathIDrywail wc PS 07/12/2002 21 UndergroundIUnder Floor AP PS POOLBLDG 07/11/2002 16 Insulation AP PS 07/11/2002 17 Interior Lath/Drywall AP PS ISTLAYERONLID NR PS NR PS 07/15/2002 44 RoughIDucWDampers NR PS City of Carlsbad Bldg Inspection Request For: 07/03/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7149817742 Inspector: 2% Total Time: Requested By: TONY Entered By: CHRISTINE CD Description 14 FrarnelSteellBoltingMelding 42 FluesNents Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED Date Description 07/01/2002 17 Interior LaWDrywall AP PS NORTHWING TO CENTER STAIR 2ND FLR 07/01/2002 31 Underground/Conduit-Wiring CO PS 07/01/2002 42 FluesNents AP PS ABOVESHAFT 06/28/2002 17 Interior Lath/Drywall NS PS 06/28/2002 42 FluesNents NS PS 08/28/2002 44 Rough/DucWDampen NS PS 06/26/2002 17 Interior LaWDrywali co PS 06/25/2002 17 Interior LaWDrywall co PS InsDection History Act lnsp Comments 06/24/2002 17 Interior LaWDrywall CO RF OK TO PROCEED CORRECT BATHRM LID RM A225 NEXT TO SHAFT. 1ST FLOOR ENTRY, 2ND FLOOR 06/20/2002 17 Interior Lath/Drywall AP PS IST LAYER BATHROOM 2ND FLOOR 06/20/2002 17 Interior LaWDrywall AP PS DRYWALL ALL THREE STAIRS City of Carlsbad Bldg For: 07/02/2002 Permit# CBO10483 Title: EXTENDED STAY AMERICA inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7149817742 Inspector: TS Total Time: Requested By: TONY CD 17 34 42 Description Entered By: CHRISTINE Act Comments Interior LathlDrywall Rough Electric &5 FluesNents 31-& Lxr + Associated PCRslCVs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02151 ISSUED PCR02091 ISSUED lnsoection History Date 06/28/2002 17 Interior LathIDrywall Description Act lnsp Comments 06/28/2002 42 FluesNents NS PS 06/26/2002 44 RoughIDucWDampers NS PS 06/26/2002 17 Interior Lath/Drywall NS PS co PS 06/25/2002 17 Interior LaWDrywall co PS 06/24/2002 17 interior Lath/Drywall CO RF OK TO PROCEED CORRECT BATHRM LID RM A225 NEXT TO 06/20/2002 17 Interior Lath/Drywall 06/20/2002 17 Interior Lath/Drywall AP PS IST LAYER BATHROOM 2ND FLOOR 06/18/2002 17 Interior Lath/Drywall AP PS 1ST FLOOR WEST WING SHAFT. 1ST FLOOR ENTRY, 2ND FLOOR AP PS DRYWALL ALL THREE STAIRS JUL. 2. 2002 ll:56AM 'TC MARKET DEVELOPMEN FireMder@~dkwtalatkr ForHorizontalOrVerticalshattTr~ (Overlap Wrap Techdque) NO. 0523 P. 2 c City of Carlsbad Bldg Inspection Request For: 07/01/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: i Lot Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: ROLLED FROM 6-28 Total Time: CD Description 17 Interior LathlDrywall 31 UndergroundlConduit-Wiring 42 FluesNents 44 RoughlDuctslDarnpers 0 Phone: 7149817742 Inspector: L* Requested By: TONY Entered By: KAREN Act Comments &- SA.& t Associated PCRslCVs PCR01260 ISSUED PCR01307 ISSUED PCR01304 WITHDRAW PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 ISSUED - InsDection History Date Description 06/28/2002 17 Interior Lath/Drywall Act lnsp Comments 06/28/2002 42 FluesNents NS *PS -’ 06/28/2002 44 Rough/Ducts/Darnpers NS PS NS PS 06/26/2002 17 Interior Lath/Drywall 06/25/2002 17 Interior LaWDrywall co PS co PS 06/24/2002 17 Interior LaWDrywall CO RF OK TO PROCEED CORRECT BATHRM LID RM A225 NEXT TO 06/20/2002 17 Interior LathIDrywall AP PS DRYWALL ALL THREE STAIRS SHAFT. 1ST FLOOR ENTRY, 2ND FLOOR CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT 1635 FARADAY AVENUE (760) 602-2700 FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES .. PHONE CODE ENFORCEMENTOFFICER e City of Carlsbad Bldg Inspection Request For: 06/24/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7149817742 InsDector: A< .. Total Time: Requested By: TONY Entered By: CHRISTINE CD Description - Act Comments p*oht A- zzx rue$ f .to cLtq+'k 'J OuL QLl h/ 2 d $/PCP ' Associated PCRs ,j PCR01260 iSSUED PCR01304 WiTHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 PENDING Date Description InsDection History Act insp Comments 06/20/2002 06/20/2002 06/18/2002 06/17/2002 06/17/2002 06/14/2002 06/14/2002 06/14/2002 06/13/2002 06/13/2002 06/13/2002 06/12/2002 06/12/2002 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lalh/Drywall 27 Shower PanIRoman Tubs 17 Interior Lath/Drywall 14 FramelSteeilBoitingMlelding 17 Interior LathIDrywall 34 Rough Electric 14 FramelSteellBoltingNlding 34 Rough Electric 17 Interior LaWDrywall 14 Frame/Steel/BoltingMldlng 17 Interior LathIDrywall AP PS AP PS AP PS AP PS NR PS AP PS co PS co PS NS PS NS PS NS PS AP PS AP PS DRYWALL ALL THREE STAIRS IST LAYER BATHROOM 2ND FLOOR IST FLOOR WEST WiNG 2 UNIT 1 UNIT LEAK 3RD FLR IST LAYER CEILING IST FLR 2ND FLR 1ST FLR NORTH WING CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES FORMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg Inspection Request For: 06/12/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: CD Description Phone: 7149817742 0 hispector: Requested By: TONY Entered By: CHRISTINE Act Comments 14 FramelSteellBoltingMlding & 24s f3Lr Associated PCRs PCR01260 iSSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 PENDiNG Date Description Act 06/10/2002 06/10/2002 06/10/2002 06/10/2002 06/07/2002 06/07/2002 06/07/2002 06/06/2002 06/06/2002 06/05/2002 06/05/2002 16 Insulation 17 interior Lath/Drywall 18 Exterior LaWDrywail 36 Electrical Repairs 14 FramelSteellBoltingNVeiding 34 Rough Electric 16 Insulation 34 Rough Electric 14 Frame/Steel/BoltingNelding 34 Rough Electric 14 Frame/Steel/BoltingNlding AP AP PA wc co co NR AP AP NS NS insp Comments PS ISTFLR PS ON PLASTER WALL PS PS PS IST FLR OK TO INSULATE ?S PS ISTFLR PS EXT WALLS 3RD FLR PS PS PS , CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES FOR FURTHER INFORMATION, CONTACT PHONE ' BUILDING INSPECTOR CODE ENFORCEMENT OFFICER @ City of Carlsbad Bldg Inspection Request For: 06/07/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL B RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: CD Description 14 FrarnelSteellBoltingMelding 16 Insulation 34 Rough Electric 0 Phone: 7149817742 Inspector: w Requested By: TONY Entered By: CHRISTINE Act Comments ~~ Associated PCRs PCRO12M) ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCRO2033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 PENDING lnsoection History 06/C5/2002 14 Frame/Steel/BoltingNelding NS PS Date Description Act lnsp Comments 06/05/2002 34 Rough Electric NS PS 06/04/2002 14 Frame/Steel/BoltingNlding ~ CO PS SEE NOTICE A-ACHED 06/03/2002 14 FramelSteellBoltingNIding CO PS 1ST FLR & 3RD FLR EXT. WALLS 06/03/2002 34 Rough Electric co PS 05/31/2002 14 Frame/Steel/Boltingelding AP PS 2ND FLR NOT RM 210 05/31/2002 34 Rough Electric 05/30/2002 14 Frame/Steel/Boltingelding AP PS EXT WALL IST FLR 05/30/2002 17 Interior Lath/Drywall NR PS 05/30/2002 34 Rough Electric AP PS EXT. WALL IST FLR AP PS CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE TIME LOCATION 10623 G&%D PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE CODE ENFORCEMENT OFFICER @ 1 City of Carlsbad Bldg Inspection Request For: 06/04/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Phone: 7149817742 Job Address: 1050 GRAND AV Suite: Lot 0 Location: Inspector: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: Requested By: TONY Entered By: ROBIN CD Description 14 FramelSteellBoltingMlelding - 34 Rough Electric &co;F>c ~* 7,ki & / Associated PCRS PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 iSSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCRO2151 PENDING Date Description InsDection History Act lnsp Comments 05/31/2002 05/31/2002 05/30/2002 05/3012002 05/30/2002 05/29/2002 05/29/2002 05/28/2002 05/24/2002 05/22/2002 05/21/2002 14 FramelSteeVBoltingNYeiding 34 Rough Electric 14 Frame/Steel/BoltingNlding 34 Rough Electric 17 interior LaWDrywall 27 Shower PanIRoman Tubs 13 Shear Panels/HO's 27 Shower PadRoman Tubs 27 Shower Pan/Roman Tubs 27 Shower PadRoman Tubs 14 FramelSteeWBoltingNIding AP PS 2ND FLR NOT RM 210 AP PS AP PS UCTWALLISTFLR AP PS EXT. WALL IST FLR NR PS PA PS SOUTH AND EAST EXT FRAMING IST FLOOR NR PS AP PS 2NDg3RDFLOOR NR PS NR PS MEET WiTH BIG WIGS CO PS SEE ATTACHED NOTICE - - CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT (760) 602-2700 1635 FARADAY AVENUE c . FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? fl YES PHONE CODE ENFORCEMENT OFFICER @ " . City of Carlsbad Bldg Inspection Request For: 06/03/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: Phone: 7149817742 Inspector: z2 Requested By: TONY Entered By: ROBIN CD Description Act Comments 14 FramelSteellBoltingMelding (9 /.fl+LE 4 3** zxr* 34 Rough Electri: ,!f - - ~ SSOC~ ed C PCR012M) iSSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 iSSUED PCR02033 ISSUED PCR02043 iSSUED PCRO2069 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 PENDiNG Date Description InsDection History Act lnsp Comments 05/30/2002 05/30/2002 05/30/2002 05/29/2002 05/29/2002 05/28/2002 05/24/2002 05/22/2002 05/21/2002 05/21/2002 05/21/2002 14 Frame/Steel/BoltingMlding 34 Rough Electnc 17 interior Lath/Drywall 27 Shower Pan/Roman Tubs 13 Shear Panels/HDs 27 Shower PadRoman Tubs 27 Shower PadRoman Tubs 27 Shower PadRoman Tubs 14 Frame/Steel/Boltinglding 34 Rough Electric 16 Insulation AP PS EXTWALLISTFLR AP PS EXT. WALLISTFLR NR PS PA PS SOUTH AND EAST EXT FRAMING IST FLOOR NR PS AP PS 2ND83RDFLOOR NR PS NR PS MEET WITH BIG WIGS CO PS SEE ATTACHED NOTICE co PS co PS - CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT 1635 FARADAY AVENUE (760) 602-2700 DATE b "3-t TIME FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE CODE ENFORCEMENT OFFICER @ . . City of Carlsbad Bldg Inspection For: 05/31/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUh Owner: Remarks: Total Time: 0 Phone: 7149817742 Inspector: Requested By: TONY Entered By: CHRISTINE CD Description Act Comments 14 FramelSteellBoltingMelding & 9 (zo f /2, a/l 0 34 Rough Electric I Associated PCRS PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 iSSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED PCR02151 PENDING Date Description InsDection History Act 05/29/2002 05/29/2002 05/28/2002 05/24/2002 05/22/2002 05/21/2002 05/21/2002 05/21/2002 05/20/2002 05/20/2002 05/17/2002 13 Shear PanelsIHD's 27 Shower PadRoman Tubs 27 Shower PadRoman Tubs 27 Shower Pan/Roman Tubs 27 Shower Pan/Roman Tubs 14 FramelSteeWBoltingMlelding 16 Insulation 34 Rough Electric 14 FramelSteel/Boltingelding 34 Rough Electric 16 Insulation PA NR NR AP NR co co AP co NR NR lnsp PS PS PS PS PS PS PS PS PS PS TP SOUTH AND EAST EXT FRAMING IST FLOOR Comments 2ND & 3RD FLOOR MEET WITH BIG WiGS SEE ATTACHED NOTiCE DOUBLE SHEAR WALL 1ST FLR CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? YES .. PHONE CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg Inspection Request For: 05/29/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL B RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot * 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Phone: 7149817742 InsDector: Q Total Time: Requested By: TONY Entered By: HRlSTlNE CD Description Act Comments 13 Shear PanelslHD's TLA -QyLM r I 27 Shower PanlRoman Tubs &@ I Associated PCRS PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR02033 ISSUED PCR01322 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED Date Description Act lnsp Comments 05/24/2002 27 Shower Pan/Roman Tubs AP PS 2ND83RDFLOOR 05/22/2002 27 Shower PadRoman Tubs NR PS MEET WITH BIG WIGS lnsoection History 05/21/2002 16 Insulation co PS 05/21/2002 34 Rough Electric co PS 05/20/2002 14 Frame/SteeVBolting/Welding AP PS DOUBLE SHEAR WALL 1ST FLR 05/20/2002 34 Rough Electric NR PS 05/17/2002 16 Insulation NR TP 05/17/2002 27 Shower Pan/Roman Tubs NR TP 05/16/2002 14 Frame/Steel/BoltingMelding PA TP MECH AND ELECT RM 05/16/2002 27 Shower PadRoman Tubs PA TP 2ND FLR TUBS TRAP WATER TEST 05/21/2002 14 Frame/Steel/BoltingMlding CO PS SEE ATTACHED NOTICE 05/16/2002 34 Rough Electric PA TP MECH AND ELECT RM 3m Emm ANCHOR TIEDOWN SYSTEM COMPONENTS , ATS-3 TAKE UP DEVICE (TUD) The take up device when used on seismic holdowns for wood frame buildings, will compensate for wood shrinkage and settlement due to dead load. As required by Section 2304.7 of the 1997 UBC the specifier needs to consider shrinkage effects on the design of the system. The TUD will help reduce the story drift per Section 1630.9 and 1630.10 of the Over i10,OOO pounds of ultimate 1997 UBC. - 1" of movement to accommodate capacity based on test results. wood shrinkage and compression due to dead load. Works for rod diameters from 'h" to i'K. ATS-PW9 TDS-TUDIDKT Namino Scheme: TUDl '/E-1 " TakeUpT L1'aot Devlce T Travel Maxlmum 1%" Rod Clearance COMPONENT LOCATION ATS Plate Washer ATS - Plate Washers 1. The end of a11 rods are color coded for eaey 2. High strength rod is identification. anodized red the entire coded at the ends. length and also color 24 ~':.Mcdd W '%e 3 2% ATS-DW7 tC '% 3 2% ATS-DWG t Dl.. B A ATS-DWB w 13~~ 3 2% ATS-DW9 tC 1% 3 2% TUOl'h-1 (Packaged with plate washer) Clearance is necessary between rods to allow tor TU0 Iravel. ATS-28, ATS-ZC and ATS-20 ATS - Caoes ATS-2A 19310 7050 ATS-26 3% 3 12 2% 1% - 9170 1% 2% 3% 3 5 ATS-?AD - 6100 1% 21% 1% 3 3% ATS-2C 4% 3 12 2% 1% 40160 9170 ATS-2D 5 3 15 2% 1% 25210 8460 1. Bearing load is basad on plate area x 625 psi. CNW - Coupler Nuts 1. Allowable toads based on 1996 AIS1 Sec IV-2.2 bolt allowable loads. 2. CNW coupler nuts are tested to a minimum 'k. of 2.1 factor of safety based on the loads listed above. allows last visual CNW check tor correct all thread rod Installation. '@=I m ANCHOR TIEDOWN SYSTEM THREE STORY TDS MODELS 1. For other load comblhallom. contact IacIOrY 2. Loadrhave been increased 33% No funher icrease allowed. 4. Olaphrapm boundary naillng required on both studs. 3 Snug down the rod nut. Tighten additionally t/2 turn. High Capacity. Fast Installation. No Horizontal Drilling. Takeup 1" 01 Wood Shrinkage and Compression per Floor. Code: ICBO ER 5090, City of L.A. RR 25236 (TU0 and ATS-20 submitted 3/01) 5. TDS37, TDSSHS. TOS47, TDS4HS. TDS57 and TOSSHS require hiQh strength rod Fu 120,000 PSI. Ai! 6. Cornmrrlon oosls shown are based On a 9 OOYO Fir Plate helqhl. Sae Paue: 4.7 tor other runs require ASTM A36 Fu 58,OOOpsi. (Hlgh alranglh rod is red eno~lzed lot easy idenlificatlon.l .~~~~ ~ additional piaia heights and wood s~aclat. 7. Concrete anchor embedment lor cast-in.piace hex-head anchors calculated with a minimum Sidecover 01 Le. See pages 26 and 27 lor other concrete slrenoths and edge distances. .. TUDl'h-1 All steel components are included in the TDS run except Transition Coupler, Concrete Anchor Bolt and TU0 (Takeup Device). TU0 is recommended to take up wood shrinkage and crushing. See page 24 for details. The Transition Coupler and TUD (Takeup Device) can be ordered separately. 6 12 . City of Carlsbad Bldg For: 05/21/2002 Permit# CBO10483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL (L RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: Phone: 7149817742 Inspector: 52 Requested By: TONY Entered By: CHRISTINE CD Description 14 FramelSteellBoltingMelding 16 Insulation 34 Rough Electric FComments Associated PCRs PCR012W ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR020M) ISSUED PCR02082 ISSUED PCR02091 ISSUED Date Description 05/17/2002 16 Insulation 05/17/2002 27 Shower PadRoman Tubs 05/16/2002 14 FramdSteellBoltingNIding 05/16/2002 27 Shower PadRoman Tubs 05/16/2002 34 Rough Electric 05/15/2002 17 Interior Lath/Drywall 05/15/2002 34 Rough Electric 05/09/2002 14 Frame/SteeilBoltingNlding 05/09/2002 34 Rough Electric 05/08/2002 17 Interior Lath/Drywall 05/07/2002 16 Insulation InsDection History Act lnsp Comments NR TP NR TP PA TP PA TP PA TP NR TP NR TP AP PS AP PS AP PS AP PS MECH AND ELECT RM 2ND FLR TUBS TRAP WATER TEST MECH AND ELECT RM AT CANOPY AND ENTRY COUNTER LID AT CANOPY IST FLR TUBS ELEV. ELEC. TELEPHONE CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES FORMATION, CONTACT PHONE CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg For: 04/24/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Ldt Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: CD Description 14 FramelSteellBoltingMelding 0 Act Comments Phone: 7149817742 Inspector: 3s Requested By: TONY Entered By: CHRISTINE /7 & /ac &&. Associated PCRs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR020M) ISSUED PCR02082 ISSUED PCR02091 iSSUED lnsoection History Dale 04/22/2002 12 SteeVBond Beam Description Act lnsp Comments 04/22/2002 16 Insulation AP PS 2ND FLRCORR 04/22/2002 17 Interior Lath/Drywall AP PS 1ST FLR CORR 04/18/2002 13 Shear Panels/HDs 04/18/2002 14 Frame/Steel/Bollin@A'elding PA PS 2ND FLR CORR 04/18/2002 14 Frame/Steel/Bollingelding CO PS ELEV SHAFT 04/16/2002 13 Shear Panels/HDs NR PS 04/16/2002 16 Insulation AP PS 1ST FLR CORR CEILING 04/15/2002 16 Insulation 04/12/2002 14 FramelSteellBoltingIding CO PS ELEV. SHAFT O~/IZZOOZ 16 Insulation NR PS 04/11/2002 14 Frame/Sleel/BollingNelding AP PS CEILING CORR IST FLR ONLY 04/11/2002 24 RoughlTopOul AP PS DWV 04/10/2002 13 Shear PaneWHD's NR PS ONSlTE21/2HRS AP PS PARKING LOT LIGHT BASES AP PS PA PS SEE ATTACHED CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE TIME LOCATION (02-0 GM PERMIT NO. 3 i City of Carlsbad Bldg For: 0411 812002 Permit# CBO10483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: CD Description 0 Phone: 7149817742 Inspector: E Requested By: TONY Entered By: CHRISTINE Act Comments 13 Shear Panels/HDs 14 FramelSteellBoltingMlding x 9-e e&& LC( co &C* SA&#/- Associated PCRs PCR01260 ISSUED PCR013M WITHDRAW PCRO1307 ISSUED PCR01322 ISSUED PCR02043 ISSUED PCR02033 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED Dale Description Act insp Comments Inspection History 04/16/2002 04/16/2002 04/15/2002 04/12/2002 04/12/2002 04/11/2002 04/11/2002 04/10/2002 04/10/2002 04/10/2002 04/10/2002 04/10/2002 13 Shear Panels/HD's 16 Insulation 16 Insulation 14 Frame/Sleel/BoltingMlding 16 Insulation 24 RougivTopout 14 Frame/Steel/BoltingMlding 13 Shear PaneldHD's 16 Insulation 22 SewerMlaler Service 17 Interior LaWDrywall 24 Roughrropout NR PS AP PS PA PS co PS NR PS AP PS AP PS NR PS sw PS wc PS sw PS PA PS IST FLR CORR CEILING SEE ATTACHED ELEV. SHAFT CEILING CORR IST FLR ONLY DWV ON SITE 2 1/2 HRS INSULATED W/OUT APPROVALS DRYWALLED W/OUT APPROVALS r . City of Carlsbad Bldg Inspection Request For: 0411 512002 Permit# CBOIO483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Phone: 7149817742 Inspector: Le Total Time: Requested By: TONY Entered By: CHRISTINE CD Description 16 Insulation Associated PCRs PCR012W ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 iSSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED lnwection History Date Description Act lnsp Comments 04/11/2002 14 Frame/Steel/BoltinghVelding AP PS CEILING CORR IST FLR ONLY 04/10/2002 13 Shear PaneldHD’s 04/11/2002 24 RoughfTopout AP PS DWV 04/10/2002 16 Insulation SW PS INSULATED W/OUT APPROVALS 04/10/2002 17 Interior Lath/Drywall SW PS DRYWALLED W/OUT APPROVALS 04/10/2002 22 Sewerwater Service wc PS 04/10/2002 24 Roughflopout 04/08/2002 15 Rwf/Rerwf PA PS AP PS 04/08/2002 22 Sewerwater Service wc PS 04/08/2002 24 RoughTTopout co PS 04/05/2002 15 RooWRerwf NS PS 04/05/2002 22 Sewerwater Service NS PS 04/04/2002 15 RwWRerwf 04/04/2002 24 RougMopout NR PS NR PS ONSlTE21f2HRS co PS WET VENTING IST a ZND FLR . CITY OF CARLSBAD NOTICE 1760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE -/5" " z TIME FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE BUILDING INSPECTOR CODE ENFORCEMENTOFFICER fa City of Carlsbad Bldg Inspection Request For: 04/12/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL B RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7149817742 Inspector: E Total Time: Requested By: TONY Entered By: CHRISTINE CD Description 16 Insulation LY co sAA4r Associated PCRs PCR012W ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED InsDection History Date Desuiption Act lnsp Comments 04/11/2002 14 FramelSteellBoItingMlding AP PS CEILING CORR IST FLR ONLY 04/11/2002 24 Roughflopout AP PS DWV 04/10/2002 13 Shear PaneldHD's NR PS ONSlTE21/2HRS 04/10/2002 16 Insulation SW PS INSULATED W/OUT APPROVALS 04/10/2002 17 Interior Lath/Drywall SW PS DRWVALLED W/OUT APPROVALS 04/10/2002 22 Sewerwater Service wc PS 04/10/2002 24 Roughfropout PA PS 04/08/2002 15 RwWRerwf AP PS 04/08/2002 22 Sewerwater Service wc PS 04/08/2002 24 RoughiTopout co PS 04/05/2002 15 RooWRerwf NS PS 04/05/2002 22 Sewerwater Service NS PS 04/04/2002 15 RooWRerwf 04/04/2002 24 Roughflopout NR PS CO PS WET VENTING IST & 2ND FLR CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT (760) 602-2700 1635 FARADAY AVENUE DATE +e.-l3L TIME LOCATION IoJa GTg&Ln PERMIT NO. 16 483 FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHMlE CODE ENFORCEMENTOFFICER fa City of Carlsbad Bldg Inspection For: 0411 112002 Request Permit?# C6010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL 8, RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: CD Description 14 FrarnelSteellBoltingMelding 0 Phone: 7149817742 Inspector: as Requested By: TONY Entered By: CHRISTINE Act Comments c SP Fi5fc ML</ 24 Roughmopout &e& Associated PCRs PCR01260 ISSUED PCR01304 WITHDRAW PCRO1307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02082 ISSUED PCR02091 ISSUED Date Desuiolion Act Inso Comments lnsoection History 04/08/2002 04/08/2002 04/08/2002 04/05/2002 04/05/2002 04/04/2002 04/04/2002 04/03/2002 04/02/2002 04/01/2002 04/01/2002 04/01/2002 15 RwWReroof 22 Sewerwater Service 24 Roughrropout 15 RwWReroof 22 Sewerwater Service 15 Roof/Rerwf 24 RoughiTopout 15 RooWReroof 22 Sewerwater Service 15 RwWReroof 22 Sewerwater Service 23 GasiTesVRepairs AP PS wc PS co PS NS PS NR PS NS PS co PS NR RC co PS PA PY AP PY wc PY WET VENTING IST 8 2ND FLR TRUSSES - DID NOT WALK ROOF NAILN MlSSiNG HANGERS, LATERAL BRACES. PANEL BLOCKS ON CAL FILL AND TOWERS OK TO BUILD GAS LINE TO POOL BLDG PERMIT NO. ,UYP3 . . ."*, L (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES P+Ct+E OWE ENFORCEMENTWFICER . @ ~. .. ..* a t . City of Carlsbad Bldg For: 0411 012002 Permit# CBO10483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: CD Rescripton 13 Shear PaneldHDs 16 Insulation 22 Sewerwater Service 24 Rough/Topout 0 Inspector: v3 Requested By: TONY Entered By: CHRISTINE Act Comments Associated PCRS PCR012M) ISSUED PCR01304 WiTHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 ISSUED PCR02068 ISSUED PCR02091 ISSUED PCR02082 ISSUED Date 04/08/2002 15 Rwf/Rerwf Description Act insp Comments AP PS 04/08/2002 22 Sewerwater Service wc PS 04/08/2002 24 RoughKOpout co PS 04/05/2002 22 Sewerwater Service 04/05/2002 15 RwWRerwf NS PS NS PS 04/04/2002 24 RoughKOpout 04/04/2002 15 RwWRerwf NR PS 04/03/2002 15 RwWRerwf NR RC MISSING HANGERS, LATERAL BRACES, PANEL BLOCKS ON InsDection History CO PS WET VEMiNG IST & 2ND FLR TRUSSES DID NOT WALK ROOF NAILN City of Carlsbad Bldg For: 04/08/2002 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: CD Description 22 SewerlWater Service 24 - Rough/Topout 0 Phone: 7149817742 InsDector: = Requested By: TONY Entered By: KAREN Act Comments Associated PCRs PCR01304 WITHDRAW PCR01260 ISSUED PCR01307 ISSUED PCR01322 ISSUED PCRO2043 ISSUED PCR02033 ISSUED PCR02082 PENDING PCROZOM) ISSUED PCR02091 ISSUED Date Description InsDection History Act 04/04/2002 15 Roof/Reroof NR 04/04/2002 24 Roughfropout co 04/03/2002 15 RwWReroof NR 04/02/2002 04/01/2002 04/01/2002 04/01/2002 03/29/2002 03/29/2002 03/29/2002 03/29/2002 03/29/2002 22 SewerNYater Service 15 Roof/Rerwf 23 GaflesVRepairs 22 SewerNYater Service 11 Ftg/Foundation/Piers 13 Shear PanelsIHD's 21 Undergmund/Under Flwr 23 GaflesVRepairs 24 Roughfropout co PA wc AP AP co wc co co lnsp PS PS RC PS PY PY PS PY PS PS PS PS Comments WET VENTING IST & 2ND FLR MISSING HANGERS, LATERAL BRACES. PANEL BLOCKS ON TRUSSES - DID NOT WALK ROOF NAILN CAL FILL AND TOWERS OK TO BUiLD GAS LINE TO POOL BLDG COLUMN AT FRONT NEED YELLOW TRACER WIRE & NEED TEST TEST NOT COMPLETE, WATER ON FLOOR CITY OF CARLSEAD N OTI C E (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE 3 -+o 7 TIME LOCATION c*g PERMIT NO. lo [ , FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? n YES PHONE CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg Inspection Request For: 0311 112002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: TRUSS Total Time: CD Description 15 RooWReroof 0 Phone: 7149817742 InsDector: Requested By: N/A Entered By: ROBIN Act Comments Associated PCRs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR02033 iSSUED PCR01322 ISSUED PCRO2043 PENDiNG PCR02068 ISSUED InsDection History Date Description Act 03/07/2002 14 FramelSteellBoitingIding CO , 03/04/2002 14 Frame/Steel/BoltingNlding NR 02/28/2002 15 RooWReroof co 0211912002 15 RooflReroof 102115/2002 15 RooWReroof AP NS 02/14/2002 15 Roof/Reroof co 01/30/2002 11 Flg/Foundation/Piers AP 01/28/2002 11 Ftg/Foundation/Piers co 01/23/2002 12 Steei/Bond Beam 01/22/2002 11 FtglFoundatianIPien CA AP 01/22/2002 12 SteeVBond Beam wc 01/18/2002 11 Ftg/Foundation/Pien CA 01/18/2002 12 SteeVBond Beam CA 01/17/2002 11 Ftg/Foundation/Piers AP 01/16/2002 11 FtglFoundatiorVPien co insp PS PS PS PS TP PS PS PS PS PS PS PS PS PS PS SEE NOTiCE Comments PER CARPENTER FORMAN JIM - FLR NAIL SEE ATTACHED NOTICE DONE ON FRIDAY 2ND FLR SHTING (N/iNCL 8iN. FiLL SECT,) NEED ENG LETTER TO CHANGE HARDWARE FROM SIMPSON TO USP EXT PiER FTG NO SOIL LETTER WAS DONE ON 1-22-02 €LEV PIT WALLS BY DAN SLAB & ELEV PIT FLR SAME AS 1-10-2002 City of Carlsbad Bldg Inspection Request For: 03/07/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: FLOOR NAIL Phone: 7149817742 c4 Inspector: t>S Total Time: Requested By: TONY Entered By: CHRISTINE CD Description 14 Frame/Steel/BoltingMelding " Associated PCRq PCR01260 ISSUED PCR01304 WiTHDRAW PCR01307 ISSUED PCR01322 ISSUED PCR02033 ISSUED PCR02043 PENDING PCR02068 ISSUED Date Description 03/04/2002 14 Frame/Steel/BoltingMlelding NR PS PER CARPENTER FORMAN JIM. FLR NAIL 02/28/2002 15 Roof/Reroof 02/19/2002 15 Rwf/Reroof InsDection History Act lnsp Comments CO PS SEE ATTACHED NOTICE NS PS DONEON FRIDAY '. 02/15/2002 15 RooWReroof AP TP 2ND FLR SHTiNG (NIINCL 81N. FILL SECT.) 02/14/2002 15 RoofIReroof CO PS NEED ENG LETTER TO CHANGE HARDWARE FROM SIMPSON TO 01/30/2002 11 Ftg/Foundation/Piers AP PS EXTPIER FTG 01/28/2002 11 Ftg/Foundation/Piers CO PS NOSOILLETTER 01/23/2002 12 SteelIBond Beam CA PS WAS DONE ON 1-2242 01/22/2002 11 Ftg/Foundation/Piers AP PS ELEV PIT WALLS 01/22/2002 12 SteaVBond Beam wc PS 01/18/2002 11 Ftg/Foundation/Piers 01/18/2002 12 SteeVBond Beam CA PS BY DAN 01/17/2002 11 Ftg/Foundation/Piers CA PS 01/16/2002 11 Ftg/Foundation/Piers AP PS SLAB 8 ELEV PIT FLR 01/16/2002 14 Frarne/Steel/Boltingelding CO PS REINSP FEE DUE CO PS SAME AS 1-10-2002 USP CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE 3- 7-0 7 TIME ' FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? n YES PHONE CODE ENFORCEMENT OFFICER @ "" ." . .- City of Carlsbad Bldg Inspection Request For: 02/28/2002 Permit# CB010483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL 8. RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: SHEET NAILING Phone: 7149817742 Inspector: B Total Time: CD Description 15 RooflReroof Requested By: TONY Entered By: CHRISTINE wments - Associated PCRs PCR01260 ISSUED PCR01304 WITHDRAW r PCR01307 ISSUED PCRO1322 PENDING PCR02033 ISSUED PCR02043 PENDING , Date Description Act lnsp Comments InsDection History 02/19/2002 02/15/2002 02/14/2002 01/30/2002 01/28/2002 01/23/2002 01/22/2002 01/22/2002 01/18/2002 01/18/2002 01/17/2002 01/16/2002 01/16120M 01/15/2002 01/15/2002 01/15/2002 15 Roof/Rercof .W Roof/RerOof 15 Roof/RerOOf 11 FtglFoundationlPiers 11 Ftg/Foundation/Piers 12 SteeWBond Beam 11 Ftg/Foundation/Piers 12 SteeVBond Beam 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 14 Frame/Steel/Bolting/Welding 12 SteeWBond Beam 11 Ftg/Foundation/Piers 61 Footing , NS PS AP TP co PS AP PS co PS AP PS CA PS wc PS CA PS AP PS CA PS co PS co PS wc PS NR PS NR PS PONEON FRiDAY . " 2ND FLR SHTING (N/INCL 81N. FILL SECT.) NEED ENG LETTER TO'CHANGE HARDWARE FROM SIMPSON TO USP EXT PIER FTG NO SOIL LEVER WAS DONE ON 1-22-02 ELEV PIT WALLS BY DAN - SLAB 8 REV PIT FLR SAME AS 1-10-2002 REINSP FEE DUE CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT 1635 FARADAY AVENUE (760) 602-2700 TIME LOCATION .kfd~~ FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? n YES PHONE CODE ENFORCEMENT OFFICER @I City of Carlsbad Bldg Inspection Request For: 02/14/2002 Permit# CBO10483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL (L RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: NAILING AT 2ND FLOOR Phone: 7149817742 Inspector: Total Time: Requested By: TONY Entered By: CHRISTINE CD Description Act Comments 15 RooflReroof 2 t /&&,e. F&Or s844ps&4 c-0 Associated PCRs PCR01260 ISSUED PCR01304 WiTHDRAW PCR01307 ISSUED PCR01322 PENDING PCR02033 iSSUED PCR02043 PENDING Date Desuiption InsDection History Act lnsp Comments 01/30/2002 01/28/2002 01/23/2002 : 01/22/2002 01/22/2002 01/18/2002 01/17/2002 01118/2002 01/16/2002 01/16/2002 01/15/2002 01/15/2002 0111512002 01/15/2002 01114/2002 01/11/2002 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 12 SteeVBond Beam 11 FtgIFoundatiofVPiers 11 FtglFoundatiofVPiers 12 SteeWBond Beam 11 FtglFoundationlPiars 11 Ftg/Foundation/Piers 11 FtglFoundationlPiers 14 Frame/Steel/BoltingNdeiding 61 Footing 12 SteeWBond Beam 62 SteellBond Beam 11 FtgIFoundationlPiers 21 UndergroirndlUnder Floor AP PS EXTPIERFTG CO PS NOSOILLETTER CA PS WAS DONE ON 1-22-02 AP PS ELEVPIT WALLS wc PS CA PS BY DAN CA PS AP PS SLAB & ELEV PIT FLR CO PS SAME AS 1-10-2002 CO PS REiNSP FEEDUE NR PS wc PS NR PS wc PS NR PS SAME CORR AS 1/11/02 -NO LADDER NEED PLANS PICK UP FROM co PS CITY CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE ’c”T B~NG INSPECTOR CODE ENFORCEMENT OFFICER @ ~~~ - .- City of Carlsbad Bldg Inspection Request For: 01/30/2002 Permit# CEO10483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: CD Description 11 FtglFoundationlPiers 0 Phone: 7149817742 Inspector: Requested By: TONY Entered By: CHRISTINE Act Comments ~ ~~~ Associated PCRs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 PENDING PCR02033 PENDING Dale Description 01/28/2002 11 Flg/Foundation/Piers Act lnsp Comments CO PS NOSOIL LETTER 01/23/2002 12 Steel/Bond Beam CA PS WAS DONE ON 1-22-02 01/22/2002 11 Flg/Foundalion/Piers AP PS ELEV PIT WALLS 01/22/2002 12 SteeVBond Beam wc PS 01/18/2002 11 FtglFoundationlPiers CA PS BY DAN 01/18/2002 12 Sleel/Bond Beam CA PS 01/17/2002 11 Ftg/Foundation/Piers AP PS SLAB & ELEV PIT FLR 01/16/2002 11 Flg/Foundation/Piers CO PS SAME AS 1-10-2002 01/16/2002 14 Frame/Sleel/BoltingNeiding CO PS REINSP FEE DUE 01/15/2002 11 Flg/Foundalion/Piers NR PS 01/15/2002 12 SteeVBond Beam wc PS 01/15/2002 61 Footing NR PS 01/15/2002 62 SleellBond Beam wc PS 01/14/2002 11 Flg/Foundation/Piers NR PS SAME CORR AS 1/11/02 - NO LADDER NEED PLANS PICK UP FROM 01/11/2002 21 Underground/Under Floor CD PS 01/11/2002 62 SteeVBond Beam co PS 01/10/2002 11 Ftg/Foundation/Pier.s CO PS SEE NOTICE ATTACHED InsDection History ClN City of Carlsbad Bldg Inspection Request For: 01/22/2002 Permit# CBO10483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: Lot 0 Phone: 7149817742 Inspector: GE Requested By: TONY Entered By: CHRISTINE CD Description Act Comments I1 FtglFoundationlPiers & FEZw PIY 12 SteellBond Beam Associated PCRs PCR01260 ISSUED PCR01304 WiTHDRAW PCR01307 iSSUED PCR01322 PENDING Date Description lnsoection History Act lnsp Comments 01/17/2002 01/16/2002 01/16/2002 01/15/2002 01/15/2002 01/15/2002 01/15/2002 01/14/2002 01/11/2002 01/11/2002 01/10/2002 01/10/2002 01/08/2002 01/08/2002 12/18/2001 12/18/2001 11 Ftg/FoundatiodPiers 11 Ftg/Foundation/Piers 14 Frame/Steel/BoltinghVeYelding 11 Ftg/Foundation/Piers 12 SteeVBond Beam 61 Footing 62 Steel/Bond Beam 11 Ftg/Foundation/Piers 21 UndergroundIUnder Floor 62 SteeWBond Beam 11 Ftg/Foundation/Piers 22 Sewerwater Service 12 SteeWBond Beam 22 Sewerwater Service 11 Ftg/Foundation/Piers 12 Steel/Bond Beam AP PS SLAB & ELEV PIT FLR CO PS REINSPFEE DUE CO PS SAME AS 1-10-2002 wc PS NR PS wc PS NR PS NR PS SAME CORR AS 1/11/02 - NO LADDER NEED PLANS PICK UP FROM co PS co PS CO PS SEE NOTiCE AnACHED wc PS CO PS THERE HAS BEEN NO INSP ON SEWER FROM BLDG TO EASMENT NEED TO UNCOVER NOTED ON PERMIT CARD ON SiTE AP PS NO OUTSIDE PIERS PA PS 4 IN PVC FROM BLDG OUT 70 FT 0 IN. wc PS CITY City of Carlsbad Bldg Inspection Request For: 01/16/2002 Permit# CBO10483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL (L RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: AM PLEASE Total Time: CD Description 11 FtglFoundationlPiers 14 FramelSteellBoltingMelding 0 Phone: 7607301748 Inspector: Gis Requested By: DAN PAGE Entered By: KAREN Act Comments + Associated PCRs PCR01260 ISSUED PCR01304 WITHDRAW PCR01307 ISSUED PCR01322 PENDiNG InsDection History Dale 01/15/2002 11 Flg/Foundation/Piers Description Act lnsp Comments NR PS 01/15/2002 12 SteeVBond Beam wc PS 01/15/2002 61 Fooling NR PS p 01/15/2002 62 SteeVBond Beam wc PS 01/14/2002 11 Ftg/Foundalion/Piers NR PS SAME CORR AS 1/11/02 - NO LADDER NEED PLANS PiCK UP FROM 01/11/2002 21 Underground/Under Floor CO PS 01/11/2002 62 SteeVBond Beam co PS 01/10/2002 11 FtglFoundationlPiers CO PS SEE NOTICE ATTACHED 01/10/2002 12 SleeVBond Beam wc PS 01/08/2002 22 Sewerwater Service CO PS THERE HAS BEEN NO INSP ON SEWER FROM BLDG TO EASMENT 01/08/2002 22 Sewerwater Sewice PA PS 4 IN PVC FROM BLDG OUT 70 FT 0 IN. 12/18/2001 11 Flg/Foundalion/Pien AP PS NO OUTSIDE PIERS 12/18/2001 12 SteeWBond Beam wc PS 12/18/2001 21 Underground/Under Flow WC PS 12/17/2001 11 FtglFoundationlPiers CO PS REINSP FEE DUE - SAME CORR AS 12/14/2001 12/14/2001 11 Ftg/Foundation/Piers CO PS BOTH SUPERS PLAYING CARDS IN OFFICE WHEN INSP SHOWED CITY NEED TO UNCOVER NOTED ON PERMIT CARD ON SITE CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE E-INSPECTION FEE DUE? YES PHONE CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg Inspection Request For: 01 /I 0/2002 Permit# CBO10403 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL & RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Total Time: Phone: 7607301740 Inspector: Requested By: DAN Entered By: CHRISTINE CD Description 12 SteellBond Beam 1.I a!! - Associated PCRs PCR012W ISSUED PCR01304 WITHDRAW PCR01307 APPROVED PCRO1322 PENDING Date Description 01/08/2002 22 Sewerwater Service CO PS THERE HAS BEEN NO INSP ON SEWER FROM BLDG TO EASMENT 01/08/2002 22 Sewerwater Service PA PS 4 IN PVC FROM BLDG OUT 70 FT 0 IN. 12/18/2001 11 Ftg/Foundation/Pien AP PS NO OUTSIDE PIERS 12/18/2001 12 SteeVBond Beam wc PS 12/18/2001 21 Underground/Under Floor WC PS 12/14/2001 11 Ftg/FoundationlPien CO PS BOTH SUPERS PLAYING CARDS IN OFFiCE WHEN iNSP SHOWED lnsoection Histoy Act lnsp Comments NEED TO UNCOVER NOTED ON PERMIT CARD ON SITE I 12/17/2001 11 FtglFoundationlPien CO PS REINSP FEE DUE - SAME CORR AS 12/14/2001 '. 12/13/2001 61 Footing CA PS NO PERMIT FOR P/L RET WALL UP AT 930 AM 12/13/2001 62 SteeWBond Beam CA PS 12/12/2001 61 Footing NR PS NOCERTSETBACK 12/12/2001 62 SteeWBond Beam NR PS FTGFULLOFHZO 12/11/2001 61 Footing CO PS SEE NOTiCE ATTACHED 12/11/2001 62 SteeVBond Beam co PS 12/10/2001 11 Ftg/FoundationlPien CO PS WRONG SIZE BOLTS 11/28/2001 21 Underground/Under Floor AP PS LEAK IN BREAK RM FIXED 11/28/2001 22 Sewerwater Service 11/21/2001 21 Underground/Under Flow PA PD LEAK IN BREAKROOM wc PS CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE 1- /a " 0 z TIME LOCATION PERMIT NO. 60 w! FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg Inspection Request For: 1 1 /20/200 1 Permit# CBO10483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: Phone: 7149367123 InsDector: Total Time: Requested By: CHRIS Entered By: KAREN CD Description 9s-PAa 4w U/ GT t Comments zy- I1 FtgIFoundationIPiers Associated PCRs c PCR01260 PENDING Jnsoection History Date 11/1W2001 11 Ftg/Foundation!Piers DeScripUon Act lnsp Comments 11/16/2001 24 RougivTopout NR PS co PS 11/08/2001 21 UndergrwndNnder Flwr 11/13/2001 21 UndergrwndrVnder Floor NR PS NR PS 10/23/2001 22 Sewerwater Service NR PS STILLMOVING PIPEST - NO TEST 10/19/2001 22 Sewerwater Service co PS 10/18/2001 22 Sewerwater Service NR PS 10/24/2001 21 UnderQrwnWnder Flow AP PS TRUNK LINES ONLY CITY OF CARLSBAD NOTICE 1760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? sA<v, CONTACT PHONE BUILDING I SP TOR CODE ENFORCEMENT OFFICER @ City of Carlsbad Bldg Inspection Request For: 12/17/2001 Permit# CBOlO483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: Phone: 7607301748 '\ Lot 0 '. Requested By: DAN Entered By: KAREN CD Description 11 FtglFoundationlPiers Associated PCRs i PCR01260 ISSUED PCR01304 PENDING PCR01307 APPROVED PCR01322 PENDiNG Date Description Act lnsp InsDection History 12/14/2001 12/13/2001 12/13/2001 12/12/2001 12/12/2001 12/11/2001 12/11/2001 , 12/10/2001 I 11/28/2001 11/28/2001 11/21/2001 11/20/2001 11/20/2001 11/19/2001 11/19/2001 11/16/2001 11/16/2001 11 Ftg/Foundation/Piers 61 Footing 62 SteeWBond Beam 61 Footing 62 Steel/Bond Beam 61 Footing 62 SteeVBond Beam 21 Underground/Under Floor 11 FtgIFoundationIPiers 22 Sewerwater Service 21 Underground/Under Floor 24 Roughmopout 11 Ftg/Foundation/Piers 21 Underground/Under Floor 22 Sewerwater Service 24 Roughmopout 11 FtglFoundationlPiers co CA CA NR NR co co AP co wc PA co co co co co NR PS PS PS PS PS PS PS PS PS PS .PD PS PS PS PS PS PS BOTH SUPERS PLAYING CARDS IN OFFICE WHEN INSP SHOWED Comments UP AT 930 AM NO PERMIT FOR P/L RET WALL NO CERT SET BACK SEE NOTICE ATTACHED FTG FULL OF H20 WRONG SIZE BOLTS LEAK IN BREAK RM FIXED LEAK IN BREAKROOM SEE&lOTiCE ATTACHED ,SEE NOTICE ATTACHED - SAME CORR AS 11/19/2001 REINSPECTION FEE DUE NOT PER DETAIL 13 ON a53 CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE E-INSPECTION FEE DUE? PHONE CODE ENFORCEMENTOFFICER @ City of Carlsbad Bldg Inspection Request For: 12/14/2001 Permit# CBO10483 Inspector Assignment: PS Title: EXTENDED STAY AMERICA Description: 47,871 SF 3 STORY HOTEL (L RETAIN WALL 1,975 SF Type:COMMlND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUU Owner: Remarks: AT THE BLDG PAD Total Time: Phone: 7607301748 Inspector: Requested By: DAN Entered By: ROBIN CD Description 2 Comments 11 FtglFoundationlPiers 12 SteellBond Beam I I Associated PCRs PCR01260 ISSUED PCR01304 PENDING PCR01307 APPROVED PCR01322 PENDING Date Description Act insp Comments 12/13/2001 61 Footing CA PS NO PERMIT FOR P/L RET WALL 12/13/2001 62 SteeWBond Beam CA PS 12/12/2001 61 Footing NR PS NOCERTSETBACK 12/12/2001 62 Steel/Bond Beam NR lnsoection History , 12/11/2001 61 Footing CD 12/11/2001 62 Steel/Bond Beam co 12/10/2001 11 Ftg/Foundation/Piers co + 11/28/2001 21 Underground/Under Floor AP 11/28/2001 22 SewerhVater Service wc 11/21/2001 21 UndergroundNnder Floor PA 11/20/2001 11 Ftg/Foundation/Piers co 11/20/2001 24 Roughfropout co 11/19/2001 21 Underground/Under Floor co 11/19/2001 22 SewerNVater Service co 11/16/2001 11 Ftg/Foundatlon/Plers NR 11/16/2001 24 Roughfropout co 11/13/2001 21 UndergroundlUnder Flow NR PS FTG FULL OF HZ0 PS SEE NOTICE ATTACHED PS PS WRONG SIZE BOLTS PS LEAK IN BREAK RM FIXED PS L PD LEAK IN BREAKROOM PS SEE NOTICE ATTACHED PS SEE NOTICE ATTACHED -SAME CORR AS 11/19/2001 REINSPECTION FEE DUE PS NOT PER DETAIL 13 ON 35.1 PS PS PS PS CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE TIME LOCATION& A0 PERMIT NO. Yx3 PHONE CODE ENFORCEMENT OFFICER fa City of Carlsbad Bldg For: 12/11/2001 Permit# CBO10483 Title: EXTENDED STAY AMERICA Inspection Request Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Total Time: CD Description 61 Footing 62 SteellBond Beam 0 Phone: 7607448868 Inspector: E Requested By: KATHY Entered By: KAREN @ Act Comments Associated PCRs PCR01260 ISSUED PCR01304 PENDING PCR01307 APPROVED PCR01322 PENDING Date Desuiption 11/28/2001 21 Underground/Under Floor AP Act 11/28/2001 22 Sewerwater Service wc 11/21/2001 21 Underground/Under Floor PA 11/20/2001 11 Ftg/Foundation/Piers co 11/20/2001 24 RoughlTopat co 11/19/2001 21 Underground/Under Floor CO 11/19/2001 22 Sewerwater Service co 11/16/2001 11 Ftg/Foundation/Piers NR 11/16/2001 24 Roughmopout co 11/13/2001 21 Underground/Under Floor NR 11/08/2001 21 UndergroundIUnder Floor NR 10/24/2001 21 Underground/Under Flow AP 10/23/2001 22 Sewerwater Service NR 10/19/2001 22 Sewerwater Service co 10/18/2001 22 Sewerwater Service NR lnsoection History r lnsD Comments PS PS PD PS PS PS PS PS PS PS PS PS PS PS PS LEAK IN BREAK RM FIXED LEAK IN BREAKROOM SEE NOTICE ATTACHED SEE NOTICE ATTACHED - SAME CORR AS 11/19/2001 REINSPECTION FEE DUE NOT PER DETAIL 13 ON 35.1 TRUNK LINES ONLY STlLLMOViNG PIPEST - NO TEST CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT (760) 602-2700 1635 FARADAY AVENUE DATE 12- 11- o/ TIME LOCATION /om GIZ*)-Jrj> PERMIT NO. e63 OfO4?3 FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE CODE ENFORCEMENT OFFICER fa 1 City of Carlsbad Bldg Inspection Request For: 12/10/2001 Permit# CB010483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8 RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: TotaLTirne: CD Description 11 FtglFoundationlPiers 0 Phone: 7607301748 Inspector: i/r Requested By: DAN PAIGE Entered By: CHRISTINE Associated PCRs PCR01260 ISSUED PCR01304 PENDING PCR01307 APPROVED PCR01322 PENDING Date Description lnsoection History Act lnsp Comments 11/28/2001 11/28/2001 11/21/2001 11/20/2001 11/20/2001 11/19/2001 7 11/19/2001 11/16/2001 11/16/2001 11/13/2001 11/08/2001 10/24/2001 10/23/2001 10/19/2001 10/18/2001 21 UndergroundNnder Floor 22 Sewerwater Service 21 Underground/Under Floor 24 Roughfropout 11 Ftg/Foundation/Piers 21 Underground/Under Flwr 22 Sewerwater Service 24 Roughfropout 1 I Ftg/Foundation/Piers 21 UndergroundlUnder Floor 21 Underground/Under Flwr 21 Underground/Under Flwr 22 Sewerwater Service 22 Sewerwater Service 22 Sewerwater Service AP PS wc PS PA PD co PS co PS co PS co PS NR PS co PS NR PS NR Pq AP PS NR PS co PS NR PS LEAK IN BREAK RM FIXED LEAK IN BREAKROOM SEE NOTICE ATTACHED SEE NOTICE ATTACHED - SAME CORR AS 11/19/2001 REINSPECTION FEE DUE NOT PER DETAIL 13 ON 35.1 .STicLMOVING PIPEST - NO TEST TRUNK LINES ONLY CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT (760) 602-2700 1635 FARADAY AVENUE 60) 602-2725. RE-INSPECTION FEE DUE? YES PHONE CODE ENFORCEMENT OFFICER @ City of Carlsbad Bldg Inspection Request For: 11/26/2001 Permit# CBO10483 Title: EXTENDED STAY AMERICA Inspector Assignment: PS Description: 47,871 SF 3 STORY HOTEL 8, RETAIN WALL 1,975 SF Type: COMMIND Sub Type: HOTEL Job Address: 1050 GRAND AV Suite: Lot 0 Location: APPLICANT JAUN VAZQUEZ Owner: Remarks: Phone: 7607301 748 Inspector: PC Total Time: Requested By: TOM Entered By: KAREN CD DescriDtion Act Comments Associated PCRs PCR01260 PENDING lnsoec tion History Date Description Act lnsp Comments 11/20/2001 11/20/2001 11/19/2001 11/19/2001 11/16/2001 11/16/2001 11/13/2001 11/08/2001 10/24/2001 10/19/2001 10/23/2001 10/18/2001 11 Ftg/Foundation/Piers 24 Roughfropout 21 Undergmund/Under Flow 22 Sewerwater Service 11 Ftg/Foundation/Piers 24 Roughfropout 21 UndergrounfflUnder Flow 21 UndergroundNnder Flow 21 Underground/Under Flow 22 Sewerwater Service 22 Sewerwater Service 22 Sewerwater Service co PS co PS co PS co PS NR PS co PS NR PS AP PS NR PS co PS NR PS NR PS SEE NOTICE ATTACHED SEE NOTICE ATTACHED - SAME CORR AS 11/19/2001 REINSPECTION FEE DUE NOT PER DETAIL 13 ON 35.1 TRUNK LINES ONLY STILLMOVING PIPEST - NO TEST CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 163s FARADA~ AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? -<p, CONTACT PHONE BUILDING I SP TOA CODE ENFORCEMENTOFFICER @ GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION August 9,2002 KA No. 116-01063 Permit No. CB010483 Extended Stay America Attn: Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O'Shea: In accordance with your request and authorization, our firm performed a reinforced steel inspection for the above- referenced project. The inspection was performed by our certified special inspector, on July 26, 2002. A copy of our inspector's field report is attached. Unless otherwise indicated, the structural activities on our attached daily field report were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES. INC. I Darren W. Coleman R. Sammy Salem, MS, PE, GE Testing and Inspection Division Manager Southern California Regional Manager E No. 52762 I RGE No. 2549 DC/RSS:hp CC: Magnum Enterprises City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Sewing The Western United States ~~ ~ ~~~ ~~ SPECIAL INSPECTION REPORT PROJECT: EA# 4. JOB START: 9: /&.TO GPG-J #4r/k JOB STOP: ~h6k ,4 PERMIT#: < a 8 /&vu PIAN FILE #: TYPE OF OBSERVATIONS: MASONRY- REINFORCED CONCRETE- FIELD WELDING- EPOXY- PRESTRESSED CONCRETE- SHOP WELDING- BOLTING- REINFORCING STEEL^ FIREPROOFING- SAMPLES: NUMBER:- TYPE: MateriaWDeslgn Mk Numbers/PSI: A - 6 /J- Inspection Date: 7-26-62 REPORT WORK INSPECTED CONFORMS Wrm APPROVED PIANS AND SpEClFlcATlONS UNLESS OTHERWEE NOTED Print Name Certification# Phone: ( ) Fax: ( ] Inspectoh Signature &- sa&za& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 2 1,2002 KA No. 116-01063 PermitNo. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed an epoxy anchor bolt inspection for the above-referenced project. The inspection was performed by our certified special inspector, on May 28,2002. A copy of our inspector’s field report is attached. Unless otherwise indicated, the structural activities on our attached daily field report were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES. INC. h’ Darner? W. Coleman Testing and Inspection Division DCIRSS:hp cc: Magnum Enterprises City of Carlsbad Manager 3 R: Sanmmy Saiem, MS,’PE, GE Southern California Regional Manager CE No. 52762 I RGE No. 2549 226 North Sherman Avenue, Suite A Corona, California 92882 - (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offkes Serving The Western United States .~ .... . , .,.~..~ . .. . ,.. I COUNTY /CITY OF&@&@/; DEPT. OF BLDG. 8, SAFETY (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE ~ MASONRY- HI-TENSILE BOLTING ~ PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE ~ DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED 1 Samples Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) CERTIFICATE OF COMPLIANCE Registered Deput Building Inspector's certificate Signed by InspectorL I.D. NO.-( #/L has been filed and it states that the above < ,n of the Building Code applicable thereto. .. June 7.2002 Project No. 1 I60 1063 Extended Stay America, Inc. Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA M06 RE: Concrete Testing Extended Stay America 1050 Grand Avenue Carlsbad, California Mr. OShea, Enclosed is a progress report of the concrete cylinder compression test results for the above referenced project. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office. Respectfully submitted, Krazan & Associates, Inc. Darren Coleman Project Manager COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: tatended Std! America, Inc. Project \o.: I 1601063 Man O'Shea Re: Extended Stay America 2525 Chew Avenue. Suite 3 10 1050 Grand Avenue Signal Hill. CA 90806 Carlsbad, California MIX DATA :.:.:.:.:_:.: .......................................................................................................................................................................... .:.:.:,:,:.:.: Specimen: Concrete Mix Design # R5300N34 Supplier: Robertson Cement Factor. sack NIA Ticket U: 8459097 Max. Sire Agg.. in.: I Admixture: None SAMPLE L)ATA Specimen sampled from: NIA Slump, inches (ASTM C 143): 4 Date Cast: 05/02/02 Air Temp. -Fahrenheit: NIA Date Delivered: 5/3/2002 Mix Temp. - Fahrmheit: N/A Sampled by: Bill W. hit Weight. pcf(ASTM CI38): NIA Design Strength. psi: 3000 Air Content. % (ASTM C231): NIA LABORATORY DATA ............................................................................................ Specimen No. 6829-1 6829-2 6829-3 Date Tested 5/30;2002 5G0200? Age, days: 28 28 H Nominal Dim.. in.: 6x12 6x12 6x1: Area. sq. in.: 28.27 28 37 Ultimate Load. Ibs.: 93780 90 I so Comp. Strength, psi: 3320 3190 Type of Fracture: Shear Shear Tested By: AF AF nverage Strength: 3260 ............................................................................................................................. ........................................................ Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division mkza& - ASSOCIATES, INC. May 24,2002 KANo. 116-01063 Permit No. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed anchor bolt and concrete inspections for the above-referenced project. The inspections were performed by our certified special inspectors, on May 1,2002 and May 2,2002. Copies of our inspector’s field reports are attached. Unless otherwise indicated, the structural activities on aur attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Darren W. Coleman Testing and Inspection Division Manager DCRSS:cp cc: Magnum Enterprises CiniofCarlsbad R. Sammy Salem, MS, PE, GE Southern California Regional Manager RCE No. 52162 I RGE No. 2549 226 North Sherman Avenue, Suite A. Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offlces Serving The Western United States , "" _-e '"&=a - & ASSOCIATES, INC. "- COUNTY / CITY OF&<&&d~ DEPT. OF BLD & SAFETY (909) 549-1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. c g h, OW( Job No. - Date -- g*/ '6 'L Job Identification / Address kK +e~dh ch;, /!kc& General Contractor / Address srnbJJltlY, FAflndLS SubContractor I Address Structural Engineer/ Address 5-,Y,,a- IYPE OF WORK: REINFORCED CONCRETE - MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE ~ J 4*R rqr&.d - DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED CERTIFICATE OF COMPLIANCE ~_j ~ ~~. 3egistered Deputy Building Inspector's certificate Signed by lnspector~ D. NO. . has been filed and it states that the above work was inspected by him and complies with the provisions ,! the Building Code applicable thereto. ~ ~ ~ . ~~~ . ~~ BY __ Krazan 8 Associates, Inc. & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION May 17,2002 UNO. 116-01063 PermitNo. CB010483.102183 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed anchor bolt inspections for the above- referenced project. The inspections were performed by our certified special inspectors, from April 18, 2002 through April 26,2002. Copies of our inspector’s field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. L Darren W. Coleman Testing and Inspection Division Manager R. Sammy Salem, MS, PE, GE Southern California Regional Manager RCE No. 52162 I RGE No. 2549 J 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Oftices Serving The Western United States "aeG & ASSOCIATES, INC. (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. f? .f? fl/ fl rt.8 7 Job No. 11 (0 -\ob.? Date y-hd*a2 Job Identification /Address fl'x~~=&fl~~ snkdMp&/d/, //Tp G&?NpmpE [&lF& General Contractor / Address fWJZb( Sub-contractor /Address Bl"f f AAA?/N6 Structural Engineer/ Address "..-\ TYPE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING I_ r/l PRESTRESSED CONCRETE- .WELDING __ GYPSUM CONCRETE ~ - Pfl/SLv, /#G DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED Samples u- Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) s. 1'" . i *. 5- f' x; ~ ~~ ~~~~. . ~~~~ . ~ ." * CERTIFICATE OF COMP ___".____~~ .~ ~~ ~~ legistered De uty Building Inspector's certificate Signed by lnspecto D. NO. 5 b ~8/f has been filed and it states that the abov f the Building Code applicable thereto. I "d =~~~a.n & ASSOCIATES, INC. (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. c0 d/O'jG83 Job No. \ \b-mb~ Date Q"2g 9.Br Job Identification /Address €X Tfi~flEP sr/k/.3?~ki?cA, /P~~'GRA@SL?..~ cug5& General Contractor / Address MAGdM4 EN.TERP~"/S~~ I /,YL Sub-contractor / Address BPH. FR&4/kA - Structural Engineer/ Address TYPE OF WORK REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING d PRESTRESSED CONCRETE- WELDING,- GYPSUM CONCRETE __ DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED 0- Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) *. - y &- e < ~~~ ~.7i' ~ ~ ,~~.~ ~- ~~__ CERTIFICATE OF CO Building Inspector's certificate Signed by Inspector_ ~~ . has been filed and it states that the above work w the Building Code applicable thereto. ,proved by. __I Project Superintendent Krazan 8 Associates, inc. COUNTY I CITY OF mad@ utr~. ut BLW. & SAFET' (909) 549- 1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. P l97/aw 7?? Job No. \ 1bw0\Qb3 Date Y -2 -e" Job Identification /Address EM ZEMW SLW~?.p?lc;sl, )vW Gfi4WU%E, c,~RL~PW General Contractor I Address . A&P%?M E#7ER Pfl;liSZS, //LA Sub-contractor I Address Pf /Y '/$A!//Mcc Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING / PRESTRESSED CONCRETE- WELDING,- GYPSUM CONCRETE __ DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED I Samples 0 - Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) I . -, %?? i &- __. -3i ~~ . "" CERTIFICATE OF CO legistered Deputy Building Inspector's certificate Signed by Inspector D. NO.-$ p g/f has been filed and it states that the above BY c L&.nN d? &ddETdFF Project Superintendent Krazan &Associates, Inc. & ASSOCIATES, INC. COUNTY I CITY OF&!!!!&@& utrI.U~tlLW.&SAFET (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. &BOLO @ 8 7 Job No. 1 b-0 kh3 Date LL-7.X-&Z Job Identification /Address L%7iiM%/ @#' .,%ME#&& , /D9P F,%?NP@~, MRLSBW General Contractor / Address Sub-contractor /Address FRA"L, Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE ~ MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE ~ /" DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED I Samples 0 x Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) rr,+ . .* . .~ "" ~ __ CERTIFICATE OF COM qegistered Deputy Building Inspector's certificate Signed by Inspecto .D. NOSO-Z/fl ~ has been filed and it states that the abov )f the Building Code applicable thereto. rpproved by: Krazan &Associates, Inc. " a& ,el\razm & ASSOCIATES, INC (909) 549- 1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. c4YL9/f9v6-3 Job No. 1 \&*'\6'03 Date q-2 2 -fls Job Identification /Address fiX.yzbpEb fly -%%f../ck , /fl$n Gd&'Dr$Ve, General Contractor /Address m&%?Bi?&;, /N// Subcontractor /Addressdpk Fa&// & Structural Engineer/ Address WPE OF WORK: REINFORCED CONCRETE __ MASONRY___ HI-TENSILE BOLTING __ / ,, , PRESTRESSED , . ~, . CONCRETE- WELDING __ GYPSUM CONCRETE __ DATE OF INSPECTION RK INSPECTED El* Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) 1 5- rr . g ~~.~ ~ ___~ ".. CERTIFICATE OF COMPLI Building Inspector's certificate Signed by Inspector. ~ ~ - ~ has been fi ed and it states that the above work w f the Building Code applicable thereto. a pproved by: BY GU,YTZN A .I fliuc; ETJ E 5 Krazan &Associates, Inc. - & ASSOCIATES, INC. COUNTY / CITY OF "LT I. "T DLVU. 0 "rc I I (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT 3uilding Permit No. 107- 18 3 Job No.\\k"b\Qb3 Date lob Identification /Address G~~rnNn,.L? STAY' /!M3L!cA /orb 6wa4L9 4b'f ieneral Contractor / Address ,Uk,&/~u~l f~t~ PrJsGs Sub-Contractor /Address WP 4 Ffl /4J i Structural Engineer/ Address g I pJAQ1 YPE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE __ DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED 0 - Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) - *v* . m .. ~~~ ~~~ ~~~~.~~ . ~. ~___ CERTIFICATE OF COMPLIANCE ~~~~ ~~ iegistered Deputy Building Inspector's certificate Signed by Inspector~.pp.- D. NO .%[~!.., ~~~~ has been filed and it states that the above work was inspect plies with the provisions /- - f the Building Code applicable thereto. .. /- ' f-.,.. +"" pproved by: C~ .- BY -Pr5ect Superintendent Krazan 8 Associates, Inc. (909) 549-1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT ilding Permit No. /(&la? Job No. ! b -Q\Ob3 Date J Identification /Address I5$7f,AJi),C.,$ <y,% lo' ,/I A"?\ /$. 1 c ,.4 ; 35') 4 hi\ j\ neral Contractor / Address MAsb/\Utv\ (,.dJ&P/a.~.%~ )A& % b-Contractor /Address (5 PA FQ'eannlk! LJ uctural Engineer/ Address 5iLoA4 PE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING & PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE ~ 4?.. ATE OF INSPECTION DESCRIPTION OF WORK INSPECTED - li/ , ?/' A! u $-7 .c Samples T 1 Set (s) of Concrete / Mortar / Grout / Prisms (Circle one) r~ ?. . .. ". ~~~ _~~_~_____ _" CERTIFICATE OF COMPLIANC listered Deputy Building Inspector's certificate Signed by Inspector_- NO. 6/b~~ ~ has been filed and it states that the above work le Building Code applicable thereto. __~__ irn and complies with the provislons J roved by: BY Krazan B Associates, Inc. t'P. c & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION May 10,2002 Project No. 116-01063 Extended Stay America Attn: Matt O'Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Asphalt Testing & Inspection Extended Stay America 1050 Grand Avenue Carlsbad. California Dear Mr. O'Shea: In accordance with your request and authorization, we have performed asphalt density and laboratory testing at the above referenced project site. Enclosed, please find the results of field and laboratory tests performed on the asphaltic concrete during paving operations. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, RZAN & ASSOCIATES, INC. kl Darren W. Coleman Testing & Inspection Division Manager DCIRSSas cc: Magnum Enterprises City of Carlsbad R. Sammy Salem, MS, PE, GE RCE No. 52162 I RGE No. 2549 Southern California Regional Manager 226 North Sherman Ave., Suite A Corona. CA 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States Pro). No. 116-01063 I. Laboratory Compaction Data (CTM 304) Sample Description No. Density (pcf) Type 3 C2 1/2" AR 4000 1 .o 145.8 Sample Maximum 1 11. Field Density Tests Test Station or Sample Test Percent Percent No. Location No. Depth Compaction Required Density Asphalt Testing April 24,2002 I Northside Parking Area 1 BS 139.6 96% 95% 2 Northside Parking Area 1 BS 138.2 95% 95% 3 Northside Parking Area 1 BS 139.1 95% 95% 4 Northside Parking Area 1 as 140.2 96% 95% 5 Northside Parking Area I BS 141.6 97% 95% Average Compaction: 96% Ofices Serurng The Westem United Stater Krazan &Associates, Inc. Y 160 \i\ 18 IP ? 0 w3&za &ASSOCIATES, INC. -- a” GCO’I‘ECIINICAL ENGINEERING * ENVIRONMENTAL ENGINEERING CONSTRLICTION TESTING & INSPECTION May 9,2002 Project No. 11601063 Extended Stay America, Inc. Matt O’Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Concrete Testing Extended Stay America 1050 Grand Avenue Carlsbad, California Mr. O’Shea, Enclosed is a progress report of the concrete cylinder compression test results for the above referenced prqject. If you have any questions or if we may be of hrther assistance, please do not hesitate to contact our office. Respectfully submitted, Krazan & Associates, Inc. Darren Coleman Project Manager With Offices Serving the Western United States 226 North Shcrman Avcnue. Corona, CA 92882 Telephone (909) 549-1 188 Fax (909) 549-1 190 " COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Extended Stay America, Inc. Project No.: I I60 1063 Matt OShea Re: Extended Stay America 2525 Cherry Avenue, Suite 3 IO 1050 Grand Avenue Signal Hill, CA 90806 Carlsbad, California MIX DATA ................................................................................................................................................................................................................... Specimen: Concrete Mix Design #: 38301 Supplier: Robertsons Cement Factor, sack NA Ticket #: 8334618 Max. Size Agg., in.: NA Admixture: None SAMPLEDATA .................................................................................................. .................................................................................................. Specimen sampled from: NA Slump, inches (ASTM C 143): NA Date Cast: 03/29/02 Air Temp. - Fahrenheit: NA Date Delivered: 3/30/2002 Mix Temp. - Fahrenheit: NA Sampled by: CSchmidt Unit Weight, pcf(ASTM C138): Design Strength, psi: 3000 Air Content, % (ASTM C231): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 8343-1 8343-2 8343-3 Date Tested: 4/26/2002 4/26/2002 Age, days: ?X 28 H Nominal Dim., in.: 6x12 6x12 6x12 Area, sq. in.: 28.27 28.27 Ultimate Load, Ibs.: 105730 1 10540 Comp. Strength, psi: 3740 3910 Type of Fracture: Shcar Shear Tested By: AF AF Average Strength: 3830 .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division a&=m&, - ASSOCIATES, INC. May 3,2002 GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION KA No. 116-01063 PermitNo. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed reinforcing steel and epoxy bolt inspections for the above-referenced project. The inspections were performed by our certified special inspectors, on April 16,2002 and April 19,2002. Copies of our inspectors’ field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Darren W. Coleman R. Sammy Salem, MS, PE, GE Testing and Inspection Division Manager Southern California Regional Manager DCIRSS:cp CC: Magnum Enterprises City of Carlsbad No. 52762 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Oftices Serving The Western United States COUNTY I CITY 0 (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. @.L?di 0 sCF3 Job No. Date Y- /9-d2 Job Identification /Address 5.J-4 e? /or0 Grc,, d Gwvg, LL // 6, c/ General Contractor I Address &<$LI" Sub-Contractor I Address &%Pk G' Structural Engineer1 Address TYPE OF WORK: REINFORCED CONCRETE x MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE- *I DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED Samples Set (s) of Concrete I Mortar I Grout 1 Prisms (Circle one) 1 CERTIFICATE OF COMPLIANCE Registered D u Building Inspector's certificate Signed by Inspector I.D. NO. -c!3t!k has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. Project Superintendent BY Krazan 8 Associates. Inc. (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. C80/6 Y83 Job No. Date q--/6-02 Job Identification /Address &54 GrG- d . c&/,6cd General Contractor /Address M4CO?Wrn Sub-contractor /Address De v P& Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING __ €PO x/vi PRESTRESSED CONCRETE- WELDING" GYPSUM CONCRETE ~ DATE OF INSPECTION Y-/6 -0 DESCRIPTION OF WORK INSPECTED 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) ~~ - J - CERTIFICATE OF COMPLIANCE Registered Deputy Building Inspector's certificate Signed by Inspector I.D. NO.-. has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. Approved by: CY- ~~ ~~ Project Superintendent BY Krazan &Associates, Inc. e"&za& =- - ASSOCIATES, INC. ~ GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 26,2002 KANo. 116-01063 Extended Stay America Attn: Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Compaction Testing - Gas Trench- Backfill Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O'Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the backfill tests taken were a minimum of 90% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the backfill tested was one foot. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. //u . \ Darren W. Coleman Testing & Inspection Division Manager DC/RSS:as cc: Magnum Enterprises City of Carlsbad please do not hesitate to contact our office at R. Sammy Salem, MS, PE, GE RCE No. 52762 I RGE No. 2549 Southern California Regional Manager 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States ~~~~~~ ~ 1 'I Proj. No. 11601063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Description Med. Brn. Silty Sand SM C 122.0 Soil Curve Max. Dry Optimum Classification No. Density (pcl) Moisture I 10.0 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent Backfill April 3,2002 1 Gas Trench 2 Gas Trench 3 Gas Trench 4 Gas Trench C 0.0-1 .0' 117.5 8.0 96% C 0.0-1.0' 90% 118.1 8.7 97% C 0.0-1.0' 113.2 8.2 93% 90% 90% 0.0-1.0' 116.4 9.1 95% 90% C Oj5c# Seming The Western United Stntcs Krazan & Associates, Inc. h. . - GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 26, 2002 KANo. 116-01063 Extended Stay America Attn: Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Compaction Testing - Bottom of Pool, Trash Enclosure Slab, V- Gutter, and Northside Parking- Subgrade / Aggregate Base Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O'Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. Test results taken within the subgrade were at least 90% of the maximum dry density, as determined by the ASTM 1557. Test results taken within the aggregate base were at least 95% of the maximum dry density. The maximum depth of the subgrade and aggregate base tested was two feet. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Results are based on limited sampling of the subgrade and aggregate base within the various areas. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. h \ Darren W. Coleman Testing & Inspection Division Manager DcIRss:as cc: Magnum Enterprises City of Carlsbad R. Sammy Salem, MS, PE, GE RCE No. 52762 I RGE No. 2549 Southern California Regional Manager 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States - Proj. No. 116"063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum Soil Description Classification No. Density (pet) Moisture 1 Medium Brown Silty Sand Silty Sand Silty Sand Aggregate Base Aggregate Base SM C 122.0 SM A 10.0 122.0 SM 8.0 D 119.8 8.8 A€% e 116.0 10.0 A€% J 134.0 7.5 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required April IO, 2002 Subgrade 1 2 April 17,2002 3 4 5 April 19,2002 Aggregate Base 6 Subgrade 7 8 9 April 24,2002 Aggregate Base IO 11 12 13 14 15 16 17 Bottom of Pool Bottom of Pool Trash Enclosure Slab Trash Enclosure Slab Bottom of Pool V- Gutter Northside Parking Northside Parking Northside Parking Northside Parking Northside Parking Northside Parking Northside Parking Northside Parking Northside Parking Northside Parking Northside Parking C C A A D G D D D J J J J J I J J 0.0-1.0' 0.0-1 .0' 0.0-1 .O' 0.0-1.0' 0.0-1.0' 6.0-0.0" 1.0-2.0' 1.0-2.0' 1.0-2.0' 0.0-4.0" 0.0-4.0'' 0.0-4.0" 0.0-4.0" 0.0-4.0'' 0.0-4.0" 0.0-4.0'' 0.0-4.0" 111.3 110.8 117.2 116.4 107.6 110.6 116.8 116.4 116.1 127.6 128.3 129.6 127.8 128.6 128.1 127.4 128.3 8.4 9.4 7.6 7.8 7.8 4.5 7.1 8.2 8.3 8.2 9.1 8.0 8.4 7.9 8.9 9.2 1.6 91% 91% 96% 95% 90% 95% 91% 97% 91% 95% 96% 91% 95% 96% 96% 95% 96% 90% 90% 95% 95% 90% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% Ofices snaing The Westrm Unikd Shhs Krazan & Associates, Inc. *al(raza& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 26, 2002 KA No. 116-01063 Permit No. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed a concrete and epoxy bolt inspection for the above-referenced project. The inspections were performed by our certified special inspectors, on March 29, 2002. Copies of our inspectors’ field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, the ACI 301-SP71, and the AWS Structural Steel Code or A.I.S.C. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, & ASSOCIATES, INC. Darren W. Coleman R. Sammy Salem, MS, PE, GE Testing and Inspection Division DCiRSS:cp cc: Magnum Enterprises City of Carlsbad Southern California Regional Manager RCE No. 52162 I RGE No. 2549 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offtrees Serving The Western United States ~ . t'P. & ASSOCIATES, INC. COUNTYICITYOF (909) 549- 1 1 88 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT General Contractor /Address mc, 4 Structural Engineed Address TYPE OF WORK REINFORCED CONCRETE - MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE - ~ ~~~ DATE OF INSPECTION 3- 24- dZ Samples B 1 Set (s) of 3 -ortar I Grout I Prisms (Circle one) - - - . .. CERTIFICATE OF COMPLIANCE I.D. NO. has been filed and it states that the above wok?<<eplies with the provisions Registered Dep B ilding Inspector's certificate Signed by Inspector BY hd <\~b Krazan&Assodates.Inc. . " & ASSOCIATES, INC. COUNTYICITYOF (909) 549-1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. CB&O vg3 Job No. Date 3- 27- 0 2 Job Identification /Address @/Or0 Gk,d awe. General Contractor /Address mLc;hk*L7 Sub-contractor / Address Structural EngineedAddress TYPE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING - cpo Xy x PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE - -. . .,. 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) CERTIFICATE OF COMPLIANCE Registered Depu Building Inspector's certiicate Signed by Inspector 1.D. NO. '$ 9z has been filed and it States that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto.\ Approved by: BY Krazan &Associates, Inc. La&zm - & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVlRONMENTAL ENGlNEERlNG CONSTRUCTION TESTlNG & lNSPECTlON April 19,2002 KA No. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Curb & Gutter- Subgrade Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. Test results taken within the subgrade were at least 90% of the maximum dry density, as determined by the ASTM 1557. The maximum depth of the subgrade tasted was one foot. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. Periodic observations and testing were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. n Damen W. Coleman R. Sammy Salem, P.E. RCE No. 52762 Southem~Califomia Regional Manager Testing & Inspection Division Manager DciRss:as cc: Magnum Enterprises City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max.Dry Optimum Soil Description Classification No. Density (pet) Moisture Med. Bm. Silty Sand SM C 122.0 10.0 i I Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Subgrade April 1 I, 2002 1 2 3 4 April 12,2002 5 6 7 8 9 IO 11 I2 13 14 15 16 Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter C C C C C C C C C C C C C C C C 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.O-I.u- 0.0-1.0' 0.0-1 .O' 0.0-1 .o' 0.0- I .0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 110.9 9.2 115.3 8.4 119.2 8.8 112.2 10.4 120.6 9.8 114.7 8.9 116.3 8.7 110.1 8.2 115.5 8.5 120.0 9.0 114.4 8.7 113.1 9.1 111.2 8.9 114.8 8.6 116.2 9.3 115.4 9.0 91% 95% 98% 92% 99% 94% 95% 90% 95% 98% 94% 93% 91% 94% 95% 95% 90% 90% 90% 90% 90% 9094 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% O,px# ThL Wstrm United States Kr- & Associates, Inc. " & ASSOCIATES, INC. COUNTY I CITY OF PCP /&cf DEPT. OF BLD & SAFETY (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. C80/6 fcf3 Job No. Date q--/6-02 Job Identification /Address &5# @ /O~O 6t-a- d . ceh6~d General Contractor I Address mG(Cl4 em Sub-Contractor / Address DX v P& Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE - MASONRY- HI-TENSILE BOLTING - gp 0 x)" PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE ~ L/ DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED db / a P 7% 1'- X/G //4 T/O~ I s,,, JA rcl . CL5" Apak )/ I u red 7c~0 ~7277 Samples 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) HOURS Date I Reg. I 0.T I TIME IN I TIMEOUT 1 Mileage I Code I Initials 4-/6-021 Y //z:oo I Z*'66 CERTIFICATE OF COMPLIANCE Registered Deputy Building Inspector's certificate Signed by Inspector I.D. NO. ~ has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. 1- Approved by - BY Project Superintendent Krazan &Associates, Inc. -- & ASSOCIATES, INC. e DEPT. OF BLDG. & SAFETY COUNTY / CITY OF ~~~ (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. /6bIg? Job No. c bo I Dag3 Date Job Identification /Address Gyrflvnhn < <TAV A.wdc4 IO9 (ntlhJo AVL General Contractor /Address MAbnunn c9m/LPfitse 1hC * Sub-Contractor /Address bfd FQMIdJb Structural EnginedAddress 5ILOAq TYPE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING 0 PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE - DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED Samples 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) HOURS Reg. 0.T I TIME IN I TIME OUT I Mileage I Code I Initials -~ " 2 "00 d - .. ~ ~ ~~ ~ CERTIFICATE OF COMPLIANCE 1 ." Registered Deputy Building Inspector's certificate Signed by Inspector ". " I.D. NO. . ~ E/L~~~~ ~~. has been filed and it states that the above im and complies with the provisions ~ of the Building Code applicable thereto. /- U Approved by: BY Krazan &Associates, Inc. "r.c. " & ASSOCIATES, INC. (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. Job No. Date Y- /942 Job Identification /Address EJ-~ @ Gpcicr d 4 we. & //. 6, c/ General Contractor /Address *G$k-& Sub-Contractor / Address ma/-+ G' Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE x MASONRY- HI-TENSILE BOLTING ~ PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE ~ DATE OF INSPECTION L/- 19- 0 z DESCRIPTION OF WORK INSPECTED Samples 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) r _. HOURS Date I Reg. I ' 1 TIME IN I TIME OUT I Mileage I Code I Initials 1 7.'00 2; Llb CERTIFICATE OF COMPLIANCE Registered D u Building Inspector's certificate Signed by Inspector I.D. NO. has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. BY Project Superintendent Krazan 8 Associates. Inc. DEPT. OF BLDG. a SAFETY COUNTY I CITY OF (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. 102 18 3 Job No. cbbl OY8 3 Date Job Identification I Address c-)rfm06D &f-fU"fU /O'i b GR WD qvf General Contractor /Address ~LNuM c?/JI?vLPflS&S tM . Sub-Contractor /Address 6Pcl F/z/zwVL Structural Engineer/ Address SI Lol\/vl TYPE OF WORK REINFORCED CONCRETE ~ MASONRY- HI-TENSILE BOLTING ~ PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE ~ I Samples I lo Set (s) of Concrete I Mortar t Grout I Prisms (Circle one) I I HUUHS Date I Reg. I 0.T i TIME IN ] TIMEOUT I Mileage I Code I Initials .; dQ .. CERTIFICATE OF COMPLIANCE l/i' /r -FL Registered Deputy Building Inspectork certificate Signed by inspector^^-.-..^^^ ~ ~~~~ I.D. NO.-?IL__ has been filed and it states that the above work was inspect4 of the Building Code applicable thereto. Approved by: , .. ~ .... "6 Project Superintendent BY Krazan &Associates, Inc. - -ka.Zm & ASSOCIATES, INC. -. - COUNTY I CITY OF (909) 549- 1 188 Fax (909) 569- 1 190 SPECIAL INSPECTION REPORT Building Permit No. cdmo Y8-3 Job No. Date 3-29-02 General Contractor I Address "4h4II? Sub-Contractor I Address Structural Engineer/Address TYPE OF WORK REINFORCED CONCRETE ~ MASONRY- HI-TENSILE BOLTING ~ Epo Xy PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE __ DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED I Samples Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) HOURS Date I Reg. I 0.T I TIME IN 1 TIMEOUT I Mileage I Code I Initials 3-27-8 Oh s; a. "~ CERTIFICATE OF COMPLIANCE - Registered Deput Building Inspector's certificate Signed by Inspector I.D. NO. 6 +z has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto.\ Approved by: BY Krazan &Associates. Inc. -- & ASSOCIATES, INC. COUNTYICITYOF (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. CBO/O YB3 JobNo, Date 3-2 4- 02 Job Identification /Address LSA ~OJ-D GP~, d q VQ, /sJG c/ General Contractor I Address mc, " 4 @7(/1m Sub-Contractor I Address Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE ___ MASONRY- HI-TENSILE BOLTING ~ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE ~ DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED Samples CERTIFICATE OF COMPLIANCE Registered Dep ty B ilding Inspector's certificate Signed by I.D. NO.- &k". has been filed and it states that the with the provisions of the Building Code applicable theretk Approved by: ,. Krazan 8 Associates. Inc. “w :=&=a& e ASSOCIATES, INC GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION March 27.2002 KA No. 116-01063 Permit No. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed a masonry and epoxy bolt inspection for the above-referenced project. The inspections were performed by our certified special inspectors, on February 21, 2002 and February 25, 2002. Copies of our inspectors’ field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, the ACI 301-SP71, and the AWS Structural Steel Code or A.I.S.C. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1188. Respectfully submitted, KRAZAN & ASSOCIATES. INC. Darren W. Coleman Testing and Inspection Division Manager DCIRSS:cp CC: Magnum Enterprises City of Carlsbad R. Sammy Salim, MS, PE, GE RCE No. 52162 I RGE No. 2549 Southern California Regional Manager 226 North Sherman Avenue, Suite A Corona, California 92882 * (909) 549-1 188 - Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States COUNTY I CITY OF kL DEPT. OF BLD 8 SAF TY (909) 549-1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. "&& &6/bg/83 Job No. Date 2 -2s-6 z . Job Identification /Address EX A. 4v-c~~ . &/~6cc d General Contractor / Address hGqo~* Sub-contractor / Address Structural Engineer/ Address TYPE OF WORK REINFORCED CONCRETE ~ MASONRY- HI-TENSILE BOLTING __ EP 0 x/ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE ~ DATE OF INSPECTION " CERTIFICATE OF COMPLIANCE Registered Dep ty u'lding Inspector's certificate Signed by Inspector I.D. NO. has been filed and it states that the above work of the Building Code applicable thereto. Project Superintendent BY Krazan 8 Associates. Im- F_- & ASSOCIATES, INC. COUNTY / CITY OFc4c./J 6ca DEPT. OF BLDG. 8 SAFETY (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT 2-2 / - 02 c& d/d yfs - Buildina Permit No. Job No. Date General Contractor / Address rnGCI,&f*i? Sub-Contractor / Address Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE ~ MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING ___ GYPSUM CONCRETE __ DATE OF INSPECTION 2-2/- 02 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) t . CERTIFICATE OF COMPLIANCE Registered Deputy Building Inspector’s certificate Signed by Inspector I.D. NO._. has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. Approved by: BY Krazan &Associates. Inc. k-a - "p. :=&=an& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION March 26,2002 UNO. 116-01063 Extended Stay America Attn: Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Compaction Testing - Water Trench- Aggregate Base Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O'Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project The compaction testing was performed by our engineering technician. Test results taken within the aggregate base were at least 95% of the maximum dry density, as determined by the ASTM 1557. The maximum depth of the aggregate base tested was twenty-eight inches. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Results are based on limited sampling of the aggregate base within the water trench. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our ofice at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. - Darren W. Coleman Testing & Inspection Division Manager RSS:as cc: Magnum Enterprises City of Carlsbad R. Sammy Salem, MS, PE, GE RCE No. 52162 I RGE No. 2549 Southern California Regional Manager 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States I* l'roj. No. 116-01063 I. Laboratory Compaction Curve Data (ASTM D1557) Curve Max. Dry Optimum Soil Description No. Density (pcfj Moisture Aggregate Base 1 141.0 6.0 i 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Aggregate Base March 19,2002 1 Water Trench I 4.0-8.0" 134.2 5.5 95% 2 Water Trench I 4.0-8.0" 138.1 98% 95% 3 Water Trench 4.8 I 4.0-8.0" 136.7 4 8.9 Water Trench 97% I 95% 5 4.0-12.0" 134.2 4.6 95% Water Trench 95% I 16.0-28.0" 134.2 4.3 95% 95% 6 Water Trench I 4.0-16.0" 133.7 5.0 95% 95% 95% Ofices Serving The Western United States Krazan & Associates, Inc. &ASSOCIATES, I NC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 22,2002 Project No. 11601063 Extended Stay America, Inc. Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Concrete & Masonry Testing Extended Stay America 1050 Grand Avenue Carlsbad, California Mr. OShea, Enclosed is a progress report of the concrete and masonry compression test results for the above referenced project. If you have any questions or if we may be of further assistance, please do not hesitate to contact OUT ofice. ' Respectfully submitted, Krazan & Associates, Inc. Darren Coleman Project Manager With Offices Serving the Western United States 226 North Sherman Avenue, Corona, CA 92882 Telephone (909) 549-1 188 Fax (909) 549-1 190 To: Extended Stay America, Inc. Matt OShea 2525 Cherry Avenue, Suite 3 IO Signal Hill, CA 90806 COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) Project No.: 11601063 , Re: Extended Stay America 1050 Grand Avenue Carlsbad, California MIX DATA ................................................................................................................................................................................................................... Specimen: Concrete Mix Design #: 46921 Supplier: Robertson Cement Factor, sack N/A Ticket #: 8316257 Max. Size Agg., in.: N/A Admixture: None SAMPLEDATA .................................................................................................. .................................................................................................. Specimen sampled from: SOG between 8.8 and K at 3.1 Date Cast: 01/23/02 Date Delivered: 1/24/2002 Sampled by: C. Schmidt Design Strength, psi: 3750 Slump, inches (ASTM C 143): 4.5 Air Temp. - Fahrenheit: 72 Mix Temp. -Fahrenheit: 76 L Air Content, % (ASTM C231): Unit Weight, pcf (ASTM C138): Specimen No. Date Tested: Age, days: Nominal Dim., in.: Area, sq. in.: Ultimate Load, Ibs.: Comp. Strength, psi: Type ofFracture: Tested By: 6269-1 6269-2 1/30/2002 2/2OR002 7 28 6x12 6x12 28.27 28.27 96970 135980 3430 4810 Shear Shear AF AF 6269-3 6269-4 2/20/2002 28 H 6x12 6x12 28.21 139650 4940 Shear AF Average Strength: 4880 .............................................................................................................................. .............................................................................................................................. ............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Extended Stay America, Inc. Matt O'Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 Project No.: 11601063 . Re: Extended Stay America 1050 Grand Avenue Carlsbad, California Date Cast: 01/23/02 Date Delivered: lRSL2002 Sampled by: C. Jongetjes Design Strength, psi: 2500 Slump, inches (ASTM C 143): 7 Air Temp. - Fahrenheit: Nla Mix Temp. -Fahrenheit: NIA Air Content, ./. (ASTM Ct31): Unit Weight, pcf (ASTM 12138): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 5502-1 5502-2 5502-3 55024 Date Tested: 1/30/2002 2120/2002 2/20/2002 Age, days: 7 28 28 n Nominal Dim., in.: 3x6 3x6 3x6 3x6 Area, sq. in.: 10.2 10.3 10.3 Ultimate Load, Ibs.: 23870 43300 45100 Comp. Strength, psi: 2340 4200 4380 Type of Fracture: Shear Shear Shear Tested By: AF AF AF Average Strength: 4290 .............................................................................................................................. .............................................................................................................................. ............................................................................................................................. Date of Report: Remark Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division I COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Extended Stay America, Inc. Matt OShea 2525 Cherry Avenue, Suite 3 IO Signal Hill, CA 90806 Project No.: 11601063 Re: Extended Stay .&erica 1050 Grand Avenue Carlsbad, California MIX DATA ................................................................................................................................................................................................................... Specimen: Concrete Mix Design #: 46921 Supplier: Robertson Ticket #: 8316227 Cement Factor, sack N/A Max. Size Agg., in.: N/A Admixture: None SAMPLE DATA .................................................................................................................................................................................................... Specimen sampled from: Elevator pit walls Date Cast: 01/22/02 Date Delivered: 1/23/2002 Sampled by: C. Schmidt Design Strength, psi: 3750 Slump, inches (ASTM C 143): 4 Air Temp. - Fahrenheit: NfA Mix Temp. - Fahrenheit: 77 Air Content, % (ASTM C231): Unit Weight, pcf(ASTM C138): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 5794-1 5794-2 5794-3 Date Tested: 2/19/2002 2/19/2002 Age, days: 28 28 H Nominal Dim., in.: 6x12 6x12 6x12 Area, sq. in.: 28.27 28.27 Ultimate Load, Ibs.: 129200 133150 Comp. Strength, psi: 4570 4710 Type of Fracture: Shear Shear Tested By: AF AF Average Strength: 4640 .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report Remarks: Respectfully submitted, WAN & ASSOCIATES, INC. Materials Testing Division COMPRESSION TEST REPORT (ASTM 89, ASTM 1019, ASTM 067) To: Matt OShea Extended Stay America, Inc. Project No.: 11601063 2525 Cherry Avenue, Suite 3 IO Signal Hill, CA 90806 Re: Extended Stay America 1050 Grand Avenue Carlsbad, California MIX DATA .................................................................................................................................................................................................................. Specimen: Prism Mix Design #: RS250G44 Supplier: Robertsons Cement Factor, sack: NIA Ticket #: 8272661 Max. Size Agg., in.: N/A Admixture: None SAMPLE DATA .................................................................................................................................................................................................... Specimen sampled from: North end of wall at west property line Slump, inches (ASTM C 143): 8 Date Cast: 01116/02 Air Temp. - Fahrenheit: N/A Date Delivered: 1/18/2002 Mix Temp. - Fahrenheit: NIA Sampled by: C. Jongetjes Unit Weight, pcf (ASTM C138): Design Strength, psi: 1500 Air Content, % (ASTM C231): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 7344-1 7344-2 7344-3 Date Tested: 2/13/2002 2/13/2002 Age, days: 28 28 n Nominal Dim., in.: 8x8~16 8x8~16 8x8~16 Area, sq. in.: 59.94 58.05 Ultimate Load, Ihs.: 200 185 162550 Comp. Strength, psi: 3340 2800 Type of Fracture: Shear Shear Tested By: AF AF Avenge Strength 3070 .............................................................................................................................. ........................................................................................................................................................................................................................................................... Date of Report: Remark Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Extended Stay America, Inc. Man OShea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 Project No.: I1601063 Re: Extended Stay America 1050 Grand Avenue Carlsbad. California Specimen: Concrete Supplier: Robertsons Ticket #: 8316011 Mix Design #: Cement Factor, sack N/A Max. Size Agg., in.: N/A Admixture: None Date Cast: 01/18/02 Date Delivered: 1/19/2002 Sampled by: C. Schmidt Design Strength, psi: 3750 Slump, inches (ASTM C 143): 4 Air Temp. - Fahrenheit: N/A Mix Temp. - Fahrenheit: N/A Air Content, % (ASTM C231): Unit Weight, pcf (ASTM C138): Specimen No. Date Tested: Age, days: Nominal Dim., in.: Area, sq. in.: Ultimate Load, Ibs.: Comp. Strength, psi: Type of Fracture: Tested By: 6262-1 1/25/2002 7 6x12 28.27 82390 2910 Shear AF 6262-2 2/15/2002 28 6x12 28.27 124670 4410 Shear AF 6262-3 6262-4 2/15/2002 28 H 6x12 6x12 28.27 132000 4670 Shear AF Average Strength: 4540 .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division To: Extended Stay America, lnc. Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) Project No.: I1601063 Re: Extended Stay America 1050 Grand Avenue Carlsbad, California Specimen: Concrete Supplier: Robertson Ticket # 8272790 Mix Design # 46921 Cement Factor, sack N/A Max. Size Agg., in.: N/A Admixture: None Date Cast: 01/18/02 Date Delivered: 1/19/2002 Sampled by: C. Schmidt Design Strength, psi: 3000 Slump, inches (ASTM C 143): 4.5 Air Temp. -Fahrenheit: N/A Mix Temp. -Fahrenheit: N/A Air Content, % (ASTM C231): Unit Weight, pcf (ASTM C138): Specimen No. Date Tested: Age, days: Nominal Dim., in.: Area, sq. in.: Ultimate Load, Ibs.: Comp. Strength, psi: Type of Fracture: Tested By: 6263-1 1/25/2002 7 6x12 28.27 84900 3000 Shear AF 6263-2 2/15/2002 28 6x12 28.27 127800 4520 Shear AF 6263-3 6263-4 2/15/2002 28 H 6x12 6x12 28.27 119870 4240 Shear AF Average Strength: 4380 .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division ea&==& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING - ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 14,2002 KA No. 116-01063 Permit No. CB010483 Extended Stay America Attn: Matt O'Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America ! 050 Grand Avenue Carlsbad, California Dear Mr. O'Shea: In accordance with your request and authorization, our firm performed masonry, and reinforced concrete inspections for the above-referenced project. The inspections were performed by our certified special inspectors, from January 22,2002 through January 23,2002. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our oftice at (909) 549-1 188. Respectfully submitted, KRaZAN & ASSOCIATES. INC. R. Sammy Salem, ?.E. Southern California Regional Manager RCE No. 52162 RSS:as cc: Magnum Enterprises CityofCarlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States " E' "X "baza - ?x ASSOCIATES, INC. COUNTY I CITY OF DEPT. OF BLDG. 8 SAFETY (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. cflP/5w39 Job No. Date I -A 7-D%- Job Identification /Address 6 15 At q"5 BAD General Contractor /Address A/# FWW ff?/.?F.., /n/c- Sub-contractor / Address 2Ttv/v9b// MA5" ' Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE __ MAsoNRYLLl HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE __ DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED - Samples ,. - Id- Set (s) of Concrete I Mortar -1 Prisms (Circle one) " CERTIFICATE OF COMPLIANCE Registeryfw&x uilding Inspector's ceftificate Signed by Inspector cLAYTBN A, @/%k%.f~% I.D. NO. has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. Approved BY COUNTY I CITY OF r$-/& DEPT. OF BLDG. SAFETY (909) 549-1 I88 Fax (909) 549-1190 SPECIAL INSPECTION REPORT PROJECT: SA ' ADDRESS: /&m fa/ dfl dUF &W/<m /kr . CIW: fSkL-3 (?? . PERMIT #: TYPE OF OBSERVATIONS: MASONRY- REINFORCED CONCRETE% FIELD WELDING- EPOXY- PRESTRESSED CONCRETE- SHOP WELDING- BOLTING- REINFORCING STEEL- FIREPROOFING- SAMPLES: NUMBER: $! TYPE: h.I//z. &L% MateriaWDesign Mix NumbeWPSI: 7753 lo% &M.qm m 7 "54 2) - c Phone: ( ) Fax: ( ) Inspectoh Signature COUNTY / CITY OF (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. CLW~d 9P3 Job No. Date .Iw 2 2-oz Job Identification /Address CJ4 @/Or0 eP4-d 4~-~.Cehbe,d General Contractor / Address mc5 blw.(K Sub-Contractor / Address Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE 2- MASONRY- HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE - DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED CERTIFICATE OF Inspector's certificate Signed by Inspector I.D. NO. of the Buildina Code aDDliCable thereto, - - has been filed and it states that the above work was inspected by him and complies with the provisions - Approved by: BY Krazan 8 Associates, Inc. & ASSOCIATES, INC. COUNTY I CITY 0 (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. CdO 1 6Y8-3 Job No. Date /- 2 2-02 General Contractor I Address fl&. C; m Sub-Contractor / Address Structural Engineer1 Address TYPE OF WORK: REINFORCED CONCRETE )c MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE - . I DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED CERTIFICATE OF Registered De u Building Inspector's certificate Signed by Inspector I.D. NO. 92 has been filed and it states that the above w complies with the provisions of the Building Code applicable thereto. Approv BY Krazan 8 Associates. Inc. ="&=an - &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 5,2002 Project No. 11601063 Extended Stay America, Inc. Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Concrete & Masonry Testing Extended Stay America 1050 Grand Avenue Carlsbad, California Mr. O'Shea, Enclosed is a progress report of the concrete and masonry compression test results for the above referenced project. If you have any questions or if we may be of hther assistance, please do not hesitate to contact OUT ofice. Respectfully submitted, Krazan & Associates, Inc. Darren Coleman Project Manager With Offices Serving the Western United States 226 North Sherman Avenue, Corona, CA 92882 Telephone (909) 549-1 188 Fax (909) 549-1 190 To: Matt OShea Extended Stay America, Inc. 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) Project No.: I1601063 Re: Extended Stay America 1050 Grand Avenue Carlsbad, California Specimen: Grout Supplier: Robertsons Ticket #: 83 16294 Mix Design #: RS250P44 Cement Factor, sack N/A Max. Size Agg., in.: N/A Admixture: None SAMPLEDATA .................................................................................................. .................................................................................................. Specimen sampled from: South wall satellite enclosure Date Cast: 01/23/02 Date Delivered: 1/25/2002 Sampled by: C. Jongetjes Design Strength, psi: 2500 Slump, inches (ASTM C 143): 7 Air Temp. - Fahrenheit: N/a Mix Temp. - Fahrenheit: N/A Air Content, % (ASTM C231): Unit Weight, pcf(ASTM Cl3S): Specimen No. Date Tested: Age. days: Nominal Dim.. in.: Area. sq. in.: Ultimate Load, Ibs.: Comp. Strength, psi: Type of Fracture: Tested By: Average Strength: 5502-1 5502-2 5502-3 5502-4 1/30/2002 2/20/2002 2/20/2002 7 28 28 H 3x6 3x6 3x6 3x6 10.2 23870 2340 Shear AF .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Extended Stay America, Inc. Project No.: I1601063 Matt O'Shea Re: Extended Stay America 2525 Cherry Avenue, Suite 3 IO Signal Hill, CA 90806 1050 Grand Avenue Carlsbad, California MIX DATA ................................................................................................................................................................................................................... Specimen: Concrete Mix Design # 46921 Supplier: Robertson Cement Factor, sack: NIA Ticket # 8316257 Max. Size Agg., in.: NIA Admixture: None SAMPLE DATA .................................................................................................................................................................................................... Specimen sampled from: SOG between B.8 and K at 3. I Slump, inches (ASTM C 143): 4.5 Date Cast: 01/23/02 Air Temp. - Fahrenheit: 72 Date Delivered: 1/24/2002 Mix Temp. - Fahrenheit: 76 Sampled by: C. Schmidt Unit Weight, pel (ASTM C138): Design Strength, psi: 3750 Air Content, % (ASTM CZ31): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 6269-1 6269-2 6269-3 6269-4 Date Tested: 1 /30/2002 2120/2002 2/20/2002 Age, days: 7 28 28 H Nominal Dim., in.: 6x12 6x12 6x12 6x12 Area, sq. in.: 28.27 \ Ultimate Load, Ibs.: 96970 Comp. Strength, psi: 3430 Type of Fracture: Shear Tested By: AF Average Strength: .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Extended Stay America, Inc. Project No.: 11601063 Matt O'Shea Re: Extended Stay America 2525 Cheny Avenue, Suite 310 Signal Hill, CA 90806 1050 Grand Avenue Carlsbad, California MIX DATA ................................................................................................................................................................................................................... Specimen: Concrete Mix Design #: Supplier: Robertsons Cement Factor, sack N/A Ticket #: 8316011 Max. Size Agg., in.: NIA Admixture: None SAMPLEDATA .................................................................................................. .................................................................................................. Specimen sampled from: SOG at 6 and 1 and B.B Slump, inches (ASTM C 143): 4 Date Cast: 01/18/02 Air Temp. - Fahrenheit: NIA Date Delivered: 1/19/2002 Mix Temp. - Fahrenheit: N/A Sampled by: C. Schmidt Unit Weight, pcf(ASTM 12138): Design Strength, psi: 3750 Air Content, % (ASTM C231): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 6262-1 6262-2 6262-3 6262-4 Date Tested: 1/25/2002 2/15/2002 211 5/2002 Age, days: 7 28 28 n Nominal Dim., in.: 6x12 6x12 6x12 6x12 Area, sq. in.: 28.21 Ultimate Load, Ibs.: 82390 Comp. Strength, psi: 2910 Type of Fracture: Shear Tested By: AF Average Strength: .............................................................................................................................. ........................................................................................................................................................................................................................................................... Date of Report: Remark: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Matt O'Shea Extended Stay America, Inc. Project No.: I1601063 2525 Cherry Avenue, Suite 3 IO Signal Hill, CA 90806 Re: Extended Stay America 1050 Grand Avenue Carlsbad, California MIX DATA ................................................................................................................................................................................................................... Specimen: Concrete Mix Design #: 46921 Supplier: Robertson Cement Factor, sack N/A Ticket #: 8272790 Max. Size Agg., in.: N/A Admixture: None SAMPLE DATA .................................................................................................................................................................................................... Specimen sampled from: SOG north end Slump, inches (ASTM C 143): 4.5 Date Cast: 01/18/02 Air Temp. -Fahrenheit: NIA Date Delivered: 1/19/2002 Mix Temp. - Fahrenheit: NIA Sampled by: C. Schmidt Unit Weight, pcf(ASTM C138): Design Strength, psi: 3000 Air Content, Oh (ASTM C231): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 6263-1 6263-2 6263-3 6263-4 Date Tested: 1/25/2002 2/15/2002 2/15/2002 Age, days: 7 28 28 n Nominal Dim., in.: 6x12 6x12 6x12 6x12 Area, sq. in.: 28.27 Ultimate had. lbs.: 84900 Comp. Strength, psi: 3000 Type of Fracture: Shear Tested By: AF Average Strength: .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division " & ASSOCIATES, INC. (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. C 80 / 4F3 Job No. Date 2 /- d-2 Job Identification /Address k-. 5. R. OS^ 6rGM c/ 4ve, General Contractor / Address me4 hQ vy 4 Sub-Contractor I Address Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING .,.d- PRESTRESSED CONCRETE- WELDING X GYPSUM CONCRETE ~ DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED Samples J 0 Set (s) of Concrete / Mortar I Grout / Prisms (Circle one) I "" -~ HOURS -A]--.- R%+ F0.T 2.- /- 62 i, TIME IN I TIMEOUT I Mileage 1 CoGe Initials .. ~ "~ ~" CERTIFICATE OF COMPLIANCE Inspector's certificate Signed by Inspector I.D. NO. has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. " .. BY Krazan &Associates, Inc. I'roj. No. 116-01063 I. Laboratory Compaction Data (CTM 304) ?. Sample Maximum Sample Description No. Density (pcf) Type 3 C2 112 AR 4000 1 .o 144.7 I 11. Field Density Tests Test Station or Sample Test No. Location No. Depth Density Percent Percent Compaction Required Asphalt Testing January 30,2002 1 2 3 4 5 6 7 8 9 IO 11 12 13 14 15 Eastside Parking Area Eastside Parking Area Eastside Parking Area Eastside Parking Area Eastside Parking Area Southeast Parking Area Westside Parking Area Westside Parking Area Westside Parking Area Westside Parking Area Westside Parking Area Southwest Parking Area Southside Parking Area Southside Parking Area Southside Parking Area 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BS BS ss BS BS BS BS BS BS BS BS BS BS BS BS Average Compaction: Ofices Serning The Western United States Krazan & Associates, Inc. 138.0 140.0 141.7 140.5 141.1 139.7 143.7 139.6 139.3 142.9 140.1 141.2 142.0 139.6 139.8 95% 97% 98% 97% 98% 97% 99% 96% 96% 99% 97% 98% 98% 96% 97% 97% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% & ASSOCIATES, INC ~ GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 29,2002 KANo. 116-01063 PermitNo. CB010483, CB013062 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed masonry, concrete, and reinforcing steel inspections for the above-referenced project. The inspections were performed by our certified special inspectors, from January 11,2002 through January 28,2002. Copies of our inspector’s field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. R. Sammy Salem, P.E. Southern California Regional Manager RCE No. 52762 RSS:cp cc: Magnum Enterprises City of Carlsbad 226 Nonh Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Sewing The Western United States COUNlY I CITY (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. a\- %33 Job No. & - a ah? Date 1 - a Job Identification /Address ksA \osn r,Raap. AUT?- CQ&&B"Q General Contractor / Address Sub-contractor /Address Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE A \ASONRYp HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE ~ - u - w\heFc) - c 3333 b k.-*.L CERTIFICATE OF COMPLIANCE ~~ Registered Deputy Building Inspector's certificate Signed by lnspecto FllQtiQ,nu% I.D. NO.vhas been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. n Approved by: Krazan 8 Associates, Inc. SPECIAL INSPECTION REPORT TYPE OF OBSERVATIONS: MASONRY- REINFORCED CONCRETE$ FIELD WELDING- EPOXY- PRESTRESSED CONCRETE- SHOP WELDING- BOLTING- REINFORCING STEEL- FIREPROOFING- SAMPLES: NUMBER:- TYPE: 6 K/L &w?&T& MateriaWDesign ~bc NumberslPSI: 379 PsZ. f-i rn W* 4L/cy t I K INSPECTED CONFORMS Wrm APPROMD PLANS AND SPEClFlcATloNs UNLESS OMERWlSE NOTED Sd .'26 Print Name Certmcatlon# Phone: [ ) Fax: ( 1 Inspectoh Signature n, SPECIAL INSPECTION REPORT PROJECT: b. 5.h * ADDRESS: ! /> 5- b fkdh CIW: mm PERMIT #: &fl! 3 011% 4 Inspection Date: l-fl*& REPORT D PLANS AND SPEClFlcATloNs UNLESS OMERWlSE NOTED I shS* 7b6 Pro' t Information: Print Name Certification# asd Phone: [ 1 Inspectoh Signature & ASSOCIATES, INC. COUNTY I CITY OFafl5W DEPT. OF BLDG. 8 SAFETY (909) 549- 1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. e.m/w&z Job No. Date 1 - D2 Job Identification /Address EM z2, CdR4SBAD General Contractor /Address A%%GNd M 6fzEfi/?t/9E5 //yc Sub-Contractor /Address 2Tf Structural Engineer/ Address TYPE OF WORK REINFORCED CONCRETE __ MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE __ hUSR! “r / - DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED Samples CERTIFICATE-OF COMPLIAUCE Registered De u Building Inspector’s certificate Signed by Inspector GPTJES I.D. NO.3 & has been filed and it states that the above work LE{Lk$<rn and complies with the provisions of the Buildin Code applicable thereto. BY (909) 549- 1 188 Fax (909) 549- 1 190 DEPF&LQ COUNTY CITY F SPECIAL INSPECTION REPORT Building Permit No. cgo/s 483 Job No. Date 4 Job Identification /Address $&~/h~06'rawLD AVE L&LU! 92M General Contractor / Address Sub-Contractor I Address SCJ/k &I&' LC 1Gz*1 &c, Structural Engineer/ Address &*1sM~ TYPE OF WORK REINFORCED CONCRETE MASONRY- HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE __ DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED CERTIFICATE OF C Registered De uty Building Inspector's certificate Signed by lnspecto I.D. NO. &k!H has been filed and it states that the above of the Building Code applicable thereto. Approved by: BY Krazan 8 Associates, Inc. COUNTY CI DEPT&ffi&.Q DATE OF INSPECTION I .. CERTIFICATE OF COM Registered Deputy Buildin Inspector's certificate Signed by lnspecto I.D. NO. & has been filed and it states that the abov of the Building Code applicable thereto. Approved by: Krazan &Associates. Inc. "- & ASSOCIATES, INC. COUNTY I CITY OF&L DEPT. OF BLDG- (909) 549-1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. C GO 130 62 Job No. Date N Tu Job Identification /Address fijf@d@ &/ h"'& Ghd VC /ckL!qC?2u4 General Contractor I Address h%-VW?? 6t 1/%?/k/tJ & Sub-Contractor I Address .h5nll, Structural Engineer1 Address r$ .bQ Wl TYPE OF WORK REINFORCED CONCRETE __ MASONRY~ HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE - DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED CERTIFICATE OF COMP Registered De u Building Inspector's certificate Signed by Inspector I.D. NO. &2 has been filed and it states that the above of the Building Code applicable- Approved by: Project Superinte Krazan &Associates. Inc. =&=a& - ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 29,2002 UNO. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing -Parking Area & Electrical Trench- Subgrade / Aggregate Base Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project, The compaction testing was performed by our engineering technician. Test results taken within the subgrade were at least 95% of the maximum dry density, as determined by the ASTM 1557. Test results taken within the aggregate base were at least 95% of the maximum dry density. The maximum depth of the subgrade and aggregate base tested was twenty-two inches. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Results are based on limited sampling of the subgrade and aggregate base within the paved areas. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, RCE No. 52762 RSS:as cc: Magnum Enterprises City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States ~~~~~~ Proj. No. 116-01063 1. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum Soil Description Classification No. Density (pcf) Moisture I Silty Sand Aggregate Base SM D 119.8 8.8 Agg G 116.0 10.0 11. Field Density Tests Test Station or Curve Test Dry No. Moisture Percent Percent Location No. Depth Density Percent Compaction Required January 25,2002 Subgrade 1 2 3 4 5 6 7 8 9 Aggregate Base IO 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 Parking Area Parking Area Parking Area Parking Area Parking Area Electrical Trench Electrical Trench Electrical Trench Electrical Trench Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area Parking Area D D D D D D D D D G G G G G G G G G G G G G G G G G G G G 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 10.0-22.0" 10.0-22.0'' 10.0-22.0" 10.0-22.0" 4.0-8.0 4.0-8.0 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0 4.0-8.0 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0" 4.0-8.0" 113.6 114.2 113.8 115.2 114.6 116.1 114.6 113.3 113.6 110.4 110.5 110.8 110.8 I10.0 109.8 110.5 110.4 111.0 110.0 111.4 110.7 110.8 110.1 110.2 109.8 110.6 110.1 110.1 109.8 1.6 8.2 7.4 1.8 8.0 10.6 8.4 6.5 5.8 8.3 8.4 10.6 10.6 9.0 9.5 9.7 9.6 9.3 9.3 9.2 9.5 8.5 9.3 9.8 9.8 9.9 9.1 10.0 9.4 95% 95% 95% 96% 96% 97% 96% 95% 95% 95% 95% 96% 96% 95% 95% 95% 95% 96% 95% 96% 95% 96% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% Ofices Seming The Western United States Krazan & Associates, Inc. =- U &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING Br INSPECTION January 28,2002 Project No. 11601063 Extended Stay America, Inc. Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Concrete & Masonry Testing Extended Stay America 1050 Grand Avenue Carlsbad, California Mr. O'Shea, Enclosed is a progress report of the concrete and masonry compression test results for the above referenced project. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office. Respectfully submitted, Krazan Sr. Associates, Inc. n Darren Coleman Project Manager With Offices Serving the Western United States 226 North Sherman Avenue, Corona, CA 92882 Telephone (909) 549-1 188 Fax (909) 549-1 190 "Krazan - - & Associates, Inc. CEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION OSA FilelAppl. No. OSHPO No. Permit No. DATE:^^ . 27 . oa CONTRACTOR: PROJECT#: / /d- 0 I 7 I.O.R.: PROJECT F-qc\ LOCATION &+r 1 c COPIESTO: "- PRESENT AT SITE 0 n y f CJ&c ! ) - KRAZAN PROJECT MANAGER: x WEATHER: -yA -4, b i ( ( <,cj TEMP (&!5 '7 . '1 EARTHWORK 0 Performed compaction testing on the following: wkerfarrned observation for the following: I Description I Depth of Testing I % Required I Curve Sampled 1 Lab Nolrl. 0 Building Padlsl: 0 Paved Arealrl: 0 Trenchlerl: 0 ExcavationlsllOther: 0 The fallowing tests DID I DID NOT meet required percent compaction: 0 Pending lab tests 0 Phone results ASAP to: Phone: 0 Verbal results transmitted to: WNOTES 0 DISCREPANCIES 0" % COMPLETE L Location of tests (559) 348-2200 (661) 633-2200 1025 Lone Palm Ave. Ste. 2E. Modesto, CA 95351 (209) 572-2200 545 Parroft St., Sa" Jose, CA 951 12 (4081 271-2200 123 Commerce Circle, Sacramento, CA 95815 (916) 5644200 20714 State Rwte 305 N.E, Ste. 3C. Pwlsbo, WA 98370 (360) 598-2126 19501 144thAve. NE#F300, Wdinmlle, WA 98072 . (42s) 485-5519 12816 N. E. 95th St., Ste..B-lOO, Vancouver, WA 98682 (360) 254-3200 " . .c Krazan Ass0ciate.s'; 1";'. DSA FilelAppl. No. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION OSHPD No. Permit No. DATE I- 22 - Ot CONTRACTOR: kOc.9 ,~L.LL,*. PROJECT#: 11 b -01 Ob3 I PROJECT Sf? LOCATION '(. ..& b KC-\ COPIES TO I KRAZAN PROJECT MANAGER: WEATHER: L'p.,&& TEMP. bs I.O.R.: PAESENT AT SITE .'f..,.* I EARTHWORK 0 Performed compaction testing on the following: 0 Performed observation for the following: Description Lab Nolsl. Curve Sampled % Required Depth of Testing 0 Building Padlsl: 0 Paved Arealsl: 0 Trmchlesl: - - 0 ~ The following tests DID / DID NOT meet required percent compaction: 4 0 Pending lab tests 0 Phone results ASAP to: Phone: 0 Verbal results transmitted to: 0 NOTES 0 DISCREPANCIES 0- % COMPLETE To the best of my knowledge, the above WAS / WAS NOT performed in accotdanae ! I SunerintendentlRenresentative: the approved plans, specifications. and regulatory requirements. \ 12816 N. E. 95th st, ste. SIOO, vmmuver, WA 98682 . &oj 254.320~7 ATTACH TO TIME SHEET c- & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 24,2002 KA No. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Grand Avenue & Laguna Drive- Aggregate Base Extended Stay America 1050 Grand Avenue Carlsbad. California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. ASTM 1557. The maximum depth ofthe aggregate base tested was six inches. This testing does not preclude the Test results taken within the aggregate base were at least 95% of the maximum dry density, as determined by the possibility that the soil or till may be loosened by future construction activities. Results are based on limited sampling of the aggregate base within the paved areas. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. not hesitate to contact our office at . RCE No. 52162 RSS:as cc: Maenum Entemrises R. Sammy Salem, $.E. Southern California Regional Manager CiGofCarlsba; 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 22,2002 KANo. 116-01063 PermitNo. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed masonry inspections for the above- referenced project. The inspections were performed by our certified special inspectors, on December 26, 2001 through December 27,2001. Copies of our inspector’s field reports are attached. Unless otherwise indicated, the structural activities on OUT attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188 Respectfully submitted, KRAZAN & ASSOCIATES, LNC. RCE No. 52762 RSS:as cc: Magnum Enterprises City of Carlsbad 226 North Sheman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States - .. .- ,- DE8 BLDgZZFJ COUNTY CIT OF & ASSOCIATES, INC. (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. c 130 (3062 Job No. Date d74!LOl Job Identification /Address &4C$.si ,%.LA AP/;a/s;h a &a A- 6L&be/bLL4 k @&J General Contractor /Address %&~I;JCs Sub-contractor /Address /.klc;,.* A&,, Structural Engineer/ Address si &q TYPE OF WORK: REINFORCED CONCRETE __ MASONRY& HI-TENSILE BOLTING ~ PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE __ DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED Samples CERTIFICATE OF COMPLI Registered D pu Building inspector's certificate Signed by Inspector I.D. NO. x. ~- has been filed and it states that the abov with the provisions of the Building Code applicable thereto. - Approved by: BY Krazan 8 Associates, Inc. (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. Cg61306d Job No. Date &A( Job Identification I Address La1 Lfk /SdeIt R3f /hJi Gd Ar. /&LUG General Contractor /Address &@r:scs Sub-contractor / Address - 'W Structural Engineer/ Address 9, La un TYPE OF WORK: REINFORCED CONCRETE __ MASONRYL HI-TENSILE BOLTING ~ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE ~ DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED 0 Set (s) of Concrete / Mortar I Grout / Prisms (Circle one) - Registered De uty Building Inspector's certificat I.D. NO. has been filed and it states that the and complies with the provisions of the Building Code applicable thereto. Approved by: BY Krazan &Associates, Inc. =‘p. - & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 2 1,2002 KA No. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Laguna Avenue & Curb & Gutter- Subgrade Extended Stay America 1050 Grand Avenue Carlsbad. California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. Test results taken within the subgrade were at least 95% of the maximum dry density, as determined by the ASTM 1557. The maximum depth of the subgrade tested was twenty-two inches. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. Periodic observations and testing were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may he of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. R. Sammy Salem, P.E. Southern California Regional Manager RCE No. 52762 RSS:as cc: City of Carlsbad Magnum Enterprises 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States 'i COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Matt O'Shea Extended Stay America, Inc. 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 Project No.: 11601063 Re: Extended Stay America 1050 Grand Avenue Carlsbad, California Specimen: Prism Supplier: Robertsons Ticket #: 8272661 Mix Design #: RS250G44 Cement Factor, sack N/A Max. Size Agg., in.: NIA Admixture: None Date Cast: 01/16/02 Date Delivered: 1/18/2002 Sampled by: C. Jongetjes Design Strength, psi: 2500 Slump, inches (ASTM C 143): 8 Air Temp. - Fahrenheit: N/A Mix Temp. - Fahrenheit: N/A Air Content, *A (ASTM C231): Unit Weight, pcf (ASTM C138): LABORATORY DATA ................................................................................................................................. ....... . _...... ._._... ................_._._......_ Specimen No. 7344-1 7344-2 7344-3 Date Tested: 2/13/2002 2/13/2002 Age, days: 28 28 H Nominal Dim., in.: 8x8~16 8x8~16 8x8~16 Area, sq. in.: 59.94 58.05 Ultimate Load, Ibs.: 200185 162550 Comp. Strength, psi: 3340 2800 Type of Fracture: Shear Shear Tested By: AF AF Average Strength: 30 70 .............................................................................................................................. ............................................................................................................................. Date of Report: Remarks: .............................................................................................................................. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division Proj. No. 116-01063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum Soil Description Classification No. Density (pcf) Moisture Silty Sand SM D 119.8 8.8 i 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent 1 No. Location No. Depth Density Percent Compaction Required January 18,2002 Subgrnde 1 2 3 4 5 6 7 8 9 IO 11 12 13 Laguna Avenue Laguna Avenue Laguna Avenue Laguna Avenue Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter Curb & Gutter D D D D D D D D D D D D D 10.O-l8.0" 10.0-18.0" 10.0-18.0" 10.0-18.0" 10.0-22.0" 10.0-22.0" 10.0-22.0" 10.0-22.0" 10.0-22.0" 10.0-22.0" 10.0-22.0 10.0-22.0" 10.0-22.0" 116.0 5.1 116.4 5.0 113.9 5.4 114.5 5.0 114.2 6.2 117.8 6.4 117.7 6.2 114.0 5.8 117.5 7.8 113.3 6.7 115.9 6.0 114.6 5.5 118.4 6.9 97% 97% 95% 96% 95% 98% 98% 95% 98% 95% 97% 96% 99% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% Offices Serving 7k Weskrn United States Krazan & Associates, Inc. &=a& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 18,2002 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspeetions Extended Stay America 1050 Grand Avenue Carlsbad, California UNO. 116-01063 Permit No. CB010483 Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed reinforced concrete and masonry inspections for the above-referenced project. The inspections were performed by our certified special inspectors, on January IO, 2002. Copies of our inspector’s field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our ofice at (909) 549-1 188. Respectfully submitted, RCE No. 52762 RSS:ss cc: Magnum Enterprises City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Omces Serving The Western United States COUNTY / CITY OF (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. -Job No. \ b 0 Job Identification /Address EsA \.as Qhd bGF C- &&&d General Contractor /Address mw k fib h iZLS.%s Sub-Contractor I Address -tl m.4 Structural Engineer/ Address t.Ruc". IIh.C&.-09 3333 Bacp TYPE OF WORK REINFORCED CONCRETE __ MASONRYL HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE - - 3 Date \ - io-oa - c DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) ~ CERTIFICATE OF COMPLIANCE Building Inspector's certificate Signed by Inspector $-?A 68q has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. Approved by: By AOJfAj Krazan 8 Associates, Inc. COUNTY / CITY OF&&& DEPT. OF BLDG. 8 SAFETL (909) 549-1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. Cf!maq85~5~) NO. l\b fibb3 Date \ - - - Job Identification /Address E% !am CvaU-d Roe. CnL General Contractor / Address r(\mhu\rR 6- PiiQ 0 Ri- Sub-Contractor / Address sc hqtQ Structural Engineer/ Address TYPE OF WORK: RE11 BomNG __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE __ . I\r DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED ~~~ ~ ~ ~ 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) 1 CERTIFICATE OF COMPLIANCE g inspector's certificate Signed by Inspector Ru*, Ehhm has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Coda applicable thereto. Approved by: Project perintendent BY &Jf- - Krazan 8 Associates, Inc. ” & ASSOCIATES, INC. COUNTY I CITY OF (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. chmw3 Job No. \.\b a\hh3 Date \-\0-63 Job Identification /Address \csa GR%4 hi5 General Contractor /Address rh&q fit) e. E (?- Subeontractor /Address Structural Engineer/ Address 3333 0~eq Guwp TYPE OF WORK: REINFORCED CONCRETE x MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE __ - DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED 0 Set (s) of Concrete / Mortar / Grout / Prisms (Circle one) CERTIFICATE OF COMPLIANCE L Registered Deputy Building Inspector’s certificate Signed by Inspector Ru& E\L+€&* I.D. NO.”= has been filed and it states that the above work was inspected by him and complies with the provisions Krazan &Associates, InC. PAGEaof a -azan & Associates, ~nc. Pennit NO. c Gom Q 83 GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING DSA FildAppl. No. CONSTRUCTION TESTING AND INSRCTION OSHPD No. DATE: PROJECT#: \\L fiLAb3 - I.O.R.: PROJECT: F SA PRESENT AT SITE: \A\ LOCATION: COPIES TO. KRAZAN PROJECT MANAGER: WEATHER: c-_kfi Q. TEMP k-,L - - CONTRACTOR: mmwm t"n&q~is - U 0 &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTlNG B INSPECTION January 18,2002 Project No. 11601063 Extended Stay America, Inc. Matt O'Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Concrete Testing Extended Stay America 1050 Grand Avenue Carlsbad, California Mr. O'Shea, Enclosed is a progress report of the concrete cylinder compression test results for the above referenced project. If you have any questions or if we may he of further assistance, please do not hesitate to contact our office. ' Respectllly submitted, Krazan & Associates, Inc. Darren Coleman Project Manager .. . With Offices Sewing the Western United States 226 North Sherman Avenue, Corona, CA 92882 Telephone (909) 549-1 188 Fax (909) 549-1 190 " i I COMPRESSION TEST REPORT (ASTM C39, ASTM 1019, ASTM 067) To: Extended Stay America, Inc. Project No.: I1601063 Matt O'Shea Re: Extended Stay America 2525 Cherty Avenue, Suite 3 IO 1050 Grand Avenue Signal Hill, CA 90806 Carlsbad, California MIX DATA ................................................................................................................................................................................................................... Specimen: Concrete Mix Design #: Supplier: Robertsons Ticket #: 8 182620 RS250B33 Cement Factor, sack: 5 Mar. Size Agg., in.: 1.5 Admixture: None SAMPLE DATA .................................................................................................................................................................................................... Specimen sampled from: Retaining wall footing west Date Cast: 12/19/01 Date Delivered: lZ/20/20Ol Sampled by: C. Schmidt Design Strength, psi: 2500 Slump, inches (ASTM C 143): 5.15 Air Temp. - Fabrenheit: N/A Mix Temp. - Fahrenheit: 80 Air Content, % (ASTM C231): Unit Weight, pcf (ASTM C138): LABORATORY DATA ................................................................................................................................................................................... Specimen No. 5797-1 5797-2 5191-3 Date Tested: 1/16/2002 1/16/2002 Age, days: 28 28 H Nominal Dim., in.: 6x12 6x12 6x12 Area. sq. in.: 28.21 28.21 Ultimate Load, lbs.: 14200 72800 Comp. Strength, psi: 2620 2580 Type of Fracture: Shear Shear Tested By: AF AF Average Strength: 2600 .............................................................................................................................. ............................................................................................................................. .............................................................................................................................. Date of Report: Remarks: Respectfully submitted, KRAZAN & ASSOCIATES, INC. Materials Testing Division &=a& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 10,2002 KA No. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Compaction Testing - Grand Ave., Laguna Ave., Parking Stalls, and Curb & Gutter Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. Test results taken within the subgrade were at least 95% of the maximum dry density, as determined by the ASTh4 1557. Test results taken within the aggregate base were at least 95% of the maximum dry density. The maximum depth of the subgrade and aggregate base tested was one foot. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Results are based on limited sampling of the subgrade and aggregate base within the paved areas. Neither continuous nor part-time grading observations were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. Test numbers that are followed by an “R” indicate retests. If you have any questions or if we may be of further assistance, please do (909) 549-1 188. Respectfully submitted, WAN & ASSOCIATES, JNC. R. Sammy Salem, P.E. Southern California Regional Manager RCE No. 52762 RSS:co cc: Magnum Enterprises City of Carlsbad not hesitate to contact our ofice at 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States Proj. No. 116-01063 1. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum Soil Description Classification No. Density (pcf) Moisture Silty Sand SM D 119.8 8.8 I 11. Field Density Tests Test Station or Test Curve Test Dry Moisture Percent Percent No. Loeation Method* No. Depth Density Percent Compaction Required Subgrade December 28,2001 1 2 3 4 5 6 January 4,2002 IR 2R 3R January 5,2002 4R 7 8 9 January 8,2002 5R 6R IO 11 12 January 9,2002 13 14 15 16 17 18 Grand Avenue Grand Avcnue Grand Avenue Grand Avenue Laguna Drive Laguna Drive Grand Avenue Grand Avenue Grand Avenue Grand Avenue Grand Avenue Grand.Avenue Grand Avenue Laguna Drive Laguna Drive Laguna Drive Laguna Drive Laguna Drive Parking Stalls Parking Stalls P&hg Stalls Parking Stalls Parking Stalls Parking Stalls N.G N.G N.G N.G N.G N.G S.C. N.G. N.G. N.G. S.C. N.G. N.G. N.G. S.C. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. D D D D D D D D D D D D D D D D D D D D D D D D 0.0- I .O' 0.0-1 .0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' o.o-.6r 0.0-.67' 0.0-.67' 0.0-67' 0.0-os 0.0-.67' 0.0-67' 0.0-.67' 0.0-0.5' 0.0-.67' 0.0-.67' 0.0-67' 0.0-1 .0' 0.0- I .0' 0.0-1 .0' 0.0-1 .0' 0.0-1.0' 0.0-1.0' * Test methods used were Nuclear Gauge (N.G.) and Sand Cone (S.C.). 104.8 104.2 104.6 105.6 104.6 103.1 115.5 114.1 115.2 115.6 114.5 115.2 114.7 115.6 115.0 114.8 115.2 114.1 113.6 114.1 115.4 114.8 114.1 114.0 8.1 8.9 9.2 9.0 7.9 10.2 8.4 1.2 8.0 7.9 8.0 8.4 8.2 7.0 7.6 7.2 8.1 8.0 10.0 8.7 8.4 8.0 8.1 8.4 87% 87% 87% 88% 87% 86% 96% 95% 96% 96% 96% 96% 96% 96% 96% 96% 96% 95% 95% 95% 96% 96% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% Ofices Sem'ng 7he Western UnitedStater Krazan & Associates, Inc. 4 . .. Proj. No. 116-01063 1. Laboratory Compaction Curve Data (ASTM D1557) Curve Max.Dry Optimum Soil Description No. Density (pel) Moisture Aggregate Base F 137.0 6.5 i 11. Field Density Tests I Test Station or Curve Test Dry Moisture Percent Percent 1 No. Location No. Depth Density Percent Compaction Required Aggregate Base January 7,2002 I 2 3 4 5 6 7 January 8,2002 8 9 10 I1 12 Grand Ave. Curb & Gutter Grand Ave. Curb & Gutter Grand Ave. Curb & Gutter Grand Ave. Curb & Gutter Grand Ave. Curb & Gutter Grand Ave. Curb & Gutter Grand Ave. Curb & Gutter Laguna Drive Laguna Drive Laguna Drive Laguna Drive Laguna Drive F F F F F F F F F F F F 0.0-0.5' 0.0-0.5' 0.0-0.5' 0.0-0.5' 0.0-0.5' 0.0-0.5' 0.04.5' 0.0-0.5' 0.0-os 0.0-0.5' 0.0-0.5' 0.0-0.5' 131.2 130.8 130.7 131.4 130.6 131.2 131.0 130.6 131.4 131.2 130.7 131.2 Ofices Seruing 77w Western United States Krazan & Associates, Inc. 6.2 6.1 5.8 5.5 6.0 6.4 6.1 7.1 6.8 7.2 7.4 7.6 96% 95% 95% 96% 95% 96% 96% 95% 96% 96% 95% 96% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% 95% - &ma& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING 8s INSPECTION January 10,2002 KA NO. 116-01063 Permit No. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed reinforced concrete and masonry inspections for the above-referenced project. The inspections were performed by our certified special inspectors, on December 21 through December 24,2001. Copies of our inspectors’ field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. R. Sammy Salem, P.E. Southern California Regional Manager RCE No. 52762 RSS:cp CC: Magnum Enterprises City of Carlsbad 226 Noh Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1190 With Eleven Offices Serving The Western United States (909)549-1188.Fax(909)549-1190 SPECIAL INSPECTION REPORT Building Permit No. C60\306d. Job No. Date 4 O&Ol Job Identification /Address &24kLQ ($4 Ae/rcG /sm#K31 //dsb GfJA/&LUd mJw General Contractor /Address @ad V Sub-Contractor /Address Stnrctural Engineer/ Address TYPE OF WORK REINFORCED CONCRETE - MASONRY& HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE __ DATE OF INSPECTION DESCRIPTION I Samples 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) CERTIFICATE OF COMP Registered De u Building Inspector's certificate Signed by lnspecto I.D. NO. A has been filed and it states that the above of the Building Code applicable thereto. Approved by: BY Krazan IL Associates. Inc. .. . a== -d&a.za.n i3 ASSOCIATES, INC. SPECIAL INSPECTION REPORT - -> Building Penit No. CR o 13062 Job No. Date 2/t4!&0/ Job Identification / Address si&# Amb /&e 4f B;p;g//w* G4 AVc/&UG General Contractor /Address h.4 u*%lmh LC. 48W Sub-Contractor /Address IMsbH cllml/K Structural Engineer/ Address $1 .6dw TYPE OF WORK: REINFORCED CONCRETE __ MASONRY~ HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE __ I Samples Set (s) of Concrete I Mortar I Grout I Prisms {Circle one) I CERTIFICATE OF COMPL it states that the above Krazan 8 Associales. Inc. Building Permit No. Job Identification /Address General Contractor /Add Sub-contractor /Address Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE & MASONRY- HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE __ DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED CERTIFICATE OF COMP g Inspector's certificate Signed by lnspecto has been file mb'" of the Building Co Approved by: Krazan 8 Assooiates, Inc. &=an& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION January 10,2002 KA No. 1 16-01 063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 310 Signal Hill, CA 90806 RE: Compaction Testing - Retaining Wall Backfill Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the retaining wall backfill tests taken were a minimum of 90% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the retaining wall backfill tested was two feet. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our ofice at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. R. Sammy Salem, P.E. Southern California Regional Manager RCE No. 52162 Rss:cp cc: Mamum Enterprises City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Oftices Serving The Western United States 1.7 Proj. No. 11641063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum c Soil Description Classification No. Density (pcf) Moisture Import Silty Sand SM D 119.8 8.8 I 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Backfill January 9,2002 1 2 3 4 5 6 7 8 9 Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall D D D D D D D D D 1.0-2.0' 1.0-2.0' I .o-2.0' I .o-2.0' 1 .o-2.0' 1.0-2.0' 1.0-2.0' 1.0-2.0' 1.0-2.0' 109.8 108.7 109.2 108.9 109.2 108.7 110.2 110.7 109.1 9.3 7.3 8.6 8.5 9. I 8.7 9.3 9.0 8.8 92% 90% 91% 90% 91% 90% 91% 90% 91% 90% 91% 90% 92% 90% 92% 90% 91% 90% Ofices Serving The Western United Stater Krazan & Associates, Inc. &=a& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING 8s INSPECTION December 3 1,2001 Extended Stay America Ann: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad. California KA NO. 116-01063 Permit No. CB010483 Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed reinforced concrete and masonry inspections for the above-referenced project. The inspections were performed by our certified special inspectors, from December 11 through December 24,2001. Copies of our inspectors’ field reports are attached. Unless otherwise indicated, the structural activities on our attached daily field reports were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. R. Sammy w Salem, P.E. SouthernCalifomia Regional Manager RCE No. 52762 Rss:cp CC: Magnum Enterprises City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States : PEG m1ff1m !. FW M. : @Sa2748379 & ASSOCIATES. INC. kc. 26 2081 E6:1m P12 TYPE OF WORK: REJNFORCED CONCRETE - MASONRY~ HI-TENSILE BOLTINQ __ PRESTRESSED CONCRETE- WELDINQ - GYPSUM CONCRETE __ DATEWINSPECTION I OESCRIPXIN OF WORK INSPECTED Samples 0 Set (s) of Concrete I Mortar I Cmut I Prisms (Circle one) - "~ .- .- . " CERTIFICATE OF COMPLIANCE 1.0. NO..-...%%?- has boon flled and R 318tes that the above work weis inspeoted by him and complies wilh Ihe provisions - . widered BuRding Inspector's CerHfiCate Signed by Inspeolot. w/e . _._ ,.... ." __I - Krazan 11 Assocla~sg. IN. FROM : PEG GRIFFIM FAX No. : 8582148379 & ASSOCIATES, INC. SlNdural EngineerlAddnro WE OF WORK: . REINFORCED CONCRETE X MASONRY- HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WEUllNG - GYPSUM CONCRETE - I I i Samples 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) I ~. .- bm & ASSOCIATES. INC. kc. 26 mi 65:im Pi0 couNTyIclTvof &XI&*$ DEFT. OF BLW 6 WEN DESCRIPTION OF WORK INSPECTED ~~~ 0 Set (s) of Concrete 1 Mortar I Grout I Prisms (Cimle one) . .. FRcjFl : PEG GRIFFIM FFU( No. : 8582748379 & ASSOCIATES, INC. (wo) 649.1 168 Fax (909) 649-1 190 kc. subconh8c(wlMdress Shuctural EngineerlAwreSs TYPE OF WORK REINFORCE0 CONCRETE - MASONRY- HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDINQ - GYPSUM CONCRETE - DATE OF IN5PECTK)FI I DESCRIPTION OF WORK INSPECTED I Snmpits 0' set (s) of Concrete I Mortar I Ornut I Prisms (Cfrfe one) I FRdrr : PEG GRIFFITH FW M. : 8582748379 & ASSOCIATES, INC. SPECIAL INSPECTION REPORT DATE OF INSPECTlON I DESCfllPTlON OF WORK INSPECTED I CERTIFICATE OF COWUANCE R.pblaedmz 1.0. NO. has been flled and it elates that the above work was inspected by him and complies with tho provisions BuMino Inspector's certmcate Slgned by Inspector BY Kraran 6 Assodaim, 1%. , &=a& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 20,2001 KA No. 116-01063 ! Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing -Trash Enclosure, Curb & Gutter- Subgrade Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. Test results taken within the subgrade were at least 95% of the maximum dry density, as determined by the ASTM 1557. The maximum depth of the subgrade tested was one foot. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. Periodic observations and testing were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our ofice at (909) 549-1188. Respectfully submitted, WAN & ASSOCIATES, INC. R. s-y Sale& P.E. RCE No. 52162 Southern Califomia Regional Manager With Eleven Omces Serving The Western United States 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 . ? Proj. No. 116-01063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum I Soil Description Classification No. Density (pcf) Moisture I Silty Sand SM A 122.0 8.0 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Subgrade December 10,2001 1 Curb / Guner A 0.0-1.0' 117.4 7.4 96% 95% 2 Curb / Guner A 0.0-1.0' 115.3 8.7 95% 95% 3 Curb / Guner A 0.0-1 .O' 115.4 7.4 95% 95% 4 Curb / Gutter A 0.0-1.0' 115.4 9.9 95% 95% 5 Curb / Guner A 0.0-1.0' 115.6 8.4 95% 95% 6 Curb / Guner A 0.0-1.0' 117.7 8.1 96% 95% 7 Trash Enclosure A 0.0-1.0' 115.9 7.7 95% 95% Offices Sm'ng 'h Western United States Krazan & Associates, Inc. 'B2/14/01 00:36 PAX 619 234 0340 PROJBm DESIGN CONS moo2 File: 1711.10 .. .. I', , i Mr. Paul Smith ClTY OF CARLSBAD Buildingh~p~~~~ .I 1645 Fsraby Avenue Carlsbad, CA 92008 SUBJECT? ESA Building and Rcbining Wall Locations DearMr. Smith: , AB requested, PDC has verified the location of the ret- wall along the wcstem site boundary. PDC has alsb, verified the location of tbe building with respect to the approved plans. The findings am as follows: December 13,2001 PDC psxformcd a mey of the fomork for the mtaining wall and the building. Based on the Buwq data collcctcd ai compared to the approvcd plans for the project, PDC finds that thc location of the wall and the building are in confomance with the approved plans. The only axception to the plan dommcs is the retaihg wall toward its north- end. The'retaining wall in'that area has bean movcd further into the ESA propedy more' than a foot in order to acwmodate a neighboring properly owner's request. Because the wall is furthn away fmm the praputy line, the change is acceptable and docs not mlt in a chqe to &e design as repmented on the plans. Sincerely, 3- H. Dam4 Braden, PE 59779 Assistant Vice Presidmt kazm & ASSOCIATES, INC. (909) 549-1 188 a Fax (909) 549-1 190 SPECIAL INSPECTTON REPORT Buildino Permit No. CBD/306 2 Job No. Date Iz-20-0) General Conlractor JAddress hhrn Sub-Contractor I Address ffTk,h IO^ lMccroMr,. Structural Engineer/ Address S;./Uky TYPE OF WORK: REINFORCED CONCRETE __ MASONRY" HI-TENSILE BOLTING __ PRESTRESSED CONCRETE- WELDING __ GYPSUM CONCRETE - DATE OF INSPECTION I DESCRIPTION OF WORK INSPECTED I I Samples 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) HOURS ~~. . . " TIME IN - ... CERTIFICATE OF COMPLIANCE " Registered D put Building Inspector's certificate Signed by Inspector.. .~ 1.0. NO.. ~ .#z . . has been filed and it States that the above work was inspected by him and complies with the provisions of the Building Code applicable taeto. .~.~ ~ Approved by: BY Krazan K Associates. Inc. . . kmm & ASSOCIATES, INC. DEPT. OF BLD 8 SAFETY COUNTY I CITY OF 8 (rr/j!!!&!d (909) 549-1 188 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. Job No. Date 12-/9-0 I Job Identification /Address E54 Cr*--d*+e General Contractor / Address /2hq *IH~ €bT-tt-ppixzx Z-c. Sub-Contractor I Address 4d&Joq Structural Engineer/ Address TYPE OF'WORK REINFORCED CONCRETE x MASONRY- HI-TENSILE BOLTiNG - PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE - DATE OF iNSPECTlON I DESCRIPTION OF WORK iNSPECTED Samples I I 0 Set (s) of Concrete I Mortar I Grout I Prisms (Circle one) HOURS Date . " CERTIFICATE OF COMPLIANCE Registered eput Building Inspector's cellificate Signed by Inspector.- I.D. NO..~-&3-_ has been filed and it states that the above work was inspected by him and complies with the provisions of the Building Code applicable thereto. Approved Project Superintendent Krazan 8 Associates. inc. kza & ASSOCIATES, INC. COUNTY I CITY OF &k*d DEPT. OF BLDG. & SAFETY (909) 649-1 188 0 Fax (909) 549-1 190 SPECIAL INSPECTION REPORT Building Permit No. GB0 16 Ye3 Job No. //6-0/6 4.3 Date /2- /3- 0 / Job Identification /Address ~s,A, /OCO 6-ra-d h~. CLh6~d, G General Contractor / Address M4Gma- Sub-Contractor /Address sr=;q //. 'ci eo 4.3J r; TYPE OF WORK: REINFORCED CONCRETE MASONRY- HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE __ DATE OF INSPECTION 1 DESCRIPTION OF WORK INSPECTED Krazan 8 Associates. Inc. . 4. ""kazm & ASSOCIATES, INC. COUNTY I CITY OF (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. c80 /D f83 Job No, //6 - 0/6 63 Date /z -//-o/ Job Identification /Address /Dco 6m-d &/x64d &fT&f!edsK& General Contractor /Address mA.i I? u*u? E;? 7=@fFP,-sp-r Sub-contractor / Address k?w?&5dh Structural Engineer/ Address TYPE OF WORK: REINFORCED CONCRETE _h MASONRY- HI-TENSILE BOLTING - PRESTRESSED CONCRETE- WELDING - GYPSUM CONCRETE - DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED Samples !J Set (s) of Concrete / Mortar I Grout / Prisms (Circle one) HOURS "~ Reg.- Code . . ~ Initials ~. ~~~~ ~~ -~ CERTIFICATE OF COMPLIANCE Registered D puty Building Inspector's certificate Signed by Inspector I.D. NO. $Yz" has been filed and it states that the above wg<pected by him and complies with the provisions of the Building Code applicable " Approved by: BY Krazan & Assoclates, Inc. .. I kzm& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 12,2001 KANo. 116-01063 Revised Extended Stay America 8 Attn: Matt O’Shea .f 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Backfill- Retaining Wall Footings Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the retaining wall backfill tests taken were a minimum of 90% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the retaining wall footing backfill tested was four feet. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our ofice at (909) 549-1 188. ResDectfulh submitted, Testing & Inspection Division Manager Dc/Rss:cp cc: Magnum Enterprises City of Carlsbad R. Sammy Salem, P.E. RCE No. 52762 Southern California Regional Manager 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven OIfces Serving The Western United States Proj. No. 116-01063 I. Laboratory Compaction Cuwe Data (ASTM D1557) Soil Curve Max.Dry Optimum I Soil Description Classification No. Density (pcf) Moisture I Import Silty Sand SM D 119.8 8.8 II. Field Density Tests Test Station or Cnwe Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Backfill December 3,2001 1 2 3 4 5 6 7 8 9 Retaining Wall Footings Retaining Wall Footings Retaining Wall Footings Retaining Wall Footings Retaining Wall Footings Retaining Wall Footings Retaining Wall Footings Retaining Wall Footings Retaining Wall Footings 3.0-4.0' 3.0-4.0' 2.0-3.0' 2.0-3.0' 1.0-2.0' 1.0-2.0' 0.0-1.0' 3.0-4.0' 3.0-4.0' 107.4 107.6 108.7 107.4 108.3 108.6 107.8 108.9 108.6 8.1 8.0 8.9 7.7 8.6 8.4 7.1 8.8 8.5 90% 90% 90% 90% 91% 90% 90% 90% 90% 90% 91% 90% 90% 90% 91% 90% 91% 90% Offices Sewing Tk Western United States Krazan & Associates, Inc. , 12/14/01 1l:iO FAX 619 234 0349 PROJECT DESIGN CONS B002/002 December 14,2001 Mr. Paul Smsth CITY OF CARLSBAD Building inspections 1645 Faraday Avonue Carlsbad, CA 922008 SUBJECT ESA Building and Rctainhg Wall bations Dear Mr. Smith As requated, PDC has dcd the laeation of the retaining wall dong tho wsstcm Bite boundary, PDC has also verified the Won of the building with rtspoct to the epprovd plans. The findings arc as follows: December 13.2001 PDC performed a survey of the hwork for the retaining wall and the brlilding. Based on the survey data collcctcd a campared to the appmvod plans for the project, PDC finds that the location of the wall end the buildhg are in conformance with the appmved ph. The only cxccption to the pfan canfomrmca is the rcraining wall toward its n&m end. Tbemainingw~intbatllreahas~movedfarthsrintotheESApropatymorsthana foot in ordm to acwmmodatc a neigaboring property owner’s rsqusst. Because the wall is further away from thc property line, the change is acceptable and does not mX in a change to the deign lls rcpt-etwnt& on the plans. " &=an& ASSOCIATES, INC. ~ ~~ GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING 1 CONSTRUCTION TESTING & INSPECTION December 10,2001 UNO. 116-01063 Extended Stay America Attn: Matt O'Shea 2525 Cherry Avenue, Suite 3 IO Signal Hill, CA 90806 RE: Compaction Testing - Retaining Wall- Subgrade Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O'Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. Test results taken within the retaining wall subgrade were at least 90% of the maximum dry density, as preclude the possibility that the soil or fill may be loosened by future construction activities. determined by the ASTM 1557. The maximum depth of the subgrade tested was 2.5 feet. This testing does not \ Test results represent the compaction at the locations where the tests were performed. Periodic observations and testing were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Resoecthllv submitted. TES, INC. Donald Carlisle Testing & Inspection Division Manager DCIRss:aS cc: Magnum Enterprises City of Csrlsbad RCE No. 52762 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Omees Serving The Western United States , .' Proj. No. 116-01063 I. Laboratory Compaction Curve Data (ASTM D1557) I I Soil Curve Max. Dry Optimum I Soil Description Classification No. Density (PC!) Moisture I Silty Sand SM D 119.8 8.8 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Subgrade December 5,2001 1 2 3 December 6,200 1 4 5 6 7 8 9 IO 11 Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall D D D D D D D D D D D 0.0-1.0' 0.0-1.0' 0.0-1.0' 1.0-2.0' 1.5-2.5' 1.5-2.5' 1 .o-2.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 112.2 117.1 112.4 112.2 116.9 115.9 112.8 114.7 118.3 116.0 117.5 8.0 6.4 7.9 7.6 8.1 6.2 6.1 5.8 5.6 7.7 7.2 94% 98% 94% 94% 98% 97% 94% 96% 99% 97% 98% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% Offices Seming 7k Western United States Krazan & Associates, Inc. c &zm& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 7,2001 KANo. 116-01063 Extended Stay America Attn: Matt O'Shea ' 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Backfill- Retaining Wall Extended Stay America I050 Grand Avenue Carlsbad, California Dear Mr. O'Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the retaining wall backfill tests taken were a minimum of 90% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the retaining wall backfill tested was four feet. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, . AN S, ASSOCIATES, INC. Donald Cariisle Testing & Inspection Division Manager DC/RSs:aS cc: Magnum Enterprises City of Carlsbad R. Sammy Salem, P.E. Southern California Regional Manager RCE No. 52762 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States c ,". . .r Proj. No. 116-01063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum I Soil Description Classification No. Density (pel) Moisture I Import Silty Sand SM D 119.8 8.8 11. Field Density Tests Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Over-X / Backfill December 3,2001 1 2 3 4 5 6 7 8 9 Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall Retaining Wall 3.0-4.0' 3.0-4.0' 2.0-3.0' 2.0-3.0' 1.0-2.0' 1.0-2.0' 0.0-1.0' 3.0-4.0' 3.0-4.0' 107.4 107.6 108.7 107.4 108.3 108.6 107.8 108.9 108.6 Ofices Sming The Western United States Krazan & Associates, Inc. 8.1 8.0 8.9 7.7 8.6 8.4 7.1 8.8 8.5 90% 90% 91% 90% 90% 91% 90% 91% 91% 90% 90% 90% 90% 90% 90% 90% 90% 90% ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING 8s INSPECTION November 30,2001 UNO. 116-01063 Permit No. CB010483 Extended Stay America Attn: Matt O’Shea 2525 Cheny Avenue, Suite 310 Signal Hill, CA 90806 RE: Special Inspections Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request and authorization, our firm performed a reinforced concrete inspection for the above-referenced project. The inspection was performed by our certified special inspector, on November 26, 2001. A copy of our inspector’s field report is attached. Unless otherwise indicated, the structural activities on our attached daily field report were in general accordance with the approved project plans and specifications, the Uniform Building Code, and the ACI 301-SP71. A guarantee that the contractor has necessarily constructed the structure in full accordance with the plans and specifications is neither intended nor implied. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1188. Res ectfully submitted, & ASSOCIATES, INC. Testing & Inspection Division Man R. Sammy Salem, P.E. Southem California Regional Manager RCE No. 52762 Dc/Rss:as CC: Magnum Enterprises City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States “a - ”- “‘kaza & ASSOCIATES, INC. COUNTY / CITY OF (909) 549- 1 188 Fax (909) 549- 1 190 SPECIAL INSPECTION REPORT Building Permit No. c-fioro 983 Job NO. \\ b-n!ob.3 Date \\ ab-o! Job Identification /Address ESA \om c~RF~~A~E csa\sLca General Contractor I Address .m.M f\\l w\ E hkka RLs6 Sub-ContractorIAddress-/,a r-Qn&A& .. c . [Oh. sw, .. TYPE OF WORK REINFORCED CONCRETE x MASONRY- HI-TENSILE BOLTING ~ PRESTRESSED CONCRETE- WELDING ~ GYPSUM CONCRETE- DATE OF INSPECTION I I DESCRIPTION OF WORK INSPECTED CERTIFICATE OF COMPLIANCE Registered De uty Buildi Inspector’s certificate Signed by Inspector ;Q E I.D. NO.Ofdbb%-&as been filed and it states that the above2 kinspected Akid%!es with the provisions ~~ Approved by: Krazan &Associates, Inc. c -i &a.za,n& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING 8a INSPECTION November 27,2001 UNO. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Sewer Trench- Backfill Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the sewer trench backfill tests taken were a minimum of 90% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the sewer trench backfill tested was four feet. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN 81 ASSOCIATES. INC. Donald Carlisle Testing & Inspection Division Manager DC/RSS:a cc: Mngnum Enterprises City of Carlsbad R. Sammy Salem, P.E. RCE No. 52762 Southern California Regional Manager 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING Ba INSPECTION November 2,2001 KA NO. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Water Line Trench-Backfill Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the water line trench backfill tests taken were a minimum of either 90% or 95% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the water line trench backfill tested was two feet. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Neither continuous nor part-time grading observations were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be e, please do not hesitate to contact our office at (909) 549-1 188. Res ectfull submitted TES, INC. Donald Carlisle - R. Sammy Salem, P.E. Testing & Inspection Division Manager Southern California Regional Manager RCE No. 52762 DCiRSSS cc: Magnum Enterprises City of Csrlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States &man& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING e ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING 8s INSPECTION October 30,2001 KANo. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 Signal Hill, CA 90806 RE: Compaction Testing - Sewer Trench Extended Stay America 1050 Grand Avenue Carlsbad, California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the sewer trench backfill tests taken were a minimum of 90% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the sewer trench backfill tested was three feet. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests were performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Neither continuous nor part-time grading observations were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be ce, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, QP Donald Carlisle - R. Sammy Salem, P.E. & ASSOCIATES, INC. Testing & Inspection Division Manager RCE No. 52762 Southern California Regional Manager DciRss:as cc: Magnum Enterprise8 City of Carlsbad 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Offices Serving The Western United States e I Proj. No. il6-01063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum Soil Description Classificatioo No. Deosity (pcl) Moisture Silty Sand SM C 122.0 10.0 I IL Field Density Testa Test Station or Curve Test Dry Moisture Percent Percent No. Location No. Depth Density Percent Compaction Required Sewer Trench . October 24,2001 1 2 3 4 October 25,2001 5 6 7 8 9 10 On Building Pad On Building Pad On Building Pad On Building Pad On Building Pad On Building Pad On Building Pad On Building Pad On Building Pad On Building Pad C C C C 2.0-3.0' 2.0-3.0' 0.0-1.0' 0.0-1 .o' 0.0-1.0' 0.0-1.0' 0.0-1 .O' 0.0-1.0' 0.0-1.0' 0.0-1.0' 112.5 111.7 110.7 111.2 111.8 110.6 111.3 110.1 112.3 110.4 10.6 12.8 10.2 11.6 10.0 10.6 10.1 9.8 10.3 10.0 92% w/. 92% 90% 91% 90% 91% 90% 92% 90% 91% 90% 91% 9096 90% 90% 92% 90% 90% 90% Wccs snoing The Westem United Stotes Krazan & Associates, Inc. U &=an& ASSOCIATES, INC GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 5,2001 KANo. 116-01063 Extended Stay America Attn: Matt O’Shea 2525 Cherry Avenue, Suite 3 10 i Signal Hill, CA 90806 RE: Compaction Testing - Fill Area Extended Stay Ameriea 1050 Grand Avenue Carlsbad. California Dear Mr. O’Shea, In accordance with your authorization, we have performed compaction testing at the above-referenced project. The compaction testing was performed by our engineering technician. The results of the swimming pool backfill tests taken were a minimum of 90% of maximum dry density, as determined by the ASTM 1557. The maximum depth of the swimming pool backfill tested was four feet. The limit of our testing was defined by the contractor. This testing does not preclude the possibility that the soil or fill may be loosened by future construction activities. Test results represent the compaction at the locations where the tests weie performed. The engineering evaluation of the structural integrity of the entire backfill is beyond the scope of this work. Neither continuous nor part-time grading observations were performed for this project. Our firm does not guarantee earthwork construction, nor does our work relieve the contractor of his responsibility to conform with the approved project plans and specifications. The tables on the following pages present the results of the density tests taken at the project site. The depths cited are measured from rough grade. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KFtA&$N & ASSOCIATES, INC. Donaid Carlisle Testing & Inspection Division Manager Dc/Rss:cp CC: Magnum Enterprises City of Carlsbad R. Sammy Salem, P.E. Southern California Regional Manager RCE No. 52762 226 North Sherman Avenue, Suite A Corona, California 92882 (909) 549-1 188 Fax: (909) 549-1 190 With Eleven Oflices Serving The Western United States c * 3 Proj. No. 11641063 I. Laboratory Compaction Curve Data (ASTM D1557) Soil Curve Max. Dry Optimum Soil Description Classification No. Density (pcf) Moisture Silty Sand SM D 119.8 8.8 i 11. Field Density Tests Test Curve Test Dry Moisture Percent Percent No. No. Depth Density Percent Compaction Required Fill Area for Swimming Pool September 27,2001 1 D 2 D September 28,2001 3 D 4 D 5 D 6 D October 1,2001 7 D 8 D October 2,2001 9 D IO D 11 D 12 D 13 D October 3,2001 14 D 15 D 16 D 17 D I8 D 3.0-4.0' 3.0-4.0' 2.0-3.0' 2.0-3.0' 3.04.0' 3.0-4.0' 2.0-3.0' 1.0-2.0' 1 .o-2.0' 1 .o-2.0' 1.0-2.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 0.0-1.0' 113.8 114.6 114.2 113.9 115.1 114.8 115.2 116.4 108.6 109.1 110.2 111.1 109.4 115.6 114.1 113.5 113.6 114.0 Office5 Sewing The Western United States Kr- & Associates, Inc. 8.2 8.6 7.3 8.1 7.9 7.7 10.8 7.8 9.9 9.6 9.4 9.0 9.2 7.6 8.1 8.2 7.9 8.4 95% 96% 95% 95% 96% 96% 96% 97% 91% 91% 92% 93% 9 1% 96% 95% 95% 95% 95% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 90% 0% 0% t Slu~Nm: Internatlomi conference of Building officials David W. Ellstrum CERTIFIED SPECIAL INSPECTOR 1997 Uniform BuUdina eode Reinforced concrete International a!@& Conference of Building OffiCialS DAVID W ELLSTROM ICBO CERTIFIED SPECUU INSPECTOR PRESTRESSED CONCRETE .. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS 0541 DAVID W. ELLSTROM GARDEN GROVE, CA 92843 14131 LAKE ST SSN: 560-04-3163 BDXTE: j / AS1 ID: 3:!-[1S-32024944 EXAMINATION: STRUCTURAL MASONRY EXAM DATE: 08/16/01 EXAMINATION RESULT: PASS Congratulations! You have assed the ICBO voluntar certifi.cation examqatlon llsted above. four ICBO certificate an8 wallet card wil..L be malled to ou by ICBO wlthln s1x weeks from the 1.ast day of th? month in whicx you tested. name and or adxress to avold the osslblyit of our certlflcstion It is extreme1 important chat you notif AS1 of any changes in not being received. Please contace AS1 at 850:27g-8301 wlth changer; to ?UT name and address. There may be an addltlonal fee If a cerxlflcatlon 1s re-lssued due to a misspelled name. .. .. . 11/16/2001 lb:49 17147383604 11/19/2001 15:24 17147383684 E1 MI 1 Land, Construction, Topographic Surveys Standard Certification Letter For Line and Grade I Date: qlBri1 9. 2002 To: Magnum Enterprises, Inc. Project Name and Address: Exten.ded Stay America Hotel #E831 1050 Grand Ave., Carlsbad, CA LINE AND GRADE CERTIFICATION : Site: Swimming Pool Equipment Room In compliance with the conditions of the Contract, this letter is to serve as certiscation that the Pool Room set for the referenced project conform with the information provided on Drawing No. 4 of 8 ATE: b.pW L 9& 02 \ LICENSE NO. Ls 672'5 EXPIRATION DATE OF LICENSE: 9 - '3 I - 04 CONTRACTORS ACCEPl'ANCE: I have examined the lines and points established as described above and find them in accordance with the requirements ofthe Contract Documents. Date: SUPERTINTENDENT (FM omsal Conb.Etor) 21062 Brookhurst Street, Suite 207, Huntington Beach, CA 92646 Bus.: 714-593-3251 /Fax : 714-593-3281 E-mail: tsminc@gte.net Tustin Surveymg & Mappmg, Inc. Land, Construction, Topographic Surveys Standard Certification Letter For Line and Grade Date: April 9, 2002 To: Magnum Enterprises, Inc. Proiect Name and Address: Extended Stav America Hotel ~ARY.: 1050 Grand Ave., Carlsbad, CA LINE AND GRADE CERTIFICATION : Site: Swimminq Pool In compliance with the conditions of the Contract, this letter is to serve as certihtion that the Pool set for the referenced project conform with the information provided on the LICENSE NO. LC 0’2’3 EXPIRATION DATE OF LICENSE: 9-3\-04 CONTRACTORS ACCEPTANCE: I have examined the lines and points established as described above and find them in accordance with the requirements of the Contract Documents. Date: SUPERTINTENDENT (€ororoeaeral Cm~ctor) 21062 Brookhurst Street, Suite 207, Huntington Beach, CA 92646 ~~ ~ Bus.: 714-593-3251/Fax : 714-593-3281 E-mail: tsminc@gre.net . Tustin Surveying & Mappine. Inc. Land, Construction, Topographic Surveys Standard Certification Letter For Pipe Line and Grade Date: April 4, 2002 To: Masnum Enterorbes. Inc. Proiect Name and Address: Extended Stay America Hotel #E831 rn LINE AND GRADE CERTIFICATION : Site: Sewer lateral from building to street In compliance with the conditions of the Contract, this letter is to serve as certi6cation ect conform with the information provided on the DATE: 4-4-02 EXPIRATION DATE OF LICENSE: 9 *w *& CONTRACTORS ACCEPTANCE: I have examined the lines and pints established as described above and 6nd them in accordance with the requirements of the Contract Documents. I Date: 21062 Brookhurst Street, Suite 207, Huntington Beach, CA 92646 Bus.: 714-593-3251/Fax : 714-593-3281 E-mail: tsminc@gte.net Tustin Surveying & Mapping Inc. Land, Construction, Topographic Surveys Sta.ndatd Certification Letter For Pipe Line and Grade Date: April 4, 2002 To: Maqnum EnterDrises.Inc. Proiect Name and Address: Extended Stay America Hotel #8831 1050 Grand Ave., Carlsbad, CA LINE AND GRADE CERTIFICATION : Site: Sewer lateral to pool eauipment builw In compliance with the conditions of the Contract, this letter is to serve as certification Pipe set for the referenced project conform with the information provided on the plans ashm %%wing 1 No. 4 of A LICE~E NO. L 723 Pis- , ( M) CONTRACTORS ACCEPTANCE: I have examined the lines and points estabW as described above and find them in accordance with the requirements ofthe Contract Documents. Date: SUPERTINTENDENT (For Gmd Comacmr) 21062 Brookhurst Street, Suite 207, Huntington Beach, CA 92646 Bus.: 714-593-3251/Fax : 714-593-3281 E-mail: tsrninc@gte.net 10/15/2001 15:08 8182659725 ~ * /" Ale AMERICAN MECHANICAL AND PLUMBING ENGINEERS 600 West Broadway Suite 250 Glendale, CA 91204 (818) 265-9720 (818) 265-9725 Fax AMPE DLE PAGE 01 Date: October 15,2001 To: Juan Vazqaa, MCC From: Brad Sevemn Projert: ESA - CarMb8d Subject: SEWER PIPING SLOPE - The current design iadlcatu that tlla clewer piping bthw grade bt set at a 2% slope. The contractor bas verifled that because of erirtiag conditions a 2% slope cannot be maintained. The slope of the #ewer pipe can be maint.lned at a 1% slope. This is an acceptable slope and we take no exaption to this ddgn. EsGil Corporation - DATE: July 9,2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 SET: IV 0 FILE PROJECT ADDRESS: 1050 Grand Ave. PROJECT NAME: Extended Stay America [7 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified in the attached list are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 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. [7 The applicant's copy of the check list has been sent to: [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: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente Enclosures: Esgil Corporation GA 0 MB EJ 0 PC 7/2/01 tmsrntl.dot 9320 Chesipeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ~~~ ~ ~~~ I Carlsbad 01-483 IV July 9,2001 The following item is the sole remaining item and may be satisfied locally at the Building Department: This facility utilizes multiple (2) boilers that are jointly vented via a powered draft inducer. The boiler@) vent system require a negative draft between -.02WC and -.06WC for proper operation (Letter from PVI dated 1211 2/97). The applicant to provide an engineered approved review of the use of the single draft inducer with multiple appliances providing the required draft range at each boiler during all anticipated circumstances: either boiler or both boilers operational. Date: To: From: Subject: August 14,2001 Raenette Principal Building Inspector Draft Induced Vent at Extended Stay of America Project I spoke w/ the mechanical engineer. They have stamped the drawings and have acknowledged in a letter that they have reviewed the draft inducer system. They indicate they calculated the expected proper operation, and will also be field evaluating the installation after construction prior to permanent use of the system. So it's fine to install this system by me as long as they acknowledge that the city would like to see the result of the field-testing to assure performance prior to C of 0 being issued. 1635 Faraday Av Cattsbad CA 92008 Phone (760) 602-2718 Fax (7M)) 602-8558 0 Comments W PUN CHECK NO,: 01-988 SET:Lv PROJECT ADDRE88: 1080 Gnad Am, ' PROJECT NAME: wnded ay &muIon I AUG.18.2B31 3:mM MCG ARCHITECTWE N0.328 P.1 City of Cndabad Building Deparqnent 760.602.8558 REBARDIIE 1050GrandAvc,CarlsbPdCkESA#S831 MCG Project No. 00.594.01. MO. OF PAEEt 8 (includinggorpagc) CE Man O'Shca, ESAvia faxS62.997.0165 Wallace Wong, MCG Pasadena Dave Owens, Magnum Consauction via frx 714.828.6455 WG.18.2001 3:21pM MCG QRCHITECTURE AMERICAN MECHANICAL AND PLUMBING ENGINEERS 600 Wut Broadway Sllte 250 Glendale, CA 91204 (818) 266-9720 (818) 266.9725 Fm N0.328 P.2 MCG Architects 200 S. Lar Robles Avc. Suite # 300 Pasad- CA 91101 blTN: JumVwaez Project ESA-Carkbad AMPE Job #: 00-015-22 Dear Juan, In response to our diooussion and the plan chwkm quest, we have reviewed the cmt draft iuducer I flus design for the water heater systan. We am coddent it will allow proper operation of the WI water heaters with a negativc dratt between -.02 WC and -.06 WC. In addition, we spoke with Mr. Roger Pbau of the Ken Cby Company (the national vendor fbr the water hoatbdclrai? inducer system). who indicated that they am required to perfom 8 factory authorized start up of the system installation. Ifrequired by the impcctor, they will forwpld a copy of tho stat up report indicating operating partutletm of the systcmr. Should you have any pstions or requim additional information, plcass call. Thank you. Bradloy E. Severson. P.E. Mdalt N0.328 P.5 AUTO-DRAFT i - ' E RN '' IN-LINE INDUCERS VERTICAL VENT SYSTEMS "' 1 FOR ALL FUELS i N0.328 P.6 .* IMPROVE HEATING EFFICIENCY WITH " TJERNLUND IN-LINE AUTO-DRAFT@ INDUCERS Underslzed Chimneys BollerslFumaces Negatlve Pmsures 9 Water Heaters 9 Long Horizontal Vent Connectors Modular Boiler Systems Down brafb Multiple Appliances . Cold Equipment Starts Bakery Ovens Restrictive Heat Exchangers / Factory Processes Combustion Chambers I 'd A SIZE FOR EVERY HEATING SYSTEM assum positlve drafc wben restnoted boil- i em and furnaces, pwr chlmneys or nege- Live pmssures In building prevent proper I exhaust of combustion gar. The Venturi starts air movlng up the ataok instantly, action at T/ernlubd Auto-DrM Inducers RN~S it movlng smoothly, These units plebly automade In operation. nernlund'r, are quick ma easy lo install and com- unique deslgn and careful construction makes thorn trouble-free end reduces rnalntenance to a minimum, Tha Vari- Dnft Control permits adluatrnent to the inddunl job fuquhement. WKC 1. Input6 shown above are bMii to be mounted on pipm sizes shown for ordl- maxinum aapau'ties for induaam, when mechanical Induced dm Is required. nary jobs where a madmate amount of 2. Considera(ian is given ba typically hqher statio prn6sure Rquirmentg for lamer inatalhtions. forthe type of fuel burned, and fW (he Of dmff Mnbol InSW. 3. Same ralin s may onIy be valid for mkmety 8 orl vent lengths due to excesshre pressurn loss: i.e. +heMcdel at2,oBO,OW BTU/hr. IL @as firing with draff hood In pip unknown, or bfhvtxl to he unusually sewre, ask for compkte petfonnancs curve5 or ConauIt facton. - 4' 4, where DN~ requimnmk are I d i'. +".' , -- GENERAL SIZING DUGRAM FOR IN-LINE DRAFT INDUCERS SEE TABLE FOR DIMENSIONS ..A ' w - OVEMU HEIGHT "0" -OVERALL DEPTH nW' -OVERALL WIDTH "X' - PIPE SLOT WIDTH V' - PIPE MOT HEIGHT SIMPLE INSTALLATION 1 1. CUT SLOT IN PIPE 2. INSERT INDUCER 3. INSTALL BANDS I " "- .. . .".. ... ". Distributed 0y: v / J EsGil Corporation - DATE: May 24,2001 JURISDICTION: Carlsbad 0 FILE PLAN CHECK NO.: 01-483 SET I11 PROJECT ADDRESS: 1050 Grand Ave. PROJECT NAME: Extended Stay America 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 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. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [XI The applicant's copy of the check list has been sent to: MCG Architects; Attn: Juan Vazquez 200 South Los Robles Ave., Suite 300, Pasadena, CA 91 101 [7 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: Juan Vazquez Telephone #: 626/793-9119 Date contacted: 5 1t.r /a (by: fv Fax #: 626/796-9295 MaildTelephone Fax4 In Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB EJ 0 PC 511 4/0 1 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-483 I11 May 24,2001 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 PROJECT ADDRESS: 1050 Grand Ave. SET: I11 DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 5/14/01 May 24,2001 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes ONo 2. 4. 32. Carlsbad 01-483 111 May 24,2001 All sheets of the Dlans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation. Check find sets of plans for signatures. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the cify form previous/y sent to you. This was not received. Please see the following corrections for plumbing, mechanical and energy. 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 Abe Doliente at Esgil Corporation. Thank you. t PLUMBING, MECHANICAL AND ENERGY CORRECTIONS t PLAN REVIEWER Glen Adamek/Eric Jensen PLUMBING (1997 UNIFORM PLUMBING CODE) 1. Correct the site plumbing plans on sheet C0.3: Provide the Civil site sheet with the following information shown (or the plumbing design sheet, whichever is appropriate). a) Show the building sewer slopes to comply with UPC, Section 718.1 and b) Show the building sewer cleanout spacing as per UPC, Section 719.1. c) Show the location of the gas meter. UPC, Table 7-8. 2. Please show the elevation of the upstream sewer manhole cover. As per UPC, Section 710.0, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the public or private upstream manhole rim elevations. Only fixtures with flood rim levels below the public upstream manhole rim elevation may flow through a backwater valve. Not shown. However the response was that it was shown and a backwater valve was added: If a backwater valve is required please design the plumbing waste system to comply with the above detailed Code section. 3. Provide listing data for the proposed single Draft Inducer serving two water heaters as shown in detail 16 on sheet M5.1. See the next correction for information summary: Carlsbad 01-483 I11 May 24,2001 4. Provide listing data for the proposed “P.V.I. Power Gas Water Heaters” showing requirements to allow two water heater vents to be combined into a single vent system. A multitude of information has been submitted. Please clarify the following: a) The PVI letter dated 12/12/97 requires a specific draft range that is necessary for each water heater. Submit calculations to show that the draft will fall within the specified range under all conditions: both or either/or water heater in use. b) A horizontal transition detail was included in the packet Is this product to be used with the water heater(s)? If so, is the 18”clearance above it available (PVI cut sheet)? c) An undated letter (ERICA Products?) specifies that the venting system be installed exactly as shown. The flue size is different and the draft inducer is not shown. d) “‘6” venting tables are provided for common vent sizing calculation. However “B” vents are not allowed past the draft inverter. ENERGY CONSERVATION 5. As of July 1,1999 the new 1998 Energy Standards must be used. Not the 1995 Energy Standards. The lighting design on sheet E6.3 is from the 1995 Energy Standards. The LTG forms must be signed. Note: If you have any questions regarding this plumbing, mechanical and energy plan review list please contact Eric Jensen 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 DATE: April 2,2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 PROJECT ADDRESS: 1050 Grand Ave. PROJECT NAME: Extended Stay America SET: I1 0 PLAN REVIEWER 0 FILE 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 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. 0 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: MCG Architects; Attn: Juan Vazquez 200 South Los Robles Ave., Suite 300, Pasadena, CA 91 101 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. [x] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Juan Vazquez Telephone #: 6261793-91 19 Date contacted:+Z-ol (by:& ) Fax #: 6261796-9295 Mail 4 Telephone Fax In Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA [3 MB EJ 0 PC 3/22/01 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . Carlsbad 01-483 I1 April 2,2001 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 PROJECT ADDRESS: 1050 Grand Ave. SET: I1 I/ DATE PLAN RECEIVED BY ESGIL CORPORATION: 3/22/01 DATE RECHECK COMPLETED: April 2,2001 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes 0 No r Carlsbad 01-483 I1 April 2.2001 2. 4. 16. 17. 20. 30. 32. Piease make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for comrnerciallindustrial 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 calculationsheports 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 calculationsheports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculationslreports 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. All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation. Check final sets of plans for signatures. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the city form previously sent to you. One-half of all required window area must be openable in suites G and .The openable area of the window is not clear. See also the next correction item. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. Recheck suites G and I. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Revise the building height shown on the cover sheet of the plans. Please see the following corrections for plumbing, mechanical and energy. Carlsbad 01-483 I1 April 2,2001 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 Abe Doliente at Esgil Corporation. Thank you. t PLUMBING, MECHANICAL AND ENERGY CORRECTIONS t PLAN REVIEWER Glen Adamek/Eric Jensen 1. 2. 3. 4. 5. 6. PLUMBING (1997 UNIFORM PLUMBING CODE) Correct the site plumbing plans on sheet C0.3: a) Show the building sewer slopes to comply with UPC, Section 718.1 and b) Show the building sewer cleanout spacing as per UPC, Section 719.1. UPC, Table 7-8. C) Show the location of the gas meter. Please show the elevation of the upstream sewer manhole cover. As per UPC, Section 710.0, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the public or private upstream manhole rim elevations. Only fixtures with flood rim levels below the public upstream manhole rim elevation may flow through a backwater valve. Provide listing data for the proposed single Draft Inducer serving two water heaters as shown in detail 16 on sheet M5.1. Requested info not provided. Provide listing data for the proposed “P.V.I. Power Gas Water Heaters” showing requirements to allow two water heater vents to be combined into a single vent system. Requested info not provided. Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603.4.18. ENERGY CONSERVATION As of July 1,1999 the new 1998 Energy Standards must be used. Not the 1995 Energy Standards. The lighting design on sheet E6.3 is from the 1995 Energy Standards. Update the LPD factors as well as the forms themselves. Note: If you have any questions regarding this plumbing, mechanical and energy 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 - - DATE: February 20,2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 SET I 0 PLAN REVIEWER 0 FILE PROJECT ADDRESS: 1050 Grand Ave. PROJECT NAME: Extended Stay America 0 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. 0 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: MCG Architects; Attn: Juan Vazquez 200 South Los Robles Ave., Suite 300, Pasadena, CA 91 101 0 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: Juan Vazquez Telephone #: 6261793 - 91 19 Date contacted: ZlZdol (by: b ) Fax #: 626/2?%42% 796-9295 Mail delephone I/ FaxJIn Person 0 REMARKS: By: Abe Doliente Enclosures: [XI GA [XI MB 0 EJ 0 PC 2/8/01 Esgil Corporation trnsmtl.dot Carlsbad 010483 February 20,2001 PLAN REVIEW CORRECTION LIST COMMERCIAL OCCUPANCY: R-1 USE: Hotel TYPE OF CONSTRUCTION: V-1HR ACTUAL AREA: 47,493 SF ALLOWABLE FLOOR AREA: 84,000 SF STORIES: 3 HEIGHT: 47’”’’ SPRINKLERS?: Yes OCCUPANT LOAD: 237 REMARKS: Occupant load is based on 200 SFlocc. ATE PLANS RECEIVED BY DATE PLANS RECEIVED BY URISDICTION: ESGIL CORPORATION: 2/8/01 ATE INITIAL PLAN REVIEW PLAN REVIEWER: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To weed UD the recheck Drocess. Dlease note on this list (or a COW) where each correction item has been addressed, i.e., plan sheet number, soecification section. etC. Be sure to enclose the marked UD list when vou submit the revised Dlans. Carlsbad 010483 February 20,2001 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciallindustrial 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 calculationsheports 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 calculationslreports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculationsheports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS 1. 2. 3. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.3. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS * SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION X * CONCRETE PIERS X * OTHER 4. When special inspection is required, the architect or engineer of record shall * DESIGNER-SPECIFIED prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Carlsbad 010483 February 20,2001 5. 6. 7. 8. 9. IO. 11. 12. 13. 0; the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." OCCUPANCY SEPARATION Storage or laundry rooms that are within Group R, Division 1 occupancies, that are used in common by tenants, shall be separated from the rest of the building by not less than one-hour fire-resistive occupancy separations. Section 310.2.2. Every room containing a boiler, central heating plant or hot-water supply boiler shall be separated from the rest of the building by not less than a one-hour fire- resistive occupancy separation, unless the equipment serves only one dwelling unit. Section 302.5. Provide one-hour fire-resistive door assemblies in the one-hour occupancy separation. Section 302.3. Refer to doors 116 and 119. Ducts penetrating occupancy separations must have smoke and fire dampers. Sections 713.10 and 713.11. If smoke dampers are required, the plans shall show the locations of the smoke detectors (installed in accordance with the Fire Code) listed in the options of Section 713.10 of the UBC. SOUND TRANSMISSION Dwelling unit entrance doors from interior corridors together with their perimeter seals shall have a STC rating of not less than 26. The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. R-I GENERAL OCCUPANCY REQUIREMENTS Every hotel three or more stories in height or containing 20 or more guest rooms shall have an approved manual and automatic fire alarm system as specified in the Fire Code. Section 310.10 (see exceptions). 14. 15. 16. 17. 18. 19. 20. 21. 22. Carlsbad 010483 February 20,2001 Draft stops shall be installed in floor-ceilings, attics, mansards and similar concealed spaces and shall be above and in line with walls separating units from each other and from other uses. Section 708.3.1 .I .2. Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1203.3. Refer to suites G and I. One-half of all required window area must be openable in suites G and .. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. Recheck suites G and I. FIRE EXTINGUISHING Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. CONCRETE AND MASONRY Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 1403.6 and Section 2307. Show ties, #9 wire in horizontal joints, etc. FOUNDATION Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. The soils engineer recommended that helshe review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." STRUCTURAL Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. 23. 24. 25. 26. 27. 28. 29. Carlsbad 010483 February 20,2001 Per UBC Section 2321.4, provide the following note on the plans if trusses are used: “Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the fbllowing information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses.” Recheck the header schedule on sheet S4.1 of the plans. There are’two H-8 shown. Provide Structural calculations for the roof header H-8 at roof lever. Refer to sheet S4.1 of the plans. Provide structural calculations for the floor header H-9 at the third level floor framing. Refer to sheet S3.2 of the plans. Show the required footings of the interior bearing walls as called out on sheet 27 of the structural calculations. Refer to sheet S2.1 of the plans. Sheet 29 of the structural calculations calls for the light pole. Clearly show the location of these. Show also the construction details on the plans. Sheet 30 of the structural calculations calls for footing design for the satellite. Clearly show the location on the plans. Show the construction details. DISABLED ACCESS Provide note and details on the plans to show compliance with the enclosed Disabled Access Review List. 30. 31. 32. 33. ADDITIONAL Revise the building height shown on the cover sheet of the plans. Complete and recheck the call-outs of the details. Please see the following corrections for electrical, plumbing, mechanical and energy. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Carlsbad 010483 February 20,2001 34. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 0 No 0 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 Abe Doliente at Esgil Corporation. Thank you. + ELECTRICAL PLAN REVIEW + 1996 NEC + PLAN REVIEWER: MORTEZA BEHESHTI 1. Show the available fault current (kc) from the serving utility co. and at the equipment where kc exceeds 10.000 amps. 2. Correct main service size discrepancy on sheet E5.1 between specific note #6 and main panel "MDP" schedule on the same sheet. 3. Include panel "GIB" on single line panel schedule shown on sheet E5.2. 4. Complete the "MDP load summary total on sheet E5.1. 5. Specify the wiring method you intend to use for this project. Indicate the type of conduit to be used when exposed or buried underground, etc. (i.e., EMT, Metal Flex, NMC etc.). NEC 110-3(a) and (b) 6. On sheet E4.2 show the actual dimensions of the main and pull section(s) of the service equipment as shown on sheet E5.1 detail #8. The required clearance in front of the equipment will then seem non code compliant. Please correct. NEC 1 10-1 6(~). 7. Submit complete panel schedule(s) for panels "PH", "G4A and "G4B". 8. Each commercial building and each commercial occupancy accessible to pedestrians shall be provided with at least one outlet in an accessible location at each entrance to each tenant space for sign or outline lighting system use. NEC 600-5(a) 9. Receptacles on the property shall be located at least 10 ft from the inside walls of a pool or fountain. NEC 680-6(a)(I) Carlsbad 010483 February 20,2001 IO. Note the following requirements on the prints for panelboards supplying fire alarm equipment: Lockable cover, identified circuit breaker (red), and a breaker "lock-off device to be installed. 1 1. Rebar or ground rods are not acceptable grounding electrode@) for commercial applications in the City of Carlsbad. Please describe what the "UFER ground will be. (footage, conductor material and size, depth in footing) .Furthermore, correct the detail on sheet E4.2 or remove the detail while completing the grounding detail on sheet E5.1. 12. Provide a disconnect for each sign. NEC 600-6 13.Show the elevator pit and elevator machine room outlets and provide GFI protection for receptacle outlets in the elevator pit and the elevator machine rooms. NEC 620- a5 14. If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and " The overcurrent devices shall be AIC rated per manufacturers. labeling of the electrical equipment". Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWR Glen Adamek 1. Each sheet of the plans must be signed by the person responsible for their preparation. Business and Professions Code. The licensed designer must sign each sheet of the plans. 2. The City Building Official to review evidence of Health Department approval (for swimming pool). 3. The water heater must be separated from the rest of the building with a one-hour fire separation as per UBC, Section 302.5. 4. Show the required ceiling rated fire dampers at duct openings in the fire rated ceiling membranes. UBC, Section 713.1 1 #4. 5. Flue (water heater vent) may not penetrate the fire rated ceiling membranes of floorkeiling or roofkeiling systems. UBC, Section 710.3. Carlsbad 010483 Februarv 20.2001 6. 7. 8. 9. IO. 11. 12. 13. 14. 15. CGrrect-detail 5 on sheet M3.2 to show required fire rated shafts for the duct openings through the floor systems. UBC, Section 71 1. Correct detail 5 on sheet M5.2 to show required fire rated shafts (duct chase). UBC, Section 71 1. Correct detail 5 on sheet A8.6 and detail 19 on sheet A8.4 to show required fire rated shaft for flues. Provide smoke and fire dampers at duct openings in required fire rated shafts. UBC, Sections 713.10 and 713,l 1. Correct detail 5 on sheet M5.2. As per UBC, Section 71 1.5: “rubbish and linen chutes shall terminate in rooms separated from the remainder of the building by an occupancy separations having the same fire resistance as required for the shaft enclosure, but not less than one hour. Openings into chutes and chute termination rooms shall not be located in corridors or stairways.” Please correct Trash # 1019 and Housekeeping # 101 8. Both chute termination rooms. Obtain approval for the drainage of the elevator pit to the sewer system through the sand and oil interceptor. See detail 8 on sheet M5.2. Provide written approval for the proposed system including interceptor sizing. The windows are undersized for the required light and ventilation for the Guestrooms Type “G”, “I”, and “L. Please correct. PLUMBING (1997 UNIFORM PLUMBING CODE) Provide a plumbing fixture schedule to clearly show each fixture type for each fixture symbol. Detail the “Wet Vent Fixture Venting” as per the notes on sheets M4.1 and M4.2. “Note: Provide wet vent fixture venting where allowed by governing code.” Correct the Plumbing Riser Drain and Waste drawings on sheets M4.1 and M4.2: a) Plans show drain lines draining into trap arms. Please correct. b) The plans show fixture traps without the required vents. Please correct. c) The plans show two traps into one trap arm, which is not allowed as per UPC. Section 1001 .I. Please correct. Carlsbad 010483 Februarv 20,2001 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. Cirrectthe site plumbing plans on sheet C0.3: a) Show the building sewer slopes to comply with UPC, Section 718.1 and b) Show the building sewer cleanout spacing as per UPC, Section 719.1. UPC, Table 7-8. c) Show the location of the gas meter. d) Correct detail 9 on sheet M5.2. Provide listing data for the proposed “Glue Fittings to be used with Metallic Piping? Please show the elevation of the upstream sewer manhole cover. As per UPC, Section 710.0, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the public or private upstream manhole rim elevations. Only fixtures with flood rim levels below the public upstream manhole rim elevation may flow through a backwater valve. Provide a table to show the water and sewer demands. Clearly show each fixture type, the number of each fixture type, fixture units of each fixture type and the total fixture units. UPC, Tables A-2 and 7-3. And check the water, drain, waste and vent piping sizing. Provide gas line plans and calculations, showing gas pressures, pipe lengths and gas demands. UPC Section 1217.0 PVC condensate piping is not permitted as per CEC in a 3 story R- occupancy building. Please correct. The plans show floor drain under the ice machine in the Laundromat #1007. As per UPC, Sections 1006.0: “The drain inlet shall be so located that it is at all tines in full view.” Please detail. Provide listing data for the proposed single Draft Inducer serving two water heaters as shown in detail 16 on sheet M5.1. Provide listing data for the proposed “P.V.I. Power Gas Water Heaters” showing requirements to allow two water heater vents to be combined into a single vent system. Provide sizing calculations for the trench drain in the Laundry Room # 1004 used as indirect waste receptor for the clothes washer. Provide the clothes washer installation booklet showing sizing design requirements for the indirect waste receptor (trench drain). Showers and tub-shower combinations, control valves must be pressure balance or thermostatic mixing valves. UPC Section 420.0. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. Carlsbad 010483 February 20,2001 The floor drain does not have a basin designed to prevent splashing ice machine drain lines indirected to the floor drain. UPC, Section 804.1. Please correct. Detail how floor drain trap seal is to be maintained. UPC Section 1007.0 (floor drain trap primers). The water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush, UPC, Section 402.3,and shall meet performance standards, established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). The urinals and associated flushometer valves, if any, shall use no more than one gallon per flush, UPC, Section 402.4,and shall meet performance standards established by the American National Standards Institute Standard AI 12.19.2. H & S Code, Section 17921.3(b). Show the drinking fountains and toilets to serve the swimming pool as per the Health and Safety Code. Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603.4.18. Show main roof drainage sizing and overflow roof drainage sizing as per UBC, Section 1506, and UPC, Chapter 11. MECHANICAL (1997 UNIFORM MECHANICAL CODE) Provide required independent ventilation or air conditioning system of elevator equipment room to prevent the overheating of the electrical equipment. UBC, Section 3005.1. Please correct. The fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601 .I .I As per UMC, Section 404.1, #8. Return air shall not be obtained from a corridor, exit passageway or exit enclosure required by the Building Code to be of fire- resistive construction. Please correct. Detail the exhaust outlet clearances as per UMC, Section 504.6. Dryer exhaust and exhaust fan ducts from bathrooms and restrooms. ENERGY CONSERVATION As of July 1,1999 the new 1998 Energy Standards must be used. Not the 1995 Energy Standards. The lighting design on sheet E6.3 is from the 1995 Energy Standards. 38. 39. 40. 41. 42. Carlsbad 010483 February 20,2001 Correct the Mandatorv Measures Checklist on sheet E6.3. The Title 24 Part 2 no longer has the energ; sections in chapter 53. The Section numbers are incorrect. The corrected, completed and signed PERF-I, ENV-1, LTG-1, and MECH-1 forms must be imprinted on the plans. The Documentation Author and the Principal Envelope Designer must sign the ENV-1 form. The Documentation Author and the Principal Lighting Designer must sign the corrected LTG-1 form on sheet E6.3. The Documentation Author and the Principal Mechanical Designer must sign the MECH-1 form. Note: If you have any questions regarding this plumbing, mechanical and energy 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. DISABLED ACCESS REGULATIONS GROUP R OCCUPANCIES -- (Not privately funded apartments buildings): 1. Hotels, Motels, Inns, Dormitories, Resorts Homeless Shelters, Halfway Houses, Transient Group Homes and similar places of transient lodging shall comply with the following provisions per section 11 11 8.4. 2. Fully accessible guest rooms and suites shall incorporate the requirements, together with their sanitary facilities as per the following items and Table 118-3. Accessible suites of rooms shall be dispersed among the various classes to provide a range of options regarding room size, cost, amenities and number of beds. All rooms shall comply with section 11 11 8.4.5 for hearing impaired guests. a) 1 for each 25 rooms up to 100. b) 1 for each additional 50 rooms up to 200. c) In addition to rooms required above, the same number of rooms shall be provided with the following features: i) Auxiliary visual alarms in compliance with section 11 11 8.4.5.1. ii) Visual Notification Devices to alert the room occupants of incoming telephone calls and a door knock or bell. These devices shall not be connected to auxiliary signal appliances. accessible electrical outlet within 48 to allow the use of a text phone. iii) Permanently installed phones shall have volume controls and an Carlsbad 010483 February 20,2001 3. 4. 5. 6. 7. 8. Accessible rooms with roll-in showers shall be provided as follows: a) 1 for between 51 and 100 rooms. b) 2 for between 101 and 200 rooms. c) 3 for between 201 and 300 rooms. Accessible sleeping rooms shall provide 36 clear width maneuvering space along both sides of a bed, or between two beds. Public rooms and common use areas shall be made accessible as required by other sections. Section 11 11 8.2. Recreational facilities, when provided, including swimming pools, shall comply with sections 1 1048.4.3 and 1 1328.2. Section 1 11 1 8.3. Bathrooms in the accessible rooms shall comply with the following: a) Doors shall not swing into the required clear floor space for any fixture. b) There must be a minimum clear floor space of 30" by 60". The clear floor spaces at fixtures and controls, accessible route and turning space may c) Water closets must comply with sections 1 1 158 and 1502.0 of the overlap. California Plumbing Code. This will require the following clearance: i) 260" diameter (or the T-shaped space from Figure 118-12. Bathrooms in all remainina units shall comply with the following: a) All bathroom fixtures shall be in a location that allows a person using a wheelchair measuring 30 " by 48 to touch the wheelchair to any lavatoly, urinal, water closet, tub, sauna, shower stall and any other similar sanitaly installation if provided. shall be either sliding doors or shall be huna to swina in the direction of earess from the bathroom. b) All bathroom entrance doors shall have a clear opening width of 32" and Carlsbad 01-483 February 20,2001 - City of Carlsbad BUILDING DEPARTMENT NOTICE OF REOUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 01-483 Job Address or Legal Description 1050 Grand Ave. Owner Extended Stav America Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perfom the special inspections on each of the items indicated on the reverse side of this sheet. (over) “.I City of Carlsbad A. P. C. Carlsbad 010483 February 20,2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 010483 PREPARED BY: Abe Doliente DATE: February 20,2001 BUILDING ADDRESS: 1050 Grand Ave. BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR Valuation Reg. VALUE ($) PORTION ( Sq. Ft.) Multiplier Mod. Air Conditioning Fire Sprinklers TOTAL VALUE 3,372,003 - . .. 1994 UK Pbn Check Fee .. . . ... ~ .. ... %8.076.6d Trpe of Review: Complete Review 0 Structural Only 0 Repettthre Fee 0 Other Repeats . iI Hoully Hour@)' Esgil Plan Review Fee Comments: Sheet 1 of 1 macvalue.doc c pu I /I p-P / ,i City of Carlsbad BUILDING PLANCHECK CHECKLIST BUILDING ADDRESS: ASSESSORS PARCEL NU 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 oftice 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. a Rightdf-Way permit is required prior to construction of the following improvements: ttached report of deficiencies A'ITACHMENTS p 0 Dedication Application 0 Dedication Checklist 0 Improvement Application Address: 1635 Faraday Avenue, Carlsbad, CA 92008 0 Improvement Checklist Phone: (760) 602-2741 0 Future Improvement Agreement 0 Grading Permit Application Parcel Map No: 0 Grading Submittal Checklist Lots: Name: KATHLEEN M. FARMER City of Carlsbad CFD INFORMATION 0 Right-of-way Permit Application Recordation: 0 Right-of-way Permit Submittal Checklist Carlsbad Tract: and Information Sheet 0 Sewer Fee Information Sheet H:wo~~~~I&%arlsbad, CA 9200$7314 0 (760) 602-2720 FAX (760) tOz-!BSQ @ -4 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines 1. Existing or proposed water service E. Easements J. Existing or proposed irrigation service / on 2. Show on site plan: / A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive percent towards an adjoining street or an approved drainage course. 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 1 A. Site address B. Assessor's Parcel Number C. Legal Description For commerciallindustrial 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 2 b mw BUILDING PLANCHECK CHECKLIST 0 0 4b. All conditions are in compliance. Date: REQUIREMENTS 00 5. Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.ooo, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ~~~ ~ prepare the appropriate legal description together with an 8 %” x 11” plat map Dedication required. Please have a registered Civil Engineer or Land Surveyor and submit with a title report. All easement documents must be approved and signed by owner@) 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 a be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS no 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 $75.ooo, pursuant to Carlsbad Municipal Code Section 1a.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public appropriate improvement plans and submit them together with the requirements improvement requirements. A registered Civil Engineer must prepare the on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the 3 BUILDING PLANCHECK CHECKLIST I= 2ND 3" accepted. Improvement plans must be approved, appropriate securities posted checklist must be submitted in person. Applications by mail or fax are not and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 0 0 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 $280 so we may must be signed, notarized and approved by the City prior to issuance of a prepare the necessary Neighborhood Improvement Agreement. This agreement Building permit. Neighborhood Improvement Agreement will include the following: 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 0 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective improvements found adiacent to buildina site must be repaired to the satisfaction of the Citv Inspector orior to occupancv. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 0 0 0 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil attached. NOTE: The Gradina Permit must be issued and rouah aradinq Engineer must be submitted together with the completed application form approval obtained prior to issuance of a Buildina 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.) 4 RI Mm * 1 ST 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST 2ND 3" 00 00 00 no 00 , 000 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way andlor 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 drain, sewer and water utilities. Right-of-way permit required for: 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 Camino 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: IO. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever fees are attached 13 No fees required WATER METER REVIEW 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. 5 R.r. 111(100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD If 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. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 0 0 0 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: 1. 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". The irrigation service should look like: H-0-7 .~ ~ . STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the servicelmeter 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 3. In general, all major sloped areas of a subdivisionlproject 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 I= 2ND BUILDING PLANCHECK CHECKLIST 3m service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 0 12c. Irrigation Use (where recycled water Is available) 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 Authorit$ (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. / "p 13. Additional Comments: 7 ~.r.7nym ', ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. 0 Calculation based on building plancheck plan submittal. Address: Bldg. Permit No. Prepared by: 1 LJ Date: 7 /\'flo ' Checked by: Date: EDU CALCULATIONS: List types and square footages for all us - Sq. Ft@ /d 6 - a [LIS Types of Use: Sq. FtJUnits: EDU's: ADT CALCULATIONS: List types and square footages Types of Use: Types of Use: Sq. FEES REQUIRED: 9.H- YO 91 $ WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 0 NO 0 1. PARK-IN-LIEU FEE PARK AREA & #: FEEIUNIT: X NO. UNITS: 0 2. TRAFFIC IMPACT FEE ADT'sIUNITS: 9 I 4 X FEEIADT: 37 =$ 0 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 - DIST. #2 - ADT'sIUNITS: X FEEIADT: 0 4. FACILITIES MANAGEMENT FEE ZONE: UNITISQ.FT.: X FEEISQ.FT.IUNIT: =$ 0 5. SEWER FEE EDU's: /o BENEFIT AREA: EDU's: X FEEIEDU: =$ 0 6. SEWER LATERAL ($2,500) =$ 0 7. DRAINAGE FEES PLDA HIGH /LOW ACRES: zr \' X FEEIAC: 27 xq =$ 0 8. POTABLE WATER FEES METER FEE SDCWA FEE IRRIGATION - " 1 of2 Additional fees- CB010483 1457 08/03/2001 Entered Date Amount Fee Item Description Use Id SERV INSTAL FEES @40 ($560.00) J 08/03/2001 SDCWA FEE 807 ($8,016.00) J 08/03/2001 Credit given on previous KFARM MAJOR FACILITIES 870 ($9,600.00) 08/03/2001 Notation dwellings on these parcels paid on demos residences dwellings on these parcels KFARM Credit given on previous paid KFARM Giving credit for SDCWA fee / Total Rows: 3 Page 1 From: Lori Rosenstein To: Kathleen Farmer Date: 7/6/01 9:57AM Subject Re: Extended Stay America Kathy: The conditions are being sent inter-office mail. Our records indicate four single-family residences and two accessory structures previously occupied the site. Let me know if you have any further questions. Lori >>> Kathleen Farmer 07/05/01 01 :14PM >>> Do you have a copy of the Engineering Conditions for the Extended Stay @ 1050 Grand Av. Also, do you Hi Lori, know if only one dwelling exist on those parcels. I want to give credit for existing dwelling(s). If not yours, please forward. Tks! Kathy Eng. Counter a L To: From: Pepper Godfrey Date: 7/24/01 3:27PM Subject: Extended Stay America Hi Kathy, use which allows you to list the credited capacity fees then enter the new fees. If you can get one of these I would check with Michele and see how she would like to handle this. The SDCWA has a form you could forms from the SDCWA, you could mail the completed form with your quarterly reporVpayment (I'm sorry I don't have these forms laying around any longer). Then in Permits, you could assess the additional fees and enter payment under 840 for meter and 807 for SDCWA. I have a feeling the SDCWA would prefer us to make the adjustment rather then them having to hassle with refunding the customer, especially when were talking about a different applicant. Just a thought. . . . . . .but didn't we put a "credit"fie1d in Permits in case this situation came up . . . . or. . . .am I just thinking this conversation sounds familiar????? Let me know. , . Pepper >>> Kathleen Farmer 7/24/01 11:02:38 AM >>> Hi Pepper, On the Extended Stay America (1 050 Grand Av) they are getting two 2" potable meters. This would run $52,502 . The four 5/8 meters existing would be $18,176. Should I charge them the $52,502 for the two 2" meters and have them apply for a refund on the 5/8 meters rather than try to credit the permit? Tks for your help. Kathy Kathleen Farmer Pepper Godfrey pgodf@ci.carlsbad.ca.us >>> Pepper Godfrey 07/13/01 01 :45PM Hi Kathleen, There were (4) 5/8" meters servicing the single family residences you refer to. Therefore, applicant would Agricultural meter at this site. . . . this meter was a "loan" meter so there would NOT be any credits owed be entitled to connection, meter, and SDCWA fees applicable to a 5/8 connection. There was also a 1" to applicant. For reference, utility billing records show the addresses as 1026 Grand Av, 1050 Grand Av, 1085 Laguna Dr, and 1091 Laguna Dr. Utility billing account numbers are 902200-04, 902100-04, 1101300-03, and 1101400-03. (The account number for the loan meterwas 1101500-02 @ 1000 Laguna Dr) If you have any further questions, please feel free to contact me Thank you, Pepper >>> Kathleen Farmer 7/6/01 12:02:27 PM >>> Hi Pepper, A new Extended Stay America is being built at 1050 Grand Av. This includes 4 parcels which had 4 single family residences on. Would there be any credit on the water meters or connection fee? Tks, Kathy . . To: From: Pepper Godfrey Date: Kathleen Farmer 7/13/01 1 :46PM Subject: Re: Extended Stay America Hi Kathleen, There were (4) 518" meters servicing the single family residences you refer to. Therefore, applicant would Agricultural meter at this site. . . . this meter was a "loan" meter so there would NOT be any credits owed be entitled to connection, meter, and SDCWAfees applicable to a 5/8" connection. There was also a 1" to applicant. For reference, utility billing records show the addresses as 1026 Grand Av, 1050 Grand Av, 1085 Laguna Dr, and 1091 Laguna Dr. Utility billing account numbers are 902200-04,902100-04, 1101300-03, and 1101400-03. (The account number for the loan meter was 1101500-02 @ 1000 Laguna Dr) If you have any further questions, please feel free to contact me. Thank you, Pepper >>> Kathleen Farmer 7/6/01 12:02:27 PM >>> . Hi Pepper, A new Extended Stay America is being built at 1050 Grand Av. This includes 4 parcels which had 4 single family residences on. Would there be any credit on the water meters or connection fee? Tks, Kathy cc: Michele Masterson PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Q) - dV6 3 Address /om [d2#.9 A#& 7 P" Q L, ? Planner Van Lynch Phone (760) 602-461 3 3' Type of Project & Use: LZAL 7s 2 1' APN: &X- -/X (6 63 4 17 -! J CFD (i o t #=Date of participation: - Remaining net dev acres: 0 BBB Net Project Density: lo/n DUIAC Zoning: u/2/p? General Plan: U/L Facilities Management Zk: 3 Cir 222 3s EZIP kZb (For non-residential development: Type of land used created by this permit: 1 zvu 3zB b Legend: Item Complete 0 Item Incomplete - Needs your action DATE OF COMPLETION: Y/W& Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO - TYPE &k?-p 0 Environmental Review Required: YES >( NO - TYPE IM M.9- PPROVAURESO. NO. ~PB ~W~DATE A- 26 -m OJECT NO. qG4( OTHER RELATED CASES: Compliance with conditions or approval? f not, state conditions w equire action. nditions of Approval " r Project site located in Coastal Zone? YES- NOK CA Coastal Commission Authority? YES - If California Coastal Commission Authority: Contact them at - California Coastal Commission San Diego District, 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402, Phone: 619- NO- 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 #: - Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum 2) Compkte coastal Permit Determination Log as needed. Floor Plans). cs/b 0 lnclrssionary Housing Fee required: YES - NO A [Effective date of lnclusionary Housing Ordinance - May 21, 1993.1 Data Entry Completed? YES - NO IAIPIDs, Actibity Maintenance, enter CBX. toolbar, Screens. Housing Fees, Construct Housing YIN. Enter Fee. UPDATE!) - Site Plan: 0 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. d;] 2. Provide legal description of property and assessor's parcel number. / Zoning: @ 0 0 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown d/O 0 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required r Shown -/ /O Ob D 3. Lot Coverage,: . 1 Required , >, Shown ', OATE TO FROM RE6AROIN6 REMARKS mcg architecture April 11, 2001 Van Lynch, City of Carlsbad Planning Department Juan Vazquez Project Manager 1050 Grand Ave, Carlsbad, CA ESA #8831 MCG Project No. 00.594.01 Regarding Plan Check No. CB01-0483, thanking you inadvance for all your help. Per your email dated March 20.2001. EQ1. Provide construction materials for the satellite dish screen. eal. See sheet A2.OB detail 8, which indicates finish materials. EQ2. Can you provide details on the exterior light fixtures with shields? ea2. Added note on sheet A2.0, stating all exterior light fixtures to be shielded. EQ3. Please place a note on the plans that the compact space will be labeled as "Compact" with 6" letters painted on each compact space. ea3. Added note on sheet A2.0, and label each compact space. Buildine Plan Check Review Checklist Additional Comments: 91. Provide construction materials purposed for satellite dish screen. Al. See comment above "eal". QZ. Provide noise study for the pool equipment to show less than 60 DCEL at property line. A2. See Acoustical Analysis Report, dated March 26,2001, page 6 (Exterior). Q3. Lighting plan should be revised to provide minimum light on westerly parking area & to be shielded to reduce the amount of light off-set. Provide light fixture and purposed shields. Memorandum 1050 Grand Ave, Carlsbad, CA ESA #8831 April 11, 2001 Page 2 A3. See comment “ear Q4. Compact spaces shall be labeled “compact” provide note on the plans. A4. See comment “eal” QS. Civil C0.7? not provide. AS. Sheet not provided, removed from title sheet. CC Rick Gaylord, MCG Long Beach PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Q/ - 3 Address /om (d&wO Planner Van Lynch Phone (760) 602-461 3 APN: Zb3-iW-lZf8,w 63q Type of Project & Use: hu7-&L Net Project Density: DUlAC Zoning: dk/@? General Plan: U Facilities Management Zbne: I 22 E SSa I 1 CFD #=Date of participkn: - Remaining net dev acres: o (For non-residential development: Type of land used created by this permit: 1 EZFi cc s Legend: . Item Complete Item incomplete - Needs your action Environmental Review Required: YES x NO - TYPE m DATE OF COMPLETION: ~/WbO Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES &" NO - TYPE & /2-p PROJECT NO. 4441 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ZI(%33h w(rc/Ld~ C/w-rPbd, , Ltwd ~cA&k.d APPIW!AL @ 0 0 Coastal Zone AssessmentlCompliance Project site located in Coastal Zone? YES- NOX CA Coastal Commission Authority? YES- NO If California Coastal Commission Authority: Contact them at - California Coastal Commission San Diego District, 7575 Metropolitan Drive, Suite 103. San Diego, CA 92108-4402, Phone: 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 #: - Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum 2) Complete Coastal Permit Determination Log as needed. Floor Plans). From: To: Sent: Subject: Van Lynch [Vlync@ci.carlsbad.ca.us] Tuesday, March 20,2001 1:18 PM Jvazquez@mcgarchitecture.com Carlsbad ESA Juan: plans are: I left you a phone message today regarding the Carlsbad ESA. The planning comments I'm looking for to be made on the 1. Provide the construction materials for the satellite disc screen. The note should be the same as the pool building note on A2.OA.5 (plaster over block and match building color 2. Can you provide details of the exterior light fixtures with shields? 3. Please place a note on the plans that the compact spaces will be labeled as "Compact" with 6 inch letters painted on each compact space. I appreciate the label on the plans too. Thats it. Thanks for your attention to these items. Give me a call, or e-mail, if you have questions. Van Lynch Associate Planner City of Carlsbad Vlync@ci.carlsbad.ca.us (760) 602-461 3 " & 0 lnclusionary Housing Fee required: YES - NO 2- (Effective date of lnclusionary Housing Ordinance - May 21, 1993.1 Data Entry Completed? YES - NO (AIPIDs, Activity Maintenance. enter CBX, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee. UPDATE!) - Site Plan: do 0 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. o/o 0 2. Provide legal description of property and assessor's parcel number. 0 1. Setbacks: Zoning: Front: , '-" Interlor Slde: Required Shown Required Shown Street Side: Required Shown P& Rear: Required Shown 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required ,P Shown ./ [O Qlh 3. Lot Coverage: Required Shown 4. Height: Required L/o'f' Shown VO'r" Carlsbad Fire Department 01 260 ZsM 1635 Faraday Ave. Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Categoty: Building Plan Date of Report: 11/28/2001 Reviewed by: v Name: MCG Architecture Address: 12555 High Bluff Dr. Suite 150 City, State: San Diego CA 92130 Plan Checker: Job #: 01260 Job Name: Extended Stay Am. Bldg #: PCRO1260 Job Address: 1050 Grand Avenue Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. u Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and I or specifications required to indicate compliance with applicable codes and standards. u Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID FD Job # 01260 FD File # Carlsbad Fire Department 010483 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 6024660 Plan Review Requirements Categov: Building Plan Date of Report: 03/27/2001 Reviewed by: U Name: MCG Architecture Address: 835 Fifth Av #200 Plan Checker: Job #: 010483 Job Name: Extended Stay Amer. Bldg #: CEO10483 Job Address: 1050 Grand Avenue Ste. or Bldg. No. [XI Approved The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information andlor specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and I or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID . Carlsbad Fire Department 0104839483 1635 Faraday Ave. Fire Prevention Carlsbad. CA 92008 (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 02/26/2001 Reviewed by: hu U Name: MCG Architecture Address: 835 Fifth Av WOO City, State: Carlsbad CA 92101 Plan Checker: Job #: 010483, Job Name: Extended Stay Amer. Bldg #: CB010483 Job Address: 1050 Grand Avenue Ste. or Bldg. No. 0 Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. 0 Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID FD Job # 0104839483 FD File # Requirements Category: Building Plan r Requirement: Pending 05.32 Additional Requirements or Comments Page 1 02/26/01 Carlsljad Fire Department 0104839483 1635 Faraday Ave. Fire Prevention Carlsbad. CA 92008 (760) 602-4660 Plan Review Reviewed by: Name: MCG Architecture Address: 835 Fifth Av #200 City, State: Carlsbad CA 92101 Plan Checker: 0104839483 Job Name: Extended Stay Amer. Job Address: 1050 Grand Avenue Ste. or Bldg. No. See attached smoke fire damper policy. Smoke fire dampers to be approved by tire department and attached to tire alarm system. please confirm. POLICY October 25.2000 SMOKE FIRE DAMPERS Background -The 1997 California Building Code Section 713.10 has revised the actuation requirements for smoke dampers. Generally, smoke dampers are required to be actuated by either a smoke detector or a total-coverage smoke-detection system. Deputy Fire Marshals, Plan Checkers and Field Inspectors have found that stand-alone smoke detectors used to actuate these dampers are not listed with the California State Fire Marshal for that purpose. This complicates and extends the plan review process and causes delays in final inspection in the field. Therefore, until industry lists stand-alone smoke detectors for use in actuating smoke-fire dampers, the following policy will be used in the City of Carlsbad: Policy - Smoke fire dampers are required to be wired to an approved fh alarm system. Building plan submittals are required to note that the smoke fire dampers and smoke detectors that actuate the dampers comply with the above provision. A separate submittal to the Fire Department from a licensed fire alarm contractor is required for plan review of these systems. The submittal shall include floor plans, mechanical details of the dampers, wiring diagrams, permit fees, State Fire Marshal listings and manufacturer’s cut sheets on all devices. This policy may be reconsidered and modified when the smoke detector manufactums have listed these devices with the California State Fire Marshal for this specific purpose. Building permits including such stand-alone systems will not be issued until it can be demonstrated prior to permit issuance that all components of such systems are listed for their intended purpose by the California State Fire Marshal’s Oflice. >6k&Z24 Fire Marshal Approval /P - z5-zooo Date 1635 Faraday Avenue Carlsbad, CA 92008 (760) 602-4660 FAX (760) 602-8561 @ Siloarls Structural Engineering Corrsultant 3333 Urea Canyorr Road, Suite 115, Diamond Bar, CA 91 765 Tel: (909) 598-8218 Fax: (909) 598-8758 PROJECT NO.: DATE: TOTAL PACES: ARCHITECT: 645- -7 4 I Criteria ]I Rstaind wm Wallheightebovesail = l.WR = 4.00~ Slope Behind Wall = 0.W:l HeightdSoiIwuTm = 6.00in Sal Density = 1lO.Wpd wind al stem = 0.Opsf Soil Data Now Sdl Emring Equivaiml Flu* Prassure Mevlcd = 2,250.0 psf Heel Acuve PreaSUrB = 52.0 Toe ACHVS Pmsure = 52.0 Pssahr, Pnssure WaterheigMoverheel .1 0.0R = 350.0 Foding1JSal Friclbn - 0.400 1 sui height to isms fwpsasivepressure = O.00in I Footing Strengths 8 Dlmenslons 1 PC = 2,500 psi Fy = 80,oQo~l Min. As % Toe Widu, = 0.0012 Heel Width 5 0.00 n TolalFcdingWdth = .1 2.50 230- Fcding ThIfAnas8 I 12.M) In Key Width = 0.00 in Key osrth I 0.00 in KyDistareeffanTm = O.00R CwuBlTw = 3.M)in @Em.- 3.00 In i Design Summary Top Stun Slam OK 0.00 = 1,722 IW sbl Prayurn @ Toe = 1,745 psf OK 0 psf OK iy5 8.6 32.00 Edgs 1 m.5 0.374 ,480.3 553.6 7.1 30.w 51.5 Ti, rpeclfy your UUe block on TIW : Job Z these five Ilnor, use the SETTINGS Lhgnr. seirciion on the main menu and D.oerfptlan: enter your title block information will be printed on each page. scop.: Datw 9:18AM, 31 MAY01 2 ! RN. 5lOirn ~ IC, !?e?.?? t"E?.:,,lC "WC "l.o*l*yl, vu 11.3. 2I.I"n-LPI). wmn Cantilevered Retaining Wall Design -,,I _. ,- DaSWiptlOtl 4' MAX. RETAILING WALL [Summary of Overturning & Reelsting Forces 81 Moments h FMC. Diatanco Moment ..... RESISTING ..... 0.00 I 591.5 O.T.M. = 1,054.1 stem we) s uO.0 0.33 140.0 these nve lines, use the SEmNGS To specify your UUe block on selection on the main manu and enter your title block information will be printed on each pap. Onto: 9.16AM. 31 MAY01 Job # 3 I Criteria C Retained Hdght Wallhaight~soil = 1.00fl = 5.Wfl Slope Behind Wall = 0.00: 1 Hdght dSoil -Toe = 6.001n Soil Wi = 110.00pa Wind on Stem 0.0 psf Soil Data I AllW Soil Bearing = 2,250.0 ppf Eouivabl Flus Pressure Whcd = 52.0 = 52.0 = 350.0 = O.Ofl - 0.400 Soil he$m to igmm forpersivaprassure = 0.00 in Footing Strengths 8 Dimensions ll fC = 2.500 psi Fy = 60,oOopsi Min. As % = 0.0012 Tm Width * Hesl Wkilh = 0.00 R 3.50 Tc4alFmlingWdUl = -3.W FcUing Thckms - 12.00 in 0.00 In - 0.00 In 0.00fl - Ksym - Ksu Wh hty 8.00 t5 32.00 E4re 0.731 1,082.3 843.5 1.480.3 11.1 30" 51.5 10.21 84.0 5.25 D YeS - 25.78 in= 7.60 = 1.339 NOllWWeiehf ' these five Ilnes, use the SETTINGS To specify your UUe Mock on wiectlon on the main menu ad Tnh : mgnr: orwbtion: enter your tine block infomation 8Wpe : will be printed on each page. I Pw: Slb3Ul Dsecrigtlon 5' MAX. RETAINING WALL f Siloam Structural Engineering Consultant 3333 Bren Canyon Road, Suite 115, Diamond Bar, CA 91 765 Tel: (909) 598-8218 Fax: (909) 598-8758 PROJECT NO.: DATE: TOTAL PAGES: ARCHITECT: Sheet: I' 3333 Brea Canyon Rd. #I 15 - I Diamond Bar, CA 91765 Number: Dale: TEL(909)598-8218 Arcllilect: SILOAM Structural Engineering Consullanls 3333 Brea Canyon Rd. #I I5 Diamond Bar, CA 91765 TEL:(909)598-8218 '"' EM -Cdldsbx{ Number: Architect: Sheet: 2 Date: 3rea Canyon Rd: #I I5 md Dar, CA 91765 Number: 909)598-8218 Archilect: Date: 1 :LOAM Job E-sA - &YIc,kmt?(, C'A Sheet: 42 ructural Engineering Consultants ,amend Bar, CA 91765 33 Brea Canyon Rd; #I 15 3L(909)598-82 IS Number: Architect: Date: LOAM ructural Engineering Consultants i33 Brea Canyon Rd. #I IS iamond Bar, CA 91765 3L(909)598-8218 Number: Architect:, ffi Date: SILOAM Job ESA - CRYIS bA4, CA Sheet: r Structural Eneineerine Consultants 3333 Brea Canyon Rd; #I IS Diamond Bar, CA 91765 Number: TEL:(909)598-8218 Architect: Date: :turn1 Engineering Consultants LBreaCanyonRd~#115 nond Bar, CA 9 I165 Number: ,:(9091598-8218 Architect: Date: [LOAM Job E54 - C'~s\on,j, C 9 Sheet: ructural Engineering Consultants 7 I33 Brea Canyon Rd; #I 15 iamond Bar, CA 91165 EL(909)598-8218 Number: Architect: Date: 3333 Brea Canyon Rd: #I 15 Diamond Bar, CA 91765 TEL:(909)598-8218 Number: Architect: Date: 'SIL Stru 333: TEL Dial - Li I - .OAM ctural Engineering Consultants 3 Brea Canyon Rd. #I I5 I Job: €SA - C~v\sbJ, C.4 Sheet: fo ,/' , - ' smc SIL( 3333 Dialr TEL: - LA - 3AM 'Ob ES,+ - &y-(S bd , CA Sheet: ,iura1 Engineering Consultants Brea Canvon Rd. #I 15 fI lond Bar, kA 91 165 Number: :(909)598-82 I8 Architect: Date: ' SILOAM Job: €54 - CfidSLTd, cA Structural Eneineerine Consultants Sheet. 12 3333 Brea Canyon Rd. #I 15 Diamond Bar, CA 91765 TEL(909)598-8218 Number: Architect: Date: ___ \ - 3 m N __ r. 2 n P x N %- 0 4 2 m 0 In n 4 2 In 0 In M 4 2 In 0 In n 4 G 0 C W 0 D W - PO G 'm >N ap g. P k3 e ex D m- "r oG uo 0: -* oe 3. 0 n ?D mi W g. 2 0 a v) 2 wl x n 0 v) I- w .. SILOAM Job ESA - Gvk bd, CA Structural Engineering Consultants Sheet: el6 I I 3333 Brea Canyon Rd. #I 15 I I Diamond Bar, CA 9 1165 Number: TEL(909)598-8218 Architect: Date: I / ilLOAM Ictural Engineering Consultants 3BnaCanyonRd.#115 mond Bar, CA 91765 Number: >(909)598-8218 'Ob &SA - CDIvi~bh, CA Sheet: I8 Date: Architect: , ' HGI;AP WALL tXS\Gd : COtdT'u , .. i . SlLOAM 'Ob €54 - CdSbbrA, Clt Sheet: Structural Engineering Consultants 19 3333 Brea Canyon Rd. #I I5 Diamond Bar, CA 91765 Number: TEL(909)598-82 18 Architect: Date: SUw\p dALL PESlCrnl: CP~TW 1 " 'i.1 i - SI1 Stf 33: Dic TE - 5 L LOAM Job €SA - Cads bd, cA uctural Engineering Consultants I3 Brea Canyon Rd. # 1 15 unond Bar, CA 91765 L(909)598-8218 Sheet: z0 Number: Architect: Date: I I I c , SILOAM 'Ob €54 -Gavl5;ba\o( CA Sheet: 23 Structural Engineering Consultants I 3333 BreaCanyon Rd. #I15 Diamond Bar, CA 91165 Number. Date: TEL(909)598-8218 Architeet: ' c s' m = q5 \ %BreaCanyonRd.#115 nond Bar, CA 91765 Number: Date: .:(909)598-8218 Archikc!: i SILOAM 33: Dil TE < . Structural Eneineerine Consultants JO~ €34 -Cad sW, CA Sheet: 25 - - d c 33BreaCa\yonRi#Il5 mond Bar, CA 91765 ,L(909)598-8218 Number: Architect: L . Date: \ LOAM Job: ESA-Gu(&d Sheet: 26 uctural Enginwring Consultants I3 BnaC&yon Rda #I I5 unond Bar, CA 91165 Number: L(909)598-8218 Architect: Date: . " . ." . _. ." 09)598-8218 Architect: , SILOAM 'Ob: €9 -&IS bold, cq I Sheet: Structural Engineering Consultants 3333 BnaCanyon Rd. #I15 Diamond Bar, CA 91765 Number: I Dale: TEL(91 2 .? _I Foil - cc . LOAM Job. €SA - C&b&, cP, uctural Engineering Consultants 13 Brca Canyon Rd. #I I5 Sheet: 28 lond Bar, CA 91765 Number: (909)598-8218 Architect: Date: tt=s', R =5*5 .. I nd Bar, CA 9 1765 109)59842 18 Number: Archilcct: Dale: . A ! L Siloans Structural Engineering Consultant 3333 Brecr Canyon Road, Suite 115, Dirmond Bur, CA 91 765 Tel: (909) 598-8218 Fax: (909) 598-8758 PROJECT NO.: DA TE: TOTAL PAGES: ARCHITECT: i Brea Canyon Rd. #I I5 .. Rond Bar, CA 93.765 Nuniber: Dale: :(909)598-8218 Arcbilect: .LUA.M ruotural Engineering Consultants 33 Brea Canyon Ri. #I IS atnond Bar, CA 91765 Number: 3.&(909)598-82 I8 Archilect: Sheet: 2 Dale: , . ! LOAM Job: EsA - Cn~~b~43, CA Sheet: 3 ~ctural Engineering Consultants ;3 Brea Canyon Rd. #I I5 lmond Uar, CA 91765 Number: Date: L(909)598-82 I8 Architect: LOAM Job: E5A - GYtSbd, cA Sheet: 4 uctural Engineering Consultants 13 Bra Canyon Rd; #I IS lmond Bur, CA 9 I165 Number: Date: L:(909)598-8218 Architect: I SILOAM Job ESA - CO~YIS bod, CA Sheet: r lstructural Engineering Consultants I- 3333 Brea Canyon Rdl #I IS Diamond Bar, CA 9 I765 TEL(909)598-8218 Number: Architect: Date: ~ctural Engineering Consultants i3 Brea Canyon Rda #I I5 lmond Bar, CA 9 I765 L:(909)598-82 I8 Number: Architect: Date: 3 Brea Canyon Rd: #I 15 mond Bar, CA 91765 ~(909)598-8218 Number: Architect: Date: 3333 Brea Canyen Rd; #I 15 Diamond Bar, CA 91765 TEL(909)598-8218 t Number: Architect: Date: 133 Ulea c"llyc!ll Ki, N I I5 Iioluolld Uar, Ch 9 1765 El.:(909)598-82 I8 Number: Arcbilecl: Uule: SILOAM Slruclural.Engineeiing Consultants 3333 Brea Canyon Rd. #I 15 Job €SA- Gvlsdh4, CA Sheet: /o I TEL(909)598-8218 Diamond Bar, CA 91 765 Number: Archilecl: Dale: I . 7 SlL( slruc ,3333 Diam TEL, . - LA - Brea. Canyon Rd: #I I5 ond Bar, CA 91765 Number: (909)598-8218 Architect: Date: LOAM uctural Engineering Consultants ’ob €54 - Cnds dnd, GA Sheet: 12 13 Brea Canyon Rd. #I I5 unond Bar, CA 91 765 L:(909)598-8218 Number: Architect: Date: 3 1 ~ \ t. - 3 m ..__ - \ m 3 N ___ \ n 9 - 3 " - \ 3 u) W __ \ c) r. - 3 e 0 W 8 10 c) 4 2 N 7 Q ro c) 4 < 0 z u 2 $3 a Q a x >2 ZO ' 8 v) 5s. "'r O* LOAM Job: ESA - Gvk bod, CA Sheet: .uctuial Engineering Consultants b 33 Brea Canyon Rd. #I 15 amond'Bar, CA 9116.5 !L(909)598-82 I8 Number: Architect: Date: 3 Brea Canyon Rd. #I I5 nond Bar, CA 91765 Number: -. ,:(909)598-8218 ArcLiIect: Date: - SIW Slruc 3333 Dial1 TEL - I st L 1 - DAM :tutal Eneineerine Consultants Breq Canyon Rd. #I I5 lond Bar, CA 91165 :(909)598-8218 Number: Architect: Sheet: 18 Date: 0 @ ........... 2:(909)598-8218 Architect: SlLPAM 'Ob: ESA -CAykb&d, GI% Sheet: Structural Engineering Consultants 19 3333 Brea Canyon Rd. #I 15 ! Diamond Bar, CA 91765 TEI i i I Number: Date: 1 - SI 1 '! - I )x L J LOAM Job: E;SA - Cahbd, cA Sheet: 20 uctural Engineering Consultants 33 Brea Canyon Rd. #I 15 amond Bar, CA 9 I765 Number: .L(909)598-8218 Date: Architect: SILOAM ’Ob: ESA - Cads Id, cA Sheet: Structural Engineering Consultants Diamond Bar, CA 91765 3333 Bra Canyon Rd. #I I5 21 Number: Dale: TEL(909)598-8218 Architect: SHEAR I,” W51Lfd : C~~TL) DAM, Job ESA - cowls bd, cA Sheet: 22 :tutal Engineering Consultants Brea Canyo!) Ri. # I I5 londBar,CA91765 :(909)598-8218 Number. Architect: Date LOAM ' Job E5A -Cqylsbd Sheet: uctural Engineering Consultants d 24- 33 Brea Chyon Rd. #I I5 amond Bar, CA 9 1165 3L(909)598-8218 Number: Architect: Date: X)AM 'ob €~4"C&vlsb&fA, cA Sheet: 25 ctural Engineering Consultank 3.BnaCanyonRd4#115 nond Bar, CA 9 I165 Number: I ,:(909)598-821% Architect: . Date: . 3333 Bres &yon Rd; #I 15 Diamond Bar, CA 91765 Number: TEL(909)598-8218 Arcbilect: Date: lLOAM lruclural Engineering Consultonis 333 Brea Canyon Rd. #I I5 liamond Ear, CA 91765 Number: 8 'ob: Z5A GAY^ btd, cr\ Sheet: 2 7 'EL(909)598-8218 Dnle: Arcllilecl: Brea Canyon Rd. #I I5 lond Bar, CA 9 1165 Nuwber: :(909)598-8218 Arcllilecl: I Date: ~k.. -Ti"SS I.@S-o 6 Erp.7.7 w I tv lV ". - ~~~ ~ ~ f"298 'F12 SC139628A 11 1 9143137t Landmarklrvss and LumMlr. Abbotsford .X?" 6 OCl ITek Industries. Inc. Mon Mar 11 10 .. Zm ;; =:el-- loptionall .. I 2" 1 -94 , .os0 Scale = 1:17.3 4-0-0 3x8= 1x4 11 1x4 11 1x4 II 2 13 3 14 4 15 16 6 ............................ 1 ? r ....................... I t 4.76 , 514 , 1048 I 10.44 TCLL 1h.O LOAOING I sf1 SPACING 2-0-0 CSI DER Plate. lncrs..s 1.00 TC 0.84 in Ilocl Ildefl PLATES VanlLLl 0.12 7-8 >999 TCOL 12.0 Lumbar Increase 1 .OO BC 0.84 MI120 1971144 VenITLI -0.23 7-8 >537 BCLL 0.0 Rep Svesr lncr NO WB 0.84 HorzlTLl 0.04 7 nla BCDL 8.0 Code UBC97lANSI95 (Matrix) la1 LC LL Mi" Ildefl - 360 Weight: 42 lb GRIP LUMBER TOP CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud REACTIONS Ilblsizal 10-1209/0-2-12. 711222iMachanical BRPICING TOP CHORD Sheathed or 6-0-0 oc purlins. except end verticals BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. To " ,Truss " Truss Type - ___ " ~~~ Ad: 98 ~ FO9 scl39628 b FLOOR 5143137t. Candmark Truss and Lumber. Abbotsford. KC.. VZT-614 4.201 SR1 I Oct25 rier. hc. Mon Mar 11 10 .. 26 04 2C€ L .. 260 I 1-58 I P3 k 33" Scale = 1:39.2 I 21 17 16 15 3x6 = 3x4 1x4 II && 3x6 FP=lx4 11 FIELD REPAIR IS TO STUB THE RIGHT END 0-3-4 AND TO SHIFT THE BEARING 1. lnserl a 4x2 DF-N 2400 2.OE verlical member and a 4x2 spf 16501 1.5e diag. membra AT JT. 18 TO THE LEFT 0-6-8 AS SHOWN. 0-3-4 cut 10 a snug fit. See shaded member on dwp. 2. Anach 3%' CDX. STR. 1. plywood Quasets to each lace of truss with 10 d. common nails 10.148' x 3.0") @ 3" O.C.. 1 row. Note: 15/32, exp. 1. 32/16 span rated O.S.B. may be substituted for plywood. b 54-8 , e-lW , 9.1.10 , 14-94 154-8 I 2130 2130 Plate Mlsats IX.Yl: Weioht: 96 Ib In LC LL Min lldafl - 360 IMatrixl HorzlTLI 0.06 13 nle Code UBC97lANS195 WB 0.63 BCOL 8.0 Rep Stress lncr NO BCLL 0.0 Mil20 1971144 VenlTLl -0.42 20-21 >270 BC 0.84 Lumber incfeaae 1.00 TCOL 12.0 VertILLI -0.25 20-21 >445 TC 0.94 DEFL Platas Increase 1.00 CSI TCLL 40.0 PIATEB in Ilocl Ildefl SPACING 2-0-0 LOADING lpsfl I1s:o"~eI. 120P1~8.Edpe1. 122:0-0-8,01-81 4:0-1-8.EdpeI, 190-1-8,Edpel. GRW LUMBER TOP CHORD 4 X 2 DF-N 2400F 2.OE BOT CHORD 4 X 2 SPF 165OF 1.5E WEBS 4 X 2 SPF Stud REACTIONS Ilb/rircl 13=809/0-3-12, 21-1097/Me,chanical, 18-194210-3-8 BRACING TOP CHORD Sheelhod or 6-0-0 oc purlins. except end verticals. BOT CHORD Rigid ceiling dlractly applied or 10-0-0 oc bracing. FORCES Ilbl . First Load Case Only TOP CHORD 21-22--209. 1-22--209. 12-13--108. 1-23--9, 2-23=-9. 2-24=-1737 4-25s-1737, 4-26-49. 5-26-49. 5-6-49. 6-27-49. 7-27-49. 7-28-- 9-29=-1923, 9-30=-1943. 10-30-.1943. 10-31--1943, 11-31=-1943, 13-14-1244 EM~NEERING CONSULTANTS 11-14-793, 7-16-853, 10-14--288. 8-16--247, 9-14-22, 9-15m.10 Imiiehb b?teflnk?86eonformance of the subniiital with BOTCHORD 20-21-1613, 19-20-1737. 18-19-1737.17-18-1172.16-17-1172. WEBS 6-18--332, 2-21 -.1810. 4-18--2016. 2-20-140, 3-20--107, 4.19- NOTES 11 This truss has been checked for unbalanced loadinp conditions. 21 Refer 10 girdcrlsl for truss to truss connections. 31 This truss has been desi nsd with ANSlrrPl 1-1995 criteria. 41Loadcassls11.4.5.6.~.B.9.10.11.12,13,14,15.18,17,1B.19.20. Building designer must review loads 10 wr* that they are correct for the ints 51 This truss has been designed for a movlng Concentrated load of 260.01b live a all panel points along the Top Chord, nonconcurrent with any other live loads. 61 Recommend 2x6 atrongbacks, on edge. spaced at 10-0-0 00 and faatened to each trus anached 10 walia at their outer ends 01 restrained by other means. 71 CAUTION. Do not erect truss backwards. eption Taken 0 See Notathns malion given and the design concept expressed in the %i LOAD CASEIEI Standard Exce t 11 ~100,: Lumber ~ncrease-1.08 Plate ~ncreese-1.00 Uniform Loads Iplfl 41 1st Sprinkler Load Lumber Inuease- 1 .k Plate increase- 1.25 Ven: 13-21--16.0, 1-6--224.0 6-12--104.0 Uniform Loads Iplfl Concentrated Loads IIbI Vert: 13-21--16.0. 1-12--24.0 Vert: 1 --300.0 Uniform Loads Idfl 51 2nd Sprinkler Load: Lumber i-sass-1.26. Plate hcrm.-l.26 Uniform Loads Iplfl Ven: 13-21--16.0, 1-6--224.0 6-12--104.0 41 1st Sprinkler Load Lumber Inuease- 1 .k Plate increase- 1.25 Uniform Loads Iplfl Volt: 13-21--16.0. 1-12--24.0 ~. .~ ~. -. . .- - Concentrated Loads IIbI Vert: 1 --300.0 Uniform Loads Idfl 51 2nd Sprinkler Load: Lumber i-sass-1.26. Plate hcrm.-l.26 0 Rejected 0 Revise and Resubmit 0 Returned iUlout Review 0 Submit Specified Item Date: 7[qdw By: &' CLIENT Pro ct Number: Consultant Project Number: MAR 1-1 2002 Concentrated Loads llbl Vert: 13.21--16.0, 1-12--24.0 ~ otv PlV 1 scl39628 b 5143137f LOAD CASEISI Uniform Loads lplfl vert: 13-21--16.0. 1-12=-24.0 Concentrated Load. Ilbl . __ ~ ~ 7) 4th Sprinkler Load Lumber Increeae- 1.25. Plate lncreaae- 1.25 Ven: 24-.300.0 Uniform Loads Iplfl Concentrated Loads Ob1 Vert: 13-21--16.0, 1-12--24.0 Vm: 25--300.0 81 5th Sprinklw ~oad Lumber Increase- 1.25. Plate Incresae-1.25 Uniform Load. Iplfl Vsn: 13-21--16.0. 1-12--24.0 Uniiorm Loads lplfl Concentrated Loads Ilbl Vert: 13-21 r-16.0. 1-12--24.0 Vert: 27 -.300.0 10) 7th Sprinkler Load Lumber InCreasa- 1.25, PIIe InCIea58.;1.25 Uniform Loads lplfl Vert: 13-21 --16.0. 1-12s-24.0 Concentrated Loada IIb) Uniform Loads lplfl Vert: 28=-300.0 11 1 81h Sprinkler Load Lumber Increase - 1.25. Plat. Increaae - 1.25 VIR: 13-21 --16.0. 1-12-.24.0 Concentrated Loads I ~ ~ Ibl Vwt: 29.;-300.0 ~. 121 9th sprinkler ~oad ~vmbsr lncreaae- 1.26. Rata Increase-1.25 Uniform Load. lplfl w-+ r?.719-16.0, 1-12=-24.0 vert: 3u=-300.0 Ibl 13) loth sprinkler ~osd Lumber Increase-1.25. Plat. Increase-1.25 Uniform Losda Ipifl Vert: 13-21--16.0. 1.12--24.0 Concentiaisd Load. Ilbl Uniform Loads Iplfl Concentrated Loads IIbl Uniform Loads Iplfl Concentrated Loads Ilbl Vert: 31 --300.0 14) 11th sprinkler Load Lumber Increase-1.25, Plate krcrease-1.25 Vert: 13-21--16.0. 1-12--24.0 Vert: 32--300.0 151 12th sprinkler Load: Lumbar Increase - 1.25. Plate hcreaaa - 1.25 Vert: 13-21-.16.0, 1.12-.24.0 Vert: 12--300.0 16) 13th Sprinkler Load Lumber Increase- 1.25. Plate Increase- 1.25 Uniform Loadr Iplfl Vert: 13-21--16.0. 1-12--24.0 Concsnt;did Loads llbl Vert: 1 --300.0 Uniform Load. lplfl Concentrated Loads lib1 Vert: 13-21--16.0. 1.12-.24.0 Vert: 1 --300.0 17) 14th Sprinkler Load Lumber Increaser1.25. Plne Increare-1.25 181 15th Sorinkler Load Lumbar lncreaae-1.25. Rete Increase-1.25 Unitorit Loads lplfl Concentrated Load. IIbl Van: 13.21--16.0, 1-12--24.0 Ven: 2--300.0 Unifwm Loads Iplfl Concemratd Loda Ilbl Uniform Loads Iplfl Vert: 13-21 --16.0, 1-12--24.0 Concentrated Loads IIbl Vm: 4--300.0 19) 16th Sprinkla Lo- Lumk lncrmase-1.25, PIete Increase-1.25 Ven: 13-21--16.0. 1-12--24.0 Van: 3--300.0 201 17th Sprinkler Lo- Lumber Increaser1.25, Rne hcreeee-1.25 211 18thSprinklsr Load: Lumber Increase-1.25, Rnelncreeaa-1.25 Unitwm Loads Ipltl Van: 13.21--16.0. 1-12--24.0 Concentrated Lods IIbI Van: 5--300.0 221 1 SIh ~rinklw Loa Lumber Increaser 1.25. mete Increw - 1.26 Unifwm Loads Iplfl Ven: 13.21--16.0. 1-12--24.0 IS 4.201 SRl S OCt 25 MAR .I. 1 2002 I " ! HAR 1 '1 2002 ri7 1I"IS - TWSS lVW -~ ~~ ~ otv Plv i: 198 scl39628 8431373 1 2 FLOOR FO9 landmark Truss and Lumber. Abbotsford, B.C., VZT-6L4 loptionall 4.201 SR1 s Oct 25 2(xn MiTek Industries, Inc. Mon Mar 11 10 26 04 .. .. ?TTJa- 24-0 1.54 I P3 Scale = 139.2 3x4 = 1x4 II 1x4 II 3x6= 1x4 iI 30 10 31 11 32 12, " . . "" . TOP CHORD BOT CHORD WEBS 4 4 4 X 2 OF-N 2400F 2.OE X 2 SPF 1650F 1.5E X 2 SPF Stud except end verticals. 10-0-0 00 bracing. FIEACTIONS llb/sizel 13-809/0-3-12, 21-1097IMschanic.l. 18-1942/03-8 FORCES IIbl - Fiat Load C~M Only TOPCHORO 21-22--209, 1-22--209. 12-13--108, 1-23-4, 2-23-79, 2-24-1737, 3-24--1737, 3-26~-1737 4-26--1737. 4-26-49, 6-26-49. 6-6-49, 6-27-49. 7-27-49. 7-28--1923, 6-28--1923, 8-29--\923. 9-29--1923, 9-30--1943. 10-30--1943, 1031--1943. 11-31--1943. 11-32-0. 12-32-0 BOTCHORO 20-21-1613,19-20-1737, lE19-1737,17-18-1172. 16-17-1172.15-16-1923.14-16-1923, WEBS 13-14-1244 6-18--332, 2.21 -.1810, 4-18--2016. 2-20-140. 3-20--107, 4-19-166, 11-13--1412, 7.18--1366. 11-14-793, 7-16-863, 10-14--288. 8-16--247, 9-14-22, 9-16-.102 NOTES 11 This truss haa bn checked for unb.lvred loading conditiau. 21 Refer to girderlsl for tm.8 to tws. comctiau. 41 Load caselsl 1. 4, 6, 6.3. 8. 9. 10, 11. 12, 13. 14, 16. 16, 17. 18. 19, 20. 21. 22, 23, 24, 26, 28 has ben modified. 31 This truss has been desi ned with ANSllTPl 1-1996 orherla. 61 This truss haa ken designed for a movinp concsntratmd load of 260.Mb live end 6O.Mb dead located at all mid panels and at 61 Recommend 2x6 strongbacks, on edge. spaced at 10-00 oc and inatEmd to each truss whh 3-16d nails. Strongbacks to b 71 CAUTION, 00 not erect tru" backwards. Buildinp designer must revisw loads to verdy that they ere corrm for the intendsd YM of thia vusa. all panel points along tha Top Chord. nonconcurrent with any other live loads. anached to walls at their outer end. or reatrained by othar mans. LOAD CASE181 Standard Except: 11 F~OQI: Lumber hcreaw-1.00. Pate l~ea~-l.W Uniform Loads lplfl Vert: 13-21--16.0. 1-6--224.0. 6-12--104.0 41 1st SDrinkler Load Lumbr Incrsus-1.26, mate Innear-1.26 MAR 1.1 2002 T?. I Truss I w18 Typs lLr:98 (FO~ QtV v FLOOR 2 1 1 sc 1 39628 8'43137'i Landmark Truss and Lumbsr. Abbotsford. 6.c.. VTT-6L4 4.201 Si71 loptionall I Ocl 26 ml MiTek Industries, kc. Mon Mar 1 .. .. 2 -<,a" LOAD CASES1 Uniform io& VWl: Concentrated _____ ..", Vsn: 24=-3W MAR .1.1 2002 MAR 1 '1 2002 J; --* T,"** Truss Type- - - ~. ~ f.."l98 F04A FLOOR SC139628 R1431371 EdEiZTruss and Lumber. fitsford. B.C.. VZT-6L nes, Inc. Mon Mar 11 10 L6 tRTD@ .. .. . .? p;6xl-- 2-60 1-7-14 Scale = 1:42.5 MIN 12 NAILS PER FACE 1x4 Ii 3x8 = 1x4 11 5-0-0 1x4 = 4x12 = 1x4 Ii 3x10 FP= 3x4 = 1x4 II &a= 1222 233 244 5 6257 268 279 28 4x12 = M 19 18 17 16 15 14 4x8 = 4x8 = 3d = 1x4 11 3x12.5M1116FP= 4x8 = FIELD REPAIR IS TO STUB RIGHT END 0-2.12 AS SHOWN. 1, Insert a 4x2 SPF 210M 1.8E vertical member CUI to a snug ti. See shaded member an dwp. 2. Attach X" CDX, STR. 1, plywood gus8ett 10 each face of truss wiIh 10 d. common nails 10.148' x 3.0'1 8 3' O.C., 1 row. NOIC: 15132. exp. 1, 32/16 span rated O.S.B. may be Iubmituled fw plywood. 3x8= 0-2-12 1 I logo , 12-1-14 , 251-14 I 25-1-14 mate Offsets iX.Yl: 1'8 7:0-1-8.Edgsl, 113:Ed~s,0-1-81, I2O:Ed~,01-8lr ElXtTB.O-l.81 :O-l-8,Edpsl, LOADING Ipsfl TCLL 40.0 SPACING 2-0-0 Wailrht: 109 Ib 1st LC LL Min Ildefl - 360 IMtrixI Coda UBC97lANS195 BCOL 8.0 1761121 HwzITLI 0.15 13 nla MI116 VeRITLl -1.09 16-17 >274 WB 0.94 Rep Stress lncr YES SCLL 0.0 MI120 1971144 BC 0.92 Lumber Increase 1 .W TCDL 12.0 VeRILLl .0.73 16-17 >408 in llocl ildefl TC 0.90 DEFL Plates Increase 1 .DO PLATES GFIW CSI LUMBER TOP CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD 4 X 2 DF-N 24WF 2.OE WEBS 4 X 2 SPF Stud WaNO TOP CHORD Sheathad or 44-8 oc purlins, except end vMk.ls. BOT CHORD Rigid ceiling directly appliad or 10-0.0 oc bracing. REACTIONS IIblsizaI 13-149810-3-8, 20-1492/Mechanicai NOTES 21 All plaIel are MI120 plates unless otherwi8e indicated. 11 This truss has been chocked for unbalanwd loading wndiiion8. 41 This truss has been designed with ANSIRPI 1-1 31 Refer 10 girderlsl lor truss to trY.8 Connmions. 51 This truss has been de8ipned for a moving cons 61 Recommend 2x5 strongbackr, on edge. spased all panel points dong the Top Chord. noncom attached to walls at their outer and8 or restmine 71 CAUTION, Do not erect tru88 backwatda. LOAD CASEIS1 Standard 0 Returned without Review 0 Submit Specified Item 0 Revise anu Resubmit I Bt be MAR .1-1 2802 280 148 t I Scale: 3/4"=1' 3x6 /I 5xa II 2xE II 6x6= GUSSET I?" x 12" II 10 2 11 3 12 4 13 5 8 .- -1 .. _1 9 3x8 = Ix4 11 THE PLATE AT JT. 6 MUST BE CLEAN CUT AN0 EOUIVELENT TO A 3x8 M1120. FIELD REPAIR IS TO STUB THE RIGHT EN0 0-1-8 AS SHOWN. Allaeh H' CDX, STR. 1, plywwd guams 10 each face Of 1rUSS wNh 10 d. common na116 10.148' x 3.0'1 1 ROW, 3' O.C. 0-1 -8 Note: 1Snz. exp. 1, 32/16 span rated O.S.B. may bo suba1ItUt.d for pivwood. _I* PIP^ ottsets iX,V: TCLL lh.0 2O-l-U.EdgeI. 17:0-1-8,EdgSl in (locl ildefl TC 0.88 CSI Plates Increase 1 .OO DEfL SPACING 2-04 LOADING 1 rfl HwrlTLI 0.03 8 nI0 IMMIIxI Code UBC97/ANS195 BCOL 8.0 WB 0.87 ~ap Stresa Imr NO VenITL) -0.34 8-7 >338 BCLL 0.0 8C 0.93 urnb bar Increaw 1 .OO TCOL 12.0 MllZO PLATES 1st LC LL Min l/d& - 360 Weipht: 50 Ib RRAC4NG BOT CHORD Ripid coilin0 directly applied of 10-0-0 oc bracino. VEIllLL) 4.19 6-7 >603 GRIP 1971144 LUMBER TOP CHORD 4 X 2 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end VertiCaII. BOT CHORD 4 X 2 SPF No2 WEBS 4 X 2 SPF Stud 9 FIELD REPAIR IS TO STUB THE RIGHT END 04-12 AS SHOWN. THE PLATE AT JT. 6 MUST BE CLEAN CUT AND EOUIVELENT TO A 3x3 M1120. 2. Attach K' COX. STR. 1. plywood gulwts lo each face of truss with 10 d. common nails 10.148" x 3.0") 0 3" O.C.. 1 row. Note: 16/32. exp. 1,32/16 awn med O.S.B. may be rubatituted for plywood. 3x8= 1. lnaert a 4x2 rpf no. 2 venic.l member cul to a anw fit. Sea ahaded member on dwp. 4 t 2-1w 4.44 0-4-1 9.04 ow I LOADING lpsfl Plate oflams 1x.YI TCDL 12.0 om cbl 2-0-0 Plate. Incr...e 1.00 TCLL 100.0 SPACING BOT CHORD 4 X 2 SPF No.2 WEBS TOP CHORD 4 X 2 SPF No.2 LUMBER Weight: 60 Ib tal LC U Mi lldefl - 380 IMnrlxl HwzITLI 0.03 S nla WB 0.68 Cod. UBC97/ANSI96 Rep Stress lncr NO BCDL 8.0 MI120 197HU VeRITLI 4.36 57 >316 BC 0.96 Lumbar Increare 1 .00 BCLL 0.0 PLAES GNP VMIILLI 4.21 57 >648 TC 0.93 in Ilocl Ildefl 4 X 2 SPF Stud REICTIONS Ilb/rize) 9- 1140/Machmical. 8- 1140IMschanicd FORCES Ilbl - Firat Load Caw On1 TOPCHORD 1-9--194. 6-6--278, 1-10-0, 2-10-0, 2-11--19U, 3-11m.1944, 3.12-.19U,C12-.1944,4.13-0, 6.13-0 WEBS BOTCHORD 8.9-1944.7-8-1944.6-7-1766 4-6--1963, 2-9--2163,4-7-211. 2-8-110, 3-7--96 BRACING TOP CHORD Sheathed w 600 oc pwlina, except end verticds. BOT CHORD RiQid ceiling directly applied or 10-0-0 oc bracing. sepr by:KRQZRN CORONa ~~r-82-81 10:15an from 9895491190) & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEBRS March 1,2001 KA Project No. 112-00066 Mr. ManO’Shea 2525 Cheny Avenue, Suite 310 ESA Services, Inc. Signal Hill, CA 90806 RE: Review of Plans Proposed Extended Stay America Hotel HI831 Grnnd Avenue near Hope Avenue Carlsbad, CaliPomia Dear Mr. O’Shoa: [n awordanoc with the request from Mr. Juan Vnzquez, of MCO Architsotvre, we have reviewed the plans for the abovereferenced project site. The document5 which were wived and reviewed consisted ofcivil plans (dated February 2001), Archidectural plans and SaVctUral details (dated October 25,2000). Based on our review, from a gcote:hnical point-of-view. the civil and mhiteotural plans and sttucml 2000. details are in compliance with the geotechnical w+ineering recommendations in the report dated October 4, If you have any questions, or if we may be of fu.%ler assistance, plcasc do not hesitate to contact OUT ofice at (909) 549-1 188. Respectfully submitted, I(RAuw & ASSOCIATES, INC. SouthemCalifornia Regional Manager UCE No. 52762 RSSnta cc: Juan Vatquez, MCG Architecturc - via ft.,: 626i796-9295 r r I- f 3- ENGINEERING GEOLOGY JI'JVBSTIGATION HOTEL NO. 8831 PROPOSXD EXTENDED STAY AMERICA GRANDAY&NUEM&ARHOPEAVENU& CARLSBAD, CALlFORNu PROJEm NO. 112-00066 OCTOBER 4,2000 Prepared for: MR. MATT o'sEI&A ESA SERVICES INc. 2525 CHERRY AVENUE, SUITE 3 10 SIGNAL HILL, CALIFORNIA 90806 Prepared by: KRUAN & ASSOCIATES, INc. ENGINEERING GEOLOGY DIVISION 226 NORTH SHERMAN AVENUE, SUITE A CORONA, CALIFORNIA 92880 (909) 549-1 188 wm & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 4,2000 KA Project. No. 112-00066 Mr. Matt O’Shea ESA Services Inc. 2525 Cheny Avenue, Suite 3 10 Signal Hill, California 90806 RE: Engineering Geology Invesligation Proposed Extended Stay America Hotel No. 8831 Grand Avenue near Hope Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request, we have completed an Engineering Geology Investigation for the above- referenced site. The results of our investigation are presented in the attached report. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-2200. Engineering Geologist Witb Ten Omeer Servhg The Wuhm United Stater 226 North Shcnnao Avaue. Suit0 A Corona CA 92880 (909) 549-1188 Fax: (909) 549-1 190 lIuoM6.BGI r r t- r 8- r I. r r r r r 6 lr I. r r . r !- U &ASSOCIATES. INC . GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CO"K3 1.0 INTRODUCTION ........................................................................................................................ 1 2.0 PURPOSE AND SCOPE .............................................................................................................. 1 3.0 PROPOSED CONSTRUCTION .................................................................................................. 2 4.0 SITE LOCATION ........................................................................................................................ 2 5.0 GEOLOGIC SETTING ................... : ........................................................................................... 2 5.1 General ......................................................................................................................................... 2 5.2 LithoIogy and HydmgeoIogy ......................................................................................................... 3 5.3 Structures and Faults .................................................................................................................... 3 5.4 Seismicity ..................................................................................................................................... 4 6.0 SITE DESCRIPTION/GEOLOGY ............................................................................................. 4 6.1 GenedSurface Features .............................................................................................................. 4 6.2 Previous hve&igations/Grading .................................................................................................... 5 6.3 Aerial Photograph Interpretation .................................................................................................... 5 6.5 Geologic Subgrade and UBC Soil Profile Type 6 6.4 Subsuhx Conditions 5 7.0 PROBABILISTIC SEISMIC HAZARDS ANALYSIS ............................................................... 6 7.1 htroduction .................................................................................................................................. 6 7.2 Active Faults ................................................................................................................................. 7 7.3 c- ............................................................................................................. 7.4 uniform Hazard Response spectra 7 'c Earthquake 7 7.5 Geologic Slip ................................................................................................................................ 8 7.6 Attenuation ................................................................................................................................... 8 7.7 Probabilities ofExceedandeak Ground Accel eration .................................................................. 8 7.8 Repeatable High Ground Acceleration ........................................................................................... 8 8.0 GEOLOGIC HAZARDS .............................................................................................................. 9 8.1 Fault Rupture Hazard Zones in California ..................................................................................... 9 8.3 Groundshaking 8.2 Seismic Hazard Zones in California 10 8.4 Soil Lisuefaaon 10 10 8.5 Seismic Ww ........................................................................................................................ 11 8.6 Slope Stability and Potential for Slope Failure ............................................................................... 11 9.0 BUILDING CODE DESIGN PARAMETERS ............................................................................ 12 9.1 UBC Semuc Zone 12 .................................................................................................................. .............................................................................. ................................................................................................ ............................................................................................... .............................................................................................................................. ........................................................................................................................... .. ........................................................................................................................ 9.2 Seismic Source Type ..................................................................................................................... 12 9.3 UBC Soil Profile Type .................................................................................................................. 12 9.4 Near Source Attermation and Velocity Factors ............................................................................... 13 9.5 Seismic coefficients ...................................................................................................................... 13 10.0 CONCLUSIONS ........................................................................................................................... 13 11.0 LIMITATIONS ............................................................................................................................ 13 226 No& Shaman Avenue. Suite A 0 Corona CA 92880 (WS) 549-1 I88 Fax: (909) 549-1 190 With Tcn Omm Serving Th Western Udted States llumb61qi GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS (Continued) FIGURES FIGURE 1 ......................................................................................................................... Vicinity Map FIGURE 2 ................................................................................................................................ Site Map FIGURE 3 ........................................................................................................................ Geologic Map FIGURE 4 .............................................................................................................................. Fault Map FIGURE 5 ...................................................................................................................... Epicenter Map FIGURE 6 ..................................................................................................................................... Photo FIGURE 7.....................................Model For Performance OfProbabilistic Seismic Hazard Analysis FIGURE 8 ..................................... Fault Map For Faults Used Probabilistic Seismic Hazard Analysis FIGURE g........................................................................ Probabii Of Exeeedance Va. Acceleration TABLES TABLE 1 ...................................................................................................................... Seismic Sources TABLE 2 ....................................................................... Summary Of Fault-Source Model Parameters APPENDICES References ....................................................................................................................... APPENDIX A Log Of Borings md Laboratory Data ........................................................................... APPENDIX B Probabilistic Seismic Hazard Analysii Data Sheets.. ...................................................... APPENDIX C Earthquake. Search Results ............................................................................................. APPENDIX D GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 4,2000 Project No. 112-00066 ENGINEERING GEOLOGY INVESTIGATION PROPOSED EXTENDED STAY AMERICA HOTEL NO. 8831 GRAND AVENUE NEAR HOPE AVENUE CARLSBAD, CALIFORNIA 1.0 INTRODUCTION This report presents the results of our Engineering Geology Investigation for the proposed Extended Stay America Hotel No. 8831 property located at Graud Avenue near Hope Avenue in Carlsbad, California (refer to Vicinity Map, Figure 1). Discussions regding regid and site geologidseismic conditions are presented herein, together with analysis and conclusions pertainiag to the engineering geology at the site and potential geologic hazards. Particular emphasis is provided for analysis of liquefaction potential at the site.. Krazan & Associates, Iac. (Krazan) prepared a Phase I lh4mmed Site Assessment and a Geotechnid Eagineeriag Investigation for the project site, October 2000 and October 2000, respectively. In addition, Krazan reviewed a previous CiwtecMcal Investigation report prepared by others for the project site and vicinity. Data obtained in conjunction with the above-refhmxd gwtedmical and enviromentalstudiesarerefkendhereii. Baacgroundsourmaad~citedandconsideredin preparatonofthisreportarelistedinAppendixA. 2.0 PURPOSE AND SCOPE nKpu~eofthisEngineeringGeologyIavesti~hasbemtodescribetheengineeringgeo1~ conditions at the site and to assess potential geologidsksmic hazards pertinent to the project, with particular emphasis on liquefaction potential evaluation. The Engineering Geology Investigation has been performed in gd accord with the California Dqwhent of (hwvation, Division of Mines and Geology (CDMG) “Guidelines for Evaluating and Mitigating Seismic Hazards in Calirnia’’ (Specid Publication 117,1997). Our scope of seMm included the following: A review of the project GeotecMcal Report and other available data for evaluation ofthe subsurface dons at the project site. A search of geologic and seismologic litcrature pertin& to the area of the site. Evaluation ofpotaaial geologic hazards. hject No. 112-00066 Page No. 2 Probabilistic seismic HezarQ Analysis. Liquefadion Potential Analysis. Preparation ofthis report sunrmarizing the results, cmclusioos, rccmnmeadations, and findings of our inVdgati0lI. 3.0 PROPOSED CONSTRUCTION Weunderstandthattheproposeddcvclopmentwill~istofa3tor(-storyhotelbuilding(refertoSitc Map, Figure 2). The structure is planned to be of wood and masollly construction with concrete slab-on- gradelowerflmrs. Foundationloadsareexpe&dtobem~derate. On-siteparlangandlandscapingare also planned. Earthwork is expected to include relatively minor cuts and fills. Intheevent,thatthesecoostructionddailsareincoslsistcntwiththefinaldesign, Krazanshouldbe notified so that we may update this writing as applicable. 4.0 SITE LOCATION The subject site is located west of Interstate Highway 5 betwem Grand Avenue and Laguna Drive, near Hope Avenue in Carlsbad, California (refer to Vicinity Map, Figure 1). The site is identiiied by Assessor's Parcel Numbers (APN's) 203-130-15, 203-130-18, 203-130-20, and 203-130-34. The According to the U.S. Geological Survey, 7.5 minute San Luis Rey, California topographic quadrangle map, the prope~@ is located in Section 6 of Township 12 South, Raage 4 West, San Bernardino Baseline and Meridian. 5.0 GEOLOGIC SElTING 5.1 General The subject site is located within the Peninsular Range Geomorphic Province. The Peninsular Range Province is &ra&rkd by northwest trending mountain ranges separated by subparallel Eruk zones. The mountain ranges are underlain by basanent rocks consisting of Jurassic metavolcanic and meta- sedimentary rocks and Cretaceous igneous mks of the southern California batholith. Surface and near surface deposits of the Peninsular Rauge prwince are composed of late Cretaceous, Tertiary, and Quatemary~~thatflankthemountainrangestotheno~andsouthwest(SeeGeol~gi~Map, Figure 3). The local geologic area is underlain by the Delmar Formation. TheDelmarFormationiswnsideredtobemiddleEoceneinagebecauseitiscorrelativeinpartwiththe Mount Soledad Formation on the south, the Santiago Formation on the north, and contains a rich Domengine molluscan assemblage. VP roximate 1.73 acre property is located at longitude 117.3439O west and latitude 33.1646' north. * Project No. 112-OO066 Page No. 3 Most of the Delmar Formation is dusky yelldsh-green sandy claystone interbedded with medium-gray coarse-grained sandstone. Several resistant beds composed of Oseea idriaensis Gabb and other brackish- water moll& indicated a lagoonal origin. The sadstone is typically composed of quartz (80 - 85 percent), potassium feldspar (10 - I5 percent). plagioclase ( 1 -2 percent), biotite (2 - 3 percent), and a trace of hematite, topaz, glauumite, and pyroxene. The claystone is composed of montmodionite and kaolinite. Near Carlsbad, the Delmar Formation grades into the Santiago Formation and its boundary with the Santiago Formation occurs directly below the northemmost depositional limit of the overlying Torrey Sandstone. Subsurface lithologies at the subject site are generally composed of artificial fill, colluvium, and formational materials. The subject site is located in Seismic Zone 4 as defined by the Uniform Building Code. 5.2 Lithology and Hydrogeology The near-surface deposits in the vicinity of the subject site are indicated on regional geologic maps to be comprised of Pleistocene marine., lagoonal, and non-marine rock units consisting of sandstone and me cobble conglomerate and their associated recent alluvium and fill soils consisting of sands, silts, and gravels, derived &om the mountain ranges sumnding the site. Deposits encountered on the subject site during exploratory drilling are consistent with those mapped in the area and are discussed in detail in Section 6.3 of this report. Available groundwater data indicates that groundwater depth is variable and predominately located within the fractures of the underlying bedrock. Perched groundwater was encounte.red within the project site during Krazan’s exploratory driUing in September 2000 at depths 10 to 17 feet below site grade. 5.3 Structure and Faults The Los AngeledSan Diego region is dominated by northwest-tmding faults and adjacent anticlinal uplifts, with intervening deep synclinal troughs filled with unconsolidated to poorly consolidated sediments. Tectonism of the region is dominated by the interaction of the East Pacific Plate and the North American Plate along a transform boundary. This current plate. configuration conW with regional tectonics prior to 29 million years ago, when forean: sedimentaton was controlled by subduction beneath the North American Plate. Deformation in the region has generally been recogni2ed as predominately strikeslip faulting on the northwest-trendurg right lateral faults with associated wrench fault uplifts. Strike4ip faulting occurs on the San Andreas Fault System, which includes the subparallel Newport- Inglewcod, Rose Canyon, Whittier-Elsinor, and the San Jacinto Fault Zones. The Newport-Inglewd Fault and Rose Canyon Fault are the nearest active faults to the site and are located approximately 5 miles west of the subject site. The Rose. Canyon fault has been considered a southern extension of the Newport- Inglewd fault zone (Covey, 1954; Moore 1972) and a northern extension of both the Los Buenos and the San Miguel faults (Wiegand, 1970; Moore, 1972). With Ten OffiMS Serving The Wsstern United States KrrUn&AlMd.Ja,lac Project No. 112-00066 Page No. 4 r As a result ofthe Whittier Narrows Earthquake (M=5.9,1987) and the Northridge Earthquake (M4.7, 1994), more recent interpretations of the tectonism of the Los Angeles region recognize the importance of deformation attributable to active convergence including exposed and blind thrust faults. Hauksson and Jones (1989) have postulated the presence of an apprmdmate 6 to 10 mile wide transition zone of seismogenic blind thrusts, which they named the Elysian Park Fault System. The Elysian Park Thrust is located within 61 miles of the subject site. As noted above, several domimnt Wts with seismogeaic structures are located in the vicinity of the subject site. Table I is a listing of active faults or seismogenic structures within 90 miles of the site; a Fault Map is provided on Figure 4. 5.4 seismicity The use of moment magnitude @&) to describe energy released by a fault during an earthquake has replaced the more commonly known Richter magnitude. Due to saturation of energies, the Richter magnitude has difficulty in diffkmtiatiog between larger earthquakes; that is, earthquakes with a magnitude greater than about 7.5. The moment magnitude is proportional to the area of the fault surface rupture. For this report, magnitudes used are reported as moment magnitude. A map showing the epicenters of significant earthquakes in the Los AngeledSan Diego region is shown on Figure 5. Based on the proximity of severid dominant active faults and seismogenic structures, as well as the historic seismic record, the area of the subject site is considered subject to high seismicity. Numerous moderate to large earthquakes have affected the area of the subject site within historic time. The nearest significant earthquake to the subject site that has occurred in the historic record is the San Juan Capistrano - San Diego area earthquake of 1800. Adobe walls were cracked at the San Juan Capistrano and San Diego Missions (CDMG SP116). An earthquake of magnitude greater than 6.5 is required to damage these two missions that are. approximately 55 miles apart. The epicenter is believed to have been halfway between the two locations along either the Rose Canyon or Elsinore faults. 6.0 SITE DESCRIPTIONlGEOLOGY 6.1 GenerdSurface Features The subject site is irregular in shape and occupies approximately 2.41 acres (refer to Figure 2, Site Map). The property is located west of Interstate Highway 5 between Grand Avenue and Laguna Drive in Carlsbad, Caliimia. The site is predominately surrounded by residential and commercial developments. According to the U.S. Geological Survey, 7.5 minute San Luis Rey, California Topographic Quadrangle Map, dated 1968 and photorevised 1975, surface elevations in the vicinity of the site were on the order of 70 to 80 feet above mean sea level. Pmently, the majority of the site is occupied by tomato fields. Two houses and a garage are. located along the southern portion of the site, along Grand Avenue. Two larger houses are located along Laguna Drive, as weU as an associated shed. A hce is located along the eastem edge of the site. A slope, Pmject No. 112-OO066 Page No. 5 approximately 5- to 10-feet hi& is lccated outside. the fence. The slope is predominately covered with thick vegetation, shnrbs, and small trees. The slope has an inclination ranging between 28 and 40 degrees. Trees were also encountered along the western, southern, and northern boundaries of the site. The site is relatively level with no major changes in grade. No evidence of surface faulting was observed on the property during our reconnaissance. 6.2 Previous InvestigatiodGradhg A previous investigation report prepared for a portion of the project site was reviewed by Krazan & Associates, Inc. The review of this report included the review of an Addendum letter dated August 28, 2000. The review of this report did not include the review of any regulatory agencies (City, County, State, etc) response letters for the above-referenced report. Review of the “Report of Geotechnical Investigation: prepared by Owen Geotech dated August 17,2000, prepared for a proposed hotel complex, indicated that the upper 2 feet of soil within the project site is loose and should be removed down to dense materials. 6.3 Aerial Photograph Interpretation Aerial photographs, showing the area of the subject site were reviewed (1989, 1”=600). The site conditions shown on the aerial photographs are similar to that observed during our site visits; two houses and a garage are located along the southern portion of the site along Grand Avenue. Two larger houses and a shed are lccated along Laguna Drive (refer to Photo, Figure 6). The majority of the site appeared predominately vacant with several medium to large size trees associated with the existing structures. No evidence of slope scarps, slumps, or other potential slope failure related features are shown on or adjacent to the property in the aerial photographs. No distinct lineaments, tod variations, or other fault related features are shown on or adjacent to the property in the aerial photographs. 6.4 Subsurface Conditions Subsurface investigation, consisting of exploratory drilling, was perfod on the subject site in September 2000, by Krazan in conjunction with our referenced Geotechnical Engineering Investigation. Subsurface soil conditions were explored by dnlling a total of 9 borings to depths ranging from 10 to 20 feet (due to auger rem) below existing ground surfaces using a truck-mounted drill rig. During drilling operations, penetration tests were performed at regular intervals to duate soil consistency and to obtain information regarding engineering propdes of the subsoils. Soil samples were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accoIdance with the Unified Soil Classification System. The approximate boring locations are shown on Figure 2. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation, expansion potential, shear strength, consolidation potential, and moisture- density relationships of the materials encountered. This information, along with the field observations, was used to prepare the final boring logs in Appendix B. r r Project No. 112-oo066 Page No. 6 I r Based on our findings, the subsurface conditions eacountered appear typical ofthm found in the geologic region of the site. In general, the upper soils consist of 2 to 3 feet of very loose to loose silty sand. These soils are moisture sensitive and are highly compressible when saturated. A representative soil sample consolidated approximately 6 percent under a 2 ksf load. Below the loose and moisture-sensitive soils, approximate.1~ 6 to 8 feet of medium dense to very dense silty sand or silty sadsand were encountered. Field and laboratory test suggest that these soils are moderately strong and slightly compressible. Penetration resistance ranged hm 18 to 73 blows per foot. Dry densities ranged hm 105 to 127 pcf. A representative soil sample consolidated approximately 2 percent under a 2 ksf load when saturated. A representative soil sample had an angle of internal fiiction of 32 degrees. Below 10 to 15 feet, predomiaately medium dense to very dense sandstone was encountered. These soils had higher strength characteristics than the upper soils and extended to the auger refusal depth of our borings. Perched groundwater was encountered within the soil borings at depths of 10 to 17 feet below site gde. during the September 2000 drillmg events. For additional information about the soils encountend, please refer to the logs of boringht pits in Appendix B. 6.5 Geologic Subgrade md UBC Soil Profile Type Jnformation obtained from site exploration indialtes that the native deposits encountered on the subject site exhibit a medium dense to very dense consistency. Assuming that any loose fill materials on the site are removed and recompacted as recommended in our Geotechnical Engineering Investigation, the geologic subgrade of the site can be CoIlServBtively approximated as "M soil" (SPT N>15 and ~2600 ft/sec). The 1997 UBC soil profile type most consistent with the site soil conditions is SD. A Joyner- Boore Class C sub& classification is considered appropriate for the soil pro& and corresponds with a National Earthquake Hazard Reduction Program QW") (BSSC, 1994) Site Class D. 7.0 PROBABILISTIC SEISMIC HAZARDS ANALYSIS 7.1 Introduction A number of diEereat parameten may be used to characterize strong ground motion for purposes of seismic design. These include peak ground displacanent, peak ground acceleration, peak ground velocity, and response spectral values. The term seismic risk has been used to describe the probabilistic occurrence of various events associated with earthquakes. These include the probability that a peak ground motion such as peak acceleration or peak velocity, will exceed a given level of intensity at a site, during a given period of time; the probability that an earthquake of a given magnitude will occur in an area or along a %dt, during a given period of time; the probability that the structural response of a buildmg will exd a given level, during a given period of time. r r Project No. 112-00066 Page No. I The procedure for probabilistic seismic hazard analysis was originally developed by Cornell (1968) and the modeling of earthquake occurrences has developed greatly in the last 25 years. The methodologies available to assess the seismic risk include programs such as SEISRISKIII (Bender and Perkins, 1987), Bayesian probability approaches such as that described by McCam (1981), the stochastic m&l such as that developed by Suzuki and Kiremidjian (1986), and the predecessor of the one used for this report, FRISK, by McGuire (1978). The computer simulation used for this project was FRISK, with enhancements and modifications by Blake (1995, 1998, and 2000) called FRISKSP. FRISKSP has become commonly used and is considered to be a de facto standard for studies of this kind. The enhancements to the FRISK code on FFUSKSP include the fault database, an attenuation function database, and the ability to consider dipping faults with complex geometry, such as listric faults, intercalation faults, blind faults, and rising and falling geometries. A schematic diagram of the Model for Performance of Probabilistic Seismic Hazards Analysis is presented on Figure 7. 7.2 Active Faults The FRISKSP program includes a database of faults with asson'ated parameters, including fault type (dip slip, strike slip, or blind fault), the selection of minimum magnitude of 4.0 or 5.0 (the minimum magnitude of 5.0 was used in this analysis), earthquake occurrence distributions to describe the characteristic earthquake, geologic slip-rate data, upper-bounds earthquake magnitude values. These data were reviewed for applicability prior to program use. For this analysis, a search radius of 80 miles was used. Within that radius, 34 faults were listed, see Figure 8 for the location of these faults. Distances to the faults and the fault parameter values used by the program are shown on Tables I and II. Data sheets developed during the computer analyses are included in Appendw C. 1.3 Characteristic Earthquake Ithasbeenobservedthatfaultsorfaultsegmentstendtogenerateacertaintypeofearthquakeona repeated basis. Fault rupture zones opposite weaker material will tend to generate low to moderate sized earthquakes while those in stronger materials accumulate energy and generate larger earthquakes when the accumulated energy becomes larger than the strength of the materials. The characteristic earthquake concept has direct implications to fault-specific recurrence relationships. Due to the tendency of a fault or fault segment to generate the characteristic earthquake, moderate-sized events will occur less frequently. For this program, the characteristic earthquake distribution used is the Youngs and Coppersmith (1985) relationship. 1.4 Uniform HIwd Response Spectra A Uniform Hazard Response Spe-ctra was not prepared for this study. Ifthe reviewing authority requests, a probabilistic Uniform Hazard Response Spe-ctra will be computed using FRISK and its most recent implementation, FRISKSP. r r Project No. 11260066 Page No. 8 r r 7.5 Geologic slip The slip-rate database utilized for the analyses uses a considerable number of referend sources. The slip-rate data utilized for the analyses were compared to data p& in the DMG Open File Report 96- 08, Probabilistic Seismic Hazard Assessment for the State of California, as well as other slip-rate data presented in the geologic literature. Comparison of the slip rate data indicates a general conformance of the database used to the DMG data as well as other published data. The slip--, as well as other fault- source model parameters used for the analyses, are listed on Table II. 7.6 Attenuation Attenuation relationships describe the variation of ground motion with earthquake magnitude and distance. The parameters tbat af€ect the ground motion include the source characteristics, travel path, local geology, and local soil conditions. One of the most widely accepted attenuation relationships in California is the Joyner and Boore relationship. It was developed on the basis of statistical analysis of ground motions recorded during earthquakes at locations in California as well as other parts of the western United States in areas with a similar tectonic environment. The Boore and others (1993, 1997) attenuation functions now incorporate data from 3 recent earthquakes with magnitudes close to 7.0 1989 Loma Prieta, 1992 Petrolia, and 1992 Landers. Their earlier studies used a soil/& classification system. For the latest implementations using NEHRP site classes (BSSC, 1994), they have included 5 classes, which depend on the shear-wave velocity of the material. Class A includes sh-wave velwities greater than 1500 dsecond, Class B includes shear-wave velocities between 760 and 1500 dsecond, Class C includes velocities between 360 and 760 dsecond, Class D includes velocities between 180 and 360 dsecond, and Class E where the velocity is less than 180 dsecond. Due to the poor representation of the Class E data, they did not include it in their analysis. For the probabilistic seismic hazard analyses for the subject property, the site has been classified as a NEHRP Site Class D (see discussion in Section 6.5). 7.7 Probabiities of ExcedancdPeak Ground Acceleration In accordance with the provisions of Section 1804.5 ofthe Uniform Building Code, we have determined the peak ground acceleration with a 10 percent probability of exceedance in 50 years (the Design Basis Earthquake [DBE]). Based on the FRISKSP graph of Probability of Exceedance vs. Acceleration Figure 9), the ground motion for a 10 percent probability of beii exceeded in 50 years, is a peak horhmtal ground acceleration of approximately 0.36g when uncertainty is used (mean plus one standard deviation). 7.8 Repeatable Higb Ground Acceleration The relationship between the few spikes of higher ground deration and distance was noted by Plcessel and Slosson (1974) in which they suggest that it would be possible to reduce the wmputed ground accelerations by 35 percent for sites located less than 20 miles hm the fault rupture zone. For accelerograms located more than 20 miles from the fault, they observed that there was no difference between the Repeatable High Ground Acceleration (RHGA) and peak acceleratiou. The RHGA is not used in this analysis. Project No. 11240066 Page No. 9 8.0 GEOLOGIC HAZARDS 8.1 Fault Rupture Hazard Zones in California The Alquist-Priolo Geologic Hazards Zones Act went into effect in March 1973. Since that time, the act has been amended 10 times (Hart, 1994). The purpose of the Act, as provided in DMG Special Publication 42 (SP 42), is to "prohibit the location of most structures for human occupancy across the traces of active faults and to mitigate thereby the hazard of fault-rupture." The. act was renamed the Alquist-Priolo Earthquake Fault Zoning Act in 1994, and at that time, the originally designated "Special Studies Zones" was renamed the "Earthquake Fault Zones." As indicated by SP 42, "the State Geologist is required to delineate "Earthquake Fault Zones" (EFZs) along known active faults in California. Cities and counties aEectd by the zones must regulate certain development 'projects' within the zones. They must withhold development permits for sites within the zones until geologic investigations demonstrate that the sites are not threatened by surface displacement from future faulting. The State Mining and Geology Board providea additional regulations (policies and Criteria) to guide the cities and wunties in theii implementation of the law (CCR, Title 14, Division 2)." Special Publication 42 also provides deiinitions of certain terms, which are important to the evaluation of seismic hazards. These. include the definitions for a fault and a fault trace. They also include the foIl0Whg: Active Fault: One which has had surface displacement within Holocene time (about the last 11,000 years), hence wnstituting a potential hazard to structures that might be located across it. Potentially Active Fault: Initially, faults were defined as potentidly active, and were zoned, if they showed evidence of surface displacement during Quaternary time (last 1.6 million years). The term "recently active" was not defined, as it was considered to be covered by the term "potentially active.". . .the term "potentially active'' continued to be used as a descriptive term on map explanations on EFZ maps until 1988. Suflctenrly Active and Well-Deflned: There are so many potentially active faults in the State that it would be meaningless to zone all of them. The State Geologist made a policy decision to zone only those potentially active faults that have a relatively high potential for ground rupture. To facilitate this, the terms "sufEciently active'' and "WeIl-deiined," were defined for zoning faults other than the 4 named in the Act. These two tern constitute the present criteria used by the State Geologist in determining if a given fault should be uned under the Alquist-Priolo Act. Suflciently actlw: A fault is deemed suEiciently active if there is evidence of Holocene surface displacanent along one or more of its segments or branches. Holocene surface displacement may be directly observable or inferred. r r Project No. 112-00066 Page No. 10 b r I- t IT ii B WeZZ-dejned: A fault is considered well"I if its trace is clearly detectable by a trained geologist as a physical feature at or just below the ground surface. The fault may be identified by direct observation or by indirect methods. The critical consideration is that the at, or some part of it, can be located in the field with sufficient precision and confidence to indicate that the required site-specific investigations would meet with some success. Review of current Fault-Rupture Hazard Zone mapping indicates that the subject site is not within a Fault-Rupture Hazard Zone. The nearest Fault Rupture Hazard Zone is located at least 24 miles northeast of the subject site and is associated with the Elsinore Fault. 8.2 Seismic Hazard Zona in California In 1990, the California State Legislature passed the Seismic Hazard Mapping Act to protect public safety hm the effects of strong shakmg, liquefaction, landslides, or other ground failure, and other hazards caused by earthquakes. The Act is codified in the Public Resources Code as Division 2, Chapter 7.8, Sections 2690-2699.6 and became operative on April 1, 1991. The program and actions mandated by the Seismic Hazards Mapping Act closely resemble those of the Alquist-Priolo Earthquake Fault Hazards Zones Act (described above in Section 8.1). The Act requires that the State Geologist delineate various seismic hazards zones on Seismic Hazards Zones Maps. Spechically, the maps identify areas where soil liquefaction and earthquake-induced landslides are most likely to occur. The Act directs cities, wunties, and state agencies to use the maps in theii laud use planning and permitting processes. A site-specific geotechnical evaluation is required prior to permitting most urban developments within the mapped zones. The Act also requires sellers of real property within the zones to disclose this fact to potential buyers. Due to the recency of don of the Act, relatively few Seismic Hazard Zone Maps have been prepared as of this writing. Areas covered by the prelminary maps released to date are predominately within the Los Angela and San Francisco Bay areas. The area of the subject site is not included on any of the Seismic Hazard Zone Maps released to date. It is not lmown whether the subject site will be within a seismic hazard me on a future map. 8.3 Groundshaking Due to the high seismicity of the region, the proximity to active faults and other seismogenic structures, and the calculated ground motions for the subject site, the property is considered subject to relatively moderate groundshaking and related effects. 8.4 Soil Liquefaction Soil liquefaction is a state of soil particles suspeasion caused by a complete loss of strength when the effective stress drops to zero. Liquefaction nody occurs under saturated conditions in soils such as sand in which the strength is purely fiictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. Project No. 112-00066 Page No. 11 To evaluate the liquefaction potential of the site, the following items were evaluated: soil type Gro-depth Relative density Initial~pressure Intensity and duration of groundshsloag The predominant soils within the project site consist of silty sands, sands, and cemented sandstone. Perched groundwater was encountered below the site at depths of 10 to 17 feet during our exploratory drilling. Available godwater data indicates that groundwater depth is variable and predominately locatedwithinthefrtlcturesoftheunderlyhgbe&ock. l%e potentd for soil liquehtion during a seismic event was evaluated using the LIQUEFY 2 mputer program (version 1.50) developed by Thomas F. Blake. For the analysis, a maximum earthquake magnitude of 7.4 was used. Based on the results of the probabiic seismic hazards analysis, a peak ho-tal ground surface acceleration of 0.368 was considered consenative and appropriate for the liquefaction analysis. A high groundwr depth of 8 fect was used for the aaalysis. The computer analysis indicates that soils above a depth of 8 feet are non-liquefiable due to the absence of groundwater. The sandy soils present at a depth below 8 feet are considered non-liquefiable. Due to the higb cohesive strength and cemented nature of the subsoils/sedimmtay rock, and the high corrected standard penetration blow counts (N-Values greater than 30), the potential for soil liquehction is very low. Therefore, no mitigation measures are necessary. 83 seismic settlemmt Oneofthemostcommonphenomenaduringseismicshaldagaccompam/iag~~q~istheinduced settlement of loose unconsolidated soils. Based on site subsurface dons, and the moderate seismicity of the region, any loose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of our referend Geotecbnical Engineering Investigation (over-excavation and rework of disturbed soils and/or loose fill materials). Based on the moderate to high penetration resistance measured, the native deposits underlying the site materials do not appear to be subject to signilicant seismic dement. 8.6 Slope Stabiity and Potential for Slope Failure The project site is relatively level with no major changes in grade. However, an app roximatey 5 to 10 feethigh2:1tol'/r:l(horizontaltovertical)slopeisl~wi~5feetofthep~jectsiteseastemedge. The slope has an inclination ranging between apprmdmately 28 and 40 degrees. This slope is part of the Inttrstate Highway 5 off ramp and is maintained by CalTrans. This slope is well vegetated with landscaping consisting of shrubs and trees. Due to the distance from the site and proposed structures it is not anticipated that a failure along this slope would afFect the proposed development. -&Allod.tcr,k With Ten Ofticea Serving The Western United States 11xmfd.m Project No. 11260066 Page No. 12 The major problem associated with slope stability is storm water fiom drainage and subsurface drainage. Since storm watex will be directed away from the slopes, the slopes should maintain stability. ' Storm water caum major erosional features and when left unrepaired, compounds the failure. When slopes have been developed for commercial use, swift repair action is typically performed when erosional failures occur. An erosional failure occurring from breakage of buried pipes or impropr watering is typically corrected swiftly and does not cornpod into a major slope failure. Because the east portion of the subject site is near an approximate 5 to 10-foot high slope, problems from landslides may affect the east portion of the site during a signi6wnt seismic event. Therefore, it is recommended that structures be setback at least 20 feet from the toe ofthe slope. Slope instability should not aftkt the proposed structures, provided the 20-foot setback is maintained. Mitigation measures have been implemented to reduce the potential for damage due to a slope failure within the project site and vicinity. Any cut and/or fiU slopes for the proposed development should be excavated to iinn ground, recompacted, audor regraded to obtain a slope of 2: 1 (horizontal to vertical) or flatter. In lieu of regradiog any slopes, a retaining wall may be used. Any instability should be repaired immediately after a major seismic event. Repairs would consist of recooseuctiag any failed slope(s). 9.0 BUILDING CODE DESIGN PARAMETERS Seismic design parameters for the subject site consistent with the 1997 Uniform Buildmg code (UBC) and the 1998 California Building Code (CBC) definitions are presented below: 9.1 UBC Seismic &ne Figure MA-2 ofthe 1998 California Building Code shows that the site is in Seismic Zone 4. 9.2 Seismic Source Type The nearest Type A Fault in the area ofthe subject site is the Elsinore-Julian Fault located a distance of approximately 39 km northeast. The nearest Type B Fault in the area of the subject site is the Newport- Inglewwd Canyon Fault located a distance of approximately 8.0 km west. Based on the moderate slip rates and maximum magnitude earthquakes associated with these faults, Seismic Source Type B is considered appropriate for the subject site (1997 UBC Table 16-U). 9.3 UBC soil Profile Type Specific subsurface informarion has been obtained fmrn the subject site during geotechnical exploration (described herein). Based on the subsurface data, the 1997 UBC Soil Protile type most consistent with the subject site soil conditions is approxhted as Type SD. Project No. 112-00066 Page No. 13 9.4 New-Source Attenuation md Velocity Factors Near source attenuation and velocity factors (N, and NJ are based on the closest distance to the seismic source. The 1997 UBC indicates that' the closest distance to the seismic source shall be taken as the minimum distance between the site and the su- projection of the fault plane, however, the surface projection need not include portions of the source at depths of 10 km or greater. The nearest seismic sources are located less than 10 lan ftom the subject site. Accordingly, considering the Seismic Source B designation, an N, of 1.0 and an N, of 1.1 are considered appropriate for the subject site (1997 UBC Tables 16-S and 16-T). 9.5 Seismic cwflicients Based on the Seismic Zone and Soil Profile Type designations described above, the Seismic Acceleration Cdcient, C., for the site is 0.44. The. Seismic Velocity Cdcient, C, for the site is 0.70 (1997 UBC Tables 16-4 and 16-R). 10.0 CONCLUSIONS Krazan and Associates, Inc., has completed an Engineering Geology Jnvestigation for the proposed Extended Stay America Hotel No. 8831 at Grand Avenue near Hope Avenue in Carlsbad, California. Based on our investigative work and that of others, no evidence has been found that would indicate that an active fault exists on the subject site. Mitigation measures have been implemented to reduce the potential for damage due to a slope failure within the project site and vicinity. Any proposed cut and/or ill slopes should be excavated of loose soil, recompacted, and/or regraded to obtain a slope of 2:l (horizontal to vertical) or flatter. In lieu of regrading any slope(s), a retainiag wall may be used. Calculated ground motion values for the site are relatively moderate and typical to the region; the site is considered subject to moderate seismic groundshaking. However, we have found no geologic reason to discourage the proposed development, provided that improvements conform to current design standards. Based on the density of the subsurface materials, liquefaction potential at the site is considered very low. Grading plans should be reviewed by the Geotechnical Engineer and the Engineering Geologist. Ehrthwork, foundation design, and construction should conform to the recommendatons of our referend Geotechnical E- Invwtigation. 11.0 LIMITATIONS The above conclusions are based on conditions observed and geologic information available as of the date of this report. If future seismic occurrences show nearby fault activity other than that described above, if future events show geologic conditions difFering firom those indicated above, or if present state-of-the-art geologic information should change materially, then the conclusions of this report should be reviewed by a Certified Engineehg Geologist, and the conclusions modified or approved in writing. project No. 11240066 Page No. 14 lhis report is applicable only to the proposed Mended Stay America Hotel No. 883 1 as described herein, and should not be utilized for any other site. Ifthereareanyqu~~orifwecanbeoffUrtherassistance,please&nothesi~tocontactouroffice at (909) 549-1188. Krurn&hlod.ta,Jnr. W~tb Ten Offices Serving The Weatem United States .. 11MM66.m r, , VICINITY MAP n4P somm U.S.C.S. -sAN 11119 RBr. a: f3umcL.E 7.5 MlhVlZ SERIES (TOPO), DATED 1968 PEOIWWWSITED: 1876 SCALE IN FEET (*I ENGINEERING GEOLOGY INVESTIGATION SN SJN GRAND AVENUE NEAR HOPE AVENUE Approved by by PROPOSED EXTENDED STAY AMERICA S~SHOWN o,oo .. Date0 ProJect No. Flgure No. KaQmmm. OLOLOGCIR m - - r 1 Oj5rcer Sdng th. Teatam Iln4t.d Stater 1 1200066 CARLSBAD, CA -..- ..-..-.._.._.. 'E GEOLOGIC MAP FROM: XFOLOGIC Yap OF o(WF0RNu 1W P. JENXINS EDITION ?ANTA ANA SHEET 4 0 XMIPIWTION BY THOMAS H, ROGERS, '866 SCALE IN MILES (GINEERING GEOLOGY INVESTIGATION Sr.?SHOWN Dote, iOPOSED EXTENDED STAY AMERICA RAND AVENUE NEAR HOPE AVENUE by, SN SJN ., 1 o/oo Approved by1 ProJect No. Flgure No. mmEEP3. CEEMCISTS m SpEcuUsla ARLSBAD, CA I 11200066 I 3 Ojpces Seruing tiu Western Undted Stat- Undivided Mime node Upper Miocene node Uppr Miocene marine Miocene volcanic: HV' --rhyolite; Mro -andesite. Hrb "basalt; ~P-p-l&e rock8 Middle Miocene nonmarine Middle Miocene marine GEOLOGIC MAP EXPLANATION YGlNEERlNG GEOLOGY INVESTIGATION 'ESHOWN Date, , o,oo ROPOSED EXTENDED STAY AMERICA Dram by, Approved by1 RAND AVENUE NEAR HOPE AVENUE SJN SN Pro lect No. Flourc No. Eli-, 6EOLOClSTS AND R3TlESm sppylcrm CAWVRNI.4 AND dDJACENT AREAS.' mNNINGs, law PAULI' TRACES ON LAND ARE WICATED BY SOLID LlNES =RE BLL LOCATED, BY DASHED LlNES mRE CMIWD BY YOUNGER ROCEJ OR BY IdKES OR RAYS. F'AULI' TRACES ARE OVERIED FAULT MAP 0 12 24 SCALE IN MILES (*) NGINEERING GEOLOGY INVESTIGATION 4 0l)Yces Sdng tha Wertwn UnUed States 1 1200066 ZARLSBAD, CA SN SJN RAN0 AVENUE NEAR HOPE AVENUE Dater S~~sHoWN .. ROPOSED EXTENDED SlAY AMERICA Drawn by, Approved by, 1 o/oo ProJect No. Flgure No. rnGntEEBs# CEoLDCLsTg AND EmmommTAL 8pwuLspg i F r --- . I - C " . --.. . --- "_...... . uRBpdRGD FROM TEE C.D.M.C. (11) a RCDrdcd eunhquakc with sulfnce rupture. (Also ihcludcd n!e.wmc wdl-delincd surfacc bmnks caused hy g~nUnd shaking during cimhquakes. c.& cxtcnsivc ground hl~akage. ~IQI on the White W~~l~f;llllt.causedbythcANill-Tchncllu~~ieanhqunkcof19S2).7'hcd~1lcofthcnssocii1t~c~~nhqu;~kc lillest movement may be indicatcd. cspeciully ir earlier reponr arc not well documented as 10 is illdicalcd. Whclr Ikklted surlhce ruptulrs on thc Snmc bull hnvc occur~ad, only the date of lllc 111catinn t)rgmund hrcaks. (h) fault clccp slippagc - slow gmund displacement usuully without iiccompanying carthqunkcs. (c) displaced survey lines. Pink bnnd a-m ndded to cmphnsirc Iwation of historic hlt displaccrncnt Holocene rault displncemenl (during past 10.000 ycurs) without Ihistoric record. Gcomorphic cvidence for Holocene faulling includes sag ponds. scarps showing little emsion, or thc following fcntures in Holocem: age dcpusiu: oflict stmum coumes. lincnr scnrps. shultcr ridges. and trinngular ticctcd spurs. Recency of fnulting ofkhom is hn.4 on thc interpreted age or the youngest strala displaced by faulting. Pale ornnge bnnd ., location of Holocene Fdult displacement. ... ndded to emphnsizc LaleQunDmary fnultdisplacement (during pas1700,WOyesrs). Geomorphicevidencesimilar fn that described for Holocene faults except features are lcw distinct. Fnulting may k younger, but lack of younger overlying depasits pmludes more accurate age classificntion. Qunternnry fault (age undifferentiated). Most fnults of this cntegory show evidence of displacement sonletime during the pap1 1.6 million ycnrs: possible cxccptions arc fnulw: which displace mcks of undifFerentinted Plio-Pleistocene nge. Unnumhered Qunlernnry faults were based on Fault Map of Californin, 1975. See Bulletin 201, Appendix D for sourcc dsta. hlc Cenozoic fnults within the Sierra Nevadn including, hut not restricred to. the Foothills fault systcm. Faults show stmtigraphic and/or geomorphic evidence for displncemenl of late Miocene and Pliocene deposits. By analogy, late Cenoxoic faults in this systcm that hove been investigated in detnil may have ken active in Quaternnry time. (Dnto from PGBE. 1993). displacement. Some faults are shown in this category bccause the source of mapping used was Pm-Quaternary Fault (older than 1.6 million ycnrs) or fault without recognizz Quaternary of reconnnissam nature. or was not done with the object of dating fault displncemcnts. Fnulls in this category are not nemwrily inactive. Fault segment associated with a significant linear trend of accurately located earthquake epicenters (magnitude 0.2 or greater). Generally nligned along strike slip faults having Quaternary displacement, but not nccuiJarily with historic surfnce rupture. FAULT MAP EXPLANATION 'FAULT ACTn'ITY Yap OF ULIFORNU AND ADJACENT MS.' wN.rNCs* 1894 UULT TRACES ON WND ARE NDICITED BY SOLID LWES mRE mLL MCITED. BY DASHED LINES !HERE CONCEALED BY YVUNGBR WCR3 OR BY OR BAYS. UVLT TRACES ARE QUERIED rHBAB COhTIhWTION OR mSTENCE IS UNCERT', lGlNEERlNG GEOLOGY INVESTIGATION Date, SgsHOWN lOPOSED EXTENDED STAY AMERICA 4a 0-8s Sewing the Hestem United Stater 1 1200066 :ARLSBAD, CA SN SJN !AND AVENUE NEAR HOPE AVENUE Approved by, Dram by, ProJect No. Flgure No. Eric-, CEolAGIsla m mvImmmmu SPEuumm AERIAL PHOTO 1989 0 660 1320 - 1 SCALE IN FEI3 (*) 'NGINEERING GEOLOGY INVESTIGATION S~~SHOWN 'ROPOSED EXTENDED STAY AMERICA by, Approved by, ;RAND AVENUE NEAR HOPE AVENUE SJN SN kazan notel 1 o/oo ProJect No. Flgure No. MGINEWS. GEOLOGISI2 *ND ~UNYENTAL 3i'E(3*usI9 CARLSBAD, CA 11 200066 6 Offices Swing tha Western United States ~ ~ 120 119 118 117 11E 35 34 33 - " -1 Figure 1. Epicenters of earthquakes identified since 1769 of M26 wilhin 160 km (outer circle) of Los Angeles (34.0' N. 11 8.2' w). and M25 within 50 km (inner circle) of Los Angeles. Surlace fauning is shown for the major 1857 and 1992 earthquakes 1hat.inilialed beyond 160 km fmm LOS Angeles.Towns shown are (tmm west 10 east) Santa Barbara, (S Br)), Ventura M. Bakersfield@). LOs Angeles (LA). Sama Ana (SA). Riverside (R). San Bernardino [S Bn), and San Diego (SD). " EPICENTER MAP FROM: TOPPOZ4DA. TOUSSON, 1995, HISTORY OF DAK4CINC EARTHQUAKES IN LOS ANCELES AND SURROUNDINC AREA IN WOODS. WRY C.. AND SEIPLE, 1. RAY. EDS.. THE NORTHRIDCE, CALIFOlWU. EARTHQUIIIIG OF 1994: WORNU DEPARTMENT OF CONSERVATION, DMSION OF MINES AND CEOLOCY SPECIAL PUBLICATION 116. P. 9-16 :NGINEERING GEOLOGY INVESTIGATION ;RAND AVENUE NEAR HOPE AVENUE 11 200066 CARLSBAD. CA SN SJN 5 SHOWN , o,oo Date1 'ROPOSED EXTENDED STAY AMERICA Approved by1 Drawn by, 11200053 Flgure No. Ofpes Serving tho Western United States Tectonic Source Model FaulffAreal Sources &b + Site Rupture Area Distribution Magnitude Ground Motion Attenuation and Distribution Magnitude Distribution Magnitude, m Distribution of Energy Center Locations FauWAreal Sources Exceedance Probabilitv MODEL FOR PERFORMANCE OF PROBABILISTIC SEISMIC HAZARD ANALYSIS YOURCE: SETELL, 1998 NGINEERING GEOLOGY INVESTIGATION 7 11 200066 2ARLSBAD. CA mkazan SN SJN RAND AVENUE NEAR HOPE AVENUE , o,oo S~~SHOWN Dntel ROPOSED EXTENDED STAY AMERICA nrnwn by, Approved by, ProJect No. Flgure No. ENCINEZlU. CEWAGISI3 AND ENVIRONMENTAL BpEcIlIIsTs Officas Serving the Western United States \\ FAULT MAP FOR FAULTS USED PROBALlSTlC SElSMlC HAZARJS ANAlYSlS 0 120 240 SCALE IN MILES (k) 1 lGlNEERlNG GEOLOGY INVESTIGATION IOPOSED EXTENDED STAY AMERICA Drown by, ?AND AVENUE NEAR HOPE AVENUE SJN SN Date1 Approved by1 1 o/oo Pro lect No. Floure No. ENGINEER% CEOWGlSTS AND ZXVlRONKWML I- t= t 25 vrs 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Acceleration (9) PROBABILITY OF EXCEEDANCE VS. ACCELERATION BOORE ET AL, (1997) NEHRP D (250) MEAN + UNCERTAINTY 1NGINEERING GEOLOGY INVESTIGATION srF SHOWN SN SJN ;RAND AVENUE NEAR HOPE AVENUE o,oo 9 11 200066 CARLSBAD, CA Dnte, 'ROPOSED EXTENDED STAY AMERICA Approved by8 Drawn by, ProJect No. Flgure Na. Offices Sdng tho Westan United Stater TABLE I QElSMlC SOURCES EXTENDED STAY AMERICA. CARLSBAD. CALIFORNIA I I CLOSEST DISTANCE TO PROJECTION OF I SLIP RATE I 1 MAXIMUM ABBREVIATED FAULT NAME’ NEWPORT-INGLEWOOD (Offshore) MAGNITUDE (mm/vear) RUPTURE AREA ALONG FAULT (MILES) 6.9 1.5 5 ROSE CANYON 6.9 1.5 5 ‘These fauits ware used in th probabllistlc seismic hazard analysts In accordance with the Califomla Department Of sle-specific seismic coehicients in accordance with 1997 Uniform Building Code requirements. Conservation, Division of Mines and Geologl guidellnes. However, several of these faults may be omNed when determining r I i- t TABLE II SUMMARY OF FAULTSOURCE MODEL PARAMETERS EXTENDED STAY AMERICA, CARLSBAD. CALIFORNIA EXPLANATION BETA ARATE URATE CHRATE ECTR ECDP MINMAG. MAGSTEP Parameter of the qmnentlai magnitude distrlbutlon (Richler b) Total a&@y rate for rnagnnudes between AMMlN and AM" In Prcgm FRJSKSP ActMty mte of axpomntlai porUon of magnnude distribution ActMty rate of characteristic paum of magnlhwle dlstfibution Minimum distana, betmen wccmdvn locations (computationally moved along the strike of the faun) of the earthquake ~ptu~ mns. Minimum distance bdween auccerriva locations (computationally moved along the dip of the faun) ofthe mthquake ~phrre zone. Minimum magnitude of the earthquake considered along the fault Size of the steD used in FRiSKSP Appendix A Page A. 1 APPENDIX A REFERENCES c REFERENCES AND BACKGROUND SOURCES 112-00066 r c c Abrahaaron, Norman A,, and Shedlock, K.M., 1997, Some Comparisons Between Recent Ground-Motion Relations, Seismological Research Letters, Vol. 68, Numkr 1. Acceleration from Western North American Earthquakes: A Summnry of Recent Work, Seismological Research Abrahamson, N.A., and Silva, W.J., 1997, Equations for Estimating Harizantal Response Spectra and Ped Letters, Vol. 68, Number 1. Algermissen, S.T., Perkins, D.M, Thenhaus, P.C., Hanson, S.L., and Bender, B.L., 1982, Probabilistic Estimates of Maximum Acceleration and Velociv in Rock in the Contiguous United States, U.S. Geological Survey. Open File Report 82-1033. Acceleration and Veloci@ Maps for the United States and Puerto Rico, U.S. Geological Survey, Miscellaneous Algermissen, S.T., Perkins, D.M, Thenham, P.C., Hanson, S.L., and Bender, B.L., 1982, Prababilistic Earthquake Field Studiw Map "2120. Proceedings, Tenth World Confirence on Earthquake Engineering, Volume I. Algermissen, S.T. and Leymdecker, E.V., 1992, A Technique for Unform Hazard Spectra fitimation in the US.. American Society of Civil Engineers, 1976, Liquefwtion Problems in Geotechnical Engineering, ASCE National Convention. Anderson, John G., 1997, Empirical Response Wctral Attenuation Relations for Shallow Crustal Earthquakes, Seismological Research Letters, Vol. 68, Number 1. Buildings, ATC Publication 366. Applied Technology Council, 1978, Tentative Provisions for the Development of Seismic Regulotions for Building Damage Potential, Applied Technology Council Report ATC-10-1, Palo Alto, California Applied Technology council, 1984, Proceedings of Seminar and Workshop on Earthquake Ground Motion and Managmmt Agency Contract No. EMW-C-0912, Publication No. ATC-13. Applied Technology Council, 1985, Earthquake Damage Evaluatian Data for Calvornia, Federal Emergency Association of Engineering Geologists, 1993, Preparation and Review af Engineering Geology/Seismicily Reports for Hospital and School Sites in Calfarnia, AEG-CDMG-OSHPD. Bender, B.K., and Pcrldns, D.M., 1987, SEISRISKIII: A Computer Program for Seismic Hazard Estimation, U.S. Geological Swey Bulletin 1772. Bird, P. and Kong, X., 1994, Computer Simulations of Calfornla Tectonics Confirm Vety Low Strength of Major Faults, Geological Society of America Bulletin, Volume 95, No. 8. Blake, T.F., 1995, FIUSKSP, A Camputer Program for the Probabilistic fitintation of Peak Acceleration and Ungorm Hazard Spectra Using 3-0 Faults as Earthquake Sources, Newbury Park, California Bonilla, M.G. and Buchanan, J.M., 1970, Interim Report on Warldwide Historic Suflace Faulting, US. Geological Survey Open-File Report 70-34. r %nilla, M.G., hkk RK., and Lienkaemper, J.J., 1984, Statistical Relations Among Earthquake Magnitude, Surfoe Rupture Length, and Sufae Fault Displacement, Bulletin of the Seismological Society of America, Volume 74, No. 6. from Strong-Motion Recork, Bulletin ofthe Seismological Society of America, Volume 70. Boore, D.M., Joyner, W.B., Oliver, A.A., and Page, RA., 1980, Peak Acceleration, Veloci@, and Displacement Boore, D.M. and Joyner, W.B., 1982, The Empirical Prediction of GroundMotion, Bulletin ofthe Seismological Society of America, Volume 72. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1993, Estimation ofResponse Spctra and Peak Accelerationsfrom Western North American Earthquakes: An Interim Report, US. Geological Survey Open-File Report 93-509. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1993, Estimation 0fRespon.w Spctra and PeakAccelerationsfrom Western North American Earthquakes; an Interim Report, US. Geological Survey, Part 2, Open-File Report 94- 127. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, Estimation afResponse Spectra and Peak Accelerationsfrom Western North American Earthquakes: An Interim Report, Part 2, US. Geological Survey Open-File Report 94- 127. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1994, GroundMotion Estimates for Strike- and Reverse-Slip Faults, U.S. Geological Survey Unpubliskd Note. Boore, David M., Joyner, Willaim B., and Fumal, Thomas E., 1997, Empirical NearsOurce Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pmedo-Absolute Acceleration Response Spectra, Seismological Research Letters, Vol. 68, Number 1. Hazark in the Los Angeles Region - An Earth-Science Perspective, J.I. Ziony, editor, US. Geological Survey, Borcherdc RD., 1985, Predicting Earthquake Ground Motion: An Introduction, in: Evaluating Earthquake professional Paper 1360. Borcherdt, RD., 1994, Estimates of Site-Dependent Response Spctra for Design (Methodologv and Justijkation), Earthquake Spears, Volume 10. Brillinger, D.R and Preisler, H.K., 1984, An Erploratory Analysis of the Joyner-Boore Attenuation Data, Bulletin of the Seismological Society of America, Volume 74. Building Seismic Safety Council, 1991, ArEHRp Recommended Provisions for the Development of Seismic Regulations for New Buildings, Federal Emergency Management Agency, Patt 1, provisions, FEMA Report 222; Part 2, Commentary, FEMA Report 223. Bureau, G.J., 1981, Near-Source Peak GroundAcceleration, abstracf Earthquake Notes, Volume 52. California Division of Mines and Geology, 1972, Faults and Earthquakes in California, Seismic Safety Information 72-7. California Building Code, Title 24,1995, also known as, the California Code of Regulations, (CCR), Title 24, Part 2 - a portion of the California Building Standards Code, commencing with Section 18901 of the Health and Safety Code. The 1995 edition ofthe CBC incorporates by mferemx the 1994 edition ofthe Uniform Building Code., with necesFary California amendments. California Division of Mines and Geology, Note 42, Fault Rupture Hazard Zones in Calqomia California Division ofMinca and Geology, Note 43, Guidelines to Geologi&imic Reports PW 2 112OOO66.REF Caliiomia Division of Mines and Geology, Note 44, Guidelines for Preparing Engineering Geologic Reports. California Division of Mines and Geology, Note 49, Guidelines for Fault Investigations. California Division of Mines and Geology, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. Campbell, K.W., 1978, An Estimate OfEarthquake Recurrence Times From Seismotectonic Data on a Fault, in: Geologic Guide and Engineering Geology Case Histories, Association of Engineering Geologists, First Annual California Section Conference, Los Angeles, May 12-14, 1978. States, abstmct, Earthquake Notes, Volume 50. Campbell, K.W., 1979, Preliminmy Evaluation of Near-Source Attenuation of Peak Acceleration in the United Campbell, K.W., 1981, Near-Source Attenuation of Peak Horizontal Acceleration, Bulletin of the Seismological Society of America, Volume 71. Earthquake Note$ Volume 52. Campbell, K.W. and Davis, 1981, Statistical Analysis of Earthquake Ground Motion Choracteristics, abstmct, Earthquake Notes, Volume 53. Campbell, K.W. and Niazi, M., 1982, Evidence for Saturation of Peak Acceleration in the Near Field, abSkXt, Large Earthquakes, in Proceedings of Workshop XVI - The l?munic Characteristics of faulting Inferred from Campbell, K.W., 1982, Near-Source Scaling Characteristics of Peak Horizontal Acceleration for Moderate-to- Recordings of Strong Ground Motion, Incline flllage, California, 1981, J. Boatwright, editor, U.S. Geological Survey, Open-File Reporf 82-591. Campbell, K.W., 1983, The effects of Site Characteristics on Near&urce Recordings of Strong Ground Motion, in: Proceedings of Conference AX71 -A Workshop on Site Specific Effects ofSoi1 and Rock on GroundMotion and File Report, 83-845. Their Implicationsfor Earthquake-Resistant Design, Santa Fe, New Mexico, 1983, US. Geological Survey, Open- Studies, in: Proceedings of Course on Geologic and HMIogic Hazarhr, Denver, Colorado, 1984, U.S. Campbell, K.W., 1984, Selection and Development of Strong Motion Scaling Relationships for Seismic Hazard Geological Survey, Open-File Report 84-760. Campbell, K.W., 1985, Strong Motion Attenuation Relations: a Ten-Year Perspective, Earthquake Spectra, Volume 1. Campbell, K.W., 1989, Proposed Revisions to the Uniform Building Code: Issues Related to the Specification of Ground Motion, in: A Workshop on USGS’s New Generation of Probabilistic Ground Motion Maps and their Applications to Building Cooks, Compiled by Kitmiller and Huey, U.S. Geological Survey, Open File Report 89- 364. Campbell, K.W., and Boznrgnia, Y., 1994, Near-Source Attenuation of Peak Horizontal Acceleration From Worldwide Acceleropams Recordedfim 1957 to 1993, Earthquake Engineering Research Institute, Volume IU. CampLd, K.W., 1996, Strong Motion Attenuation Relationships, in AsMcion of Engineering Geologists, Southern California Section, Seismic Hazards Analysis Short Course, T. F. Blake Technical Program Cwrdinator. Campbell, K.W., 1996, Seismology, Engineering,fionr Encylopedia ofPhysica1 Science and Technology, Vol. 15, in Association ofEngineering Geologists, Southem California Section Seismic Hazards Analysis Sbort COW, T. F. Blake Technical Program Coordinator. c I k3 11200066.REF Campbf31, K.W., 19%, Stmng Motion Attenuation Relationships: a Ten-Year Perspective, Earthquake Spectra, Volume 5. Campbell, Kenneth W., 1997, Attenuation Relationahips for Shallow Crustal Earthquakes Based on California StrongMotion Data, Seismological Research Letters, Vol. 68, Number 1. Analysis, The John A. Blume Earthquake Engineering Center, Stanford University. Chiang, W., Guidi, G.A., Mortgat, C.P., Schoof, C.C., Shah, KC., 1984, Computer Programs for Seismic Hazard Coppersmith, K.J., 1991, Seismic Source Characterization for Engineering Seismic Hazard Analysess Proceedings, Fourth International Conference on Seismic Zonation. Volume I, Stanjbrd, California, August 25-29, Earthquake Engineering Research Institute. Cornell, C.A., 1%8, Engineering Seismic RiskAnalysis, Bulletin of the Seismological Society of America, Volume 58, No. 5. Earthquake Engineering Structural Dynamics, Volume 4. Cornell, C.A., Banon, K, and Shakal, A.F., 1979, Seismic Motion and Response Prediction Alternatives, Journal Earthquake EngineeIing Research Institute (EEIU), Committee on Seismic Risk, 1989, The Basics ofSeismic Risk, Earthquake Spectra, Volume 5. Eguchi, RT. and Wiggins J.H., 1979, A Bayesian Seismic Risk Stu@ of California with Lass Estimates, J.H. Wiggins Company, under contract with the U.S. Geological Survey, Technical Report No. 79-1328-1. Evernden, J.F., Kohler, W.M., and Clow, G.D., 1981, Seismic Intensities OfEarthquakes of Conterminous United States-Their Prediction andlnterpretation, U.S. Geological Survey Professional Paper 1223. Development of Seismic Regulations for New Buildings, Building Seismic Safety Council, Washington, D.C. FEMA-Federal Emergency Management Agency, 1992, 1992 Edition NEHRP Recommended Provisions for the Insurance, McGraw-W Book Company, Inc., New York. Freeman, J.R, 1932, Earthquake Damage and Earthquake Insurance, Studies of a Rational Basis for Earthquake J.I. Ziony, editor, Evaluating Earthquake Hazarh in the Los Angeles Region: An Earth Science Perspective, US. Fumal, T.E. and Tinsley, J.C., 1985, Mapping Shear-Wave Velocities of Near-Surfoce Geologic Materials, In:; Geological Survey professional F’aper 1360. Goter, S.K., Oppenheimer, D.H., Mori, J.J., Savage, M.K., and Masse, RP., 1994. Earthquakes in California and Nevada, U.S. Geological Survey, Open-File Report 94-647. Gutenberg, B., and Richter, C.F., 1942, Earthquake Magnitude, Intensity, Energy andAcceleration, Bulletin ofthe Seismological Society of America, Volume 32. Gutenberg, B., and Richter, C.F.. 1944, Frequency OfEarthquakes in California, Bulletin ofthe Seismological Society of America, Volume 34. Gutenberg, E. and Richter, C.F., 1954, Seismicity of the Earth, Rinceton University Press. Hadley, D.M., Helmberger, D.V., and Orcutt, J.A., 1982, Peak Acceleration Scaling Studies, Bulletin of the Seismological Society of America, Volume 72. Appendix B Page B. 1 APPENDIX B FIELD AND LABORATORY INVESTIGATIONS Field Investieation The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Nine 41/-inch exploratory borings were advanced. The boring locations are shown on the site plan. The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accoIdance with the Unified Soil Classification System. Modified and standard penetration tests were performed at selected depths. This test represents the weighing 140 pounds falling 30 inches. Relatively undisturbed soil samples were obtained while resistance to driving a 3- and 2-inch diameter core. barrel. The driving energy was provided by a hammer performing this test. Bag samples of the disturbed soil were obtained fiom the auger cuttings. AU samples were returned to our Clovis laboratory for evaluation. Laboratorv Investieation The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test raults were used as criteria for determining the engineering suitability of the surface and subsurface materials encountenxi. In situ moisture content, dry density, consotidation, direct shear, and sieve analysis tests were determined for the undisturbed samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory bonng/test pits and laboratory determinations are presented in this Appendix. Unified Soil Classification System fine (0 No. 10 to No. 40 No. 40 to No. 200 0.042 to 0.074 2.00 to 0.042 - Sill and Clav I klow No. 200 I ..-,k!PW ?:??'?-. Log of Drill Hole 61 Project: ESA Carlsbad #6631 Client: €SA Services. Inc. Location: Grand Avenue, Carlsbad, California Depth to Water, 12 feet Initial: 12 feet 20 II Ground, Surface . ~ ~. SILTY SAND (SM) damp, drills easy. Loose, fine- to medium-grained; brown, Grades to dense below 2 feet SILTY SANDISAND (SWSP) Medium dense, fine- to coarse-grained; brown, moist, drills easy. Grades to very dense at 7 feet T-7 Saturated at 12 feet. Y SAND (SP) Medium dense Sandstone, fine- to coarse-grained; brown, saturated, drills hard. Refusal at 19 feet in rock End of Borehole .- 0 nc m E W E3 114.: 121.2 124.0 115.4 SAMPLE h - 2 3 Lo ._ 8 3.3 7.2 7.7 15.4 T ;i - rn 63 37 76 43 - Project No: 112-00066 Figure No.: A-1 Logged By: Jamal Kaoud At Completion: 12 feet Penetration Test blowslfl 20 40 60 c / / / Water Content (%) wp I""0""I WI 10 20 30 40 I I 7 Drill Method: Hollow Stem Krazan and Associates Drill Date: 9-14-00 i ! Hole Size: 6%" I Drill Rig: CME 45 C Driller: Richard Lawrence Sheet 1 of I Project: ESA Carlsbad #a831 Client: ESA Services, Inc. Location: Grand Avenue, Carlsbad. California Depth to Water> 13 feet SUBSURFACE PROFILE Log of Drill Hole 82 Ground Surface SILTY SAND ISM) LOOSE#, fine- to medium-grained; brown, damp, drills easy. Grades to medium dense below 2 feet. Moist below 5 feet. Saturated at 12 feet. v SILTY SAND/SAND (SWSP) Dense Sandstone, fine- to coarse-grained; brown, wet, drills easy. v Refusal at 17 feet in rock Initial: 13 feet SAMPLE E :g z'z - ?? 3 .- c 2.8 8.8 9.7 16.3 % - $ m 40 43 73 50 - Project No: 112-00066 Figure No.: A-2 Logged By: Jamal Kaoud At Completion: 13 feet Penetration Test blowslft 20 40 60 - t I \ Water Content (%) wp I""0""I WI 10 20 30 40 I I Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4'K Driller: Richard Lawrence Sheet: 1 of 1 I Project No: 112-00066 Log of Drill Hole 83 Project: ESA Carlsbad #8831 Client: ESA Services, Inc. LocaUon: Grand Avenue, Carlsbad, California Depth to Water> 17 feet SUBSURFACE PROFILE SILTY SAND (SM) Loose, fine- to rnediurn-grained; brown, Moist below 5 feel. SlLTYSAND/SAND (SWSP) -T Initial: 17 feet SAMPLE ._ 0 s nc 0 $S 120.2 118.9 117.6 '21.0 09.1 - - E %! 3 io 0 + ._ I 6.2 7.5 8.9 12.4 Figure No.: A-3 Logged By: Jarnal Kaoud At Completion: 17 feet Penetration Test blowslft 20 40 60 - i Water Content (56) wp I""0""I WI 10 20 30 40 " I - Drill Method: Solid Flight Drill Rig: CME 45 C Driller: Richard Lawrence Krazan and Associates Drill Date: 9-14-00 Hole Size: 4%" c Sheet: 1 of 1 Log of Drill Hole B4 Project: ESA Carlsbad #E831 Client: ESA Services, Inc. Location: Grand Avenue, Carlsbad, California Depth to Water> 14 feet Initial: 14 feet 7 SUBSURFACE PROFILE Description Ground Surface SILTY SAND (SM) Loose, fine- lo medium-grained; brown, damp, drills easy. Grades to medium dense below 2 feet. SILTY SANDISAND (SWSP) Medium dense, fine- to coarse-grained; brown, moist, drills easy. Saturated at 14 feet. SILTY SAND (SM) Very dense Sandstone. fine- to drills hard. coarse-grained; brown, wet to saturated, SAMPLE Project No: 112-00066 Figure No.: A-4 Logged By: Jamal Kaoud At completion: 14 feet 'enetration Test blows/ft 20 40 60 " \ \ Nater Content (%) wp I""0""I WI 10 20 30 40 "L Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4%" Driller: Richard Lawrence Sheet 1 of 1 - - r Log of Drill Hole 85 Project: ESA Carlsbad #E831 Project No: i 12-00066 SUBSURFACE PROFILE @oyndSurface SILTY SAND (SM) damp, drills easy. Loose, fine- to medium-grained; brown, Grades to medium dense below 2 feet. SAND (SP) Medium dense, fine-to medium-grained; brown, moist, drills easy. SILTYSAND (SM) Saturated at 12 feet Grades to dense and drills hard below 16 feet. $ ;E C a, 2G 111.2 107.3 118.7 109.8 - SAMPLE r 'enetration Test blowslft 20 40 60 Water Content (%) wp (""0""I WI 10 20 30 40 Client: ESA Services, Inc. Figure No.: A-5 Location: Grand Avenue, Carlsbad, California Logged By: Jamal Kaoud Depth to Water> 12 feet Initial: 12 feet At Completion: 12 feet " - Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4%" Driller: Richard Lawrence Sheet: 1 of I - - ~~~ Project: €SA Carlsbad #E831 Client: ESA Services, Inc. Location: Grand Avenue, Carlsbad, California Depth to water> 10 feet DescriDtion Ground Surface SILTY SAND (SM) damp, drills easy. Loose, fine- to medium-grained; brown, Grades to medium dense below 2 feet. SILTY SANWSAND (SWSP) Medium dense, One- to medium-grained; brown, moist, drills easy. SILTYSAND (SM) brown, wet, drills Saturated at 10 feet. Sandstone at 12 feet, Refusal at 16 feet in rock. End of Borehole Log of Drill Hole B6 18 20 - T Initial: 10 feet SAMPLE 0 QC 5 u) Q, 2% 123.6 117.2 113.4 11o.c - E = G ._ Z+m Mag 2i? 2 c 4.2 21 8.3 18 22.2 26 19.0 50 Project No: 11 2-00066 Figure No.: A6 Logged By: Jamal Kaoud At Completion: 10 feet ?enetration Test Water Content (%) blows/fl 20 40 60 10 20 30 40 wp I""0""I WI " Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4%" Driller: Richard Lawrence Sheet: 1 of I - Log of Drill Hole B7 1 Project: ESA Carlsbad #a831 Client: ESA Services, Inc. Location: Grand Avenue, Carlsbad, California Depth to Water> SUBSURFACE PROFILE I E t a : 0 2 4 6 a 10 12 14 16 18 20 - .~ Ground surface Loose, fine- to medium-grained; brown, damp, drills easy. Grades to medium dense below 2 feet. mrr SAND ISM) SILTYSANO/SAND (SWSP) Medium dense, fine- lo medium-grained; brown, damp, drills easy. End of Borehole L Initial: SAM - - PLE Project No: 112-00066 Figure No.: A-7 Logged By: Jamal Kaoud At Completion: 'enetration Test blows/ft 20 40 60 - Water Content ("lo) wp I""0""I WI 10 20 30 40 I . ~~ ~~~~ Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4W Driller: Richard Lawrence Sheet: I of 1 Log of Drill Hole 88 Project: ESA Carlsbad #I8831 Client: €SA Services, Inc. Location: Grand Avenue, Carlsbad. California Depth to Water> SUBSURFACE PROFILE Description Groundsurface SILTY SAND (SM) Loose, fine- to medium-grained; brown, damp, drills easy. Grades to medium dense below 2 feet. SILTY SAND/SAND (ShUSP) Medium dense, fine- to medium-grained; brown, moist, drills easy. End of Borehole Initial: SAMPLE - 0 m 43 25 - ~ ~~ Project No: 112-00066 Figure No.: A-8 Logged By: Jamal Kaoud At Completion: L - Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4W ,..- Driller: Richard Lawrence Sheet: 1 of I Penetration Test blowslfl 20 40 60 - Water Content (%) wp WI 10 20 30 40 " Log of Drill Hole B9 Project ESA Carlsbad #E831 Client: ESA Services, lnc. Location: Grand Avenue, Carlsbad, California Depth to Water> SUBSURFACE PROFILE ~~ 12 14 16 18 20 Description Ground Sudace SILTY SAND (SM) Loose, fine- lo medium-grained; brown, dry, drills easy. Grades lo medium dense below 2 feel. Some organics at 2 feet Damp below 5 feet. SILNSANLVSAND (SiWSP) brown, damp, drills easy. Medium dense, fine- lo medium-grained; End of Borehole Initial: SAMPLE 2. = VI c a, 113.5 125.8 - @ u) m - 43 25 - Project No: 112-00066 Figure No.: A-9 Logged BY: Jamal Kaoud At Completion: Penetration Test blowdft 20 40 60 - / Water Content (%) wp (""0""I WI 10 20 30 40 Drill Method: Solid Flight Drlll Rig: CME 45 C Hole Size: 4%" - Krazan and Associates Drill Date: 9-14-00 Driller: Richard Lawrence r- Sheet: I of I I Consolidation Test Project No I Boring No. & Depth I Date I 11 200066 Soil Classification 82 @ 2-3' I 9/26/00 I (SM) 0.00 2.00 4.00 C I B - rn 0 Y) 3 5 6.00 L C (u # a 8.00 10.00 12.00 0.1 1 Load in Kips per Square Foot \ T L \ 10 1 01 X Consolidation @ 2Ksf: 6.0 % " . " .. . .. Krazan Testing Laboratory Consolidation Test I Project No I Boring No. 8, Depth I Date I Soil Classification 11200066 82 @ 5' I 9/29/00 I (SM) 0.1 0.00 1 .w 2.00 3.00 4.00 6.W 7.m 8.00 9.M 1o.m t 4 J I ." ! Load in Kips per Square Foot 1 t 10 100 % Consolidation @ 2Ksf: 2.0 % - t" r- I Krazan Testing Laboratory Shear Strenqth Diaqrarn (Direct Shear) ASTM D - 3080 I AASHTO T - 236 r Projecl Number 1 Boring No. &Depth I Soil Type 11200066 E1 @ 2-3' 9/26/00 (SM) Dale 3.0t 2.0c 1 00 0.00 ''""'""'''lll~ Cohesion: 0.1 Krf 0.0 0.5 1 .o 1.5 2.0 2.5 3.0 Krazan Testing Laboratory ONISSVd lN33Wd c 9NISSVd lN33t13d 9NISSVd lN33t13d - -8 iii -E C .- (3 9NISSVd lN33tl3d DNISSVd lN33t13d R - VALUE TEST ASTM D - 2844 / CAL 301 Project Number Project Name Date Sample Location/Curve Number Soil Classification 11200066 Prop. Carlsbad Hotel 9/20/00 RV# 1 (SM) TEST B A Percent Moisture @ Compaction, % Dry Density, Ibm/cu.fl. Exudation Pressure, psi Expansion Pressure, (Dial Reading) 790 0 0 Expansion Pressure, psf 0 Resistance Value R 72 R Value at 300 PSI Exudation Pressure R Value by Expansion Pressure (TI =): 5 Expansion Pressure nil C 12.1 11 9.4 200 0 0 0 67 60 10.2 121.0 11.1 120.8 340 - I (67 J, I 4.0 3.6 3.2 = 2.8 ii .. - ; 2 2.0 5 : 2.4 u) u) x .c .U 1 6 L s 1.2 > 0.8 0.4 00 300 PSI 100 90 80 70 60 Y) (Y = 50 'Z z ? 40 30 20 10 0 Exudation Pressure, PSI Krazan Testing Laboratory R - VALUE TEST ~~ ~ ASTM D - 2844 I CAL 301 Project Number 11 200066 Project Name Date Sample Location/Curue Number RV# 2 Soil Classification (SM) Prop. Carlsbad Hotel 9/20/00 TEST C B A 1 Percent Moisture @ Compaction, % Dry Density, Ibm/cu.ft. 10.0 12.0 11.0 124.1 123.8 124.3 Exudation Pressure, psi 480 790 21 0 Expansion Pressure, (Dial Reading) 0 0 0 Fxnancinn PrwsIIre nqf n n n IResistance Value R I 60 I 73 I 70 R Value at 300 PSI Exudation Pressure I C64 2 R Value by Expansion Pressure (TI =): 5 Expansion Pressure nil I I 4.0 3.6 3.2 0.8 0.4 0.0 """'=?X "NNN over Thick. Exp. Pressure, fl 100 90 80 70 60 30 20 10 0 Krazan Testing Laboratory - c APPENDIX C PROBABILISTIC SEISMIC HAZARD ANALYSIS DATA SHEETS' 0 0 I 0 0 0 0 0 0 3 3 0 0 0 rn 0 m 0 0 0 0 0 0 m m 0 0 d m I d e' 0 3 m 0 a m P- i dN 6 n I L r r i r ~ I + r 3 I 0 3 0 3 m 0 0 z !! I L r- r- r- - m 0 + - 10 t! 0 0 4 m 0 0 v N 0 0 3 m 0 DO no UO w. N L n 0 m - m 0 3 Ln 0 d m I d 0 3 m 0 0 m * m I + r- r- r- 0 w N 0 0 3 m 0 0 - m I m a 2 I v) a m I a <' - 0 3 m 0 0 0 + m Y m + wo - 3: 10 Td 0 3 01 N E; 6 3 elN a 0 I E 0 3 m P y1 m 3 LO WO OY) v. 0 PO UO no WN 0 0 - m m u u m K I Y x 4 5 i A + c L .... - .- c" ww~wwwwwwwwwwwwwwwwww. now YYYYYXYYYYYYYYYYYYY EEEEEEEEEEEEEEEEEEE P.4Nmr-mmwOmmr-PNwPNNI ................... rmnmnrmmrnrnn~rmmmo mmm00003333NNNNNNNm "33"4"3"34" Appendix D Page D. 1 APPENDIX D EARTHOUAKE SEARCH RESULTS EARTHQUAKE EPICENTER h4AP ESA-Carlsbsd 1100 ,. L 600 Number of Earthquakes (N) Above Magnitude (M) ESA-Carlsbad 80 60 40 z v In C P) W > 0 a 20 c w- ij 10 E8 =I z .- 96 " - m $4 3 2 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) ****************llt*1C**** * EQSEARCH * Version 3.00 * * * * ......................... * PEAK ACCELERATION FROM ESTIMATION OF CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 11200066 DATE: 09-13-2000 JOB NAME: ESA-Carlsbad EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.1646 SITE LONGITUDE: 117.3439 SEARCH DATES : START DATE: 1800 END DATE: 1999 SEARCH RADIUS: 80.0 mi 128.7 km ATTENUATION RELATION: 3) Boore et al. (1997) Horiz. - NEHRP D (250) UNCERTAINTY (M=Median, S=Sigma) : M Number of Sigmas: 0.0 ASSUMED SOURCE TYPE: DS [SS=Strike-slip, DS=Reverse-slip, BT=Blind-thrust1 SCOND: 0 Depth Source: A Basement Depth: 5.00 km Campbell SSR: COMPUTE PEAK HORIZONTAL ACCELERATION Campbell SHR: MINIMUM DEPTH VALUE (km): 0.0 EARTHQUAKE SEARCH RESULTS Page 1 ......................................... I I I I TIME I I 1 SITE ISITEI APPROX. FILE1 LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODE1 NORTH I WEST I 1 H M Secl (km) I MAG.1 g I1NT.I mi [km] ""+"""-+""""+"""""+""""t""-+""-+"""-t""+"""""" MGI 133.0000l117.0000l0~/21/18561 730 0.01 0.01 5.001 0.060 I VI I 22.9( 36.9) DMG 133.00001117.3000111/22/1800l2130 0.01 0.01 6.501 0.217 IVIIIl 11.6( 18.7) MGI 132.8000l117.1000l05/25/18031 0 0 0.01 0.01 5.001 0.050 I VI I 28.9( 46.4) DMG 132.70001117.2000105/27/1862l20 0 0.01 0.01 5.901 0.072 I VI I 33.1( 53.3) PAS 132.97101117.8700107/13/1986l1347 8.21 6.01 5.301 0.052 I VI I 33.2( 53.5) T-A 132.67001117.1700110/21/1862l 0 0 0.01 0.01 5.001 0.042 I VI I 35.6( 57.3) T-A 132.67001117.1700112/00/18561 0 0 0.01 0.01 5.001 0.042 I VI I 35.6( 57.3) T-A 132.67001117.1700105/24/18651 0 0 0.01 0.01 5.001 0.042 I VI I 35.6( 57.3) DMG 133.70001117.4000104/11/1910l 757 0.01 0.01 5.001 0.041 I V I 37.1( 59.7) DMG 133.70001117.4000105/15/1910l1547 0.01 0.01 6.001 0.070 I VI I 37.1( 59.7) DMG 133.70001117.4000105/13/1910l 620 0.01 0.01 5.001 0.041 I V I 37.1( 59.7) DMG 133.20001116.7000101/01/19201 235 0.01 DMG 133.69901117.5110lO5/31/19381 83455.41 MGI 133.20001116.6000110/12/1920l1748 0.01 DMG 132.8000l116.8000l10/23/1834l23 3 0.01 DMG 133.71001116.9250109/23/1363l144152.61 DMG 133.7500l117.0000l04/21/1~18l223225.01 DMG 133.75001117.0000106/06/1918l2232 0.01 MGI 133.80001117.6000104/22/1918l2115 0.01 DMG (33.57501117.98301~3/11/19333l 518 4.01 DMG 133.61701117.9670103/11/1933l 154 7.81 DMG 133.80001117.0000112/25/1899l1225 0.01 DMG 133.61701118.0170103/14/1333l19 150.01 DMG 133.90001117.2000~12/19/18801 0 0 0.01 PAS 133.50101116.5130102/25/1980l104738.5~ DMG 133.00001116.4330106/04/1940l1035 8.31 DMG 133.68301118.0500l03/11/1933l 658 3.01 DMG 133.50001116.5000l09/30/1916~ 211 0.01 DMG 133.70001118.0670103/11/1333~ 51022.01 DMG 133.70001118.0670103/11/1333l 85457.01 DMG 134.0000l117.2500l07/23/1923l 73026.01 MGI l34.0000l117.5000l12/16/1858l10 0 0.01 DMG 133.7500l118.0830l03/11/1933l 230 0.01 DMG 133.7500l118.0830l03/11/1933l 910 0.01 10.01 5.501 0.052 0.01 5.001 0.041 0.01 5.701 0.056 0.01 5.301 0.043 16.51 5.001 0.036 0.01 5.001 0.035 0.01 6.801 0.091 0.01 5.001 0.035 0.01 5.201 0.038 0.01 6.301 0.067 0.01 5.101 0.035 0.01 6.401 0.070 13.61 5.501 0.040 0.01 6.001 0.054 0.01 5.101 0.032 0.01 5.001 0.031 0.01 5.501 0.040 0.01 5.101 0.032 0.01 5.101 0.032 0.01 6.251 0.056 0.01 5.101 0.030 0.01 7.001 0.083 0.01 5.101 0.030 I I I I I I I I I I I I I I I I I I I I I I I DMG 133.75001118.0830103/13/1333~131828.01 0.01 5.301 0.034 I V I 58.7( 94.5) DMG (33.7500l118.0830l03/11/1933l 323 0.01 0.01 5.001 0.023 I V 1 58.7( 94.5) DMG 133.75001118.0830103/11/1333~ 2 9 0.01 0.01 5.001 0.029 I V I 58.7( 94.5) DMG 133.34301116.3460104/28/1969~232042.9l 20.01 5.801 0.044 I VI I 58.9( 94.8) DMG 133.95001116.8500l09/28/19461 719 9.01 0.01 5.001 0.028 I V I 61.2( 98.5) DMG 133.78301118.1330110/02/1333l 91017.61 0.01 5.401 0.034 I V I 62.4(100.3) DMG 133.40001116.3000102/09/1890~12 6 0.01 0.01 6.301 0.055 I VI I 62.4(100.4) T-A 132.25001117.5000l01/13/1877~20 0 0.01 0.01 5.001 0.027 I V I 63.8(102.7) DMG 132.81701118.3500112/26/1951l 04654.01 0.01 5.901 0.044 I VI I 63.0(101.4) MGI 134.10001117.3000107/15/1905l2041 0.01 0.01 5.301 0.031 I V I 64.6(104.0) DMG 133.20001116.2000105/28/1892l1115 0.01 0.01 6.301 0.052 I VI I 66.1(106.4) DMG 133.40801116.2610103/25/1937Il649 1.81 10.01 6.001 0.045 I VI I 64.7(104.1) DMG 133.97601116.7210106/12/1944l104534.71 10.01 5.101 0.028 I V I 66.5(107.0) DMG 133.78301118.2500l11/14/1941l 84136.31 0.01 5.401 0.032 I V 1 67.4(108.5) DMG 133.28301116.1830103/19/19541 95429.01 0.01 6.201 0.049 I VI I 67.5(108.7) DMG 133.28301116.1830103/23/19541 41450.01 0.01 5.101 0.027 I V I 67.5(108.7) DMG 133.28301116.1830103/19/1954l102117.01 0.01 5.501 0.034 I V I 67.5(108.7) DMG 133.28301116.183OIO3/19/19541 95556.01 0.01 5.001 0.026 I V 1 67.5(108.7) DMG 133.99401116.7120106/12/1944l111636.01 10.01 5.301 0.030 I V I 67.8(109.1) v i 37.3 VI I 38.1 VI I 40.3 VI I 43.1 v I 44.7 V I 45.0 VI11 45.0 V I 46.3 VI I 47.6 V I 46.5 VI I 48.1 ( ( ( ( '( ( '( ( ( ( ( VI I 51.4( 82.8) V I 49.8( 80.2) v I 53.3( 85.7) V I 53.9( 86.7) V I 54.2( 87.2) V 1 53.9( 86.7) V I 55.7( 89.6) V I 55.7( 89.6) VI I 57.9( 93.2) VI11 58.4( 93.9) v I 58.7( 94.5) v I 58.7( 94.5) 60.0) 61.4) 64.9) 72.0) 69.3) 72.4) 74.5) 72.4) 74.8) 76.6) 77.5) """"""""""""- EARTHQUAXE SEARCH RESULTS """"""""""""- Page 2 ........................................ 1.1 I I TIME 1 I I SITE ISITEI APPROX. FILE1 LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODE1 NORTH I WEST I I H M Secl (km) I MAG.1 g I1NT.I mi [km] ""+"""-+""""+"""""+""""t""-t""-t"""-t""t"""""" DMG 132.7000[116.3000102/24/1892l 720 0.01 0.01 6.701 0.063 I VI I 68.5(110.2) MGI 134.00001118.0000112/25/190311745 0.01 0.01 5.001 0.025 I V I 68.9(110.9) DMG 133.2170~116.1330108/15/1945l175624.0l 0.01 5.701 0.036 I V I 70.1(112.7) GSP ~34.1400~117.7000102/28/1990l234336.61 5.01 5.201 0.028 I V I 70.4(113.3) DMG ~33.1900~116.1290104/09/19681 22859.11 11.11 6.401 0.052 I VI I 70.2(113.0) DMG 133.8500~118.2670103/11/193311425 0.01 0.01 5.001 0.025 I V I 71.2(114.5) PAS l33.99801116.6060107/08/19861 92044.51 11.71 5.601 0.034 I V I 71.5(115.1) DMG ~34.2000~117.4000107/22/1899~ 046 0.01 0.01 5.501 0.032 I V I 71.6(115.2) DMG DMG DMG DMG GSP DMG PAS DMG PAS DMG DMG DMG DMG GSP DMG DMG DMG T-A GSN T-A I I I I I I I I I I I I I I I I I I I I T-A ~34.0000~118.2500l03/26/18601 0 0 0.01 0.01 5.001 0.023 I IV I 77.7(125.1) MGI 134.1000l118.1000l07/11/18551 415 0.01 0.01 6.301 0.046 I VI I 77.8(125.3) 34.10001116.8000110/24/1935l1448 7.61 0.01 5.101 0.026 I V I 71.8(115.51 34.2000~117.1000109/20/19071 154 0.01 0.01 6.001 0.041 I V I 72.8(117.2) 34.18001116.9200101/16/19301 034 3.61 0.01 5.101 0.025 I V I 74.2(119.4) 34.18001116.9200101/16/1930l 02433.91 0.01 5.201 0.027 I V I 74.2(119.4) 34.1630~116.8550106/28/1992l144321.0l 6.01 5.301 0.028 I V I 74.4(119.8) 34.10001116.7000102/07/1889l 520 0.01 0.01 5.301 0.028 I V I 74.4(119.8) 34.06101118.0790110/01/19871144220.01 9.51 5.901 0.038 I V I 74.9(120.6) 33.11301116.0370104/09/19681 3 353.51 5.01 5.201 0.026 I V I 75.6(121.7) 34.0730~118.0980110/04/19871105938.2~ 8.21 5.301 0.028 I V I 76.2(122.7) 34.0170~116.5000107/24/1947l221046.0~ 0.01 5.501 0.031 1 V I 76.3(122.8) 34.01701116.50OOlO7/26/19471 24941.01 0.01 5.101 0.025 I V I 76.3(122.8) 34.0170~116.50OOlO7/25/19471 61949.01 0.01 5.201 0.026 I V I 76.3(122.8) 34.0170~116.5000107/25/19471 04631.01 0.01 5.001 0.024 I IV I 76.3(122.8) 34.1950~116.8620108/17/1992l204152.11 11.01 5.301 0.028 I V I 76.3(122.8) 33.9330~116.3830112/04/19481234317.0( 0.01 6.501 0.052 I VI I 76.6(123.3) 34.27001117.5400109/12/19701143053.0~ 8.01 5.401 0.029 I V I 77.1(124.1) 33.23101116.0040105/26/19571155933.61 15.11 5.001 0.023 I IV I 77.5(124.8) 34.OOOOlll8.25OOlOl/lO/l856l 0 0 0.01 0.01 5.001 0.023 I IV I 77.7(125.1) 34.2030~116.8270106/28/1992l150530.7~ 5.01 6.701 0.057 I VI I 77.6(124.9) 34.00001118.2500l0~/23/1827l 0 0 0.01 0.01 5.001 0.023 I IV I 77.7(125.1) DMG 134.20001117.9000108/28/1889l 215 0.01 0.01 5.501 0.030 I V DMG 134.3000~117.5000107/22/189912032 0.01 0.01 6.501 0.051 I VI DMG 132.9670~116.0000110/21/1942l162654.01 0.01 5.001 0.023 I IV DMG )32.9670~116.0000110/22/1942l181326.01 0.01 5.001 0.023 I IV DMG ~32.9670~116.0000110/21/1942l162519.0~ 0.01 5.001 0.023 I IV DMG 132.96701116.0000110/21/1942l162213.0( 0.01 6.501 0.051 I VI DMG l34.2670(116.9670IO8/29/19431 34513.01 0.0) 5.501 0.030 1 V GSP ~33.8760~116.2670106/29/1992l160142.8~ 1.01 5.201 0.025 I V GSP 133.9020~116.2840107/24/1992l181436.2l 9.01 5.001 0.023 I IV MGI 134.0000l118.3000109/03/1905~ 540 0.01 0.01 5.301 0.027 I V GSP 134.2390~116.8370107/09/1992l014357.61 0.01 5.301 0.027 I V DMG 132.98301115.9830105/23/1942l154729.0l 0.01 5.001 0.023 I IV DMG 134.30001117.6000107/30/18941 512 0.01 0.01 6.001 0.039 1 V .................................................................. 1 1 1 1 1 1 1 1 1 1 1 1 1 *r 78.3(126.0) 78.9(127.0) 78.9(127.0) 78.9(127.0) 78.9(127.0) 78.9(127.0) 79.1(127.3) 79.5(127.9) 79.1(127.3) 79.7(128.2) 79.7(128.2) 79.7(128.3) 79.8(128.4) b*********** L -END OF SEARCH- 96 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 1999 LENGTH OF SEARCH TIME: 200 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 11.6 MILES (18.7 kin) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.0 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.217 g COEFFICIENTS FOR GUTENBERG 6 RICHTER RECURRENCE RELATION: b-value= 0.349 a-value= 1.210 beta-value= 0.804 """""""""""""""""" TABLE OF MAGNITUDES AND EXCEEDANCES: """"~"""""""""""""- Earthquake I Number of Times I Cumulative Magnitude I Exceeded I No. / Year """""-+"""-"""""+"""""" 4.0 4.5 I I 96 I 0.48241 96 5.0 I I 0.48241 96 5.5 I 0.48241 6.0 I I 36 21 I 0.18090 I 0.10553 6.5 I 8 7.0 I 1 I 0.00503 I 0.04020 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED EXTENDED STAY AMERICA HOTEL #8831 GRAND AVENUE NEAR HOPE AVENUE CARLSBAD, CALIFORNIA PROJECT NO. 112-00066 OCTOBER 4.2000 Prepared for: MR. MATT O'SHEA ESA SERVICES, INC. 2525 CHERRY AVENUE, SUITE 3 10 SIGNAL HILL. CA 90806-2037 Prepared by: KRAZAN & ASSOCIATES, INC. 226 NORTH SHERMAN AVENUE, SUITE A CORONA, CA 92882 (909) 549-1 188 @&P&Zan &ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS October 4,2000 KA Project No. 1 12-00066 Mr. Matt O’Shea ESA SERVICES, INC. 2525 Cherry Avenue, Suite 3 IO Signal Hill, CA 90806-2037 RE: Geotechnical Engineering Investigation Proposed Extended Stay America Hotel #Sa1 Grand Avenue Near Hope Avenue Carlsbad, California Dear Mr. O’Shea: In accordance with your request, we have completed a Geotechnical Engineering Investigation for the above-referenced site. The results of our investigation are presented in the attached report. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our offtce at (909) 549-1 188. RSSIN Respectfully submitted, KR~ZAN & AS CUTES, mc. % R. Sammy Sa& Southern California Regional Manager UCE No. 52162 226 North Sherman Avenue, Suite A. Corona CA 92882 (909) 549-1 188 Fax (909) 549-1 190 Eleven Omces Serving The Western United States I12W da SITE DEVELOPMENT ENGINEERS TABLE OF CONTENTS INTRODUCTION ...................................................................................................................................... 1 PURPOSE AND SCOPE ............................................................................................................................ 1 PROPOSED CONSTRUCTION ............................................................................................................... 2 SITE LOCATION, SITE HISTROY, AND SITE DESCRIPTION ...................................................... 2 FIELD AND LABORATORY INVESTIGATIONS ............................................................................... 3 SOIL PROFILE AND SUBSURFACE CONDITIONS .......................................................................... 3 GROUNDWATER ..................................................................................................................................... 4 CONCLUSIONS AND RECOMMENDATIONS .................................................................................... 4 Admmstrative Summary .......................................................................................................................... 4 Groundwater Influence on Structures/Construction ................................................................................. 5 Soil Liquefaction ...................................................................................................................................... 5 Seismic Settlement .................................................................................................................................... 6 Site Preparation ......................................................................................................................................... 6 Engineered Fill .......................................................................................................................................... 8 , Drainage and Landscaping ....................................................................................................................... 8 Utility Trench Backfill .............................................................................................................................. 8 Foundations ............................................................................................................................................... 9 Floor Slabs and Exterior Flatwork .......................................................................................................... 10 Lateral Earth Pressures and Retaining Walls ......................................................................................... IO R-value Test Results and Pavement Design .......................................................................................... 11 Site Coefficient ....................................................................................................................................... 12 Soil Cement Reactlvlty 12 Compacted Material Acceptance 13 Pipe Corrosion 13 Testing and Inspection ............................................................................................................................ 13 LIMITATIONS ......................................................................................................................................... 13 SITE PLAN .............................................................................................................................................. 18 .. .. ........................................................................................................................... ........................................................................................................................................ ............................................................................................................ LOGS OF BORINGS (1 TO 9) ................................................................................................ Appendix A GENERAL EARTHWORK SPECIFICATIONS ................................................................. Appendix B GENERAL PAVEMENT SPECIFICATIONS ..................................................................... Appendix C 226 North Sherman Avenue, Suite A - Corona CA 92882 (909) 549-1 188 Fax (909) 549-1 190 Eleven Oftices Serving The Western United States I llwow dm October 4.2000 SITE DEVELOPMENT ENGINEERS KA Project No. 1 12-00066 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED EXTENDED STAY AMERICA HOTEL #8831 GRAND AVENUE NEAR HOPE AVENUE CARLSBAD, CALIFORNIA INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the proposed Extended Stay America Hotel #8831 to be located west of Interstate 5 between Grand Avenue and Laguna Drive, near Hope Avenue, in Carlsbad, California. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, retaining walls, soil cement reactivity, and pavement design. A site plan showing the approximate boring locations is presented following the text of this report. A , description of the field investigation, boring logs, and the boring logs legend are presented in Appendix A. Appendix A contains a description of the laboratory testing phase of this study, along with the laboratory test results. Appendices B and C contain guides to earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and Engineered Fill construction. Our scope of services is outlined in our Proposal dated September 8,2000 (KA Proposal No. PC1 12-00) and included the following: A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. A field investigation consisting of drilling 9 borings to depths ranging from approximately 10 to 20 feet for evaluation of the subsurface conditions at the project site. Some of the borings were terminated a shallower depth due to auger refusal in rock. 226 North Sherman Avenue, Suite A Corona CA 92882 - (909) 549-1 188 Fax (909) 549-1 190 Eleven OIfices Serving The Western United States I12ooo66 da KA NO. 112-00066 Page No. 2 Performing laboratory tests on representative soil samples obtained from the horings to evaluate the physical and index properties of the subsurface soils. Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation. PROPOSED CONSTRUCTION We understand that design of the proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood that development will include the construction of a three- to four-story Extended Stay America Hotel Building #8831. The proposed building is planned to be of wood and masonry construction with concrete slabs-on-grade. Footing loads are anticipated to be moderate. On-site parking and landscaping are also planned. Footings loads are anticipated to be light to moderate. The existing project area is essentially level. We anticipate that cut and fill operations during earthwork will be minimal and limited to providing a level building pad and positive site drainage. In the event these structural or grading details are inconsistent with the final design criteria, the Soils Engineer should be notified so that we may update this writing as applicable. SITE LOCATION, SITE HISTORY AND SITE DESCRIPTION The site is irregular in shape and encompasses approximately 2.41 acres. The site is located west of Interstate 5 between Grand Avenue and Laguna Drive, in Carlshad, California. The site is predominately surrounded by residential and commercial developments. The site consists of three parcels, Parcel 1 (APN 203-130-15), Parcel 2 (APN 203-130-18 and 20), and Parcel 3 (APN 203-130- 34). Site history was researched by reviewing historical aerial photographs taken in 1928, 1953, 1970, 1974, 1979, and 1989. A review of the 1928 aerial photograph indicates that the project site was predominately utilized as an orchard. No structures occupied the site. - Review of the 1953 aerial photographs indicates that a portion of the site was occupied by two single- family dwellings adjacent to Grand Avenue and agricultural land adjacent to Laguna Drive. - A review of the 1970 aerial photograph indicates that the site was occupied by four structures, possibly residential in nature. Two of these structures were located near Grand Avenue, and the other two were located near Laguna Drive. The majority of the site was vacant. A review of the 1974 and 1979 aerial photographs indicates that the project site conditions appear to he relatively similar to those noted in the 1970 aerial photograph. - - ~ Krazan & Associates, Inc. Eleven Offices Sewing The Western United States 7 -. KA No. I 12-00066 Page No. 3 c Review of the 1989 aerial photograph indicates that the site was predominately utilized for agricultural purposes, with the same residential dwellings as noted in previous aerial photographs. Presently, the majority of the site is occupied by tomato fields. Two houses and a garage are located along the southern portion of the site, along Grand Avenue. Two larger houses are located along Laguna Drive, as well as an associated shed. The houses cover an area of 786, 1,050, 1,127, and 1,035 square feet. The garage and the shed cover an area of 323 and 509 square feet, respectively. A fence is located along the eastern edge of the site. A slope, approximately 5- to 10-feet high, is located outside the fence. The slope is predominately covered with thick vegetation, shrubs, and small trees. The slope has an inclination ranging between 28 and 40 degrees. Trees were also encountered along the western, southern, and northern boundaries of the site. The site is relatively level with no major changes in grade. FIELD AND LABORATORY INVESTIGATIONS Subsurface soil conditions were explored by drilling 9 borings to depths ranging from approximately IO to 20 feet below existing site grade, using a truck-mounted drill rig. Some of the borings were terminated at a shallower depth due to auger refusal in rock. In addition, 2 bulk subgrade soil samples were obtained from the proposed pavement areas for laboratory R-value testing. The approximate boring and bulk sample locations are shown on the site plan. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the subsoils. Soil samples were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the ' Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation, shear strength, consolidation potential, and moisture density relationships of the materials encountered. In addition, chemical tests were performed to evaluate the corrosivity of the soils to buried concrete and metal. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final boring logs in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those fou.nd in the geologic region of the site. In general, the upper soils consist of 2 to 3 feet of very loose to loose silty sand. These soils are moisture sensitive and are highly compressible when saturated. A representative soil sample consolidated approximately 6 percent under a 2 ksf load. Below the loose and moisture-sensitive soils, approximately 6 to 8 feet of medium dense to very dense silty sand or silty sandsand were encountered. Field and laboratory tests suggest that these soils are moderately strong and slightly compressible. Penetration resistance ranged from 18 to 73 blows per Eleven Offices Serving The Western United States Krazan & Associates, he. I l2MN6 doc KA NO. 112-00066 Page No. 4 foot. Dry densities ranged from 105 to 127 pcf. A representative soil sample consolidated approximately 2 percent under a 2 ksf load when saturated. A representative soil sample had an angle of internal friction of 32 degrees. Below IO to I5 feet, predominately medium dense to very dense sandstone was encountered. These soils had higher strength characteristics than the upper soils and extended to the auger refusal depth of our borings. For additional information about the soils encountered, please refer to the logs of borings in Appendix A. GROUNDWATER Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Free groundwater was encountered at depths ranging from IO to 17 feet below existing site grade. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use and climatic conditions, as well as other factors. Therefore, waterlevel observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. CONCLUSIONS AND RECOMMENDATIONS Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations. Administrative Summary In brief, the subject site and soil conditions, with the exception of the upper moisture-sensitive and compressible soils and existing development, appear to be conducive to the development of the project. The upper soils within the project site are moisture sensitive and moderately compressible under saturated conditions. Accordingly, mitigation measures are recommended to reduce potential excessive soil settlement. To minimize post-construction soil movement, it is recommended that at least 2 feet recompacted. The over-excavation should extend a minimum of 5 feet beyond footing lines. The contractor may elect to over-excavate the entire building area to a depth of 2 feet below the'footings. Recommendations pertaining to the removal and recompaction of these moisture-sensitive soils are presented herein. - below the base of the footings and the slab system be excavated, moisture-conditioned as necessary, and - - Within the proposed exterior flatwork and pavement areas, it is recommended that the upper 12 inches be excavatedkcarified and recompacted. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. - ~~ Krnzan & Associntes, he. ~~~ ~ ~~ - Eleven Offices Serving The Western United States KA No. 1 12-OOO66 Page No. 5 A portion of the site is occupied by existing houses. Buried structures encountered during construction should be properly removed and the resulting excavations backfilled. It is suspected that demolition activities of the existing structures will disturb the upper soils. After demolition activities, it is recommended that the disturbed loose soils in building pad and exterior flatwork areas be removed and/or recompacted. This compaction effort should stabilize the upper soils and locate any unsuitable or pliant areas not found during our field investigation. Trees were encountered at the site. If not utilized for the proposed development, it is recommended that the trees be removed and the resulting excavations be backfilled with Engineered Fill. Tree removal operations should include roots greater than one inch in diameter. Sandy soils were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. Liquefaction potential was evaluated at the site. Based on our findings, it is our opinion that the potential for liquefaction at the site is low. Therefore, no mitigation measures would be warranted. After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structure footings may be designed utilizing an allowable bearing pressure of 3,000 psf for dead-plus-live loads. Footings should have a minimum embedment of 18 inches. Groundwater Influence on Structuredconstruction Groundwater was encountered at depths ranging from IO to 17 feet below ground surface within the test borings. Groundwater level may be shallower during site grading. Therefore, dewatering and/or waterproofing will be required should structures or excavations extend below the groundwater table. If groundwater is encountered, our firm should be consulted prior to dewatering the site. Installation of a standpipe piezometer is suggested prior to construction should groundwater levels be a concern. , In addition to the groundwater level, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, “pump,” or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. - Soil Liauefaction Soil liquefaction is a state of soil particles suspension caused by a complete loss of strength when the - effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic - events. Kraznn & Associates, Inc. ’ - Eleven Ofices Serving The Western United States KA No. 112-00066 Page No. 6 To evaluate the liquefaction potential of the site, the following items were evaluated: 1) Soil type 2) Groundwater depth 3) Relative density 4) Initial confining pressure 5) Intensity and duration of groundshaking The potential for soil liquefaction during a seismic event was evaluated. Detailed evaluation of soil liquefaction and other seismic hazards are presented in our Engineering Geology Investigation report. Based on our findings, it is our opinion that the potential for seismic-induced soil liquefaction within the project site vicinity is very low, and measures to mitigate liquefaction potential are not necessary. Seismic Settlement One of the most common phenomena during seismic shaking accompanying any earthquake is the induced settlement of loose unconsolidated soils. Based on site subsurface conditions, and the moderate to high seismicity of the region, any loose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of our Geotechnical Engineering Investigation (over-excavation and rework of the loose soils and/or fill). Based on the moderate penetration resistance measured, the native deposits underlying the surface materials do not appear to be subject to significant seismic settlement. \' Site Preparation General site clearing should include removal of vegetation and existing utilities, structures, including foundations basement walls and floors, existing stockpiled soil, trees and associated root systems, rubble, rubbish, and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Presently, a portion of the site is occupied by existing structures. It is suspected that demolition activities of the existing structures will disturb the upper soils. After demolition activities, it is recommended that the disturbed and loose soils within building pad and exterior flatwork areas, be removed, moisture-conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Of primary importance in the development of this site, is the removal/recompaction of moisture- sensitive and potentially compressible soils from the areas of the proposed structures. To minimize post- construction soil movement, it is recommended that at least 2 feet below the base of the footings and the c slab system be excavated, moisture-conditioned as necessary, and recompacted to a minimum of 90 - - - c Eleven Offices Serving The Western United States Krazan & Associates, Inc. I1200W6.dos KA NO. 112-00066 Page No. 7 percent of maximum density based on ASTM Test Method D1557. Therefore, if the footings are 18 inches deep, the total depth of recompaction within the proposed footing area should be 3% feet. Native silty sand or silty sandhand soils are suitable for reuse as Engineered Fill. Over-excavation should extend to a minimum of 5 feet beyond the structural elements. Fill material should be compacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. The contractor may choose to excavate the entire site to 2 feet below the bottom of the footings. If this alternative is used, surface preparation may be accomplished concurrently with building foundation site preparation. Within the proposed exterior flatwork and pavement areas, it is recommended that the upper 12 inches be excavated and recompacted to a minimum of 95 percent of maximum density based on ASTM Dl557 Test Method. Limits of recompaction should extend 5 feet beyond structural elements. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation. Trees were encountered at the site. If not utilized for the proposed development, it is recommended that the trees be removed and the resulting excavations be backfilled with Engineered Fill. Tree removal operations should include roots greater than one inch in diameter. The upper soils, during wet winter months, become very moist due to the absorptive characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization ' consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed. Any buried structures or loosely backfilled excavations encountered during construction should be properly removed and the resulting excavations backfilled with Engineered Fill. Excavations, depressions, or soft and pliant areas extending below planned finished subgrade levels should be cleaned to firm, undisturbed soil and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. The resulting excavations should be backfilled with Engineered Fill. If fill material is encountered at the site during construction, it is recommended that thestructural integrity of the fill be verified. Fill soils which have not been compacted properly and certified should be excavated and recompacted. Prior to fill placement, Krazan & Associates, Inc. should inspect the bottom ofthe excavation to verify no additional excavation will be required. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction and stability of the material. The Eleven Offices Serving The Western United States Krazsn & Associates, Inc. - KA No. 112-00066 Page No. 8 Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section. Engineered Fill The organic-free, on-site, native soils are predominately silty sands, silty sandsands, and sands. These soils will be suitable for reuse as Engineered Fill, provided they are cleansed of excessive organics and debris. The preferred materials specified for Engineered Fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the contractor, since he has complete control of the project site at that time. Imported Fill material should be predominately non-expansive granular material with a plasticity index less than 10 and a UBC Expansion Index less than 15. Imported Fill should be free from rocks and clods greater than 4 inches in diameter. All Imported Fill material should be submitted to the Soils Engineer for approval at least 48 hours prior to delivery at the site. Fill soils should be placed in lifts approximately 6 inches thick, moisture-conditioned as necessary, and compacted to achieve at least 90 percent of maximum density as determined by ASTM Dl557 test Method. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Drainage and Landscaping The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Subgrade soils in pavement areas should be sloped a minimum of I percent and drainage gradients maintained to carry all surface water to collection facilities and off-site. These grades should be maintained for the life of the project. Utilitv Trench Backfill Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced; especially during or following periods of precipitation. Eleven Offices Serving The Western United States Krnzan & Associates, Inc. " KA No. I 12-00066 Page No. 9 Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. The upper 2 feet of utility trench backfill placed in pavement areas should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1.557. Pipe bedding should be in accordance with pipe manufacturer recommendations. The contractor is responsible for removing all water-sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Foundations The proposed structures may be supported on a shallow foundation system bearing on 2 feet of Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures: The footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches, regardless of load. The total settlement is not expected to exceed 1 inch. Differential settlement should be less than fi inch. Post-construction differential movement along exterior wall, continuous spread footings, or between new and existing footings may be assumed to produce an angular distortion of 0.002. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post-construction soil movement may occur if the foundation soils are flooded or saturated. Providing the site is prepared as recommended in our report, seasonal rainfall, water runOK or normal watering practice of trees and landscaping areas around the proposed building should not flood and/or saturate the footings, and consequently produce additional post-construction settlement. Eleven Offces Serving 7he Western United States Krazsn & Associates, Inc. 112WoWdoc KA No. I 12-00066 Page No. 10 Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.4 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A '13 increase in the value above may be used for short duration, wind, or seismic loads. Floor Slabs and Exterior Flatwork Concrete slab-on-grade should be appropriate for this project. In areas where it is desired to reduce floor dampness, such as oftice areas, slab-on-grade construction should have a water vapor retarder incorporated into the floor slab design. Concrete slab-on-grade floors should be underlain by a water vapor retarder. The water vapor retarder should be installed in accordance with ASTM Specification E1643-94. According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 3 inches of compacted, clean, open-graded coarse rock of %-inch maximum size. If elected, a 2-inch thick layer of damp clean sand (Unified Soil Classification: SW or SP) may be placed above the water vapor retarder to protect if from drainage. The exterior floors should be poured separately in order to act independently of the walls and foundation system. Exterior finish grades should be sloped a minimum of I to 1% percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills. Lateral Earth Pressures and Retaining Walls Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalent fluid active pressure of 3 1 pounds per square foot per foot of depth. Walls that are incapable of this deflection or walls that are fully constrained against deflection may be designed for an equivalent fluid at-rest pressure of 52 pounds per square foot per foot per depth. Expansive soils should not be used for backfill against walls. The wedge of non-expansive backfill material should extend from the bottom of each retaining wall outward and upward at a slope of 21 (horizontal to vertical) or flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment, foundations, or roadways. During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils. , Eleven Ofices Saving The Western United States Krnzsn & Associates, he. I12ooo66 das KA No. I 12-00066 Page No. 11 R-value Test Results and Pavement Design Two subgrade soil samples were obtained from the project site for laboratory R-value testing at the locations shown on the attached site plan. The samples were tested in accordance with the State of California Materials Manual Test Designation 301. Results of the test are as follows: These test results are high and indicate good subgrade support characteristics under dynamic traffic loads. The following table shows the recommended pavement sections for various traffic indices. .-.I.rvmuYc11vnvvJruunnJlrrru~557TcsfMethodorCAL216 ** 95% compnclion based on ASTM 015557 Test Method If traffic indices are not available, an estimated (typical value) index of 4.5 may be used for light automobile traffic, and an index of 7.0 may be used for light truck traffic. The following recommendations are for light-duty and heavy-duty Portland Cement Concrete pavement sections. PORTLAND CEMENT PAVEMENT LIGHT DUTY 7 Kramn & Associates, Inc. Eleven Offices Serving The Western United States - I12ww6 doc ~~ ~ KA No. 1 12-00066 Page No. 12 H AWDUTY * 95% compadion based on ASTM 01557 Tesl Melhod or CAL 116 ** 95% compodion based on ASTM Dl557 Tesl Meihod "*Minimum compressive slrength of 3OOOpsi The asphaltic-concrete and concrete pavement recommendations presented herein are designed in accordance with CalTrans specifications. Site Coefficient The site coefficient, per Table N. 16-J, California Building Code, is based upon the site soil conditions. It is our opinion that a site coefficient of soil type SD (1997 UBC) is appropriate for building design at this site. For seismic design of the structures, in accordance with the seismic provisions of the Uniform Building Code (1 997 UBC), we recommend the following parameters: Seismic Item Table 16R 0.70 Coeffkient C, Table 164 0.44 Coefficient C, Table 16T 1.1 Coefficient N, Table 16s 1 .o Coefficient N, Table 16U B Source Type Table 161 0.4 Zone Factor UBC Reference Value Soil Cement Reactivity Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete (or stucco) and the soil. HUD/FHA and UBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water. Soil samples were obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentrations detected in these soil samples were less than 0.02 percent and are below the maximum allowable values established by HUD/FHA and UBC. Therefore, no special design requirements are necessary to compensate for sulfate reactivity with the cement. Eleven Offices Serving The Western United States Krazsn &Associates, Inc. KA No. 112-00066 Page No. 13 Pipe Corrosion Below grade, metal piping should be protected against corrosion in accordance with the pipe manufacturer recommendations. In addition, below grade metal systems should be electrically isolated from the building and reinforcing steel in the CMU walls andor foundation to prevent development of the galvanic cells and premature corrosion of the below grade metal systems. Compacted Material Acceptance Compaction specifications are not the only criteria for acceptance of the site grading or other such activities. However, the compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. The numerical test results from the compaction test cannot be used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent on the stability of that material. The Soils Engineer has the option of rejecting any compacted material regardless of the degree of compaction if that material is considered to be unstable or if future instability is suspected. A specific example of rejection of fill material passing the required percent compaction is a fill which has been compacted with an in situ moisture content significantly less than optimum moisture. This type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated or flooded. - Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork This activity is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS - activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. - of these recommendations is incorporated into the project design and construction. Krazan & -. F Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although your site was analyzed using the most appropriate and most current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to advancements in the field of Soils Engineering, physical changes in the site, either due to excavation or fill placement, new agency regulations, or possible changes in the proposed structure after the soils report is completed may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that 2 years be considered a reasonable time for the usefulness of this report. ~~ ~~ Eleven Ofices Sewing The Western United States Krazan & Associates, Inc. KA No. I1240066 Page No. 14 Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations may be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Soils Engineer should be notified of any changes so the recommendations may be reviewed and reevaluated. This report is a Geotechnical Engineering Investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any Environmental Site Assessment for the presence or absence of hazardous andor toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous andor toxic assessment. The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It \ is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (909) 549-1 188. Respectfully submitted, KRAZAN & ASSOCIATES, INC. RCE No. 52762 Southern California Regional Manager - Krazan & Associates, Inc. Eleven Offices Serving The Western United States I llwM6 doc 1 1 1 1 I I L I 1 1 APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Field Investieation The field investigation consisted of a surdace reconnaissance and a subsurface exploratory program. Nine exploratory borings were advanced. The boring locations are shown on the attached site plan. The soils encountered were logged in the field during the exploration and with supplementary laboratory test data are described in accordance with the Unified Soil Classification System. Penetration and/or Resistance tests were performed at selected depths. These tests represent the resistance to driving a 2- and/or 3-inch outside diameter core barrel, respectively, 18 inches into the soil. The N-Value obtained from the Standard Penetration Test (SPT) and/or driving the Modified California Sampler was recorded based on the number of blows required to penetrate the last 12 inches. The driving energy was provided by a hammer weighing 140 pounds, falling 30 inches. Relatively undisturbed soil samples were obtained while performing this test. Bag samples of the disturbed soil were obtained from the auger cuttings. All samples were returned to our Clovis laboratory for evaluation. Laboratow Investigation The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. In-situ moisture content, dry density, consolidation, direct shear, and sieve analysis tests were determined for the undisturbed samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory borings and laboratory determinations are presented in this Appendix. Eleven Offices Serving The Western United States Krazan & Associates, Inc Project: ESA Carlsbad #E831 Client: €SA Services. Inc. Location: Grand Avenue, Carlsbad. California Depth to Watee 12 feet SUBSURFACE PROFILE 11 - E- 50 O Description Q 6w E 20 $1 ~~~~ ~~~~ SlLN SANDISAND (SNVSP) Medium dense, fine- to coarsegrained; brown. moist, drills easy. ~~~~ Grades to very dense at 7 feet. Saturated at 12 feet. " . ~ ~ ~~ ~~~~~ ~~ SAND (SP) Medium dense Sandstone, fine- to coarsegrained; brown, saturated, drills hard. Refusal at 19 feet in rock. ~~ ~ ~ ~ ~ ~~ ~~~ ~ ~ End of Borehole Log of Drill Hole B1 Initial: 12 feet SAMPLf Project No: 112-00066 Figure No.: A-1 Logged By: Jamal Kaoud At Completion: 12 feet Penetration Test blowdfl 20 40 60 - Water Content (%) wp WI 10 20 30 40 . .. ___~ I Drill Method: Hollow Stem Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 6%" Driller: Richard Lawrence Sheet I of I I Loose. fine- to mediumgrained; bmwn. damp, drills easy. Grades lo medium dense below 2 feet. Moist below 5 feet Saturated at 12 feet. ~ ~~ ~ x. ~~ ~ ~~~ SILTYSANWSAND (SWSP) Dense Sandstone, fine- to coarsegrained; brown, wet, drills easy. SAMPLE - T Project No: 112-00066 Figure No.: A-2 Logged By: Jamal Kaoud At Completion: 13 feet - Log of Drill Hole B2 Project: ESA Carlsbad #E831 - Client: ESA Services, Inc. Location: Grand Avenue, Carlsbad, California - Depth to Watem 13 feet Initial: 13 feet SUBSURFACE PROFILE Penetration Test blowdfl 20 40 60 ~ ~~ I 1 Water Content (%) wp WI 10 20 30 40 ~~~~ ~ ~~ ~~ ~~~ . ~~ I Drill Method: Solid Flight Drill Rig: CME 45 C Hole Size: 4%” Driller: Richard Lawrence Krazan and Associates Drill Date: 9-14-00 Sheet: I of 1 Log of Drill Hole 83 Project: ESA Carlsbad #a831 Client: ESA Services. Inc. Location: Grand Avenue, Carlsbad, California Depth to Watee 17 feet Initial: 17 feet I I SUBSURFACE PROFILE I SAMPLE Project No: 112-00066 Figure No.: A-3 Logged By: Jarnal Kaoud At Completion: 17 feet penetration Test blows/ft 20 40 60 - ~~ Water Content (%) wp I"0"I WI 10 20 30 40 ~~~~~ ~~ . ~ ~~~~ I Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4%" Driller: Richard Lawrence Sheet 1 of I 1 I Log of Drill Hole B4 Project: ESA Carlsbad #8831 Client: ESA Services, Inc. Location: Grand Avenue, Carlsbad. California Depth to Water> 14 feet Initial: 14 feet 1 I SUBSURFACE PROFILE I T "1 damp, drills easy. Loose. fine- to medium-grained; brom, Grades to medium dense below 2 feet. . ~~~~~ ~ ~ ~~~ . SIL N SANDSAND (SrwSP) Medium dense. fine- to coarse-grained; brown. moist, drills easy. 1 saturated at 14 feet SAMPLE Project No: 112-00066 Figure No.: A4 Logged By: Jamal Kaoud Ai Completion: 14 feet - - Penetration Test blows/fl i Water Content (%) wp I---O---I WI 10 20 30 40 . ~ ~~~~ . ~~ Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4%" Driller: Richard Lawrence Sheet: I of I Log of Drill Hole 85 Project: ESA Carlsbad #a831 Client: ESA Services, Inc Location: Grand Avenue, Carlsbad, California ospth to Watec- 12 feet SUBSURFACE PROFILE ~~ -c ~T -~ ~ - s- 50 0 Description ZrJY "E -~ -~ 0 ium 2 Grades to medium dense 4 6 SANI 81'"- D (SP) ..;;.j .L..,.> ....., Medium dense. fine- to medium-grained; ....l !.:% .. . bmwn. moist, drills easy. :::*.; L. .i..; y..;. ..:,. :<*:;.:: hard below 16 feet. ,&c; Grades to dense and drills . ..... . . .. 1 Project No: i 12-00066 Figure No.: A-5 Logged BY: Jamal Kaoud Initial: 12 feet At Completion: 12 feet SAMPLE 'enetration Test blowdft 20 40 60 - t Water Content (%) wp I""0""I WI 10 20 30 40 I 1 Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4%" - Driller: Richard Lawrence Sheet: I of 1 Log of Drill Hole B6 Project: ESA Carlsbad #8831 Project No: 112-00066 Client: ESA Services, Inc. Figure No.: A-6 Location: Grand Avenue, Carlsbad. California Depth to Water, 10 feet Initial: 10 feet Logged Ey: Jamal Kaoud At Completion: 10 feet SUBSURFACE PROFILE 20 ~ End of Borehole SAMPLE 'enetration Test blowdft i I I Water Content (%) wp I""0""I WI 10 20 30 40 . ~ ~~~~~~~ Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4%" Driller: Richard Lawrence Sheet: 1 of I Log of Drill Hole 67 Project: ESA Carlsbad #a831 Client: €SA Services, Inc. Location: Grand Avenue, Carlsbad, California Depth to Water> SUBSURFACE PROFILE I I ~ Ground Surface ~ SILTYSAND (SM) Loose. fine- to mediumgrained; brown, damp, drills easy. Grades to medium dense below 2 feet. - SILTY SANLXAND (SnvSP) Medium dense, fine- to medium-grained; brown, damp, drills easy. Initial: 'LI ae Project No: 112-00066 Figure NO.: A-7 Logged BY: Jamal Kaoud At Completion: I Drill Method: Solid Flight Drill Rig: CME 45 C Driller: Richard Lawrence Krazan and Associates Drill Date: 9-14-00 Hole Size: 4%" Sheet: I of I I Log of Drill Hole B8 Project: ESA Carlsbad #e831 Client ESA Services, Inc. Location: Grand Avenue, Carlsbad. California Depth to Water, SUBSURFACE PROFILE 1 ~l ~ ~ ~- ~ ~~ , ~~ ~~ ~ ~ ~ .~ E- rn 8fn "E O Description Initial: SAMPLE Project No: 112-00066 Figure No.: A-8 Logged By: Jamal Kaoud At Completion: 'enetration Test blowslft / Water Content (%) wp WI 10 20 30 40 ~ - Drill Method: Solid Flight Krazan and Associates Drill Date: 9-14-00 Drill Rig: CME 45 C Hole Size: 4% - Driller: Richard Lawrence Sheet I of 1 Log of Drill Hole 69 Project: ESA Carlsbad #a831 Client: ESA Services. Inc. Location: Grand Avenue, Carlsbad. California Depth to Water> SUBSURFACE PROFILE Initial: SAMPLE L Project No: 112-00066 Figure No.: A-9 Logged BY: Jamal Kaoud At Completion: Penetration Test blows/ft 20 40 60 - Water Content (%) wp I""0""I WI 10 20 30 40 " Drill Method: Solid Flight Drill Rig: CME 45 C Driller: Richard Lawrence Krazan and Associates Drill Date: 9-14-00 Hole Size: 4W Sheet: I of I Consolidation Test Project No 1 1200066 Boring No. & Depth I Date I Soil Classification 82 @ 2-3' I 9/26/00 I (SM) 0.00 2.00 4.w 0.1 1 Load in Kips per Square Foot 10 1 00 6.00 8.00 10.00 12.00 \ I...._. ~ c % Consolidation @ 2Ksf: 6.0 % Krazan Testing Laboratory ~~~~ Consolidation Test Project No I Boring No. & Depth I Date 1 Soil Classification 11200066 82 @ 5' I 9/29/00 I (SM) 1 1 10 1M: -3- I....... t t t % Consolidation @ 2Ksf: 2.0 x I- Krazan Testing Laboratory Shear Strenqth Diaqram (Direct Shear) ASTM D - 3080 I AASHTO T - 236 Project Number I Boring No. &Depth I Soil Type I Date 11 200066 I B1 @ 2-3' (SM) 9/26/00 3.m 2.0c 1 .OO 0.00 0.0 '""""1"111111~ Cohesion: 0.1 Ksf 0.5 1 .o 15 2.0 2.5 3.0 35 Krazan Testing Laboratory ONISSVd IN33t13d 9NISSVd lN33M3d 9NlSSVd lN33N3d 9NlSSVd lN33t13d R - VALUE TEST ASTM D - 2844 I CAL 301 Project Number 11 200066 Project Name Date Sample LocationlCurve Number RV# 1 Soil Classification (SM) Prop. Carlsbad Hotel 9/20/00 - R Value at 300 PSI Exudation Pressure I < 67 2 R Value by Expansion Pressure (TI =): 5 Expansion Pressure nil 4.0 3.6 3.2 5 2.8 B I 0 - k 2.4 : tj 22.0 VI VI 0 .x c .c 0 1.6 L > 1.2 0.8 0.4 0.0 Exudation Pressure, PSI 100 90 80 70 60 VI u 3 50 3 ? D! 40 30 20 10 0 Krazan Testing Laboratory R - VALUE TEST ASTM D - 2844 I CAL 301 Project Number 11 200066 Project Name Date Sample LocationlCuwe Number RV# 2 Soil Classification (SM) Prop. Carlsbad Hotel 9/20/00 - R Value at 300 PSI Exudation Pressure I <64J R Value by Expansion Pressure (TI =): 5 Expansion Pressure nil 1 4.0 3.6 3.2 e 2.8 + i (Y (Y 2.4 - E ij 2 2.0 m VI VI RJ c x .O 1 6 c I- > $ 6 1.2 0.8 0.4 0.0 300 PSI 00 WsEz39azx 0 0 Exudation Pressure, PSI 100 90 80 70 60 M 0 = 50 w 40 30 20 10 0 Krazan Testing Laboratory ' APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including, but not limited to, the furnishing of all labor, tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Incorporated, hereinafter referred to as the Soils Engineer andor Testing Agency. Attainment of design grades, when achieved, shall be certified by the project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer, or project Architect. No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to no less that 90 percent of relative compaction based on ASTM Test Method DlS57-78, UBC or CAL-216, as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer. L c !- j Eleven Offices Sewing The Western United States Kraznn & Associates, Inc. c I IZmoM dos SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the Geotechnical Engineering Report. The Contractor shall make his own interpretation of the data contained in the Geotechnical Engineering Report and the Contractor shall not be relieved of liability under the Contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or wind-blown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing and preparation of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Soils Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots greater than I inch in diameter. Tree roots removed in parking areas may be limited to the upper 1 'h feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted. SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, shall be prepared as outlined above, excavatedscarified to a depth of 6 inches, moisture-conditioned as necessary, and recompacted to 90 percent relative compaction. \ Loose soil areas and/or areas of disturbed soil shall be. moisture-conditioned as necessary and recompacted to 90 percent relative compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified shall technical requirements. - - be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable Eleven Offices Serving The Western United States Knmn & Associates, he. I12W dos FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills, provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer. PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill shall be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill is as specified. Eleven Offices Serving The Western United States Krazan & Associates, Inc. I12MM6dm ~~ ~~___~~~ ~ r- L APPENDIX C PAVEMENT SPECIFICATIONS 1. DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. The term "Standard Specifications": hereinafter referred to is the January 1991 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the applicable tests outlined in the Materials Manual. 2. SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically notes as "Work Not Included." 3. PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 90 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses. 4. UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class I1 material, 1 Yz inches maximum size. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers. 5. AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class I1 material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard specifications. Each layer of aggregate subbase shall be tested and approved by the Soils- Engineer prior to the placement of successive layers. 6. ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The viscosity grade of the asphalt shall be AR-4000. The mineral aggregate shall be Type B, Yz inch maximum size, medium grading, and shall conform to the requirements set forth in Section 39 of the \ Eleven Offices Serving The Westem United States KrazPn & Associates, he. I 12" dm Standard Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a combination steel-wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine. 7. FOG SEAL COAT - The fog seal (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of Section 37. - P Eleven Offices Serving The Western United States Knvn & Associates, [ne. - 1110m66doc - ACOUSTICAL ANALYSIS REPORT - Extended Stay America #8813 Carlsbad, California .. , ., i Prepared For Extended Stay America Attention: Matt 0' Shea 2525 Cherry Avenue, Suite 310 Signal Hill, California 90806 Fax 562-997-0165 562-981-5891 Architect MCG Architecture Attention: Juan Vazquez 200 South Robles Avenue, Suite 300 Pasadena, California 91101 626-793-9119 Fax 626-796-9295 Prepared By is; :+ Douglas Eilar & Associates 2? Environmental & Acoustical Conqulting iit Encinitas, California 92024 - 4 ,% t$: & Project # A10106 321 North Willowspring Drive 760-753-1865 Fax 760-753-0111 :?. 5. rt.~ ., March 26,2001 TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY 2.0 INTRODUCTION 2.1 PROJECT LOCATION 2.2 PROJECT DESCRIPTION 3.0 ENVIRONMENTAL SETTING 3.1 CURRENT NOISE ENVIRONMENT 3.2 FUTURE NOISE ENVIRONMENT 4.0 METHODOLOGY AND EQUIPMENT 4.1 METHODOLOGY 4.2 EQUIPMENT 5.0 IMPACTS AND MITIGATION 6.0 CERTIFICATION 7.0 REFERENCES ATTACHMENTS Vicinity Map hsessor’s Parcel Map Thomas Guide Map Topographic Map Satellite Aerial Photograph City of Carlsbad “Land Use Compatibility for Community Noise Environments Matrix” Site Plan Showing Future Traffic Noise Contours With Measurement Location Site Plan Showing Future Exterior CNEL At Various Receiver Locations SOUND 32 Data and Results Exterior to Interior Noise Analysis Excerpts Of Typical Building Plans and Elevations m 1 2 3 4 1.0 EXECUTIVE SUMMARY The proposed project is a 106-unit, three-story, L-shaped hotel. The project site is located on the west side of Interstate 5 between Grand Avenue and Laguna Drive in the City of Carlsbad. The project site is currently a vacant lot. In the future, overall traffic noise will envelop the entire project buildingwith a noise level in excess of 60 dB, CNEL. All units on all floors will be exposed to an interior noise level in excess of 45 dB, CNEL, with the windows open. Mitigation shall be that mechanical ventilation be provided so that windows can be closed to meet the interior 45 dB, CNEL habitable residential space noise requirement. First floor hotel units directly facing the freeway have windows that will need to be upgraded to a 34 STC rated window. The second and third floor hotel units that directly face Interstate 5 will be required to upgrade to the “Arctic” window with a 51 STC rating. In addition to glazing upgrades, all second and third level units on the eastern side of the hotel, which directly face Interstate 5, shall require the proposed standard STC 26 exterior through-the- wall air conditioners be upgraded to the STC 30 units; using the manufacturers field installation kit. For further details, please refer to Section 5 - Impacts and Mitigation. 1 2.0 INTRODUCTION This report is submitted to satisfy requirements for a building permit in the City of Carlsbad. This is an acoustical analysis to assess impacts of noise from adjacent and nearby roadway traffic and other noise sources on this proposed project, in order to identify project features or requirements necessary to achieve interior noise levels not to exceed 45 dB, CNEL, in any habitable residential space, and 55 dB, CNEL, in office areas. All noise level or sound level values presented herein are expressed in terms of decibels (dB), with A-weighting to approximate the hearing sensitivity of humans. Time-averaged noise levels are expressed by the symbol LE,, for a specified duration. The Community Noise Equivalent Level (CNEL) is a 24-hour average, where sound levels during evening hours of 7 p.m. to 10 p.m. have an added 5 dB weighting, and sound levels during night-time hours of 10 p.m. to 7 a.m. have an added 10 dB weighting. This is similar to the Day-Night sound level, L,,, which is a 24-hour average with 10 dB added weighting on the same night-time hours but no added weighting on the evening hours. These metrics are used to express noise levels for both measurement and municipal regulations, for land use guidelines and enforcement of noise ordinances. Some of the data may be presented as octave-band filtered sound levels. (Further explanations can be provided upon request.) 2.1 Project Location The project site is located in the City of Carlsbad, on the west side of Interstate 5 between Grand Avenue and Laguna Drive. The project is also known as “Extended Stay America #8813.” The assessor’s parcel numbers of the project site are 203-130-18,20,15, & 34. This property is shown on Map No. 1661: Carlsbad Lands. The total lot area is approximately 2.4 acres. The subject lot is presently vacant, with the exception of an older home on the northern end, to be removed. The property location is shown on the attachment titled “Vicinity Map.” An Assessor’s Parcel Map and Thomas Guide Map (Page 1106, Grid E-5) are also provided for project site location. A topographic map and satellite aerial photograph are also attached. 2.2 Project Description The proposed project requires a building permit. It proposes the new construction of a 106-unit, three-story hotel. Proposed are 12 unit types: A through L inclusive, all of which include through- the-wall air conditioning units. The building is to be L-shaped. All units are designed with ceilings to be approximately eight feet in height. Off street parking for 128 vehicles is provided within the scope of this project. Access to the building and parking lot is to be from Laguna Drive on the north and Grand Avenue on the south. For further review, please refer to the attachment titled “Site Plan Showing Future Traffic Noise Contours With Measurement Location.” 2 3.0 ENVIRONMENTAL SEWING 3.1 Current Noise Environment The primary noise source evaluated in this analysis is traffic noise from Interstate 5, an eight-lane interstate freeway to the east of the project. Other adjacent roadways, such as Laguna Drive (to the north), Grand Avenue (to the south), and Carlsbad Village Drive (to the distant south) provide negligible overall noise contribution. Current traffic information for the 1-5 is provided in the attachment titled “Sound 32 Data and Results.” Measured Noise Level A field noise measurement was taken at the site during the day on Monday, January 22,2001. A “one-hour’’ equivalent measurement was made on the subject property facing 1-5, at approximately 55 feet from the edge of the 1-5 right-of-way. This location was at site grade, and the microphone position was approximately five feet above grade. The measurement location is shown on the attachment titled “Site Plan Showing Future Noise Contours and Measurement Location.” After about 15 minutes, there was no change in the LEQ, and the result was then recorded. The measured noise level was 72.5 dB(A) LE,. The measurement information, calculated equivalent hourly “Traffic Count During Noise Measurement” table and a complete tabular listing of all traffic data recorded during the sound measurement can be found in the attachment titled “Sound 32 Data and Results.” Calculated Noise Level Noise levels were calculated for the site using the methodology described in Section 4.1, for the locations, conditions and traffic volumes counted during the on-site noise measurement. The calculated noise levels (LE$ were compared with the actual noise levels to determine if adjustments or corrections (calibration) should be applied to the traffic noise prediction model, Sound 32. Adjustments are intended to account for site specific differences, such as reflection and absorption, which may be greater or lesser than accounted for in the model. The measured noise level of 72.5 dB(A) LE, is compared to the calculated noise level of 72.6 dB(A) LEQ for the same conditions and traffic flow, including the observed traffic speeds. Since the difference between the measured noise level and the calculated noise level is only 0.1 dB, no adjustment to the model is deemed necessary to calculate future noise levels for this location. Please refer to the attachment titled “Sound 32 Data and Results” for further details. 3.2 Future Noise Environment The future projected traffic volume for the year 2020 for 1-5, near the site, is 254,000 ADT. The current and future projected traffic figures were obtained from Bob Gibbs, a traffic forecaster in CalTrans District 11. Truck percentages, also provided by Bob Gibbs, are 2.0 % medium trucks and 2.5 % heavy trucks. 3 Future noise contours will range from approximately 77 dB(A), CNEL, at the eastern building edge (facing 1-5) to approximately 70 dB(A), CNEL, at the western property line. For further review, the traffic noise contour at the subject property is shown on the attachment titled “Site Plan Showing Future Traffic Noise Contours And Measurement Location.” Also, refer to the attachment titled “Sound 32 Data and Results,” which provides a table showing future calculated exterior CNEL values located at various building facade locations. 4.0 METHODOLOGY AND EQUIPMENT 4.1 Methodology Field Measurement Typically, a one-hour equivalent sound levelmeasurement (LEQ, A-Weighted) is recorded for at least one noise-sensitive location on the site. During the noise measurement, start and end times are recorded, vehicle counts are made for cars, medium trucks (double-tiredtwo axles), and heavy trucks (three or more axles) for the corresponding road segment. Supplemental sound measurements of one hour or less in duration are often made to further describe the noise environment of the site. For measurements of less than one hour duration, the measurement time is long enough for a representative traffic volume to occur, and the noise level (LEQ) to stabilize; 15 minutes is usually sufficient. The vehicle counts are then converted to one-hour equivalent volumes by using the appropriate multiplier. Other field data gathered includes measuring or estimating distances, angles-of-view, slopes, elevations, roadway grades, andvehicle speeds. These datawere checked against the available maps and records. Roadwav Noise Calculations The Sound 32 Release 1.41 program released by the California Department of Transportation, Division of New Technology, Materials and Research was used to calculate the future daytime average hourly noise level, HNL, atvarious locations at the project site. The daytime average hourly traffic volume is calculated as 0.058 times the ADT, based on the studies made by Wyle Laboratories (see reference). The HNL is equivalent to the LEQ, and both are converted to the CNEL by adding 2.0 decibels, as shown in the Wyle Study. Future CNEL is calculated for desired receptor locations using future road alignment, elevations, lane configurations, projected traffic volumes, estimated truck mixes, and vehicle speeds. Noise attenuation methods may be analyzed, tested and planned with Sound 32, as required. 4 Exterior to Interior Noise Calculations The State Building Code, local municipalities, and other agencies (such as HUD) require an acoustical analysis for any multi-unit residential facilities proposed in an area which has or will have a noise level in excess of 60 dB, CNEL. This analysis must demonstrate building features and mitigation which will provide interior noise levels of 45 dB, CNEL or less for residential units, classrooms, or other habitable interior areas. An interior noise level of 55 dB, CNEL is required in the City of Carlsbad for retailkommercial space. CNEL is considered synonymous with LDw Analysis for the interior noise levels requires: 1) Number of unique assemblies in the n-all (doors, windowhall mount air conditioners, sliding glass doors, and windows). 2) Size, number of units, and sound transmission data for each assembly type. 3) Length of sound impacted wall(s). 4) Depth of sound impacted room. 5) Height of exterior wall of sound impacted room. 6) Exterior noise level at wall assembly or assemblies of sound impacted room. Octave-band sound transmission characteristics of generic through-the-wall air conditioning units are also used in this analysis, where applicable, unless specific data for this project are available. The Composite Sound Transmission data is developed for the exterior wall(s) and the calculated noise exposure is converted to octave band sound pressure levels (SPL) by addition of an octave data curve for typical traffic noise. The reduction in room noise due to absorption is calculated and subtracted from the interior octave noise levels, and the octave noise levels are logarithmically added to produce the overall room noise level. When the interior levels exceed 45 dB, CNEL, the noise reduction achieved by each element is reviewed to determine which changes will achieve the most cost-effective compliance. Windows are usually the first to be reviewed, then doors, and then walls. 4.2 Equipment Some or all of the following equipment was used at the site to measure existing noise levels: 0 Larson Davis Sound Level Meter, TJTe 1, Model 820, S/N 0316, with windscreen 0 Quest Sound Level Calibrator, Model CA-22, S/N 50040042 0 Sony 8mm Color Handycam Vision Video Camera 0 Sony Mavica Digital Camera 0 Tripod For Appropriate Sound Level Meter Measurement Height 0 1000 Foot Distance Measurement Wheel Hand Bearing Magnetic Compass 5 5.0 IMPACTS AND MITIGATION Exterior Calculations show that current traffic noise contours on the property will range from a maximum of 77 dB(A), CNEL, near the eastern property line facing Interstate 5 to approkately 70 dB(A), CNEL, at the western property line. The future noise level of the building facade, facing the freeway, will be 74 dB, CNEL. The noise level will be slightly higher for upper stories with a clear view of the freeway. These noise levels are compatible with transient lodging as a land use. Worst case exterior sound level calculations were used in order to benefit the exterior to interior noise level model calculations. Please refer to the attachments titled “Sound 32 Data and Results” and “Site Plan Showing Future Exterior CNEL At Various Receiver Locations.” The proposed project includes three outdoor mechanical condensing units and a transformer. Although this equipment will create noise, no mitigation will be necessary, as the noise from such equipment received at neighboring properties will be considerably less than the ambient traffic noise. The proposed project also includes a swimming pool pump and filter equipment room. Mitigation for this mechanical equipment includes the use of sound attenuating walls enclosing the pool equipment. The pool equipment room is designed to be a completely enclosed, single story structure. The four walls of the structure are to be constructed using 8” x 8” x 16 hollow fill Concrete Masonry Units (CMU), with an exterior finish layer of 1/2 thick plaster. The roof of the building is to be of standard wood-framed construction, ensuring complete sound isolation. Pool equipment includes a water heater unit, filtration equipment, chlorine equipment and general purpose maintenance equipment. Overall, this building structure will sufficientlyreduce the mechanically generated noise and will not exceed allowable levels at adjacent properties and/or significantly impact overall noise contours on the site. The City of Carlsbad “Land Use Compatibilityfor Community Noise Environments Matrix” (please see attachments) specifies that any noise level below 75 dB(A) CNEL is Conditionally Acceptable for Transient Lodging. Therefore, at 63.9 dB(A) CNEL, no exterior noise mitigation is required for the pool area, which is the outdoor use environment. Interior Since noise levels from traffic will exceed 60 dB, CNEL, over the entire subject property, interior noise levels could exceed 45 dB, CNEL in residential units. The Uniform Building Code and the City of Carlsbad require an acoustical analysis for any multi-unit residential facilities proposed in an area which has or will have a noise level in excess of 60 dB, CNEL. This report contains the analysis that demonstrates building features and mitigation which will provide interior noise levels of 45 dB, CNEL or less for residential units and 50 dB, CNEL or less for interior noise levels in offices and other habitable rooms with a commercial use. 6 Current residential construction generally achieves at least 15 dB attenuation in rooms, even with windows open. The entire project, as proposed, incorporates the use of dual-pane insulating glass windows with a Sound Transmission Class (STC) 28 rating. This glazing is sufficient for all units having windows that directly face to the west or to the north; i.e., all rooms that do not have a view of Interstate 5. The STC 28 dual glazed window is also sufficient for all rooms on the first floor which only have a view facing south. Units directly above on the second and third floors of the hotel, will require a glazing upgrade to an STC 34 window. First floor hotel units with windows facing east (having a view of Interstate 5) will require an upgrade to STC 34 glazing, and units directly above and facing east on the second and third floors of the hotel will require an upgrade to the STC 51 “Arctic” window. Please refer to Table 1, which tabulates the room numbers with the required glazing. 120,122, 124, 126, 128,130, 132,134,136, 138, 140,142,144,202,204,206,208,210,212,214, 216,218,302,304,306,308,310,312,314,316, 318 STC 34 Insulated Window 220,222,224,226,228,230,232,234,236,238, 240,242,244,320,322,324,326,328,330,332, 334,336,338,340,342,344 STC 51 “Arctic” Window Also, all second and third level units on the eastern side of the hotel, which directly face Interstate 5, shall require the proposed standard STC 26 exterior through-the-wall air conditioners be upgraded to the STC 30 units; using the manufacturers field installation kit. Mechanical ventilation, which allows windows to be closed for an extended duration, is necessary to reduce future interior noise levels to below 45 dB, CNEL. The mechanicalventilation shall meet the criteria of the Uniform Building Code, including the capability to provide sufficient fresh air exchanges, as required by code. The ventilation system shall not compromise the acoustical integrity of any exterior wall. Units analyzed were for worst case exterior noise impact. All hotel units will have satisfactory interior noise levels, if built according to the mitigation recommendations and construction plans reviewed for this acoustical analysis. Office spaces, such as the desk and the lobby, will be below the required noise level of 50 dB(A) CNEL with the planned use of the STC 28 dual glazed windows. The above interior mitigation recommendations will satisfy the acoustical requirements necessary to meet the California Administrative Code, Title 24. Please refer to the roadway noise calculations, the exterior to interior calculations, and excerpts from the building plans, all provided in the attachments. 6.0 CERTIFICATION The findings and recommendations of this acoustical analysis report are a true and factual analysis of the potential environmental effects associated with the proposed development. This report was prepared by Michael Burrill, Steven Fiedler and Douglas Eilar. Michael Burrill, Consultant in Acoustics Douglas K. Eilar, Principal 8 L - 7.0 REFERENCES I 1. City of Carlsbad Noise Element to the General Plan. 2. California Department of Transportation, SOUND32 Trajj'ic Noise Model. 3. Uniform Building Code, 1994 edition, Section 1208 - Sound Transmission Control. 4. California Noise Insulation Standards, adopted Y14/74, California Administrative Code, - - Title 24. - 5. Wyle Laboratories, Development of Ground TransportationSystems Noise Contours for the San Diego Region, December, 1973. - 6. NBS Building Sciences Series 77, Acoustical and Thermal Perjiormance on Exterior Residential Walls, US., Department of Commerce/National Bureau of Standards, - November, 1976. 7. Heeden, Robert A., Compendium of Materials for Noise Control, U.S. Department of Health, Education and Welfare, National Institute for Occupational Safety and Health, November, 1978. - - 8. Western Electro-Acoustic Laboratory, Inc., 1711 Sixteenth St., Santa Monica, CA 90404, (213) 870-9268, Sound Transmission Loss Vs. Glazing Type, Window Size and Air California Association of Window Manufacturers, 823 N. Harbor Blvd., Suite E, Fullerton, - Filtration, January, 1985. The research described in this report was prepared for the CA 92632, (714) 525-7088. - 9. SanDAG, Regional Transportation Internet Sites, traffic counts and projections. 10. CalTrans District 11, for traffic counts and projections. - 9 LA WNA v) I000 Grand Av, Carisbad, 92008, Page & Grid 1106 E5 THOMAS GUIDE MAP Noise Guidelines Manual ClTY OF CARJSBAD .FIGURE - iii LAND USE COMPATIBILITY FOR COMMUNITY NOISE ENVIRONMENTS MATRIX Community Noise Exposure CNEL, dB 60 65 70 75 80 Summary vi cl 0 SOUND 32 DATA AND RESULTS SOUND 32 DATA AND RESULTS PROJECT NAME: ESA CARCSBAD PROJECT NUMBER: A10106 DATE: FEBRUARY 3,2001 )I TableAl. On-Site: Noise.Measurement. for Interstate5and; Brant Street1 ~~~~~ I I It. Date. Monday, January 22,2001 I/ II Time I 940 a.m - 9:55 a.m. II Temperature in the High 60s, Clear and Sunny Skies, Conditions I Moderate Humidity, West Wind @ 3-5 MPH ~ ~~ ~~ Measured Noise Level 72.5 dB LEp Notes 55 from Edge of I5 ROW 150 South of North Property Line Table A2. Traffic Count.During Noise Measurements Measured 11544 504 360 10680 : 60.Min. One Hour (8 lanes): 2886 126 90 2670 15 Min. ~~ ~~ Interstate 5 Equivalent TabIe A3. Traffic: rnformation 3 S Grnd 4 S Elev 67. 500. 66.6 5 W Grnd 61. 500. 71.2 67. 6 W Elev 500. 54.7 67. 500. 55.0 7 S In Gnd 67. 500. 61.4 8 S In Elv 67. 500. 63.1 9 N In Gnd 67. 500. 56.9 10 N In Elv 67. 11 N Gnd 67. 500. 57.3 500. 70.1 12 N Elev 13 Pool 67. 500. 74.0 14 Neighbor 67. 67. 500. 61.9 500. 64.6 """""""""""""""" REC . NO. X Y z DNL PEOPLE ID """"""""""""~"""""""""""""""""""""""""---- 1 0.0 -120.0 5.0 67 500 2 E Ground 0.0 -120.0 25.0 67 500 E Elev 3 100.0 -200.0 5.0 67 500 S Grnd 4 100.0 -200.0 25.0 67 500 S Elev 5 40.0 -290.0 5.0 67 500 W Grnd 6 40.0 -290.0 25 .o 67 500 W Elev 7 -10.0 -240.0 5.0 67 500 S In Gnd 8 -10.0 -240.0 25.0 67 500 S In Elv 9 -65.0 -180.0 5.0 67 500 N In Gnd 10 -65.0 -180.0 25.0 67 500 N In Elv 11 -120.0 -150.0 5.0 67 500 N Gnd 12 -120.0 -150.0 25.0 67 500 N Elev 13 -50.0 -210.0 5.0 67 500 PO01 14 0.0 -375.0 5.0 67 500 Neighbor ............................................................................... DROP-OFF RATES """"""_" ALL LANE/RECEIVER PAIRS = 3.0 DBA Table AS. Future Tmffii.Conditions .. .. . . : .. Total % ADT Roadway Name Heavy Trucks Medium Trucks Cars Condition (Hourly) 368 294 14069 254,000 2.5% 2.0% 95.5% 100 (Hourly) (Hourly) Interstate 5 Future II Table A6. Calculated versus Measured Traffic Noise Data II 11 Roadwav I Calculated I Measured I Difference I Correction 11 1-5 None Applied 0.1 dB LEQ 72.5 dB LE, 72.6 dB LE, II Table A7. Current CNEL Calculations Without Mitigation II II Location 1 Calculated Future I LED/ CNEL Conversion I Future CNEL /I ~~~ 150 from 1-5 Centerline 71.7 dB(A) CNEL +2.0 dB(A) 69.7 dB(A) LE, 250' from 1-5 Centerline 72.7 dB(A) CNEL +2.0 dB(A) 70.7 dB(A) LEQ 200' from 1-5 Centerline 74.3 dB(A) CNEL +2.0 dB(A) 72.3 dB(A) LEQ 11 300 from 1-5 Centerline I 68.9 dB(A) LE, I +2.0 dB(A) I 70.9 dB(A) CNEL 11 11 350' from 1-5 Centerline 1 68.4 dB(A) L,, 1 +2.0 dB(A) I 70.4 dB(A) CNEL I/ 400 from 1-5 Centerline 69.9 dB(A) CNEL +2.0 dB(A) 67.9 dB(A) LE, Table AS. Future Exterior CNEL Calculations Without Mitigation II Receiver Location LEp/ CNEL Conversion Calculated Future 150' from 1-5 Centerline +2.0 dB(A) 70.7 dB(A) LEO 350 from 1-5 Centerline +2.0 dB(A) 71.6 dB(A) LEO 300' from 1-5 Centerline +2.0 dB(A) 72.7 dB(A) LEQ 250' from 1-5 Centerline +2.0 dB(A) 73.9 dB(A) LEQ 200' from 1-5 Centerline +2.0 dB(A) 75.0 dB(A) LEQ 73.6 dB(A) CNEL 72.7 dB(A) CNEL ]I 400 from 1-5 Centerline 69.7 dB(A) LE, +2.0 dB(A) 71.7 dB(A) CNEL CI .. .. 11, Receiver Future L,B/CNEL. Calculated Location Future 78.3 dB(A) CNEL +2.0 dB(A) 76.3 dB(A) LE, R2 East Side 3"' Floor 73.6 dB(A) CNEL +2.0 dB(A) 71.6 dB(A) LEQ R1 East Side let Floor CNEL Conversion 11 R3 South Side lgt Floor I 66.6 dB(A) L,, I +2.0 dB(A) I 68.6 dB(A) CNEL 11 11 R4 South Side 3"' Floor I 71.2 dB(A) L,, I +2.0 dB(A) I 73.2 dB(A) CNEL 11 11 R5 West Side lst Floor 1 54.7 dB(A) LF0 I +2.0 dB(A) I 56.7 dB(A) CNEL 11 R6 West Side 3"' Floor 58.9 dB(A) CNEL +2.0 dB(A) 56.9 dB(A) LEO R9 Ctyd East Side lSt Floor 65.1 dB(A) CNEL +2.0 dB(A) 63.1 dB(A) LE, R8 Ctyd South Side 3rd Floor 63.4 dB(A) CNEL +2.0 dB(A) 61.4 dB(A) LEQ R7 Ctyd South Side lSt Floor 57.0 dB(A) CNEL +2.0 dB(A) 55.0 dB(A) LE, 11 RlO Ctyd East Side 3rd Floor I 57.3 dB(A) L,, I +2.0 dB(A) I 59.3 dB(A) CNEL 11 (1 R11 North Side lst Floor 1 70.1 dB(A) L,, 1 +2.0 dB(A) I 72.1 dB(A) CNEL 1) 11 R12 North Side 3"' Floor I 74.0 dB(A) La, I +2.0 dB(A) 1 76.0 dB(A) CNEL 11 R13 Pool Area 66.6 dB(A) CNEL +2.0 dB(A) 64.6 dB(A) LEQ R14 West Neighbor 63.9 dB(A) CNEL +2.0 dB(A) 61.9 dB(A) LE, .................................................................................... SOUND32 RAW DATA FOR CALTRANS VERSION OF STAMINAZ/OPTIMA .................................................................................... * * SOUND32 (CALTRANS VERSION OF STAMINAZ/OPTIMA) * TRAFFIC DATA LANE AUTO MEDIUM TRKS HEAVY TRKS NO. VPH MPH VPH MPH VPH MPH DESCRIPTION """"""_""""""""""""""""""""""""""""""""" 1 5340 65 180 65 252 65 Northbound I5 2 5340 65 180 65 252 65 Southbound I5 3 281 65 6 65 8 65 Exit Ramp ........................................ ........................................ LANE DATA LANE SEG. GRADE SEGMENT NO. NO. COR. X Y 2 DESCRIPTION """""""""""""""""""""""""""""""""""""""- 1 1 NO 1000.0 -50.0 5.0 L1 PI. -1000.0 -50.0 5.0 L1 PZ 2 1 NO 1000.0 50.0 5.0 L2 P1 -1000.0 50.0 5.0 L2 P2 3 1 NO -417.0 -80.0 0.0 L3 PI. 417.0 -150.0 0.0 L3 P2 BARRIER DATA Barrier No. 1 Description: I5 Edge Type - (1)BERM Height Increment (DELZ)= 0.0 No. Height Changes (P)=O GROUND TOP BARRIER SEG . X Y (ZO) (Z) HEIGHTS AT ENDS """""""""_"""""""""""""""""""""""""""""" 1 -1000.0 -79.0 -20.0 3.0 *B1 P1 * 23 1000.0 -79.0 -20.0 3.0 *B1 P2 * 23 Barrier No. 2 Type - (1)BERM Height Increment (DELZ) = 0.0 No. Height Changes (P)=O ........................................ Description: Ramp Edge GROUND TOP BARRIER SEG. X Y (20) (Z) HEIGHTS AT ENDS """""""""""""""""""""""""""""""""""""""- 1 -417.0 -96.0 -20.0 0.0 *B2 P1 * 20 417.0 -166.0 -20.0 0.0 *B2 P2 * 20 Barrier No. 3 Type - (4) CONCRETE Height Increment (DELZ) = 0.0 No. Height Changes (P)=O """""""""""""""""""""""""""""""""""""""- Description: I5 Centerline GROUND TOP BARRIER SEG . X Y (ZO) (Z) HEIGHTS AT ENDS """""""""""""""""""""""""""""""""""""""- 1 -1000.0 1000.0 0.0 0.0 0.0 0.0 0.0 *B3 PI. * 0 0.0 *B3 P2 * 0 RECEIVER DATA """"""_ REC REC ID DNL PEOPLE LEQ(CAL) """""""""""""""" 1 measured 67. 500. 72.6 """""""""""""""" K - CONSTANTS ALL LANE RECEIVER/PAIRS = 0.0 DBA ............................................................................... .................................................................................... .................................................................................... Future ADT Traffic Data Without Provosed Buildina to Produce Noise Contours TRAFFIC DATA LANE AUTO MEDIUM TRKS HEAVY TRKS """""" NO. VPH MPH VPH MPH VPH MPH DESCRIPTION """"""""""""""""""""""""""""""""""""""--- 1 7035 65 147 65 184 65 Southbound I5 2 7035 65 147 65 184 65 Northbound I5 3 281 65 6 65 8 65 Exit Ramp ............................................................................. LANE DATA - - - - - - - - - LANE SEG. GRADE NO. NO. COR. X Y Z DESCRIPTION SEGMENT ""_""""""""""""""""""""""""""""""""""""" 1 1 NO 1000.0 -50.0 5.0 L1 P1 -1000.0 -50.0 5.0 L1 P2 2 1 NO 1000.0 50.0 5.0 L2 P1 -1000.0 50.0 5.0 L2 P2 3 1 NO -417.0 -80.0 0.0 L3 P1 417.0 -150.0 0.0 L3 P2 BARRIER DATA """""" Barrier No. 1 Description: I5 Edge Type - (1)BERM Height Increment (DELZ)= 0.0 No. Height Changes (P)=O GROUND TOP BARRIER SEG. X Y (20) (Z) HEIGHTS AT ENDS """"""""__""""""""""""""""""""""""""""""~ 1 -1000.0 -79.0 -20.0 3.0 *B1 P1 * 23 1000.0 -79.0 -20.0 3.0 *B1 P2 * 23 Barrier No. 2 Type - (4) CONCRETE Height Increment (DELZ)= 0.0 No. Height Changes (P)=O """"""""___"""""""""""""""""""""""""""""" Description: Ramp Edge GROUND TOP BARRIER SEG. X Y (20) (Z) HEIGHTS AT ENDS """""""""""""""""""""""""""""""""""""""- 1 -417.0 -96.0 -20.0 0.0 *B2 P1 * 20 417.0 -166.0 -20.0 0.0 *B2 P2 * 20 """""""""""""""""""""""""""""""""""""""- Barrier No. 3 Description: I5 Centerline Type - (4) CONCRETE Height Increment (DELZ) = 0.0 No. Height Changes (P)=O GROUND TOP BARRIER SEG. X Y (ZO) (Z) HEIGHTS AT ENDS """""""""""""""""""""""""""""""""""""----- 1 -1000.0 0.0 0.0 0.0 'B3 P1 * 0 1000.0 0.0 0.0 0.0 *B3 P2 0 """"""""""""""""""""""""""""""""""""""--- """"~===="""""~"=====E======~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ RECEIVER DATA """"""- REC REC ID DNL PEOPLE LEQ(CAL) """""""""""""""" 1 R-1 67. 2 R-2 500. 75.0 3 R-3 67. 67. 500. 73.9 500. 72.7 4 R-4 5 R-5 6 R-6 67. 500. 71.6 67. 500. 70.7 67. 500. 69.7 REC . NO. X Y 2 DNL PEOPLE ID """""""""__"""""""""""""""""""""""""""""~ 1 0.0 -150.0 5.0 67 500 2 0.0 -200.0 5.0 67 500 R-2 R-1 3 0.0 -250.0 5.0 67 500 4 R- 3 0.0 -300.0 5.0 67 500 5 R-4 6 0.0 -350.0 5.0 67 500 0.0 -400.0 5.0 67 500 R- 5 R- 6 ............................................................................... DROP-OFF RATES INPUT DATA FILE : FUTURE.TXT BARRIER COST FILE : CALIF$.DTA DATE : 02-03-2001 Untitled TRAFFIC DATA """""" LANE AUTO MEDIUM TRKS HEAVY TRKS NO. VPH MPH VPH MPH VPH MPH DESCRIPTION ............................................ 1 7035 65 2 147 65 7035 65 147 65 184 65 Northbound I5 184 65 Southbound I5 3 281 65 6 65 8 65 Exit Ramp ........................................................................... LANE DATA LANE SEG. GRADE - - - - - - - - - SEGMENT NO. NO. COR. X Y Z DESCRIPTION """___"""""_"""""""""""""""""""""""""""""- 1 1 NO 1000.0 146.0 5.0 L1 P1 -1000.0 146.0 5.0 L1 P2 2 1 NO 1000.0 60.0 5.0 LZ P1 -1000.0 60.0 5.0 L2 P2 3 1 NO -200.0 -17.0 5.0 L3 P1 500.0 -70.0 5.0 L3 P2 BARRIER DATA Barrier No. 1 Height Increment (DELZ)= 0.0 No. Height Changes (P)=O """""" Description: I5 Edge Type - (1)BERM GROUND TOP BARRIER SEG. X Y (20) (2) HEIGHTS AT ENDS """""____""""""""""""""""""""""""""""""""- 1 -1000.0 30.0 -20.0 5.0 *B1 P1 * 25 1000.0 30.0 -20.0 5.0 *B1 P2 * 25 Barrier No. 2 Type - (1)BERM Height Increment (DELZ)= 0.0 No. Height Changes (P)=O Description: Ramp Edge GROUND TOP BARRIER SEG. X Y (20) (Z) HEIGHTS AT ENDS """"""""__""""""""""""""""""""""""""--------- 1 -200.0 -35.0 -20.0 5.0 *B2 P1 * 25 500.0 -86.0 -20.0 5.0 *B2 P2 * 25 Barrier No. 3 Description: Hotel Type - (2) MASONRY Height Increment (DELZ)= 0.0 No. Height Changes (P)=O SED. ""_ 1 2 3 4 5 6 GROUND X Y (20) -100.0 -120.0 0.0 100.0 -135.0 0.0 75.0 -280.0 0.0 -5.0 -275.0 0.0 10.0 -180.0 0.0 -110.0 -167.5 0.0 -100.0 -120.0 0.0 TOP BARRIER (2) HEIGHTS AT ENDS 40.0 *B3 P1 * 40 40.0 *B3 P2 40 40.0 fB3 P3 * 40 40.0 *B3 P4 * 40 40.0 *B3 PS * 40 40.0 *B3 P6 * 40 40.0 *B3 P7 * 40 RECEIVER DATA ........................................ """"""_ REC REC ID DNL PEOPLE LEQ(CAL) """""""""""""""" 1 E Ground 67. 2 E Elev 67. 500. 71.6 500. 76.3 3 S Grnd 67. 4 S Elev 67. 500. 66.6 500. 71.2 5 W Grnd 67. 6 W Elev 500. 54.7 7 S In Gnd 67. 67. 500. 55.0 8 S In Elv 67. 500. 61.4 9 N In Gnd 67. 500. 63.1 500. 56.9 10 N In Elv 67. 11 N Gnd 500. 57.3 67. 500. 70.1 12 N Elev 13 Pool 67. 67. 500. 74.0 14 Neighbor 67. 500. 61.9 500. 64.6 """""""""""""""" REC. NO. X Y z DNL PEOPLE ID """""____""""""""""""""""""""""""""""""""- 1 0.0 -120.0 5.0 67 500 E Ground 2 0.0 -120.0 25.0 67 500 E Elev 3 100.0 -200.0 5.0 67 500 S Grnd 4 100.0 -200.0 25.0 67 500 S Elev 5 40.0 -290.0 5.0 67 500 W Grnd 6 40.0 -290.0 25.0 67 500 W Elev 7 -10.0 -240.0 5.0 67 500 S In Gnd 8 -10.0 -240.0 25.0 67 500 S In Elv 9 -65.0 -180.0 5.0 67 500 N In Gnd 10 -65.0 -180.0 25.0 67 500 N In ElV 11 -120.0 -150.0 5.0 67 500 N Gnd 12 -120.0 -150.0 25.0 67 500 N Elev 13 -50.0 -210.0 5.0 67 500 PO01 14 0.0 -375.0 5.0 67 500 Neighbor """"""_~~~~~~~~~~~~~~~~"""""~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ DROP-OFF RATES ALL LANE/RECEIVER PAIRS = 3.0 DBA """""""- K - CONSTANTS .......................................................................... """"""" ALL LANE RECEIVER/PAIRS = 0.0 DBA .................................................................................... 3~o i C C C C C C C C C C C I ; I C i ; s c ! t 5 3 ¶ L E , C c c < c r C C C r . .. " * ?$ !* * " * )* iE iE * * " )* * * " >* i* 'E " * I* :* * " I* * ;* '2 " " " " " " oc ".- =lo I IIIIIIII . . . . . . . . . . . . . ./ ../ ..I. . . . . . . . . 1 ole I 30 1 I 310 1 30 " 30 " 30 " 30 " 30 " >o " '0 " a0 " " ao i < < < C C C C C C C C C I NC >c " 3c " 3c " 3c " 3c " 3c " 3c " 3c " ac " >c " +> " ac 3c " 3c " 3c " 3c " 3c " 3c " 3c " ac " >o " ao " .I: +* YO 3oc "_ 3oc "_ 3oc "_ 3oc _" 30c "_ Doc _" 3oc "_ 3oc "_ a00 _" YO0 - " a =lo "_ _" 3oc E L I 1 i T C C C C C C C C c I ..I ..I ..I ..I ..I ..I . > T .. .. .. l0OC 3000 '0 0 0 OaO 000 1 7 7 I < Y I( i e e 6 6 e i 6 6 6 i t i t t t i i ! [ %weno0' oc oc I o/c i oi c i I L OI T T O/ O :: i I . . . . . . . . . . . . . 3oooc 3oooc 3oooc r 3'0 0 0 c 3oooc 3oooc 3oooc 5oooc + L t t C c c c c c c C c c c c 4- c c c t 30 "_ 20 "_ 30 "_ 30 "_ 30 "_ 30 _" 30 -" 30- F "_ $ F >OQ a - -~ - F. a 2 >o "_ >o . . . . . . . . . . 7 1 C c c c c i c i t t i i t i i c c c i t t t i i i i t .. .. .. j: 3c " 3c " 3c " 3c " 3c " ac " oc " " oc 11 oc O/ = r =lo 30 30 2 T & c F - * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * .. - - - - - - - - - - T c a; C T E 3 - .. .. Ill1 0 " 0 " 0 -. 0 " 0 " 0 " 0, " 0 " 0 " 0 -. * " 0 oc 00 I: oc " oc " oc " oc " oc " oc -. - ~o c -_ *; OC " oc " oc " 3c " 3c " 3c " 3c " 3c " 3c " ac " 3c " " oc " oc " oc " 3c " 3c " 3c " 3c " 3c " 3c " ac " ac " oc 3 11 ro' "_ IO' "_ IO' " 0 " 0 " " 0 oc " oc " oc " oc " oc " oc " oc " oc " 3c " ac " oc " oc 7 7 < : c c e c e c e e t t t c t t c t t t t t i i ; 7 7 I I e e e c t t c t c c c e c t k t t t e t t t t i 4 1 1 . .. . Hanks, T.C., and Won, H., 1979, A Moment Magnitude Scale, Journal of Geophysical Research, Volume 84. Hanks, T.C., and Boore, D.M., 1984, Moment-Magnitude Relations in Theory and Practice, Journal of Geophysical Research, Volume 89, No. B7. Index to Earthquake Fault ZonesMaps, with 1995 Supplement, California Division of Mines and Geology, Special Hart, E.W., 1994, Fault-Rupture Hazard Zones in California: Alquist-Priolo Earthquake Fault Zoning Act with Publication 42. Hap, W.W., 1980, Proceduresfor Estimating Earthquake Ground Motions, US. Geological Survey Professional Paper 11 14. Hays, W.W, editor, 1989, A Workshop on 'USGS's New Generation of Probabilistic Ground Motion Maps and Engineers Association of California and the U.S. Geological Survey, US. Geological Survey, Open File Report their Applications to Building Codes, Sponsored by: The Seismic Zonation Subcommittee of the Structural 89-364. Hudson, D.E., 1979, Reading and Interpreting Strong Motion Accelerograms, Earthquake Engineering Research Institute Monograph, Berkeley, Caliornia. Huey. L., 1990, A Reader on Enrthquake Hazard Reduction in the Central United States, to Accompany Training Coursespresented by the U.S. Geological Survey, US. Geological survey, Open-File. Report 90-94. Idriss, I. M, 1991, Earthquake Ground Motions at Sop Soil Sites, in proceedings of the Second International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. International Conference of Building Officials, 1995, Uniform Building Code, 1994 edition, Whittier, California Jennings, C.W., 1973, State of Calfornia, Preliminary Fault and GeologicMap, California Division of Mines and Geology, preliminary Report 13. Jennings, C.W., 1975, FaultMap of California with Locations of Volcanoes, Thermal Springs, and Thermal Wells, Caliornia Division of Mines and Geology, Geologic Data Map No. 1. Jennings, C.W., 1977, Geologic Map of California, California Division of Mines and Geology, California Geologic Data Map Series, Map No. 2. Jennings, C.W., 1994, Fault Activiv Map of California and A+cent Areass California Division of Mines and Geology, Wiornia Geologic Data Map Series, Map No. 6. Joyner, W.B., 1984, A Scaling Lawfor the Spectra of Lorge Earthquakes, Bulletin ofthe Seismological Society of America, Volume 74. Joyner, W.B. and Boore, DM., 1982, Prediction of Earthquake Response Spectra, US. Geological Survey, Open- File Report, 82-977. Accelerations of Strong Ground Motion, " by BA. Bolt and NA. Abrahmon, Bulletin of the Seismological Joyner, W.B. and Boore, D.M., 1983, Comments on "New Attenuation Relations for Peak and Erpected Society of America, Volume 73. Joyner, W.B. and Boore, D.M., 1988, Measurement, Characterization, and Prediction ofslzong Ground Motion, Motion Evaluation, Geotechnical Division ofthe American Society of Civil Engineers, Special Publication No. 20, in Thun. editor, Proceedings of Earthquake Engineering and Soil Qvnamics II. Recent Advances in Ground Park City, Utah. L Joyner, W.B. and Fund, T.E., 1985, Predictive Mapping of Earthquake Ground Motion: in Evaluating Earthquake Hazards in the Los Angeles Region, An &rth Science Perspective, US. Geological Survey, pmfessional Paper 1360. Mark, RK. and Bonilla, M.G., 1977, Regression Analysis of Emthquake Magnitude and Surface Fault Length Using the 1970 Data of Bonilla and Buchanan, US. Geological Survey, Open-File Report 77614. McCann, M.W., Jr., 1981, A Boyesian GeophysicalModel for Seismic Hazar4 The John A. Blume Earthquake Engineering Center, Stanford University, Report No. 47. McGarr, A,, 1984, Upper Bounds on Near-Source Peak GroundMotion Based on a Model of Inhomogeneous Faulting, Bulletin of the Seismological Society of America, Volume 72. McGarr, A,, 1984, Scaling af GroundMotion Parameters, Stafe of Stress, andFocalDepth, Journal of Geophysical Reseamh, Number 89. McGuire, RK., 1976, Fortran Computer Program for Seismic RiskAnalysis, US. Geological Survey, Open-File ReporI 7667. McGuire, RK., 1978, FRISK: Computer Program for Seismic RiskAnalysis Using Faults as Earthquake Sources, US. Geological Survey Open-File Report 78-1007. McGuire, RK., 1984, GroundMotion Estimation in Regions with Few Data, in: Proceedings of Eighth World Conference on Earthquake Engineering, San Francisco, Cal~omia, 1984, Volume II. McGuire, RK. and Arabasz, W.J., 1990, An Introduction to Probabilistic Seismic HazardAnalysis9 Geotechnical and Environmental Geophysics, pp. 333-353. McGuire, RK. and Bamhard, T.P., 1979, Four Dejnitions of Strong Motion Duration: Their Predictability and Utility for Seismic HazardAnalysis, U.S. Geological Survey, --File ReporI 79-1515. McGuire, RK. Becker, A.M., and Donovan, N.C., 1984, Spectral Estimates of Seismic Shear Waves, Bnlletin of the Seismological Society of America, Volume 74. MOM, B., 1976, A Su& of Earthquake Response Spectra for Diflerent Geologic Conditions, Bulletin of the Seismological Society of America, Volume 66. Molnar, P., 1979, Earthquake Recurrence Intewak and Plate Tectonics, Bulletin ofthe Seismological Society of America, Volume 69, No. 1. Newmark, N.M. and Hall, W.J., 1982, Earthquake Spectra andDesign, Engineering Monographs on Earthquake Criteria, Structural Design, and Strong Motion Records, Volume 3, Eatthquake Engineering Research Institute, Berkeley, California Nuttli, O.W., 1979, The Relation ofSustainedMarimum GroundAcceleration and Velocity to hrthquake Intensity andMugnitude, in: State-ofithe-Art forAsse&ngEmthquake Hazd in the Unitedstates, US. Amy Engineers Vicksburg Waterways Experiment Station, Miscellaneous Paper S-73-1, Report 16. Nuttli, O.W. and Hemaann, RB., 1978, hthquake Magnitude Scales, Journal Geotechuical Engineering Division, ASCE, No. 108. Panel on Seismic Hazard Analysis, 1988, Probabilistic Seismic HazardAna&sis, National Academy Press, Washington D.C. L c I- C Petersen, M.D., et al, 1996, Pmbalbilistic Seismic HazardAssessment for the State of Calijomia, DMG Open Fie1 Report 96-08 Ploessel, MR, and Slosson, J.E., 1974, Repeatable High GroundAccelerations@om Earthquakes, California Geology, Volume 27. from 1900 through 1974 equal to or greater than magnitude 4.0 or intensity V. California Division &Mines and Real, C.R, Toppozada, T.R. and parke, D.L., 1978, Earthquake EpicenterMap of Calijomia: Showing Events Geology, Map sheet 39. Reiter, L., 1991, Earthquh HazardAndysis, ColumbiaUniversity Press. Richter, C.F., 1958, Elementcuy SeismoIogY, W.H. Fmeman and Company, San Fnmcisco. Schwartz, D.P. and Coppersmith, K.J., 1984, FaultBehavior and Characteristic Earthquakes: Examplesfrom the Wasatch and San Anheas Faults, Journal of Geophysical Research, Volume 89. Sed, H.B., Murarka, R, Lysmer, J., and Idriss, LM., 1976, Relationships ofMaximum Acceleration, Maximum Velocity, Distancefrom Source, and Local Site Conditionsfor Moderately Strong Earthquakes, Bulletin of the Seismological Society of America, Volume 66, No. 4. Sewell, RT., 1996, Mechanics of Probabilistic Seismic HazardAnalysis: How Program FlzIsKsp Works, in, Seismic Hazards Analysis Short Course. Association ofEngineering Geologists, Southern California Section Seismic Hazards Analysis Short Cow, T. F. Blake Technical Prom coordinator. Snyder, J.P., 1982, Map Pmjections Used by the U.S. Geologicol Survey, US. Geological Survey, Bulletin 1532. Snyder, J.P., 1987,MapProjections -A WorkingMmual, U.S. Geological SulveyprofesFional Paper 1395. Spndich, P:, Fletcher, J.B., Hellweg, M, Boatmight, J., Sullivan, C.. Joyncr, W.B., Hanks, T.C., Boore, D.M.. Relations to Include the Amplitude and Duration Effects ofRupture Directivity, Seismological Research Letters, McGarr, A., Baker, L.M., and Lindh, A.G., 1997, Modijication of Empirical Slrong GmundMotion Attenuation Vol. 68, Number 1. Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction in Southern California Eaahquake Center, University of Southern California 1999, Recommended Procedures for California. Stein, Ross S., and Yea& Robes S., 1989, Hidah Whquakes: Scientific American, Vol. 260, No. 6. Stover, C.W. and Cow J.L., 1993, Seismici@ of the Unitedstates, 1568-1989 (revised). US. Geological Survey, Professional Paper 1527. Sunder, S.S. and Connor, J.J., 1982, A New Pracedurefor Processing Strong-Motion Earthquake Signals, Bulletin ofthe Seismological Society of America, Volume 72. Suzuki, S., and Kiremidjii AS., 1986. Site HazardAnalysis Methoak with Empirical and Geophysical Ground Motion Models, The John A. Blume Earthquake Engineering Center, Stanford University, Report No. 80. Response, in: Evoluating Earthquake Hazarh in the Los Angeles Region -An Earth-Science Perspective, US. Tinsley, J.C., and Fumal, T.E., 1985, Mapping Quatemcuy Sedimentcuy Deposits forAreal Variations in Shaking Geological Survey, Professional Paper 1360. Toppozada, T.R, 1975, EmthquakeMagnihrde as afunction oflntensity Data in Calijomia and Westem Neva&, Bulletin ofthe Seismological Society of America, Volume 65. p.s 7 112oO066.REP Toppozada, T.R, 1978, Seismicity of Calqornia, 1900-1931, califomia Division ofMina and Geology, Special Report 135. Toppozada, T.R and Park, D.L., 1982, Areas Damaged by Calfornia Earthquakes, 1900-1949, Womia Division 0fMine.q and Geology, --File Report 82-11. Toppozada, T.R, and others, 1988, Planning Scenario for a Major Earthquake on the Newport-hglewd Fault Zone, Womia Division ofMines and Geology, Special Publication 99. Toppozada, T.R, Real, C.R, and Park, D.L., 1981, Preparation ofIsoseimalMaps and Summaries ofReported Effects for Pre-1900 Calqornia Earthquakes, califomia Division of Mines and Geology, Open-File Report 81-1 1. Tom, G.R, and McGuirc, RK., 1987, An Investigation Into Earthquake GroundMotion Characteristics in Eastern North Americo, Bulletin of the Seismological Society of America, Vol. 77. Trifunac, M.D., 1971, Zero Baseline Correction of Strong-Motion Accelwagrams, Bulletin of the Seismological Society of America, Vol. 61. Trifunac, M.D., 1972, A Note On Correction of Strong-Motion Accelerograms for Instrument Response, Bulletin ofthe Seismological Society of America, Vol. 62. Trifunac, M.D., and Lee, V.W., 1973, Routine Processing ofStrangMotionAccelorograms, Rep. EERL 73-03, EarthquakeEngin. Res. Lab., calif. Inst. Tech., Pasadena Trifunac, M.D., and Anderson, J.G., 1978, Preliminaty EmpiricalMode~ for Scaling Pseudo Relative Velocity Spectra, Appendix A in Methods for prediction of Strong we Gmnnd Motion, U.S. Nuclear Regulatory Commision Report, NUREG/CR-0689, Al-AW. Trifunac, M.D., and Lee, V.W., 1979, Dependence of Pseudo Relative Velocity Spectra of Strong Motion Acceleration on the Depth of Sedimentaty Deposits, Report No. CE 79-02, Dept. Ci Eng., Univ. Of Southem Calif., Los Angela, MS. Tucker, B.E., King, J.L., Hatzfeld, D., and Nersesov, LL., 1984, Observations of hard-rock site effects, Bulletin of the Seismological Society of America, Vol. 74. U.S. Atomic Energy Commision, 1973, Design Response Spectra for Seismic Design of Nuclear Power Plants, Regulatory Guide 1.60. Vidale, J.E., Helmbergex, D.V., 1988, Elastic Finite-Diflerence Modeling of the 1971 Son Francisco, California Earthquake, Bulletin oftbe Seismological Society of America, Vol. 78. Wells, D.L. and coppersmith, K.J., 1992, Anahsis ofEmpiricalRelotionshipsAmongMagnitude, Rupture Length, Rupture Areo, and Sur$ace Displacement, Seismological Research Latus, Eastern Section Seismological Society of America, Volume 63, No. 1. Rupture Width, Rupture Area. and Sur$ace Displacement, Bulletin oftbe seismological Society of America, Wells, D.L., and Coppersmith, K.J., 1994, New Empirical Relationships among Magnitude, Rupture Length, Volume 84, No. 4. Wesnousky, S.G., 1986, Ehrthpakes, Quaternaty Faults, andSeismic Hazardin Calrornia, Journal of Geophysical Research, Volume 91, No. B1Z. Wanousky, S.G., 1994,ne Gutenberg-Richter or Characteristic Earthquake Distribution, Which Is It9 Bulletin of the Seismological Society of America, Volume 84. Rsoa 11200066.REF r Westaway, R, and Smith, RB., 1987, Strong GmndMotion Parametersfir Normal-Faulting Earthquakes (abs,), EOS Trans. Am. Geophys. Union 68,1348. Wood, KO., and Heck, N.R, 1961, Earthquake History of the United States Part IIs Stronger Earthquakes of California and Western Nevada, US. Deparbmnt of Commcrae, &ask and Geodetic Survey, Report No. 41-1. Woods, MC., and Seiple, W.R, editors, 1995, The Northridge Calfornia Earthquake ofJanuaiy 17, 1994, California Division ofMines and Geology, Special Publication 116. Working Group on California JWUquake Milities, 1988, Probabilities ofme Earthquakes Occurring in ColiJornia on the Son An&eas Fault., US. Geological Survey, Open-File Report 88-398. Wu, F.T., 1978, Prediction of Strong GroundMotion Using Small Earthquakes, Roc. of 2nd Internat. Micromuation Cod. 2, San Francisco, 701-704. Wyss, M., 1979, EstimatingMarimum Erpecable Magnirudc ofEarthquakesfiom FaultDimensions, Geology, JuIy, Volume 7. Yeats, RS., 1993, ConvergingMore Slowly, Nature, Volume 366. Relationships for Subduction Zone Earthquakes, Seismoloid Research Letters, Vol. 68, No. 1. Youngs, RR, Chion, S.4, Silva, W.J., and Humphrey J.R, 1997, Strong Ground Motion Attenuation Youngs, RR, and Coppersmith, K.J., 1985, Implications of Fault Slip Rates and Earthquake Recurrence Models to Probabilistic Seismic Hazardfitimates. Bulletin of the Seismological Society of America, Volume 75. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-1 1-2002 Plan Check Revision Permit No: PCR02043 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: PCR 1050 GRAND AV CBAD Status: ISSUED Parcel No: Valuation: Applied 02/06/2002 Reference #: Plan Approved 03/11/2002 Project Title: Issued: 03/11/2002 Lot#: 0 $0.00 Construction Type: NEW Entered By: RMA EXTENDED STAY AMERICA- REVISE Inspect Area: UNDERGROUND SEWER SYSTEM Applicant: Owner: TIMOTHY EISENHAUER STE 800 CGP 120. oo 701 B STREET 92101 619 234-0349 2571 OJ/ll/O2 0002 01 02 Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 Plan Check Revision Fee Additional Fees $120.00 $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTiCE that approval of Your proiect includes the ‘Imposition’ of fees, dedications, reservations. or other exactions hereafler wlkctively referred to as 7eedexactions.’ You have 90 dais lr&m the date this permit was issued to protest imposlion of these feeslexactions. If you protest them. you must follow the protest pmcedures set fotth in Government Code Section 66020(a), and file the protest and any other required information whh the City Manager lor processing in acmrdance whh 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. FOR OFFICE USE PLAN CHECK NO. EST. VAL. v Plan Ck. Deposit Date PERMIT APPLICATION CITY OF CARLSBAD BUILD1 1635 Faraday Ave., Carlsbad, CA 92008 I, 8s owner of the property or my empioyees with wages as their sole compensation. will do the work and thn structure is not intended or offernd for sale 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 ISec. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon. and who does sold within one year of completion, the owner-builder will have the burden of proving that ha did not build or improve for the purpose of sale). I. as owner of the property. am eXCIUsiwIy contracting with licensed contractors to COnStrUct the project (Sac. 7044. Burinsra and Profasdons Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and Contracts for such projeRs with contractarfs) licensed pursuant to the Contractor's License Law]. 0 I am exempt under Section Business and Professions Code for this reason: 2. I (have I have not) signed an application for a building permit for the proposed work. 1. I persmaily plsn to provide the major lebor and materials for Construction at the prowssd property improvement. YES ON0 3. I haw contracted with the following person (firm1 to provide the proposed construction findude name I address I phone number I contractors license numbnrl: 4. I plan to Qravide portions of the work, but I have hired the following person to coordinate. supervise and provide the major work linclude name I address I phone number I contractors licmsn numbarl: 5. I will provide some of the work, but i have contracted (hired1 the following persons to provide the work indicatad findude name I address I phone number I tvw of work): .. program under Sections 25505, 25533 or 25534 Of the Praslev-Tanner Hazardous Substance Account Act? 0 YES 0 NO 1s the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 YES NO 1s the facility to be constructed within 1,000 feet of the outer boundary of I school site7 0 YES NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. r,;.:::c_aNsrRuct,6~reNd,.~u~~G~~,~.~~:',:::r:, ' c:z;,fi ,,,, ..[;i.;i,,~'":I":,.:',~':~,:'!cl~:;:,r.:..,:I::-, , ,, . :,: # 1: ..,i , . ,., , a, ,., ',_ , ., ., ,i,, .,~ ,..,, , .., ~.. ,. , , . , j ,,,,., ,.iiibL-.., 2 ., , ,, .,. ,., , , , ., . , , 1, ,I . . . . 8 .,. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit io issued ISec. 309711) Civil Code]. LENDEWS NAME ~,~~~~~~~,~~~~~~~o~~.:,~~~~!~.~~~~~.,~~~~~.~~,~,,~~~',;,~~:~.~:.;,,,~~~~~;.~,~~-~~~,~~~j.~ ..;~"~".,'~,.~~~~~~~~~~'~~~~~~:~~~::~~?~~~~~~~~~,~~~~~~~?~~~~~~~~~~~~~~~, LENDER'S ADDRESS I certify that I have ,read the application and Rate that the above information is correct and that the information on the plans is accurate. I agree to comPlV with all City Ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Csrlsbad to enter upon the above mentioned property for inspection purposeo, 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 SA10 CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for eXCBVstionS over 5'0" deep and demolition or Construction of 6trUctUres over 3 stories in height. authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void 11 the building or work 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 WHITE: File YELLOW Applicant PINK: Finance - EsGil - Corporation DATE: 3/6/02 JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-483 REV 6 (PCR 02-043) SET: I1 PROJECT ADDRESS: 1050 Grand Avenue PROJECT NAME: Extended Stay [XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. [71 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 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. 0 The applicant's copy of the check list has been sent to: [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Eric Jensen Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 2/26 tmsmtl.dot EsGil Corporation P - ln Tnrtncrsliip witli S;0ue)cnmcnt for BuilaivSnfrty DATE: 21 15/02 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 REV 6 PROJECT ADDRESS: 1050 Grand Avenue PROJECT NAME: Extended Stay America 0 PLAN REVIEWER 0 FILE SET: I-REV 6 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 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: 701 " 6'' 5rEc:ET, STe %OD SA,J Di€Co, M 72iOl 0 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: Tim Eisenhower Telephone #: (619) 881-2577 Date contacted: 21 15lW--(by: k ) Fax #: (LIS) 234.0399 Mail Telephone,, Fax/ In Person [XI REMARKS: Also fax list to Juan Vasquez, MCG Architects (626) 796-9295. By: Eric Jensen Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 217 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576 , Carlsbad 01-483 REV 6 2/15/02 GENERAL PLAN CORRECTION LIST PROJECT ADDRESS: 1050 Grand Avenue DATE PLAN RECEIVED BY ESGIL CORPORATION: 2/7 DATE REVIEW COMPLETED: 2/ 15/02 REVIEWED BY: Eric Jensen FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new complete sets of prints to: ESGIL CORPORATION. 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? 0 Yes 0 No Carlsbad 01-483 REV 6 2/15/02 PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER Eric Jensen PLUMBING (1997 UNIFORM PLUMBING CODE) *3 The submitted plan is an "as-built" design for the building sewer to the public sewer main located on Laguna Drive. The connection is downstream from a manhole that the rim elevation has been revised to 76.99. 1. Finished floor on the same plan sheet is identified as "76.35" or approximately 7" below the manhole rim elevation. Provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. ( Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve.) UPC 710.1 2. The revised plans have been done in pencil. If the intent for these submitted plans is for them to become part of the building design drawings, they will have to be signed and submitted in a permanent (not pencil) form. +:* 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 Eric Jensen at Esgil Corporation. Thank you. 1 Carlsbad 01-483 REV 6 21 15/02 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 REV 6 PREPARED BY: Eric Jensen DATE: 2/15/02 BUILDING ADDRESS: 1050 Grand Avenue BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: Valuation Mod. Multiplier VALUE ($) Reg. I , I I I I I I I I I I I I I -I Air Conditioning Fire Sprinklers I I I I I TOTAL VALUE I Jurisdiction Code cb V 1994 UK Building Permit Fee By Ordinance .. - . .- 1994 UfJC Plan Check Fee V I $120.001 Type of Review: 0 Complete Review 0 Structural Only 0 Other If// Repeats Fee Hour' , -. Esgil Plan Review Fee * Eased on hourly rate Comments: 1 hour plan check Sheet 1 of 1 macvalue.doc PEAK FLOW CONDITION Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of How Diameter ........................ 0.6667 ft Flowrate ........................ 0.9300 cfs Slope ........................... 0.0105 ft/ft Manning’s n ..................... 0.0130 U Computed Results: Depth ........................... 0.4312 ft Area ............................ 0.3491 ft2 Wetted Area ..................... 0.2388 ft2 Wetted Perimeter ................ 1.2458 ft Perimeter ....................... 2.0945 ft Velocity ........................ 3.8942 fps Percent Full .................... 64.6724 % Full flow Flowrate .............. 1.2384 cfs Hydraulic Radius U ................ 0.1917 ft Full flow velocity .............. 3.5475 fps Critical Information Critical slope .................. 0.0083 ft/ft Critical velocity ............... 3.5537 fps Critical area ................... 0.2617 ft2 Critical perimeter .............. 1.3087 ft Critical hydraulic radius ....... 0.2000 ft Critical top width .............. 0.6667 ft Specific energy ................. 0.6657 ft Minimum energy .................. 0.6961 ft Froude number ................... 1.15 12 Flow condition .................. Supercritical Critical depth .................. 0.4641 ft Information on Fixture Units Provided bv Mechanical Engineer 1. Total Number if Fixture Units for Hotel is 1002 2. Total flow for 1002 F.U. per the UFC is 209 GPM 3. Total flow from the Pool Drain System is 210 GPM 4. Total flow in 8” Sewer lateral is 419 GPM or 0.93 CFS 9' . , .. ? .. . .. 06-26-2002 Job Address: Permit Type: Valuation: Parcel No: Reference #: Project Title: Applicant: VAZOUEZ JUAN I City of Carlsbad 1635 Faraday Av Carlrbad, CA 92008 Plan Check Revision Permit No: PCR02151 Building Inspection Request Line (760) 602-2725 300 760 S LOS ROBLES PASADENA CA 91 101 626-793-91 19 1050 GRAND AV CBAD PCR $0.00 Construction Type: NEW Lot #: 0 CBO2-286 EXTENDED STAY AMERICA BATHRM EXHAUST, ADDED DETAILS, MlSC Status: ISSUED Applied: 05/30/2002 Plan Approved: 06/24/2002 Issued: 08/26/2002 Entered By: JM Inspect Area: Owner: Total Fees: $180.00 Total Payments To Date: $0.00 Balance Due: $180.00 Additional Fees Plan Check Revision Fee $180.00 $0.00 You are hereby FURTHER NOTlFiED that your right to protest the specfied feedexactions DOES NOT APPLY to water and sewer connection fees and CapaClY changes, nor planning, zoning, grading or other similar application processing or sewice fees in connection with this project. NOR DOES IT APPLY to any IDate FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO,%&Z-/5/ CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. Plan Ck. Deposit . Validated By /os GBNO 4dF Addre66 linduda BldgISuite XI Legal descridtion Lot No. Unit No. Phase No. Total I of units Subdivision NamelNumbsr Assessor's Parcel X Existing Use Descri tim of Work SQ. FT. #Of s ' X of Bedrooms II of Bathrooms /gm, /5 $24 aF HH? /",, CHL?-?z/ Business Name (at this address1 &%7 @N@ 5223,- -/e.?- /5, /HI .w P34 -/&c=uzWzL &TL Proposed Use Name (AWE 43- /#&E Address City Statelzip Telephone I ISec. 7031.5 Business and Professions Code: Any City or County which requires a permit to COnstrUCt. alter, improve. demolish or repair any StrUCtUre, prior to its i56UanCe. also requires the applicant for such permit to fils II signed rtatamsnt that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commanding with Section 7000 of Division 3 of the Business and Profe66ionS Codel or that he is exempt therefrom, end the basis for the alleged exemption. Any vidation of Section 7031.5 by my applicant for a permit subjects the applicant to a civil Penalty of not more then five hundred dollars l650011. state Lic*nse X Name Address City Statelzip Telephone I Lie*nse Class City Business License X Designer Name Address City Statelzip Telephone I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code. for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: insurance Company ITHIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS It1001 OR LESS1 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Worked Cornpansation Laws of California. WARNING: Fdlun to UWIa wwkm' wmpmution Wmga is unlawful. and &dl subject M mpioyar to crfmlnd pn.lties and civil fines up to om hundred thovund d4.n l1100.0001. in additbn to the Con of wmpmsnion, damages as Pmvldd for In Senion 3706 Of the Labor wde, interest and attorney's fees. Policy NO. Expiration Date SIGNATURE DATE hereby affirm that I am exempt trom the Contractor's Liceme Law for the followina reason: a# i, IS owner of the propeny or my employees with wages LIS their sole compnnsation, will do the work and the structure is not intended or offarad for sale 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 1st)~. 7044. Business and Profesdons Code: The COntfactor'8 License Law does not epply to an owner of PfOPenv who builds or improves thereon. and who does sold within one year of Cornpietion, the owner-builder will haw the burden of proving that he did not build or improve for the purpose of salel, 0 I, *s owner of the propeny, am exclusively wntracting with licensed contractors to EanStRlCt the project ISec. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of properly who builds or improver thereon, and wntracts for such projects with contractor(s1 licensed pursuant to the Contractor's Licenee LawI. I am sxmpt under Section Business and Professions Code for this reason: 1. I parsonaiiy pian to provide the major labor and materids for construction of the proposed property improvement. YES ON0 2. i Ihave I have not1 signed an application for a building permit for th8 proposed work. 3. I have contrected with tho following person Ifinl to provide the proposed construction linclude name I address I phone number I contractors license number): 4. i plan to provide portions of the work, but I have hired the following parson to cwrdinate, supervise and provide thn major Wotk (include name I address I phone number I contractors license number): of workl: 5. I will provide gome of the work, bm I have cnntrand Ihired) the following persons to provide thO work indicated (include name I address I phone number I type PROPERTY OWNER SIGNATURE &#@ program under Sections 25505, 25533 or 25534 of the PmslevTanner Hazardous Substance Account Act7 YES 0 NO is the applicant or future building OCoUpant cequired to submit a business plan, acutely hazardous materials registration form or risk management and prevention Io the applicant or future building occupant required to obtain a permit from the air poilution Control district or air quality management district? YES 0 NO is the facility to be constructed within 1,000 feet Of the Outer boundary of a school site? 0 YES NO LENDER'S NAME LENDERS ADDRESS I certify that I have read the appiication and state that the above information is Correct and that the information on the plalls is accurate. i agree to comply with a11 City ordinances and State laws relating to building conrrmctioi. i hereby authorize mpresentativec. of the Cit). of Carlrbad to enter upon the above mentioned JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENCE OF THE GRANTING OF THIS PERMIT. Propew for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABIUTIES, OSHA An OSHA permit is required for excwations over 5'0' deep and demolition or construction of structures oyer 3 storb in height. void if the building or woh is suspended or abandoned DATE 5 2Y .OZ WHITE Fils YELLOW. Appilcmt PINK Finance - - EsGil Corporation Zn Taarmcrship with +vcmnunt fm BuiGfinfl5afc ty DATE: 6/ 19/02 JURISDICTION: Carlsbad PLAN CHECK NO.: 02-286 (PCRO2-151) SET 111 PROJECT ADDRESS: 1050 Grand Ave. PROJECT NAME: Extended Stay America Revisions The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The remarks list below is transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck.. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: 0 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: Juan Vasquez Date contacted: 6/19/020 (by: CM) Fax #: I Telephone #: (626) 793-91 19 Mail Telephone - Fax In Person 0 REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC FAX In tmsmtl.dot 7 EsGil - Corporation In !hrtnerdiip witti ~overnmnt for iQuiHingSnfety DATE: 6/7/02 JURISDICTION: Carlsbad 0 AP CANT &EVIEWER JURI . 0 FILE PLAN CHECK NO.: 02-286 (PCRO2-151) SET: I PROJECT ADDRESS: 1050 Grand Ave. PROJECT NAME: Extended Stay America Revisions 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The remarks list below is transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Submit 3 sets of revised plans and responses to the City Building Dept or you may submit directly to EsGil Corp but there may be delays in processing if other city departments require a review. 0 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: MCG Architecture, Att'n: Wallace Wong 200 S Los Robles Ave., Suite 300, Pasadena, CA 91 101 0 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: Wallace Wong (v.14) Telephone #: (626) 793-9119 Date contacted: b I lolo2 (by: C ) Fax #: (626) 796-9295 Mail .I Telephone ' Fax In Person REMARKS: A. sheet A2.1 shows that you are removing the sound channel on the wall between Unit 'H' and the stair #3 enclosure. How do you intend to maintain the require sound isulation (STC=50) in this wall? B. Specify the ICBO approval No. or the UL approval No. for the proposed duct wrap to be used in lieu of the fire rated shaft for the exhaust shafts on sheet A6.2 & M5.2 of the revised plans By: Chuck Mendenhall Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 5/31/02 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ? .- VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 02-286 (PCR02-151) PREPARED BY: Chuck Mendenhall DATE: 6 f 7/02 BUILDING ADDRESS: 1050 Grand Ave. BUILDING OCCUPANCY: R1 TYPE OF CONSTRUCTION: V 1HR mm Valuation Mod. Multiplier VALUE ($) Reg. Misc Rev Hrly NA I I I I Air Conditioning Fire Sprinklers I I I I I TOTAL VALUE I Jurisdiction Ccde Icb ley OdiMnce I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance w Type of Review: * Based on hourly rate Comments: 0 Complete Review 0 Structural Only 0 Other Hollriy 11.51 Hours" ..., Esgii Plan Review Fee $144.001 Sheet 1 of 1 macvalue.doc Carlsbad Fire Department 02151 1635 Faraday Ave. Fire Prevention Carlsbad. CA 92008 (760) 602-4660 Plan Review Requirements Category: Buildlng Pian Date of Report: 06/06/2002 Reviewed by: (3. fidJ--- Name: MCG Architecture Address: 12555 High Bluff Dr. Suite 150 Plan Checker: Job Name: Extended Stay Bldg #: PCRO2151 Job Address: 1050 Grand Ave Ste. or Bldg. No. Job #: 02151 Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. u Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal, Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and I or specifications required to indicate compliance with applicable codes and standards. u Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. r ~~~ Review 1 st 2nd 3rd Other Agency ID FD Job # 02151 FD File # DATE May 29,2002 CLIENT Matt OShea ESA Management, Inc. 2525 Cherry Ave, Suite 310 Signal Hill, CA 90606 RE6ARD116 1050 Grand Ave, Carlsbad, ESA#8831 MCG Project No. 00.594.01 PROCEDURE Construction Change Directive Make the described revisions in the work, credit or cost for which will be determined in accordance with Article 7 of General Conditions. Follow procedures specified in [Supplementary Conditions] [Section 012501. THIS BULLETIN Architectural, Mechanical, Electrical (Preliminary until citv amroves drawines) INVOLVES DRAWINGS A2.0, AZ.OA,AZ.l,A6.2,A8.3,A8.6, M3.1, M3.2, M5.2, E3.2, E4.1,Landscape 1 of4, 2 of4 ENCLOSED PROJECT MANUAL N/A REVISIONS DRAWING SeeBelow REVISIONS REASON FOR Coordination items, RFI's from contractor REVISIONS ADDITIONAL SERVICE 0 626.793.9119 0 626.796.9295 2W South 10s Robles Avenue, Suite 300 Pasadena, CA 91101 lW#ilR1URCMODWUI~N~~hlk?~7~ W-20 Bulletin 7 1050 Grand Ave, Carlsbad, ESA #8831 May 29,2002 Page 2 of 4 Yours truly, MCG ARCHITECTURE Juan Vazquez mxx Enclosures DISTRIBUTION Wallace Wong, MCG Pasadena Bulletin 7 1050 Grand Ave, Carlsbad, ESA #8831 May 29,2002 Page 3 of 4 Drawing Revisions Architectural Sheet A20 1. Removed call out note “New street light” off of Grand Ave. Does not apply. 2. Added path and work pad for electrical pull box per SDG&E. Sheetall4 1. Added note #2, to detail 1. Sheet A2 1 1. Removed sound channel at grid line J, between stair #3 and room 101. SheetA62 1. Revised exhaust shafts in roof attic to be hard duct with a fire rated fire wrap from plenum to roof. Change was per direction of ESA. Sheet A83 1. Detail 15 Gable Vent - Added clarification “blow-up” per contractor RFI. SheetA86 1. Added detail 3, “Sealant At Hardiplank” 2. Added detail 5, “Section EIFS meet Hardiplank”. 3. Omitted details 9, 10, 11, & 12. Change was per direction of ESA. landscape Sheet 1 of 4 1. Planting Plan, revised meter location to match civil plans, revised planting around trash enclosure due to the omitted shed next to the trash enclosure, revised planting around pool house to decrees visibility of electrical pull center. Adjusted landscape around building sidewalks due to slopes and field conditions. Sheet 2 of 4 1. Adjusted irrigation due to the changes noted on sheet 1 of 4.’ Bulletin 7 1050 Grand Ave, Carlsbad, ESA #8831 May 29,2002 Page 4 of 4 Mechanical See attached sheet Electrical See attached sheet. END OF BULLEIIN 05/29/2002 17:31 8182659725 PffiE 81 AMERICAN MECHANICAL AND PLUMBING ENGMEERS 600 Welt Broadw8y Suite 250 Glemdnle, CA 91204 (818) 265-9720 Phone (818) 265-9725 Fax Date: May 29,2002 To: Juan Vanqam MCOArrhitact8 From: John Dnvt (hlechmiC8l) antd CUf?vlr Kukuburg, (E”). Pmjeet: AMPE Jab W: Wl$-22 ESA - CaIJlbnd Subjeck Bulkih No. 7 Please issue the following bulletin reflecting the change8 additions and/or deletions to the documents listed below all other conditions dn unc!Ku@. Shd M3.1- 1. Revised whaust fan ~Ocation for unit type’z”. Sh& Mj.2 - 1. Relocated ra~m & supply ro&m at corridor, daails 2,4 & 5. 2. Rsvieed notas 44 & 67. shd m5.z - 1. Added fire rated hulation 011 axhaust duct, details. w Sheet EJ.4 - 1. Revised lighting in &io am Sh& E4.1- 1. Relocated sxhaust t?m on unit Trpe “L”. i _”” City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-06-2002 Plan Check Revision Permit No: PCR02068 Building Inspection Request Line (760) 602-2725 Job Address: Permit Tvoe: PCR 1050 GRAND AV CBAD Status: ISSUED ~. ~~~ Parcel N6 Lot #: 0 Applied: 03/01/2002 Valuation: $0.00 Construction Type: NEW Entered By: MDP Reference #: c~o1-4a3 Plan Approved: 03/06/2002 Issued: 03/06/2002 Project Title: EXTENDED STAY AMERICA HDWE CHANGE OUT, TRUSS FIXES Applicant: JOWDY ROB Inspect Area: Owner: 2333 03/06/02 0002 01 02 CGP 120.00 Total Fees: 5120.00 Total Payments To Date: $0.00 Balance Due: $120.00 Plan Check Revision Fee Additional Fees $120.00 50.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Piease take NOTiCE that approval of your project includes the 'imposition" ot fees. dediiations, reseNations, or other exactions hereamer COlieCtiVeiY foilow the protest procedures set forth in Government Code Section 66020(a). and tile the protest and any other required information wlh the City Manager tor referred to as "feesiexactions." You have 90 days from the date this permit was issued to protest imposiion of these feeslexactions. if YOU Protest them. YOU must processing in accordance with Carisbad Municipal Code Section 3.32.030. Failure to timeiy foilow that procedure will bar any subsequent legal action lo attack, review, set aside. void, or annul their imposition. You are hereby FURTHER NOTiFiED that your right to protest the specified leeslexadions DOES NOT APPLY to water and sewer wnnecIion fees and capaciy changes, nor planning, zoning, grading or dher similar application processing or service lees in Connedim with this project. NOR DOES IT APPLY 10 any -YOU have mlv been aiven a NOTiCE similar to this or as to which the $U& Of limitations exoired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY 7 . ,:: PLAN CHECK NO. &- OZ * EST. VAL. Plan Ck. Deposit Validated By II Date 3 /t /d7 Insurance Company ITHIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1$1001 OR LESS) Policy No. Expiration Oats 4. I plan to provide portions of the work, but I have hired the following person to coordinate, wpewisn and provide the major work (include name I address I phons number I COntW.ctofb license numbal: 5. I will provide some of the work. but I have Contracted (hired1 the following persons to provide the work indicated lineluds name I address I Dhons number I tvm I certify that I have read the application and state that the above information is correct and that the information on the plans is accwate. I agrsa to comply with aIi City ordinances and State laws relating to building construction. I hereby authorize InpreJentativBI 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. OSHA An OSHA permit is required for (txcavati~ns over SO' deep and demolition or construction of structur0s over 3 Stories in height. authorized by such permit is not EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitalion and become null and void if the building or work at any time aner lhe work is Corn the dale of such permit or if the building or work authorized by such permit is suspended or abandoned (Section 105.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENCE OF THE GRANTING OF THIS PERMIT. EsGil Cornoration DATE: March 6, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 Rev No. 7 (PCR02-68) SET I PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America 0 The plans transmitted herewith have been corrected where necessary and substantially comply ,- -VIEWER 0 FILE with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 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: 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. [XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Rob Joudy Telephone #: 8581278-6777 Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person REMARKS: Applicant to carry approved set of plans to the city. 1. Revision 7 includes truss field revisions. By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 311 102 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ~ ~ ~ ~~~~~ Cmhbad OX-483 Roo NO. 7 (PCRO1-68) Mamb 6, loOa VALUATION AND PLAN CHECK FEE JURISDICTION: Oul.b.6 (PCrUn-68) PLAN CHECK NO.: 01483 R~v lo. 7 PREPARED BY: Abe Dollaata DATE: March 6,2002 BUILDING ADDRESS: 1050 Graad Avo BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V- 1HR AREA Valuatlon Reg. VALUE (0) ( Sq. Ft.) Multiplier Mod. L.U hndmnourtynb Comments: Sheet I of I mwv1Iw.doQ 1x4 II 3x6= 3x4 = 1x4 = 4x12 = 1x4 11 3x6 FP= 1x4 II 1x4 II 3x6= 1x4 11 4x12 = 1x4 II 1 P 2 23 3 2445 25 628 278 28 9 29 10 30 11 31 12 4x8 = 4x12 = 3x4 = 3x6= 4x12 = 1x4 I1 12-00 Attach 2x4 SPF 21OOF 1.8E acaba centered over splice as shown to each ride FIELD REPAIR IS DUE TO THE PLATE AT JT. 15 BEING UNDERSIZED TO A 3x6 M1120. of truss with 10 d. common nails 10.148" x 8.0") @ 3' O.C.. 1 row. I Feb.ll.2002 1EM:061 6eaml.wwb Design Check Calculation Sheet .OADS: ( Ibs. psf. or plf ) Load I Tme I Dlstrlbutlon I Maanltude I Location 1ft1 I~attern I .. I I st& E 1 Live 2 Llve Point 1220 eo1nt 4355 WXIMUM REACTIONS (Ibs) and BEARING I I 2-10.8 I I 0ear1n.q: I Length 1.0 "I I 1.0 PSL, ZOE, 2900Fb, 5-1/4~11-7/8" - .. ~ .. .~ 6 " .oad combinations: ASCE 7-95 P - IDDITIONAL DATA: 'ACTORS: F CD CH ct CL CF CY Cfll cc LCI Fbb't- 2900 1.00 1.00 1.00 1.000 1.00 1,000 1.00 1.00 Fv' - 285 1.00 1.00 1.00 2 Fcp'- 150 1.00 1.00 2 E' - 2.0 million 1.00 1.00 2 w ICH - 1.0001 - n Bendlnq(+l: LCY 2 - L, M - 3554 lbs-ft Shear : LCY 2 - L, V - 3091, VCd - 3091 lbs ~eflecrlon: LC1 2 - L EI-1465.24e06 lb-in2 'rota1 Deflection - 1.5OlDeCln-dead1 + Defln-Live. (D-dead L-llve S-snow W-vlnd I-lmpact C-conscructlonl <all !.cas are llated in the Analvslr OutDUtl iCL manufacturer. Siloam Structural Engineering Consultants Transmittal Letter Company: MWN~~M Date: 2-2& -0.2. Fax: '760 -730 360 + - - Pages: d .. .. 3333 Brea Canyon Rd.. Suile 115, Diamond Bar, CA 91765 Tel: (909) 5 -8218 F : (90 &iCfkym 1 "fc "% is n . P 9. UI 1 I II II J I .- VI s, u1 L W m LOADING (psn SPACING in (loc) I/dcll 1 PLATES GRIP Plares Increase 1.00 2-0-0 TC 0.84 CSI Vcrt(LL) -0.12 7-8 >Y9Y ' MI120 Lumber Increase 1.00 BC 0.94 1 ZlkL) -0.23 7-8 >537 1 Rcp Stress Incr NO WB 0.64 Codc UBC97/ANSI95 Hurz(TL) 0.04 7 da (Matrix) 1 1st LC LLMin Vdsfl = 360 1 Weigh!: 42 Ib 197/144 ! TOP CHORD 4 X 2 SPF 1650F I .5E LUMEER 1 WEBS BOT CHORD 4 X 2 SPF No.2 4XZSPFSNd TOP CHORD Sheallled or 6-0-0 oc purlins. exccpl end verticals. BRACING ! BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ! 1 REKTIONS (Ib/rizc) IO= 1209/0-2-12. 7-1222/Mechnnic.d TOPCHORD 10-11=-239. I-ll~-238. 6-7=-222. l-12~,-11,2-12~-1l.2-13=-2301. 3-13=-2301.3-14~-2301. FORCES (Ib) -First Load Carc Only BOTCHORD 9-10=1815, 8-9-230l.7-8=1795 5-16=0. 6-16=0 WEBS 5-7=-2037.2-10=-2036.5-8~575.2-9=611.3-9=-275.4-8~-266 NOTES I) This vuss has been checked for unbaianccd loading conditions. 2) Refer 10 pirdcr(s) for truss lo vuss wnnections. 3) Rovidc mechanical COMcclion @y othcrs) of Wss 10 bearing plals a1 joinl(s) IO. 4) This lmss has ken designed with ANSUTPI 1-1995 crilcria. 5) Load cas@) 2. 3.4. 5.6. 7, 8, 9. 10. 1 I. 12. 13. 14 has bm modified. Building designer must rcvinv loads 10 vcrily that lhcy art corrcct for the intended use of this truss. 6) This truss has bccn deriyncd for a moving concenwaled lord oC250.0lb live and 50.01b dad lacaled a1 all mid panels and nl all panel poinu dong the Top Chord. nonconcurrcnl wilh any other live loads. 7) Rccommcnd 2x6 rtrnn~backs. an edge. rpaccd a1 10-0-0 OE and faslcned lo cash ~UII with 3-16d nails. Swongbacks 10 be atached m walls a1 their oulcr ends or rcslraincd by olhcr mans. 8) CAUTION. Do no1 erect WYII backwnrdr. . lob , tmss . Tmrs Type A0398 FIOAREP FLOOR Landmark tmss and Umber. Abboulord. B.C.. VZT-bL4 4.201 SKI I NOV Ib 2 Induslrlcs. lnc. Tus teQ I2 U(1 .. .. Ob ST?XU,! Y (OPtiOnaI) ! M II 9.90 LOADING (PSO TCLL 100.0 SPAClNG 2-0.0 CSI Plalcs lncrcare 1.00 TC 0.92 DEFL in (10s) lldrfl Vcrl(LL) -0.20 6-7 >565 TCDL 12.0 Lumbcr lncrnrc 1.00 BC 0.97 VcrlflL) -0.36 6-7 >323 BCLL 0.0 Rep Stress lncr NO WB 0.70 BCDL 8.0 Hon(TL) 0.03 6 n/a Code UBC97/ANSB5 (Matrix) Is1 LC LLMin Vdefl = 360 I Weight: 49 Ib GRIP 1971144 LUMBER TOP CHORD 4 X 2 SPF No2 WEBS BOT CHORD 4 X 2 SPF No.2 4XZSPFSmd TOP CHORD Shealhcd or 6-0-0 oc purlins. exccpt ad verticals. BRAClNG BOT CHORD Rigid cciling dirnlly applied or 10-0-0 oc bracing. I REACTIONS (Iblsize) 9=1148/0-3-8. 6-1148/0-3-8 ". ._._ FORCES (b) - Firs1 Load Case Only TOPCHORD 1-9=-204.5-6--2l8. 1-10=0.2-I0=0.2-11=-1979, 3-11--1979. 3-12~-1979.4-12~-1979.4-23=0.5-13=0 BOTCHORD 8-9=1979.7-8=1979. 6-7-1771 .. - .- " .. .~ _. WEBS 4-6--1980.2-9--2193.4-7d.34.2-8=106.3-7=-102 NOTES I) This lmss has been chnked for unbalanced loading conditions. 2) This lms: has been dcsigncd wilh ANSVTPI 1-1995 crilcria. 3) Load case(,) 2. 3. 4, 5. 6. 7, 8. 9. IO has been modified. Building designer mull revim loads la vcrify ha1 they 4) This lmss has bccn designed for a moving soncenlraud load o1ZO.OIb livs and 50.01b dead loulcd a1 a11 mid 5) Recommend 2x6 strongbacks. on cdgc, spaced a1 IO00 oc and fasuncd lo cach lruss wilh 3-16d nails. are comcct for the mlcndcd USC of this Wss. panels and a1 dl pancl poinu dong the Top Chord. nonconcucTMl wilh any olher livs loads. Strongbacks Io be allached la walls a1 their outer ends or reslrained by olhcr mcans. /?L?zzAJ&E HUFFae- 2EM/L i I .. -. 3x4 = 1x4 /I 3x10 = I S4-8 , 6-10-0 , 9-1-10 , 14-8-8 45-44 23-3-0 I 23-34 Plate Utheta 0r.p): [4:0-1-8,Edgel, LY:O-l-8,Edgel, L16:0-1-8.Edgel, LZU:U-l-8,Edgel, L22:UPM,O-l-81 LOADING @SO TCLL 40.0 SPACING 2-0-0 CSI Plates Increase 1.00 TC 0.94 TCDL 12.0 Lumber Increasc 1.00 BC 0.84 Verl(TL) -0.42 20-21 >270 BCLL 0.0 i Rep Stress lncr NO BCDL 8.0 j Code UBC97/ANS195 I (Matrix) WB 0.63 Hoa(TL) 0.06 13 "/a 1st LC LL Min Vdefl = 360 i Weight: 96 Ib DEFL in (loc) lldefl PLATES GRIP vena) -0.25 20-21 >445 MIDO 197/144 TOP CHORD 4 X 2 DF-N 2400F 2.OE LUMBER BOT CHORD 4 X 2 SPF 1650F 1.5E 4X2SPFStod BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, exccpt end verticals. BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. REACTIONS (Ib/size) 13=809/0-3-12, 21=1097/0-2-12. 18=1942/0-3-8 ". "".. . .' - FORCES (lb) - First Lusd Case Only TOP CHORD 21-22=-209, 1-22=-209. 12-13=-108, 1-23=-9.2-23=-9, 2-24=-1737, 3-24=-1737, 3-25=-1737, 4-25=-1737 4.26&' jb49 5.6=4! 6-27=49. 7-27=49, 7-28=-1923. 8-28=-1923, 8-29=-1923,9-29=-1923.9-30=-1943.10-30=.~943, 10.31=-i943, 11.3i=.1943. u132& 12-32=0 . . " BOTCHORD 20-21=1613, 19-20=1737. 18-19=1737, 17-18=1172, l6-17=1172, 15-16=1923, 14-15=1523, 13-14=1244 ". _. WEBS 618=-332. 2-21=-1810. 4-18=-2016.2-20=140, 3-20=-107, 4-19=156, 11-13=-1412, 7-18=-1385. 11-14=793. 7-162853, 10-141.m;,' &16=-247. 9-14=22. 9-15=-102 "" . " .~. ~ I ._ . NOTES I) This 1~88 has been checked for unbalsnced loading conditions. 2) Provide mechanical connection (by others) of truss lo bearing plate aIjoint(8) 21. 3) This 1~88 has bcen designed with ANSUTF'I 1-1995 criteria. 4) bad case@) 1, 4,s. 6. 7, 8. 9, 10, 11. 12! 13, 14, 15. 16, 17. 18, 19. 20,21. 22,23. 24,2526 has been modified 5) This lmss has been designed for a moving concentrated load of 25O.Olb live and 5O.Olb dcad located at all mid 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each Uuss with 3-16d nails. 71 CAUTION. Do no1 erect Vuss backwards. Building dcsigncr musl revnew loads to vcdy thal they are wmect for the intended use of this ~NSS. panels and st all panel poinls along the Top Chord, nonwncument with any other live loads. Strongbacks tu be attached to walls at their outer ends or reslrained by other means. Cambsr = 118 m ScPlai 1:18.5/ r I -1 i TOP CHORD 4 X 2 SPP No.2 LUMBER BOT CHORD 4 X 2 SPF No2 4XZSPFShld BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 REACTIONS (Iblsize) Y=ll4OlMechsnical, 6=1140lMechanical ". ._." I M"ZEC . . -. 1) This Uuss has been checked for unbalanced loading conditions. 2) Refer Lo girder(s) for Uuss to kuss wnnections. 3) This Uuss has been designed with ANSUTPI 1-1995 crikria. 4) Load case@) 2. 3. 4. 5, 6. 7. 8. 9. 10 has been modified. Building designer must rwiw loads to verify that they 5) This truss has been designed for a moving wncenksted load of250.01b live and 50.01b dead located at all mid 6) Rammend 2x6 seongbacks, on edge, spaced at 104-0 oc and fastened to each truss with 3-16d nails. are correct for lhc mtended use of this mss. panels and at all panel paints along the Top Chord, nonconcurrcnl with any other live loads. Strongbacks to be allached IO walls at their ouler cnds or restrained bv other means. . 7- . J -J 0 4 J City of Carlsbad 1635 Faraday Av Carlrbad, CA 92008 04-09-2002 Plan Check Revision Permit No: PCR02082 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 1050 GRAND AV CBAD PCR Valuation: Parcel No: Lot#: 0 Reference #: CBO10483 Project Title: EXTENDED STAY AMERICA $0.00 Construction Type: NEW ARCH, STRUCT, MECH, & ELEC REV - BULLETIN 6 Applicant: VASQUEZ JUAN 200 200 LOS ROBLES AVENUE PASADENACA Owner: Status: ISSUED Applied: 03/18/2002 Plan Approved: 04/09/2002 Issued: 04/09/2002 Entered By: JM Inspect Area: 626-793-71 19 Total Fees: $480.00 Total Payments To Date: $0.00 Balance Due: $480.00 Additional Fees Plan Check Revision Fee $480.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE Please take NOTiCE that approval of your project includes the ‘Imposition” of fees, dedications, resewations, or other exactions hereafter miiectiveiy referred to as “leesiexactions.” You have 90 days from the date this permit was issued to protest imposilion of these feesiexactions. if you protest them. you must follow the protest procedures set forth in Government Code Section 66MO(a), and file the protest and any other required information wlh the City Manager for prmssing in accordance with Carisbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action 10 attack, review, set aside, void, or annul their imposition. EsGil Corporation - - DATE: March 26,2002 JURISDICTION: Carlsbad 0 FILE PLAN CHECK NO.: 01-483 Rev 8 (PCRO2-82) SET: I PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America IXI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 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: Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 311 9/02 IrnsmtLdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 Fax (858) 5601576 "~ ~ ~ ~~ Carlsbad 01-483 Rev 8 (PCRO2-82) March 26, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCRO2-82) PLAN CHECK NO.: 01-483 Rev 8 PREPARED BY Abe Doliente DATE: March 26,2002 BUILDING ADDRESS: 1050 Grand Ave BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR Valuation Mod. Multiplier VALUE ($) Reg. I I I I I I I I Air Conditioning Fire Sprinklers I I TOTAL VALUE I I I Jurisdiction Code Icb By Ordinance Eldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance I I I 1 $480.001 Type of Review: 0 Complete Review Structural Only 0 Repetitive Fee 0 Other HoUdy 3 Repeats Hours * Esgil Plan Review Fee Comments: Revision No. 8 includes Bulletin No. 6 (on file). * Based on hourly rate Sheet 1 of 1 macvalue.doc APRIL 2,2002 TO: BUILDING DEPARTMENT FROM: Management Analyst, Redevelopment Department EXTENDED STAY AMERICA PLAN REVISIONS - 1050 GRAND AVENUE (APN 203-130-15,18,20 & 34) PLAN CHECK NO. PCR02-82 I have reviewed the plan check revisions for the above referenced project. I do not have any objections to the acceptance of these plan check revisions. This information has been entered into Permits Plus. If you have any questions, please contact me at x281 3. - Lw+ LORI H. ROSENSTEI lad Fire Denartment 0202082 1635 Faraday Ave. Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 03/27/2002 Reviewed by: 0. B4A Name: MCG Architecture Address: 12555 High Bluff Dr. Suite 150 City, State: San Diego CA 92130 Plan Checker: Job #: 0202082 Job Name: Extended Stay Bldg #: PCR02082 Job Address: 1050 Grand Ave Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. u Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. u Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID ,I8, @ mcg architecture i DATE March 15,2002 CLIENT Matt O'Shea ESA Management, Inc. 2525 Cherry Ave, Suite 310 Signal Hill, CA 90606 RE6ARD116 1050 Grand Ave, Carlsbad, ESA #8831 MCG Project No. 00.594.01 PROCEDURE Construction Change Directive Make the described revisions in the work, credit or cost for which will be determined in accordance with Article 7 of General Conditions. Follow procedures specified in [Supplementary Conditions] [Section 012501. THIS BULLETIN Architectural,Structural, Mechanical, Electrical INVOLVES DRAWINGS A1.2,A1.2,A1.3,A2.0,A2.1,A2.2,A2.3,A3.1,A3.1A,A3.3,A3.4,A3.5,A4.1,A4.2,A5.1, EWCLoSEo A5.2,A6.1,A6.2,A6.3,A7.1,A7.1A,A7.2A, A8.1, A8.1A,A8.3,A8.4,A8.5,A8.6, S2.1,S3.1, S3.2,S4.1, S5.1, S9.1,M2.0, M2.1, M2.2,M2.3, M3.1,M3.2, M4.1, M5.1, E2.1, E4.1, E4.2, E5.2, E6.3 PROJECT MANUAL N/A REVISIONS DRAW116 See Below REVISIONS REASOW FOR Coordination items, RFI's from contractor REVISIONS ADDITIONAL SERVICE 0 626.793.9119 @ 626.i96.9295 200 South Los Robles Avenue, Sub 3W Pasadena. CA 91101 &wEu!mauS~ nm-tm L Bulletin 6 1050 Grand Ave, Carlsbad, ESA #St331 March 15,2002 Page 2 of 7 Yours truly, MCG ARCHITECTURE Juan Vazquez mxx Enclosures Bulletin 6 1050 Grand Ave, Carlsbad, ESA #8831 March 15,2002 Page 3 of 7 Drawing Revisions Architectural Sheet Al. 1 1. Omitted specification 12690 entrance mat from Specification index. (Coordination item) SheetAl.2 1. Omitted specification 12690 entrance mat from Specification index. (Coordination item) SheetAU 1. Omitted specification 12690 entrance mat. (Coordination item) SheetAZ.0 1. Revised sidewalk to connect to exit canopy #3. (Coordination item) Sheet A2 1 1. Reference typical chases to detail sheet. (Coordination item) 2. Plan detail #2, revised demising walls between kitchens to be 2x6. SheetA21 1. Omited elevator fire door, enclosed lobby with a 60 min fire door per ESA comment. 2. Unit “K”, adjusted window dimensions. (Coordination item) 3. Unit “M”-rotated mechanical chase to match with floor above. (Coordination item) SheetAZ3 1. Omited elevator fire door, enclosed lobby with a 60 min fire door per ESA comment. 2. Unit “K, adjusted window dimensions. (Coordination item) Sheet A3 1 1. Revised dimension at bathroom sink counter, per the ajustment of chase dimensions. (Typical at all unit). (Coordination item) 2. Revised dimension for window at unit type “E”, dimension wing wall next to refrigerator. (Coordination item) Sheet A3 IA 1. Unit “M”-rotated mechanical chase to match with floor above. (Coordination item) Bulletin 6 1050 Grand Ave, Carlsbad, ESA #8831 March 15,2002 Page 4 of 7 ShetA3.2 1. 2. 3. 4. 5. 6. 7. First Floor Lobby Plan (Laundromat), revised wall next to grid line “G per field correction. First Floor Lobby Plan (Laundromat), increased the dimension behind the dryer, in order to relocate exhaust vent and added keynote 20 for door type.. (Coordination item) Omitted entry mats at “Vest 1008” and “Corr 1015” at First Floor Lobby Plan. (coordination item) Omitted floor sink at “Housekeeping 1018” First Floor Lobby Plan. (Coordination item) First Floor Lobby Plan (Desk), revised dimension to locate counter, added wall type section call-outs. (Coordination item) 2”’ & 3“ Floor Lobby Plan, Omitted floor sink from Housekeeping, Omited elevator fire door, enclosed lobby with a 60 min fire door per ESA comment, revised dimension so doors would line up from 1” floor to 3” floor. Added keynote #56 to call out lock boxes. (Coordination item) SheetA3.3 1. Omitted entry mats at Stair #1 and Stair #3. 2. Omitted keynote #4, which reference entry mat. (Section 4) 3. Clarified wall type call-outs. 4. Stair #1, added wall at stair landing and clarified elevation (13NA3.3) SheetA3.4 1. Revised funiture dimension. (Coordination item) SheetA3.5 1. Omitted entry mats at “Vest 1008” and “Corr 1015” at First Floor Lobby Plan. 2. Revised dryer enclosure. 3. Similar items as noted on sheet A3.2. Sheet A4 1 1. Detail 13, revised elevation to match floor plan. (Coordination item) SheetA4.2 1. Detail 1, mirrored elevation. (Coordination item) 2. Detail 5, dimension kitchen elevation. (Coordination item) Bulletin 6 1050 Grand Ave, Carlsbad, ESA #8831 March 15, 2002 Page 5 of 7 Sheet A5 1 1. Dimension and located all roof dormers and wall vents. (Coordination item) 2. Added detail #3, column details. (Coordination item) Sheet A52 1. Dimension and located all roof dormers and wall vents. (Coordination item) 2. Added call detail call out. (Coordination item) Sheet A& 1 1. Detail 7, added dimensions and section call out. (Coordination item) Sheet A62 1. Details 4,5,6, & 7, revised details to coordinate with chase details on sheet A8.6. Sheetk3 1. Added detail 1, clarification of canopy dimensions at roof. (Coordination item) SheetAZl 1. Details 7.8, & 17, added sealant note. (Coordination item) SheetAZlA 1. Detail 3, omitted entry mat. (Coordination item) 2. Detail 4,5, & 10 added sealant note. (Coordination item) 3. Detail 11 & 12 omitted saw cut in wood trim, added sealant where hardi plank meets wood trim. SheetA7A 1. Door 127, added door type to schedule per ESA. 2. Added doors 230 & 330 new doors at Zd & 3" floor lobby plans. Sheet A& 1 1. Detail 2, revised detail to match condition. (Coordination item) SheetB IA 1. Added wall types to match wall conditions. Walls B1, J-2, P, P-1, & T-1. SheetAl3 1. Details 11 & 14, omitted saw cut in wood trim, added sealant where hardi plank meets wood trim. (Coordination item) 2. Details 1,2,4,5, & 10 revised PTAC dimension profile per ESA. Bulletin 6 1050 Grand Ave, Carlsbad, ESA #8831 March 15,2002 Page 6 of 7 fieetAR4 1. Details 10 & 17, added flashing at accent bands. (Coordination item) 2. Detail 14, added dormer size with bug screen. (Coordination item) ShetAR5 1. Detail 16, extended dens board sheathing to wall. (Coordination item) 2. Detail 20, Revised EIFS control joint to match EIFS manufactures detail. (Coordination item) SheetM6 1. Revised all chase detail dimensions to match room conditions. (Coordination item) Structural Sheet Si? 1 1. Deleted key note "10". (Grid line between "A" and "3.1") 2. Deleted key note 'lo" and added key note '1 1 *. (Grid line between 'D" and "4") 3. Added key note "18 (Grid line between "D" and "5") 4. Changed key note from "9' to "17". (Grid line between "G' and "3") fieet $3.1 1. Added detail no. "19/S5.1". Deleted "H-11" header, key note "10'. "20" and '22". (Grid line among "BB", '8.8" and '15") "D" and "E) line among "C". "E, "3" and '4") 2. Deleted 'H-11' header and added detail no. "19/S5.1'. (Grid line amon "9, "6". 3. Deleted key note "10" and changed beam size from 'W2x65" to "w12x65". (Grid 4. Deleted key note 'lo" and added key note "32". (Grid line between 'A" and '3") 5. Deleted "H-11" header and added detail no. "19lS5.1. (Grid line between "K" 6. Added key note '32". and "3.1') Sheet S3.2 1. Deleted key note "IO'. (Grid line between 'BB and "15") 2. Deleted key note "10" and added '18. (Grid line between "A" and "3") 3. Deleted key note "lo". (Grid line between "D" and "3") 4. Relocate 'H-I" header (Grid line between "G" and "4.8") 5. Added key note "1 8'. Bulletin 6 1050 Grand Ave, Carlsbad, ESA #8831 March 15,2002 Page 7 of 7 Sheet 4 1 1. Relocated 'H-1" header. (Grid line between 'G' and '4.8") Sheet 51 1. Detail no. 12 : Added '6" recess at exterior post". 16 Modified, 17 : Modified footing. 18 : Modified footing. 19 : Added new detail. Sheet 6.1 1. Detail no. 7 : Relocated plywood expansion joint Sheet SSI 1 1. Detail no. 1 : Added detail '1A". 4 : Changed beam size from "w" to "w6x14". Relocated bolt locations on CCP Cap. 20 : Added weld sign at anchor bolts. Mechanical &e ahsched sheet Electrical See amched sheet .. .... ~.. . AMERICAN MECHANICAL AND PLUMBING ENGINEERS 600 West Broadway Suite 250 Glendale, CA 91204 (818) 265-9720 Phone (818) 265-9725 Fax MEMORANDUM Date: March 15,2002 To: Juan Vasquez, MCG Architects From: Project: ESA - Carlsbad John DYii echanical) and Cliff van Kuilenburg, (Electrical). AMPE Job # 00-015-22 Subject: Bulletin No. 6 Please issue the following bulletin reflecting the changes additions andor deletions to the documents listed below all other conditions remain unchanged. MECHANICAL SHEETS: Sheet M2.0 - 1. Revised background. Sheet M2.1- 1. Revised duct size for comdor relief. 2. Relocated hose bibbs at two locations. Sheet M2.2 - 1. Revised corridor relief at col. Lines BB & 15. and duct size at col. Line 2.7 and K. 2. Revised key notes 1,4,5 & 6. 3. Deleted mop sink in housekeeping room. Sheet M2.3 - 1. Revised key note No. 1. 2. Deleted mop sink in housekeeping room. Sheet M3.1- 1. Revised toilet exhaust duct at unit ‘2”. 2. Revised shaft at unit “M. 3. Revised exhaust at unit “B” & “C”. Sheet M3.2 - 1. Revised detail # 7 section. 2. Revised third floor plan detail # 4. 3. Revised section of trash room detail # 3. 4. Revised Trash Room Second Floor Detail no. 2. 5. Revised combustion air louvers for dryers & boiler room. 6. Revised duct size from Exhaust fan EF-4 from 6” x 3” to 5” round. 7. Revised Keynote nos. 8,9, 12, 14,20,42,60,67 and 69. 8. Deleted waste, Vent, Hot and Cold water piping for future Domestic washing Machine in Laundry Room. Sheet M4.1- 1. Revised plumbing riser no. PR-7. 2. Deleted plumbing riser no. PR-13. Sheet M5.1 - 1. Revised Detail nos. 3 & 5. 2. Revised specs for water heater flue on detail no. 16 “Water Heater Detail”. Sheet M5.2 - 1. Revised detail no. 5 “Exhaust Ducts Riser Detail” Sheet ME1.1- 1. Revised note no. 8 for exhaust fan EF-4 to note no. 21. Added note no. 21 to Specific Electrical notes. Sheet ME1.2 - 1. Revised Grille, Register & Diffuser Schedule. ELECTRICAL SHEETS: Sheet E2.1- 1. Revised branch circuitry to building signage. 2. Revised location of site light pole standard. 3. Deleted lights and switch at trash enclosure storage space. 4. Added monument sign up flood light. Sheet E3.2, E3.3 - 1. Revised elevator lobby door magnetic holder location and connection. Sheet E4.2 - 1. Relocated two (2) duplex receptacles and one (1) telephone outlet at lobby # 1010. 2. Deleted duplex receptacle installation at Mechanical room # 101 1. 3. Relocated receptacle at Laundromat # 1007. 4. Revised location of BCU/2 electrical in Laundry room # 1004. Sheet E5.2 - 1. Revised panel “MI” & “HI” Sheet E6.1- 1. Revised detail elevation # 10. Should you have any questions or require additional information, please call. Thank you. $' . , . '* .. .. . .. 02-07-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR02033 Building Inspection Request Line (760) 602-2725 Job Address: 1050 GRAND AV CBAD Permit Type: PCR Status: ISSUED Parcel No: Lot #: 0 Applied: 01/23/2002 Valuation: $0.00 Construction Type: NEW Entered By: RMA Reference #: Plan Approved: 02/07/2002 Issued: 02/07/2002 Project Title: EXTENDED STAY AMERICA-DEFERRED TRUSS SUBMITTAL Inspect Area: Applicant: BCH & SONS ROB JOWDY 9285 CHESPEAKE DR 92123 858 278-6777 Owner: 0428 02/07/02 0002 01 02 CGP 480 * 00 Total Fees: $480.00 Total Payments To Date: $0.00 Balance Due: $480.00 Additional Fees Plan Check Revision Fee $480.00 $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations. or other exactions hereafter wlleclvely referred to as "leedexactons." You have 90 days from the date this permit was issued to protest imposition 01 these feesiexactons. If you protest them, you must follow the protest procedures set forth in Government Code Section 66MO(a), and file the protest and any other required information with the Ciw Manager for processing in amrdance with Carlsbad Municipal Code Section 3.32.030. Failure to lmely follow that procedure will bar any subsequent legal adion to attack, review, set aside, void, or annul meir imposition. You are hereby FURTHER NOTIFIED that your right to protest the speclied feedexadbns DOES NOT APPLY to water and sewar COnneCtiMl fees and capactiy changes, nor planning, zoning, grading or other similar application processing or serfice tees in mnnection with this pro@d NOR DOES IT APPLY to any feedexactions 01 which you have previousiv been aiven a NOTICE similar to this, or as to which the statute of limitations has previouslv othewiSe eXDired. PERMIT APPLICATIO CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 i FOR OFFICE USE ONLY EST. VAL. Plan Ck. Deposit Date 1. PROJECT INFORMATION I riGY CMSsad Address linciuds BidglSuite #I Business Name tat this address) Legal Description Lot No. Subdivision NamelNumbsr Unit No. Phase No. Total X of units 3. APPLICANT 0 Contramor Agent for Cornranor 0 owner Agent fw Ownor Name 4. PROPERTY OWNER F. Addmr City SfateRip Telephone I Name Address City StateRip Teiephone I 5. CONTRACTOR - COMPANY NAME ISec. 7031.5 Business and Professions Code: Any City or County which rauiras a permit to COnstrVct. alter, improve. demolish or repair any struCtur@, prior to its ~SLU~CB. also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provirions of the Contmctor's License Law IChaptw 9, commending with Section 7000 Of Division 3 Of the Burinass and Proferrions Codel or that ha is sxampt therefrom. and the basis for the alleged exempti . Any violation of Section 7031.5 by any ap licanf r I permit subjects the applicant to a civil penalty of not ore than five hund dollars 1$50011. 5.48 &+-.cap5 4'7 Address 6s &.K5+++- .c D, L. StatelZip 97/23 Telephone X v city &9"-.2'67?? State License x CM Designer Name Address City SfateRip Telephone State License x 8. WORUERS' COMPENSATION Warksn' Compensation Declaration: I hemby affirm under penaity of perjury me of the following deciarati-: 0 I have and will maintain a cenifiCate of Consent to self-insum for workers' compensation as provided by Section 3700 Of the Labor Code. for the performance of the work far which this permit io issued. 0 I have and will maintain worked compensation. LIS required by Section 3700 of the Labor Code. for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: insurance Company Policy No. (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1?1W OR LESS1 0 CERTIFICATE OF EXEMPTION i Certify that in the performance Of the Work 101 which this permit is issued. i shdi not Omploy any Person in any manner SO as to become subject to the Workers' Companration Laws of California. WARNING: Failure to secure workers' compens~tbn COY.Iage is unhWtYI. md shal Subject an ernployn to crlmhd pM.ltks and Civil fines Up to W hundred thousand dollars 1$100.0001. in addlon to the cost of cornpanution. dmmg.. u provided for in Section 3706 of tha Labor coda. interest and attomy's fee.. SIGNATURE DATE 7. OWNER-BUILDER DECLARATION I, as owner of the property or my employees With wager as their sale compensation. will do the work and the StTOctvTe is not intmdad or offered far sale i hereby affirm that I am exempt from the Contractor's License Law for the foiiowing reason: such work himself or through his own employees. provided that such improvements are not intended or offered for sale. If. however. the building or improvamsnt is tsec. 7044, Business and Professions Coda: The Comrwtor's License Lew doas not apply to an owner Of propeny who builds or improves thereon. and who does sold within one year of completion. the owner-builder will have the burden of proving that he did not build or improve for the purpo~e of sale). I, as owner of the propeny. am exclusively contracting with licensed Contractors 10 construct the project ISes. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improver thereon. and Contracts for such projects with cantranarls) licewed pursuant to the Contractor's License Lawl. I am exempt under Section Business and Rofsrsionr Cad. for this reason: 1, I parson~lly plan to provide the majot labor and materials for Fonstlunion of the proposed propany improvement. 0 YES ON0 2. I lhave I have not) signed an application far a building permit for the prneosed work. 3. i have contracted with ths following person lfirml to provide the proposed CoMtruCtion tinclude name I address I phons number I on tractors license number): License class z3 Z- City Business License I Expiration Data 4. i plan 10 provide ponionr of the work. but I hava hired the following parson to Coordinate, Supervise and provide the major work lincluds name I address I phons number I contractors license number): of workl: 5. I will provide some of the work. but i hwe Conmctsd (hired) the foliowing parsons to pmvide the work indicated licluaa name I address I phone number I type PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-R€SlOf~ BUILDING PEFIMIT$DNLY program under Sections 25505, 25533 01 25534 of the Rsday-Tanner Hazardous Substance Account Act7 0 YES 0 NO is tho applicant or IUtUre building occupant required to submit a business pian. acutely hazardous mate"llls registretion form or fisk management and prevention Is the alppiicant o, future building occupant rsquirBd to obtain s permit from ths air poUution Control district or air quality management district? 0 YES NO 1s the facility to be ConStructed within 1,000 feet of the outer boundary of a school site7 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REOUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDiNG AGENCY I hereby affirm that them is a COnstrUEtiOn lending agency for the parformancs Of the work lor which this permit is issued IS% 3097111 Civil Code). 9. APPLICANT CERTIFICATION LENDERS NAME LENDERS ADDRESS i Certify that i have read the application and st1e that the above information is correct and that the informetion on the plans is accurate. I agree to comply with dl City Ordinances and State laws relating to building construction. I hereby authorize rsprersntativar of the CitV of Carlrbad to enter upon the above mentioned property for inspection PUIPOIBS. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAO 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 OSAA permit is required for excavalions over SO" deep and demolition or construction of muctures over 3 Stories in height. EXPIRATION: Evely permit issued by the building Ofticia1 under the provisions of this Code Shall expire by limitation and become nuii and void if the building or work authorized by such permit is not commenced wilhin 100 days from the date of such permit or if the building or work authorized by such permit is Suspended or abandoned at any time alter the work is corn APPLICANT'S SIGNATURE DATE ' //zr/6 I EsGil Corporation DATE: February 5,2002 JURISDICTION: Carlsbad 9 APPLICANT 9 PLAN REVIEWER 9 FILE PLAN CHECK NO.: 01-0483 Rev 5 (PCRO2-33) SET I PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America IXI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: IXI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person 0 REMARKS: Rev 5 includes deferred truss submittal. By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 1/25/02 trnsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-0483 Rev 5 (PCR02-33) February 5,2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCR02-33) PLAN CHECK NO.: 01-0483 Rev 5 PREPARED BY: Abe Doliente DATE: February 5,2002 BUILDING ADDRESS: 1050 Grand Ave BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR vml Valuation Reg. VALUE ($) Multiplier Mod. I I I I I I I I Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code BY Ordinance cb I I Bldg. Permit Fee by Ordinance 1 V I I 1 Plan Check Fee by Ordinance 1.r Type of Review: 0 Complete Review 0 Structural Only 0 Repetitive Fee 0 Other m Repeats Hourly Hours* Esgii Plan Review Fee -1 * Based on hourly rate Comments: Revision 5 include deferred truss submittal. Sheet 1 of 1 macvalue.doc MiTek Re: A0398 MiTek Industries, Inc. 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 USA TELEPHONE (916) 631 781 I FAX(916)631 8225 The truss drawing@) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Landmark Truss Pages or sheets covered by this seal: R1150285 thruR1150310 My license renewal date for the state of California is September 30,2004, SILOAM STRUCTURAL ENGINEERING CONSULTANTS Review is only fu: general conformance of the submittal wilh information given and the design concept expressed in lhe Contiad Dcctimenls. Cornmenis made durw ths revlew do not relim :I, Cmtractcr from cornp;iance wlji 1x5 rcluirernents of thcse C:wlract Documen!s. The Contraclor is iEswnsible for coni,jn::q and correlating all tiantities, dirntnsions. ste mnwns, construction means, meqhods, segtierlc.es. pro;e$ures and if,? cmrdinabon of all trades. oh Flo Eception Taken c3 See Notations 0 Rejeclcd c3 Retilrned without Review c3 Submit Specified Item CI Revise ant; Resybrnit CLIENT Project Number: Consultant Project Number: Date: +%/o. By: t4.5. Januarv 15.2002 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. db- ,"*S Truss Type QV A0398 DO 1 s Oct 26 2M)l MiTek Industries, Inc. Tue Jan 0343:59 2651 Page 1 Lmdmsrk Truss and Lumber, Abbotsfad, B.C., V2T-6L4 4.201 SR1 $2 FLOOR R1150285 loptionall i 2-60 I l 1-0-0 I) 1-14 I Scale = 1:39.9 2x8 /I 1x4 = 7x17.5M1116= 2x8 II 6x8 = 2x8 /I 3x6 FP= 2x8 II 6x8 = 3x6 FP= 3x6 11 1 2 3 4 5678 9 10 11 12 13 2x8 /I 7x17.5M1116= 3x6 I/ ? .3 k- 19 18 17 6x10 = 3xI5M1116FP= 6x6 = 2x8 /I 6x8 = 3x15 MI116 FP = 6x10 = 6x12 = 6x12 = I 1060 ,11-60, I 23.24 23.2-8 Plate Offsets 1X.Y): ll:Edge,O-36J, IB:008,EdgeL 119:0-1-8.Ed~sl, I23008.01-81 LOADIN5 lpsfl TCLL 90.0 SPAClN5 Plster I"Er..*. 1 .oo 2-0-0 BC 0.78 Lumber Inoreme 1 .OO Mi120 TCDL 120.0 VertlLLl -0.40 18 >690 TC 0.90 PLATES 5RlP DEFL in IIoc) ildafl CSI Weight: 308 Ib 1st LC LL Mi" lldsfl = 360 (Matrix1 Code UBC97lANS196 BCDL 8.0 HorzlTLl 0.13 14 "la MI116 127182 VsrtlTLl -0.97 18 >286 LUMBER BRACINQ TOP CHORD 4 X 2 SPF No2 BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF No.2 1971144 BCLL 0.0 WB 0.66 Rep Stress her YES TOP CHORD Sheathed OT 4-10-14 oc purlins. except end ve~tiod~. BOT CHORD Rigid ceiling direotly applied or 1000 M: bracing. 2) All plates are Mi120 plates unless otherwise indi&od. 4) This truss has been designed with ANSlrTPl 1-1996 Criteria. 3) Provide mechanical connection (by others) of truss to bewing plate atjointlsl 22. 5) Truassa to be lamtsnsd tqathsr to act as a singlo unit. All loads to be distributed squally wor the 2 plies. 6) Recommend 2x6 strongbacks, 01 edge, spawd at 100-0 oc and lammed tosaoh truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends a restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASEISI Standard January 15,2002 ob Truss TI"** Type QtV Y A0398 Landmark Truss and Lumber, Abbotsford. B.C., viT-6L4 4.201 SR1 s Oct 26 2001 MiTsk Industries, Inc. Tus Jan 15 09 .. 43 41 2002 P age 1 32 FLOOR DO2 R1150286 fwtionall .. 260 2x8 II 1x4 = 7x17.5M1116= 2x8 1 2 3 12-9-811 14-0 I 3x6 FP= , 3x6 FPz II 6x10 = 3x6 11 4x6 II 2x8 4 567 8 9 10 11 12 Scale = 1:43.9 /I 7x17.5M1116= 3x6 I/ 13 14 I 11-IO ,12-50, 2568 I 25-68 Plate Offrsta (X,Y): (1:Edga.OQ-01. 1208-8,Edgel. Is:&l-8.Edgsl, ll3:0-8-8.Edgsl. 120008,Eagsl. 125:O-0-8.0-1-81 LOADINQ fpdl SPACING 2-0-0 TCLL 90.0 CSI Lumber Inclsase 1 .oo TCOL 120.0 BCOL 8.0 DEFL Plates I"E,O.*. 1 .oo TC 0.65 PLATES in floc1 lldsfl VsrtfLLl -0.47 18-19 >644 BC 0.82 VsrtiTLl -1.14 18-19 >266 WB 0.68 HonITL) 0.16 15 nla QRlP 1571144 MI120 MI115 127182 BCLL 0.0 Rep Slress lncr YES Coda UBC971ANS195 Weight: 381 Ib 1st LC LL Min Iidofl = 360 (Matrix1 ~~~~~ ~ TOP CHORD 4 X 2 DFN 24WF 2.OE LUMBER WEBS BOT CHORD 4 X 2 DF-N 24WF 2.OE 4 X 2 SPF No.2 BRACING TOP CHORD Sheathed or 6-00 oc purlins, except end YertiCaIs. BOT CHORD Riid coiling diraetly applied or 10-00 oc bracing. REACTIONS iIblaiza1 15=5514i03-12. 24=5487/0-1-12 NOTES 11 This truss ha. bas" checked for unbalanced loadina conditions. 4i This truss has been designed with ANSlrrPl 1-1995 oritaria. 51 Trusses to bo famenad tmsther to act BS a single unit. All loads to be distributed owdlv won 51 Recommend 2x6 mrongbicks, on edge, spacsdat 10-0-0 oc and fastened to each trusiwith attached to walls at their Outer ends or restrained by other means. 7) CAUTION, DO not erect truss backwards. LOAD CASEISI Standard 'the 2 3- 16d I nails. plies. Strongbacks lobs db-. Truss Truss Type A0398 FLOOR DO3 R1160287 Landmark Truss and Lumber. Abbotrfwd, B.C., V2m4 4.201 SRl 8 Oct 26 lies. Inc. Tue Jan 16 09 .. 43 42 2W2 P '8' 1 .. 2-60 i 140 /I 1-1-8 I Scale = 1:39.9 2x8 /I 1x4 = 7x17.5M1116= 2x8 II 3x6 11 6x8 = 2x8 /I 2x8 ll 6x8 = 3x6 FP= 3x6 FP= 1 2x8 I/ 7~17.5M1116= 3x6 I1 2 3 4 5670 9 10 11 12 13 m z 22 21 20 19 10 17 16 15 14 6x10 = 6x12 = 3xl5MI116FP= 2x8 II 3x15M1116Fpz 6x12 = 6x10 = 6x6 = 6x8 = I 1C.W ,11-60, i 22-34 2530 Piata Offsets (X,Y): Il:0ge,0-301, 16008.Mgsl. 119:0-1-8.Edgsl. l21008.01-81 TCLL 90.0 LOADING (psi) TCDL 120.0 VsrtrLL) -0.40 I8 >686 TC 0.90 2-0-0 Plates i"C,.... 1 .oo PLATES GRIP DEFL in (im) ildcfl CSI SPACING Lumbar increase 1.00 MliZO 1971144 BC 0.78 VsrtITL) -0.97 18 >284 MI116 127182 WB 0.66 BCDL 8.0 Coda UBC971ANS196 (Matrix) 1d IC i I Min ilddi = 360 Waiaht: 308 ib Horz(TU 0.13 14 nla BCLL 0.0 Rep Stress incr YES LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Sheathed OT 4-10-6 oc purlins, except end vwticeis BOT CHORD 4 X 2 SPF 21OOF 1.8E BOT CHORD Rigid ceiling directly applied or 1000 OE bracing. WEBS 4 X 2 SPF No2 TCLL 90.0 LOADING (psi) TCDL 120.0 VsrtrLL) -0.40 I8 >686 TC 0.90 DEFL Plates i"C,.... 1 .oo PLATES GRIP in (im) ildcfl CSI SPACING 2-0-0 Lumbar increase 1.00 MliZO 1971144 BC 0.78 VsrtITL) -0.97 18 >284 MI116 WB 0.66 BCDL 8.0 Coda UBC971ANS196 (Matrix) 1st LC LL Min ildafi = 360 Weight: 308 ib Horz(TU 0.13 14 nla LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Sheathed OT 4-10-6 oc purlins, except end vwticeis. BOT CHORD 4 X 2 SPF 21OOF 1.8E BOT CHORD Rigid ceiling directly applied or 1000 OE bracing. WEBS 4 X 2 SPF No2 BCLL 0.0 Rep Stress incr YES 127182 NOTES 2) All plates are MI120 plates unisss otherwise indicated. 1) This truss has bssn checked far unbalanced loading conditions. 41 This twss hss bssn dasimad with ANSlKPl 1-1995 Criteria. 3) Provide mechanical cWmsction (by others) d truss lo boring piate atjoint(r) 22. 71 CAUTION, Do not ere01 truss backwards. anachsd to walls at th& outor mdsk &trained by other msane. LOAD CASE(S1 Standard Strongbacks I to be January 15,2002 ob IUS5 Truss Type QtY Y A0398 D03A LandmarkTruss and Lumber. Abbotsford, B.C.. vzT-6L4 12 FLOOR R1150288 laptianall 4.m SR1 8 Oct 26 2001 MiTek Industries. Inc. Tus Jan 16 09 .. .. 43 44 2002 P age 1 I 2-60 I p1.13; 1-0-0 Scale = 1:35.0 19 18 3x6 FP= 2x8 SP= 17 16 3x6 I1 4x6 11 15 14 3x6 FP= 2x8 SP= 7x16 = 7x16 = I awl2 ,010.12, I 204-12 204.12 Plats Offsets 1X.Y): ll:Edge,O.3.OI IZ0-6 LOADINQ Ipsfl -12.~4 lb:00-8.Edgsl, I1 1:M SPACINQ - HonlTLI 0.09 13 "la Wsiaht: 261 Ib 1st LC LL Min lldsfl = 360 IMalrixI Code UBC971ANS196 BCDL 8.0 MI116 127182 WB 0.89 Rep Stress lncr YES BCLL 0.0 MI120 1971144 VsrtVLI -0.66 14-16 >368 BC 0.64 Lumber Increase 1.00 TCDL 120.0 VsrtlLLl -0.27 14-16 >900 DEFL TC 0.77 PLATES GRIP in (loci lldsfl CSI 2-00 Platas l"crO.60 1.00 TCLL 90.0 2,Eitgcl. n6:&1-8,Bgel, 121:O-0-8.0-1-81 LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 REACTIONS ilblsizel 13=43921Machanical, 20=4366/0-1-12 FORCES ilbl . First Load Case Only TOPCHORD 20-21=-407. 1-21=-406, 12-13=-415, 1-2=-20, 2-3=-13671. 3-4=-13671,4-5=-13671, 5-6=-17566, BOTCHORD 19-20=7973, 18-19=16872. 17-18=16872, 16-17=17566. 16-16=16880, 14-15=16880, 13-14=8011 WEBS 11-13=-8928, 2-20=-8863, 11-14=6276, 2-19=6301. 1014=-1W3, 3-19=-1096, 8-14=-3664, BRACINQ TOP CHORD Sheathed 01 6-0-0 oc purlins. except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7=-17666. 7-8=-17566, 8-9=-13686, 9-10=-13685. 10-11=-13686. ll-12=0 5-19=-3662, 8-16=764, 5-17=1140, 6-17=-551, 7-16=-602 NOTES 1) This tIUss has boon chocked for unbdmced losding conditions. 2) All plates are MI120 plates unless olhowh Indicated. 4) Provide moshanisrl connection (by others) of truss to balving plate at jointis) 20. 3) Refer lo girdodd for truss to truss connections. 51 This truss has been designed with ANSIiTPI 1-1995 criteria. 6) Trusses lo ba tsstanad togathar 10 (Iotas a single unit. All loads 10 be distributed squslly over the 2 plie8. 7) Recommsnd 2x6 strongbacks. on edge, spaced M 10-04 oc and fastened 10 each truss with 3-16d nails. Strmgbaeks to be 8) CAUTION, Do not erect truss backwards. attached to walls st thsir outer snds o( restrained by other means. LDAD CASEIS) Standard I January 15,2002 0" IUSS russ Type w F+V A0398 004 FLOOR Landmark Truss and Lumber, AEbolafwd, B.C.. VZT-6L4 22 R1160289 loptionall 6.201 SRl B Oct26 2001 MiTek industries, Inc. Tue Jan 15 09 .. .. 43 46 2002 P age 1 2-64 p1o.y 14-0 SCd8 = 1:M.o 2x8 II 1x4 = 7x17.5M1116= 2x8 II 6x10 = 3x6 II 4x6 I1 2x8 I/ 2x8 11 6x10 = 3x6 FP= 3x6 FP= 1 2 3 4 567 8 9 10 11 12 13 14 2x8 11 7x17.5M1116= 3x6 11 54 6x10 = 15 6x10 = I 11-58 ,12-58, I 25-74 E.10 LOADING (psi1 Plate Offsets (X,Y): Wsiaht: 381 Ib 1 SI LC LL Min lldsfl = 360 lMatrixl Cds UBC971ANSI96 BCDL 8.0 MI116 HonITLl 0.15 15 "la WB 0.69 Rep Stress Inw YES BCLL 0.0 VartlTLl -1.15 18-19 >265 MI120 BC 0.82 Lumber Increase 1.00 TCOL 120.0 VsrtlLLl -0.47 18-19 >642 PLATES DEFL in llml lldefi TC 0.66 CSI Plater Increase 1.00 TCLL 90.0 SPACING 24'3 liO:O-08,klgal, ~:04-8,0-1-83 I:Edgs,0-3-0l, 1208-8,Edgal. 18:P1-8,Edgsl. ~3:0-8-8,Edgell. GRIP 197/144 127182 LUMBER TOP CHORD 4 X 2 DFN 24WF 2.OE BOT CHORD 4 X 2 DFN 2400F 2.OE WEBS 4 X 2 SPF No2 BRACING TOP CHORD Sheathed OT 6-00 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. Strongbasks lo be 71 CAUTION, 00 not emt truss backwards LOAD CASED) Standard Job 1 Landmark TNSS and Lumber. Abbokford, B.C., VZT.614 4.201 SRI s NOV 16 2wo MiTek Industries. hc. Tue Jan 15 11:22:52 2002 Page 1 FLOOR D04A A0398 PIY QV TNS Type TNSS R1150290 12 (0Ptio"d) I 2.00 * , 258 , 26-0 *I.= ta.3 8x14 = 23 I 20-60 26-70 I PMs 0ffs-k (x,yI: 113:0-74.EdgeI. [14:0-1-8.Edgal. 115Edge.0301. [2500-8,0-l4l LOADINO (m Plaies i"U0.SO 1.00 TCLL 90.0 PLATES OEFL in (bc) !Id& CSI SPACING 2-04 Lumber Inuea$e 1.00 TC 0.76 TCDL 120.0 GRIP Vert(LL) 4.66 17-19 *61 MI120 1971144 BC 0.89 WB 0.90 BCDL 8.0 cod0 UBC97lANS195 (Matrix) ist LC LL Min lldd = 360 Weight 404 Ib 26-70 BCLL 0.0 Rep Stnsr incr NO vert(n) .tzg 17-19 sm no=(n) 0.19 15 n/a MI116 127182 LUMBER TOP CHORD 4 X 2 DF-N 2400F 2.OE BOT CHORD 4 X 2 DF-N 24WF 2.OE WEBS 4 X 2 SPF No2 BRACING TOP CHORD Sheathed ~600 05 pulfims, sxeepl and vmtkab. BOT CHORD Rigid ceiling dim applied or 10-04 oc bnsing. REACTIONS(1Wsbs) 15=75Wx)312.24=~0-1-12 FORCES (b) - Firat Load Cars Only TOP CHORD 24-25=365,1-25=-365.14-i5=-469.1-2=18,2-3=17287.34=-17287.4-5-27970.54-27970.67=32357.7-8=32357, a9=-32357,9-10=~2059.10-11=-320~. 11-12-zw85, 12-13-267(19,13-14=0 BOT CHORD ~a=9761,22-~3=~1~2. ti-zzmm. ~2131094.19-20s1m. 18-1~=32963.17-18s2~. 1617=2m8. 15-16=15377 4-22=5539.9-19-712,5-22-905. 8-19r676,622=3624.619=1684.62O=-9,13-15-1M)93,13-16-i2814 WEBS 12-16=1531,2-24=-11221.11-16%3354,2-23=880i.11-17=2772,3-23-7&1.10-17r8J7.4-23=6970.9-17~1052, NOTES 2) All plates are MlltO plater unlsrr othsrwbe hdicded. 1) Thk kus has bees checked for unhlancsd loading cond(ionr 8) CAUTION, Do not crad truss backwards. 9) Specla1 hanger(r) or connadon(s) required to support mncsnM load(*) 2485.01b down at to412 on b&am shord. Design far unrpscifed connsdon(r) is delegated to the building desbner. LOAD CASEIS) 1) Flmr: Lumber Inuaasa=l.m, Plate Increase-1.00 unifon Loa& (PO Veb 15-24-16.0. 1-14-420.0 Concentntsd La& (Ib) Vert: 16-2485.0 January 15,2002 ob* Truaa Truss Type QW PlV A0398 Landmark Truss and Lumber. Abbotrford. B.C., VZT-6L4 4.201 SR1 s Oct 26 2601 FLOOR mi R1160291 70 1 1 2-60 I 1-88 Scale = 1:39.2 1x4 11 3x4 = 1x4 = 4x12 = 3x6 = I 22 2 23 3 24 4 25 52s 27 7 28 8 9 29 10 30 11 31 12 1x4 11 3x6 = 1x4 11 1x4 11 3x6 FP= 1x4 11 4x12 = 1x4 11 20 19 18 17 16 15 14 13 4x8 = 3x15 MI116 FP = 3x4 = 3x6 = 4x12 = 4x8 = 4x12 = 1x4 11 I 1060 1MQ I 23-24 23.24 Plate Offsets (X,Yl: 160-1-8,Edgsl. 113:Edga.0-1-81, Il70-1-8,Edgsl. 12OEdgs.01-81 121 0-0 E 0-1 81 LOADING lpafl SPACING 2-04 TCLL 40.0 Plates Increase 1 .oo PLATES TC 0.56 DEFL in (lot) lldsfl CSI REACTIONS (Iblsizsl 13=138110-3-12. 20=1375/pl-12 4 X 2 SPF Stud BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Sheathed or €4-0 oc purlins, except end vertida. LUMBER HomlTL) 0.13 13 nla Weight: 92 Ib 1st LC LL Min lldsfl = 360 (Matrix1 Code UBC971ANSi95 BCDL 8.0 MI116 127182 WB 0.98 VsrtlTLl -0.78 15-16 >365 Rep Stress lncr YES BCLL 0.0 MI120 1971144 BC 0.76 Lumbar Increase 1.00 TCDL 12.0 VertlLLl -0.62 16-16 >529 .. . .. , GRIP BRACING BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES Ob1 - Fifat Load Care Only TOPCHORD 20-21=-108. 1-21 =-107, 12-13=-107, 1-22=-5, 2-22=-5 2-23=-4094,3.23=-4094 3.24=.4094 4-24=-4044. 4-25=-6762, 6-25=-5762. 5-26=-6752. 6-2b=-5752, 6-27=-6746 7-2?=-6746 7-2;=-5746, 8-28=-6746. 8-9=-4060, 9-29=-4060. 10-29=-4060. 10-30=-4060, 11.30=-40~0, 11-31 =0.'12.31 =o BOTCHORD 19-20=2368. 18-19=5182, 17-18=5182. 16-17=6752, 15-16=6762, 14.16=6160, 13.14=2311 WEBS 11-13=-2623.2-20=-2657. 11-14=1984 2-19=1969 10-14=-254,3-19=-254,8.14=.1248,4.19=.1236 8-16=666,4-17=647.7-16=-242. 6-17;-209, 6-15=:8, 6-16=-53 NOTES 11 This truss has boon chocked lor unbalanced loading conditions. 21 All plates wo MI120 plates unless otherwise indicated. 41 This truss has bwn designed with ANSImI 1-1996 criteria. 31 Provide mechanical connection (by others) d truss to bearing plate at jdnt(a1 20. 51 This truss has bean designed for a moving cmcmtrated load of 250.01b live and 60.01b dod located dl mid and at 61 Recommend 2x6 strongbacks, on edge, spaced at 100-0 oc and lartsnsd to each truss with 3-16d nails. Strongbacks to be 71 CAUTION, Do not erect truss backweads. all pMd points along the Top Chord, noncmcurrmt with any other live loads. attached to walls at their Outer ends or restrained by other means. LOAD CASEISI Standard January 15,2002 07% Truss ~USS Type e A0398 Landmark Truss and Lumbar, Abbotafard, B.C.. VZT-6L4 1 3 FOlA FLOOR R1150292 Iqtional) 4.201 sR1 5 Oct 26 2001 MiTsk Industries, Inc. Tue Jan 15 09 .. .. 43 63 2062 P we 1 I 2-60 I ?q 1.512 Scale = 1:38.8 3x6 = 3x4 II 4x10 = 1x4 I1 3x6 FP= 1 21 2 22 3 234 5 24 629 26 8 27 9 28 10 29 11 30 12 3x4 = 1x4 11 1x4 11 3x6 = 1x4 11 4x12 1x4 11 20 19 18 17 16 15 14 13 4x8 = 4x12 = 3x4 = 3x6 = 3x15 Mi116 FP= 1x4 11 4x12 = 4x8 = I 1060 1,i.O.p 22-ti-12 I Plate Offcats 1x,v1: H3:E?lgs,C-1-81, ~8:01-8,Edgsl. IZOEbea.01-81 1' .Edgo.O-l-81, 1701-8,Edgel. 22-11-12 LOADING (pat) TC 0.55 2-0-0 Plates 1ncrsa.s 1 .oo TCLL 40.0 SPACING MliZO VsrtITU -0.75 17 >366 BC 0.74 Lumbar Increase 1.00 TCDL 12.0 VsrtlLLl -0.50 16-17 >646 PLATES DEFL in llocl lldafl CSI MI116 127182 BCDL 8.0 Cds UBC971ANSI96 IMatrix) 1st LC LL Min lldsfl = 360 Weight: 92 Ib LUMBER TOP CHORD 4 X 2 SPF 21OOF 1.8E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud REACTIONS (Iblsizs) 20=1368/03-8, 13=1368/03-8 GRIP 1971144 BCLL 0.0 HonITU 0.13 13 nla WB 0.97 Rap Stress tncr YES BRACING TOP CHORD Sheathed a 6-0-0 OF purlins, except end VOrlicrAs. BOT CHORD Rigid cailing dksctly applied or 1000 00 bracing. LOAD CASEIS) Standard ob Truss IUS$ Type ow PIV A0398 LmdrnarkTruss and Lumbar, Abbotsfnd. KC., VzfaLz 1 64 FOZ FLOOR Rl150293 loptionall 4.Ti51 5RI s Oct E Z@SLUTek Industries. Inc. Tus Jan 16 09 .. .. 43 55 2CQ2 P age 2-60 i I" p6-p Scale = 1:43.1 1x4 11 3x4 = 1x4 11 1x4 = 4x12 = 1x4 I1 3x8 = 1x4 /I 3x4 = 3x8 FP= 3x8 = 1x4 11 4x12 = 1x4 11 1 24 2 25 3 26 4 27 5 28 629 30 8 931 10 32 11 33 12 34 13 22 21 20 19 18 17 16 15 14 4x10 = 4x10 = 3xl5MI116FP= 1x4 II 3x10 = 4x10 = 2x4 SP= 1x4 II 4x10 = 3x8 = I 1208 1 p€+ Ts6-8 I K6-8 Plate Offsets 1X.Y): Woiaht: 108 Ib 1 st LC LL Min lldsfl = 360 (Matrix1 Code UBC97lANS196 BCDL 8.0 MI116 HonlTLl 0.18 14 "la WB 0.96 Rap Stress lncr YES BCLL 0.0 VsrtVL) -1.22 16-17 >250 MI120 BC 0.96 Lumbar Increase 1.00 TCDL 12.0 VsrtlLL) -0.81 15-17 >376 TC 0.98 CSI P1.t.B 1ncrsasa 1.00 PLATES GRIP DEFL in IIoE) Ildofl SPACING 2-04 TCLL 40.0 LOADINQ lpsfl 123:0-0-8,0-1-81 114Edgs.01-81, 122:Eag0,0-1-81, 6:01-8,Mgel. 17:01-8Edgsl, 1971144 127182 LUMBER TOP CHORD 4 X 2 SPF l660F 1.6E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud BRACINQ TOP CHORD Sheathed or 3-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 OE bracing. January 15,2002 67% Truss IUSS Type otv PlV A0398 LandmarkTrusa and Lumber. Abbotsfard, B.C.. VZT-6L4 1 6 FOZA FLOOR R1160294 roptional) 4.m 5KI 8 Oct 26 2W1 MiTsk Industriar, Inc. Tus Jan 16 09 .. .. $3 672m2 P age 1 260 1-7-6 Scale = 1:42.4 1x4 II 3x8 = 1x4 II 1x4 = 4x12 = 1x4 11 3x10 FP= 3x4 = 1x4 11 3x8 = 1x4 11 4x12 = 1x4 11 1 22 2 23 3 24 4 5 6 25 7 26 8 27 9 28 10 29 11 30 12 20 19 18 17 16 15 14 13 4x8 = 4x8 = 3x6 = 1x4 I/ 3x125 MI116 FP = 4x8 = 3x8 = 4x8 = I 1Dso , 12-16 , i 251-6 25-16 Plate Offsets (X,Y): HonlTLl 0.1 6 13 nla Weight: 108 Ib 1st LC LL Min lldsfl = 360 (Matrix1 Code UBC971ANS196 BCDL 8.0 WB 0.94 MI116 Rep Stress lncr YES BCLL 0.0 VsrtlTL) -1.08 16-17 >277 MI120 BC 0.91 Lumbar Increase 1 .OO TCDL 12.0 VsrtlLU -0.73 16-17 >411 PLATES TC 0.90 Platas inore... 1 .oo 20-0 TCLL 40.0 DEFL in (locl lldsfi CSI SPACING LOADINQ Iprf) 70-1-8,Edgel. I13:Edga.O-l-81, 118:0-1-8,Edgd. ED:EdgdLFTl21.O-&8 &i7l ,. . QRlP 1971144 1761121 LUMBER TOP CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD 4 X 2 DF-N 2400F 2.OE WEBS 4 X 2 SPF Stud REACTIONS (Iblsizal 13=149610-3-12.20=1489/0-1-12 BRACINQ TOP CHORD Sheathed or 4-7-1 oc purlins. except end verticals. BOT CHORD Rigid ceiling directly appiied M 10-0-0 DC bracing. NOTES 11 This truss has bean checked for unbalanced loading conditions. 2) All plates are MI120 plates unIe8s otherwise indicated. 41 This truss has been designed with ANSlKPl 1-1996 critolla. 3) Provide mechanical connection (by othnd of truss to baring plats st jdntls) 20. 6) This truss has boon dorignod for a moving concsntratad load of 260.01b live and 60.01b dead located at all mid pane18 and at 61 Recommend 2x6 strongbacks. on adgs. spaced at 10-04 oc and fastened to each truss with 3-16d nails. Stronngbacb lo bo 7) CAUTION, Do not erect truss backwards. ail panel points along tho Top Chard, nonconeurrant with ay other live loads. attached to walls at their outer ends or restrained by other means. LOAD CASEW Standard &" Truss Truss Type Qtv y A0398 Landmark liuas and Lumber. Abbotsfad. B.C., VZT-6L4 4.201 SR1 6 Oct 25 2001 MiTek Industries, Inc. Tua Jan E 09 .. 4m 2002 P age 1 42 1 FLOOR F03 R1150296 ioptiooal) .. I 2-60 i 1-94 Scale = 1:39.2 1x4 11 3x6 = 1x4 = 4x12 = 1x4 /I 3x6 FP= 1x4 11 1x4 11 3x6 = 1x4 I1 4x12 = 3x4 = 1 22 2 23 3 24 4 5 25 628 27 8 28 9 29 10 30 11 31 12 1x4 11 20 19 16 17 16 15 14 13 4x8 = 4x12 = 3x4 = 3x6 3~15M1116FP=4x12 = 4x8 = 1x4 11 i 1c-w 1 J *,o 7x4 i 2334 PIme Offsets 1X.Y): HorzlTLl 0.13 13 nla Weight: 92 Ib 1st LC LL Min lldsfl = 360 (Matrix) Cods UBC97lANS196 BCDL 8.0 MI116 127182 VsrtTrLl -0.86 16-17 >323 MI120 1971144 BC 0.77 Lumber increase 1.00 TCDL 12.0 VertlLLl -0.57 16-17 >482 PLATES TC 0.70 in iIOc1 lldsfl P1.1.8 l"C,..*. 1.00 TCLL 40.0 DEFL CSI SPACING 2-00 LDADINQ lpsfl 7:Dl-Wgel. K3!Edgs,L%i-& l18:01-8,Ed~el. 120.Edge.01-81 ,. 121'0-0-80-1-81 . QRIP BCLL 0.0 WB 0.98 Rep Stress lncr YES LUMBER TOP CHORD 4 X 2 SPF 1650F 1.6E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud REACTIONS (Iblrizo) 13=1384/03-12.20=1377/0-1-12 BRACINQ TOP CHORD Sheathed or 5-6-0 oc purlins. sxospt end vwticals. BOT CHORD Rigid Failing directly applied 01 10-0-0 oc bracing. FORCES Ilb). TOP CHORD BOT CHORD WEBS NOTES 1) Thin truss has been ohsckad for unbalancsd loading conditions. 2) All plmet 1110 MI120 plates unless otherwise indicated. 4) This truss has been designed with ANSlrrPl 1-1995 criteria. 3) Provide machanical connection (by others1 of tru~ls 1- bearing plate at jdntisl 20. 6) This truss has been designed foro moving concentrated load 01 250.01b live and 5O.Olb dead located at all mid panels and m 6) Recommend 2x6 strongbacks, on edge. apaead st 1044 oc and fastened to each tm88 with 3-16d nails. Strongbacks lo bo 7) CAUTION, Do not erect truss backwards. dl panel points along the Top Chord, non~mwrrent with my other liw loads. anached to walls at their o~tm ends or restrained by other mssns. LOAD CASEOI Standad January 15,2002 JgF russ Truss Type w PlV A0398 FO3A Landmark Truss and Lumber, Ammsfad, B.C.. VZT-6L4 4.201 SR1 s Oct25 2001 Milsk Industries. inc. Tus Jan 16 09 .. .. 44 01 2002 P age 1 1 FLOOR 7 R1150296 loptional) i 2-64 I e 1-54 Scale = 138.7 1x4 11 3x6 = 3x4 = 1x4 = 1 4x10 = 22 2 1x4 11 3x6 FP= 23 3 244 5 1x4 II 1x4 II 25 628 27 a 28 9 3x6 = 1x4 11 4x10 = 29 10 30 11 31 12 1x4 II 50 4x8 = 19 4x12 = 16 17 16 15 14 3x4 = 3x6 = 3x15 MI116 FP = 1x4 11 4x12 = 13 4x8 = i 1DM) 1JO-p 22-114 I 22-114 Plate Offrots 1X.Y): Weight: 91 Ib 1st LC LL Min ildsfl = 360 (Matrix) Cada UBC971ANS195 BCDL 8.0 HonITL) 0.13 13 nla MI116 MI120 1971144 Vart(tL1 -0.81 17 >337 BC 0.73 Lumber I"C,O.*O 1 .oo TCDL 12.0 VsnILL) -0.54 16-17 >503 PLATES DEFL in (Ice) lldstl CSI TC 0.68 Plates l"C1..80 1.00 TCLL 40.0 SPACING 2-0-0 LOADINQ lpsfl 701-8.Edg-I. Il3:Edgs.O-l-81. IlSO-l-8.Mgsl. 12OEdgs.Ol-81 ,. 121'008 I 01-81 DRIP 127182 BCLL 0.0 WB 0.96 Rep Stress lncr YES LUMBER TOP CHORD 4 X 2 SPF 165OF 1.6E BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF Stud BRACINQ TOP CHORD Sheathed a 6-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly appiiad or 1000 M: bracing. REACTIONS (Iblsire) 13=1366lMachanical.20=1369X)-1-12 FORCES Ob). TOP CHORD BOT CHORD WEBS ll=o -5620, =-1203. NOTES 1) This truss ha8 boon chocked fa unbalsncsd loading EOndition8. 2) All plates we MI120 plates unless mhawiss indicated. 4) Provide mechanical connection (by dhad of tws. 10 bearing plsta at jdntlsl 20. 3) Ralw to girder(a1 for truss to tmss connections. 6) This truss has bean designed with ANSiITPI 1-1995 criteria. 6) Thia truss has boon dosigned fw c moving cmeontratad load of 260.01b live and 60.01b dead located 7) Recommend 2x6 strongbacks. on mdgs, apaesd at 10-0-0 oc and faslsnsd 10 each truss with 3-16d 8) CAUTION, Do not em01 twss backwards. all panel paints along the Top Chwd, non~meurrsnt with any other live loads. anaohod 10 walls at their outer ends M rsstrainad by other means. LOAD CASEIS) Standlvd mid psnsls and at Strongbacks to be . 0 I"** russ Type piv OtY A0398 F04 FLOOR R1150297 42 1 LandmarkTruss and Lumber, Abbotdad. KC., vzT-SL4 4.201 SRI s oct 25 2001 mek Industries. inc. TW J~~ s 09 .. 44 03 2002 P age 1 loptionall .. 2-60 i 1-5-8 ?pp Scale = 1:43.2 1x4 11 1x4 11 3x4 = 1x4 = 4x12 = 1x4 Ii 3x8 = 3x8 FP= 3x4 = 1x4 11 3x8 = 1x4 it 4x12 = 1x4 11 1 24 2 25 3 26 4 275 6 28 729 30 9 31 10 32 11 33 12 34 13 22 21 20 19 18 17 16 15 14 4x10 = 4x10 = 3x8= 1x4 11 3~17.5 MI116 FP = 4x10 = 4x10 = 1x4 11 3x10 = I 12.1-0 1z.73 2570 I 2576 Plate Offsets (X,YI: REACTIONS liblsizol 14=1524103-12, 22=1517/0-1-12 4 X 2 SPF Stud BOT CHORD 4 X 2 SPF 2lOOF 1.8E WEBS LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E HorzlTL) 0.18 14 "la BCOL 8.0 WB 0.96 MI116 Rep Stress lncr YES 0.0 Vart(TL1 -1.22 17-18 >249 BC 0.96 BCLL MI120 1971144 Lurnbsr Increase 1.00 TCDL 12.0 VartlLLl -0.82 17-18 >374 PLATES TC 0.98 Plates I"C,.... 1.00 DEFL in liocl lldsfl CSI SPACING 244 LOADINQ lpsfl TCLL 40.0 114:Edgs.O.l-~. 122:Edgs.O-1-81, 123.0 .__ 0 8.0 .. 1 81 701-8.Edgsl. 18:01-8.Edgsl, QRlP 127182 Code UBC97lANS195 Weight: 108 Ib In LC LL Min lldefl = 360 (Matrix1 TOP CHORD Sheathed a 3-8-2 oc. purlins. except end Verticals. BRACINQ BOT CHORD Rigid wiling directly applied or 1000 00 bracing. January 15,2002 Jbb Truss russ Type tv ply A0398 1 FD4A FLOOR 6 R1150298 Landmark Truss and Lumber, Abbaafwd. B.C.. VTT -6L4 4.201 $731 s Oct 26 200Msk Industries, Inc. Tus Jan 15 09 .. .. 44 04 2W2 P age 1 (options11 2-64 1-7-14 Scde = 1:42.5 1x4 II 3x8 = 1x4 11 1x4 = 4x12 = 1x4 11 3x10 FP= 3x4 = 1x4 II 3x8 = 1x4 11 4x12 = 1x4 11 1 22 2 23 3 24 4 5 6 25 7 26 8 27 9 28 10 29 11 30 12 50 19 18 17 16 15 14 4x8 = 4x8 x 3x6 = 1x4 /I 3~12.5 MI116 FP = 4x8 = 3x8 = 13 4x0 = I ID60 , 42-1-14 , I 251-14 251-14 Plate 0ff.ots R,Yl: LOADINQ (pefl 0:01-8,Edgsl. 113Edge.0-1-81. ll801~8,~gel, liOEdgo,~l-SJ, lil:C-~8,C-1-81 TCLL 40.0 PLATES DEFL in (100) lldafl SPACINQ 244 TC 0.90 CSI Plats* 1ncrsass 1.00 Weight: 109 Ib 1st LC LL Min lldsfl = 360 (Matrix1 Code UBC971ANS196 BCDL 8.0 HorrlTLI 0.1 5 13 nla MI116 1761121 WB 0.94 Rsp Stress incr YES BCLL 0.0 Vsrt(TL1 -1.09 16-17 >274 MI120 1971144 BC 0.92 Lumber Increase 1.00 TCDL 12.0 Vott(LL1 -0.73 16-17 >4D8 QRlP LUMBER TOP CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD 4 X 2 DFN 24WF 2.OE WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 4-6-8 OE purlins, except end vertids. BOT CHORD Rigid ceiling directly applied or lD00 oc braoing. LOAD CASELSI Stsndsrd .". ob W y Tm86 Type TWSS A0398 LandmatkTruss and Lumber, Abbddord. kc.. V2T-6L4 1 1 FLOOR F05 R1150299 iqtimall 4.201 SRl 8 Oct 26 2001 MiTek Industries, Inc. Tus Jan 15 09:4406 LrW2 Page 1 I 260 I 1x4 II 1x4 = 4x10 = 1 20 2 21 3 1x4 ll I iw 3x4 = 1x4 I/ 3x6 FP= 1x4 I/ Scale = 134.4 3x4 = 1x4 11 4x10 = 1x4 11 22 4 5 6 237 24 8 25 9 26 10 27 11 k 4x6 = 17 4x10 = 16 15 14 13 3x4 = 3x6 FP= 4x10 = 3x4 = 2x8 SP= 12 4x6 = t 9.M po$ I -12 22-4-12 Plate Offsets (X,YJ: [12:Edga.0-1-81, 1160l-8.Edge1, 116.0 .__ 1 8,Edgel. 118:Edas,0-1-8]. 119:0-08,0-1-81 LOADING ipsf) Piatell Increase 1 .oo 200 TCLL 40.0 PLATES DEFL in ilocl lldsfi SPACINQ CSI TC 0.89 TCDL 12.0 Lumber Increase 1.00 BC 0.94 BCLL 0.0 Rap Strssa lncr YES WB 0.80 VsrtiLL) -0.40 13-15 >606 .Vsrt(TL) -0.63 13-15 >386 GRIP MU20 1971144 HorzllLl 0.11 12 nla Ccds UBC971ANS195 (Matrix) 1st LC LL Mi" ildsll = 360 Weight: 80 Ib NOTES 1) This truss has been checked for unbalanced loading conditions. 21 Refer to girdorls) for truss to truss connections. 3) Provide moshsnied connection (by others) of truss to bearing plate at jdntlal 18. 4) This truss has bwn designed with ANSlKPl 1-1995 Criteria. 5) This truss has been designed lor a moving concentrated load of 260.01b live and 50.01b dead locatad at all 6) Rocommend 2x6 strongbacks. M edge. spaced at 100.0 oc and fartonod to each truss with 3-16d nails. 7) CAUTION, Do not -mot truss backwards. all pand points dong the Top Chord, nonooncurrent with any other live load% attached to walls a1 their Outer ends w rasirainad by other means. LOAD CASEISI Standard mid panels and at Strongbacks to be January 15,2002 ". Jab Landmark Truss and Lumber, Abbotsford, B.C.. VZT-SL4 12 FO6 FLOOR A0398 ply w Truss I"86 Type R1150300 loptiondl 5x0 = 4.201 SR1 s 6ct 25 2M)l MiTek Industtier, inc. '?us Jan 15 09 .. .. 44 07 2002 P '9' 1 - 1 1-26 - 01 2 r I i I I Scale = 1:9.4 t e I I I I I I i 3 G ,3x10 11 2.1042 2-1012 3x10 111 Plats Offssta 1X.Y): l:Edp,0.1-81, 120-3.0,Edgsl LOADING lpdl TCLL 40.0 DEFL in llocl lldsfl SPACING 2-0-0 VsrtlLLl -0.03 4-5 >999 TC 0.57 Plator I"crOa.0 1.00 CSI 1-4=3660. 2-4=3660 BOTCHORD 6-6=0,4-6=0.4-7=0.3-7=0 WEBS TOPCHORD 1-6=-2676,2-3=-2576. 1-8=-2681, 2-8=-2681 FORCES llbl. First Load Case Only REACTIONS Ilblaizsl 6 = 340810.3-8, 3 =24851Mochmicrl BOT CHORD Rigid ceiling direetly applied w 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud BOT CHORD 4 X 2 DFN No.llNo.2 BRACiNQ TOP CHORD Sheathed or 2-10-12 oc purlins. exxcepl and wrtids. LUMBER TOP CHORD 4 X 2 DFN No.lINo.2 Weight: 47 Ib let LC LL Min lldsfl = 360 HonlTLI 0.00 3 "la WB 0.88 Rap Stress lncr NO Code UBC97lANS196 BCDL 8.0 BCLL 0.0 MI120 1971144 VartiTLl -0.03 4-5 >999 BC 0.86 Lumber lnersaas 1.00 TCDL 12.0 PLATES GRIP NOTES 11 This truss has beeon checked for unbalanced loading conditions. 21 Rotor to girder@) for truss to truss connections. 4) Load E~SOW 1, 2, 3, 4 has been madlfisd. Building daaignsr must mview loads to vsrlfy that they are carfad fu the intended 31 This truss has been designed with ANSIITPI 1-1996 criteria. (Matrix) .,""+ha- t..," 61 This truss has been designad fw a moving cmcsnlratad load of 260.01b live and 60.01b dad looatad at all mid panels and at 6) Trusses to be fastened t0gether to act as a single unit. All loads to be distributed squally oyer the 2 plies. 71 Recommend 2x6 strongbacks. on edge. spaced M 10-0-0 oc and fastened to each truss with 3-16d nails. Strangbacks to be 8) Special hangerbl or oonnaction(s1 required to support concentrated loedlsl 1220.01b down at 1-9-0. and 4366.01b down (It "_" ". ...._ ..I__. a11 panel points along the Top Chord. nonconcurrent with any other live loads. anachad to walls at their outer ends w restrained by other means. 1-1-0 on bonm chord. Design for unspcifisd ~~nne~tionlsl is dslagatsd to the building designer. LOAD CASElSl 11 Rau: Lumbw lncraasa=1.00, Rats Incrsa.a=l.W Unifwm Load. (pnl Cmcsntratad Load8 llbl Van: 3-6=-16.0, 1-2=-104.0 Yen: 6=-4365.0 7=-1220.0 21 1st Sprinkler Lo& Lumber Incraass=1.26. Plate Increasa=1.26 Uniform Loads lplfl Vert. 3-6=-16.0, 1-2=-24.0 Cmcsntrated Loads IIbJ Vow 1 =-300.0 3) 2nd Sprinkler Load Lumber Incraasa=l.?L Piata tncrsasa=1.26 Unifwm Loads Wfl Vert: 3-5=-16.0. 1-2=-24.0 Concentrated Loads IIbI Yen: 8=-300.0 4) 3rd Sprinkler Load: Lumber Increase= 1.26. Plate Increase= 1.25 January 15,2002 ~ ~~ . -L 0 Ply QW TWSS fuss Type A0396 Landmark Truss and Lumber. Abbotdud. B.C.. V2T-6L4 12 Fo6 FLOOR R1150300 (optional) 4.201 SR1 6 Ocl 26 2001 mek Industries. lnc. Tu* Jan 16 09 44 07 2002 P .. .. we 2 LOAD CASEIS) Uniform Loads (plf) Cmcentrald Loads Ilb) Vert: 3-5=-16.0. 1-2=-24.0 Vert: 2=-300.0 :7> Truss Truss Type W Ply A0398 Landmark Truss and Lumber. Abbotsfad. E.C., VTT-KL4 4.201 SRI s Oct 26 2r3Tl 09:4403 2002 Page 1 1 4 FLOOR F07 Rl 150301 2-60 1-94 Scale = 1:43.6 1x4 11 3x8 = 1x4 11 1x4 = 4x12 = 1x4 II 3x10 FP= 3x4 = 1x4 II 3x8 1x4 II 4x12 = 1x4 11 1 23 2 24 3 25 4 5 6 26 7 27 8 28 9 29 10 30 11 31 12 r OD d 21 20 19 18 17 16 15 14 13 6x8 = 6x10 = 3x6 FP= 2x8 11 3x6 FP= 6x10 = 6x6 = 5x6 11 6x8 = I 10-8-0 , 1254 , i 2534 25-34 Plateoffsels (X.0 TCLL 40.0 701-8.Edgel. 118:0-1-8,Edgsl, 122:C-&8,&1-81 Wsiaht: 130 Ib lsl LC LL Mi” lldstl = 360 IMalrixl HorzITLl 0.11 13 “la Coda UBC97lANS195 WB 0.97 BCOL 8.0 VsrtlTLl -1.04 16-17 >289 MI120 BC 0.94 Lumbr Increase 1 .OO TCDL 12.0 VsrtlLU -0.70 16-17 >430 in (10~1 lldstl TC 1.00 Plates Increase 1 .oo UTES GRIP DEFL CSI SPACING 2-04 LOADING lpsfl 1971144 BCLL 0.0 Rep Stress lncr NO LUMBER TOP CHORD 4 X 2 SPF 21OOF 1.8E BOT CHORD 4 X 2 SPF 1650F 1.6E WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed OT 3-1-0 oc purlins, except end verticais. BOT CHORD Rigid ceiling directly applied or 1000 M: bracing. REACTIONS (Iblrizol 21=1499102-12. 13=1605/0-3-8 NOTES 11 This truss has bean checked fa unbalanced loading conditions. 21 Rovids mechanical connection Iby others1 01 truss to baring plate at jdntlsl 21. 31 This truss has been designed with ANSlnPl 1-1996 criteria. 41 This lwss has been designed fa a moving concentrated load of 250.0ib live and 60.01b dead locatad a1 dl mid panels and at 6) Recommend 2x6 strmgbacks, m edge. rpacad at 100-0 OE and fastened to asch truss with 3-16d nails. Strongbacks to be 6) CAUTiON, Do no1 erect truss backwards. all panel points along tho Top Chad, nonconcurrent with MY othsr live loads. attachsd to walls at their outer ends a rastrsinad by other means. LOAD CASEISI Standard J6b A0398 F08 Landmark Truss and Lumber, Abbotsford, B.C., VZT-6L4 FLOOR . "2 IUSS Truss Type R1150302 (optionall 1 MiTsk indudriss, lnc. Tus Jan 16 09 .. .. 44 10 2002 P age 1 I 260 I 0-11-12 Scale: 1/2"=1' 1x4 II I 13 3x6 = 2 14 3 15 4 16 5 17 6 18 7 1x4 II 3x4 = 1x4 11 3x6 = 1x4 II 1 11 10 9 3x6 = 4x4 = 1x4 /I 3x8 3x6 = 1 53-0 , 62-12 , 14-14 I 14-14 Plate Offsots (X.Yl: 1401-8,Wgal. Ill:O-f-8,Ed~el LOADINQ Ipsf) TCLL 40.0 SPACING 240 TCOL 12.0 Plates 1"ErO.s. 1.00 BCLL Lumber increase 1.00 0.0 BCDL 8.0 Rsp Stress lncr YES Code UBC97lANS196 LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud REACTIONS (lblsirsl 12=839/0-3-12, 8=839/03-8 FOnCFI llkl . Fire+ I rud Cse- nnlv i CSI TC 0.83 WB 0.46 BC 0.91 IMatrixI DEFL Vsrt(LL1 -0.16 9-10 >999 in llocl lldefl PLATES QRlP MI120 VsrtlTLl -0.24 11-12 >709 Horz(TL1 0.04 8 nla 1st LC LL Min lldafl = 360 Weight: 66 Ib TOP CHORD Shasthad w 6-0-0 M: purlins. exmpl end verticals. BRACING BOT CHORD Rigid coiling directly appliad or 10-00 oc bracing. 197llM ~.-, TOPCHORD 1-12=-108.7-8=-108, 1-13=0, 2-13=0. 2-14=-2070. 3-14=-2070,3.16~-2070,~.~~~.2~~~,~~6~.~~6~ BOTCHORD 11-12=1307. 10-11=2070.9-10=2070.8-9=1300 , 5-16=-2056, 6-17=-2066, 6-17=-2066. 6-18=0, 7-18=0 WEBS 6-8=-147S,2-12=-1483,6-9=868.2-11=8SS,6-9=-294,3-11=-260.&9=-16,4-10=-103 NOTES 11 This truss has been chackad fw unbalanced loading conditions. 21 This truss has been designed with ANSlmPl 1-1996 criteria. 31 This truss has been designed for a moving conmntratad load of 260.01b live and 60.01b dead losstsd a1 all mid panels and at 41 Recommend 2x6 strongbacks, on edge. spaced at 100-0 ~i and frdaned to each truss with 3-lsd nails. Strongbacks 10 ba all pand points dong the Top Chord. nOnCmwrr(Hlt with my Other live loads. anachsd lo wells at their outer ends or restrain4 by othar means. NOTES 11 This truss has been chackad fw unbalanced loading conditions. 21 This truss has been designed with ANSlmPl 1-1996 criteria. 31 This truss has been designed for a moving conmntratad load of 260.01b live and 60.01b dead losstsd a1 all mid panels and at 41 Recommend 2x6 strongbacks, on edge. spaced at 100-0 ~i and frdaned to each truss with 3-lsd nails. Strongbacks 10 ba all pand points dong the Top Chord. nOnCmwrr(Hlt with my Other live loads. anachsd lo wells at their outer ends or restrain4 by othar means. LDAD CASEISI StsMIwd January 15,2002 J;Y' Truss russTyps tY PiY A0398 Landmark Truss andlumber. fibolrford, B.C., V2T-6L4 1 F09 FLOOR 2 R1150303 lwtional) 4.201 SR1 s Oct 25 ZQl MiTek Industriee, Inc. Tuo Jan 16 09 .. .. 44 fl 2WZ P age 1 I 2-60 I 1-5-8 H Scale = 1S.2 1x4 11 1x4 11 1x4 = 3x6 = 1 1x4 11 3x6 = 3x6 FP= 3x6 = 1x4 II 1x4 II 23 2 24 3 25 4 26 56 27 7 28 8 299 3x6 = 30 10 31 11 32 12 3x4 = 1x4 II 21 20 19 18 17 16 15 14 13 3x6 = 3x4 = 1x4 II 3x10 = 3x6 FP=Ix4 II 3x8 = 4x4 = 3x6 = Piate Offsets 1X.Y): i40-1-8.Edgsl. 1901-8.Edgsl. 116.0 ." 1 8,Edgsl. 12001-8,Edesl. 122:0-0-8,0-1-8] TCLL 40.0 LOADING (psi) TC 0.94 Lumber Increase 1.00 TCDL 12.0 Plates l"C,..*. 1 .oo CSI SPACINQ 2-0-0 SCDL 8.0 BC 0.84 BCLL lMatrixl WB 0.63 Code UBC971ANS196 Rep Stress lncr NO 0.0 DEFL VsrtlLL) -0.25 2021 >446 in Iim) lldsfl FtATES DRIP Mi120 VsnITL) -0.42 2021 >270 HorriTLl 0.06 13 nla 1st LC LL Mi" lldsfl = 360 Wsimht: 96 Ib 1971144 LUMBER TOP CHORD 4 X 2 DPN 24WF 2.OE SOT CHORD 4 X 2 SPF 166OF 1.6E WEBS 4 X 2 SPF Stud REACTIONS (Iblsizs) 13=80910-3-12, 21=1097/02-12, 18=194210-3-8 BRACINQ TOP CHORD Sheathed or 6-00 M: purlins. except end verlicals BOT CHORD Rigid ceiling directly applied or 1000 M: bracing. NOTES 1) This truss has basn checked for unbalanced loading conditions. 2) Provide mechanical connection lby Others1 of truss to bearing plate at jdntIa) 21. 4) Load caseld 1, 4, 6, 6. 7, 8. 9, 10, 11. 12. 13, 14, 16, 16. 17, 18. 19. 20. 21, 22, 23, 24, 26, 26 hasbsmmodifisd. 3) This trusi. has boon designed With ANSlKPl 1-1996 criteria. 6) This truss has basn designed for a moving concentrated load of 260.01b live and 60.01b dsad located at all mid panois and at 6) Recommend 2x6 strongbacks, on edge, spaced at 1040 oc and fastened to each truss with 3-16d nails. Strongbacks to be 7) CAUTION, Do not erect truss backwards. Building designer musl review loads 10 verify that they are correct far the intended US- of this truss, ail panel points along the Top Chord, nonconcurrent with any other live loads. etlachod to walls at their outer ends OT restrained by other means. LOAD CASEIS) Standard Except: 1) Aau: Lumber lncroaso=1.00, Plate lnsrea.o=l.W Unifum Loads lplf) Vert: 13-21=-16.0. 1-6=-224.0. 6-12=-104.0 4) 1st Sprinkler Load: Lumber Increase= 1.26, Plate Incroaso=1.26 Uniform Lwds lplf) Concentrated Loads Ilb) Vert: 13-21=-16.0. 1-12=-24.0 Vert: 1 =-300.0 6) 2nd Sprinkler Load Lumbsr Incrsase=1.26, Plate Incream.= 1.26 Unifum Loads lplf) Cmcentrated Loads lIb1 Vert: 13-21=-16.0, 1-12=-24.0 Vert: 23 =-3W.0 6) 3rd Sprinkler Load: Lumber Increass=1.25. Plate Incrsass=1.26 January 15,2002 Jibd Truss Truss Type tY Y A0398 :44:12 2062 Page 2 Landmark Truss and Lumbar, Abbotsford. EL. VZT-6L4 4.201 -1 8 Oct 15 2001 msk Industtriss, Inc. Tus Jan iE 09 FLOOR 2 1 F09 R1150303 Iwtionall LOA0 CASE(S1 Uniform Loads (PI11 Concentrated Loads (lbl Vsrt: 13-21=-16.0. 1-12=-24.0 Vsrt: 24=-300.0 7) 4th Sprinkler Load: Lumber Insrosrs=1.25, Plate lncrea8e= 1.25 Uniform Loads Iplfl Vert: 13-21=-16.0. 1-12=-24.0 Cmcentrated Loads Ob1 8) 5th Sprinkler Load: Lumber Vert: 13-21 =-16.0 Vert: 25 =-300.0 Uniform Loads Iplf) Conomtmted Loads Ubi 91 6ih Swinklor Load: Lumber . . . . . . . - . Vert: 26 =-3W.O Inorsase=1.25, PlateIncrsass=1.25 , 1-12=-24.0 lncrsass=1.25, PlateInsrsaas=1.25 Unif&m Lwda Iplfl Vert: 13-21 =-16.0. 1-12=-24.0 Concentrated Loads (Ibl Vert: 27 =-300.0 10) 7th Sprinktsr Load: Lumber Incrsass=1.25, Plate Incroaro=1.25 Uniform Loads (pill Vmnl 13-21 =-16.0~ 1-12=-2L.O Consentrated Loads (Ibl . . . . . . . - . . . . . , . . - - . . . 11) 8th Sprinkler Load: Lumber Insrsaas=l.25. Plate Increass=1.25 Vert: 28=-300.0 Unif&m Loads Iplf) Concentrated Loads Ilbl Vert: 13-21 =-16.0, 1-12=-24.0 Vert: 29=-300.0 12) 9th Sprinkler Load: Lumber lncreaso=1.25. Plate lncraass=1.26 Uniform Loads (plfl Concentrated Lwdr Ilb) Vert: 13-21=-16.0, 1-12=-24.0 Vert: 30=-300.0 13) 10th Sprinkler Load: Lumber lncrease=1.25, Plate Incrsase=1.25 Uniform Loads (plfl Concentrated Loads (lbl Vert: 13-21=-16.0, 1-12=-24.0 Vert. 31 =-3W.O 14) IlthSprinklar Load LumbarIncraass=1.25, PIateInersaaa=1.25 Uniform Loads Iplf) Concentrated Loads IIbl Vert: 13-21=-16.0. 1-12=-24.0 Vert: 32 =-300.0 15) 12th Sprinkler Load Lumbsr Incrssrs=1.25, Plate Incraass=1.25 Uniform Loads Iplfl Concentrated Loads IIb) Vert: 13-21 =-16.0. 1-12=-24.0 Vert: 12=-3W.O 16) 13th Sprinkler Load Lumbst Increase= 1.25. Plats Increase= 1.25 Uniform Loads Iplfl Concentrated Loads (Ibl Vert: 13-21 =-16.0, 1-12=-24.0 Vert: 1 =-300.0 17) 14th Sprinkler Load Lumber I~EWD~O= 1.25. Plats Incrsass=1.25 Uniform Loads (plfl Concentrated Loads Ilbl Volt: 13-21=-16.0, 1-12=-24.0 Vert: 1 =-300.0 18) 15th Sprinkler Load LumberIneraass=1.25, Plate Incrsaso=1.25 Uniform Losda Iplf) Concentrated Loads (Ib) Van: 13-21 =-16.0. 1-12=-24.0 Vert: 2=-300.0 19) 16th Sprinkler Load Lumber Increaee= 1.25. Plate Increase= 1.25 Uniform Loads Iplfl Consentrated Loads IIbl Vert: 13-21 =-16.0. 1-12=-24.0 Vert: 3=-300.0 20) 17th Sprinkler Load Lumbsr Incr~ase= 1.25. Plate Inereaas=l.25 Uniform Loads (plfl Coneentratad Leads (Ibl Vert. 13-21=-16.0, 1-12=-24.0 Vert: 4=-300.0 21) 181hSprinkler Load: LumberInsrearo=1.25, PlatsIncraasa=1.26 Uniform Loads (pH) Concentrated Loads Ilbl Vert: 13-21 =-16.0. 1-12=-24.0 Vert: 6=-300.0 221 19th Sprinkler Load LumborIncrooos=1.25. Plate Incrsasa=1.25 Uniform Loads Iplfl Vert: 13-21 =-16.0. 1-12=-24.0 C tinued on pegs 3 A \i:lR,\/.\(;~ l,,r,l!d,*!l: ,>,,,,#,,,#,,,,,# \!,#d#/ \I)\<,/!',l!\ !}lf'.~~~!~!~i,,!!~,~ ,,!>/.lj!,<,!;,:l',! Design vaiid lor use Only with MITek COnneUors. This design I$ based only upon par am el^^ shown, and is tar an individual building COmponenI to be installed and loaded venically. Applicability 01 design parameters and proper incorporation 01 COmpOnenI is r~sponribillly 01 building designer - not truss designer. Bracing shown is lor 118ral ruppon of indivtdusl web members only. Additional temporary braclng 10 insure slability during con6lryction is the r8sponsibillty ot the erector, Additional permanent bracing 01 the DVelall StruClUre is the reaponsibliity 01 the building de6Igner. For general guidance regarding IabrlCBIiOn, quality COnlrOl, sforage, dellvery erection. and bracing. con6ull QST-88 Oualily Standard, DSB. 89 Br.Chg Sp~Cific~lion, and HIE-91 Handling Inslallallon and Bracing Resommsndalion available from TTY.. Hirn PiaD InSlilYb. 583 D'Onolrlo Drive, Ysdlson, WI 53719 MiTek Industries, Inc. z7" Truss Truss 7 Qty Ply A0398 Landmark Truss and Lumber. Abbotsford, B.C., V2T-SL4 4.201 SR1 s Oct 26 iOOfKTi7ek Industries, Inc. Tus Jan 16 05 .. 44 f2 ZW2 P age 3 1 2 FLOOR F09 R1150303 (optionall .. LOAD CASEISI Concentrated Loads Ilbl Vert: 7=-300.0 23) 20th Sprinkler Load Lumber Increase= 1.25, Plate Increase = 1.25 Uniform Loads lplf) Concentrated Loads (Ibl Vert: 13-21=-16.0. 1-12=-24.0 241 21at Sprinklsr Load Lumbsr Incrolr$s=1.25. Plats Inctezsa= 1.25 Vect: 8=-300.0 Uniform Laada lplil Vert: 13-21=-16.0. 1-12=-24.0 Concentrated Loads IIbI Vert: 9=-300.0 251 2Znd Sprinkler Load: Lumbar Increase= 1.25, Plate Incraaas=1.26 Uniform Loads (PI11 Concentrated Losds Ilbl Vert: 13-21=-16.0. 1-12=-24.0 Vert: 10=-3W.O 261 23rd Sprinkler Load Lumber Incroaso= 1.25. Plate Increase= 1.25 Uniform Loads (plfl Concentrated Loads Ilbl Vert: 13-21=-16.0, 1-12=-24.0 Vert: 11 =-3W.O Truss ,"I* Type Ply QW A0398 FlOA FLOOR 1 4 RllSO304 kdmart TrusJand Lumbar. hSSotrford, b.C.. V2T-6L4 I I I (optionall 4.201 SR1 s Oct 26 2001 MiTok Industries, Inc. Tus Jan f5 44 T3 2002 P I .. .. age 1 i i 260 1-5-0 i Scde = 1:16.2 3x6 II I 5x6 11 10 2 11 3 12 4 13 2x8 /I 6x6 = 3x6 11 5 9 8 ,3x4 = 3x8 = 1x4 II 6 3x8 = I 2-loa 448 4 9-34 9-40 Plats Offsets (X.V): TCLL 100.0 2:01-8,Edgol. 1701-8.Edgsl CSI Plater IhER)... 1.00 PLATES DEFL in lloc) lldsfl SPACING 2-0-0 LOADINQ (prfl TC 0.93 VsrtlLL) -0.21 6-7 >648 TCDL 12.0 Lumber Increase 1 .OO BC 0.98 BCLL 0.0 VsrtlTLl -0.36 6-7 >316 Rep Stress incr NO BCOL 8.0 WB 0.68 HorzITL) 0.03 6 nla Code UBC97lANS196 IMatrixI 1st LC LL Mi" lldefl = 360 Weight: SO Ib TOP CHORD 4 X 2 SPF No2 LUMBER WEBS BOT CHORD 4 X 2 SPF No2 4 X 2 SPF Stud REACTIONS IIblaiza) 9 = 11 4OOIMschanical. 6 = 1140fMschsnical GRIP MI120 1971144 - TOP CHORD Sheathed ot 6-00 OE purlins, smspt and YmicaIs. BRACING BOT CHORD Rigid ceiling diraeny applied or l0DO OE bracing. FORCES Ob) - First Load Cas0 Only TOPCHORD 1-9=-194,6-6=-218 1-10=0 2-10=0,2-11=-1944.111=-1944.3-12=-1944,~12=-1944,4-13=0,6-13=0 BOTCHORD 8-9=1944.7-8=194k.6-7=1~66 WEE 4-6=-1963,2-9=-2163.4-7=211,2-8=110.3-7=-9S NOTES 1) This truss has been chocked for unbalsncad loading oanditiona. 2) Rdet to girdorls) for truss to VUSS connections. 4) This truss has been designed tot a moving omomtrated load of 260.01b live and 60.01b dead located at all mid panels and at 3) This twss has bean designed with ANSl!TPl 1-1995 criteria. 6) Recommend 2x6 strongbacks. on edge. spaced a1 10-0-0 a: and fastened to each truss with 3-16d nails. Strongbocks to be all pawl pminta along the Top Chotd. nonconcurrent with any other live loads. atiachsd lo walls at their outer ends OT restrained by other moons. LOAD CASElSl Standard January 15,2002 , Job A0398 ow ly Truss Type TWSS Landmark Lss anblumbsr. Kkhotsford. KC., VzT-KL4 4.201 5R1 s Oct IC2001 M iTek Industries, inc. Tus Jan 15 09 ,. .. 44 13 2002 P age 1 1 1 FLOOR F11 R1150305 laptimall I 2-5-0 ,,(Mo,L 2-54 I 1x4 11 Scde = 1:14.2 1x4 = 1 11 3x6 = 2 12 3 1x4 11 3x6 = 1x4 II 13 4 14 5 3x6 1 = t 2-10-8 , 34-8 , I si2 si2 LOADING Ipsf) SPACING TCLL 100.0 24.0 Plates l"C,..*. 1.00 csi TC 0.94 DEFL VsrtlLLl -0.08 6-7 >999 in (locl lldatl BC 0.66 Lumber Increase 1.00 TCOL 12.0 PLATES GRIP MI120 VsrtlTU -0.21 6-7 >473 BCLL BCDL 8.0 0.0 Rep Stress lncr NO WB 0.53 HorrlTLl 0.02 6 "la Plats offasts IX,YI: 2:Q1-8,Edgsl. 17Q1-8,Edgal. [100-0-8,0-1-81 1971144 Code UBC971ANS195 Weioht: 35 Ib lct LC LL Min lldsfl = 360 IMatrixl LUMBER TOP CHORD 4 X 2 SPF 1660F 1.5E BOT CHORD 4 X 2 SPF Na.2 WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed OT 8-00 OE purlins, except end verlicds. BOT CHORD Rigid oeiling dlrectly applied or lD00 OF bracing. REACTIONS IIblsizoI 9=99110-2-12, 6=1005103-12 NOTES 11 This truss has bean checked for unbalanced loading oonditions. 21 Provide mechanical connection Iby others1 of truss to bearing plats at jdntld 9. 41 This ~RISII has bwn designed fw a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 31 This truss has been designed with ANSlrTPl 1-1995 criteria. 51 Rscommand 2x6 strongbacks, on sdga, spaced at 1040 OE and fastened to each trws with 3-16d nails. Strongbacks to bo 61 CAUTION, Do not erect truss backwards. all pmsl points along the Top Chwd. nonconcurrent with any other live loads. anachsd to walls M thsir outer ends OT reatrained by other means. LOAD CASE(S1 Standard Job Landmark Truss and Lumber. Abbotsfcrd, BE.. VTT-BL4 4.201 5R1 s 0~116 2Kil age 1 11 1 FLOOR F12 A0398 Qtv v Truss Type T,"** R1150306 i 2-60 1-40 * Scale = 1:17.3 1x4 II 1x4 = 3x8 = 1 12 2 13 3 14 4 15 5 16 6 1x4 It 1x4 11 3x8 = 1x4 11 9 83x4 3x4 = 7 3x8 = 1048 mats off~~t~ KY): 8:01-8,~dga1,14:01-8.~ge1,~~ 1:0.o-8.0-1-81 LOADINC fpsfl P1.t.. I"cre.8. 1 .oo TCLL 100.0 DEFL in floc) lldsfl CSI SPACINQ 2-0-0 MI120 BC 0.94 Lumber Increase 1 .OO TCDL 12.0 VsrtfLLl -0.12 7-8 >999 TC 0.84 PLATES VsrtlTLl -0.23 7-8 >537 BCLL 0.0 BCDL 8.0 Rep Stress incr NO Code UBC971ANS196 WB 0.64 fMatrix) HonlTLI 0.04 7 "la 1st LC LL Mi" ildsfl = 360 Wabht: 42 Ib DRIP 1971144 LUMBER TOP CHORD 4 X 2 SPF 1660F 1.5E BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud BRACIND TOP CHORD Shesthad 01 6-00 oc purlins. except and verticals. BOT CHORD Rigid oeiling directly applied or 100-0 oc bracing. REACTIONS flblaiza) 10=1209/02-12, 7=1222/Mechanical NOTES 11 This tmsa has bwn checked 101 unbalanced lrroding conditions. 21 Rotor 10 girdorfd for truss to trun connections. 31 Provide mschanicd conneetion Ibv ahsrs) of truss to baaring plate at jdnlls) 10. 41 This truss has bwn designed with ANSIITPI 1-1996 criteria. 61 This truss has bwn designed 101 a moving cona)nlrated load of 250.01b live and 60.01b dead iocatad 01 di mid panals and at 61 Recommend 2x6 strongbacks. on sdns, rmcsd at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be 811 panel points dong the Top Chord, n~n~onc~rmnl with any other live laeda. attached to waits at th& outer sndsb rsitrained by other means. 71 CAUTION, Do not oract truss backwards. LOAD CASE(€.) Standard Januarv 15,2002 J:b" Truss Truss Type Qtv v A0398 Landmark Truss and Lumber. rnotsfad, E.C., vzT-6L4 4.201 5R1 8 6ctZSZ~l MiTak Induatrlss. inc. Tus Jan f6 09 .. .. 44 19 2W2 P '9s 1 2 1 FLOOR GEO1 R1150307 (optional) Scale = 1:37.6 2x4 II 3x6 FP= 1 42 2 43 3 44 4 45 5 46 6 47 7 48 8 49 9 50 1M 51 12 52 13 53 14 54 15 55 16 56 17 57 18 58 1920 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 2221 3x4 = 3x6 FP= I 252-8 I 25-2-8 flats Offsets (X,Y): [l:Edgo,O-1-81.141.008,0 .__ .. 1 81 LOADING (psi) TCLL 40.0 SPACINO 20-0 Plater I"F,O... 1 .oo TC 0.23 HanITL) 0.00 21 n/a Woiaht: 81 Ib 1st LC LL Min lfdofl = 360 (Matrix) Code UBC971ANS196 WB 0.07 BCDL 8.0 VsrtrrLl "la . "/a MliZO 1971144 BC 0.06 Lumbor Inortlese 1 .OO TCDL 12.0 VSrt(LL1 "/a - "/a PLATES GRIP DEFL in (In;) ildafl CSI BCLL 0.0 Rep Strsrs lncr YES LUMBER TOP CHORD 4 X 2 SPF No2 BOT CHORD 4 X 2 SPF No.2 WEBS OTHERS 4 X 2 SPF Stud 4 X 2 SPF Stud BRACINO TOP CHORD Sheathed or 6-00 oc purlins. except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/sizs) 40=56/23-2-8, 31 =6/23-2-8. 21 =16/23-2-8, 39=163/23-2-8, 38=160/23-2-8. 37=160/23-2-8, , 29=163/23-2-8. 28=169/23-2-8. 27=160/23-2-8, 26=160/23-2-8. 26=160/23-2-8, 36=160/23-2-8. 35=160/23-2-8.34=160/23-2-8. 33=161/23-2-8. 32=166/23-2-8. 30=150/23-2-8 January 15,2002 :ec ,us= Tmss Type Qtv v A0398 om2 Landmark Truss and Lumbar, Abbotsford. B.C.. VZT-6L4 1 1 FLOOR R1160308 loptionall 4.201 SRl s Oct 26 2001 Mitck Industries, Inc. Tus Jan 16 09 .. .. 44 26 21X2 P age 1 Scale = 1:43.0 2x4 I/ 3x6 FP= 1 452 46 3 47 4 48 5 49 6 50 7 51 8 52 9 1011 53 12 54 13 55 14 56 15 57 16 58 17 59 18 60 19 61 20 62 262 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 3x6 FP= 3x4 = I 25-68 25-68 I Plats Offasts (X,Yl: ll:Edga,O-~O~~S,0-~-81 LOADING lpsfl TCLL 40.0 SPACING 20-0 P1at-s lncrsaas 1 .oo TC 0.23 HorzlTL) 0.00 23 n/a Weight: 89 Ib 1st LC LL Min I/dsfl = 360 (Matrix) Code UBC97/ANS196 WB 0.07 BCDL 8.0 VartlTLl "/a - n/a Rep Stress lncr YES BCLL 0.0 MI120 197/144 BC 0.07 Lumbar incmaee 1 .OO TCDL 12.0 Vart1LL1 "/a - "/a PLATES GRIP DEFL in lloc) Vdsfl CSI LUMBER TOP CHORD 4 X 2 SPF No2 BOT CHORD 4 X 2 SPF No.2 WEBS OTHERS 4 X 2 SPF Stud 4 X 2 SPF Stud BRACING TOP CHORD Sheathed ar 6-GO OE purlins, weopt and verticals. BOT CHORD Rigid wiling directly applied or 6-0-0 OE bnlcing. REACTIONS ilblsizs) 43=63/26-6-8, 32=6/26-6-8. 23=89/26-6-8. 42=164/26-6-8, 41 =162/26-6-8. 40=160/26-6-8. 39=160/26-6-8, 38=160/26-6-8. 37=160/26-6-8. 36=160/2~6-8.36=160/26-6-8. 34=161/26-6-8 , 33=167/26-6-8, 31=167/26-6-8. 30=161/26-6-8,29=160/26-6-8. 28=160/26-6-8. 27=160/26-6-8, 26=161/26-6-8. 26=167/26-6-8, 24=172/26-6-8 Max Uplin43=-9(load was 41 Max Grsv 43=309Iload ca*o 21. 32=6lIoad case 21). 23=316lload case 221. 42=348lload ED- 261, 41 =360lload case 271, 40=360fload ease 281. 39=36Ofload case 29). 38=360iiaad case 30). 37=360lloed case 311, 36=360lioad EDSO 321, 36=34911oad case 33). 34=360iIoed case 341, 33=347Uoad case 361, 31 =347lioad case 361, 30=360lloed case 37). 29=349fload case 38). 28=360lloed case 391, 27=360iload EDSO 401, 26=36Olload EDSO 411, 26=348fload cam 42). 24=364lloed EDSO 43) FORCES ilb) . TOP CHORD BOT CHORD WEBS =-9. NOTES 1) This truss has boon checked for unbalanced loading conditions. 21 All dates me 1x4 MI120 unless otherwise indicated. 3) Gabia requires Continuous bottom chord bearing. 4) Truss to be fully sheathed from one face OT .eeursly braced against iaterd movement ii... diagonal web) 6) Gable studs spaced ai 1-4-0 OE. 6) This truss has bwn designed with ANSITTPI 1-1996 criteiia. 7) This Im.8 has bwn designed far a moving concentrated load of 260.01b live and 60.01b dead located ai all mid psnsls and at 8) Recommend 2x6 strongbacks, on edge, spaced ai 10-00 oc and fasisnsd tooach truss with 3-16d nails. Sttongbasks to bo 9) CAUTION, Do not erect truss backwards. all pad points along the Top Chord, nonconcurrmt with my other live loads. attaohsd to walls at their wtw ends or restrained by other means. LOAD CASEISI Standard I January 15,2002 Sub ' ~ A0398 Pb OtY Truss Typo TNSS 1 1 FLOOR GEll R1150309 Landmark TNSS and Lumbar. Abbotrford, B.C., V2T4L4 4.201 SR1 I Nov 16 2oW MiTek Indwbies. Inc. Tus Jan 15 11:23:30 2002 Pago I Sski 1:15.1 8612 PlalsOfkek @,V: i17~~,0-141 LOADING(W TCLL 1W.O SPACINO 246 PLATES GRIP DEFL in (bs) IlM CSI Plates l"cma.0 1.00 TC 0.25 TCDL 12.0 Lvmbsr IhCTCcm l.w BC 0.04 BCU 0.0 BCDL 8.0 Rep sbau lnsr NO WB 0.08 Code UBC971ANS195 IMabix) 1st LC LL Min lldsfl= 350 Weight 32 Ib VWLL) nla - nla vcqn) n/a - nla Mi120 1971144 Horn) 0.W 9 nla BRACING TOP CHORD Sheathed or 5-04 DC putinr. except end verticab. BOT CHORD Rigid ceiling dlnsttf applied w6-00 DC brach. REACllONS (Wke) 16=103/65-12.9-~W12,1~urm66.12,14=t9818-612.13=JMUW12.12=29~W12.1131118-612. 10=218/8612 Max Uplif&-75(load ms6), 15=7(load case4). 14r40-d SLIS~ 5). Im(load me 12). 12"7(load -e 11). 11=-5fload Max Gravl6=301(bad me 2). 9=296(lo.d me 7). 15=323(load case 3). 14328@ad -e IO), 13=300(load c&se 1). case 5). 10=-28(hd Caw 12) 12=295(load case 1). 11=31 l(load case 1). IO=zM(bd cssa 6) FORCES (lb) - Fid Load C-0 Only TOPCHORD 1617=-106~1-17~1ffi.6~21.1-230,2-3~~3-18sd~lb19~,4-19~~~2O30,62030~5-2l=6~621~~622~. 4) Gable studs r&ed a1 140 05. 5)Pmvide~~niEdmnnos6on(by~thsn)oftrurotobearingpl~te~pbla~fwiVutanding75lbup~at~int9.7ibupl~~tj~mt15.4 6) Thir truu has been designed with ANS!API 11995 criteria. 7)Lo~dsoro(s)2,3,4,5,6.7.8,9.10.11.12h~~beanmnlified. Buildingdsrign~r-tminvlo~dstov~rifythatththyamcansdfor 8) This t- has bwn designed for LI moving mncenhted laad d 2M.Olb lis and M.01b dead lkeated at all mid paneb and at 01 panel 9) Rommmond 26 strongbacks. on edge. spaced at 1044 oc and fastened to each buss with 2-16d naib. Simngbads to be attached IO) CAUTION, Do not erect bus backwards. Ibuprm~tj~int14.6lbuplmstjoint13.7lbu~~n.tpint12.5lbuplmatjointlland28lbuplin~tpint10. the intended use ofthii bus. pink dons the Top Chord. nonmnsurrent with my other lis loads. to walk at their outer ends or restrained by other mans. LOAD CASE(S) Standard Except: January 15,2002 ob ' ' ph' oty TW* Type TNsr A0398 Landmar% TNSS and Lumber. Abbokford, B.C., VzT4L4 1 1 FLOOR GEll R1150309 (optbnsl) 4.201 SRI s Nm 162033 MiTek Indusbia, Inc. Tue Jan 15 11:23:31 too2 Page 2 LOAD CASE(S) 2) 1st Sprinkler Load Lumber Inuclw=l.25. Pbto Insms=l.25 Uniform Loads (pQ Vclt. 1-8=-24 0 . . . .. . . - . . . Concentrated Loads (Ib) 3) 2nd Sprinkler Load: Lumber Insmase=l.25. Plate lnsn~e=195 vert: l=-300.0 uniform Loads (PQ Concentrated Loads (Ib) Vert: 1-8~24.0 Vert: 2-300.0 4) 3rd Sprinkkr Load: Lumber Insrssre=1.25, Pkts Incmase4.25 Uniform Loads (plf) Vert: 1-8-24.0 Concentrated Loads (Ib) vat: l8=MO.O 5) 4th Sprinkler Load Lumber Incmase=l.25, Plde lncrears=l.25 Uniform Loads (PQ Concentrated Loads (Ib) Vert: 1-8-24.0 vert: 20=-300.0 6) 5th Sprinkler Load: Lumber lncnase=1.25. Plate Insrease4.25 Uniform Loads (PQ Vert: 1-8=24.0 Concentrated Loads (lb) Vert: ZZ=300.0 7) 6m Sprinkler Load Lumber Incme=1.25. Plate Increase=1.25 Uniform Loads (pQ Concentrated Loads Ob) Vert: 1-8r24.0 vert: 8=-300.0 8) 7th Sprinkkr Load: Lumber Incnars=1.25. mete lnsnase-1.25 Unifm Loads (pQ Cmcenbated Loads (lb) vert: "824.0 vert: 1=ao.o 9) 8th Sprinkler Load Lumber Insnare=1.25. Plate Inaaass=l.25 Uniform Loads @Q Concenbated Loa& (lb) Vert: 1-8r24.0 volt: 1=3Jw.o IO) 9th Sprinkkr Load Lumber lnsmase=1.25, Plate lnaw=1.25 Uniform Loads (PQ Consentrated Loads (lb) Vert: "824.0 Vert: 3300.0 11) 10th Sprinkler Load Lumberlnensre=l25, Plats Increarsr1.25 Uniform Loads (pQ Concentrated Loads (Ib) Vert: 1-8=-24.0 vsrt: 19r300.0 12) 11th Sprinkler Load: Lumberlncm-e=195, Plats Insnsra=l.25 uniform Loa& (PQ Concenmtsd Loads Ob) Vert: 1-8-24.0 vat: 21r300.0 $A. TWS ,"SS Type Plv Qtv A0398 Landmark Truss and Lumber, Abbotdmd. B.C., V2T-SL4 4.m 5RT 8 Oct I51Wl M iTsk Industries, Inc. Tus Jan 15 69 .. .. 44 31) 2002 P age 1 1 1 GElZ FLOOR R1150310 Ioptimal) Scale = 1:17.3 2x4 II 1x4 x 1 1x4 11 1x4 11 20 2 1x4 11 21 3 22 4 24 6 25 7 26 8 27 9 1x4 11 23 1x4 11 5 1x4 11 1x4 II 1x4 11 3x4 = 1x4 11 1x4 II 1x4 II 1x4 II 1x4 11 1x4 II Plata Offsets 1X.V): SPACING LOADING (PSI) 1:Edgs.O-1-81, 119.0 0 8.0-1 81 HonITL) 0.00 10 nh (Matrix) WB 0.08 WaiQht: 37 Ib 1st LC LL Mi" lldsfl = 360 Code UEC97/ANS196 BCDL 8.0 Rap Stress lncr NO VartrrU "lo - "la BCLL 0.0 BC 0.06 MI120 197/144 VSrtILL) "la - "le Lumbar Increase 1.00 TCDL 12.0 TC 0.26 PLATES GRIP DEFL in IIoEI lldafl CSI 2-0-0 Pl.t.8 1ncrsass 1.00 TCLL lW.O .__ . LUMBER TOP CHORD 4 X 2 SPF No2 BOT CHORD 4 X 2 SPF No2 WEBS OTHERS 4 X 2 SPF Stud 4 X 2 SPF Stud BRACING TOP CHORD Sheathed OT 6-0-0 OE purlins, except end verticals. BOT CHORD Riiid ceiling directly applied 01 6-0-0 OF bracing. REACTIONS (Iblsizs) 18=114/10-4-8, 10=103/10-68, 17=322/10-4-8, 16=320/10-4-8. 16=320/10-4-8. 14=321/10-68, 13=318/104-8. 12=328/10-4-8. It =2861101-8 Max Uplift18=-12lloed cass4). 10=-23(losd case 91 Max Grsv 18=309(load case 2). 10=316(losd case 11). 17=360llwd case 141, 16=360llosd o.%e 16). 16=360llead case 16). 14=360(load case . . -. . , . . . . 17). 13=3491load case 18). 12=3511Ioad case 191. 11 =343liaad case 20) MiTek MiTek Industries, Inc. 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 USA TELEPHONE (916) 631 781 I FAX (91 6) 631 8225 Re:AO399 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Landmark Truss Pages or sheets covered by this seal: R11503 11 thruR1150316 My license renewal date for the state of California is September 30, 2004. L 'SILOAM . STRUCTURAL ENGINEERING CONSULTANTS Review is Only for general conformance of the submittal with information given and the design concept expressed in Ihe Gmtract Documiats. Comments made dunn hs review do not relieve the Contractw from campliance with &requirements of those Contract Documents. The Contractor is responsible for confirming and correlating ail quantities, dimensih, stte conditions, mstruclion means, methcds, seguences, pmceduw and the cwrdinalion of ail bades. @ No Exception Taken 0 See Notations 9 Rem 0 Rebise and Resubmit P Returned without Review D Submit Specified Item CLIENT Pmj& Number: Consultant Project Number: ,ALLPIY~~~I~~~~ +QhtwW&tb~~AUm MIS' \/22/02 By: M. 5. kWlw) /Wb BE dW1HEP By OM- "-==.9 January 15,2002 yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the responsibility of the building designer, per ANSVIPI-1995 Sec. 2. truss components shown. The suitability and use of this component for any particular building is the 4 3x4 = 1x4 11 3x4 11 4x10 = 1x4 11 1x4 11 3x8 FP= 1x4 I 3x4 :: 4x10 ~~ 1x4 : 1x4 11 1 20 2 21 3 22 4 5 6237 24 8 25 9 26 10 27 11 16 4x8 ~7~ 17 4x10 16 15 14 13 3x4 = 3x6 FP 2x8 SP- 4x1 0 3x4 = TCLL 40.0 LOADING (psf) SPACING 2-0-0 ! DEFL in (loc) llden PLATES GRIP Plates Increase 1.00 CSI TC 0.54 ' Vert(LL) -0.37 13-15 ,666 TCDL 12.0 Lumber Increase 1.00 BC 0.67 ' Vert(TL) -0.56 13-15 ,445 BCLL 0.0 BCDL 8.0 Rep Stress lncr NO WE 0.84 ~ Hon(TL) 0.10 12 nla Code UBC97lANS195 (Matrix) 1st LC LL Min lldefl = 360 Weight: 84 Ib I MI120 1971144 ~~ ~~~ ~~ LUMBER TOP CHORD 4 X 2 SPF 21OOF 1.6E BOT CHORD 4 X 2 SPF 21OOF 1.6E WEBS 4 X 2 SPF Stud ~~ -~ TOP CHORD Sheathed or 6-0-0 oc pudins, except end venicals BRACING BOT CHORD Rigid ceiling directly applied or 104-0 ~1 bracing. REACTlONS(1blsize) 12=124710-3-8. 16=1254/Mechanical FORCESllh\ - First I "ad Case Onlv ~ . "" "" TOPCHORD 1-18=-110. 12-19=-~07. 11-19=-107. 1-20=0. 2-20=0, 2-21.-3614, 3-21=-3614, 3-22=-3614, 4-22=-3614, 4-5=4763.58=4763, 6-23=-4763, 7-23=4783. 7-24=-4783. 8-24=4783. 6-25=-3615, 9-25=-3615.9-26=-3615, 10-26=-3615. 10-27=-5, 11-27=-5 BOTCHORD 17-16=2116,16-17=4461, 15-16=4783. 14-15=4465.13-14=4465, 12-13=2117 WEBS 8-15=361.4-16=379,616=-151. 7-15=-141 10-12=-2384.2-18=-2369, 10-13=1700, 2-17=1699, 9-13=-252. 3-17=-258, 6-13.-965, 4-17=-962. not erect truss backwards LOAD CASE(S) Standard 1x4 I' 1x4 ~~ 3x4 1: 4x8 = 1 16 2 17 3 18 4 19 5 20 6 21 7 22 8 1x4 ,' 3x4 ~ 3x4 r~ 1 x4 4x8 ~~ 14 3x8 : 13 12 11 10 4x8 1x4 ,I 1x4 !I 4x8 17-0-4 LOADING (psf) ' SPACING TCLL 40.0 2-0-0 Plates Increase 1.00 CSI DEFL TC 0.54 Verl(LL) -0.16 12 >999 in (loc) lldefi PLATES GRIP TCDL 12.0 Lumber increase 1.00 BC 0.50 Verl(TL) -0.25 11-12 ,815 BCLL 0.0 Rep Stress incr NO BCDL 8.0 WB 0.59 Ccde UBC971ANS195 Horz(TL) 0.05 9 nla IMaIrixl 1st LC LL Min ildefl= 360 Weiohl: 69 Ib MI120 1971144 LUMBER TOP CHORD 4 X 2 SPF 21OOF 1.8E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 60-0 oc purlins, except end verlicals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb1size) 14=10061Mechanical. 9=100010-3-8 FORCESllb) - First Load Case Onlv ~~~~~~ ~~~. . TOPCHORD 1-14=-110. 9-15=-168, 8-15=-108, 1-16=0, 2-16=0, 2-17=-2684, 3-17.-2684. 3-18=-2684, 4-18=-2684 BOTCHORD 13-144843, 12-13=3071, 11-12=3071, 10-11=3071,9-10=1641 WEBS 7-9=-1847, 2-14=-1855. 7.10.1184, 2-13=1181, 6-10.-272, 3-13=-270, 5-IO=-436.4-13=-437. ,4-19=-3071. 5-19=-3071. 5-20=-2685,6-20=-2685.6-21=-2685. 7-21=-2685. 7-22=-5,s-22;;-5 4-12=13. 5-11=14 NOTES 2) Refer to girder(s) for INSS lo INSS Connections. 1) This INSS has been checked for unbalanced loading wnditions. 4) This INSS has been designed for a moving concentrated load of 250.0ib iivs and 50.01b dead located at all 3) This tNsS has been designed with ANSUTPI 1-1995 criteria. 5) Recommend 2x6 strongbacks, on edge. spaced at 10-0-0 oc and fastened Io each truss with 3-166 nails. 6) CAUTION, Do not erect INSS backwards. ail panel pints along the Top Chord, nonmnwnent with any other live loads. attached lo wails at their Outer ends or restrained by other means. NOTES 2) Refer to girder(s) for INSS lo INSS Connections. 1) This INSS has been checked for unbalanced loading wnditions. 4) This INSS has been designed for a moving concentrated load of 250.0ib iivs and 50.01b dead located at all 3) This tNsS has been designed with ANSUTPI 1-1995 criteria. 5) Recommend 2x6 strongbacks, on edge. spaced at 10-0-0 oc and fastened Io each truss with 3-166 nails. 6) CAUTION, Do not erect INSS backwards. ail panel pints along the Top Chord, nonmnwnent with any other live loads. attached lo wails at their Outer ends or restrained by other means. LOAD CA?.E(S) Standard mid panels and at Strongbacks lo be January 15,2002 1x4 11 Scale= 1:12.5 4 5 3x4 5-94 ~ ~ LOADING (psf) SPACING 2-0-0 CSI in (loc) ildefl PLATES TCLL 100.0 Plates Increase 1.00 DEFL TC 0.88 TCDL 12.0 VertILL) -0.03 5-6 ,999 Lumber Increase 1.00 BC 0.35 BCLL 0.0 VertITL) -0.05 5-6 ,999 BCDL 8.0 Rep Stress lncr NO Code UBC971ANS195 WE 0.27 ' Horz(TL) 0.01 5 nla GRIP 1971144 MI120 (Matrix) 1st LC LL Min lldeflr 360 Weight: 26 ib TOP CHORD 4 X 2 SPF No.2 LUMBER BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud ~ ~. BRACING TOP CHORD Sheathed or 5-9-4 oc pudins. except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) 8-65610-2-12. 5=6701Mechanical TOPCHORD 8-9=-204, 1-9=-204. 4-5=-246, 1-10=-9. 2-10=-9, 2-11=-761. 3-11=-761. 3-12=0, 4-12=0 FORCES(lb1- First Load Case Only WEBS BOT CHORD 7-8=761, 6-7=761. "761 3-5=-859.2-8=-872, 2-7=86. 3-6=-32 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Refer to girder@) for truss lo t~ss Connections. 4) This truss has been deslgned with ANSlllPl 1-1995 criteria. 3) Pmvide mechanical wn?eaion (by others) of INSS to bearing plate at joint(s) 8. 5) This t~ss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and ai 6) Recommend 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened lo each INSS with 3-16d nails. Strongbacks lo be all panel points along the Top Chord, nOnCDncUnent With any other live loads. 7) CAUTION, Do not erect ~NSS backwards. attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard January 15,2002 1 Scale = 1:9.4 LOADING (psf) TCLL 40.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 ~ ~~ 6 LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud 4x6 : 4 SPACING 2-0-0 ~ CSI Plates Increase 1.00 TC 0.41 Lumber Increase 1.00 Rep Stress lncr NO BC 0.05 Code UBC97lANS195 WB 0.41 (Matrix) DEFL Vert(LL) -0.01 in (loci ,;If1 VertITL) -0.01 5 >999 Horz(TL) -0.00 4 nla 1st LC LL Mi" Vdefl = 360 ~~~ PLATES GRIP MI120 1971144 Weight: 14 Ib BRACING TOP CHORD Sheathed or 2-7-2 oc pwins, except end verticals BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. REACTIONS (Iblsize) 6=686lMechanicel. 4=686lMechanical FORCES(lb) - First Load Case Only TOP CHORD 14=-670, 3-4=-670. 1-7=-549.2-7=-549, 2-8=-549, 3-8s-549 BOT CHORD 54=-0.4-5=0 WEBS 2-5=-1216, 1-5=822, 3-5=822 NOTES 2) Refer to girder($) for truss to truss wnnections. 1) This truss has been checked for unbalanced loading wndilions. 4) Load easels) 2, 3. 4.5, 6 has been modified. Building designer must review loads to verily that they are correct for the 3) This truss has been designed With ANSlmPl 1-1995 criteria. 5) This truss has been designed for a moving wncentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) Recommend 2x6 Strongbacks, an edge, Spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks lo be 7) Special hanger(s) or conneaion(s) required to support wncentrated load(s) 1076.01b down at 1-3-9 on top chord. Design for intended use of this truss. all panel points ab% the Top Chord, nmwncurrant with any other live loads. anached to walls at their outer ends or restrained by other means. unspecified connection(s) is delegated to the building designer. LOAD CASEIS) Standard Exce~t: 1 Loads (plf) ttraled Loads llb) Vert 46=-16.0, 1-3=-104.0 1) Floor: L Uniform cancer Vert: 2.-1076.0 2) 1st Sprinkler Load Lumber Increase=1.25, Plate ln~ase=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 4-6=-16.0, 1-3=-24.0 Vert: 1=-300.0 2=-35&7 3) 2nd Sprinkler Load Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Veh 4"16.0.1-3=-24.0 Vert: 2=-358.7 7=-300.0 4) 3rd Sprinkler Load Lumber lncrease=1.25, Plate lnmase=1.25 Uniform Loads blf) ert: 44=. .O. 1 . 3- " 24. &nlled&~&2i'<~t6ii; d<,si,yrz ,~twm<'r<,r.s oud KEA11 N0TF.S ON 7Hl.S AjVD KEI~IKSE SIDE REFORE USE DBPD~ valld lor use only with MITeL conn~clar6. This dssian is based onlv upon Parame18rs shown. and is lor an individual January 15,2002 \ \ \ \ % 54x10 I / LOADING (psf) TCLL 40.0 SPACING Plates Increase 1.00 TC 0.74 , Vert(LL) -0.02 5 ,999 TCDL 12.0 Lumberlncrease 1.00 ~ BC 0.06 Vert(TL) -0.02 5 ,999 MI120 1971144 BCLL 0.0 ! Repstress lncr NO , WB 0.72 BCDL 8.0 ' Code UBC97/ANS195 ~ IMatrixI 2-06 CSI DEFL in (loc) Ildefl PLATES GRIP Horz(TL) -0.00 4 "la 1st LC LL Min lldefl = 360 ~ Weioht: 19 Ib LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 4-2-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTlONS(Ib1size) 6=91710-5-8. 4=917lMechanical FORCES(1b) - First Load Case Only TOP CHORD 1-6=-899, 34=-899, 1-7=-1212, 2-7=-1212, 2-8=-t212, 3-8=-1212 m-n runan L- WEBS 2-5=-1595, "1459, 3.54459 NOTES 2) Refer to girder(s) for twss to truss connections. 1) This Iwss has been checked for unbalanced loading wnditions. 3) This INSS has been designed with ANSlITPl 1-1995 aiteria. 4) Load case(s) 2, 3, 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the 5) This truss has been designed for a moving wncentrated load of 250.01b live and 50.01b dead 1-ted at all mid panels and at 6) Recommend 2x6 stmngbacks. on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be 7) Special hanger@) or wnnection(s) required lo support wncentrated load($) 1341.01b down ai 2-4-8 on top chord. Design for _.._" intended use Of this tNSS. all panel points abng the Top Chord nomuTrent with any other live loads. anached to walls at their Outer ends or restrained by other means. unspecified wnnectian(s) is delegated lo the building designer. LOAD CASE(S) Standard Except: 1) Floor: Lumber lncrease=1.00, Plate lnuease=1.00 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 4-6=-16.0, 1-3=-104.0 vert: 2=-1341.0 Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) 2) 1st Sprinkler Load Lumber Inuease=1.25, Plate Increase=1.25 Vert: 4-6=-16.0. 1-3=-24.0 Vert: 1=-300.0 2=-447.0 3) 2nd Sprinkler Load: Lumber Increase=1.25, Plate lncrease=1.25 Vert: 4-6=-16.0, 1-3=-24.0 Vert: 2147.0 7=-300.0 4) 3rd Sprinkler Load: Lumberlncrease=l.25. Plate Increase=1.25 (&n~((&,&&&2ii~ril; d~~igrz pti~,ruwr~~r.s umi REA[) ,VOTES ON TfllS AN0 REVERSE SIOI: IIEb'OKE USE I Vert: 4-6=-16.0. 1-3=-24.0 January 15,2002 LOAD CASE(S) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) 5) 4th Sprinkler Load Lumber Increase=1.25. Vert: 2=-447.0 8=-300.0 Vee: 4-6=-16.0. 1-3.24.0 Vert: 3=-300.0 2=-447.0 6) 51h Sprinkler Load Lumber Increase=1.25, Vert: 46=--16.0, 1-3=-24.0 Vert: 2=-747.0 Plate lnaease=1.25 Plale Increase=t.25 .. I Pial institute, 583 D'Onafrio Drive, Madi*on,WI 53719 MiTek Indushies, Inc. 27 6x1 0 7x12 26 25 24 23 7x8 ~~= 3x12.5 MI116 FP 2x4 SPY7 6x8 L 22 21 20 6x10 y~ 3x125 MI116 FP - 6x1 0 6x12 ~~ 6x10 - LOADING (psf) SPACING TCLL 40.0 Plates Increase 1.00 ' TC 0.56 24-0 ! CSI TCDL 12.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.99 22-24 ,300 ~ MI116 BCLL 0.0 Rep Stress lncr NO WB 0.95 Horz(TL) 0.15 18 nla BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Ildefl = 360 ! Weight: 202 Ib Vert(LL) -0.6: 2$%) ,453 DEFL Ildefl i PLATES GRIP MI120 1971144 127182 LUMBER TOP CHORD 4 X 2 DF-N 2400F 2.0E BOT CHORD 4 X 2 DF-N 2400F 2.0E WEBS 4 X 2 SPF Stud REACTlONS(Ib1size) 18=202010-3-8, 27=332110-2-12 TOP CHORD FORCES(ib) BOT CHORD WEBS BRACING TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ~ ~~ NOTES 1) This INSS has been checked for unbalanced loading conditions. 2) All plates are MI120 plates unless Othewise indicated. 3) Provide mechanical connedion Ibv Others1 of truss lo bearino date at iointisl 27 4) This kUSS has been designed Mi6ANSITiPI 1-1995critena." ~ ~ ~ '~ ~'~' ~ 5) Loadcase(s)2. 3.4, 5, 6, 7, 8, 9. 10, 11, 12, 13, 14, 15, 16, 17, 18, 19. 20. 21, 22, 23, 24, 25, 26. 27.28, 29. 30, 31, 6) This 1NSS has been designed ?or a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 32 has been modified. Buildin designer must review loads to venfy that they are correct for the intended use of this tN55. 7) Recommend 2x6 stmngbacks. on edge. Spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks lo be all panel points along the Top Chord. nonwncunenl with any other live loads. 8) Speual hanger(%) or connection(s) required to support concentrated load@) 10OZ.Olb down at 3-1 1-0. and 686.01b dawn at anached to walls at their Outer ends or restrained by other means. 5-11-0, and 686.01b down at 8-4-0 on top chord. Design for unspecified connection@) is delegated to the building designer. LOAD CASE(S) Standard Except: 1) Flooc Lumber lncrease=1.00. Plate lncrease=l.OO Uniform Loads klfl LOAD CASE(S) 3) 2nd Sprinkler Load: Lumber increase=l.25, Plate lncrease=1.25 Uniform Loads (pif) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Vert: 18-27=-16.0. 1-171-24.0 Vert: 3434.0 5;-228.7 7-228.7 30=-300.0 4) 3rd Sprinkler Load: Lumber Increase=1.25, Plate Increase=1.25 Vert: 18-27=-16.0, 1-17=-24.0 5) 4th Sprinkler ~oad Lumber Increase=l.%, PIate Increase=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 31=-300.0 Vert: 18-27=-16.0. 1-171-24.0 U"if0 Concentrated Loads (Ib) unifo- I "A" ,^I,\ Concn,...ru LWYD I,", U"ifC Vert: 3.434.0 5;-228.7 7-228.7 30=-300.0 4) 3rd Sprinkler Load: Lumber Increase=1.25, Plate Increase=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 31=-300.0 5) 4th Spri?kler,Lyd: Lumber Increase=l.%, PIate Increase=1.25 Concentrated Loads (Ib) Uniform Loads (plf) Vert: 3=-334.0 5=-228.7 7=-228.7 32=-300.0 6) 5th Sprinkler Load: Lumber lncrease=1.25, Plate Increase=l.25 vn+ m.77=.w.n ~.??=.?Ao Concentrated Loads (Ib) ."._. . .. 71 6th sorinkler ~oad Lumber lncrease=1.25, Plate Inuease=I.ZS Vert: 3~334.0 5=-228.7 7=-228.7 33=-300.0 Unifoim Loads (plf) Vert: 18-27=-16.0, 1-17=-24.0 Concentrated Loads (Ib) Uniform Loads (plf) concentrated Loads (lb) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concsntrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (pif) Concentrated Loads (lb) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Vert: 3=-334.0 5.-228.7 7=-228.7 34=-300.0 8) 7th Sprinkler Load: Lumber Increase=l.25, Plate Increase=1.25 Vert: 18-27=-16.0, 1-17=-24.0 9) 8th Sprinkler ~oad Lumber Increase=1.25. Plate lnwease=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 35=-300.0 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3=-334.0 5;-228.7 7=-228.7 36=-300.0 10) 9th Sprinkler Load: ~urnber Increase=l.25, Plate lncrease=1.25 Veh 18-27=-16.0, 1-17=-24.0 11) loth Sprinkler Load: Lumber Increase=1.25, Plate Increase=1.25 Vert: 3=.334.0 5=-228.7 71-228.7 37=-300.0 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 38s-300.0 12) 11th Sprinkler ~oad Lumber 1ncrease=1.25. Plate lncrease=t.25 Vert- 18-27=-16.0. 1-17=-24.0 13) 12th Sprinkler Load: Lumber Increase=1.25, Plate lncrease=t.25 Vert: 12=-300.0 3=-334.0 5=-228.7 7=-228.7 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3.-334.0 5=-228.7 7=-228.7 39=-300.0 14) 13th Sprinkler Load: Lumber lncrease=1.25. Plate Increase=1.25 Vert: 18-27=-16.0. 1-17=-24.0 15) 14th Sprinkler Load: Lumber lncrease=1.25, Plate lncrease=1.25 Vert: 3=-334.0 5;-228.7 7=-228.7 40400.0 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 41=-300.0 16) 15th sprinkler Load: Lumber Increase=l.25. Plate Increese=j.25 Vert: 18-27=16.0. 1-1744.0 171 16th SDrinkler ~oad Lumber Inuease=1.25, PIate lncrease=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 42=-300.0 Unit& Loads (plf) Vert: 18-27.-16.0. 1-17=-24.0 Concentrated Loads (Ib) Vert: 17=-300.0 3=-334.0 5=-228.7 7=-228.7 18) 17th Sprinkler ~oad Lumber 1ncreasell.25, Plate Increase=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 18-27=-16.0, 1-17=-24.0 191 18th SDrinkler ~oad umber Increase=l.ZS, Plate Incraase=1.25 Vert: 1=-300.0 3=-334.0 5=-228.7 7=-228.7 R1150316 I I LOAD CASE(S) Concentrated Loads (Ib) Uniform Loads (plf) 20) 19th Sprinkler Load: Lumber lmmae=l.25. Plate lncrease=1.25 Vert: 1=-300.0 3.-334.0 5-228.7 7=-228.7 Vert: 18-27=-16.0. 1-17=-24.0 Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Vert: 3=-334.0 5=-228.7 7=-228.7 2=-3CQ.O 21) 20th Sprinkb Load. Lumber lncresse=1.25. Plate lncrease=1.25 Vert: 1&27=-16.0, 1-17=-24.0 Vert: 3=-634.0 5;-228.7 7=-228.7 22) 21st Sorinkler Load: Lumber Increase=1.25. Plate Innease=l.25 ' Uif& Loads (pK) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (pK) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (ib) Uniform Loads (plf) Vert: 18-27=-16.0. 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 4=-3CQ.O 23) 22nd Sprinklw Load Lumber Incmase=1.25, Plate lnnaase=l.25 Vert: 18-27;;-16.0. 1-17.24.0 Vert: 3=-334.0 5=-528.7 7=-228.7 24) 23rd Sprinkler Load: Lumber Increase=l.25. Plate Increase=l.25 Vert: 18-27=-16.0. 1-17=-24.0 25) 24th Sprinkler Load: Lumber lnneasa=1.25. PI% hcrease=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 6=-300.0 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-528.7 26) 25th Sprinkler Load. Lumber Increase=1.25, Plate huease=1.25 Vert: 18-27=-16.0, 1-17=-24.0 27) 26th Sprinkler Load: Lumber lnnease=3.25. Plate hcrease=1.25 Vert: 3=-334.0 51-228.7 7Q28.7 9=-300.0 Vert: 18-27=-16.0. 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 10=-300.0 28) 27th Sprinkler LO&. Lumber Increase=1.25, Plate hcrease=1.25 Vert: 18-27=-16.0. 1-17;;-24.0 Concentrated Loids (Ib) ' Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (pK) Concentrated Loads (Ib) 29) 28th sprinkler Load, Lumber Increase=l.25. Plate Increase=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 1 1=-300.0 Vert: 18-27=-16.0. 1-17;-24.0 Vert: 31-334.0 5.-228.7 7=-228.7 13=-300.0 301 291h Sprinkler Load: Lumbw Increase=1.25, Plate Increase=1.25 Vert: 18-27=-16.0. 1-17=-24.0 31) 30th sprinkler LO&: Lumber lncrease=1.25, Plate lncrease=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 14=-300.0 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 15--3w.O 321 31sl Sprinkler Load Lumbw In~ease=1.25, Plate lncrease=1.25 Vert: 18-27=-16.0. 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 16=-300.0 M iTe k" MiTek Industries, Inc. 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 USA FAX (916) 631 8225 TELEPHONE (916) 631 781 I Re:A0398 The truss drawing(s) referenced helow have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Landmark Truss Pages or sheets covered by this seal: R1150285 thru R11503 IO My license renewal date for the state of California is September 30, 2004, Yu, Ray January 15,2002 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSbTPI-1995 Sec. 2. ~ 120-8 ~~~ 12-6-8 256-8 Piate OffgJS KY): ~6:0-1~~~Ed~~e]~[70-f-8,€dge].~[14Edge.0"8j. [2~Edge,O-i-BJ.~~3~L)P-8,0-1-8] LOADING (psf) SPACING TCLL 40.0 2-04 Plates Increase 1.00 CSI DEFL Iidefl ~ PLATES GRIP TCDL 12.0 TC 0.98 in ven(LL) -0.81 18"! ,375 Lumber Increase 1.00 BCLL 0.0 BC 0.96 Vert(TL) -1.22 16-17 ,250 MI120 1971144 Repstress lncr YES , WB 0.96 MI116 Horz(TL) 0.18 14 nia BCDL 8.0 ' Code UBC97iANS195 , (Matrix) ~ 1st LC LL Min lldefl = 360 Weight: 108 Ib 256% ~~ ~ ~~ ~ ~~ 127182 LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud ~~~ BRACING TOP CHORD Sheathed or 3-8-6 oc pudins, except end venicals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTlONS(1blsize) 14=152110-3-12, 22=1515/0-1-12 FORCESflhl- First I old Case nnlv ~ TOPCHORD 22-23=-113, 1-23=-(13, 13-14=-112, 1-24=-5 2-24=-5. 2-25=-4570 3-25-4570. 3-26=-4583, 4-26=-4583,4-27=-6789,5-27=-6789, 5-28=-6789.6-28=-6789,6-i9=-7002,7-29=-7002, 7-30=-6800 8-30=-6800.8-9=-6800,9-31=-6800. 10-31=-6800, 10-32=-4542, 11-32=-4542, 11-333-4529. TZRR=-~S?O i7.wEn iA.=.d=n BOT CHORD 21-22=2687,20-21=5968, 19-20=5968. 18-19r7002, 17-18=7002, 16-17=7002, 15.16~5938, i4-15=7RRR . - . . . ". , . - - . -, . - - . - WEBS 4-21=-1562. 10-16=979, 4-19=932.8-16=-282, 5-19=-207. 7-16;-228, 6-19485, 6-18=88. 7-17=-58 12-14=-2970,2-22=-3011,2-21=2165. 12-15=2180. 11-15=-254.3-21=-250, 10-15=-1575. . . . . -. . . NOTES 1) This INSS has been checked for unbalanced loading conditions. 2) All plates are MI120 plates unless othewise indicated. 3) Provide mechanical WnneCtion (by others) of INS lo beadng plate at joint(s) 22. 4) This INS$ has been designed with ANSllTPl 1-1995 aiteda. 5) This tNss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) Recommend 2x6 strongbacks. on edge, spaced at 10-0-0 oc and fastened lo each truss with 3-16d nails. Stmngbacks to be all panel points along the Top Chard, nonconcurrent with any Other live loads. 7) CAUTION, Do not erect truss backwards. attached to walls at their Outer ends or restrained by other means. LOAD CASE@) Standard January 15,2002 TCLL 40.0 LOADING (psf) SPACING 2-0-0 Plates Increase 1.00 TC 0.90 ! Vert(LL) -0.7! id!?) >E?" TCDL 12.0 Lumber Increase 1.00 BC 0.91 MI120 BCLL 0.0 Vert(TL) -1.08 16-17 ,277 Rep Stress lncr YES WB 0.94 MI116 BCDL 8.0 Horz(TL) 0.15 13 nle Code UBC971ANS195 (Matrix) 1st LC LL Min lldefl = 360 Weight: 108 Ib CSI ~ DEFL PLATES GRIP 1971144 1761121 TOP CHORD 4 X 2 SPF 2100F t.8E LUMBER WEBS BOT CHORD 4 X 2 DF-N 2400F 2.OE 4 X 2 SPF Stud REACTlONS(IWsize) 13=149610-3-12, 20=148910-1-12 BRACING TOP CHORD Sheathed or 4-7-1 oc purlins. except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ~~ NOTES 1) This truss has been checked for unbalanced loading wnditions. 2) All plates are MI120 plates unless othewise indicated 4) This ~NSS has been designed with ANSInPI 1-1995 criteria. 3) Provide mechanical WnneCtion (by others) of INSS to bearing piate at joint(s) 20. 5) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) Rewmmend 2x6 strongbacks. on edge, spaced at 10-0-0 M: and fastened to each truss with 3-16d nails. Stmngbacks to be all panel points along the Top Chord, nonconcurrent with any Other live loads. 7) CAUTION, 00 not erect truss backwards. attached to walls at their outer ends or restrained by Other means. LOAD CASE(S) Standard TCLL 40.0 LOADING (psf) SPACING 2-0-0 CSI Plates Increase 1.00 TC 0.70 , Vert(LL) -0.57 l$$? ,482 TCDL 12.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.86 16-17 ,323 MI120 1971144 MI116 127182 BCDL 8.0 Code UBC971ANS195 I (Matrix) l 1st LC LL Min Udefl = 360 Weight: 92 Ib DEFL in lldefl PLATES GRIP BCLL 0.0 Rep Stress lncr YES , WB 0.98 ~ Harz(TL) 0.13 13 nia ~~~ ~ , ~ ~ ~~~ LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 56-0 oc purlins, except end veflicals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTlONS(1blsize) 13=138410-3-12. 20=137710-1-12 TOP CHORD FORCES(lb) - First Load Case nnlv WEBS BOT CHORD NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates are MI120 plates unless othewise indicated. 3) Pmvide mechanical connection (by others) d INSS to beating plate at joint($) 20. 4) This truss has been designed with ANSInPi 1-1995 Mteria. 5) This t~ss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and a1 6) Recommend 2x6 strnngbacks, an edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be all panel points along the Top Chord nonconcurrent wilh any other live loads. 7) CAUTION, Do not erect truss backwards. anached lo walls at their outer ends or restrained by other means. LOAD CASE(S) Standard January 15,2002 $0 4x8 : 19 4x12 ~: 18 17 16 15 14 3x4 = 3x6 1 3x15 MI116 FP 1x4 ,' 4x12 13 4x8 vsa '1o;O0 22-114 22-11-4 Plate~Oifgls(X.Y): [70-1-8,Edge], [T3€dg6.0-1-81, [18iO-1-8,Edge], [2rTEdg$O:t81, [21:04-8,0-1-8] . LOADING (psf) TCLL 40.0 SPACING Plales Increase 1.00 24-0 CSI DEFL TCDL 12.0 TC 0.68 VertILL) 4.54 16-17 ,503 in (lac) Ildefl ' PLATES GRIP Lumber Increase 1.00 BC 0.73 VertITL) 4.81 17 ,337 MI120 1971144 BCLL 0.0 Rep Stress lncr YES WB 0.96 HorzITL) 0.13 13 n/a BCDL 8.0 MI116 127182 Code UBC971ANS195 ' (Matrix) 1st LC LL Mi" lldefl= 360 Weight: 91 Ib LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF Stud REACTlONS(Ib1size) 13=1365/Mechaniwl, 20=135910-1-12 BRACING TOP CHORD Sheathed or 5-7-8 oc purlins. except end VeRiwb. BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. ~~ ~~~ NOTES 2) All plates are MI120 plates unless otherwise indicated. 1) This truss has been checked for unbalanced loading conditions. 4) Pmvide mechanical connection (by others) of truss lo bearing plate at joint@) 20. 3) Refer lo girder@) for INS to INSS connections. 5) This tNSS has been designed with ANSKPI 1-1995 criteria. 6) This INSS has been designed for a moving mncentated load of 250.01b live and 50.01b dead located at all mid ail Panel pints along the Top Chord, nonmncurrent with any other live loads. 7) Remmmend 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened to each tNSS with 3-16d nails. Stn anached lo walls at their outer ends or restained by other means. 8) CAUTION, DO no1 erect tNSS backwards. LOAD CASE@) Standard panels and at mgbacks to be 1 12:16 !E$ 25-76 25-70 1 PlgeCHGts (X,Y): [7:0-1-8,Edge], [8:0~14,EageI, [14?Edge,O+8], [22~Edge,~i~~J~~~~O~~"8.0-1-8] LOADING (psf) SPACING TCLL 40.0 Plates Increase 1.00 , TC 0.98 ~ Ven(LL) -0.82 17-18 ,374 TCDL 12.0 Lumber Increase 1.00 ~ BC 0.96 ~ Vert(TL) -1.22 17-18 ,249 BCLL 0.0 Repstress lncr YES i WE 0.96 ~ Horz(TL) 0.18 14 "la BCDL 8.0 Code UBC97lANS195 (Matnx) 1st LC LL Min lldefl= 360 ~~~ ~~ 2-0-0 CSI i DEFL in (kc) lldefl PLATES GRIP MI120 1971144 MI116 127182 Weight: 108 Ib ~~~ ~~~ ~ ~~~ LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 3-8-2 oc purlins. exwpt end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTlONS(1blsize) 14=152410-3-12, 22=151710-1-12 FORCESllb) - Firs1 Load Case Onlv TOPCHORD 22-23=-113. 1-23=-?13, 13-14=-112, 1-24=-5. 2-24=-5 2-25=4580 3-25=-4580, 3-26=4592, 4-26=-4592, 4-27s-6808, 527=-6808, 561-6808. 6-28'=-6808 7-28'=-6808, 7-29=-7026.8-29=-7026 8-301-6818, 9-30=-6818.9-31=-6818, 10-31=-6818, 10-32=4&1, 11-324551. 11-33=-4538, BOT CHORD 21-22=2692,20-21=5982. 19-20=7026, 18-19-7026, 17-18=7026, 16-17=5952. 15-16=5952, 12-33=-4538, 12-34=0, 13-34=0 WEBS 14-15=2638 4-21=-1568, 10-17=984, 4-20=938. 9-17=-262, 6-20=-209. 8-17=-234, 7-20=-288, 7-19=85,8-la=-55 12-14=-2976. 2-22=-3017, 12-15=2185, 2-21=2170, 11-15=-254. 3-21=-250, 10-15=-1580. ~~~~~~ ~". . NOTES 1) This t~ss has been checked for unbalanced loading wnditions. 2) All plates are MI120 plates unless otherwise indicated. 4) This tNSS has been designed with ANSlITPl 1-1995 criteria. 3) Provide mechanical wnnection (by others) of tNSS to bearing plate at joint(s) 22. 5) This truss has been designed for a moving wncentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) Recommend 2x6 slmngbacks, on edge, spaced at 10-0-0 oc and fastened to each tNss with 3-16d nails. Strongbacks to be all panel points along the Top Chord, nonconcurrent with any other live loads. anached to walls at their outer ends or restrained by Other means. 7) CAUTION, Do not erect tNSS backwards. LOAD CASE@) Standard January 15,2002 I -___ 2-60 20 19 18 17 16 15 4x8 1: 4x8 ~ 3x6 ~ 1x4 I1 3x12.5 MI116 FP - 4x8 14 3x8 :: 13 4x8 = 25-1-14 LOADING (psf) TCLL 40.0 SPACING 2-0-0 ' CSI 1 DEFL in (loc) llden Plates Increase 1.00 TC 0.90 ! Vell(LL) -0.73 16-17 ,408 PLATES TCDL 12.0 Lumber Increase 1.00 BC 0.92 Verl(TL) -1.09 16-17 ,274 MI120 BCLL 0.0 Rep Stress lncr YES WB 0.94 Horz(TL) 0.15 13 nia MI116 BCDL 8.0 Code UBC97lANS195 (Matrix) 1st LC LL Min Ildefl = 360 Weight: 109 Ib ~I ~~ GRIP 1971144 1761121 TOP CHORD 4 X 2 SPF 2tOOF t.8E LUMBER BOT CHORD 4 X 2 DF-N 2400F 2.OE WEBS 4 X 2 SPF Stud ~ ~~~~ ~ REACTlONS(Ib1size) 13=1498iMechanical. 20=149210-1-12 BRACING TOP CHORD Sheathed or 4-6-8 oc purlins. except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This INSS has been checked for unbalanced loading conditions. 2) All plates are MI120 plates unless othewise indicated. 3) Refer to girder@) for INSS to tNSS connections. 4) Provide mechanical wnnection (byolhen) of tNSS to beanng plate atjoint(s) 20. 5) This tNSS has been designed with ANSllTPl 1-1995 criteria. 6) This tNSS has been designed for a moving wncentrated load of 250.01b live and 50.01b dead located at al all panel points along the Top Chord. nonwncunent with any other live loads. 7) RBcOmmend 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened lo each truss with 3-16d nails. attached lo walls at their outer ends or restrained by other means. 8) CAUTION, DO not erect INSS backwards. LOAD CASE[S) Standard I mid panels and at Strongbacks to be 1 1x4 1' 3x4 = 1x4 11 1x4 .~ 4x10 I: 1 20 2 21 3 22 4 5 6 237 24 8 25 9 26 10 27 11 1x4 ,I 3x6 FP= 1x4 3x4 = 1x4 11 4x10 z 1x4 1 ?8 4x8 17 4x10 16 15 14 13 3x4 = 3x6 FP 3x4 :~ 2x8 SP = 4x10 :~ 12 4x0 LOADING (psf) SPACING ~ DEFL in (IOC) lldefi ' PLATES GRIP 2-0-0 ~ CSI TCLL 40.0 , Plates Increase 1.00 , TC 0.89 ! Veri(LL) -0.40 13-15 ,606 TCDL 12.0 Lumberlncrease 1.00 , BC 0.94 MI120 Vert(TL) 4.63 13-15 2386 BCLL 0.0 BCDL 8.0 Repstress lncr YES ~ WB 0.80 Ccde UBC97/ANS195 Horz(TL) 0.11 12 nla (Matrix) 1st LC LL Min lldefl= 360 Weight: 80 Ib ~~1 1971144 TOP CHORD 4 X 2 SPF No.2 LUMBER WEBS BOT CHORD 4 X 2 SPF 1650F 1.5E 4 X 2 SPF Stud REACTlONS(Ibls1ze) 12=1212/Mechanical, 18=1206/0-1-12 BRACiNG TOP CHORD Sheathed or 4-3-8 oc purlins, except end verlicals. BOT CHORD Rigid ceiling directly applied or 104-0 oc braung. NOTES 1) This INSS has been checked for unbalanced loading conditions. 2) Refer lo girder($) for truss to tmss connections. 3) Provide mechanical connection (by others) of truss lo bearing plate at joint($) 18. 4) This tNSS has been designed with ANSUPI 1-1995 criteria. 5) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) Recammend 2x6 stmngbacks. on edge, spaced at 10-04 oc and fastened lo each truss with 3-16d nails. Strongbacks to be ail panel points along the Top Chord. nonconcurrent with any other live loads. attached to walls at thelr outer ends or restrained by Other means. 7) CAUTION, Do not erect INSS backwards. LOAD CASE@) Standard January 15,2002 LOADING (psf) TCLL 40.0 SPACING 24-0 Plates Increase 1.00 TCDL 12.0 Lumber Increase 1.00 BCLL 0.0 BCDL 8.0 Rep Stress lnu NO Code UBC97lANS195 LUMBER TOP CHORD 4 X 2 DF-N No.tlNa.2 WEBS BOT CHORD 4 X 2 DF-N No.lIN0.2 4 X 2 SPF Stud ~~ 3 CSI DEFL TC 0.57 in (loc) lldefl ' PLATES Vert(LL) -0.03 4-5 >999 MI120 BC 0.86 Vert(TL) -0.03 4-5 ,999 WB 0.88 Horz(TL) 0.00 3 nia (Matrix) 1st LC LL Min Udefl = 360 Weight: 47 Ib GRIP 1971144 BRACING TOP CHORD Sheathed Or2-10-12 oc putiins. except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ~~~ ~~ REACTIONS (Iblsize) 5=340810-3-8.3=2485/Mechanical FORCES(1b) - First Load Case Only TOP CHORD 1-5=-2576.2-3=-2578. 1-8=-2581, 2-8.-2581 BOT CHORD 56=0,4-6=0, 4-7=0. 3-7=0 WEBS 1-4=3550.2-4=3550 NOTES I) This truss has been checked for unbalanced loading conditions. 2) Refer lo girder@) for INSS to truss connections. 3) This truss has been designed with ANSIfTPI 1-1995 criteria. 4) Load case($ 1, 2, 3, 4 has been modified. Building designer must review loads to vetify that they are wrred for the intended 5) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) TNSS~S to be fastened tosether to ad as a Single unit. All loads to be distflbuted equally Overthe 2 plies. 7) Recammend 2x8 strongbacks, on edge, Spaced at 104-0 oc and fastened to each INSS with 3-18d nails. Strongbacks to be 8) Special hanger@) or mnnection(s) required to support concentrated load@) 1220.01b down at 1-9-0, and 4355.01b down at use of this INSS. all panel points along the Top Chord, nonconwmnt with any Other live loads. attached to walls at their Outer ends or restrained by Other means. 1-1-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CA 1) Flow. L Uniforn Cancer...-.,, ."- ye,11, Vert: 6=-4355.0 7=-1220.0 2) 1st Sprinkler Load: Lumber lnc~ease=1.25, Plate Increase=t.25 January 15,2002 LOAD CASE(S) Uniform Loads (plf) Concentrated Loads (Ib) Vert: 3-5=-16.0, 1-2=-24.0 vert: 2=-300.0 TCLL 40.0 I Plates Increase 1.00 LOADING (psf) ' SPACING 2-0-0 ~ CSI ' DEFL TC 1.00 V&(LL) 4.7: ,$!E) >%I" PLATES GRIP TCDL 12.0 ' Lumberlncrease 1.00 BC 0.94 MI120 Vert(TL) -1.04 16-17 ,289 BCLL 0.0 ~ Repstress lncr NO BCDL 8.0 Coda UBC97lANS195 1st LC LL Min lldefl = 360 Weight: 130 Ib WE 0.97 (Matrix) Harz(TL) 0.11 13 nla 1971144 TOP CHORD 4 X 2 SPF 21OOF 1.8E LUMBER WEBS BOT CHORD 4 X 2 SPF 1650F 1.5E 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 3-1-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. REACTlONS(1blsize) 21=1499/0-2-12. 13=1505/0-3-8 TOPCHORD 21-22=-113, 1-221-113, 12-13=-113. 1-23=-5, 2-23=-5,2-24=-4706. 3-24=4706, 3-25=-4721. FORCES(1b) - First Load Case Only 4-25=-4721, 4-5=-7082.5-6=-7082,6-26=-7082,7-26=-7082.7-27=-7008,8-27=-7008. 8-28=-7008. BOTCHORO 20-21=2779, 19-20=6163. 18-19=6163. 17-18~7082, 16-17=7082, 1516.6126, 14-15=6126, 9-28=-7008. 9-29=-4686. 10-29=-4686. 10-30r-4671, 11-30=4671. 11-31=0. 12-31=0 WEBS 13-14=2729 9-16=991. 4-18=1033, 8-16=-306, 6-18=-309. 7-16=-83, 7-17=-107 11-13=-3048, 2-21=-3083, 11-14.2211, 2-20=2194, 10-14=-252, 3-201-257, 9-14=-1608,4-20=-1610. NOTES 2) Provide mechanical connection (by others) of truss lo bearing plate at joint(s) 21. 1) This truss has been checked for unbalanced loading wndiiions. 3) This truss has been designed with ANSilTPl1-1995 criteria. 4) This truss has been designed for a moving wncentrated load of 250.01b live and 50.01b dead located at all mid Panels and at 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Stmngbacks to be 6) CAUTION, Do not erect truss backwards. all panel points along the Top Chard, noncnncurrent with any Other live loads. attached to walls at their outer ends or restained by other means. LOAD CASE(S1 Standard January 15,2002 5-36 6-2-12 14-14 14-14 Plate Offsets (X,Y): [40-1-8;Edge], [I 1:0-1-8,Edge] TCLL 40.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) llden PLATES Plates Increase 1.00 TC 0.83 Vert(LL) -0.15 9-10 ,999 TCDL 12.0 Lumber Increase 1 .OO BC 0.91 VeqTL) -0.24 11-12 ,709 MI120 1971144 BCLL 0.0 Rep Stress lncr YES BCDL 8.0 WB 0.46 Code UBC971ANS195 Horr(TL) 0.04 8 "la (Matrix) 1st LC LL Min Ildefl = 360 Weight: 55 Ib GRIP LUMBER TOP CHORD 4 X 2 SPF Na.2 BOT CHORD 4 X 2 SPF Na.2 WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 64-0 oc purlins. except end verticals BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) 12=839/0-3-12,8=839/0-3-8 FDRCES(1b). First Load Case Only TOP CHORD 1-12=-108. 7-8=-108. 1-13=0, 2-13.0, 2-14=-2070. 3-14=-2070, 3-15=-2070, 4-15.-2070, 4-16=-2056 , 516=-2056. 5-17.-2056. 6-17=-2056. 6-18=0, 7-18=0 WEBS BOTCHORD 11-12=1307, 10-11=2070,9-10=2070.8-9=1300 6-8=-1476, 2-12=-1483, 6-9~858, 2-11.866, 5-9=-294. 3-11=-250, 4-9=-16. 4-10=-103 NOTES 1) This INS has been checked for unbalanced loading wnditions. 2) This truss has been designed with ANSInPI 1-1995 uiteria 3) This ~NSS has been designed for a moving wncentrated load of 250.01b live and 50.01b dead located at all mid panels and at 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened lo each truss with 3-16d nails. Strongbacks lo be all panel points along the Top Chord. nonwncurrenf with any other live loads. attached to walls at their outer ends or restrained by Other means. LOAD CASE(S) Standard January 15.2002 TCLL 40.0 ~ Plates Increase 1.00 LOADING (psf) ~ SPACING 2-0-0 ' CSI TC 0.94 Vert(LL) -0.25 20.21 s445 DEFL in (lac) lldefl PLATES GRIP TCDL 12.0 Lumber Increase 1.00 BC 0.84 BCLL 0.0 Vert(TL) -0.42 20-21 ,270 BCDL 8.0 Rep Stress incr NO Code UBC971ANS195 WB 0.63 Horz(TL) 0.06 13 nla 1st LC LL Mln lldefl= 360 Weiqht: 96 Ib MI120 1971144 (Matrix) TOP CHORD 4 X 2 DF-N 24OOF 2.OE LUMBER BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS 4 X 2 SPF Stud TOP CHORD Sheathed or 60-0 oc purlins, except end verticals. BRACING BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ~~ ~ ~~ REACTIONS(Iblsize) 13-80910-3-12, 21=1097/0-2-12. 18=1942/0-3-8 TOP CHORD 21-22=-209, 1-22=-209, 12-13=-108. 1-23=-9, 2-23=-9, 2-24=-1737, 3-24=-1737, 3-25=-1737, FORCES(lb) - First Load Case Only BOTCHORD 20-21=1613, 19-20=1737, 18-19=1737, 17-18=1172, 16-17=1172, 15-16=1923, 14-15=1923. WEBS 6-18=-332, 2-21=-1810, 4-18=-2016. 2-20=140, 3-20=-107,4-19=156, 11-13=-1412, 7-18=-1385, 4-25=-1737, 4-26=49, 526=49. 5-6=49, 6-27=49, 7-27=49, 7-28=-1923, 8-28=-1923, 8-29=-1923, 9-29=-1923, 9-30=-1943, 10-30=-1943. 10-31=-1943. 11-31=-1943, 11-32=0, 12-32.0 13-14=1244 11-14=793, 7-16=853, IO-14=-288. 8-16=-247, 9-14=22, 9-15=-102 NOTES 1) This INSS has been checked for unbalanced loading conditions. 2) Provide mechanical connection (by others) of truss to bearing plate at joint($) 21. 4) Load case(s) 1, 4, 5. 6, 7, 8. 9, IO. 11, 12, 13, 14. 15, 16, 17, 18, 19, 20. 21, 22, 23, 24, 25, 26 has been modied. 3) This tNss has been designed with ANSllTPl 1-1995 Criteria 5) This tNSS has been designed lor a moving Concentrated load of 250.01b live and 50.01b dead lacated at all mid panels and at 6) Recommend 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened lo each truss with 3-16d nails. Strongbacks lo be 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Except: 1) Floor: Lumber increase=1.00, Plate Increase-1.00 Building designer must review loads to verify that they are correct for the intended use of this truss. all panel points along the Top Chord, nonconcurrent with any other live loads. attached to walls at their outer ends or restrained by other means. Uniform Loads (plf) 4) 1st Sprinkler Load: Lumber lnwease=1.25, Plate Increase=1.25 Vert: 13-21=-16.0, 1-51-224.0. 5-12=-104.0 Uniform Loads (plf) Vetl: 13-211-16.0. 1-12=-24.0 Concentrated Loads (Ib) Vert: 1=-300.0 Uniform Loads (pif) Vert: 13-21=-16.0. 1-12=-24.0 Concentrated Loads (Ib) Vert: 23=-300.0 5) 2nd Sprinkler Load: Lumber Increase=1.25. Plate Increase-1.25 6) 3rd Sprinkler Load Lumber Increase=l.25. Plate Increase=1.25 &n~dBh;~g~~\,~ritt ,/c,s,,q,3 12~rr~,,~~~'~'r~ iiitr/ READ NOTES ON ',HIS AND REVERSE .TIDE BEFORE USE Design valid for use only wth MI1.k cOnneClOrl. This design is b88Sd only upon paramsferr Shawn, and is lor an individusl building component to be installed and loaded Yefilcally. AppliCBbilily 01 design parameters and proper incolpolation 01 component is responsibility 01 building designer - not Irma designer. Bracing shown is for lateral SUppO?? 01 individual Web members Only. Additional IempDlary bracing Io insure sbbilily durlng constlYcl~on 18 the reSpOnSibllily 01 the erector. Additional p~rmanenf bracing 01 lhe Omrail slruc1ure is the responsibility 01 lhe building designer. For general guidance regarding Iabr8cstion. qualify cantral. sforage. delivery, erection, and bracmg, COn6uiI QS1.88 Quallty Standard, DSB- 88 Bracing Speslllcatlon. and HlB-91 Handling Indollation and Bracing Recommandallon available lrom Truss #at- Plate Instituts, 583 DOnolria Drive, Yedlson, WI 53718 MTek Industries, Inc. January 15,2002 LOAD CASE(S) Uniform Loads (plf) Concentrated Loads (ib) Vert: 13-21=-16.0, 1-12=-24.0 Vert: 241-300.0 7) 4th Sprinkler Load: Lumber Increase=1.25. Plate lncrease=1.25 Uniform Loads (plf) Vert: 13-21=-16.0, 1-12=-24.0 Concentrated Loads (Ib) Vert: 25=-300.0 8) 51h Sprinkler Load: Lumber Increase=1.25. Plate lncrease=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert 13-21=-16.0,1-12=-24.0 Vert: 26=-300.0 9) 61h Sprinkler Load Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (plf) Vert 13-21=-16.0. 1-12=-24.0 Concentrated Loads (Ib) Vert: 27=-300.0 IO) 7th Sprinkler Load: Lumberlncreaser1.25, Plate Increase=t.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 13-21=-16.0. 1-12=-24.0 Vert: 281-300.0 Uniform Loads (plf) Vert: 13-21=-16.0, 1-12=-24.0 Concentrated Loads (Ib) Vert: 29=-300.0 Uniform Loads (pi0 Concentrated Loads (lb) Vert: 13-21=-16.0. 1-12=-24.0 Vert: 30=-300.0 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 13-21=-16.0. 1-12=-24.0 Vert: 31=-300.0 Uniform Loads (plf) Concentrated Loads (ib) Vert: 13-21=-16.0, 1-12=-24.0 Vert: 32.-300.0 Uniform Loads (plfl Vert: 13-21=-16.0, 1-12=-24.0 Concentrated Loads (Ib) Vert: 12=-3w.O Uniform Loads (plf) Concentrated Loads (Ib) 11) 81h Sprinkler Load Lumber Increase=l.25. Plate lncrease=1.25 12) 9th Sprinkler Load: Lumber Increase=l.25, Plate Increase=1.25 13) loth Sprinkler Load: Lumberlncrease=l.25, Plate lncrease=1.25 14) 11th Sprinkler Load: Lumber lncrease=1.25. Plale Increase=l.25 15) 12th Sprinkler Load: Lumber Increase=l.ZS. Plate lncrease=1.25 16) 13lh sprinkler cod: umber ln-sa=1.25, Piate !ocrease=1.25 Vert: 13.21=-16.0, 1-12=-24.0 Vert: 1=-300.0 17) 14th Sprinkler ~oad. Lumber increase=1.25, Piale lncrease=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Unifm Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (pI0 Concentrated Loads (Ib) Vert: 13-21=-16.0, 1-12=-24.0 vert: l=-MO.O 18) 15th Sprinkler ~oad Lumberlncrease=1.25, Plate increase=l.25 Vert: 13.21=-16.0. 1-12=-24.0 Vert: 2=-300.0 19) 161h Sprinkler ~oad Lumber Increase=1.25. Plale Increase=1.25 Vert: 13-21=-16.0. 1-12=-24.0 Vert: 3=-300.0 20) 17th Sprinkler Load: Lumber inctease=1.25. Plate Increase-1.25 Vert: 13-211-16.0, 1-12=-24.0 Vert: 4=-3w.O 21) 181h Sprinkler ~oad Lumber Increase=l.25. Plate Increase=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Vert: 13-21=-16.0. 1-12=-24.0 Vert: 5=-300.0 22) 19th Sprinkler Load: Lumber Increase=l.25. Plate Inuease=l.25 Vert: 13-21=-16.0, 1-12=-24.0 cpyI"IwI(~~ 3 I;.~,,~ ~,,~s;,T,, l,,llll,,lC~Pr.I <,,,d READ NOTES ON THIS A,VP REVERSE SIDE REFORF u.TE Design valid lor use only with Milel connenors. This de84gn is based Only upan Parameter6 shown. and is for B" individual building component 10 bB lnrfallsd and loaded verticslly. ApvIIcBbiIIIY 01 dsaign PSrSmelers and VrOVBr incOrPOrafion 01 mmponent ia lesponsibiiiiy 01 building designer - nol lluss dssisner. Bracing shown is lor ia@mi 6UPVOn 01 indlvlduai Additional permanent bracing 01 the 0vBrsl1 structure is the rerponsibiiily 01 lne building deElQn% For 9B"B'ai QUIdanCe web members only. ~dditional temporary bracing lo ("sure ~tsbMy during COnstlUCtion is the lesPOnsibilitY (11 Ihs BreCtOr regarding labrication, qualify Control. storage. delivery, erection, and bracing, COnPYllQ8688 QUalllY St*nd*rd, DsB- Plate Instituls. 583 D'Onofrio Drive, Madison, WI 53719 MZek Indurhier, IN. 89 Emsing Spsclllcatlon, and H18.91 Handllng ln.tallaUon and EraclnS R*eommmd~U~n BUBilSOk f'wn Tl~s aim LOAD CASE(S) Concentrated Loads (Ib) Uniform Loads (plf) 23) 20th Sprinkler Load Lumber Increase=l.25, Plate Increase=1.25 Vert: 7=-300.0 Vert: 13-21=-16.0. 1-12s-24.0 ads (Ib) Concentrated Lo, Vert: E=-300.0 24) 21st Sprinkler Load: Lumber Increase=1.25. Plate Inuease=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Vet 13-21=-16.0. 1-12c-24.0 \In*. o=.mn " 25) ZZnd Sprinkler Load Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Cancentrated Loads (Ib) ."I.. "~ 1111 Vert: 13-21=-16.0. 1-12s-24.0 26) Z3rd Sprinkler Load: Lumber lncrease=1.25, Plate Increase=1.25 Vert: 10=-300.0 Uniform Loads (plf) \I.+. rl.m=.rc,g 1.12r.24,0 Concentrated Loads (Ib) Vert: 11=-300.0 ,"-,~~.- Scale = 1:16.2 9 3x8 8 ,3x4 1 x4 6 3x8 9-94 LOADING (pst) SPACING 2-04 ~ cs1 DEFL in (loc) llden ~ PLATES TCLL 100.0 ' Plates Increase 1.00 , TC 0.93 Verl(LL) -0.21 6-7 2548 TCDL 12.0 Lumber Increase 1.00 ~ EC 0.98 MI120 Vert(TL) -0.36 6-7 ,316 BCLL 0.0 ECDL 8.0 Rep Stress lncr NO WB 0.68 Code UBC971ANS195 (Matrix) 1st LC LL Mi" lldefl = 360 Weight: 50 Ib Horz(TL) 0.03 6 nla GRIP 1971144 LUMBER TOP CHORD 4 X 2 SPF No2 BOT CHORD 4 X 2 SPF No2 WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 64-0 oc pudins, except end verlicals. BOT CHORD Rigid ceiling diredly applied or 10-0-0 M: bracing. REACTIONS (Iblsize) 9=114O/Mechanical, 6=114OIMechanical FORCES(ib) - First Load Case Only TOP CHORD 1-9=-194. 5-6=-218, 1-10=0. 2-10=0. 2-11=-1944, 3-11=-1944. 3-12=-1944.4-12.-1944, 4-13~0, 5-13=0 BOTCHORD 8-9-1944, 7-8-1944.6-7.1756 WEBS 4-6=-1963. 2-9=-2163,4-7=211. 2-8-110, 3-7=-95 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Refer lo girder($ for INS lo truss connections. 4) This INS has been designed for a moving wncenlraled load d 250.01b live and 50.0ib dead located at all mid panels and at 3) This INSS has been designed with ANSI/rPI 1-1995 cdleria. 5) Rewmmend 2x6 Strongbacks, on edge. spaced at 10-0-0 M: and fastened to each truss with 3-16d nails. Strongbacks to be all panel pints along the Top Chord, nonwnwrrenl with any other live loads. attached lo walls at their outer ends or restained by other means. LOAD CASE(S) Standard January 15,2002 // LOADING (psf) TCLL 100.0 SPACING Plates Increase 1.W TC 0.94 in Vert(LL) 4.08 TCDL 12.0 Lumber Increase 1.00 BC 0.66 , Verl(TL) 4.21 6-7 ,473 BCLL 0.0 Rep Stress lncr NO BCDL 8.0 Code UBC971ANS195 (Matex) 1st LC LL Min lldeR= 360 WE 0.53 Hon(TL) 0.02 6 nla 2-04 CSI DEFL (&) ;;gfl PLATES GRIP MI120 1971144 ~~ Weight: 35 Ib LUMBER TOPCHORD 4X2SPF 1650F 1.5E BOT CHORD 4 X 2 SPF N0.2 WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 64-0 oc pudins, except end verlicals BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. REACTIONS(Ibl3ze) 9=991/0-2-12, 6=1005/03-12 FORCES(1b) - First Load Case Only TOPCHORD 9-10=-225, 1-10=-225, 5-6=-221, 1-11=-10.2-11=-10. 2-12=-1489. 3-12=-1489. 3-13=-1489, 4-13=-1489. 4-14=0. 5-14=0 BOTCHORD 8-9=1489.7-8=1489.6-7=1392 WEBS 4-6=-1580, 2-9=-1661. 4-7=110. 2-8=59, 3-7-24 NOTES 1) This Iruss has been checked for unbalanced bading wnditions. 2) Provide mechanical wnnection (by others) of truss to bearing plate at jainl(s) 9. 3) This 11115s has been designed with ANSVTPI 1-1995 criteria. 4) This truss has been designed for a moving wncentrated load of 250.01b live and 50.01b dead located at all mid paneis and at all panel points along the Top Chord, nonwncurrent with any other live loads. 5) Recammend 2x6 strongbacks. on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect INS$ backwards. NOTES 1) This Iruss has been checked for unbalanced bading wnditions. 2) Provide mechanical wnnection (by others) of truss to bearing plate at jainl(s) 9. 3) This 11115s has been designed with ANSVTPI 1-1995 criteria. 4) This truss has been desianed for a movina wncentrated load of 250.01b live and all panel points along the Top Chord, noGwncurrent with any other live load;. ~ 5) Recammend 2x6 strongbacks. on edge. spaced at 10-0-0 oc and fastened to ea 6) CAUTION, Do not erect INS$ backwards. attached to walls at their outer ends or restrained by other means. ~ ~~ ~~~~~ 50.01b dead located at all mid paneis and at ich truss with 3-16d nails. Strongbacks to be LOAD CASE@) Standard January 15,2002 2 13 3 14 4 15 5 16 3x8 L 1x4 11 1x4 11 3x8 1x4 11 6 9 83x4 3x4 TCLL 100.0 LOADING (psf) SPACING 24-0 CSI DEFL in (lac) lldefl Plates Increase 1.00 TCDL 12.0 Lumber Increase 1.00 TC 0.84 Verl(LL) -0.12 7-8 ,999 BCLL 0.0 ' Repstress lncr NO WB 0.64 , Horz(TL) 0.04 7 "la BC 0.94 Verl(TL) -0.23 7-8 ,537 BCDL 8.0 Code UBC97lANS195 (Matrix) 1st LC LL Min lldefl = 360 LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud 7 3x8 104-8 PLATES GRIP MI120 1971144 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end vedicals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 2) Refer lo girder($) for truss to truss connections. 1) This tNSS has been checked for unbalanced loading conditio, 4) This truss has been designed with ANSllTPl 1-1995 criteria. 3) Provide mechanical mnnection (by others) of tNSS to bearing 5) This truss has been designed for a moving concentrated load 6) Recommend 2x6 strongbacks, on edge, Spaced at 10-0-0 oc all panel pOintS along the Top Chord, nonconcurrent with any 7) CAUTION, Do not erect tNSS backwards. attached to walls at their outer ends or restrained by other m Weight: 42 Ib REACTlONS(Ib1size) 10=120910-2-12, 7=12221Mechanical FORCES(1b) - First Load Case Only TOPCHORD 10-11=-239, 1-11=-238, 6-7=-222, 1-12=-11, 2-12=-11, 2-13=-2301, 3-13=-2301, 3-14=.2301 4-14=-2301, 4-15=-2301, 5-15=-2301. 5-16-0.6-16-0 WEBS BOT CHORD 9-10=1815,8-9=2301.7-8=1795 5-7=-2037. 2-10=-2036.58=575, 2-9=611, 3-9=-275, 4-8=-266 NOTES 2) Refer lo girder($) for truss to truss connections. 1) This tNSS has been checked for unbalanced loading conditions. 4) This truss has been designed with ANSllTPl 1-1995 criteria. 3) Provide mechanical mnnection (by others) of tNSS to bearing plate at joint(s) io. 5) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) Recommend 2x6 strongbacks, on edge, Spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be 7) CAUTION, Do not erect tNSS backwards. all panel pOintS along the Top Chord, nonconcurrent with any other live loads. attached to walls at their outer ends or restrained by other mans. LOAD CASE(S) Standard 1s. plate at joint(s) 10. '0.01b live and 50.01b dead located at all mid panels a r live loads. astened to each truss with 3-16d nails. Strongbacks nd at to be January 15,2002 4ml 3x4 : 3x6 FP TCLL 40.0 LOADING (psf) SPACING 2-00 DEFL in (ioc) lldefl PLATES GRIP Plates Increase 1.00 , TC 0.23 CSI Vert(LL) nla - nla TCDL 12.0 Lumber Increase 1.00 BC 0.05 Vert(TL) nla - nla MI120 1971144 BCDL 8.0 Code UBC97lANS195 , (Matrix) 1st LC LL Min lldefl = 360 Weight: 81 Ib Horz(TL) 0.00 21 nla BCLL 0.0 RepStresslncr YES ! WB 0.07 BRACING TOP CHORD Sheafhed or 64-0 oc purlins, except end verlicals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. TOP CHORD 4 X 2 SPF No2 LUMBER WEBS BOT CHORD 4 X 2 SPF No.2 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTlONS(Iblsize) 40=56/23-2-8, 31-5l23-2-8, 21=15123-2-8, 39=163/23-2-8. 38=160/23-2-8. 37=160/23-2-8, 36=160/23-2-6. 35-160123-2-8. 34=160/23-2-8, 33=161/23-2-8. 32=156123-2-8. 30=160/23-2-8 , 29=163/23-2-8, 28459l23-2-8, 27=160/23-2-8. 26=160123-2-8. 25=160123-2-8, 24=158/23-2-8, 23=167/23-2-8.22=117/23-2-6 Max Uplift 40=-13(load case 4). 21=-87(load case 19). 22=-16(load case 18) Max Grav 40=309(load case 2). 31=5(load case 2). 21=297(load case 20). 39=351(load case 24). 38=349(load case 25), 37=350(load case 26). 36=350(load case 27). 35=350(10ad case 28). 34=349(laad case 29). 33=35O(load case 30). 32=346(load case 31). 30=348(load case 32). 29=351(load case 33). 28=349(load case 34). 27=350(load case 35). 26=350(load case 36). 25=350(load case 37), 24=349(load case 38). 23=351(load case 39). 22=326(load case 40) FORCES(lb). TOP CHORD BOT CHORD WEBS .First Load Case Only 4041=-49, 1-41=-49, 20-21=-8. 1-42=4.2-42=-4, 2434, 343=-4. 344=-4.4-44=4, 4-45s-4, 5-45=-4. 546=4, 6-46=4, 647=4. 7-47=-4, 7-48=-4,8-48=4,8-49=4, 9-494 9-50=-4, 10-50=4, 10-11=-4, 11-51=4, 12-51-4. 12-52=4, 13-52=4. 13-53=4. 14-53=4, 14-54=-4, 15-"-4, 3940~4, 38-39=4, 37-38=4. 36-37=4, 35-36=4, 34-35=4, 33-34=4.32-33=4.31-32=4,30-31=4. 15-55=-4, 16-55=4. 16-56.4. 17-56=4, 17-574, 18-57=4. 18-58-4, 19-58=-4, 19-20=4 29-30=4, 28-29.4, 27-28=4, 26-274 2526=4, 24-25.4, 23-24=4, 22-23=4, 21-22=4 2-39=-139, 3-38=-139, 4-37=-139. 5-3%-139. 6-35=-139, 7-34=-139, 8-33=-139. 9-32=-136, 10-30=-141. 12-29=-141, 13-28=-138. 14-27=-139, 15-26.-139, 16-25=-139. 17-24=-137, 18-23=-144. 1!322=-106 NOTES 1) This truss has been checked for unbalanced loading wnditions. 2) All plates are 1x4 MI120 unless othewise indicated. 4) TNSS to be fully sheathed fmm one face or securely braced against lateral mvement (i.e. diagonal web). 3) Gable requires wntinuous bttom chord bearing. 6) This truss has been designed with ANSlilPi 1-1995 criteria. 5) Gable studs spaced a! 1-4-0 oc. 7) This truss has been designed for a moving wncentrated load of 250.01b live and 5O.Olb dead lacated at all 8) RecOmmend 2x6 Strongbacks. on edge. spaced at 10-04 oc and fastened lo each truss with 3-16d nails. 9) CAUTION, Do not erect INSS backwards. all panel pOintS along the Top Chord, nonconcurrent with any other live loads. attached to walls at their outer ends or restrained by other means. mid panels and a1 Strongbacks lo be January 15,2002 Scale = 1:43.0 2x4 ,I 3x6 FP: 1 452 46 3 47 4 48 5 49 6 50 7 51 8 52 9 1011 53 12 54 13 55 14 56 15 57 16 58 17 59 18 60 19 61 20 62 22n ? ,r 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 3x6 FP ~:: 3x4 TCLL 40.0 LOADING (psf) SPACING 2-04 TCDL 12.0 ' Lumber Increase 1.00 Plales Increase 1.00 BCLL 0.0 ' Rep Stress lncr YES BCDL 8.0 Code UBC971ANS195 LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF No.2 WEBS OTHERS 4 X 2 SPF Stud 4 X 2 SPF Stud CSI TC 0.23 , Vert(LL) n/a - "/a BC 0.07 ~ Vert(TL) nla - n/a MI120 1971144 WB 0.07 (Matrix) Hon(TL) 0.00 23 nla 1st LC LL Min lldefl = 350 Weight: 89 Ib ~ DEFL in (lo=) lldefl i PLATES GRIP ~~~~~~~ ~ BRACING TOP CHORD Sheathed or 644 oc purlins, except end verticais. BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing. REACTlONS(Ib/size) 43~63125-6-8, 32=5/25-6-8, 23=89/25-6-8,42=154/25-6-8.41=162/25-6-8,40=160125-68, 39460125-6-8. 38=160/256-8. 37=160/256-6, 36=160/256-8, 35-160125-6-8, 34=1611256-8 , 33=157/256-6, 31457125-6-8, 30=161/25-6-8. 29-1601256-8, 28=160/25-6-8, 27=160125-6-8, 26=161/25-6-8. 25=157/256-8, 24=172/256-8 41=350(load case 27). 40=350(load case 28). 39=350(load case 29). 38=350(load case'30), 37=350(load case 31), 36=350(load case 32). 35=349(load case 33). 34=350(load case 34) 33=347(load case 35). 31=347(load case 36). 30=350(load case 37). 29=349(load case 38): 28=350(load Case 39). 27=350(load case 40). 26=350(load case 41). 25=348(load case 42). 24=354(load case 43) Max Uplift 43=-9(load case 4) Max Grav 43=309(load case 2). 32=5(load case 21). 23=316(load case 22). 42=348(load case 26) FORCES(lb) TOP CHORD BOT CHORD WEBS NOTES 1) This INSS has been checked for unbalanced loading conditions. 2) All plates are 1x4 MI120 unless othelwise indicated. 4) TNSS Io be fully sheathed from one face or securely braced against lateral mvement (i.e. diagonal web) 3) Gable requires continuous bOttorn chord bearing. 5) Gable studs spaced at 1-4-0 oc. 61 This t~ss has been desianed with ANSVrPI 1-1995 criteda. ~~~ ~ ~~ ~~ 7) This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 8) Recommend 2x6 stmngbacks. on edge, spaced at 10.04 oc and fastened lo each INSS with 3.166 nails. Strongbacks to be 9) CAUTION, Do not erect truss backwards. all panel points along the Top Chord, nonconcurrent With any other live loads. anached lo walls at their outer ends or restrained by other means. January 15,2002 1x4 = 1x4 .I Scale; 1:15.1 LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF Shd BRACING TOP CHORD Sheathed or 6-04 oc purlins. except end vetticals. BOT CHORD Rigid ceiling directly applied or 644 oc bracing. ~~ ~ OTHERS 4 X 2 SPF Stud REACTlONS(1blsize) 16=103/88-12. 9.3318-6-12, 15=3038-6-12. 14=298/86-12, 13=3Wi85-12, 12=295/8-6-12. 11=311186-12, ~. Max Uplif@=J5(load case 6). 15=-7(load case 4). 14=4(load case 5). 13=-6(load case 12). 12=-7(load case 11). 11=4(load Max Gravl6=3Ol(load case 2). 9=296(ioad case 7). 15=329(load case 3). 14=328(load case 10). 13=300(load case 1). 10=216186-12 case 5). 10=98(load case 12) 12=295(load case 1). 11=3ll(laad case 1). 10=230(loadcase 6) FORCES (Ib) - Firs1 Load Case Only TOP CHORD 16-17.-106. 1-17=-106.8-9=-21. 1-2=-8.2-3=-8, 3-18=-8, 18-19=-8.4-19=-8.4-20=-8, 5-20=-8.5-21=-8. 6-21=-8.6-22=-8, 7.22~6 76=-R WEBS BOTCHORD 15-16.8. 14-15=8. 13-14.8, 12-13.8. 11-12.8, 10-11.8.9-10=8 2-15=300, 3-14.299, 4-135-299. 5-12=-296. 6-11=-310, 7-10=-231 NOTES 2) Gable requires continuous bottom chorc bearing. 1) This truss has been checked for unbalanced loading conditions. 4) Gable studs spaced at 140 oc. 3) TNSS to be fully Sheathed from one face or securely braced against lateral movement (i.e. diagonal web), 5) Provide mechanical wnnedion (by others) of truss to bearing plate capable of withstanding 75 Ib uplifl at joint 9, 7 Ib uplin at joint 15, 4 6) This fNSS has been designed with ANSliTPl 1-1995 criteria. 7) Load case(s) 2. 3, 4, 5.6, 7, 8. 9, 10, 11. 12 has been modified. Building designer must review loads to verify that they are correct for 8) This tNss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and a1 all panel 9) Recommend 2x6 strongbacks. on edge. spaced at 1044 m and fastened lo each truss with 3-16d nails. Strongbacks lo be attached 10) CAUTION. DO not erecl truss backwards. " . , . . . IbUpliflatjaint14,6lbuplinatjoint13,7lbupliflaljoint12,5lbupliflaljaintl1and28lbuplinatjoinl10. the intended use of this lruss. paints along the Tap Chard, nonmncurrenl with any Other live loads. to walls a1 their outer ends or restrained by other means. LOAD Frr-nl Antirw*.rn.gpBe ,/ccxi,vr, pt,r,,,w~~,~., READ NOTES ON 7~1s ~NL) KEVEKSE .SIDE BEF(~RE USE Design valid lor use only with MiTek connectam This dsrign is bared only upon pBPme1eD shown. and is lor an Individual building component Io be installed and loaded vsnically. Appiaability 01 design parameters Pnd proper incorporation 01 component is leSponSibiiity 01 building designer - not truss designer. Bracing show is lor lateral ~uppmIo1 Individual Web membeIs Only. Addibonal temporary bracing 10 Insure stablliOl during Conslr~cllon is the rssponsibiliv of the ere~tol. Additional permanent bracing 01 the OYBIaII StruCt~le is the msp0nSibtlly 01 the building designer. For gsneral guidance regarding labrication. qualify ContloI. storage. delivery erection. and bracing, Consult OST.88 Ouaiity Standard, DSB- 89 Bracing Specllis.tion, and HlB.9l Handilng Inalaiialion and Blaring Rasammend~lion available from Truss Him Piale inslitUte, 583 DOn011lo Drlve, Madison. Wi 53719 MiTek Indusfries, Inc. January 15,2002 1 A0398 I GEll Landmark TNSS and Lumber. Abbotsford. B.C.. V2T%L4 LOAD CASEIS) 2) 1stSprinkler Load: LumberInuease=1.25. Plate Increase=l.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 1%=-24.0 vert: 1=-300.0 3) 2nd Sprinkler Load: Lumber lnuease=1.25. Plate Increase=1.25 Uniform Loads (plf) Gmcentrated Loads (Ib) Vert: 1%=-24.0 vert: 2.300.0 4) 3rd Sprinkler Load: Lumber Increase=l.25, Plate Incmse=1.25 Unifon Loads (plf) Vert: 1-8.-24.0 Concentrated Loads (Ib) Vert: 18=-3W.O 5) 4th Sprinkler Load Lumber Increase=l.25. Plate lncrease=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 16=-24.0 Vert: 20=-300.0 6) 5th Sprinkler Load umber Increase=l.25, Plate lncrease=i.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 1%=-24.0 Vert: 22.-300.0 7) 6th Sprinkler Load: Lumber lncrease=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert: 1-8.-24.0 Concentrated Loads (Ib) vert: 1=-300.0 9) 8th Sprinkler Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Concentrated Loads (ib) Vert: 1%=-24.0 vert: 1.3W.O 10) 9th Sprinkler Load: Lumber lncrease=1.25. Plate Increase=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Vert: 1%=-24.0 Vert: 3=-300.0 11) 1OthSprinkler Load: LumberIncrease=1.25. Plate Increase=l.25 Uniform Loads (plf) Vert: 1%=-24.0 Concentrated Loads (Ib) Vert: 19=-300.0 12) IlthSprinkler Load: Lumberlncrease=1.25. Platelncrease=l.25 Uniform Loads (plf) Vert: 1%=-24.0 Concentrated Loads (lb) Vert: 211-300.0 Scale = 1:17.3 2x4 11 1x4 z 1 1x4 II 1x4 1x4 i 1x4 11 1x4 ,I 1x4 I 20 2 21 3 1x4 I, 22 4 23 5 24 6 25 7 26 8 27 9 1x4 II 3x4 1 x4 1 x4 1 x4 1x4 11 1x4 1x4 i 1 x4 1 x4 IO+ 104.8 ~3I~O~K(X,Y): [I:Edge,O-1-8]. [1904-8,0-1:8] LOADING (psf) ' SPACING TCLL 1W.O 2-0-0 CSI Plates Increase 1 .W TC 0.26 DEFL in (loc) llden ' PLATES Veri(LL) nla - nla TCOL 12.0 Lumber Increase 1.00 BC 0.08 , Vert(TL) "la - nla BCLL 0.0 BCDL 8.0 Rep Stress lncr NO WE 0.08 ' Hon(TL) 0.00 10 nla Code UBC971ANS195 (Matrix) ~ 1st LC LL Min l/defl= 360 Weight: 37 Ib LUMBER TOP CHORD 4 X 2 SPF No.2 WEBS BOT CHORD 4 X 2 SPF No.2 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTlONS(Iblsize) 18=114/lo-Q8, 10=103/10-4-8, 17=322110-4-8. 16=320/10-4-8, 15=320/10-4-8, 14=321/10-4-8. 13-318110-4-8, 12=328110-4-8. ~~~~ ~~ ~ ~~~~~ ~~ ~ ~ ~~~~~ ~ GRIP MI120 1971144 ~~ ~ BRPICING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. ~ ~~~~ Max Uplifl 18=-12(load case 4), 10=-23(load case 9) Max Grav 18=309(load case 2). 10=315(10ad case 11). 17=350(load case 14). 16=350(load case 15). 15=350(load case 16). 14=350(load case 11=286110-4-8 17). 13=349(load case 18). 12=351(load case 19). ll=343(load case 20) FORCES(1b) - First Load Case Only TOP CHORD 18-19=-108. 1-19=-107,9-10=-90, 1-20=-10,2-20=-10, 2-21=-10,3-21=-10, 3-22=-10.4-22=-10, 4-23=-10, 523=-IO, 5-24=-10, 6-24=-10, 6-25=-10, 7-25=-10, 7-26=-10, 8-26=-10, 8-27=-10. 9-27=-10 BOTCHORO 17-18=10. 16-17=10. 15-16=10, 14-15=10. 13-14=10, 12-1340, 11-12=10, 10-11=10 WEBS 2-17=-298, 3-16i-300.4-15=-298. 5-14=-299.6-13=-297, 7-12=-305, 6-11=-273 NOTES 1) This INSS has been checked far unbalanced loading conditions. 2) Gable requires continuous bonom chord bearing. 3) TNSS to be fully Sheathed from one face or Securely braced against lateral movement 0.e. diagonal web). 4) Gable studs spaced at 1-44 oc. 5) This truss has been designed with ANSlfTPl 1-1995 criteria. 6) This truss has been designed fora moving concentrated load of 250.01b live and 50.01b dead lxated at all mid panels and at 7) Recommend 2x6 strongbacks, on edge, spaced at 104-0 oc and fastened to each truss with 516d nails. Strongbacks to be 8) CAUTION, DO not ered tNSS backwards. all panel win& along the Top Chord, nonconcunenl with any other live loads. attached to walls at their outer ends or restrained by other means. LOP9 CASE(S) Standard January 15,2002 M iTe k" MiTek Industries, Inc. 3033 GOLD CANAL DRIVE SUITE 203 RANCHO CORDOVA CA 95670 USA TELEPHONE (916) 631 781 1 FAX (916) 631 8225 Re:A0399 The truss drawing(s) referenced below have been prepared by MiTek Industries. Inc. under mv direct supervision based on the parameters provided by Landmark Truss Pages or sheets covered by this seal: R1150311 thruR1150316 My license renewal date for the state of California is September 30, 2004. ~ ~~ SILOAM STRUCTURAL ENGINEERING CONSULTANTS Review is only for general wnformence of the submittal wilh ~ ~~~~ t SILOAM STRUCTURAL ENGINEERING CONSULTANTS Review is only for general wnformence of the submittal wilh infarmation given and the design concept expressed in the mmt Docum:.llts. comments made dun UIlS review do no( ralia~e 08 crnkactw fr~m mptiance &'le requimts ~f moJe Contract Documents. The Con- is. responsible fw confirrnlng and correlating all uantllles, dimensions, site condisons. msw means, lT&ods,sequences,prccedures and he dlnalion of dl b'ades. a No Exception Taken 0 See Notations P Re)ected 0 Revise and Resubmit 0 fMumd Mulout Review 0 Submit Specifmd Item CUENT Project Number: Consultant Projet3 Number: L~~ WIMWS~SIJI $~.QL)AHTITIES A@ *T IACW ~rl Date I/ZZ/OZ BY: M. 5 infarmation given and the design concept expressed in the ralia~e 08 crnkactw fr~m mptiance &'le requimts ~f mmt Docum:.llts. comments made dun UIlS review do no( confirrnlng and correlating all uantllles, dimensions, site moJe Contract Documents. The Con- is. responsible fw condisons. msw means, and he dlnalion of dl b'ades. lT&ods,sequences,prccedures a No Exception Taken 0 See Notations P Re)ected 0 Revise and Resubmit 0 fMumd Mulout Review 0 Submit Specifmd Item CUENT Project Number: Consultant Projet3 Number: ALL WIMWS~S~JI &@OANTITIE< A@ *T IACW ~rl Date I/ZZ/OZ BY: M. 5 January 15,2002 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the responsibility of the building designer, per ANSI/TpI-1995 Sec. 2. truss components shown. The suitability and use of this component for any particular building is the i Q 3x4 ~ 1x4 ;I 3x4 I1 4x10 ~ 1x4 II 1x4 11 3x8 FP ~ 1x4 11 3x4 = 1x4 I 4x10 ~: 1x4 = 1 20 2 22 4 5 62T 24 a 25 9 26 10 27 11 21 3 18 4x8 :~ 17 4x10 :~ 16 15 14 13 3x4 .. 3x6 FP:: 4x10 2x8 SPY 3x4 : ??! 4x8 LOADING (psf) ' SPACING TCLL 40.0 Plates Inaease 1.00 ' TC 0.54 Vert(LL) -0.37 ld%) ,686 TCDL 12.0 Lumberlncrease 1.00 ~ Bc 0.67 Vert(TL) 4.56 13-15 ,445 BCLL 0.0 Repstress lncr NO ~ WB 0.64 BCDL 8.0 Horz(TL) 0.10 12 nla 2-0-0 ~ CSI 1 DEFL in llden PLATES GRIP Mi120 1971144 Code UBC97lANS195 (Matrix) 1st LC LL Min llden = 360 Weight: 64 Ib LUMBER TOPCHORD 4XZSPF2100F1.8E BOTCHORD 4X2SPFZIOOF1.6E WEBS 4 X 2 SPF Stud ~ BRACING TOP CHORD Sheathed or 60-0 oc purlins, except end veflicals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ~~ ~~~~ ~ ~ ~~ ~ REACTlONS(1blsize) 12=1247/0-3-8. 18=1254/Mechanical FORCES(lb) - First Load Case Only TOP CHORD 1-18=-110, 12-19=-107, 11-19=-107. 1-20=0. 2-20=0. 2-21=-3614. 3-21=-3614, 3-22=-3614. 4-22=-3614. 4-5=-4783, 5-6=-4783. 6-23=-4783, 7-23=-4783, 7-24=-4783. 8-24=4783, 8-25=-3615, 9-25=-3615, 9-26=-3615. 10-26=-3615. 10-27=-5, 11-27=-5 BOTCHORD 17-18=2116. 16-17=4461, 1516=4763. 14-15=4465, 13-14=4465, 12-13.2117 WEBS 6-15-361.4-16=379, 6-16=-151. 7-15=-141 10-12=-2384, 2-16=-2389. 10-134700. 2-17=1699.9-13=-252, 3-17=-258, 8-13=-965, 4-17=-962, NOTES 1) This 1NSS has been checked for unbalanced loading conditions. 2) Refer lo girder($ for ~NSS to ~NSS connections. 3) This INS has been designed with ANSUTPI 1-1995 uitetia. 4) This INSS has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all 5) Rewmmend 2x6 strongbacks, on edge, Spaced at 10-0-0 oc and fastened lo each truss with 3-16d nails. 6) CAUTION, Do not erect truss backwards. all panel pDintS along the Top Chord, nOnconCUmnt with any Other live loads. attached to walls at their outer ends or restrained bv other means. LOAD CASE(S) Standard ! mid panels and at Strongbacks 10 be 1744 TCLL 40.0 LOADING (psi) ' SPACING 2-0-0 CSI DEFL in (1~;) Ildefl Plates Increase 1.00 TC 0.54 Vert(LL) -0.16 12 ,999 PLATES GRIP TCDL 12.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.25 11-12 ,815 MI120 1971144 BCDL 8.0 BCLL 0.0 ~ Rep Stress lncr NO Code UBC971ANS195 WB 0.59 ~ Harz(TL) 0.05 9 n1a (Matrix) Is1 LC LL Min lldefl = 360 Weight: 69 Ib LUMBER TOP CHORD 4 X 2 SPF 21OOF 1.8E BOT CHORD 4 X 2 SPF 21OOF 1.8E WEBS 4 X 2 SPF Stud ~~~~~ ~ , ~~~~~~~ BRACING TOP CHORD Shealhed or 6-0-0 M: purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 M; bracing. REACTIONS (Iblsize) 14=1006lMechanical, 9=1000/0-3-8 TOP CHORD 1-14=-110, 9-15=-108, 8-15=-108. 1-16=0, 2-16-0, 2-17=-2684, 3-17=-2684, 3-18=-2684. 4-18=-2684 FORCES(lb) - First Load Case Only BOTCHORD 13-14=1643. 12-13-3071. 11-12=3071. IO-11=3071,9-10=1641 WEBS 7-9=-1847. 2-14=-1855, 7-10=1184, 2-13=1181,6-10=-272, 3-13=-270. 5-IO=-436, 4-13=-437, , 4-19=-3071, 5.19s-3071, 5-20=-2685,6-20=-2685, 6-21.-2685, 7-21=-2685, 7-22=-5, 8-22=-5 4-12=13, 5-11=14 NOTES 2) Refer to girder($) for INSS to truss connections. 1) This INSS has been checked for unbalanced loading conditions. 4) This tNSS has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all 3) This truss has been designed with ANSllTPl 1-1995 criteda. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened 10 each truss with 3-16d nails. 6) CAUTION, Do not erect INSS backwards. all panel points along the Top Chord, nonconcutrent with any other live loads. anached lo walls at their outer ends or resfrained by other means. LOAD CASE(S) Standard mid panels and at Strongbacks to be January 15,2002 5 LOADING (psf) ' SPACING TCLL 100.0 Plates Increase 1.00 24-0 ' CSI TC 0.88 DEFL in PLATES TCOL 12.0 Lumber increase 1.00 BC 0.35 Vert(LL) -0.03 Vert(TL) -0.05 5-6 ,999 ECDL 8.0 Code UEC971ANS195 , (Matrix) WE 0.27 Horz(TL) 0.01 5 nla 1st LC LL Min lldefl = 360 Weight: 26 Ib MI120 BCLL 0.0 Rep Stress lnu NO Scale = 1:12.5 I1 LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF N0.2 WEBS 4 X 2 SPF Stud BRACING TOP CHORD Sheathed or 5-9-4 oc pudins. except end vefiicals BOT CHORD Rigid ceiling diredly applied or 104.0 oc bracing. ~ ~~~~~~ ~ ~ ~ ~ REACTlONS(1blsize) 8=656/0-2-12, 5=6701Mechanical FORCES(1b) - First Load Case Only TOP CHORD 8-9=-204. 1-9=-204.4-5=-246. 1-10=-9, 2-10=-9, 2-11=-761. 3-1 1=-761, 3-12=0,4-12=0 EOTCHORD 7-8=761.6-7=761,56=761 WEBS 3-5=-859, 2-8=-872, 2-7~86. 3-6=-32 NOTES 1) This Imuss has been checked for unbalanced loading Conditions. 2) Refer to girder@) for truss lo INS connections. 4) This truss has been designed with ANSlITPl 1-1995 criteria. 3) Provide mechanical mnnsdion (by others) of truss to bearing plate at joint(s) 8. 5) This truss has been designed fora moving concentrated load of 250.01b live and 50.01b dead located al all mid panels and at 6) Recommend 2x6 slmngbacks, on edge, spaced at 10-0-0 oc and fastened lo each INSS with 3-16d nails. Strongbacks lo be 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard all panel points along the Top Chord, nonconcurrent with any Other live loads. attached lo walls at their outer ends or restrained by Other means. GRIP 1971144 January 15,2002 6 4x6 4 REACTIONS (IWsize) 6=686/Mechanical, 4=6861Mechanical TOP CHORD 1-6=-670. 34=-670. 1-7=-549. 2-7=-549. 2-8=-549. 3-8=-549 FORCES(b) . Fist Load Case Only WEBS BOT CHORD 56=-0.4-5=0 2-5.-1216, 1.51822, 3-5=822 NOTES Scale = 1:9.4 PLATES GRIP MI120 197/144 Weight: 14 Ib ~~~~~~ ~ BRACING TOP CHORD Sheathed or 2-7-2 oc pudins. except end verticals BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. 1) This INSS has been checked for unbalanced loading conditions. 2) Refer to girder($) far truss to truss connections. 3) This t~ss has been designed with ANSWPI 1-1995 criteria. 4) Load case(?=) 2, 3, 4. 5. 6 has been modified. Building designer must review loads to verify th 5) This ~NSS has been designed for a moving wncentrated load of 250.01b live and 50.01b dead 6) Rewmmend 2x6 strongbacks, an edge. spaced at 10-0-0 oc and fastened lo each truss with 7) SDacial hanaerisl or connectionis> reauired lo suooort concentrated loadid 1076.01b down at Intended use of this truss. all panel wints along the Top Chord, nonwncunent with any other live loads. attached lo walls et their outer ends or restrainea by other means. .. unspecified con'n&ction(s) is del&ated to the building desi;& at they are correct for the located at all mid panels and at 3-16d nails. Strongbacks to be 1-3-9 on top chord. Design for LOAD CAWS) Standard Except: 1) Floor: Lumber lncrease=1.00. Plate lncrease=l.OO Uniform Loads (plf) Vert: 4-6=-16.0. 1-3=-104.0 Concentrated Loads (Ib) Vert: 21-1076.0 2) 1st Sprinkler Load Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (pif) Concentrated Loads (Ib) Vert: 4-6=-16.0. 1-30-24.0 Vert: 1=-300.0 2=-358.7 3) 2nd Sprinkler Load: Lumberlncrease=l.25. Plate Increase425 Vert: 4-6=-16.0. 1-3=-24.0 Vert: 2=-358.7 7=-300.0 Vert: 4-6=-16.0, 1-3=-24.0 Load Lumber Increase=l.25. Plate Increase=1.25 5 ("If\ &"Jw ?l?tr/~ dc$i,q,i ~mranwr~~~~ orid READ NOTES 0A'THI.S ,\h;D REVI1R.E SIDE BLt'OKL. US/< Design valid lor use only with MiTek Connectors. TIM design is basad only upon paramsfera shown. and is lor an mdividuai January 15,2002 building CompOnent Io be installed and loaded verllcally. AppiiCBbility of deSign parameters and proper incorporation of companent !S reSpoOsibilily 01 bvlidlng de8igner - not frYSS designsr. Bracing shown is for lafsral ruppon 01 individual web members Only. Additional temporary bracing to insure Sfsbilily during conslr~clton $8 the responsibility 01 the wector. Additional permanent bracing 01 the ov~rall S~IYC~YIB I6 the rssponalbility 01 the building designer. For general guidance regarding IBbriCBfion. quailty COnfml, sforage. deiivsry, Brection. and bracing, Conwit QST-88 Quality Standard, DSB- 89 Braclnp Specification, and HIB-91 Handllng insta11a1ion and Bracing Rscommtndafion available from Truss udc Plate inslituts. 583 DOnafio Drive. Madison, Wi 53719 MTek Indusirier, Inc. LOAD CASE@) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) 5) 41h Sprinkler Load: Lumber lncrease=1.25. Plate lncrease=1.25 Vert: 2=-358.7 8=-300.0 Vert: 4-6=-16.0. 1-3=-24.0 Vert: 33-300.0 2=-358.7 6) 5th Sprinkler Load. Lumber lnmease=1.25, Plale Inmease=t.25 Vert: 4-6=-16.0. 1-3=-24.0 Concentraled Loads (Ib) Vert: 2=-658.7 LOADING (psf) TCLL 40.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 -~ 4-2-12 2x4, ' SPACING 20-0 ! CSI DEFL in (loc) lldefl PLATES Plates Increase 1.00 TC 0.74 , Vert(LL) -0.02 5 ,999 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 5 ,999 MI120 Repstress lncr NO WB 0.72 ' Horz(TL) -0.00 4 nla Code UBC971ANS195 (Matrix) , 1st LC LL Min ildefl = 360 Weight: 19 Ib LUMBER TOP CHORD 4 X 2 SPF No.2 BOT CHORD 4 X 2 SPF N0.2 WEBS 4 X 2 SPF Stud REACTlONS(Ib1size) 6=91710-5-8, 4=917/Mechanical BRACING TOP CHORD Sheathed or 4-2-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I Scale = 1z9.4 ! I 9 'D 7 GRIP 1971144 FORCES(lb) - First Load Case Only TOP CHORD 1-6=-899. 341-899. 1-7=-1212, 2-7=-1212. 2-8=-1212, 3-8=-1212 BOT CHORD 56.-0.4-5=0 WEBS 2-5.-1595, "1459. %Si459 NOTES 2) Refer to girder@) for INSS to truss connections. 1) This truss has been checked for unbalanced loading conditions. 41 Load case19 2, 3, 4, 5, 6 has been modified. Building designer must review loads to verify that they are COR~C~ for the 3) This truss has been designed with ANSUPI 1-1995 criteria. 5) This twss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at 6) Rewmmend 2x6 Strongbacks. on edge. spaced at 10-0-0 oc and fastened to each truss With 3-166 nails. Strongbacks to be 7) Special hanger(s) or connection(s) required lo support concentrated laad(s) 1341.01b down at 2-4-8 on top chord. Design far intended use of this INS all panel wints along the Top Chord. nonwncurtent with any other live loads. attached to walls at their outer ends or restrained by other means. unspecified connection(s) is delegated io the building designer. LOAD CASEIS) Standard Except: 1) Flwr: Lumber lncrease=1.00, Piate Increase=l.CQ Uniform Loads (plf) Vert: 44=-16.0. 1-3=-104.0 Concentrated Loads (Ib) vert: 2=-1341.0 2) 1st Sprinkler Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Concentlilted Loads (Ib) Vert: 46=-16.0. 1-3=-24.0 Vert: I=-300.0 2=-447.0 3) 2nd Sprinkler Load: Lumber Increase=1.25, Plate Increase4.25 Uniform Loads (plf) Concentrated Loads (ib) Vert: 4-6=-16.0. 1-31-24.0 Vert: 2=47.0 7=-300.0 Lumber Increase=1.25. Plate increase=1.25 &~~,~g~*\',~ri~v i~c$,,qrj ponrm,/<,r.v READ ,VOTES ON THI.S.AVI) REI'EICE SI^ ~EF-ORC USF; Vert: 46=-16.0, 1-3=-24.0 Design valid far Yss only with MiTak connsclOlS. This design is based Only upon parameters shown, and is for an indiwdm building component to be inrfallsd and ioadsd vertically. Applicability 01 design parameters and proper incorporat,on 01 January 15,2002 Component /s responolbilify of building designer - not truss deslgner. Bracing Shown is lor lateral 6upporlol individual web rnembBr8 only. Additional IBmpOlDni bracing Io insure Slabiilly during cons1I~clion is the responsiDilily (11 the erector. Additional permanent bracing Of the DVBlall 61ruc1ure 16 the respon6ibilify of the building designer, For general guldance regarding fabricallan. quality COnllOi. Storage. delivery, erectton. and bracing, Consult QST-88 OuallV Standard, DSB- 89 BlaElng SpeEi11Catlon. and HIB-SI Handling Inllbliallon and Bracing Recornrnandatlon available from Truss MI1 Piale instllub. 583 D'OnOtrb Driva, Madison. Wi 53719 MiTek Industries, Inc. 9x17.5M1116 -~ 3x6 1x4 - 3x6 2x8 ': 6x6 ~ 4x6 :, 2x8 2x8 I1 7x8 ~ 6x8 = 2x8 1, 6x12 Z~ 3x6 FP= 3x6 FP: 3x6 11 6x10 7 2x8 I! 1x4 :: 1 30 2 31 3 324 335 346 357 636 9 37 10 38 11 12 13 39 14 40 15 41 164217 - ~~ \ ~~ ~~~~ ~~~~~ ~~~~~ 27 6x10 26 25 24 23 7x12 ~ 7x8 ~ 3x12.5 MI116 FP 1 2x4 SP 6x8 TCLL 40.0 LOADING (psf) SPACING 2-0-0 CSI Plates Increase 1.00 TCDL 12.0 TC 0.56 Lumber Increase 1.00 BCLL 0.0 Rep Stress lncr NO BC 0.74 BCDL 8.0 Code UBC97lANS195 WB 0.95 IMatdxI TOP CHORD 4 X 2 DF-N 2400F 2.OE LUMBER WEBS BOT CHORD 4 X 2 DF-N 2400F 2.0E 4 X 2 SPF Stud ~~ ~ REACTlONS(1blsize) 18=202010-3-8, 27=3321/0-2-12 FORCES(lb) TOP CHORD BOT CHORD WEBS ! DEFL in lldefl PLATES GRIP i Vert(LL) -0.66 2J%) ,453 Vert(TL) -0.99 22-24 ,300 MI120 1971144 ! HorziTL) 0.15 I8 nla MI116 127182 1 1st LC LL Min lldefl = 360 Weight: 202 Ib ~~ ~~ ~ ~ BRACING TOP CHORD Sheathed or 64-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates are MI120 plates unless otherwise indicated. 4) This t~ss has been designed With ANSIITPI 1-1995 criteria. 3) Provide mechanical mnnedion (by others) of ~NSS lo bearing plate at joint(s) 27. 5) Loadcase(s)Z. 3, 4, 5, 6, 7. 8, 9, IO. 11, 12, 13, 14, 15, 16, 17, 18, 19, 20. 21, 22, 23, 24. 25.26. 27, 28. 29, 30, 31. 6) This truss has been designed for a moving wncentrated load of 250.01b live and 50.01b dead located at all mid panels and at 32 has been modified. Building designer must review loads lo verity that they are correct for the intended use of this truss. 7) Recommend 2x6 strongbacks, on edge, Spaced at 10-0-0 oc and fastened lo each INSS with 3-16d nails. Strongbacks lo be all panel points along the Top Chord, nonwnc~rrent with any other live loads. 8) Special hanger($) or wnnedon(s) required to support wncentrated loadis) 1002.01b down at 3-1 1-0. and 666.01b down at anached to walls at their outer ends or restrained by other means. 5-1 14. and 686.01b down at 8-4-0 on top chord. Design for unspecified wnnection(s) is delegated to the building designer. LOAD CASE(S) Standard Except: 1) Floor: Lumber lncrease=1.00, Plate lncrease=t.OO Vert: 18-27=-16.0, 1-17=-104.0 Vert: 3=-1002.0 5=686.0 7-486.0 Uniform Loads (plf) Concentrated Loads (Ib) 2) 1st Spdnkler Load Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Concentrated Loads ilbl Vert: 18-27=-16.0. 1-17=-24.0 I Vert: I=-300.0 3- " 334.0 5- " 228.7 7- .. 228.7 I January 15,2002 R1150316 LOAD CASE( 3) 2nd Sprinkl Uniforn S) ~er Load: Lumber lncreasecl.25, Plate Increase=1.25 I Loads (plf) Vert: 18-27=-16.0, 1-17=-24.0 Concentrated Loads (Ib) Vert: 3=-334.0 5=-228.7 7=-228.7 30=-3W.O 4) 3rd Sprinkler Load: Lumber lncrease=1.25. Plate Increase=l.25 U"iforrr t ,d* I lrll, Vert: 18-27=-18.0. 1-17=-24.0 Concentrdted Loads (Ib) 5) 4th Sprinkler Load: Lumber lncrease=1.25, Plate Increase.1.25 vert: 3=-334.0 5=-228.7 7~228.7 31=-300.0 Uniform Loads (plf) Veri: 18-271-18.0. 1-17=-24.0 Concentrated Loads (Ib) Vert: 3=-334.0 5=-228.7 7=-228.7 32=-300.0 6) 51h Sprinkler Load: Lumber Increase=1.25, Plate lncrease=1.25 u"ifr", "do In,'\ ,,,,, LYo"I \vll, Vert: 18-27=-16.0, 1-17=-24.0 --"=-'sd Loads (Ib) 1: 3=-334.0 5.-228.7 7=-228.7 33=-300.0 7) 6th sprinkler Load: Lumber 1nc~ease=1.25. Plate 1ncrease=i.25 Uniform Looads (plf) Concentrated Loads (Ib) Vert: 18-27.-16.0. 1-17=-24.0 8) 7th Sprinkler Load: Lumber lncrease=1.25, Plae lncrease=1.25 vert: 3=-334.0 5=-228.7 7=-228.7 34=-300.0 Uniform Loads (plf) Concentrated Loads (lb) Uniform Loads (plf) Concentrated Loads (Ib) Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 35=-300.0 9) 8th sprinkler Load: Lumber Increase=1.25, Plate lncrease=1.25 Vert: 18-27=-16.0. 1-17=-24.0 10) 9th Sprinkler Load: Lumber lncrease=1.25. Plate Increase=1.25 Vert: 3.-334.0 5=-228.7 7=-228.7 36=-300.0 Uniform Loads (plf) Vert: 18-27=-16.0. 1-17=-24.0 Concentrated Loids (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Concentratad Loads Ob) Unlform Loads (plf) 11) loth Sprinkler Load: umber Imrease=1.25. Plate Increase=1.25 vert: 3=-334.0 5=-228.7 7=-228.7 371-300.0 Vert: 18-27=-16.0. 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 38=-300.0 12) 11th sprinkler Load: Lumber Increase=1.25, Plate lncrease=1.25 Vert: 18-27=-16.0, 1-17=-24.0 13) 12th Sprinkler Load: umber Increase=1.25, Plate Increase=l.25 Vert: 12=-300.0 3=-334.0 5=-228.7 7.-228.7 Vert: 18-27~-16.0. 1-17=-24.0 vert: 3=.334.0 5=-228.7 7=-228.7 39=-300.0 14) 13th sprinkler Load: Lumber lncrease=1.25, Plate Increase=l.25 Vert: 18-27=-16.0. 1-17=-24.0 Concentrated Loads (It 1) 15) 14th Sprinkler Load: Lumber Increase=l.25, Plate lncrease=1.25 vert: 3=-334.0 5;-228.7 7=-220.7 40=-M0.0 Uniform Loa-" ",'\ ?s-16.0, 1-17=-24.0 Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Vert: 3=-334.0 5;;-228.7 7=-228.7 42.-300.0 17) 16th Sprinkler Load: Lumber Increase=1.25, Plate Increase=1.25 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 17=-300.0 3=-534.0 5.-228.7 7=-228.7 18) 17th Sorinkler Load: Lumberlncrease=l.25. Plate increase.1.25 ~I Uniforh Loads (plf) Vert: 18-27=-18.0. 1-17=-24.0 Concentrated Loads (Ib) Uniform Loa 19) 18th Sprinkler Load Lumber Increase=l.25. Plate Increase-1.25 Vert: 1=-300.0 3=-334.0 5=-228.7 7=-228.7 I R1150316 ; LOAD CASEIS) Concentrated Loads (lb) 20) 191h Sprinkler Load: Lumbar Increase=1.25, Plate Increase=l.25 Vert: 1=-300.0 3=-334.0 5=-228.7 7=-228.7 Uniform Loads (plf) Concentrated Loads (Ib) Uniform Loads (plf) Vert: 18-27=16.0. 1-17=-24.0 Vert: 3;-334.0 5=-228.7 7=-228.7 2=-300.0 21) mh Sprinkler Load: Lumber lncrease=1.25. Plate Inmase=1.25 !rt: 18-27=-16.0. 1-17=-24.0 Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) VE Vert: 3=-634.0 5=-228.7 7.228.7 22) 21st Sprinkler Load: Lumber Increase=1.25. Plate Increase=l.25 Vert: 18-27;-16.0, 1-17=-24.0 Vert: 3=-334.0 5=-228.7 7=-228.7 4=-3M).O 23) 22nd Sprinkler Load Lumber lncrease=1.25, Plate Increase=1.25 Uni'~ ~~~ , ~ ~ , I ,,. Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) Vert: 3=-334.0 5=-528.7 7=-228.7 24) 23rd Sprinkler Load: Lumber Increase=l.25, Plate lncrease=1.25 Vert: 18-27=-16.0, 1-17=-24.0 251 24th SDrinkler Load: Lumber lncTease=1.25. Plate Increase=I.Z5 Vert: 3=-334.0 5;-228.7 7=-228.7 6=-3M).O rorm LOQOS tprj Vert: 18-27=-16.0. 1-17=-24.0 uniforh Loads (plf) Vert: 18-271-16.0, 1-17=-24.0 Concentrated Loads (Ib) Vert: 3=-334.0 5=-226.7 7=-528.7 26) 25th Sprinkler Load: Lumber lnuease=1.25. Plate lncrease=1.25 Uniform Loads (plf) vert 1~.77=-16 n 1-17=.?6 o .- -. . .. Concentrated Loads (Ib) Uniform Loads (plf) 27) 26th Sprinkler Load: Lumber Increase=l.25, Plate hcreaSe=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 9=-300.0 Vert: 18-27=-16.0, 1-17=-24.0 Concentrated Loads (Ib) Uniform Loads (plf) Vert: 3=-334.0 5=-228.7 7=-228.7 IO=-300.0 28) 27th Sprinkler Load: Lumber lncrease=1.25, Plate Increase=? 25 vert. 1~-~7;-16 n 1-17=34 o .- -. . .. Concentrated Loads (Ib) 29) 26th Sprinkler Load: Lumber Increase-1.25, Plate lncrease=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 11=-300.0 Unifor~~. ~~1~ ,~.,, m LOBOS {pnj Concentrated Loads (Ib) Uniform Loads (plf) Concentrated Loads (Ib) UnbmLoads (pif) Concentrated Loads (Ib) Vert: 18-27=-16.0, 1-17.-24.0 Van: 3=-334.0 5=-228.7 7=-228.7 13=-300.0 30) 29th Sprinkler Load: Lumber Increase=l.25, Plate Increase=1.25 Vert: 18-27=-16.0. 1-17=-24.0 31) 30th Sprinkler Load: Lumber lncrease=1.25. Plate lncreaSe=1.25 Vert: 3=-334.0 5=-228.7 7=-228.7 141-300.0 Vert: 18-27=-16.0, 1-17=-24.0 Vert: 3=-334.0 5=-228.7 71-228.7 15=-300.0 32) 31st Sprinkler Load: Lumber Increase=l.25, Plate lncrease=1.25 unifoPn I "-A- I",,> ..I $*.., vert. 18-77=-16.0. 1-17=-24~0 . . . . . . . -. Concentrated Loads (I@ ~' ~ Vert: 3=-334.0 51-228.7 7=-228.7 16=-300.0 Ji . . . '/ . ._ 1 1-27-2001 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCRO1260 Building Inspection Request Line (760) 602-2725 Job Address: 1050 GRAND AV CBAD Permit Type: PCR Status: ISSUED Parcel No: Lot #: 0 Applied: 10/22/2001 Valuation: $0.00 Construction Type: NEW Entered By: JM Reference #: CBOI -483 Plan Approved: 11/26/2001 Issued: 11/27/2001 Project Title: EXTENDED STAY AMERICA Inspect Area: REVISIONS - ARCH, STRUCTURAL, MEC & ELEC Applicant: VASQUEZ JUAN 200 S LOS ROBLES AVENUE PASADENA CA 91 101 626-793-91 19 Owner: Total Fees: $480.00 Total Payments To Date: $0.00 Balance Due: $480.00 Plan Check Revision Fee Additional Fees L $480.00 $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE Piease take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter wllectiveiy follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the Cily Manager lor referred to as 'feedexatiins." You have 90 days from the date this permil was issued ta protest imposition of these leesiexactions. if you protest them, YOU must processing in accordance with Carisbad Municipal Code Section 3.32.030. Failure to timely lollow that procedure will bar any subsequent legal ation to attack. review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified feedexactions WES NOT APPLY to water and sewer cnnnection fees and capactiy changes, nor planning, zoning. grading or other similar application processiryl or service fees in cnnneclion with this prok3ct. NOR DOES IT APPLY to any feedexactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has Previouslv otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO,&&/ . / 2.66 EST. VAL. Plan Ck. Deposit Validated By . fl / Date 1MZL/6! lnaurancs Company Poiicy No. [THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS I$lOO1 OR LESS1 Expiration Date 4. I plan to provide portions of the work. but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone number I contractors license number): 5. I will Drovide some of the work. but I have contracted (hiredl the followina DWSO~S to provide the work indicated lincluda name I address I Dhone number I tvne i certify that I have read the application and State that the above information is correct and that the information on tha plans is accurate. I agree to comply with ail City ordinances and State laws relating to building Construction. I hereby authorize representatives of the CitV of Carlobad to enter upon the above mentionsd JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTiNG OF THIS PERMIT. property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. OSHA An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 Stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code Shall expire by limitation and become null and void if the building or work authorired by such permit is not commenced within I80 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned al any time ansr the work is (Section 106.4.4 Uniform Building Code). S SiGNATURE DATE /&*/& f WHITE: File YELLOW Applicant PINK Finance - EsGil Corporation In Partnership with @uernment for !8uiGfiingSafety DATE: November 21,2001 JURISDICTION: Carlsbad 3ZZLWER JURIS. 0 FILE PLAN CHECK NO.: 01-483 Rev1 (PCR01-260) SET: I1 PROJECT ADDRESS: 1050 Grand Ave. PROJECT NAME: Extended Stay America [XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 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. 0 The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation GA 0 MB 0 EJ 0 PC 11/13/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ~ ~ ~ ~ ~~~~~~~ , EsGil Corporation - - In partnership with ~oucmnunt for 'Building Safety DATE: November 5,2001 JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-483 Rev 1 (PCRO1-260) SET: I PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 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. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. (XI The applicant's copy of the check list has been sent to: Juan Vasquez 200 S. Los Robles Av, Suite 300, Pasadena, CA 91 101 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. (XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Juan Vasquez bq Telephone #: 6261793-91 19 Date contacted: I k-*I (by: &*) Fax #: 6261796-9295 Mail Telephone J Fax J In Person REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB EJ 0 PC 1 Ol25lO 1 trnsrntl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576 Carlsbad 01-483 Rev 1 (PCR01-260) November 5,2001 GENERAL PLAN CORRECTION LIST ROJECT ADDRESS: 1050 Grand Ave ATE PLAN RECEIVED BY DATE REVIEW COMPLETED: SGlL CORPORATION: 10/25/01 November 5,2001 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy Conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new complete sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. 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? 0 Yes 0 No f Carlsbad 01-483 Rev 1 (PCR01-260) November 5,2001 1. The following revised drawings were not received: Sheets A2.0, A2.OC, A7.1A, A7.2 and A8.1A. 2. Provide structural calculations for header H-13. 3. Provide structural calculations for the revised hoist beam. 4. Please see the following corrections for electrical and plumbing. 5. 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 Abe Doliente at Esgil Corporation. Thank you. PLUMBING (1997 UNIFORM PLUMBING CODE) 1. It appears that fixture type P4 is missing a vent on sheet M4.2, detail PR16. Please correct. ELECTRICAL (1996 NATIONAL ELECTRICAL CODE) 2. Include, on sheet E5.1, the building grounding and bonding electrode system necessary at the main distribution panel. 3. The plans are confusing: The “MDP designation is used for both electrical distribution board identifications and the plan note 24 on sheet E51 is incorrect. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad 01-483 Rev 1 (PCRO1-260) November 5,2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCR01-260) PLAN CHECK NO.: 01-483 Rev 1 PREPARED BY: Abe Doliente DATE: November 5,2001 BUILDING ADDRESS: 1050 Grand Ave BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR Valuation Mod. Multiplier VALUE ($) Reg. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Bldg. Permit Fee by Ordinance n By Ordinance cb Pian Check Fee by Ordinance , Type of Review: 0 Complete Review Structural Only I $480.001 Repeats 0 Repetitive Fee 0 Other How 1 Hours* Esgil Plan Review Fee * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc PLANNINC/ENGINEERINC APPROVALS PERMIT NUMBER CB fwo//&d DATE /@!/v/ .. ADDRESS RESIDENTIAL % TENANT IMPROVEMENT\_, RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL (< $10,000.00) CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER -4 DATE ENGINEER 4E DATE /?/?[h OCTOBER 25,2001 TO: BUILDING DEPARTMENT FROM: Management Analyst, Redevelopment Department EXTENDED STAY AMERICA PLAN REVISIONS - 1050 GRAND AVENUE PLAN CHECK NO. PCR01-260 (APN 203-1 30-15,18,20 81 34) I have reviewed the plan check revisions for the above referenced project. Sheets A2.0 and A2.OC are missing from the set and it is my understanding that they pertain to the retaining wall permit (CBO13062) that is being processed as a separate permit. I do not have any objections to the acceptance of these plan check revisions. This information has been entered into Permits Plus. If you have any questions, please contact me at LORI H. ROSENSTEIN @ mcg architecture DATE November 12,2001 TO Abe Doliente FROM Juan Vazquez RE6ARDIN6 1050 GrandAve,Carlsbad, ESA#8831 MCG Project No. 00.594.01 City Plan Check No. 01-483 Rev 1 (PCR01-260) REMARKS Mr. Doliente d Attached please find plan check correction from both mechanical and structural engineer. MCG has also included the missing architectural drawing A2.0, A2.OC. A7.1A, A72 and A8.1A. Please do not hesitate to call if you have any questions. u 2 CC Matt O'Shea, ESA 562.997.0165 Wallace Wong, MCG Pasadena 0 626.793.9119 @ 626.796.9295 200 South 10s Robles Avknue. Suite 300 Pasadena, CA 91101 O-lMIlR .. .- C&bld 01443 RW I (PC,ROI=aBO) 1. The following rtvised draWlng8 were not received: Sheets Af.0, A2.OC, A7.fA, A72 and 1PammbW LIP 2001 A8.1.4. Provide strudural Galculatlons far header H-13. Pmvide stmctqral calculation6 for the revlsed hoist beam. Please sen the followlng correctlona for electrical and plumbing. 5. The lulleCllctian has contmcwd with Eo~il CorpOnstion iocated at 9320 Chorepealre D+e, suite 208, Sen Di~go, Californie 92123; teiephpne number of 868/56OA68, to perform tbs plan revlew 'for yaur prolect. If you have any quedons regarding these plan review Items, pleesc contact Ab8 DoUrnts at Esgil Corporetlo~. Thank you. I' PLUMBING (1007 UNIFORM PLUMBING CODE) "p HATIQNAL ELECTRICAL COPE) bl 5. I- Siloartr Structural Engineering Corzsultarrt 3333 Brea Cauyon Road, Suite 115, Dinnzond Bur, CA 91 765 Tel: (909) 598-8218 Fax: (909) 598-8758 ARCHITECT: k! c 61 .. I33 Brea Cayiyon Ri #I 15 iamond Bar, CA 91765 Number: EL(9U9)598-82 I8 Architect: 3AM' :Iura1 Encineerine Consullanls I- SIL4 Slruc 3333 Dian TEL - I G Brea Canyon Rd. #I I5 lond Bar, CA 91765 :(909)598-8218 Number: Archilecl: Sheel: 2 Dale: r I i I Brea Canyon Rd. #I 15 nond Bar, CA 91165 .:(909)598-82 18 Number: Architect: Date: >OAM tctural Engineering Consultants 3 Brea Canyon Rd. #I 15 mond Bar, CA 91765 L:(909)598-8218 Number: Architect:. Date: SI. Slr 33: Dit TE - t .!k - H- 1 - 33 Erea Canyon Rd, #I 15 amond Bar, CA 91765 Number: Dale: :L:(909)598-82 18 Architect: Job: ESA - Car,lsb!d, CA Sheet: r Slructural Engineering Consullanls 3333 Brea Canyon Rd: #I I5 Diamond Bar, CA 91765 TEL Number: Date: - H: _.- t-l - !i t - - ,:(909)598-8218 Architect: SILOAM '0' E34 + c&ln,d Sheet: Structural Engineering Consultants 333: Dim TEL 6 - Ht - I-\ - t! - \ - L 3 Brea Canyon Rd; #I I5 nond Bar, CA 91765 ,:(909)598-82 I8 Number: Archilect: Date: I. . 33 Brea Canyon Rd; #115 mond Bar, CA 91765 ,:(909)598-8218 Number: Architect: Date: .LOAM Job E54 - Cnvsbn.A, c 4 Sheet: ructural Engineering Consultants 7 ILOAM tructural Engineering Consultants 'ob ESA - C~V(S b~4, CA Sheet: 8 333 Brea Canyon Ri: #I 15 liamond Bar, CA 91765 EL(909)598-8218 Number: Architect: Date: . _. SILOAM Slructural Engineering Consultants 3333 Brea Canyon Rd. #I I5 Diamond Bar, CA 91765 Nutnber: 'Ob: €SA - C~vlsbmd, CA Sheet: (0 ~~L(909)598-8218 LATEFAL AdHL)'sr";. : 1)ale: Architect: A .T L .- I lLOAM Iructural Engineering Consultants 'ob €54 - cads hq.d, GA Sheet: 12 Brea Ca-"yon Rd. #I 15 ond Bar, CA 9 I765 :909)598-8218 Number: Architect: Dale: 1 I- I -17- " \ a 0 *) v .- \ - 3 W (D x W .- 0 Lo c) 4 x x m 0 In M U x io 8 v) M 4 x In a Lo M 4 2 2 M e Lo M 4 N .- 0 m M 4 Lo I) 4 " a 2 OL >- a, P x a x n Em n a, \- a x >2 'm = e 5% n- e e e.;I '0 0 m- W e+ u 0 M m: a? "n 0 3 x (D .- 0 VI n 2 VI VI 2 n L VI 3 t VI a x c) x N " 0 -! Lg; \ N .- ab F7> IN . VI W f- .. - SILI Slruc 3333 Dian TEL - 3 L I L - land Bar, CA 91765 Brea Canyon Rd. #I I5 :(909)598-82 I8 Number: Architect: Date: / LOAM uctural Engineering Consultants Job ESA - CAS And, cpI Sheet: /3 13 Brea Canyon Rd. #I 15 lmond Bar, CA 91765 L(909)598-8218 Number: Archilect: Dale: SILOAM 'ob: €54 - Caulsb"\Gl, cA Sheet: 19 Structural Engineering Collsultants Dialnond Bar, CA 9 I765 Number: ' 3333 Brea Canyon Rd. #I 15 Date: TEL(909)598-8218 Architect: 5#,4~ C~JALL rX'514nl: c WITL) /. .' . ! ILOAM lructural Engineering Consultants 'Ob: ESA - Cavk Lmd , 54 Sheet: 21 333 Brea Canyon Rd. #I I5 rianlond Bar, CA 91765 'EL(909)598-8218 Number: Architect: Date: I... LOAM 'Ob: €54 - Cc?IYISbcnd cA. Sheet: 23 ructural Engineering Consullants , 33 Brea Canyon Rd. #I I5 amond Bar, CA 91765 Number: Date: (909)598-8218 Architect: rup WALL- : EXtWiDv GJ I "* FLR. .. Brea Canyon Ri. #1 I5 lond Bar, CA 9 I165 :(909)598-8218 Number: Architect: Date: I- - SILC Slruct 3333 TEL( Dim __ x , L Brea Canyon Rd; # 1 15 ond Bar, CA 9 I765 Number: I . Date: :909)598-8218 Architect LOAM- Job: ESA-C&(shd CA Sheet: 26 uclural Ennineerine Consultanls Brea Ca&n Rd; #I IS iond Bar, CA 91765 (909)598-8218 Number: Architect: Date: Dialtmnd Bar, CA 917G5 TEL:(909)598-8218 Number: I hrcllilect: Date: . I TEL:(909)598-8218 Diamond Bar. CA 9 I765 Nulnber: Architect: Dale: .. .. .. ., .. \ Y d -r Ru 01-15-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCRO1307 Building Inspection Request Line (760) 602-2725 Job Address: 1050 GRAND AV CBAD Permit Type: PCR Status: ISSUED Valuation: Parcel No: Reference #: CB010483 $0.00 Lot#: 0 Applied: 11/27/2001 Construction Type: NEW Entered By: JM Pian Approved: 12/06/2001 Issued: 01/15/2002 Project Title: EXTENDED STAY OF AMERICA REV TO FOOTING PENETRATIONS - Inspect Ag3 4 01/15/02 0002 01 02 cw 120. M) Applicant: VASQUEZ JUAN 300 200 S LOS ROBLES PASADENA CA 91 101 626-793-91 19 Owner: Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 Plan Check Revision Fee Additional Fees $120.00 $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Piease take NOTICE lhat approval of your project includes the YmposiUon’ offees, dedications, reservatbns, orotherexacUans hereafter wik&veiy referred to as ’feeslexactions.” You have 90 days from the date lhis prml was issued to protest imposMn of these feeslexactions. If you protest them, you must follow the protest pmdures set folm in Government Code Section &5020(a), and filethe protest and any other required informaBon with the City Manager for processing in accordance wilh Cadstad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent lagal action to attack. review, set aside, void, or annul their impositbn. YouareherebyFURTHERNOTlFiEDthatywrrighttopmtestthespcifiedfeeslexactionsDMSNOTAPPLYtowaterandoewermnnectionfeesandcapactiy chawes, norpianning, zoning, gradirg or other similar applicatan pmcessirg of service fees in connection with this prop3 NOR DOES IT APPLY to any feeslexactions of which YOU have Drwiouslv been qiven a NOTICE similar to this, or as to which statute of limitations has previousiy othemise expired I PLAN CHECK NO.pd-37 FOR OFFICE USE ONLY PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 &36h4@ EST. VAL. Plan Ck. Deposit , / Validated B h.4. . // /, I Date " ., PR0;iECT INFORMATION p 109e 4wl7 Aqe 1 I &7¶5r+VFV 5m-f A&LC-(cA Address linclude BldgISuits XI Businass Name 1st this address) Legal Description AISBSSO~'S Parcel X Existing Use ~~,~,IS? 34 1551 .&&sL SMV GN77 Lot No. Subdivision NamslNumber Unit No. Phase No. Total X of units -3.-I30 "IS. CS~ZD 4s-6 aE5tPLMnr* *TULL ?a% (5 ta-4 7-v SrrJcrrrSuL fy=elauG nnws 1 Proposed Use 9 Description of Work SO. FT. #of Stories X of Bedrooms X of Bathrooms 2; FONTACT PERSO.N:~lt~'dlif~rQnt'lrom~I)plleentl Nams Address StatalZip Telephone X Fax X City 3. APPLICANT 0 COntraDtOr 0 Agentfor COntraGtOr 0 WwnEr a.4gent for9wner ' . Name Address City StatelZip Telephone X 4. PROPERTY OWNER Nams Address City 5. CONTRACTOR COMRANVNAME.. '~ ISes. 7031.5 Business and Professions Code: Any City or County which requires a permit to COWtrUCt. alter, improve. demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that ha is licensed pursuant to the provisions at the Contractor's License Law [Chapter 9, commending With Section 7000 of Division 3 of the Business and Professions Code1 or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1650011. Name Address City State License X License Class Designer Name Address City StatelZip Telephone 9 cj- U*,swa -5 -&s k.h -JL "&MALA .+ .. , ,, ,, ,. (0 I (Lrd773-9fl9 Cazr)??"' 9z7z ., StstslZip Telephone I , -. , .. - ,. ,, StetelZip Telephona X City Business License X of the work for Which this permit is issued. i hava and will maintain a certificate at Consent to self-insure for workers' cornpensstion as provided by Section 3700 of the Labor Coda, for th8 performance 0 I have and will maintain workers' CompBnLation. 85 required by Section 3700 Of the Labor Code. for the performance of the work for which this permit is issued. My worker's compensation insurance Carrier and policy number ere: ln~urance Company [THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 191001 OR LESS1 CERTIFICATE OF EXEMPTION I Certify that in the PsrfolmsnCB of the work for Which this Permit is issued, I shall not employ any person in my manner so as to become subject to the Workers' Compensation Laws of California. WARNINQ: Failure 10 sacura workers' compensation covemge Is unlawful. and shall subbct an amplaysr to viminal pmalUes and civil finer up to one hundred thousand dollars 18100,0001, in sddltlon to the cost Of compsnsatlon. damages as provided for in Secllon 3706 of the Labor Code. Interest and attmmy's foes. Policy No. Expiration Date SIGNATURE 7.. .OWNEI~.~UILDE~CDECLARATION DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I. 8s owner of the property or my employees with wages as their 101. cornpansation, will do the work and the structure is not intended or offered for sale ISec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees. provided that such improvements are not intended or Offered for sale. If. however, the building or improvement is sold within one year of completion. the Owner-builder will have the burden of proving that he did not build 01 improve lor the purpose of sale). I, as owner of the property, am excluoively contracting with licensed COntrsCtOrs to Construct the project ISec. 7044. Business and Professions Code: The pursuant to the Contractor's License LawI. Contractor's Licensa Law does not apply to an owner of property who builds or improver thereon, and Contracts for such projects with cmtractorlsl licensed 0 I am exempt under Senion ' Business and Professions Code for this reason: 1. I personaliy plan to provide the major labor and materials for Con$tPUCtion of the proposed property improvement. YES ON0 2. I lhava I have not) Signed an application for a building permit lor the proposed work. 3. I have contracted with the following pereon lfirml to provide the proposed Construction lincluds name I address I phone number I contractors license number): 4. I plan to provide portions of the Work. but I have hired the following per$on to coordinate. Supervise and provide the major Work lincluds name I address I phons number I contractors license number): 5. I will provide some Of the work, but I have contracted lhiredi the followine parsons to provide the work indicated linclude name I address I phone number I tym PROPERTY OWNER SIGNATURE DATE COMPLETS'THIS'SECTION FOR NONh'ESIDENTW BUILPINQPER%ITE:ONLY ' is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505. 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO 1s the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the Outer boundsly of B school sit87 YES 0 NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE 8. CONSTRUCTION LENDING.AGENCY REOUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AN0 THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction landing agency tor the performance of the work far which this permit is issued ISec. 3097ii) Civil Code). ., LENDER'S NAME '9. CiPE'iJC&NT ChRTlFICATION , . LENDERS ADDRESS ,, . ,. .. .. . I certify that I have reed the application and state that the above information is correct and that the information on the plans io accurate. I agree to comply with all property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. City ordinances and State laws relating to building construction. I hereby authorize represenDtiVeS of the Cit). of Carlrbad to enter upon the above mentioned JUDGMENTS. COSTS AN0 EXPENSES WHICH MAY'IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or Construction of structures over 3 stories in height. authorized by Such permit is not commenced within 180 days from the date of such permit or if the building or Work authorized by such permit is suspended or abandoned EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work at any time after the work tion 106.4.4 Uniform Building Code). APPLICANT'S SIGNATUR DATE WHITE: File YELLOW: Applicant PINK: Finmce EsGil CorDoration - In !PartnersKip wid +vernmcntfor BuiGfing Safety DATE: December 4,2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-483 Rev. 3 (PCR01-307) SET: I PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America 0 FILE 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 depaltment staff. 17 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 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: Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Revision 3 includes structural footing penetrations. By: Abe Doliente Enclosures: Esgil Corporation 0 GA MB EJ 0 PC 11/29101 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 6 Fax (858) 560-1576 Carlsbad 01-483 Rev. 3 (PCRO1-307) December 4,2001 VALUATION AND PLAN CHECK FEE JURISDICTION: CarIsbad (PCRO1-307) PLAN CHECK NO.: 01-483 Rev. 3 PREPARED BY: Abe Doliente DATE: December 4,2001 BUILDING ADDRESS: 1050 Grand Ave BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR BUILDING Valuation I I Mod. PORTION Multiplier VALUE ($) Reg. I I I I I - I I I I I ..~ ~ "_ Bidg. Permit Fee by Ordinance Plan Check Fee by Ordinance 2 Type of Review: 0 Complete Review 0 Structural Only ~ ~ -~~ ~~~~ ~~~ ~. ~ Repeats Repetitive Fee 0 Other Houdy IF[ Hour * Esgil Plan Review Fee Comments: Revision 3 includes footing penetrations. * Based on hourly rate Sheet 1 of 1 rnacvalue.doc F 3 7144844553 11147383684 PaQ 82102 02/02 ". . .. 02-28-2002 City of Carlsbad 1635 Faraday Av Carlrbad, CA 92008 Plan Check Revision Permit No: PCROl322 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: PCR 1050 GRAND AV CBAD Parcel No: Status: ISSUED Valuation: Applied: 12/05/2001 Reference #: CBO10483 Plan Approved: 02/28/2002 Project Title: EXTENDED STAY OF AMERICA Issued: 02/28/2002 Lot#: 0 $0.00 Construction Type: NEW Entered By: JM REV TO ARCH, MECH,ELEC & SITE LIGHTING Inspect Area: Applicant: VASQUEZ JUAN 300 200 S ROBLES AVE PASADENA CA 91 101 626-793-91 19 Owner: 1965 02/28/02 0002 01 02 CGP 480.00 Total Fees: $480.00 Total Payments To Date: $0.00 Balance Due: $480.00 Plan Check Revision Fee Additional Fees $480.00 $0.00 I FINAL APPROVAL Inspector: Date: Clearance: NOTICE Please take NOTiCE that approval of your project includes me ‘imposition” of fees, dedications, reservations, or other exactions hereamer coliectiveiy referred to as ”feedexactiins.” You have 90 days from the date this permit was issued to protest imposition of these feedexactions. if you protest them, you must foilow 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 Carisbad Municipal Code Section 3.32.030. Failure to timely foiiow that procedure will bar any subsequent iegai action to atlack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTiFiED that your right lo protest the specified feedexactions DOES NOT APPLY to water and sewer mnnection lees and capacity or planning, zoning, grading or other similar application processing or sewice fees in connection with this project. NOR DOES IT APPLY to any ions of which vow oreviouslv been WOTiCE similar to this. or as to which the statute QlhWQns has 0 reviouslv wse exoired. .. . EsGil Corporation Zn Tarinenhip with Gaucmmcnt far Bui[aing.Safety DATE: 2/11/02 JURISDICTION: Carlsbad 0 FILE PLAN CHECK NO.: 01-0483 Rev 4 (PCRO1-322)(Revision) __ SET: Rev. 4 PROJECT ADDRESS: 1050 Grand Avenue PROJECT NAME: Extended Stay America The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Ix] 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 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. 0 The applicant's copy of the check list has been sent to: Ix] Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Fax #: Fax In Person sheet M2.1, M3.1, M5.2, & FP2.1. By: Eric Jensen Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC Extended Stay America trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 +. Fax (858) 560-1576 c EsGil Corporation DATE: February 1,2002 JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-0483 Rev 4 (PCRO1-322)(Revision) - SET: I PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [XI The applicant's copy of the check list has been sent to: MCG Architecture; Attn: Juan Vasquez 200 South Los Robles Ave, Suite 300, Pasadena, CA 91 101 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. [XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Juan Vasquez Telephone #: 6261793-91 19 Date contacted: 21 I lo2 (by: +A) Fax #: 6261796-9295 Mail 4elephone Fad In Person [XI REMARKS: Revision of REV 4 includes Mechanical and electrical changes only: By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB EJ PC 1/23/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ? Carlsbad 01-0483 Rev 4 (PCRO1-322)(Revision) February 1,2002 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 01-0483 Rev 4 (PCRO1-322)(Revision) PROJECT ADDRESS: 1050 Grand Ave DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGlL CORPORATION: 1/23/02 February 1,2002 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new complete sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. 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? 0 Yes 0 No .. .. Carlsbad 01-0483 Rev 4 (PCRO1-322)(Revision) February 1,~ 2002 PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER Eric Jensen MECHANICAL (1997 UNIFORM MECHANICAL CODE) 1. The mechanical plans have not been updated, they still show ceiling mounted bathroom exhaust fans. Clarify the following: The architectural design, sheet A6.2 shows the fans installed in the sidewall of the shaft. The following issues need to be resolved: If it is an exhaust fan mounted in the sidewall of the shaft, show or specify how damper protection is provided. If it is a central roof mounted exhaust fan system is used (with registers only at the shaft) provide the mechanical schedule for the equipment and the electrical design providing back- up power. Provide updated mechanical plans showing the proper locations of the exhaust fans. ELECTRICAL (1996 NATIONAL ELECTRICAL CODE) 2. City review will be necessary for the site light design to determine if the design meets any zoning or planning issues. The site lighting submitted with this plan check is fairly intense and appears to extend past property lines (even onto the freeway off-ramp). Note: If you have any questions regarding this Plumbing, Mechanical, and Electrical plan review list please contact Eric Jensen 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 01-0483 Rev 4 (PCRO1-322)(Revision) February 1,2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCRO1-322)(Revision) PLAN CHECK NO.: 01-0483 Rev 4 PREPARED BY: Abe Doliente DATE: February 1,2002 BUILDING ADDRESS: 1050 Grand Ave BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR mm[ Valuation Mod. Multiplier VALUE ($) Reg. I I I I I I I I I I I I I I I I I I I Air Conditioning Fire Sprinklers TOTAL VALUE I I Jurisdiction Code cb By Ordinance 1 Bldg. Permit Fee by Ordinance ~ V I Plan Check Fee by Ordinance , V Type of Review: 0 Complete Review 0 Structural Only Repeats 0 Repetitive ~ee 0 Other Houtly Hours* Esgil Pian Review Fee $192.001 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc c - EsGil Corporation DATE: January 8,2002 JURISDICTION: Carlsbad @-EE== 0 APPLICANT 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01-0483 Rev4 (PCR01-322) SET: I1 PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America 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. 0 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: 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: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente Enclosures: 0 GA 0 MB 0 EJ 0 PC 1/2/02 Esgil Corporation trnsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 , - EsGil Corporation - 2n TnrtnersKip witK ~ouemmnt for 53uiGfiningSnfey DATE: December 14,2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-0483 Rev 4 (PCRO1-322) SET: I 0 PLAN REVIEWER 0 FILE PROJECT ADDRESS: 1050 Grand Ave PROJECT NAME: Extended Stay America 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 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. 0 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: MCG Architecture; Attn: Juan Vasquez 200 South Los Robles Ave, Suite 300, Pasadena, CA 91 101 0 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: Juan Vasquez Telephone #: 6261793-91 19 Date contacted: I 21 17 101 (by: yi ) Fax #: 6261796-9295 Mail VTelephoned Fax/ In Person REMARKS: Rev 4 includes architectural, mechanical and electrical included in bulletin 4. By: Abe Doliente Enclosures: GA 0 MB 0 EJ 0 PC 1 21610 1 Esgil Corporation tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-0483 Rev 4 (PCRO1-322) December 14,2001 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 01-0483 Rev 4 (PCR01-322) PROJECT ADDRESS: 1050 Grand Ave DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/6/01 DATE REVIEW COMPLETED: December 14, 2001 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new complete sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. 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? 0 Yes 0 No Carlsbad 01-0483 Rev 4 (PCRO1-322) December 14,2001 1. All mechanical chase details on sheet A8.6 do not meet the requirements of a one-hour fire rated shaft. Provide the ICBO approval number or provide details to comply with the requirements of a one-hour shaft. There is no listing of one-hour fire rated assembly for flat studs as shown on these details. 2. Please note that sheets A2.1, A2.2 and A2.3 of the plans all refer the shafts details to sheet A8.1A. The details on sheet A8.1A all comply with the requirements of a one-hour fire rated assembly. 3. References are made to sheet A6.2 of the plans. This sheet is not included even in the approved set of original plans. Please clarify. 4. 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 Abe Doliente at Esgil Corporation. Thank you. Carlsbad 01-0483 Rev 4 (PCRO1-322) December 14,2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PCR01-322) PLAN CHECK NO.: 01-0483 Rev 4 PREPARED BY: Abe Doliente DATE: December 14,2001 BUILDING ADDRESS: 1050 Grand Ave BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR Valuation Mod. Multiplier VALUE ($) Reg. I I I I I I I I I I I I I I I I Air Conditioning Fire Sprinklers TOTAL VALUE I I Jurisdiction Code By Ordinance cb - I I Bldg. Permit Fee by Ordinance i V I , . - " ~" - Plan Check Fee by Ordinance Type of Review: 0 Complete Review 0 Structural Only v $480.001 ;- Repeats Repetitive Fee _i * Based on hourly rate Comments: 0 Other Houw Hours' Esgil Plan Review Fee $384.001 I I Sheet 1 of 1 rnacvalue.doc PLANNINC/ENGINEERINC APPROVALS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL ( < $1 0,000.00) CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER DOCYMIYOrmYPlannlng Englneerlng APP~OY~IO DECEMBER 13,2001 TO: A* FROM: Management Analyst, Redevelopment Department EXTENDED STAY AMERICA PLAN REVISIONS - 1050 GRAND AVENUE PLAN CHECK NO. PCR01-322 (APN 203-130-1 5,18,20 & 34) I have reviewed the plan check revisions for the above referenced project showing changes to the site lighting along the east side of the building. I do not have any objections to the acceptance of these plan check revisions. This information has been entered into Permits Plus. If you have any questions, please contact me at x2813. - LORI H. ROSENSTEIN Carlsbad Fire Department 01 322 1635 Faraday Ave. Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Bulldlng Plan Date of Report: 12/49/2001 Reviewed by: @I .&e& Name: MCG Architecture Address: 12555 High Bluff Dr. Suite 150 City, State: San Diego CA 92130 Plan Checker: Job #: 01322 Job Name: Extended Stay Bldg #: PCR01322 Job Address: 1050 Grand Avenue Ste. or Bldg. No. Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. u Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and I or specifications required to indicate compliance with applicable codes and standards. u Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review I st 2nd 3 rd Other Agency ID FD Job # 01322 FD File # 81/18/2882 17:88 8182659725 PnG€ 81 AMERICAN MECHANICAL AND PLUMBING ENGINEERS 600 West Broadw8y Suite 250 Glendale, CA 91204 (818) 265-9720 Phone (818) 265-9725 Fax Date Jmuuy 17, Mo2 To: Juan Vuque& MCG Arehitoctr From: John Dad Projcet. ESA - Kwly MM SubJert: Bulletin No. 4 Please issue the following bulletin rofbtiw title changea, additions, andor deletions to the documents listed below. All.othsr conditions remain uwhanged. Sheet No, M2.1 Revid baokground to indicate &aft8 in guest bathrooms. M3.1 Rcvirsd the location of @est room exhaunt fm bin ceiling fan to wall fah M5.2 Redd dctait # 5 exhaust duct deer detail. Revised the location of guest momaxbrurt~fiomoeilingPmtowallfan. FP2. Rcvid the brckground to indicate shafts in meat bathrooms. . i‘ CLIENT DATE RE6ARD1116 @ mcg architecture BULLETIN 4 i November 21,2001 Issued bulletin on November 29, 2001 Matt O’Shea ESA Management, Inc. 2525 Cherry Ave, Suite 310 Signal Hill, CA 90606 1050 Grand Ave, Carlsbad, ESA #8831 MCG Project No. 00.594.01 PROCEDURE Construction Change Directive Make the described revisions in the work, credit or cost for which will be determined in accordance with Article 7 of General Conditions. Follow procedures specified in [Supplementary Conditions] [Section 012501. THIS BULLETIN Architectural, Civil, Landscape INVOLVES DRAWINGS A2.0,A2.1, A2.2,A2.3, A2.4, A3.1,A3.4, A4.1,A4.3,A5.1,A8.4,A8.6, P-1, M1.l, M2.2, “2.3,M3.2,M3.1, E2.1, E3.2,E3.3, E4.1, E4.2, E5.2, E6.3 PROJECT MANUAL N/A REVISIONS REVISIONS DRAWING See Below REASON FOR Revied shaft location at room type “K”, electrical outlets, photometric REVISIONS ADDITIONAL 0 626.793.9119 @ 626.796.9295 200 South 10s Robles Avenue. Suite 300 Pasadena, CA 91101 mmuc-mmwCrncmxamm (m-24 Bulletin 4 1050 Grand Ave, Cadsbad, ESA #8831 November 21,2001 Issued bulletin on November 29, 2001 Page 2 of 5 Yours truly, MCG ARCHITECTURE I Juan Vazquez mmr Enclosures DlSTRlBUTlOl Wallace Wong, MCG Pasadena Bulletin 4 1050 Grand Ave, Carlsbad, ESA #8831 November 21,2001 Issued bulletin on November 29,2001 Page 3 of 5 Drawing Revisions Architectural Sheet.420 1.i Revised site lighting pole locations from along the sideyard freeway setback to the parking islands. Sheet A;! 1 1. Revised Guest Room Type schedule to indicate room type “K”. SheetAzZ 1. Revised Guest Room Type schedule to indicate room type “K”. 2. Added room type “K between gridline F & G to relocate the flue. Note room type “K is same as room type “A”, the only difference is the flue at the corner of the closet. SheetAz3 1. Revised Guest Room Type schedule to indicate room type “K. 2. Added room type “K between gridline F & G to relocate the flue. Note room type “K” is same as room type “A”, the only difference is the flue at the corner of the closet. SheetA24 1. Relocated flue location at roof. SheetA3 1 1. Added Guest Room Type “K” and room finishes to Room Finish Schedule. SheetA24 1. Added Guest Room Type “K” . Sheet A4 1 1. #2 Guest Room KO1, added kitchen elevation. Sheet A43 1. #11 Queen #K03, added room elevation. Sheet A5 1 1. North Elevation, revised flue elevation. SheetAB14 1. #19 Flue Detail, revised detail to match existing detail. Bulletin 4 1050 Grand Ave, Carlsbad, ESA #8831 November 21,2001 Page 4 of 5 Issued bulletin on November 29,2001 Sheet.486 1. Added chase detail #5 to match condition. Photometric Sheet A1 1. Revised lighting layout. Mechanical Sheet M2 1. Relocated hot water heater flue shaft in type-K guest room. Sheet M23 1. Relocated hot water heater flue shaft in type-K guest room. Sheet M3 1 1. Revised hot water heater flue shaft. Electrical E21 1. E22 1. E32 1. E4 1 1. E42 1. E52 1. E63 1. Revised site lighting locations type and branch circuitry. Revised room #209 suite type k. Revised room #309 suite type k. Revised outlets at desk location in Suite B & C. Added duplex at Laundry Room #1004. Revised lighting fixture schedule in panel M-1. Added electrical for suite type “K”. Bulletin 4 1050 Grand Ave, Carlsbad, ESA #8831 November 21,2001 Issued bulletin on November 29,2001 Page 5 of 5 END OF BUUDlN .~ Q .... ... 3 .. ... . .! I MOUNTING DETAIL r fobrication. I. . 12"+ Tread Wic 4- 7 NOTES Distance Shown On Plans CONCRETE STEPS 2. l/4- per 1' slope on treads for droinoge. 1. Broom finish on treads. trowel finish on all other exposed surfaces 3. Locate handrails on both sides. 4. Handmil may project into the required width 0 distance Of 3-1/2" from each side of stairway. l/r R Provide curb on each side when specified % I - -L ________."". _I-- , ,- 00- 48 I 14 0 24" 0.C.- I SECTION A-A 0.c SILOAM Structural Enginwing Consultants "b ESA - CA~LSBA~ Sheet: 3333 Bra Canyon Rd. #I 15 WL * 01qp Diamond Bar, CA 91765 Number: TEL(909)598-8218 Architect: - - TYPICAL STAIR SLAB ON GRADE / .. ~/ .. / I iii' .. . .. 03-29-2002 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: ROB JOWDY City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR02091 Building Inspection Request Line (760) 602-2725 1050 GRAND AV CBAD PCR Status: ISSUED $0.00 Lot#: 0 Construction Type: NEW Applied: 03/28/2002 Entered By: RMA CBO1-483 Plan Approved: 03/29/2002 EXTENDED STAY-ROOF TRUSS FIXES Issued: 03/29/2002 Inspect Area: Owner: 4051 03/29/02 0002 61. 62 CGP 120 a 00 858 278-8777 Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 Plan Check Revision Fee Additional Fees $120.00 $0.00 FINAL APPROVAL I Inspector: Date: Clearance: NOTICE Please take NOTiCE that approval of your project includes the 'imposiiion' 01 fees, dedications, reservations, or other exactions herealler collectively refemd to as 'feedexactions." You have 90 days fmrn the date this permil was issued to protest imposition of these feedexadions. if you protest them, you must loiiow the protest procedures set forth in Government Code Section 66020(a), and file the pmtest and any other required information with the Ciw Manager for processing in accordance with Cartsbad Municipal Code Sedion 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 iiht to pmtest the vecitied feedexadions DOES NOT APPLY to water and sewer Mnnedion lees and capacity changes. nor planning. zoning. grading or other similar application pmcessing or SeNiCB fees in connection with this pmjed. NOR DOES IT APPLY to any 'PE~MIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 /-b232 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date Legal Decription Lot No. Subdivision NamslNumbsr Unit No. Phase No. Total t of units Existing Use Proposed Use SO. FT. #of Storie X of Bedrooms X of Bathrooms Name Addres ciy StatslZip 4. ...' WtOPEtlfY'OWNER, ,, Telephone X ~ ~ :?., , , . ,, . ~ . . ", .. Addraw City StatelZip Telephone X COMPANY.NAME:..: .-id.. .: ~ . . ~ . ,,. . . , ... ., .. ._ . . (Sac. 7031.5 Businetr and Profesions Code: Any City or County which require a permit to CoMIrYCt, alter, improve. demolish 01 repair my structure, prior to ils issuance, also requife the applicant for such permit to fila s signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Bysines and Professions Codel or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by my appiicent for a permit subjects the applicant to a civil panaity of not more than five hundred doliars 11)5001). Name Address City StatelZip Telephone I State License X License Class City Business License X Derigner Name Addres City StatelZip Telephone ,, ....''X .. I_ e. ..'WORKEFiSCOMPEN%AllON ' . State License X Workers' Compensation Declaration: I hereby affirm under pnslty of pefjuw one of the following declsntions: ,. 0 I have and will maintain c Certificate Of conrant to Seif-insUre for workers' compensation as provided by Section 3700 of the Labor Code. for the perf0;rnancs of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Coda. for the psrformsncs of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy NO. Expiration Date [THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HVNORW DOLLARS l$lOOl OR LESS1 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of tho work for which this psimit is issued. I shall not employ any person in any manner so as to become subject to the Workers' Compsnaation Laws of California. WARNING: Fallurn to secure worked cornpmmth covnwo is mhwful. and shal subjact an employer to crimlnd pmalCIes and civil fine. up to w hdnd thouland dollars 16100.0001. In addition to the CMt of cornpanution, damagu u provided fa hl Section 3706 Ot lha Labor coda. immn and altOmy'l 1.U. SIGNATURE DATE 7. -0WNER:BVILDER DECLARATION I hereby affirm that I am exempt from the Comrsctor's License Law for the following reeon: 0 I, eo owner of the properly or my employees with wage as their 6018 compensation. will do the work and the strwture is not intended or offered 101 sale such work himself 01 through his own employees, provided that such improvemantr are not intended or offered for sale. If, however, the building or improvement is Ism. 7044, Business and Rofesims Code: The Comrsctor's LicsnM Law doe not apply to an owner of property who builds or improve thereon. and who doer sold within one year 01 completion, the ownel-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, e owner of the property. em excIwiveIy contracting With licensed comractora to construct the project (Sac. 7044, Busines and Professions Code: Tho Comractar'r License Law doer not apply to an owner of prop~~rty Who builds 01 improve thereon, and contracts for such projects with ~~ntract~r(sl lieenred pursuant to the Contractor's License Law). 0 I am exempt under Section Busines end Profarrims Code for this reason: 2. I (have I have not) signed an application for a building permit for Ihe proposed work. 1, I persondiy pian to provide the major labor and materials for Construction of the proposed property improvement. 0 YES ON0 3. I hew Contractd with the following parson (firm) to provide the proposed CoMtNCtion linclude name I address I phons number I comracton license number): ,. . , .. ., 4. I plan to provide portions of the work. but I have hired the following person to coordinate, wpmise and provide the major work linciuds name I addres I phone number I contractors license number): 5. I will provide some of the work. but I have contracted [hired) the following parsons to provide the work indicated lincluda name I cddres I phons number I type of work): PROPERTY OWNER SIGNATURE COW& THIS SECTION FOR NO~EUlKDlNQ PERMITS ONLY . ' . 1s the applicant or futuce building occwam required to submit a businsrr plan. acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25634 of the Plelsy-Tanner Hazardous Substance Account Act? 0 YES 0 NO 1s the applicant or future building occupam rsquired to obtain a permit from the air pollution control district or air quality management district? YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE 1s the fecility to be constructed within 1.000 feet of the outer boundary of a schoel site? 0 YES 0 NO REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AN0 THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTlON LENDING AGENCY ' ,. I hereby affirm that there is a construction lending agency for the Performance of the work for which this permit is issued (Sec. 30971il Civil Code). LENDER'S NAME 9, APPLICANT CERTIFICATION I Certify that i have read the application and state that the above information is comect and the1 the information on the plans is ICCU~~IB. I agree to comply with all City ordinances and State laws relating to building Construction. I hereby authorize repreenlalive of the Cit). of Carlsbad to enter upon the above mentioned properly for inspection PU~POIBS. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAO AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAV IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEOVENCE OF THE GRANTING OF THIS PERMIT, OSHA: An OSHA permit is required for excavations over 5'0- deep and damolnion or Construction of structure over 3 stories in height. EXPIRATION: Every permit issuec by Me building Oflicial under the provisions of this Code shall expire by limitation and become null and void if the building or walk authorized by such permit is not commenced within 180 days fmm the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is corn d of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE DATE ., ,. ,, . LENDER'S ADDRESS WHITE: File YELLOW: Applicant PINK: Finance / ESGil Corporation DATE: Marsh 29,2002 JURISDICTION: Cnrlsbd 0 APPLICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 01.483 Rm~9 (PCRO%Wl) SET: I - ~ ." PROJECT ADDRESS; lOS0 Orand Avo PROJECT NAME: Extended Stay Amorb [XI tlre plans transmftted herewlth have been corrected where necessary and substantially comply with the jurisdldon's bulldlng codes. The plans transmitted herewith will sub8tantlaily comply with the jurisdiction's bulldlng codes when minor deficiencies identified below are resolved and checked by bulldlng department staff. 0 The plans transmitted herewith have significant deficiencies ldentlfled on the enclosed check list 0 The check Ilat transmitted herewith Is for your Informetlon. The plans are being held at Esgil 0 The applicant's copy of the check ilst Is enclosed for the jurisdiction to forward to the appllMnt 0 The appllcent's copy of the check list has bwn sent to: and should be corrected and resubmitted for a complete recheck. Corporatbn until corrected plans are oubmltted for recheck. contaat person. 0 Esgll Corporation 6taff did not advise the rppilcant that the plan check has been completed, Esgil Corporation 6taW dld advise the applicant that the plan check has been completed, Person contacted: Rob Jowdy Telephone #: 8581278-8777 Date contacted: (by: 1 Fax #: REMARKS: Rev 9 Includes truss Bx. Appl/Cilnl to osny appmvod set Ofphn8 20 fh dty. Rv: Aba Doliontm Enclosures: Mall Tdephono Fax hhnon Carlsbad 01485 Xev9 (PCRO2-091) llIuch 29, looZ VALUATION AND PLAN CHECK FEE JURISDICTION: Carlabad t"o91) PLAN CHECK NO.: 01-ea ~eo9 PREPARED BY Ab8 Dollorrtc DATE: match 29, aooz BUILDING ADDRESS: 1050 md Avo BUILDING OCCUPANCY: R-1 TYPE OF CONSTRUCTION: V-1HR AREA ValuaUon VALUt ($) ROO. MulBplirr Mod. Type of Rovlow: 0 Complete Review 0 Sbucturalonly Sheet I of 1 mcvllUO.dot LANDMWK TRUSS Fax : 16048579773 Mar 29 2002 10 :37 P. 01 Landmark I1 FACSIMILE TMNSMITTAL DATE: Mar. 29, 2002 AlTEhTION: Abe COMPANY FAXNUMBER: 858-560-1 j 76 ". . .. " __ __."_ - -. FROM: John Weikkola RE: ESA Carlsbad Repuir .~ - _- " . -_ - COMMENTS: Hello Abe, Here is a copy of the repair detail for the DO2 truss with the corrected notation Ifyou have any questions please do not hesitate to contact me. CC: Rob BCH & Sons 858-278-6776 LANDMARK TRUSS AND LUMBER INC. Phone: (604) 854-5766 . (604) 857-9772 . Fax: (604) 30480 South Frsser Way, Abbotsford B. C. RR #7 Canada V2S 5W6 LRNDMRRK TRUSS Fax : 16048579773 Mar 29 2002 10 :37 P. 02 WR.28.2002 3:33FTl MITEK INDLISTRIES,SQC NO.529 P.1 ,ob .......... Tru,, Twsa Type AYIIIW C.dSbId, C"" A0197 1 DO? nzoml SC 140342 TiiidCuk TIUS! and Lumhr. Abhlord. . IIV. mn MI 2s 10:27:1)0 lorn rw. 1 10 8 7 11: MiTek' ! " t yw I . . MAR.29.2002 10:35FIM MITEK INDUSTRIES N0.682 P.2 a So i .- 1 NSS Truss TYPE 1060 Grmd Avenue CarlsDM. ". 'AP39: 002 ROOF TRUSS RZO38451 Zndmaru TNll and Lumk, AbDOtafOrd. B.C., VZT-BLk footionall Mirek IMURnss, Inc. Mon Mar 2- SUI0 1S7.4 2-19 , 6xlO 4 11-14 5x8= 2x4 I1 2190 107-12 ~. - -_ _- ~ I %24 ' (1-1 14 , 267.0 , Be otfseui IX,YI: 8:0-44,94.83 LO,$OINQ Ipsil SPACINO TC .L 16.0 Rotos Incfeaae ' 1.25 vmm) .0.24 6.9 m9 EC 0.38 Lumbar incmasa 1.26 TCIIL 17.0 TC 0.75 VedLl 0.14 8-9 >E99 ac1.L 0.0 MI120 Rep Straa bu YES acin 10.0 Code UBC87/ANSI96 WB 0.68 HmClU 0.06 7 nla " ~ t blW _. . - . ". " 2-0-0 - - -5mp UTES -. DM In Il04 lldsfl CSI d" ." . 'IB7/lY. . . lot LC LL Min lldc4 - 360 BRACING TOP CHORD Shoathod w 3-6-8 m purlins. excap1 MO'*F~ , and 3-10-8 oc PMlM 1600 ma.): 6-8. BOT CHORD Rigid oniiinp dlnuly appikd or 5-1 1-1 1 m brtlckl WEBS 2Rowaat1/3pu 2-10 1 Row et midpt 57,4-8.6%. &8 1. _." -. LUllBER TOP CHORD 2 X 6 SPF No2 60' CHORD 2 X 6 DFN 24wF 2.OE wE3s 2 X 4 SPF No.2 *Except* 6-72X4SPF166OFl.5E 2.82X4SPFW 2-102X4Sffl~~OF1.6k Weight:leaIt""- ..~... WE >GE Len- 2 x 4 SPF stud 1: MRR.29.2002 10:35AM MITEK INDUSTRIES N0.682 P.3 1 ila " I NSl 1 NU 1 VWI 1050 Grand Avanw CantMd, EA 1 AClr9: TO 1 ROOF TRVSS SC 140342:A R2038464 plg~ I TBiadmark Truss and Lumber, Abbmsford, 8.C.. VLI-6L4 4.2U1 SRl 8 lomionan Mek Inaumes, mc. MPn Mar 10127! 21.114 109.12 TCL. 16.0 LOIIDING lprfl SPACIMG platm lncl TCOL 17.0 8CL. 0.0 BCOL 10.0 Re9 Stress lncr YES Coda UBCB7lANSIS6 WRITU -0.92 Hm(7U 0.04 In LC LL Mln Ih - I ~ ~~ ~~ ~.. ~ LUMBER TOP CHORD 2 X 4 SFf No,Z BOT CHORD 2 X 4 SPF 21OOF 1.8E WEES 2 X 4 SFF No2 *Emqf* SLIOER M2X 3-10 2 y c- "...A FIELD REPAIR IS DUE TO A CENTERLINE BREAK IN WEB 5-9. THIS REPAIR APPLIES TO TRUSS Sol, THE BREAK IS IN WEB 3-7 AND TRUSS T44. THE BREAK IS IN WEB 4-9. ! flRR.29.2002 10:36FIM MITEK INDUSTRIES N0.682 P.4 io€ - TNSS 1 russ TVW 1060 G AT!$:. G;dmerk Truss and LumMr. Abbatsiord, 8.c.. VZT-6L4 ROOF TRUSS T2 1 rand Avenue cafI8Md. R2038465 IQDtbMII 4.201 SR1 8 OR 1 wwk ~nauatnea, Inc. MO~ Mar 26 1o:z7/ I 7-84 1M.10 7-11-1 Z-2-1 4x8 = 61-7 I 740 15-74 5415 3x4 = 3x4 II sac = 1 m.7 10 9 15 8 18 7 17 6 -:- &lo 53x4 // w= .._.-. ~ " 5x10 = 3x4 II &8=- - - __ " -. .. - .. _. ~ 24f2 , 7-8-1 f5Q-10 I 2412 ' bsd 749 ~cmrnr IX,V: Am$ lncreaae . 1.25 CS1 TCLL 16.0 2.0-0 SPACING 101 WINQ Ipafl :01~12,0991 13.0W.O .. ._ 1 1P,L7 l:EdQa,Dl-lzI. 11:0-11-9.06-16, SLlXR Left 2 X 8 SPF No2 1-1-13 WEBS 2 X 4 SF No2 *Except' sor CHORD 2 x 4 SF MOF 1.sE EWCING TO CHORD 2 X 4 SF No2 LUIdBEU Walgh~l19l~.~.: 1st Li .& Min Ildefl - 380 HmlTU 0.03 8 nh IMmxl WE 0.59 Code UBC97/ANSl95 Rap Srre6s Inu YES BcIn 10.0 8CI.L 0.0 MI120 1197/14C. ~ . . ~ Vanm -0.96 57 2293 8C 0.96 Lumbar Imaase 1.25 TCOL 17.0 PIAm . . - . I1RIP VortlLlJ -0.69 57 >476 TC 0.87 in (locl I/drtl 2€-74 1- -. . ._ . ~ _. 6" - "S*d"" Dm " "" - -, __ . axce on v@rW%. 10.0gk &.ehP, EXWX 2-92X4SPFSlud.252X4SFSWd.3.72X4SPFSNd WEBS 6-8. 2.8. 4-8 RUhCTIONS Waizel 8-992xI-3.8, 8- 1190/0-6-8 Max HOR 8-42911oad cue 4) LolrO CASEISI Srandard FIELD REPAIR IS DUE TO A CENTERLINE BREAK IN TOP CHORD PANEL 2-3 AS SHOWN. Attach 2x4 SPF NO. 2 scabs 8s shown to each side of . truss with 10 d. common nails (0.148" x 3.0") @ 6" OX., 2.-?ws. NAR 2!3 2002 MAR.29.2002 10:36RM MITEK INDUSTRIES 5 17 6 18 7 i REAL(:llONS IlWsizal 8-1229103-8, 12-143410-6.8 Max Hon 12-46811Old CD.C 41 FOR< E6 (Ibl- First LoLd Csu 014 TOP :HORD 1-14~00,2-14-~8.2-3--1621 J~18-~1662.~lS-~l650.~16-~1366. 5-18--1240, 6-17--1201, BOT ZHORO 1-131.145. 12-13--145. 12-19-1242, 11-18-1242. 11-20-1436, 10-20-1436, 1021~@18,9-21-$19, WEBI; 2-12--1828, 2-11-243. 4-11 --16.4-10-.328. 6-lb-81, 610-408, 68-142. &8-.1298 517-4201.619--30.7-18--3b, 7.8--208 s.zz-s1a.a-zt-sw 'I ..MRR.29.2002 10:36RM MITEK INDUSTRIES N0.682 P.6 ~~ 1 ' , Jbt '" Truss ' :AO'W so2 ROOF TRUSS R2038463 i Trusa TW rand Avenue Carl8b.d. %ihmark Truss and Lumber. Abbofaford. B.c., VZla.4 4.201 SR1 , Dct riel, kc. Mon Ma 20 1fJ:Zm Jdli- Truss TNw 1VP an, ply 1060 Grand Avenue Carlsbad. CA so2 ROOF TRUSS 1 121 7thSprinkbr Lold: Lumber Illereass-1.26. Plats Incmass-1.26 Uniform Loads I fl Concernrated Loads IIbl ven: 1.L4.0, 6.7--34,0, 7.4-34.0, 12-16--20.0, 9.20.0 131 Brh Sprinkler LM~ Lumbar lncmaae-1.26, PlRa lncraaae-1.25 ven: 21 "500.0 Van: 1-%"34.0. E"1--34.0,7-S--34.0. 12-16--20.0, S-ll-.20.0 Uniform Load8 I If) Cmcemrnrad Loads Ilbl 141 9th Sprinltlef Load LMber1ffireaSa- 1.26. Fine Incmasa-1.26 vert: 8 "800.0 Uniform LMds (plfl Concentrated Loads (Ibl VWI: ldr-34.0, 8-7-44.0. 7-8=-34.0. 12-15--20.0.S-ll -20.0 va: 2-600.0 151 lOlh Snrinklnr Load Lumbllrlncrease-1.25. PIata Inersara-1.26 1-34.0. 8.7--34.0. 781.34.0, 12-15--20$3. PI1 "20.0 jLoadn Ibl : 4-406.0 !r Load Lumbar hcmaaa- 1.26, Una Inmaan- 1.26 181 1 Jm SprinkIt Van: Jnifam Loads I fI van: 1.g- 3oncomrstal ven: 191 I4rh Sprhklt Jnitorm Load. (DM vert 1.6- "cenrrms, 201 16th Sprinklt van: Jnitorm Load1 lplf Vm: 1-6- I 44.0, 6.7-94.0. 74--34.0. 12-15--20.0. 9-11--20.0 !% L0.m CASEIS) 23: 18th Spnnkler Load Lumbar Inereare-1 26. Plate IncRare- 1.26 Concentrated Loadr Ilbl Unnorm Lo& IPlR Ganoantratcd LM~S Ilbl Uniform Loads I fl Concentrated Loads Ilbl Uniform Load8 IPHI Concentrated Loads (Ibl Uniform Loads lplfl Concemmnl Loads Ibl Uniform Loadm Ipm bnssnuated Load. Ilbl Uniform Loads Iplfl Concentrated Loah lbl Jnifnrm Loada lplll Van: 12-.600.0 Van: 1-8-54.0. 571-34.0. 7-0r.34.0. 12.16--20.0. 8-11 --2O.O Vut: 12--600.0 241 1SthSpinkla Load! Lumber Increase-1.26, Plate lnacau-1.26 vm 1.L4.0. d.7-.~4.0,7-a=a.o. ~~.~s-.~o.o.~-~~~.20.0 van: 25 --SOO.O 251 20th SwinkInr LOW Lumbar Increate - 1.26. PIeIe Increage- 1.26 Va: 1-6="34.0. 57-*34.0, 76--34.0, 12.1S--20.0. 911--20.0 261 21~1 Sprinkler Load: Lumber Incraase-1.26, Plate Inoreasc-1.26 Ven: 28--600.0 van: 1-6--34.0. 8.7--34.0, 7.0-34.0, 121S--20.0, 8-l~r-20.0 ven: 1 s --s60.0 i 271 22nd Sprtnklr Load Lumbar Inereare-1.26, Pia0 Inoreaae-1.26 Vert: 14=-34.0, 57-.34.0, 7-8r-34.0, 12-15--20.0, 911--20.0 Vert: 14-.600.0 281 23rd Sprinkler Lord Lumber Incnase-1.25, Plate lncre.sa=1.26 va: 1-e=-34.0,~.7=.34.0.7-8~-~4.0. 12.1S--20.0.~-ll~.20.0 291 24th SprinWw Load Lumbar InU0a8E-j 26, Rata Inomarc-1.25 Vat: 13-&0.0 Verk 1-6--34.0. 8-7-94.0. 7.8-44.0. 12.f6--20.0, 8-11 1.20.0 Vert: 12--500.0 :onemated Load8 IIbI 301 ZSIh Sprinkbf Load: Lumber Increase- 1.26. Plate Inweaae-1.26 Jniform Loads Iplfl :oneentratsd Load8 Ilbl Ven: 10--600.0 'Jniform hds 1 fl Vert 12-54.0, 57-44.0, 741-34.0, 12.15--20.0. 9.11--20.0 on em fad Load. Ob1 v.n: 9--600.0 ven: 1-e--a4.0,8.7-.34.0,7.8=-34.0. I~.IS-.~O.O. e.11-.20.0 311 26thSpWer Lo~.Lun~rIncrenae-1.26,Pla~ln~arc~1.2S .- -. "_." WARNING - Vwlb desidn poramerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE M iTe k” Re: A0397 1050 Grand Avenue Carlsbad, CA MiTek Industries, Inc. SUITE 2CQ 3033 GOLD CANAL DRIVE USA RANCHO CORDOVA CA 95670 FAX(916)631 8225 TELEPHONE (916) 631 781 1 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Landmark Truss Pages or sheets covered by this seal: R1235405 thru R1235409 My license renewal date for the state of California is September 30,2004. January 30,2002 yu, Ray The seal on these drawings indicate acceptance of professional engineering truss components shown. The suitability and use of this component for any responsibility of the building designer, per ANSUTPI-1995 Sec. 2. M iTe k" MiTek Industries, Inc. SUITE 2w 3033 GOLD CANAL DRIVE RANCHO CORDOVA CA 95470 USA FAX (916) 631 8225 TELEPHONE (916) 631 781 1 Re:A0397 1050 Grand Avenue Carlsbad, CA The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supbSion based on the parameters provided by Landmark Truss Pages or sheets covered by this seal: R1232142 thruR1232146 My license renewal date for the state of California is September 30, 2004. SILOAM STRtlCTURAL ENGINEERING CONSULTANTS truss components shown. The suitability and use of this component for any particular building is the The seal on these drawings indicate acceptance of professional engineering responsibility solely for the responsibility of the building designer, per ANSDTPI-1995 Sec. 2. Scale = 1:67.4 10 9 8 7 6x1 0 5 2-24 , 11-1-4 21.04 2-2-0 att-4 107-12 7x8 = 5x8 = 2x4 I1 , 25-74 3-10-0 Plate Offsets iX.Yl: 9:O-4-0.0-4-81 ~~~ LOADING Ipsfl TC 0.75 Plates Increase 1.25 TCLL 16.0 PLATES DEFL in ilocl lldefi CSI SPACING 2-0-0 TCDL 17.0 VertiLLl -0.14 8-9 >999 MI120 Lumber Increase 1.25 BCLL 0.0 BC 0.39 VertlTLl -0.24 8-9 >999 Rep Stress lncr YES W8 0.98 HonlTLI 0.05 7 nla 9CDL 10.0 Code UBC971ANS195 1st LC LL Mi" lldefi - 360 Weight: 168 Ib LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 6 DF-N 2400F 2.OE GRIP 1971144 BRACINO TOP CHORD Sheathed or 3-5-9 oc purlins. except end VeniCaIa. and 3-10-8 oc purlins 16-0-0 max.1: 5-6. BOT CHORD Rigid ceiling directly applied or 5-1 1-1 1 oc bracing. WEBS 2 ROWS at llipts 2-10 1 Row at mid t 6-7, 4-8. 5-8. 6-8 WEBS 2 X 4 SPF No.2 *Except' 6.7 2 X 4 SPF 1650F 1.5E. 2-9 2 X 4 SPF Stud 2-10 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud REACTIONS llblsizel 7-99510-3-8, 10=119310-5-8 Max Horz 10-396lload case 131 M~~UpIift7-.534II~adcase 131. 10-.2812ifoadcasa 12) Max Grav 7 = 165411oad case 61, 10=4237110ad case 71 FORCES Ilbl - First Load Case Only TOP CHORD 1-2=606, 2-3--1060, 3-45-1060. 4-5--341. 5-6-311, 6-75-960 BOT CHORD 1-10--547. 9-10=1058, 8-9-830. 7-8-0 WEBS 2-9=-109. 4-9~310. 4-8-499, 5-8=-223, 6-8=895. 2-10--1935 NOTES 1 I This truss has been deri ned lor the wind loads generated by 80 mph winds at 34 ft above ground level. using 17.0 PSf top chord dead load and 10.8 psf bonom chord dead load, 1 W mi from hurricane oceanline, on an OCCYPanCv Categorv I, condition I enclosed building. of dimensions 200 ft by 60 It with exposure C ASCE 7-93 per UBC97lANS195 If end verticals exst. they are not exposed to wind. If cantiievers exist. they are exposed to wind. If porches exist. they are not exposed to wind. The lumber DOL increase is 1.33, and the,plate grfp mcrease is 1.33 21 Prowde adequate drainage to prevent water pondmg. 31 Thlr truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8 41 This truss has been designed with ANSllTPi 1-1995 criteria. 51 Thls truss has been designed lor a total drag load 01 250 plf. Connect truss to resist drag loads alonp bottom chord from 61 Derq assumes 4x2 if181 orientation1 purlins at oc spacing lndicited. fastened to truss TC wl 2-10d nails. LOAD CASEISI Standard UBC.97. 0.0-0 to 25-9-0 for 248.4 plf. FIELD REPAIR IS DUE TO THE WEB 4-6 BEING DAMAGED. THiS REPAIR ASSUMES THERE IS NO PLATE DAMAGE. 1. Insert a 2x4 spf No.2 web member cut to a snug fit. See shaded member on dwg. 2. Attach x' CDX. STR. 1, pivwood gussets to each face of truss with 10 d. common nails 10.148'' x 3.01 @ 6" O.C., 2 rows with minimum amount of nails per lace of each member shown circled. Note: 15132. exp. 1. 32116 span rated O.S.B. may be substituted tor plywood. MAR 2 5 2002 - Job 1050 Grand Avenue Carlrbad. CA )I Truss Type ALL? ~ TO1 SC140342 A ROOF TRUSS Ri038454 1 Lanumaik TGi and Lumber. Abbotoford. B.C.. vTT-6L4 4.201 SR1 s Ocl MiTek Industries. Inc. Mon Mar 25 10 .. .. 2- Age T' loptianall i 7-60 14-84 21-11-0 7-6-0 7-2-8 7-24 dXa =3-10.0 , 25-9-0 5x6 = 5OOv Scale = 1 :67.4 6 13 7 3x4 5 14 10 / 15 5x1 0 = brea 9 16 8 4x8 = 2x4 11 , 25-9-0 2-10.0 I 11-14 21.114 11-14 109-12 Plate ofiretr IX.YI: MI120 BC 0.83 Lumber Increase 1.25 TCDL 17.0 VanlLLl -0.57 9-10 >543 PLATES DEFL in Ilod lldefl TC 0.91 CSI Plates Increase 1.25 TCLL 16.0 SPACING 2-0-0 LOADING Ipsfl 10.0 5 0.0 3 01 1:O-0-2.0-6-21 ,. 16 0 4 0 , 0 1 141, VenlTLI -0.92 9-10 >333 BCLL 0.0 Rep Stress lncr YES BCOL 10.0 W8 0.65 Code UBC97IANSI95 HonITLI 0.04 8 nla IMalrixl 1st LC LL Min lldefl = 360 Weight: 126 Ib ~~ ~ ~ ... .. ... .. GRIP 19711 44 ,,lo ~" truss I russ I VP~ lU50 Grand Avenue Carlsbad. CA Au": 2 T21 Labum%Gk Iwsd and Lumber, Abbotsford. E.C.. V2r-6L4 SC140342 B ROOF TRUSS 1 Rh38455 loptionall 4.m SI1 t OCt 2 MiTek Industrles, Ine. Mon Mar 25 1- .. .. .* T' i 7-8-1 202-1 25-7-0 i 7-8-1 1-10 7.4-9 51-7 4x8 = 54-15 3x4 = 3x4 I1 Scale = 150.7 1 c5 3 10 9 15 8 16 7 17 6 I' 8x10 53x4 // 3x4 = 5x10 = 6x6 = 3x4 I1 , 24-12 , 7-8-1 i 2.4-12 5-36 twto 2574 7.4-9 10" -~ Plate Offsets 1X.Y): ll:Edge.O~l-12I, 11.0 11 ._ -9.0-5-15, 13 0 4 4 0 1 121 17 0-1 12.0 3 01 - LOADING Iusfl SPACING Plates Increase 1.25 TCLL 16.0 2-0-0 MI120 BC 0.95 Lumber Increase 1.25 TCOL 17.0 VenlLLl -0.59 6-7 >475 PLATES GRIP DEFL in lioc) lldefi CSI TC 0.87 VsnlTLl -0.95 6-7 >293 BCLL 0.0 Rep Stress lncr YES BCOL 10.0 WB 0.59 Coda UBC97/ANS195 IMatrixI 1st LC LL Mi" IVdefl - 360 Weight: 119 Ib ... .. .. ,. . . .. 1971144 normL1 0.03 6 LUMBER TOP CHORD 2 X 4 SPF No.2 BRACING BOT CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-4-13 oc purlins. except end VeRiCa16. WEBS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 2 X 4 SPF No2 'Except' 2-9 2 X 4 SPF Stud, 2-8 2 X 4 SPF Stud, 3-7 2 X 4 SPF Stud 6-0-0 oc bracing: 1-9. SLlDER Left 2 X 6 SPF No.2 1-1.13 WEBS 1 Row at midpt 5-6, 2-9. 4-6 Job ~~~ !Truss Truss Type OW Y TU50 Grand Avenue Carlsbad. CA hb3.47 T45A sc 140342 c 1 1 ROOF TRUSS I loptionall R2L'3B451j LandmaikTiussandLumber. Abbolrtord. B.C.. V7lTL4 4.m sR1 a Ocl 25 XRn MkTnk Indurlrsa. Inc. Man Mar 25 10 2- .. .. I 5-8-13 11-2-3 167-8 23-106 31-1-4 i 5-8-13 5-5-5 5-5-5 7-2-14 4x8 = 7-2-14 5.ooriz 3x8 = Scab = 1:69.5 4x4 II 5 17 6 18 7 13 12 19 11 20 10 21 9 0x10 5 3x4 = 5x1 0 = 1x4 II 5x6 = 3x4 I1 3x4 4 2-4-12 , 94.2 le-74 23-108 31-1-4 I 2-4-12 7-14 7-1-6 7-2-14 7-2-14 -Piate(msetsIX.YI: 11:O-11-9.0-2-01 , HE : doe, 05 . -6 1,150400 : . . , -1. 131.1100412.0301 :.. .. LOADING Ips11 TCLL 16.0 SPACING Plates Increase 1.25 2-0-0 Lumber Increase 1.25 MI120 TCDL 17.0 VenILL) -0.25 9-10 >999 PLATES DEFL in IlocI lldefl CSI TC 0.76 HWZITLI 0.05 8 nla Weighl: 147 Ib 1st LC LL Min lldsfl = 360 (Matrix1 Code UBC97/ANS195 BCDL 10.0 WB 0.97 Ven(TL1 -0.39 9-10 >877 BC 0.88 Rep Stress lncr YES BCLL 0.0 GRIP 1971144 - Job , I ,"IS ow v T~USS Type 1050 Grand Avenue Carlsbad. CA d2038453 1 ~. id:,? .. 'ag27" SC140342 D \ 1 ROOF TRUSS so2 1 loptionall LadmFTruss and Lumber, Abbotsord. B.C.. W-6L4 4.201 SR1 s Oct 25 2001 MiTek Indurtrler. InC. Mon Mar 25 10 27 5T?UDTP .. I 5-0-1 94-10 144.3 20-1-8 z14.1,2 254d 5-0-1 4-04 4-8-9 ,, 5-84 'i-&8 +10-8 14 1x4 il I ,. 5.00&& ~ 3x6 11 Scale = 172.7 5x6 = 3x4 x 3x4 = 'I 7 21 8 ITYPI i; 112510 26 9 2x0 II 7x8 = I 501 14-54 , ik1-I2 ,214-$@ =25-34 501 85.2 44.9 ' 2-34 3-108 -~ Plate Ottsets Ix.YI: ~- r. LOADING Iprf) TCLL 16.0 SPACING 2-0-0 MI120 Ven(LLI -0.13 13-14 >999 TC 0.87 Plates Increase 1.25 TCDL 17.0 Lumber Inereass 1.25 BC 0.84 6CLL 0.0 Rep Stress lncr NO 6CDL 10.0 Code UBC971ANS195 WB 0.71 IMatriXl LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORO 2 X 6 SPF NO.2 WEBS 2 X 4 SPF No.2 Max Horr 15=51011oad case 41 M~~ Grav 15 = 11 741108d case 61. 9 = 1624lload case 1 I CSI 1 PLATES DEFL in (ldcl lldcfl GRIP 1971144 VenITLI -0.36 13-14 >837 1st LC LL Mm Ildsll = 360 BRACING Weight: 190 Ib HO~ZITLI 0.14 9 nla REACTIONS Ilblsizel 15 = 11 7410-3-8. 9 = 162410-3-8 FORCES (Ibl - First Load Case Only TOPCHORD 1.15-.1133, 1-16=.805. 2-16s~-805. 2-3--805,3-17--805.4-17=- 5.19=.1363. 6.19--1367. 6-20=-571, 7.20-436. 7-21=-6. 8-21" BOTCHORD 15.22=20 14-22-20. 14-23=1199. 13-23=1199. 13-24-1068. 12 11-25r240, 10-25=240, 10-26-589, 9-26-589 WEBS 1.14=1259, 2.14=.334, 4.14-.643,4.13-268, 5-135-319.6 7-10=1279. 7-91-1614 2) Provide adequate drainage to prevent Water pending. 3) 7hir truss has been designed for a 10.0 psf bottom chord live load nOncDncUr ,~ .. . kt :W':!:c 3r;~j &submjt LOAD CASEISI Standard Except: 11 ~egular: Lumber Increase- 1.25. Plate Increase- 1.25 Uniform Loads lplfl Concentrated Loada IIbl veri: 1-6--68.0. 6-7--66.0.7-8-.66.0, 12.15-.20.0. 9-11-.20.0 __ ...... -. AOJ.,. so2 ROOF TRUSS 1 1 i Landinark rrd and Lumber. Abbotrford. B.C.. VZT-6L4- II OCt ITek Industries. Inc. Mon Mar 25 10 .. 2- ayc r loplionall .. . ~~ LOA0 CASElSl 61 181 Sprmkler Load: Lumber Increase= 1.25. Plate Increape=l.25 Unlform Loads Iplfl Vert: 1-6--34.0. 6-7=-34.0, 7-8=-34.0. 12.15--20.0. 9.11 =-20.0 Concentrated Loads Ilbl Vert: 1 =-500.0 ven: 1-6r-34.0. 6.7--34.0, 7-8=-34.0, 12-15--20.0,9-11=-20.0 vcn: 16p-500.0 ven: 1-6=-34.0. 6.7=-34.0. 7-8=-34.0, 12-15=-20.0. 9.11--20.0 Ven: 17=-500.0 Vert: 1.6=-34.0. 6.7-34.0. 7-8-.34.0. 12-15=-20.0, 9-11=-20.0 Ven: 18=-500.0 71 2nd Sprlnklsr Load: Lumber Increase-1.25. Plate Increase-1.25 Unlform Loads lplfl Concentrated Loads llbl 81 3rd Sprinkler Load: Lumber Increase=l.25. Plate Incrsaaes1.25 Unrform Loads lplll Concenlrated Loads Ob1 91 4th Sprinkler Load: Lumber Increase = 1.25, Plats Increase = 1.25 Unlform Loads Iplfl Concentrated Loads Ilbl 101 5th Sprinkler Load: Lumber Increase = 1.25, Plate Increase - 1.25 Uniform Loads Iplfl Concentrated Laado llbl Ven: 1-6=-34.0,6-7=-34.0. 7-8=-34.0. 12-15=-20.0,9.11~.20.0 Ven: 19=-500.0 111 6th Sorinklsr Load: Lumber Increase= 1.25. Plats Increase-1.25 Concentrated Loads llbl Ven: 20=-500.0 ven: 1-6=-34.0, 6-7=-34.0. 7-8s-34.0, 12-155-20.0, 9-11=-20.0 Ven: 21 =-500.0 121 7th Sprinkler Load: Lumber Increase- 1.25. Plate Incrsaae=1.25 Uniform Loads lplfl Concentrated Loads llbl 131 8th SDrinkler Load: Lumber Increare=1.25. Plate Increase=1.25 Unifoim Loads Iplfl Concentrated Loads llbl ven: 1-6=-34.0.6-7=-34.0,7-8=-34.0. ~~-~~~-~O.O,~.~~~-~O.O ven: 8.-500.0 Unlform Loads lplfl Concentrated Loads Ilbl Ven: 1-6=-34.0, 6-7=.34.0. 7-8-2.4.0. ~~-~~~-2o.o,g-~~~.2o.o Ven: 2=-500.0 Uniform Loads lplfl vert: 1-6-34.0. 6-7-.34.0. 7-8=-34.0. 12.15=.20.0 9-11 Concentrated Loads IIbI , 5-20.0 Ven: 4=-500.0 141 9th Sprinkler Load: Lumber Increase- 1.25. Plate Increase= 1.25 151 10th Sprinkler Load: Lumber Increase- 1.25, Plate Increase= 1.25 161 1 lth Sprinkler Load Lumber Incrsase=l.25, Plate Increase-1.25 Uniform Loads Iplfl Concentrated Loads llbl ven: 1-6=-34.0, 6-7=-34.0, 7-8=-34.0, 12-15~.2o.o,g.~~=.20.0 Ven: 5 --5Oo.O Uniform Loads Iplf) Concentrated Loads llbl Ven: 1-6=-34.0. 6-7=-34.0, 7.8--34.0. 12.15-.20.0. g.11=.20.0 Ven: 6=-500.0 Ven: 1-6=-34.0. 6-7--34.0. 7-8--34.0. 12-15=.20.0, g.l1~.20.0 vsn: 7=-500.0 171 12th Sprinkler Load Lumber Increase= 1.25, Plate Increase-1.25 181 13thSprinkler Load Lumber lncreaoe=l.25, Plate Increass=l.25 Undorm Loads lplfl Concentrated Loads Ilbl 191 14th Sprinkler Load: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loada lplfl Concentrated Loads llbl Vert: 1-6--34.0, 6-7--34.0, 7-8=-34.0, 12-15--20.0, 9-11 Ven: 22=-500.0 Ven: 1-6s-34.0. 6-7=-34.0, 7-8=-34.0. 12-15--20.0, 9-11 vert: 23--500.0 vsn: 1-6--34.0. 6-7--34.0, 7-8--34.0. 12-15--20.0. 9-11 vcn: 24--500.0 201 15th Sprinkler Load: Lumber Increase- 1.25. Plate Increase-1.25 Uniform Loads lplfl Concentrated Loads Ilbl 211 16th Sprinkler Load Lumber Incrsars=1.25. Plate Increase-1.25 Uniform Loads lplfl Concentrated Loads Ilbl 221 17th Sprinkler Load: Lumber Increase- 1.25. Plate Incre*se-1.25 =-20.0 "20.0 "20.0 MAR 2 5 2002 - JOi ~~~- TTiirr Truss Type OtV MY 1050 Grand Avenue Carmad. CA Au.3~7 Landmiirk Truss and Lumber. Abbotrford. B.C.. -4 4.201 SR1 s Oct 25 ZOO1 MtTek Industrbeo. 1°C. Mon Mar 25 .. Rh38453 I SO2 1 1 ROOF TRUSS loptionall .. ius7 LOA0 CASElSl Concentrated Loads llbl 231 18th Sprinkler Load: Lumber Increars=l.25, Plate Increase-1.25 Vert: 12=-500.0 Uniform Loads Iplfl Concentrated Loads llbl Vert: 1-6=-34.0. 6-7=-34.0. 7-8=.34.0. 12-15=-20.0. 9-11--20.0 Van: 12=-500.0 Vert: 1-6=-34.0, 6.7=-34.0. 7-8s-34.0, 12-15=-20.0. 9-11 =-20.0 241 19th Sprmkler .Load Lumber Increase- 1.25, Plate Increase- 1.25 Uniform Loads lplfl Concentiatid Loads ilbl Vert: 25.-500.0 251 20th Sprinkler Load: Lumber Increase= 1.25. Plate Increase-1.25 Uniform Loads lplfl Concentrated Loads Ilbl Vert: 1.6=-34.0. 6-7-34.0, 7-8=.34.0. 12-15--20.0. 9-11 =-20.0 Van: 26--500.0 261 21st Sorinkler Load: Lumber Increaoe=1.25, Plate Increase-1.25 Concentrated Loads Ilbl Vert: 15=-500.0 271 22nd Sprinkler Load: Lumber lncrease~1.25, Plate Increase-1.25 Uniform Loads lplfl Concentrated Loads IIbI Vert: 1-6=-34.0, 6-7=-34.0, 7-8=-34.0. 12-15--20.0. 9.11 =-20.0 Vert: 14=-500.0 281 23rd Sprmkler Load Lumbar lncreass~l.25. Plate Increase= 1.25 Un8form Loads Iplfl Concentrated Load6 Ilbl Vert: 1-6=-34.0. 6-7=-34.0. 7-8=-34.0, 12-15=-20.0, 9.11 --20.0 Vert: 13=-500.0 291 24th Sprinkler Load: Lumber Increare=1.25. Plate Increase=1.25 Unlform Loads Iplfl Concentrated Loads IIbI Ven: 14=-34.0, 6-7=-34.0. 7-8--34.0, 12-15=-20.0. 9-11--20.0 van: 12=-500.0 Vert: 1-6=-34.0. 6-7=-34.0. 7-8=-34.0, 12-15r-20.0.9-11=-20.0 Vert: lo=-500.0 301 25th Sprinkler Load: Lumber Increase= 1.25. Plate Increases 1.25 Uniform Loads Iplfl Concentrated Loads IIbl 311 26th Sprinkler Load: Lumber Increase= 1.25, Plats Increase- 1.25 Uniform Loads Iplfl Vert: 1-6=-34.0, 6-7=-34.0, 7-8=-34.0. 12-15=-20.0. 9.11 =-20.0 Concentrated Loads IIbI Vert: 9=-500.0 . - -- " ." -...".__.li.. . ". . .- MAR 2 5 2002 MiTek Re: A0397 1050 Grand Avenue Carlsbad, CA MiTek Industries, InC. 3033 GOD CANAL DRIVE SUITE 2M) RANCHO CORDOVA CA 95670 USA TELEPHONE (916)631 781 I FAX (916) 631 8225 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Landmark Truss Pages or sheets covered by this seal R1150357 thmRllSO443 My license renewal date for the state of California is September 30,2004. January 15,2002 Yu, Ray The seal on these drawings indicate acceptance of professional engmeermg responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI- 1995 Sec. 2. Job ,"** Landmark Truss and Lumbar. Abbotsfmd, B.C.. V2T-6L4 ROOF TRUSS A0397 CJOl PlV Qty Truss Typm 1060 Grand Avenue Carlabad. CA 8 1 R1150357 (optional) 4.201 sR1 s Oct 25 2001 MTek Industries, Inc, Tus Jan 15 09:4920 2W2 Page 1 I 3-514 36-14 % Scale= 1:13.6 I 2412 4x4 7 3.514 2x4 I1 2412 1-1-2 Plats Offsets lX,?k LOAOINQ Ipsfl 20-2-12.0-2-81 TCLL 16.0 SPACINQ Plats. Increase 1.25 PLATES TC 0.67 DEFL in Urn) lldsfl CSI 2-0-0 Vert(LL1 -0.02 5 >999 MI120 TCOL 17.0 Lumber Increase 1.25 BC 0.24 BCLL 0.0 Vort(TL1 -0.03 5 >958 Rep Stress lncr YES WB 0.22 Horz(TL1 0.00 3 "la GRIP 1971144 BCOL 10.0 1st LC LL Min lldsfl = 360 (Matrix) Code UBC97lANS195 Weight: 16 Ib TOP CHORD 2 X 4 SPF No.2 LUMBER WEBS BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-00 oc braclw. 2 X 4 SPF Stud REACTIONS Ilblsizs) 3 =-167iMschanical. 4=43210-5-8 Max Hon 4=12811oad case 41 Max Grav 3=20211oad case 8). 4= 1213lload case 6) TOP CHORD Sheathed OT 3-5-14 oc purlins, axcspt end VOrtiCdS. BRACINQ tdax up~in3=-741uoad case 6). 4=-60110ad case 31 FORCES IIbI - First Load Case Only TOPCHORD 1-6=171.2-6=204,2-3=143, 1-5=11 WEBS 1-4=-166, 2-4=-352 BOTCHORD 5-7=0. 4-7=0.4-a=o.3-8=0 41 This tru& hasbsan designed with ANSlfTPl 1-1995 criteria. 6) This twss has boon designed fa a moving concentrated load of 250.01b live and 6o.Olb dead located at all mid panels and at ali psnel points dong the Top Chord and Bottom Chad, n~ncon~~rmnt with any other live loads. LOAD CASEIS1 Standard Job we 1 LandmarkTruss and Lumber. Abbotsford. B.C.. VZT-6L4 4.201 sR1 8 act 25 2001 MiTek Induahiss, Inc. Tus Jan 15 09:4921 2002 P 1 8 CJOZ ROOF TRUSS A0397 1050 Grsnd Avenue Carlsbad, CA QW y Truss IUS= Type R1160358 lwtionall I 5514 5514 I 5x6 // Scale = 1:20.4 2 2x4 II 3x6 = 2x4 I1 I 24-12 24.12 I 5514 >l-2 Plats Oftset. (X.Y): I2:02-l2.0-2-81 ~~ LOADING (psfl TC 0.89 Plates Increase 1.26 TCLL 16.0 PLATES DEFL in Ilocl lldsfl CSI SPACING 2-0-0 Rep Stress lncr YES BCLL 0.0 Lumbsr Increase 1.26 TCDL 17.0 BC 0.40 VsrtITU -0.03 3-4 >999 WB 0.25 RCDL 10.0 HonlTLl 0.00 3 nla Code UBC971ANS195 (Matrix1 1st LC LL Min lldofl = 360 Weight: 23 Ib GRIP 1971144 VsrtlLL) -0.02 3-4 >999 MI120 "" I I I LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or lOO0 OE bracing. WEBS 2 X 4 SPF Stud *Except' ~~ BRACING TOP CHORD Sheathed or 5-5-14 OE purlins. SXSopt end VeltiCdS. 1-6 2 X 4 SPF No.2 REACTIONS (Iblrho) 3=76IMschanieal, 4=372106-8 Max Hm 4= 180Iload case 4) Max UpIift3=-163(1oad case 61, 4=-12(1oad CMe 31 Max Grsv 3=347(load case 81, 4=733(load case 61 FORCES Ilbl. First Lmd Case Only TOPCHORD 1-6=257.2-6=309.2-3=-53. 1-6=6 WEBS 2-4=-321, 1-4=-260 NOTES 1) This truss has been dosignad for the wind loads generated by 80 mph winds at 34 fl above grand level. udng 17.0 pst tw BOTCHORD 5-7=0,4.7~0.4-a=0,18=-0 chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an DEEUP~E~ catsgny I, condition I sndoaed building, of dimensions 200 fl by 60 11 with oxposU1~ C ASCE 7-93 pm UBC971ANS196 If end YeltiEaIs 01 cantilevers exist. they are sx~osed to wind. If porches exid. they me not sxpossd to wind. The lumber DOL increase is 1.33, 2) This truss has been designed for a 10.0 pd bottom chord live load nonconsurrant with any other live loads pr Tabis No. 16-0 and tho plats grip in&e;..se ii1.33 4) This trus; has beon designed with ANSIITPI 1-1996 Critella. 5) This truss has boon designed tor a moving concentrated load of 260.01b live and 60.01b dead located at all mid panels md M all panel points dong the Tap Chord and Bottom Chord. nmomcurrmt with my other live loads. LOAD CASEIS1 Standard Job I"** rum Type 1 8 A0397 CJ03 ROOF TRUSS 1050 Grand Avenue Carlsbd, CA ply QQ R1150359 LandmarkTruas and Lumbar. Abbotaford, B.C.. V2T-6L4 4.201 SR1 .. we 1 8 Oct 26 2W1 MiTak Industries, Inc. Tua Jan 16 09 69 22 2002 P loptionall .. I 50-13 7-514 5013 2-51 i 2x4 11 Scale = 126.2 3 2x4 /I 3x6 = 3x4 = I 2412 2412 I 7-5-14 51-2 ____~ LOADINQ lpafl HonlTU 0.00 4 nk Weight: 33 Ib 1st LC LL MI" lldafl = 360 IMatrixl Cda UBC97lANS196 BCDL 10.0 WB 0.21 VertlTLl -0.14 4-6 >441 Rep Stress lnor YES BC 0.69 BCLL 0.0 MI120 1971144 VsNLU -0.10 4-6 >627 Lumber Increase 1.25 TCDL 17.0 TC 0.78 PLATES QRlP in (loci lldsfl Fiates Increase 1.26 TCLL 16.0 DEFL CSI SPACING 24-0 LUMBER BRACINQ TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud TOP CHORD Sheathed 01 6-00 OE purlins, except end YORiCdS. BOT CHORD Rigid ceiling directly rppliad or 644 00 bfasing. REACTIONS Ilblaho) 4=1831Msshmicsl. 6=43610-6-8 Max Hm 6=2321Ioad case 41 Msx Uplifi4=-331load case 4) Max Grav 4=416lld ED- 9). 6=69711oad case 13) FORCES IIbI - First Load Case Only TOPCHORD 1-7=183.2-7=257.2-8=-64,3-8=-25,3-4=-10. 1-6=-5 BOTCHORD 6-9=0.6-9=0,6-10=110,4-10=110 WEBS 2-6=-389.2-4=-173. 1-5=-178 NOTES 11 This truss has bean designed for the wind loads gonersled by 80 mph winds at 34 fi above grDund level, 17.0 psf top chord dead load and 10.0 psf bonorn chord dead losd, 100 mi from hurricane owanline, on .m mcupancy I, condition 1 Dncloaad building, 01 dimensions 200 fl by 60 ft with exposure C ASCE 7-93 per UBC971ANS196 If end v~icsls or CWlileVers exist. they are sx~aal 10 wind. If porshoa exist, they are nd sxposad 10 wind. The lumber DOL incream is 1.33, 41 This trus; has been designed with ANSl!TPl 1-1996 Criteria. 61 This truss has bsen designed for a moving ccmentmted load of 260.01b live and 6O.Olb dead located a1 aH mid panels and at all panel points along the Top Chord and Bonam Chad, n~n~~no~rrent with any other live loads. LOAD CASEIS1 Standard Job ,"SS LandmsrkTruas and Lumber, Abbotafard. B.C.. V2T-6L4 4.201 SR1 s Oct25 2001 MiTsk Industries, Inc. Tua Jan f6 09 .. 49 23 2W2 P age 1 8 1 ROOF TRUSS A0397 CJM 1050 Grmd Avenue Carlsbad, CA QtV v Truss Type Rll50360 loptionall .. t 5013 M13 I 9-5-14 4-51 3x4 II Scale = 1:31.6 3 6 9P 10 4 I 2412 2412 3x6 = 4x6 = I 95-14 7-1-2 Tats 0ffssIslX.Y): H:0-3-0.0-1-121 LOADING lpsfl PLATES DEFL in 110~1 lldafl CSI Plates Increase 1.25 TCLL 16.0 SPACING 2-0-0 TC 0.93 TCDL 17.0 BCLL 0.0 Lumber Increase 1.25 Rap Stress lncr YES WB 0.20 BC 0.69 Vort(TL1 -0.27 4-5 >320 BCDL 10.0 Code UBC97lANS195 IMatrix) 1st LC LL Min lldsfl = 360 Weight: 40 Ib HorzITL) 0.00 4 nla LUMBER TOP CHORD 2 X 4 SPF No.2 WEBS BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-04 oc bfacing. 2 X 4 SPF Stud REACTIONS (Iblsizs) 4=279/Mochsnieal. 5=512x)-5-8 Max Hon 5=283(load case 4) Max Uplift4=-2511oad caw 4) Mlu Grav 4=475(load EDSO 9). 6=710(lwd Case 61 GRIP VSrtILL) -0.18 4-5 >479 MI120 197/144 BRACING TOP CHORD Sheathed 01 6-0.0 OE purlins. eXxCOP1 end VWtiEdS. ". ~~~~~~~ ~ ~ WEBS 2-5=-408. 2-4=.182, 1-6=-271 NOTES 11 This truss has been designed for tho wind loads gonoratad by 80 mph winds a1 34 ft above ground Ie~d, wing 17.0 pd lop chord dead load and 10.0 pat bonom chard dead load. 100 mi frm hurrmana oceanline, on an occupancy category I. condition I enclosed building, of dimensions 200 11 by 60 ft with exposure C ASCE 7-93 per UBC97lANS195 If and ~erticds or cantilever8 exist, they am exposed to wind. If porches exist. they are not exposed 10 wind. The lumber DOL incream is 1.33, and the plate grip increase is 1.33 2) This truss has bean designed tar a 10.0 psf bollwn chord live load n~nconc~rrmt with any other live loads per Table No. 16-8 . UEC-97. 31 Refer Io girdsr(s1 for truss to truss connections. 41 This nus. has been designed with ANSlr7Pl 1-1995 Criteria. 51 This trul(i has been dosignad for a moving ~on~mtrated load 01 250.01b live and 50.01b dead lossled at all mid panda and N all panel points along tho Top Chard and Bottom Chord, non~mc~nmt with any other live load.. LOAD CASE(S1 Standard Job CJO4A A0337 P~V aty Truss Type TWSS 1 1 ROOF TRUSS 1050 Grand Avenue Carisbad, CA R1150361 Landmark Truss and Lumber, Abbotstad. B.C.. V2T-6L4 laptional) 4.201 5R1 s Oct 26 2001 MiTek Industries, Inc. Tus Jan 15 09 43 23 2(x)2 P .. .. age 1 I 54-13 105-14 54-13 55.1 I 2x8 I1 Scale = 124.4 3 - 7 i i! 4 5x6 = 3x6 = I 2-4-12 105.14 24-12 51-2 i Plata Offsets 1X.Y): TCLL 16.0 ~1:Mua.O-7-111 VsrllLL) -0.26 4-6 >377 TCDL 17.0 TC 1.00 Plates Incrsosa 1.25 PLATES DEFL in (loc) lldsfl CSI SPACING 2-00 LOADINQ Ipsf) REACTIONS [Iblsizs) 4=326/Mechanisal, 6=66210-6-8 2 X 4 SPF Stud WEBS BOT CHORD 2 X 4 SPF No2 LUMBER BRACINQ TOP CHORD 2 X 4 SPF No.2 HonITL) 0.00 4 nla [Matrix) WB 0.25 Weight: 44 Ib 1st LC LL Min lldsfl = 360 Code UBC37lANS196 BCDL 10.0 VsrtlTL) -0.40 4-6 >245 BC 0.83 Lumber Increase 1.25 QRlP 197l144 MI120 BCLL 0.0 Rep Stress lncr YES TOP CHORD Sheathed or 6-00 OE purlins. except end YmiiCdS. BOT CHORD Rigid ceiling directly applied or 6-0-0 OC bracing. FORCES (Ib) . First Load Case Only TOPCHORD 1-7=104, 2-7=172, 2-8=-111, 3-8=-39.3-4=-146. 1-6=40 eOTCYORn 6.9=113. 6.4=113. 6.10=230.4-10=230 ". .. ~~ WEBS 2-6=-466, 2-4=-218, 1-6=-220 NOTES 1) This truss has bwn dorignod for the wind load. gansrated by 80 mph winds a 34 fl above ground IbVd, using 17.0 Pd top chord doad load and 10.0 psf bottom chord dead load. 100 mi from hurricane oeemline, on an OCCUpmCy CstDgMY I, condition 1 enclosed building, ot dimensions 2M) fl by 60 11 with exposure C ASCE 7-93 per UBC97lANS196 If end VfliCdS Or cenlilovers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumbar DOL increase 1s 1.33, 4) This truss has bwn designed with ANSlnPl 1-1996 Criteria. 3) Refer to girder(.) for tm86 to truss oonnsctionr. 6) This trues hsll been designed tor a moving canesntratsd load of 260.01b live and 60.01b dead located at dl mid panels and at , . -. . . . 011 pmd points along the Top Chord and Bonom Chord, nonomcurient with My other live loads. LOAD CASE(S1 Standard + Job 1 4 ROOF TRUSS CJ05 A0397 Ph/ Qtv Truss Type TIUS8 1CKb Grand Avenue Carlsbed. CA R1150362 Lendmark Truss anblumber. Abbotsford. B.C.. V2T-6L4 4.201 SR1 s Oct 25 2001 M .. age 1 iTak Industries. Inc. Tus Jan 15 09 49 24 2002 P loptional) .. i 60-0 600 I 11-514 5514 4x4 I/ 3 Scale = 1:37.0 695 10 4 3x6 = 5x6 = 24-12 11-514 2412 91-2 I Piate Offsets 1X.Y): LOADINQ lpsfl l:Ed~a,O-7-llI TCLL 16.0 Plates Inwe~e 1.25 PLATES GRIP DEFL in Iiac) lldsfl CSI SPACINQ 2-0-0 TCDL 17.0 Lumber Increase 1.25 BCDL 10.0 Coda UEC971ANS195 (Matrix1 1st LC LL Mi" lldsfl = 350 Weight: 48 Ib LUMBER TOP CHORD 2 X 4 SPF 1660F 1.6E WEE BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Riiid ceiling directly appiid w 6-04 OE bracing. 2 X 4 SPF Stud *Except' 3-4 2 X 4 SPF 1650F 1.5E. 1-6 2 X 4 SPF 1660F 1.6E TC 0.54 BC 0.61 Va,tILLl -0.28 4-5 >387 MI120 VsrtlTLl -0.45 4-5 >245 1371144 BCLL 0.0 HorzlTLl 0.00 4 nla WB 0.32 Rep Stress lncr YES BRACINQ TOP CHORD Sheathed or 6-00 oc purllnr, except end VOrtidS. REACTIONS (Iblaizsl 4=373/Mschanical, 5=590/0-6-8 Max Hm 6=335Iload caw 41 Max Uplifl4=-17lload oase 4) Max Grav 4=534(load case 91, 6=738lload case 6) WEBS 2-5=-468. 2-4=-280. 1-6=-294 NOTES 1) This truss has bean designed fa the wind load. generated by 80 mph winds at 34 fi Dbaa ground IOYOI, using 17.0 psf top chord dead load and 10.0 psf bmom chord dead load. 100 mi from hurricane ocoanlins. on an acupancy CategOIV I, condition I anclosad building, of dimensions 200 fi by 60 ft with exposure C ASCE 7-93 per UK97lANSiSS If end VOrtiCd* 0, and the plate grip increase is 1.33 exist, they are axposd to wind. If porches exist, they are not exposed 10 wind. The lumber DOL increase I* 1.33. 2) This truss has been designed for a 10.0 psf bottom chwd live load nonconcurrent with any other live loads pr Tabla No. 16-B UBC-97. 4) This truss has been designed with ANSlrrPl 1-1996 Criteria. 31 Refa 10 girdorld for truss to truss connections. 51 This truss has bwn designed for a moving c~ncmtratad load of 250.01b live and 50.01b dead located at 41 mid panel. and at , ..~ ~~~ all panel points along the Top Chord and Bottom Chad, n~nconcurrent with any othsr live loads. LOAD CASEISI Standard January 15,2002 Job 4 ROOF TRUSS CJO5A A0397 1050 Grand Avenue Csrlsbad. CA QtY lV Truss TVPS TWS* Rll50363 1 (optional) Landmark Truss and Lumber, Abbotsford. kc.. V2T-6L4 4.201 sR1 s oct 25 2w1 MiTak Industries. bc. Tus Jan 15 09:49:25 2032 Page 1 I "0 600 I 12-514 5-5-14 3x6 11 Scde = 1:39.8 3 7 10 6 11 5 12 4 24-12 , 3x6 = 1x4 II 600 12-514 3.74 6514 3x6 = I 24-12 Plats Offaats 1X.Y): ~:Edge.0-7-111 LOADING (psfl DEFL in (104 lldsfl CSI SPACING 2-04 PLATES TCLL 16.0 Platas Increase 1.25 Lumbsr Increase 1.25 TCDL 17.0 MI120 VsrtlLL) -0.15 4-5 >815 TC 0.68 Code UBC971ANS195 (Matrix1 1 SI LC LL Mi" Vdafl = 360 Weight: 55 Ib GRIP 1971144 BCLL 0.0 Rep Stress lncr YES BC 0.62 HOrZrTLl 0.01 4 "la WB 0.42 VertlTL) -0.22 4-5 >555 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied w 1DDD oc bracing. WEE 2 X 4 SPF No.2 EX COP^. BRACING TOP CHORD Sheathed or 64-0 OE purlins, except and verticals. 2-6 2 X 4 SPF Stud, 1-6 2 X 4 SPF Stud. 2-5 2 X 4 SPF Stud REACTIONS (Iblsizs) 4=417/MachanicaI, 6=632/0-5-8 Max Horz 6=36111wd case 41 Max Uplift4=-14(load case 41 Max Grav 4=562(load case 17). 6=758110ad case 6) FORCES Ob). First Load Case Only TOPCHORD 1-8=160, 2-8=239, 2-9=-126, 3-9=-40, 3.4=-179 1.7=5 BOTCHORD 7-10=218.6-10=218,6-11~380,6-11~380,5-1~~380,k~~~~~~ WEBS 2-6=-684. 2-4=-383. 14s-385, 2-6=97 LOAD CASEISI Standard * Job Landmark Truss and Lumber. Abbotsfad, B.C.. V2T-6U 1 8 ROOF TRUSS DO1 A0397 1050 Grand Avenue Carldmd, CA PIV ow Truss Type TW** R1150364 loptimall 4.201 SR1 s Ocl 26 2001 MiTek Industries, Inc. Tus Jan 16 09:492l 2W2 Page 1 I 7-5-0 7-90 1488 1-2-8 21-11-0 , 25-90 7-28 7x8 210-0 7x8 = 5.00 ylz- Scale = 1:67.4 6 7 10 9 8 4x6 + I 1114 21-li4 11-14 10-9.12 7x8 = 5x8 = 2x4 [I , 25-90 510-0 LOADING Ipsf) Plate Otf.et* 1X.Y): 1:01-8,01-121 ,. 110 ._ 0 4-0 , 0 .. 4 81 TCLL 16.0 SPACING Plates Increase 1.26 2-0-0 PLATES DEFL in Ilocl lldsfl CSI TC 0.88 VsrtlLLl 0.20 10 >999 TCDL 17.0 Lumber Increase 1.25 BC 0.61 VsrtlTLl -0.31 9-10 >974 BCLL BCDL 10.0 0.0 Rep Stress lncr YES WB 0.70 HonITU 0.07 8 nla Code UBC971ANS195 GRIP MI120 1971144 1st LC LL Min lldsfl = 360 Weiaht: 166 Ib LUMBER TOP CHORD 2 X 6 SPF No2 WEBS BOT CHORD 2 X 6 DF-N 24WF 2.OE 2 X 4 SPF No2 *Except* 7-8 2 X 4 SPF 1 650F 1.6E. 3-10 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 3-107 BRACING TOP CHORD Sheathed a 2-3-6 oc purlins. except end verticals. and 3-108 oc BOT CHORD Rigid ceiling directly applied or 4-9-1 1 oc bracing. WEE 1 Row a1 midpt 7-8. 5-9, 6-9 purlins 6-04 max.): 6-7. REACTIONS IIblsizeI 8=1091/0-3-8. 1 =1091106-8 Max Hm 1 =36511oad ECM 13) Max Uplifi8=-284iload EDSO 13). 1 =-2636iIoad caw 12) Max Grav 8 = 15221load caw 6). 1 =3907(load caw 7) NOTES 1) This truss has bwn designed fu tho wind loads gansratad by 80 mph winds a1 34 fi abwo ground level. using 17.0 pd top chord dead load and 10.0 psf bottom ohord dead load. 1W mi frm hurricane oceanline, m an accupsncy category I, caditian I anclassd building. of dimensions 200 fi by 60 fi with exposure C ASCE 7-93 pn UBC971ANS196 If end verticals exin, they are not exposed to wind. If cantilevers exist. they are exposed 10 wind. It porches exist, they are not sxpossd to wind. The lumbar DOL inorease is 1.33, and the plate grip increase is 1.33 21 Provide adequate drainage 10 prevent water pmding. 3) This truss har been designed tu (I 10.0 prt bottm chord live Iwd n~lomourrent with my other live loads por Table No. 16-0 4) This truss has bwn designed With ANSllTPl 1-1995 criteria. 51 This truss hw bwn designed tu c total drag load of 260 plf. Cmmect truss 10 resisl drag Imds along bottom chnd from 6) Design assumes 4x2 (flat aiontatlml purlins at DO spacing indicated, fastened 10 truss TC wl2-1Od nails. , UBG97. ODD to 25-9-0 tor 260.0 Plf. LOAD CASEISI Standard January 15,2002 Job Landmark Truss and Lumber. Abbotsford. B.C.. VZT-6L4 4.201 SR1 s Oct 25 2001 :49:28 2002 Page 1 DO2 ROOF TRUSS 6 1 A0397 T,"SS Truss Typs Qtv Ply 1050 Grand Avenue Carlabad, CA R1150365 .,. . , 10 9 8 7 Plats Offset. (X,Y): 190-4-0.0-4-81 LOADINQ (psfl TCLL 16.0 SPACING 2-0-0 Plater Increase 1.25 TC 0.75 PLATES GRIP DEFL in floc1 lldstl CSI MI120 BC 0.39 Lumber Increase 1.26 TCDL 17.0 Vsrt(LL1 -0.14 8-9 >999 VsrtlTLl -0.24 8-9 >999 BCLL 0.0 Rep Stress lncr YES WB 0.98 BCDL 10.0 Hon(TL1 0.06 7 nla Coda UBC97lANS196 1st LC LL Mi" lldofl = 360 Weight: 168 Ib TOP CHORD 2 X 6 SPF Na.2 LUMBER BOT CHORD 2 X 6 DPN 2400F 2.OE 1971144 TOP CHORD Sheathed or 3-6-9 oc purlins, except end vertical*, and 3-108 OE BRACINQ WEBS 2 X 4 SPF No.2 *Except* BOT CHORD Rigid csillng directly appli~ or 5-1 1-1 1 oc bracing. purlins (6-0-0 mlu.): 5-6. WEBS 2 Rows at 113 pis 2-10 1 Row at mldpt 6-7, 4-8. 5-8, €4 6-7 2 X 4 SPF 166OF 1.5E. 2-9 2 X 4 SPF Stud 2-10 2 X 4 SPF 1660F 1.6E WEDGE Left: 2 X 4 SPF Stud REACTIONS (Iblsizol 7=995103-8, 10= 1193106-8 Max Hm 10=396iload case 13) Mlu Uplif17=-634(load clue 13). 10=-2812(load case 12) MaxGrav 7=1654iI~ad~lus6l,10=4237iload~sso71 FORCES (Ibl - First Load Caw Only TOPCHORD 1-2=606.2-3=-1060. 34=-1060 4-6=-341, 5-6=-311, 6-7=-960 BOTCHORD 1-lo=-647. 9-10=1068. 8-9=836. 7-8=0 NOTES 11 This truss hss bwn designed for the wind loads generated by 80 mph winds at 34 fl above grand I~VOI. using 17.0 pd top chord dead load and 10.0 psf bonom chord dead load. 100 mi from hurrieans ocsallna, on an rx;supansy ca10gocy I, condition I enclosed building, of dimensions 200 ft by 60 fl with exposure C ASCE 7-93 per UBC97lANS195 It end verticals exid, they are not exposed to wind. If cantilevers exiat. they are exposed to wind. If porchen exist, they are not expoaod lo wind. Tho lumber DOL incream is 1.33, and the plate grip incream ia 1.33 21 Provide adequate drainage lo pr~vent water ponding. 3) This truss has baa" designed fa a 10.0 psf bonm chord live load n~n~onc~rmnt with any otbr live loads pr Tabla No. 16-0 41 This truss has bwn designed with ANSITTPI 1-1996 criteria. 61 This truss hss bwn designed for a total drag load of 250 plf. Connect truss to rain drag lads dong bottom chord from 61 Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened lo truss TC wl2-10d nails. , UBC-97. 0-00 lo 26-9-0 tor 248.4 plf. LOAD CASEISI Standard f Job 2 002A ROOF TRUSS A0391 1660 Grand Avenue Carlsbad. CA fly Qty TW** wss Type Landmark Truss and Lumber, Abbotsford, B.C.. V2T-6L4 1 R1150366 loptionall 4.201 SF3 s 6ct Z5 2001 MiTek Indunriea, Inc. Tus Jan 15 09 .. .. 49 29 2002 P age 1 I 7-64 14-8-8 21-40 7-60 , 25-7-0 - 4x6 = 7-2-0 7-0-8 3-10-0 - Scale = 1~77.4 7x8 = 4x6 = 5 7x10 = 6 5.00 P 21 6x10 11 10 0 9 8 7 I 2.28114 + 11-14 7x8 = 21-40 5x8 ~~2x4 I/ 2-20 811-4 107-12 5100 Plate Offsets 1X.Y): LOADING lpafl 6:02-8,04-01 I9 0 4 0 0 4-81 TCLL 16.0 SPACING Weight: 182 Ib 1st LC LL Min lldsfl = 360 HonlTLl 0.04 11 nla IMstrixI WB 0.88 Ccds UBC97lANS196 Rep Stress lncr YES BCDL 10.0 BCLL 0.0 MI120 VsrtlTLl -0.22 8-9 >999 BC 0.63 Lumber Increase 1.25 TCDL 17.0 VsrtlLLl -0.14 8-9 >999 TC 0.68 PLATES Pl.1.. l"Cm.8. 1.25 DEFL in llocl lldsfl CSI 2-0-0 ,. , .__ . GRIP 1971144 LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 6 DF-N 24WF ZOE WEBS 2 X 4 SPF No2 *Except' WEDGE OTHERS 2 X 6 SPF No.2 Le.* 2 X 4 SPF Stud 2-9 2 X 4 SPF Stud, 2-10 2 X 4 SPF 1650F 1.6E BRACING TOP CHORD Sheathed OT 3-1-16 oc purlins, sxcspt end wrlicds, md 3-10-8 OF purlins 16-00 max.1: 6-6. WEBS BOT CHORD Rigid wiling directly applii or 5-2-8 oc bracing. 1 Row at midpt 6-7. 4-8. 5-8 2 Rows at 113 pia 2-10 NOTES 1) This trus has been designed for the wind load. generated by 80 mph winds at 34 fi sbms ground Ievol, using 17.0 psf top chord dead load and 10.0 PSI bonom ohord dead load. 100 mi frm hurricane ocsmline, on an OEEUPD~FY categwy I, condition I enclosed building. of dimensions 200 fi by 60 ft with oxp~suro C ASCE 1-93 per UBC97IANS196 It end wrlimls exin, they are not exposed to wind. It cantilevers exist, they are exposed to wind. If puch.8 exist. they arm no1 exposed to wind. The lumber DOL incream is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage lo prevent water ponding. 3) This truss has bean designed la a 10.0 psf bonm chord live load n~n~oncurmnt with any other lis loads pr Table No. 16-8 4) baring at jointlsl 11 considers paralid 10 grain value using ANSlrrPl 1-1995 angle to grain lumuls. Building designer should 61 This truss has bean designed with ANSbTPl 1-1995 criteria. 6) This truss has bean designed lor a total drag load of 250 plf. Connect truss 10 resist drag loads along bonm chwd fra 71 Design assume* 4x2 lflat aimtation1 purlins at oc spacing indicated, fadsnsd 10 twss TC wl 2-lOd nails. , UBC-97. verify capacity 01 bearing aurfaco. 00-0 1.3 26-9-0 lor 248.4 plf. LOm CASE181 Standard January 15,2002 Job Landmark Truss and Lumbar, /i6botrfad. B.C., VZT-6L4 6 I DO3 ROOF TRUSS A0397 1060 Grand Avenue Carlsbad. CA QtY Y T,"** russ Type R1150367 foptionail 4.201 SR1 s Oct 23 2001 Nlilsk Industries, Inc. Tus Jan f6 .. .. 43 30 2OD2 P age 1 4x6 + 5 5x16 = 4x6 G 4x6 + 10 9 8 7x8 = I 11-14 11-14 5x0 = a4 11 21-11-0 109.12 9108 , 2598 Plate Oftsets fX.YI: 11:01-8,&1-iZl, 170.04 .. 0.0-4 . 81 LOADINQ Ipdl TC 0.88 2-0-0 Plat** I"E,.... 1.26 TCLL 16.0 SPACINQ MI120 1971144 Lumber Increase 1.26 TCDL 17.0 PLATES GRIP DEFL in floc) lldafl vm(LL1 0.20 10 >999 CSI BC 0.51 Vert(TL1 -0.31 4-10 >973 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code UBC971ANS196 WB 0.70 Hon(TL) 0.07 8 "la LUMBER TOP CHORD 2 X 6 SPF No2 BOT CHORD 2 X 6 DPN 2400F 2.OE WEBS 2 X 4 SPF N0.2 *Except' BOT CHORD Rigid miling directly applied or 4-9-9 oc bracing. SLIDER Lett 2 X 4 SPF Stud 3-107 1st LC LL Min lldsfl = 360 TOP CHORD Sheathed a 2-3-6 oc purlins. except end verticals, and 3-108 oc BRACINQ Weight: 166 Ib purlins (6-0-0 max.1: 6-7. 7-8 2 X 4 SPF 1660F 1.6E. 3-10 2 X 4 SPF Stud WEBS t Row M midpt 7-8. 6-9, 6-9 REACTIONS (lblrizol 8=1093/0-3-8, 1 = 103310-6-8 Mox Uplifl8=-287(load cesb 13). t =-2639(load case 121 Max Hm 1 =366(load case 12) MruGrsv8=1627(load~asaS). t=3912floadcam7) NOTES 1) This truss has bsan designed for the wind loads generated by 80 mph winds at 34 fl above grmnd lovsl, using 17.0 psi lop chord doad load and 10.0 paf bottom chord dead load. 100 mi from hurrieans oceanline, on an occupancy category I. condition I onclosal building. of dimensions 2W ft by 60 fl with exposure C ASCE 7-93 par UBC971ANS195 If and vwticals exist, they am not exposed to wind. If cantilavers exist, they cro exposed to wind. If porches exist, they are not oxpomd to wind. The lumba DOL incream is 1.33. and the plMe grip inorease is 1.33 2) Rovids adequate drainage to prevent WMer ponding. 3) This truss has been designed fa a 10.0 prf bottom chord live load nmconcurrmt with any other live loads pr Table No. 16-0 41 This trun has boon designed With ANSliTPl 1-1996 Criteria. 61 This truss has been designed for a total drag load of 260 plf. Connoct truss to resiM drag loads along bottm chord frm 6) Design assumes 4x2 (flat orientation) purlins M oc spacing indicated, faatsnad lo truss TC wl 2-lOd nails. , UBC-97. 000 to 26-9-0 for 260.4 plf. LOAD CASEIS) Standard January 15,2002 . 7 Job ,"S* Landmark Twrr and Lumbar, Abbotsfard, B.C., VxaL4 4.201 SRl (i Oct 25 2001 MiTsk Induatrisa, Inc. Tua Jan f5 09 .. 49 31 26m P age f 1 5 ROOF TRUSS A0397 004 1650 Grand Avenuo Carlsbad. CA QtY y Truss Type R1150368 laptianall .. i 760 7-60 14-88 21-40 7-2-8 , 257-8 708 7x8 =5" 5.00 7x8 = Scde = 1:67.4 5 6 3 3 4x4 // - II 10 9 8 7 6x10 4 7x0 = 2-2-0 , 5x8 = 2x4 11 2-24 6114 11-14 10-7-12 21-94 , 25-74 910.8 Plate 0ft.sts 1X.Y): 190-4-0.0 .. 4 81 LOADINQ Ipafl TCLL 16.0 SPACINQ 2-04 TCDL 17.0 Plates Increase 1.25 BCLL Lumbor increase 1.25 0.0 BCOL 10.0 Rep Stress lnor YES Code UBC971ANSi95 CSI VsrtlLLl -0.14 8-9 >999 TC 0.75 DEFL HorzlTLI 0.05 7 "la WB 0.99 VsrtlTLl -0.24 8-9 >999 BC 0.39 PLATES QRlP in IIocI lldsfl MI120 1971144 1st LC LL Mi" lldsfl = 360 Weight: 168 Ib 2 X 4 SPF Stud BRACINQ TOP CHORD Sheathed or 3-5-8 oc purlins, except end vorlicals, and 3-108 OE purlins 16-04 max.): 5-6. WEBS BOT CHORD Rigid ceiling directly appliad or 5-1 1-10 OE braclng. 1 Row at midpt 6-7. 4-8, 6-8, 6-8 2 Rows at 113 pis 2-10 REACTIONS IIblsizol 7=997/0-3-8, 10=1194/05-8 Max Hm 10=3861Ioad case 131 Max Uplin7=-637lload E~SO 131. 10=-28151load EDSO 121 Max 0f.w 7= 16591load ome 61, 10=424211oad EDSO 71 NOTES 11 This truss has bean designed for the wind loads generated by 80 mph winds at 34 fl abws grwnd level, using 17.0 psf lap ohord dead load and 10.0 psf bonom chord dead Iwd, 1W mlfrom hurricane oceanline, an an OCEUPC~E~ category I, condition I enclosed building, of dimensions 200 ft by 60 ft With exposure C ASCE 7-93 pol UBC971ANS195 If and VerlioaIs exiat, they ,310 not exposed lo wind. If CmtiIevers exist, they are sxpoutd to wind. If pucha. exist. thsy am not exposed 10 wind. The lumber DOL increme is 1.33, and the plate grip increase is 1.33 21 Provide adequate drainaQo to prevent w8tett)l pmding. 31 This truss has bean dsrianod for D 10.0 paf botiom chord live Iwd noncancwrent with any other live loadds pr Table No. 16-B LOAD CASEISI Standard Januarv 15,2002 Job Landmark Truss and Lumber, Abbotsford, B.C., V2T-6L4 4.m1 SR1 8 dct Z2001 MiTsk Indumrisa, Inc. TU^ Jan 15 09 1 1 D04A ROOF TRUSS A0397 1050 Grand Avenue Carlsbad. CA Plv QW Truss russ Typo R1150369 loptionall :49:32 2002 Psgs f i 7-60 14-8-8 21-40 7-60 7-2-8 7-08 3.108 , 257.8 - 3x4 = - 10 9 8 7 Scafe = t77.4 Plata Offsats 1X.Y): LOAOINQ (PSI) 601-12.04 .. 01 SPACINQ 2-0-0 , 19.04-0.@481 VsrtlLLl -0.14 8-9 >999 TC 0.68 in lloc) lldefl Plates Increase 1.25 TCLL 16.0 DEFL CSI BCLL 0.0 BC 0.53 MI120 Lumber Incisass 1.25 TCDL 17.0 PLATES GRIP WEBS 2 X 4 SPF No.2 *Except* BOT CHORD Rigid miling directly appli or 5-2-3 oc bracing. BOT CHORD 2 X 6 OF-N 24WF 2.OE purlins 160-0 max.): 5-6. LUMBER BRACINQ TOP CHORD 2 X 6 SPF No2 Weight: 177 Ib 1st LC LL Min lldafl = 360 (Matrix) Code UBC97/ANS195 HonITL) 0.04 11 "/a BCDL 10.0 WB 0.88 Rep Stress lncr YES VartlTLl -0.23 8-9 >999 OTHERS 2 X 4 SPF No.2 WEDGE Left 2 X 4 SPF Stud REACTIONS (Ib/&s) 10=1182/05-8, 11 =994x1-3-8 1971144 TOP CHORD Sheathed o( 3-1-12 00 purlins, except end vsrticds. and 3-10-8 oc 2-9 2 X 4 SPF Stud, 2-10 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 6-7. 4-8, 6-8 2 Rows at 1/3 pis 2-10 Max Hm 10=4221load EDSO 13) Max Uplin10=-2810(lod EDSO 12). 11 =-534lload case 131 Max Qrav 10=4223llosd SDM 7). 11 = 165Olload caw 61 1) This trues has been designed for tho wind loads generated by 80 mph winds at 34 ft &me ground IsVal, using 17.0 pd top chord dead load and 10.0 psi bmom chord dead lmd. 1W mi from hurricane owanline, m an occupancy catsgmy I. exim, they me nd exposed to wind. If cantilovsrs exist. they are exposed lo wind. It porchee exist, they me not sxpowd 10 condition I enclosed building, 01 dimensions 2W ft by 60 fl with exposure C ASCE 7-93 pel UBC971ANS195 It end VertiCaIs wind. The lumber DOL increaea is 1.33. and ths plate grip increase is 1.33 21 Provide adsquats drainage to prevent wmer pmding. 3) This truss has been daaignsd fw a 10.0 pd bottom chord live load nonconcurrent With any other live loads pr Table No. 16-8 * Job 1060 Grand Avenue Cerlsbad. CA Plv QtV TW** russ Typs A0397 1 Landmark Truaa end Lumber, Abbotsfad, B.C.. VZT-6L4 4.201 SR1 s Oct 26 200 iTiiEk hdustriss. Inc. Tus Jan 15 09 49 36 2002 P 12 0007 ROOF TRUSS R1150370 loptionall .. .. 2612 , 2612 94-2 696 161-8 ~ 191% , 69% 22-610 , 25-11-12 , 28-4-10 50-0 55-2 3-52 2414 6x8 = Scale = 1:56.9 3x10 11 3x8 = 5x12 = CONN. OF GABLE STUDS W11.6X4 PLATES NP. 4 5 6 7 7x8 + 14 13 12 11 10 9 2x4 /I 4x4 = 7x8 = 4x8 = 3x8 = exe-jp4 II 2612 , ob2 161% , 191% , 22610 , 25-34 2511-12 i 2-6-12 696 6-96 JOO 552 32-6 C-2.122414 Plats oftma (x,~): 1:~~~.0-~-01;74:ac-~,~3-a~. 17.0 . .. 2 1z.o-z-a1 . 11004-0.06-41 ,. wake , 0-4-81 LOADINQ lpsfl TCLL 16.0 SPACINQ MI120 1371144 BC 0.39 Lumbor Increase 1.26 TCOL 17.0 VortlLLl 0.09 14 >999 PLATES QRIP DEFL in (10~1 lldsfl CSI TC 0.36 Plates Inorease 1.26 2-0-0 VartlTLl 0.07 12 >999 BCLL 0.0 Rep Stress lncr NO WB 0.77 BCDL 10.0 Code UBC97lANS196 HonlTLl -0.03 10 nla (Matrix1 1st LC LL Min Ildsfl = 360 Weight: 600 Ib LUMBER TOP CHORD 2 X 6 OF-N 24WF 2.OE SOT CHORD 2 X 6 DF-N 24WF 2.OE WEBS 2 X 4 SPF Stud 'Except' 3-13 2 X 4 SPF No.2, 4-12 2 X 4 SPF No.2, 6-12 2 X 4 SPF No2 7-1 1 2 X 4 SPF No.2, 7-10 2 X 8 DPN No.llNo.2 8-9 2 X 4 SPF No2 BRACING TOP CHORD Sheathed or 6-00 M: purlins, OXEOP~ end vmticds. BOT CHORD Rigid ceiling directly applied or 1000 OE bracing, Except 64-0 oc bracing: 1011.9-10. OTHERS 2 X 4 SPF Stud Job A0397 Qty Y Truss Type TWS* 12 ROOF TRUSS OG07 Lendmark Truss and Lumber. Abbotsfnd, E.€. .. vzT-6L4 4.201 SR1 s Oct 25 ZW1 LOA0 CASEIS) Standard Except: 81 User defined: Lumbar Increase= 1.25. Plats lncraaas=1.25 Uniform Loads lpltl Concentrated Loads Ilb) Vert: 1-4=-66.0,~7=-56.0,7-8~-65.0. 1-9=-20.0 Vert: 7=4000.0 5=4WO.O 9) User definedorag LCXl Lett: Lumbar b~reaw = 1.33. Plate Increase= 1.33 Vert: 1-2=121.5, 2-3=59.0, 3-4=59.4,4-5=-65.0, 5-7=-66.0, 7-8s HOW: 1-z=480.0.~.3=720.0. 3-4=717.6. 7-a=aw.o Drag: 4-7=300.0. 1-10=-335.5 Vert: 7=4000.0 5=4WO.O Unitorm Loads lplfl Concentrated Loads IIbI 10) Ussrdsfinsd-Drag LCXl Right: Lumber Incraass=1.33, Plate Incroare=1.33 Uniform Loads lpif) Vert: 1-2=-253.5. 2-3=-191.0, 3-4=-191.4. 4-5=-67.0. 5-7=-56.0 Ham: 1-2=-480.0. 2-3=-720.0. 3-4=-717.6. 7-8=-8W.O Drag:4-7=-300.0. 1-10=335.5 :-178.5. 1-9 , 7-8 =46.5. -20.0 -9=-20.0 Concontratod Loads IIb) Vert: 7=4WO.O 5=4000.0 11) Usa dofindorag LCXl Left Lumber Incrsaro=1.33, Plate Incrsas=1.33 Uniform Loads lplfl vert: 1-2=121.5,2-3=5~.0.3-4=59.4.4-5=-66.0, 6-7=.66.0, 7-8=-178.5, How: 1-2=480.0, 2-3=720.0. 3-4=717.6.7-8=8W.O Orao: 4-7=300.0. 1-lo=-335.5 Consont~at& Loads IIb) . Vert: 7=4000.D 5=4000.0 121 Usatdafinad-Drag LCXl Right: Lumber Insreaw=1.33. Plate Incrsass=1.33 Uniform Loads lpif) Vert: 1-2=-253.5, 2-3=-191.0, 3-4=-191.4.4-5=-67.0. 5-7=46.0,7-8=46 Drag: 4-7=-300.0. 1-10=335.5 Vert: 7=4000.0 5=4000.0 HWZ: 1-2=-4ao.o, 2-3=-720.0.3.4~.717.5. 7-~=-aoo.o Concentrated Loads IIb) 131 User dstinsd-Orao LC#l Left Lumber Incrsass=1.33, plate Insresaa=1.33 1-9=-20.0 .5, 1-9=-20.0 Uniform Loads lpifl 1-2=121.5, 2-3=59.0. 3-4=59.4.4-5=-65.0. 5-7=-66.0, 7-8=-178.5, 1-9=-20.0 HDIZ: 1-2=480.0.2-3=720.0. 3-4=717.6.7-8=8W.O Drag: 4-7=300.0, 1-lo=-335.5 Vert: 7=4WO.O 5=4000.0 Cmcantrated Loads IIb) 141 Uaerdsfinsd-Drag LCXl Right: Lumber lncrel)~=1.33, Plats Incraass=1.33 Uniform Loads lplfl Vert: 1-2=-253.5, 2-3=-191.0, 3-4=-191.4,4-5=-67.0, 5-7=-66.0, 7-8=46.5, 1.9=.~0.0 Hon: 1-2=-480.0.2-3=-720.0. 3-4=-717.6,7-8=-800.0 Drag: 4-7=-300.0, 1-10=335.5 Vert: 7=4000.0 5=4000.0 Concsntrated Loads IIbI 15) User defined-Drw LCXl Lett: Lumber Insrosse=1.33. Plate I~~~~~~~= 1.33 Unifam Loads ldfl Vert: 1-2=121.5, 2-3=59.0, 3-4=59.4.4-5=-65.0, 5-7=-66.0,7-8=-178.5. Oram 4-7=300.0. 1-lo=-335.5 HWZ: 1-2=480.0. 2-3=720.0.3-4=717.6, 7-8=aw.o Cmcsntmt~ Lwds (Ib) Vert: 7=4WO.O 5=4000.0 15) User dofindorag LCXl Right: Lumber lncrsase=1.33, Plate lncrea(1e=1.33 Uniform Loads Iplfl Vsrt: 1-2=-253.5. 2-3=-191.0,3-4=-191.4,4-5=-67.0. 5-7=-66.0,7-8=46 Hon: 1-2=-480.0. 2-3=-720.0. 3-4=-717.6. 7-8=-800.0 Drag: 4-7=-3W.O, 1-10=335.5 Vert: 7=4000.0 5=4WO.O Concantratad Loads IIbI 17) User defined-Orw LCXl Left Lumbar Inereaw=1.33, "to Insroaro=l.33 1-9 =-20.0 .5. 1-9=-20.0 Unilorm Loads lpif) vert: 1-2=121.5,2-3=59.0. 3-4=59.4.4-5=-65.0, 5-7=.66.0, 7.8=.178.5, 1.9=.20,0 Drag: 4-7=300.0, 1-lo=-335.5 on: 1-2=4ao.o. 2-3=720.0.3-4=717.5, 7.8=8oo.o . . . . . . . . .. . . . . . . . . . , .. , 18) Ura defined-Drag LCXl Right: Lumbsr Incrsaao=l.33. Plate lnnaasa=1.33 Vert: 7=4WO.O 5=4000.0 Uniform Loads (PI) Van: 1-2=-253.5. 2-3=-191.0, 3-4=-191.4, 4-5=-67.0. 5-7=-66.0. 7-8=46.5, 1-9=-20.0 Hm: 1-2=-480.0, 2-3=-720.0. 3-4=-717.6, 7-8=-8W.O Drag: 4-7=-300.0. 1-10=335.5 Vert: 7=4WO.O 5=4WO.O Concentrated Loads Ilb) 19) Usadafined-Drag LC#l Lett: Lumber Insroaso=1.33. Plate Incrsasa=1.33 Uniform Loads Iplfl Van: 1-2=121.5. 2-3=59.0, 3-4=59.4,4-5=-65.0. 5-7=-66.0.7-8=-178.5. 1-9=-20.0 Hon: 1-2=480.0. 2-3=720.0. 3-4=717.6.7-8=8W.O Drag: 4-7=300.0, 1-lo=-335.5 Vert: 7=4000.0 5=4WO.O Cmcantrated Loads Ilbl r" WARNING On ~ Wr(l~ di~iiqn p,crume!cr.~ rird READ iVO1E.Y ON Tt11S AN11 REVtRSE SIDE BEFORE 1:SE building Component 10 be lnrlalled and loaded VsrilCslly. Applicabilify 01 design parameters and proper incorporation 01 Design Valid 101 Yss Only with MiTek COnneCtOR. This design 18 based only upon parameters shown, and is 10, an individual CompOnenI is responriblllly of building designer - not lr~88 designer. Bracing Shown Is lor lateral ~yppo# 01 Individual wsb mBmbBII Only. Additional temporary bracing to InSYrB stabllily during constr~cl~on $6 the responsibilify 01 the erector. Additional permanent bracing Of lhs overail 311YctYre is the resp0nSibility (11 the bulldlng dsrigner. For general guidance regarding tabricalion. 4YW canlrol, starags. delivery, election, and braclng, COn6Yil QST.88 Quallly Sl.nd.rd, OSB- 89 B11Cing Spacificallon. and HIE-91 Handilng In~lallalion and Braclng Racommtndollon Bvsilsble from Truss lull Plate Institute, 583 D'Onofrlo DrIYe, Ma4isOn. WI 53119 MiTek Indushies, Inc. z R1150370 Job ,"I* LandmarkTruar snd Lumbar, Abbotsford, B.C., vzT-SL4 4.201 5R1 s Oct 25 2001 12 ROOF TRUSS A0397 0007 Qtv Y Truss Type LOAD CASEISI 201 User defined-Drag LCXl Right: Lumber Increaw=1.33, Plats Increase= 1.33 Uniform Loads lplfl Vert: 1-2=-253.5, 2-3=-191.0. 3-4=-191.4.4-5=-67.0, 5-7=-66.0,7-a=46.5, 1-9=-20.0 HoR: 1-2=-480.0. 2-3=-720.0. 3-4=-717.6,7-8=-800.0 Drag: 4-7=-300.0, 1-10=336.6 Vert: 7=4000.0 5=4000.0 Concentrated Loads lib) 211 Uaa defined-Drag LCXl Left: Lumber Increa~= 1.33. Plate Increase= 1.33 Uniform Loads lplf) vert: 1-2=121.5. 2-3~59.0,3-4=59.4.4-5~.65.0. 5-7=-66.0.7.8=-17a.5. 1-s=-20.0 HOR: 1-2=480.0. 2-3=720.0, 3-4=717.6.1-a=aoo.o Drag: 4-7=300.0. 1-10=-335.5 Vsrt: 7=4000.0 5=4000.0 Concentrated Loads llbl 22) User defined-Drag LCXl Right: Lumba In~rease= 1.33, Plate Increase= 1.33 Uniform Loads lplf) vert: 1-2=-253.5, 2-3=-191.0, 3-4=-191.4,4-5=.67.0. 5-7=.66.0.7-a=46.6, 1.9=-20.0 nom: 1-2=-480.0,2-3=-720.0. 3-4=-717.6. 7-8=-a00.o Drag: 4-7=-300.0. 1-10=335.5 Vert: 7=4WO.O 5=4000.0 Concentrated Loads Ob1 23) Usa dofinad-Drag LCXl Left: Lumber Increase= 1.33, Plat0 Incrsaso=1.33 Uniform Loads lplf) Vert: 1-2=121.5. 2-3=59.0. 34=59.4.4-5=-66.0, 5-7=-66.0.7-a=-178.5, 1-s=-20.0 nom: 1-2=4ao.o. 2-3=720.0. 3.4=717.5.7-a=aw.o Drag:4-7=300.0. 1-lo=-335.5 Vert: 7=4000.0 5=4000.0 Concentrated Loads (ib] 24) User dofinad-Drag LCXl Right: Lumber lncrsase=1.33, platm Increase= 1.33 Uniform Loads lplf) Vert: 1-2=-253.5, 2-3=-191.0, 3-4=-191.4.4-5=-67.0. 5-7=-66.0.7-8=46.6. 1.9=-20.0 Drag: 4-7=-300.0. 1-10=335.5 Vert: 7=4000.0 5=4000.0 nom: 1-2=-4ao.o. 2-3=-720.0. 3-4=-717.6. 7-8=-800.0 Concentrated Loads (lb] 251 User dsfinad-Draa LCXl Left: Lumber Increa.o= 1.33, Plato lnosasa=1.33 Concentrat& Loads llb] Vert: 7=4000.0 5=4000.0 26) Usn defined-Drag LCXl Right: Lumber Inorss.o=1.33. plate Incrsass=1.33 Uniform Leads lplf) Vert: 1-2=-263.5, 2-3=-191.0, 3-4=-191.4,4-5=-67.0, 5-7=-66.0, 7-8=46.5, 1.9=.20.0 nom: 1-2=-480.0.2-3~-720.0.3.4~-717.~. 7-a=-a00.o Concentrated Loads llb) Drag: 4-7=-300.0. 1-10=335.5 Vert: 7=4000.0 5=4000.0 271 User defined-Orao LCXl Left: Lumber Increase= 1.33, plate lncrsase=l.33 - .. . . . . . .. . . .. -. . . . , .. , 28) User defined-Orag LCXl Right: Lumbar lncrsa~=1.33, Plot0 In~rease=l.33 Vert: 7=4000.0 5=4WO.O Uniform Loads lpifl Vert: 1-2=-253.5. 2-3=-191.0, 3-4=-191.4. 4-5=-67.0. 6-7=-66.0. 7-8=46.5. 1-9=-20.0 no=: 1-2=-4ao.o, 2-3=-720.0. 3-4=.717.6.7-8=-aw.o Drag: 4-7=-300.0, 1-10=336.5 Vert: 7=4000.0 5=4000.0 Concentrated Loads IIb) 29) User defined-Drag LCXl Left Lumber lncrso.o=1.33. Plate Incrsaso=1.33 Unifm Loads lplfl Vert: 1-2=121.5.2-3=59.0, 3-4=59.4.4-5=-65.0, 5-7=-66.0, 7-8=-1711.5, 1.9=.20.0 HDR: 1-2=480.0, 2-3=720.0. 3-4=717.6, 7-8=800.0 Drag: 4-7=300.0, 1-lo=-335.6 Concentrat& Loads Ilb) Vert: 7=4000.0 5=4000.0 301 User defined-Drag LCXl Right: Lumber Increase= 1.33. Plate Increase= 1.33 Uniform Loads lplfl Vert: 1-2=-253.6. 2-3=-191.0, 3-4=-191.4, 4-5=-67.0, 5-7=-66.0. 7-8=46.5 Hon: 1-2=-480.0, 2-3=-720.0, 3-4=-717.6, 7-8=-800.0 Drag: 4-7=-300.0. 1-10=335.5 Vert: 7=4000.0 5=4000.0 Concentrated Loads Ilb) 311 User defined-Drag LCXl Len: Lumber Increase= 1.33, Plate lncreaso=1.33 Uniform Loads lplfl vert: %2=121.5,~-3=6~.0, 3-4=59.4,4-5=-65.0. 5-7=-66.0,7-8=-17a.6, 1 HOE 1-2=4ao.o, 2-3=720.0.3.4=717.6.7-8=aoo.o Drag:4-7=300.0. 1-lo=-335.5 , 1-9=-20.0 -9 =-20.0 3 R1150370 Job 12 DG07 ROOF TRUSS A0397 165C Grand Avonus Carlabad. CA atv b T,"*. rws Typs R1160370 Landmark Truss and Lumber. Abbotdord, B.C.. m-6L4 loptimal) 4.201 SR1 8 Oct25 2001 MiTsk Industries. Inc. Tus Jan 16 09 49 35 2002 P .. .. age 4 LOAD CASEW Cancantrated Loads Ilbl 32) User defined-Drag LCXl Right: Lumber Increase= 1.33, Plate Increass=1.33 Vert: 7=4000.0 6=4000.0 Uniform Loads Iplfl Vert: 1-2=-253.6, 2-3=-191.0.3-4=-191.4.4-5=-67.0. 6-7=-66.0, 7-8=46.5. 1-9=-20.0 Hon: 1-2=-480.0. 2-3=-720.0, 3-4=-717.6. 7-8=-800.0 nrag: 4-7=-3w.O, 1-10=335.5 Cmcantratd Lwds (lbl 331 User defined-Drag LCXl Len: Lumbsr Incream= 1.33, PlMe Increase= 1.33 Vert: 7=4000.0 5=4000.0 Unifolm Loads (plfl Vert: 1-2=121.6, 2-3=69.0, 3-4=59.4.4-5=-66.0. 5-7=-66.0.7-8=-178.6. 1-9=-20.0 Horn: 1-2=480.0, 2-3=720.0. 3-4=717.6. 7-8=800.0 Dram4-7-300.0. 1-lo=-335.6 34) User dsfinsd-Drag LCXl Right: Lumber Increase= 1.33, Plate Incresse=1.33 Van: 7=4WO.O 6=4000.0 Drag: 4-7=-300.0, 1-10=335.5 Concentrated Loads IIb) 35) User defined-Drag LCXl Len: Lumber Incre~se= 1.33. Plate Increase= 1.33 Vert: 7=4WO.O 5=4000.0 Uniform Loads Iplf) Vert: 1-2=121.6.2-3=59.0. 3-4=59.4,4-5=-66.0. 6-7=-66.0,7-8=-178.6. 1-9=-20.0 Horn: 1-2=480.0, 2-3=720.0,3-4=717.6. 7-8=800.0 Drag:4-7=300.0, 1-lo=-336.5 CancsntrMad Loads IIb) THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER OF SHEAR FORCE) SHALL BE REVIEWED AND APPROVED BY A WALIFIED BUILDING DESIGNER OR ARCHITECT. Job r"s* 1060 Grand Avenue Carisbad. CA Truss Type A0397 0008 ROOF TRUSS R1160371 Landmark Truss and Lumber. Abbotsfwd. B.C.. V2T-614 4.201 SR1 s Oct 26 MiTek Industries. Inc. Tus Jan 16 09 .. 49 37 2002 P age 1 loptimall .. 2-6-12 , 7-66 12-60 2-6-12 4-11-10 1-14 257-12 ,27-2-0?4-1? 4-11-10 6614 6614 14-4 1-2-10 3x8 = zX4 11 Scale=1:57.1 4x8 = 5x6 = CONN. OF GABLE STUDS W11.6X4 PLATES NP. 1x4 II 9 5.00 ysT 15 14 13 12 11 10 3x4 = 7x8 = 3x0 = 2x4 11 4x6 = 3x4 = 2-6-12 , 7-6-6 2-6-12 1 2-60 4-11-10 4-11-10 1W14 6614 257-12 ,27-2-0Wl? 6614 1-64 1-2-10 Plate Offsets 1X.Y): LOADING Ipd) 1:0-07,03 . 01 , 16 ._ OZ-4 0 .. 2 41 I14 ." 0 4 0 04 . 81 Weight: 490 Ib 1st LC LL Mi" lldefl = 360 HonITU 0.02 12 nla (Matrix) WB 0.16 Code UBC971ANS196 Rep Stress lncr NO BCDL 10.0 BCLL 0.0 MI120 1971144 VerllTL) -0.06 15 >999 BC 0.32 Lumber Increase 1.26 TCDL 17.0 PLATES GRIP in (loci lldsfl VsrlILL) 0.03 16 >999 TC 0.28 DEFL CSI Plate8 Increase 1.26 TCLL 16.0 SPACINQ 2-04 ., ,. , LUMBER TOP CHORD BOT CHORD WEBS OTHERS SLIDER 2 X 4 SPF No2 2 X 6 SPF No.2 2 X 4 SPF Stud 'Except' 6-13 2 X 4 SPF No.2, 7-13 2 X 4 SPF Stud Lafl 2 X 4 SPF Stud 1-2-1 1 2 X 4 SPF No.2 BRACINQ TOP CHORD Sheathed a 6-DO OE purlins, except end Vellicds. BOT CHORD Rigid ceiling directly appliod or lDD0 OE bracing. Except 644 oc bracing: 12-13.10.11. REACTIONS (Iblbize) 1 =109110-6-8, 12=1337/0-3-8 Max Hm 1 =382lload case 12) MaxGrav 1=1191~loadcas71,12=1371(loed~asa6~ NOTES 1) This truss has bean designed fa the wind loads generated by 80 mph winds at 34 fi above grmnd level, using 17.0 pd top chord dead load and 10.0 psi bottom chord deed load, 1 W mi from hurricane OMmlinO, on an OCCUP~~EY cstegay I, condition I enclosed building, of dimensions 200 fl by 60 fl with expo~~ure C ASCE 7-93 per UsC97lANS195 If snd vetticals Or cantilevers exist, they ere exposed to wind. If porches exist, they are no1 axparad to wind. The lumber DOL increase is 1.33. and tho plate grip increase is 1.33 "Standard Gable End Detail" 2) Truss designad for wind loads in the plane of the truss only. Fw studs exposed to wind (normal to the fscol, see MiTek Job Landmark Truss and Lumber. Abbotsford, B.C.. VZT-6L4 4.551 5R1 s Oct 26 2001 Wfek Indurtriss. Inc. Tuo Jan fl 09:49:59 P 1 2 ROOF TRUSS OS02 A0397 1050 Grand Avenue Carlsbad. CA Ply Qtv Truss Type TW.S R1150372 loptional) age 1 I 7-60 1488 760 7-2-8 21-9-0 7- , 2570 7x8 =3-1m 7x8 = Scale = 137.4 5.00 y52 CONN. OF GABLE STUDS W11.5X4 PLATES NP. 5 6 10 9 8 7 6x10 + 2-24 , 11-1-4 2-2-0 E114 10-7-12 5100 , 257-0 7x8 = 21-90 5x8 = 2x4 11 Plats Offsets (X.Y): 19:&4-0,&4-81 LOADING (psf) TCDL 17.0 CSI 2-0-0 PlSlS* 1ncrsars 1.25 TCLL 16.0 SPACINQ Code UBC971ANSi95 BCOL 10.0 WB BC Rep Stress lncr YES BCLL 0.0 TC Lumber Inusass 1.25 "" I I LUMBER TOP CHORD 2 X 6 SPF No2 WEBS BOT CHORD 2 X 6 OF-N 2400F 2.OE 2 X 4 SPF No.2 *Except* 6-7 2 X 4 SPF 165OF 1.5E. 2-9 2 X 4 SPF Stud 2-10 2 X 4 SPF 1650F 1.5E 8-172X4SPFNo.2.18-192X4SPFNo.2 .~~~ ~~~~ ~~~ . OTHERS 2 X 4 SPF Stud 'Excapt' WEDGE Left 2 X 4 SPF Stud 0.75 0.39 0.98 I DEFL VeMLLI -0.14 8-9 >999 in liool lldsfl PLATES GRIP MI120 VorllTL) -0.24 8-9 >999 Hon(TU 0.05 7 "la le LC LL Min lldefl = 360 Weight: 269 Ib 1971144 REACTIONS (lblsizo) 7=996103-8. 10= 1193105-8 Max Hm 10=3961load cese 13) Max Uplin7=-534lload case 13). 10=-2812fload case 12) MaxGrav 7=1654lloadcae6). 10=42371loadcaso71 FORCES Ilb) - First Load Case Only TOPCHORD 1-2=606,2-3=-1060.3d~-1060,4.5~.~~~, 5.6=.311,6.7=.960 WEBS BOTCHORD 1-10=-547, 9-10=1058, 8-9=830,7-8=0 2-9=-109. 4-9=310. 4-8=.699 , 5-8 =-223. 6-8=895, 2-10=-1935 BRACING TOP CHORD Sheathed or 3-5-9 OE purlins, exeapt end velticds, and 3-10.8 OE purlins 6-04 max.): 5-6. WEBS BOT CHORD Rigid ceiling directly applied or 5-1 1-1 1 00 bracing. 1 Row a1 midpt 6-7, 4-8. 5-8. 6-8 2 ROWS at 113 pta 2-10 NOTES 1) This truss has bean designed for the wind loads generated by 80 mph winds st 34 fl &we grmnd Isvsl, using 17.0 pd 14, chord dad load and 10.0 psf bottom ehwd dead load. 100 mi from hurricane Ocemiine. M an OCCUP~EY category I. Fondition I enclosed building, d dimensions 200 fl by 60 fl with exposure C ASCE 7-93 per UBC97lANS195 If end verticds exist, thsy am not exposed to wind. if cmtiievers exist, thsy are oxporsd lo wind. If porches exist. thsy am not expoend to wind. The lumber DOL increase is 1.33, and the plate grip incroaso is 1.33 2) Truss designed for wind loads in tho plane d the truss only. For studs exposed lo wind (normal Io the facsl, see MiTek 3) Provids adequMe drainage to pmvent wMer ponding. "Standard Gabla End Detail' 4) Gabla muds spaced a1 1-4-0 OE. 5) This truss has bean designed for a 10.0 pd botlm chord live load nmconcurrent with any other live loads por Table No. 16-8 6) This truss has been dsaignad with ANSliTPi 1-1995 criteria. 7) This truss has baa" designed fa a told drag load of 250 plf. Conned truss to redel drag loads dong bonm chord frm 8) Design (Issumeb 4x2 (flat orimtMion) purlins a1 oc spacing indicated, fartonod to truss TC wl 2-lOd nail.. , UBC-97. 0-00 lo 25-9-0 lor 248.4 plf. LOAD CASEIS) Standard January 15,2002 Job ,"*I iTsk Industries, Inc. Tua Jan 15 09:49:41 2W2 Pags 1 Landmark Truss and Lumber. Abbotsfwd. KC.. VZT-6L4 4.201 SR1 s Oct 26 2ml M 1 1 ROOF TRUSS A0397 DS02A 1060 Grand Avenue Carlsbad. CA Qtv v Truss Type R1160373 laptionall Scale = 1:77.4 7x8 = 4x6 = 5 7x10 = 6 5.00 CONN. OF GABLE STUDS WIl.SX4 PLATES NP. 10 9 8 7 ,2.28:'4 9 11-14 7x8 = 21.114 5x0 5,,&4 II 2-20 8.114 10-912 JSO Plate offsets KYI: 1602-8.04-01 19 0 4 0 0 4 81 ... .. ,. I ~~ TCLL 16.0 LOADING Ipsfl CSI SPACING 200 Plats. I"CIO.*O 1.26 TC 0.68 TCDL 17.0 Lumbsr Increase 1.26 BC 0.63 BCLL 0.0 BCDL 10.0 WB 0.88 Rep Strsas lncr YES (Matrix1 Code UBC97IANSISS LUMBER TOP CHORD 2 X 6 SPF No2 BOT CHORD 2 X 6 DF-N 24WF 2.OE WEBS 2 X 4 SPF No2 *Except' OTHERS 2 X 4 SPF Stud 'Except* 2-9 2 X 4 SPF Stud. 2-10 2 X 4 SPF 166OF 1.SE 11-13 2 X 4 SPF No.2. 8-17 2 X 4 SPF No2 18-13 2 X 4 SPF No.2, 6-48 2 X 6 SPF No2 1 OEFL VartlLLl -0.14 8-9 >999 in 110~1 lldafl PLATES GRIP VsrtlTU -0.22 8-9 >999 HorziTLl 0.04 48 nla 1st LC LL Min lldsfl = 360 Weioht: 283 Ib MI120 1371144 ~~ BRACING TOP CHORD Sheathed or 3-1-15 00 purlins. except end vartlcals. nd 3-10-8 Oc BOT CHORD Rigid coiling directly applied or 6-2-8 OE bracing. WEBS 1 Row at midpt 6-7. 4-8, 6-8 purlins 160-0 max.): 6-6. 2 Rowsat 113 pts 2-10 WEDGE Loft: 2 X 4 SPF Stud NOTES 1) This truss has bwn dosignad for the wind loads generated by 80 mph winds at 34 fl above ground level, using 17.0 psf top chord dead load and 10.0 paf bonom chud dead load, 100 mi lrom hurricane 0-mline, on an OCCUPCnEY cst~otsgary I. conditim I endmod building, of dimensions 2W lt by 60 ft with exposure C ASCE 7-93 par UBC971ANS196 I1 and Verticals exist, they are not exposed to wind. If cantilevers exist, thsy me exposed to wind. If pmchss exist, they arm not exposed to wind. The lumber DOL Increase is 1.33, and the plats grip inorease ia 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs sxpoaod to wind (normal to the facol, sw MiTak 3) Provide adequate drainage to prevent water ponding. "Standard Gable End Detail" 4) Gable muds spaced at 1-4-0 OE. 6) This truss has been designed fu a 10.0 psl bonm chord live load nonconcurrmt with my other live loads pr Table No. 16-8 61 barin. at iointlal 48 considers ~ardlel to grain value using ANSllTPl 1-1996 angle to grain formula. Building designer ahould , UBC-97. uarih/ ispicity il bearing surfaie. 7) This truss has been designed with ANSllTPl 1-1996 Criteria. 8) This Iwss has been designed for a total drw load of 260 plf. Connect truss to relist drag loads along bottom chard from 9) nosign assumes 4x2 (flat oriontstlon) purlins at OE spacing indicated, fastened to truss TC wl2-lOd nails. 0-0-0 to 26-9-0 fU 248.4 Pll. LOAD CASEISI Standard January 15,2002 Job ,"*I Landmark Truss and Lumber, Abbotofcrd. B.C.. VIf-6L4 1 2 ROOF TRUSS A0397 OS04 r050 Grand Avenue Carlabad. CA ply atty Trues Type R1150374 [optimal) 4.201 SR1 s oct 26 2001 MiTok Industries. Inc. Tus Jan f6 fX .. .. 49 43 fCO2 P age 1 CONN. OF GABLE STUDS W11.6X4 PLATES TYP. 3 7 4x4 5 c9 10 9 8 7 6x10 4 7x8 = 2-24 , 2-24 E114 5x8 = 2x4 I1 11-14 21-114 10412 , 25-7-8 588 natsoff~la (X.Y): 19&4-0.0 .. 4 81 purlins I600 ma.): 6-6. BOT CHORD Rigid ceiling directly applied or 6-1 1-10 oc bracing. WEE 1 Row at midpt 6-7. 4-8. 6-8. 6-8 2 Rows at 113 pts 2-10 WEDGE Lon: 2 X 4 SPF Stud REACTIONS (Iblsizo] 7=997/0-3-8, IO= 1194/06-8 Max Hm 10=386Iload case 13) Max Uplif17=-63711oad case 13). 10=-2816lload cam 12) Max Grav 7= 1669fload case 61. 10=424211oad EDSO 71 LOAD CASEW Standard January 15,2002 Job ,"** ruse Type 1050 Grand Avenue Corkbad, €A A0397 DS04A ROOF TRUSS Landmarktruss and Lumber, Z&botsfad, B.C.. V2T-6L4 R1150375 loptionall 1 MiEk Industries, Inc. Tus Jan 15 0943:46 2Cd2 Page 1 CONN. OF GABLE STUDS Wll.SX4 PLATES TYP. 3x4 = 7x8 = 5.00 7x8 = 5 6 I 3 .3 4 10 0 9 8 7 na,s "".el* I*,",: to:* I. ,LA 2-0-0 CSI Plater I"Cl.... 1.25 TC 0.68 PLATES DEFL in IIocI l/&fl VsrtlLLl -0.14 8-9 >999 Lumbar Incmase 1.25 BC 0.53 VsrtlTLl -0.23 8-9 >999 BCLL Rep Stre8s lncr YES W8 0.88 HorzITLl 0.04 49 "la lMatrixl 1st LC LL Min Ildsfl = 360 Weioht: 271 Ib ORlP 197HM M1120 ECOL 10.0 Cda U8C97IANS196 Plats 011*e1* IX.Y): 6:Ol -12,04dSI, 13:04-0.44-81 LOADING Ipsfl SPACINQ TCLL 16.0 2-0-0 Plater I"Cl.... 1.25 CSI PLATES DEFL in IIocI l/&fl TC 0.68 VsrtlLLl -0.14 8-9 >999 TCDL 17.0 Lumbar Incmase 1.25 BC 0.53 BCLL 0.0 Rep Stre8s lncr YES VsrtlTLl -0.23 8-9 >999 BCDL 10.0 Cds UBC971ANS196 1st LC LL Min Ildsfl = 360 Weight: 271 Ib W8 0.88 (Matrix1 HorzITLl 0.04 49 "la LUMBER TOP CHORD 2 X 6 SPF No2 BOT CHORD 2 X 6 DF-N 2400F 2.OE purlins 160-0 max.): 5-6. WEBS 2 X 4 SPF No.2 'Except' BOT CHORD Rigid coiling directly applied or 5-24 oc bracing. OTHERS 2 X 4 SPF Stud 'Except' .. . .. ." ORlP M1120 197HM BRACING TOP CHORD Shoathod or 3-1-12 OF purlins, except end verticals, and 310-8 OF 2-9 2 X 4 SPF Stud, 2-10 2 X 4 SPF 1650F 1.6E 17-18 2 X 4 SPF No.2, 6-49 2 X 4 SPF No2 WEBS 1 Row at midpt 6-7. 4-8. 5-8 2 Rows at 1/3 pis 2-10 \L,cncc .."" Left: 2 X 4 SPF Stud REACTIONS lIb/size) 10= 1182/0-5-8. 49=994/0-3-8 Max Horz 10=422(load case 131 Max UpllIt10=-281011oad case 12). 49=-534(1md EDSO 131 Max Grav 10=42231load case 7). 49=1660(losd case 61 FORCES Ob1 - First Load Case Only TOPCHORD 1-2=106.2-3=-1220 34=-1128 4-5=-450.6-6=-323,749=-1,549=-996 WEBS 2-9=-173, 4-9=344, 4-8=-747, 5-8s-235, 6-8=973. 2-10=-1414 NOTES 11 This trues has bean designed for the wind loads gonotated by 80 mph winds M 34 fl above grwnd IoyoI, using 17.0 pd top BOTCHORD ~.~0=-4,~-~0=~~68:8-9=876.i-8=.8 chord dead load and 10.0 pat bottom chord dead load. 1 MI mi from hurricane ocemline, on an occupancy category I, condition I enclosed building. of dimensions 200 It by 60 it with expowre C ASCE 7-93 par UBC97/ANS195 If end verticals exist. they are not exposed 10 wind. If cantilevers exist, they are exposed to wind. If parches exist, they are not exposed lo wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 21 Truss designed for wind loads in tho plane of the truss only. For studs exposod to wind (normal 10 the face). see MiTek "Standard Gable End Detail" 41 Gable studs spaced at 1-40 OE. 31 Provide adequate drainage to prevent water ponding. 61 This tw8S has been designed for a 10.0 pd bmtm chord live Iwd nonconcurrent with any other live loads pr Table No. 16-8 6) Baring at jointld 49 considers parallel to grain value using ANSImI 1-1995 angle to grain folmula. Building designer shwld 71 This tw8s has boon designed with ANSITTPI 1-1995 criteria. 81 This truss has boon designed for a total drag load of 250 plf. Connact truss 10 resist drag loads along bottom chord from 91 Design assumes 4x2 lflat oriantatianl purlins at OE spacing indicated. fastened lo truss TC wl 2-10d nails. , UBC-97. verify capacity of bearing surface. 000 to 25-9-0 far 248.8 plf. LOAD CASEISI Standard Januarv 15,2002 Job 2 1 ROOF TRUSS GE92 A0397 Ivsc, Grand Avsnus Carlsbad, CA Qtv Y Truss Type Truar R1150376 Landmark Truss and Lumber, Abbotaford, B.C., V2T-6L4 4.201 SR1 s act 25 2W1 MiTik Industries. Inc. Tuus Jan 15 W ,. 49 51 2w2 P age 1 loption4 .. -24-8 , 24-8 12-66 250-12 1 2-66 , 27-54 1 2-66 24.8 4x4 = Scale = 1~42.7 TCLL 16.0 LOADING Ips11 Weight: 103 Ib lrt LC LL Min lldefl = 360 (Matrix1 HonTLI 0.00 17 nla Code UBC97/ANSi95 WB 0.16 Rap Stress lnor NO BCDL 10.0 Vart(TL1 nla - nla BCLL 0.0 Mi120 197/144 BC 0.24 Lumber Increase 1.25 TCDL 17.0 VartlLLl "la - "la TC 0.26 Pi.t.3. I"E,O... 1.25 PLATES GRIP DEFL in [IDcI lldofl CSI SPACING 3-0-0 REACTIONS [lblsizel 1=137/25-O-12,17=137/26-012.25=163/25O-12.26=172125-012.27=172/26O-12, 28=173/26-012.29=169/25-0-12, 30=186/25-012. 31=109/250-12, 32=330RE012, 24=t72/26-012.23=172/26-0-12,22=173/26-012.21=169125~-12,20=186125-012, 19=109/25-012, 18=330/26-0-12 Max Hon 1 =-29(ioDd case 31 Max Uplift31 =-47(load cass411. 19=-47(Ioad case 661 Max Grrv 1 =386(load caw 241, 17 =386(Ioad caw 401, 26 =403(load case 641, 26 =408lload caw 631, 31 =368Ilad case 681. 32=607lload case 671. 24=408fload cese 66). 23=408(bad case 661, 27=408Uoad case 621, 28=408Uoad case 611. 29=40611oad EM(I 601. 30=417(load case 691, 22=40811oad case 671, 21 =406Uoad case 68). 20=4171ioad ease 691. 19=3680oad case 701, 18=607(loado~asa711 FORCES (Ibl. TOP CHORD BOT CHORD WEBS ". ~_. 1024=-132, 11-23=-132, 12- 22=-132, 13-21=-131, 14-20=-139, 15-19=-94, 16-18=-232"" .~ .~~, ." January 15,2002 Job 1650 &end Avenue Car6b.d. CA ply Qv Truss Type Truss A0397 Landmark Truss and Lumber, Abbotaford, E.C.. VTK6L4 1 2 ROOF TRUSS GE92 R1150376 I tional) 4.201 SRl s Oct 25 2001 Midlndustrisa. Inc. Tus Jan E a .. .. 49 -2 P age 2 LOAD CASEIS) Standard Job , ,"SS russ Type 1660 Grand Avenue Carlrbad, CA ply QtV A0397 GT48A ROOF TRUSS 1 Landmark Pwss and Lumbw, Abbotrfwd, B.C.. V2T-U 1 R1150377 (apticnd) 4.201 5R1 s Oct 25 2001 MiTsk Industries, Inc. Tua Jsn 15 09 .. .. 49 53 2002 P age 1 2-86 , 2-86 3-11-3 5-7-3 , 10-66 , 12912 511-3 ~~8294 Scale = 1~69.9 CONN. OF GABLE STUDS WIl.SX4 PLATES TYP. 3x8 /I 4 345 9 35 8 36 7 376 3x4 I 3x10 = , 2.L ! 106-6 3x4 ~6x8 = , 12-9.12 I 2-80 7-10-6 2-36 Plats Off.st. (X.Y): 140-4-4.&i-81 TCLL 16.0 LOADING iprf) 1 SPACING 2-0-0 Plate8 increase 1.25 TCOL 17.0 Lumber Increase 1.25 BCLL 0.0 Rap Stress lncr NO BCDL 10.0 Code UBC97/ANS195 i LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS OTHERS 2 X 4 SPF Stud 2 X 4 SPF No.2 1 CSI TC 0.67 BC 0.85 WB 0.64 (Matrix) 1 DER in iloc) lldsfl Vart(LL) -0.23 7-8 >641 PLATES DRIP VortTTL) -0.37 7-8 >401 HonTTL) -0.01 6 nla Weight: 146 Ib 1st LC LL Mi" lldsR = 360 MI120 1971144 BRACINQ ~ TOP CHORD Sheathed a 4-10-9 OF purlins, sxcept and verticds. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-6, 4-6 NOTES 1) This trws has boon chacbd fa unbalanced loading conditions. 2) This truss has boon designed for the wind loads generated by 80 mph winds at 34 fl abws ground level. using 17.0 psf top chord dead load and 10.0 psf bottom chord dead lad, 1W mi from hurricane ~ceanllne. man occupancy category I, condition I enclosed building, of dimensions 2W It by 60 fi with OX~OSU~O C ASCE 7-93 PM UBC97lANS196 li end vsrticals 01 can1iIevws exist. they art) exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL incrmesm is 1.33. 3) Truss designed for wind loads in the plans 01 tho truss only. For duds exposed to wind inarmd to the faso), sw MiTok and the plate grip inireaso ii 1.33 4) Provide adequate drainage 10 pre~ent water pcnding. 'Standard Gabls End Detail" 5) Gable suds spaced et 1-4-0 OC. 6) This truss has bssn designed for a 10.0 pd bottom chord live load non~on~~rrent with any other live loads pr Table No. 16-8 7) Refer to girderis) for truss to truss amnactions. 8) This trum has been designed with ANSlnPl 1-1996 criteria. 91 Load caseis) 1. 8, 9, 10. 11, 12, 13, 14. 16, 16, 17, 18. 19, 20, 21. 22.23 harken modiflad. Buildingdesignermust 10) This truss has been designed for a moving cmcentmted load of 260.01b live and 60.01b dead located at all mid panels and 111 11) Special hangsr(s) or connectionis) required to support concentrated loadis) 12W.01b down at 2-8-0 on top chord. Design , UBC-97. review loads lo verily that they are correct for the intended use of this truss. all p~el points along the Top Chord and Bdtom Chord, n~n~~c~rrent with any other live loads. for unspecified connectionid is dslagatsd to the building designer. LOAD CASEIS) Standard Except: 1) Regular: Lumbsr Incraaas=1.26. Plats Insrsaro=1.25 Uniform Loads iplf) Cmcentratad Loads Ilb) Vsrt: 1-4=-66.0. 4-6=-66.0, 6-9=-20.0 vert: 2=-12W.O January 15,2002 Job ' ID50 Grand Avenue Carlabed. CA Qty Y Truss Type Truss A0397 LsndmsrkTruss and Lumber, Abbotsford, B.C., VZT-6L4 1 1 ROOF TRUSS GT48A R1150377 loptimall 4.201 SRl s oct 25 2001 MiTsk Indurtrisa, Inc. Tue Jan 15 09 .. .. 49 64 2W2 P age 2 LOAD CASEISI 81 1st SprinWsr Load: Lumber Inmaw= 1.25. Plate Increase= 1.25 Uniform Loads lplfl Vert: 1-4=-34.0, 4-6=-34.0, 6-9=-20.0 Concentrated Lwdr llhl \,^_.. . - .,I ...I 9) 2nd Sprinkler Load Lumber Increase= 1.25. Plats Increass=1.25 vma. I --rJO.0 Unifam Loads blfl Unif&m Loads lplfl Vert: 1-4=-34.0.4-5=-34.0. 6-9=-20.0 Concentrated Lwdn llbl Vert: 32 =-300.0 11) 4th Sprinklsr Load: Lumber Incrooso=1.25, Plate Incrsase=1.25 Uniform Loads Iplf) Vm.1. 1-6=-36~0~ 6-6=-3A.O. 6-9=-20.0 Concentrated Loads llbl . . . . . ~ ~ 121 6th SorinWer Lad: Lumber Increase= 1.25, Plats Incrsass=1.26 Vert: 33 =-3W.0 Unif&m Loads lplf) Vert: 1-4=-34.0. 4-5=-34.0, 6-9=-20.0 Concentrated Loads lib1 Vert: 34=-3W.O 13) 6th Sprinkler Load: Lumber Increase= 1.25. Plate Increase= 1.25 Unifam Loads lplfl Vert: 1-4=-34.0. 4-5=-34.0, 6-9=-20.0 Concentrated Loads lIb1 Vert: 6=-300.0 14) 7th Sprinkler Load: Lumba Incrsase=1.25, Plat- Incrsaas=1.26 Unif&m Loads lplfl Concentrated Loads lib) Vert: 1-4=-34.0. 4-6=-34.0. 6-9=-20.0 Vert: 2 =-300.0 15) 8th Sprinkler Load: Lumbor Incrssss=1.26, Fiats lnsro~o=1.26 Unifam Loads (plfl Vert: 1-4=-34.0. 4-6=-34.0. 6-9=-20.0 Concsntratsd Loads Ob) ' 16) 9th Sprinkler Load: Lumber Insrea.s=1.26. Fiats lncrsaso=1.25 Vert: 3=-300.0 Unifm Loads lplfl Yen. 1-4=-34.0, 4-5=-34.0. 6-9=-20.0 Concantrated Loads (Ibl Vert: 4=-300.0 17) 1Mh sprinkler Load Lumber Increase= 1.25. Plate Increass=1.26 Unifm Loads lplf) Cmomtmted Loads lIb1 Vert: 1-4=-34.0. 4-6=-34.0, 5-9=-20.0 Vert: 35 =-3W.O 18) 11th Sprinkler Load LumberInsreoss=1.26, Plate Insroase=l.26 Uniform Loads lplfl Concentrated Loads Ob1 Vert: 1-4=-34.0. 4-5=-34.0. 6-9=-20.0 Vert: 35 =-3W.O 19) 12th Sprinkler Load Lumber Increaso=1.25, Plate Increase= 1.25 Uniform Lwds lplfl Vert: 1-4=-34.0, 4-6=-34.0. 6-9=-20.0 Concentrated Loads llb) 20) 13th Sprinkler Load Lumber Incroaso= 1.25, Plats IncrsaSe=1.25 Vert: 37=-3W.O Uniform Loads lplf) Con-ntrated Loads (Ibl Vert: 1-4=-34.0, 4-5=-34.0. 6-9=-20.0 Vert: 9=-300.0 21) 14th Sprinkler Load LumbsrInsrooso=1.25. Plate IncrsaSo=l.26 Unifam Loads lplf) Concentrated Loads lIb1 Vert: 1-4=-34.0. 4-5s-34.0. 6-9=-20.0 Vert: 8=-300.0 22) 16th Sprinkler Load Lumber Incrae.so=1.26, Plats Increase= 1.26 Unitam Loads (plfl Concentrated Loads lib) Vert: 1-4=-34.0. 4-5=-34.0. 6-9=-20.0 Vert: 7 =-300.0 23) 16th Sprinkler Load Lumber Increase= 1.26. Plate hCreO.o=1.26 Unifam Loads Iplfl Concentrated Loads Ob) Vert: 1-4=-34.0, 4-6=-34.0. 6-9=-20.0 Vert: 6=-300.0 1 Job 4 1060 Grand Avenue Carlsbad, CA Otv Y TIU~~ rvps Truss A0397 Landmark Truss and Lumbar. Abbotsford. B.C.. VZT-6L4 ROOF TRUSS JO 1 R1160378 13 1 loptionall 4.201 sR1 6 Oct 25 2W1 MiTsk Industries, Inc. Tus Jan 16 W -2 P .. .. age 1 3x0 r, 5 3 i 402 402 i Plats Offrota 1X.Y): 11:0-4-4,0.1-81 LOADINQ lpsfl TCLL 16.0 SPAClNQ Plates Inc~oase 1.26 2-0-0 PLATES DEFL in llocl Ndsfl CSI TC 0.76 VsrtILL) -0.06 1-3 >a32 TCDL 17.0 Lumber Incretlbt) 1.26 BC 0.61 Vert(TL1 -0.09 1-3 >628 BCLL 0.0 Rep Str~s lncr YES ECDL 1D.D Code UBC971ANS196 WB 0.00 HoniTLl 0.00 "1s 1Matrixi la LC LL Min lldsfl = 360 Weight: 10 Ib DRIP Mi120 1971144 "" .~.~ I ~~~~ ~ . I I I BRACINQ TOP CHORD Sheathed a 4-0.2 LIE purlins. LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-1 1-3 oc bracing. REACTIONS (Iblsize) 2=282/Mochanical, 3=61IMoshsnical Max Hm 2=966lload case 7). 3=-966Iload case 7) Max UplifIZ=-38lload taro 31, 3=-26lload case 3) Max Grav 2=46611oad case81, 3=34311md case 10) FORCES IIbI - First Load Case Only TOPCHORD 14=422.2-4=462 BOT CHORD 1-6s-393, 3-6=-393 NOTES 1) This truss has boon designed fa the wind loads ganarated by 80 mph winds at 34 ft ahme ground Isval, using 17.0 pd top chord dead load and 10.0 psi bottom chad dead load. 1W mi from hurricane Ocemiine, on an ocmupanoy category I. condition I enclosed building. of dimensions 2W ft by 60 fI with OX~DSUI~ C ASCE 7-93 pn UBC97lANS196 If and verticals or antil levers exist, thsy are exposed to wind. If porches exist, thsy am not exposed to wind. The lumbar DOL increase it 1.33. and the plats grip increase is 1.33 2) This truss has been designed fa a 10.0 pet bottom chord live load nonconcurrent with any other live loads per Table No. 16-8 3) Rofer to girderla) for truss to truss Eonnsctions. , UBC-97. 4) Nm Standard bswing condition. Review required. 6) This truss has bean designed with ANSIITPI 1-1996 Criteria. 6) This mss has been designed for a moving omcentrated load of 2SO.Olb live and 60.0ib dead located at all mid panel. and at all panel paints along the Top Chad and Bottom Chord, noncmcurrsnt with any other live loals. LOAD CASEISI Standard ob . 1650 Grsnd Avsnus Carisbad. CA Qty Y Truss russ Type A0397 Landmark Truss and Lumber, Abbotaford, B.C.. V2T-6L4 PBO 1 ROOF TRUSS R1150379 119 1 lq1imaIJ 4.201 SR1 s Oct fl 2001 MiTek Induatrisa, Inc. Tus Jan 15 09 .. .. 49 55 2002 P age 1 Scale = 1:14.4 TCLL 16.0 LOADING Ipsfl I SPACING 2-04 Plates Increase 1.25 TCDL 17.0 Lumbar Increase 1.25 BCLL 0.0 Rap Stress lncr YES BCDL 10.0 Code UBC97lANSi95 LOADING Ipsfl SPACING Lumbar Increase BCLL Rap Stress lncr BCDL 10.0 Code UBC97lANSi95 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud " . . . TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud i CSI TC 0.53 WB 0.00 BC 0.46 IHatrixI DEFL VerllLLl -0.02 1-4 >999 in llocl lldofl PLATES GRIP MI120 VsrtiTLl 0.21 2-3 > 153 HonITLI -0.00 4 "la ls1 LC LL Min lldsfl = 360 Weioht: 12 Ib 1971144 BRACING TOP CHORD Sheathed w 3-6-5 oc purlins. excop1 end vortloals. BOT CHORD Rigid ceiling direally applied or 10-D-0 oc bracing. REACTIONS Ilbldzol 1 =27/0-3-8, 4=38910-3-8 Max Horz 1 = 159(lwd mea 41 Msx Uplift4=-164Ood case 41 Max Grav 1 =32711oad case 8). 4=6141iwd case 7) FORCES lib) - First Load Case Only TOPCHORD 1-5=34, 2-5~69. 2-3=-70,24=-362 BOTCHORD 1-6=0. 4-6=0 NOTES 1) This twss has been designed for the wind load. generated by 80 mph winds at 34 fi above grwund lavd, using 17.0 pd top chord doad load end 10.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy catogo'y I. condition i snclmed building. of dimonrims 2W fl by 60 11 With exposure C ASCE 7-93 pn UBC971ANSi95 if and YelficaIs or cantilevers exist. they are exposad 10 wind. If porches exid, they are not exposed to wind. Tho lumber DOL inorease is 1.33, 21 This truss has been designed for a 10.0 pd bottm chord live load nonconcurrent with any other live loads par Table No. 16-8 and the plate grip increase is 1.33 31 This truss has been designed with ANSlmPl 1-1996 criteria. , UBC-97. 41 This lms8 has been designed fw a moving concontratad load of 250.01b live and 50.01b doad located at all mid pansla and at all panel points along tho Top Chord and Bottom Chwd, nonconcurrsnt with any other live loads. LO&D CASE181 Standard January 15,2002 JCb . lm Grand Avenue Carlsbad. CA ply QtY Truss Type Trura A0397 Landmark Truss and Lumba, Abbotaford. B.C., VZTKL4 4.201 SRl 8 Ocf 25 2001 MiTsk Industriar. Inc. Tue Jan 15 09 .. 49 56 2W2 P age 1 1 119 ROOF TRUSS PBo2 R1150380 lopfimsll .. I 35-13 61-7 15.13 2-7-10 Scale = 1:14.4 5.00 2 + 9 8 OM) OM), 15-13 2x4 (I1 2-11-13 LOADINQ [pall Weight: 12 Ib 1st LC LL Min lldsll = 360 [Matrix) Code UBC971ANS195 HofziTLl -0.00 4 "la WB 0.00 BCDL 10.0 VsrtiTLl 0.23 2-3 >147 BC 0.46 Rep Stress lncr YES BCLL 0.0 Lumber lncrsaas 1.25 VartlLLl -0.02 1-4 >999 TCDL 17.0 TC 0.55 Plater Increase 1.25 DEFL TCLL 16.0 PLATES in lloc) lldsll CSI SPACINQ 2-0-0 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF Na.2 WEBS 2 X 4 SPF Stud REACTIONS [Iblsizsl 1 =2110-3-8. 4=394/0-3-8 GRIP MI120 1971144 BRACINQ TOP CHORD Sheathed or 3-5-13 oc purlins. except and vmicds. BOT CHORD Rigid ceiling dkseny applied or 10DO oc bracing. Max Urn 1 = 16911oad case 4) Max Uplifi4=-16811oad case 41 Max Gmv 1 =32411wd caw 8). 4=6161load case 7) FORCES Ilb). Rrst Lord Case Only TOPCHORD 1-5=36, 2-6=70, 2-3=-71,24=-367 BOTCHORD 1-6x0. 4-6=0 NOTES 1) This truss has been designad for the wind loads generated by 80 mph winds st 34 fi above ground Isvd. using 17.0 PSf top chard dead load and 10.0 psf bottom chad dead load. 100 mi trm hurrieana oceanline, on an occupancy CategMY I, condition I snclmed building, of dimensions 200 fi by 60 tt with exposure C ASCE 7-93 per UBC971ANS195 If end Yertids Or cmtilevers exist, they afe sxpmsd 10 wind. If porches exist, they are not axposed lo wind. The lumber DOL increase is 1.33. and the prate grip increasm is 1.33 2) This truss has been designed fa a 10.0 pal bottom chord live load n~n~on~~rrent with any other live loads pot Table No. 16-0 3) This truss has been designed with ANSlFPl 1-1995 CIiteIia. 4) This truss has been designed for a moving concsntrotad load 01 250.01b live and 60.01b dead located st dl mid panels and at , UBC-97. a11 panel points along tho Tap Chord and Bottom Chord. nonconcurrent with any other live loads. LOAD CASEISI Standard Job c 1050 Grand Avenue Carlsbad, CA Qty y TIUSP Type Truss A0397 ROOF TRUSS PB03 R1150381 28 1 loptionall LandmarkTruss and Lumber, Abbotsfad, kc., VZT-6L4 4.201 sR1 s Oct 25 2001 MiTsk Industries. Inc. Tuo Jan 15 09 .. 49 56 2002 P age 1 .. i 24-3 3-2-1 1 24-3 ' c-108 3 Scale = 1:14.4 0.2% y2.q 2x4 // 2-1-2 qil 1-lc-10 0.3.1 LOADING (pat) TCLL 16.0 SPACING 2-0-0 TCDL 17.0 Plates lnctsasa 1.25 BCLL 0.0 Lumber Increase 1.25 BCOL 10.0 Rep Stress lncr YES Code UBC97lANS195 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud L CSI TC 0.32 BC 0.31 WB 0.00 IMatrixI DEFL VSrt(LL) -0.01 14 >999 in Iiod lldsfl PLATES GRIP MI120 VsrtTTLl 0.01 2-3 >934 Hon(TL1 0.00 4 nla 1 st LC LL Mi" lldsfl = 360 Wsiaht: 8 Ib 1971144 BRACINQ TOP CHORD Sheathod o( 2-4-3 oc purlins, except and verticals. BOT CHORD Rigid oiling directly applied or 1000 DE bracing. REACTIONS (Iblsizsl 1 =61/0-3-8,4= 16510-3-8 M"X "7 I = 1991i,,"d C"S.3 61 . . . - . . _. - . . . . , "" . , Max Uplift4=-1051load case 51 Max Grav 1 =340llosd cam 8). 4=39411oad cess 71 NOTES 1) This truss has been designed fa tho wind loads generated by 80 mph winds a 34 fl above ground bval. using 17.0 pd top chord dead load and 10.0 psf bonom ohad dead Iwd. 100 mi from hurricane Oceanline, on an occupancy category I, . condition I enclosed building, of dimensions 200 11 by 60 ff with exposure C ASCE 7-93 per UBC97lANSi96 If end YminiCaIs or cantilevers exiat. they are exp~llad Io wind. If porches exist. they are not exposed to wind. The lumber DOL incrmsm is 1.33. 2) This truss has been designed tot a 10.0 psf bottom chord live load nonconcurrent with any other live loeds per Tabla No. 16-8 and the plate grip increase is 1.33 , UBC-97. 4) This truss has boon designed fa a moving concentrated load of 250.0lb live and 50.01b dead located at dl mid panels and at 3) This trum has been designed with ANSlKPl 1-1995 criteria. ail panel points along the Top Chad and Bottom Chord, nonconc~rrent with any other live loads. LOAD CASEIS) Standard January 15,2002 Job . ,"*S 1064 Grand Avsnus Csrlsbad, CA Ply aty Truss Type A0397 so 1 Landmark Truss and Lumbsr. Abbdsford, B.C.. VZT-6L4 1 1 ROOF TRUSS R1150382 laplionall 4.201 SR1 B Oct 25 2001 MiTak Industries, Inc. Tu0 Jan 15 09 49 58 2002 P .. .. age 1 I 60-8 6M) I 12-1-0 5-08 181% , 21312 , 608 2534 511% 52-4 5.00p 3x4 /I Scale = 1:49.2 10 15 9 16 8 17 7 18 I 1 3x8 I1 3x4 = 3x8 = 6x8 = 5 El j 4x6 = 3x4 = 2x4 It 7x8 = 4x6 = I flata Offsets 1X.V): 17:&3-12 0-4-81 9-24 lSl.8 9-24 I 19-1-13 21-512 , awo 2534 1-04 2-24 3-11-8 LOADINQ lpsf) TCLL 16.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 I IIMRFR SPACINQ 2.0-0 I CSI .. . Plater Increase 1.25 Lumbsr Incrsase 1.25 TC 0.91 BC 0.56 Rep Stress lncr YES WB 0.83 Code UBC97/ANS195 IMatrixI " . . TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF No2 WEBS 2 X 4 SPF No.2 'Except* 5-62X4SPFl650Fl.SE DEFL Vsrt[LL) -0.05 8-9 >999 in (lot) lldsfl PLATES DRIP VortlTLl -0.13 8-9 >999 MI120 1971144 HonlTL) 0.02 6 "la 1st LC LL Min lldsfl = 350 1 Weight: 124 Ib BRACINQ TOP CHORD Sheathed a 3-4-5 oc purlins, except and verticals. BOT CHORD Rigid ceiling directly sppliad or lUU0 oc bracing. WEBS 1 Row a midpt 5-6, 2-10 REACTIONS IIblaizoI 10=90410-3-8, 6=904/0-30 Max Horz 10=42511oad case 41 Max Grav 10=10680wd case SI. 6= 1068Uoad case 111 FORCES [Ib) - First Load Case Only TOPCHORD 1-lo=-179. 1-11=-35, 2-11 =-35, 2-12=-776.3-12=-776, 3-13=-492,4-13=-492,4-14=-60, 5-14=17, BOTCHORD 1&15=776. 9-15=776. 9-16=936, 8-16=935. 8-17=935, 7-17=935. 7-18=480, 6-18=480 WEBS 2-lo=-993, 3-7=-593,4-7=485,4-6=-952. 2-9=251, 3-8=126,3-9=-211 5-6 =-52 NOTES 11 This truss has been designed for the wind loads generated by 80 mph winds at 34 11 above grwnd level, using 17.0 pd lop chord dead load and 10.0 psf bottom chad dead load. 100 mi from hurricane oceanline, m an acupsncy EMegOrY I, condition I enclosed building. of dimensions 200 fl by 60 It with exposure C ASCE 7-93 pn UBC97/ANS195 If end verticals Or cantilevera exist, they are exposed to wind. If porches oxia, thsy are not exposed 10 wind. The lumber DOL increase Is 1.33. and the plate @rip increase is 1.33 2) Provide adequate drainage to prevent water pmding. 3) This truss has bwn dsaignsd for a 10.0 pd bottom chord live load noncancwrsnt With any other live loads pr Table Na 16-8 4) This truss hsa bwn designed with ANSITTPI 1-1995 criteria. 5) This twss has been designed for a moving concentrated load of 250.01b live and 250.01b dead located at all ma panel. and at , UBC-97. all panel points along the Top Chord and Bottom Chad, nonconcurrent with my other live loads. LOAD CASED1 Standard January 15,2002 . Job . ,"SZ 1060 Orand Avenue Carlsbed. CA Ply atv Truss Typs ~t1603a3 A0397 so2 1 1 ROOF TRUSS loptionall Landmark Truss and Lumber, Abbotaford. B.C.. V2T-6L4 4.201 SRt s Oct 25 2001 MiTsk industries. Inc. Tua Jan 16 09 .. 49- 2W2 P age 1 .. I 50.1 OB10 14-5-3 201-8 5-01 zt4l,? 25-54 4-8-9 4-89 5a5 la8 +lo8 1x4 II 5x6 = 3x4 = 3x4 = 1x4 11 5.00&& = 3x6 /I Scale = 1:72.7 1 16 2 3 17 4 18 5 19 620- 7 21 8 15 22 14 23 13 24 1 3x4 ll 3x10 = 3x8 = 4x14 = Y 11251~~10J6 9 2ka ii - - - I 54.1 14-53 54.1 9.52 4-89 2-30 3.108 , 19.1-12 ,21-4-%? =2w I Plate Offssts KY): LOADING lpsfl 6&TC-4,0-3-01. 1704-0,02-21 TCDL 17.0 Plates Increase 1.26 CSI TCLL 16.0 PLATES QRlP OEFL in Iloc) lldofl SPACING 2-0-0 HorzlTL) 0.14 9 "1.3 VartlTLl -0.36 13-14 >E37 BC 0.84 Lumbsr Increase 1.26 Mi120 Vsrt(LL1 -0.13 13-14 >999 TC 0.87 BCLL 0.0 Weight: 190 Ib 1st LC LL Mi" lldefl = 360 (Matrix) Cada UBC971ANS196 BCOL 10.0 WB 0.71 Rep Stress incr NO 1971144 TOP CHORD 2 X 4 SPF No.2 LUMBER WEBS BOT CHORD 2 X 6 SPF No.2 2 X 4 SPF No.2 ~~~~ BRACING TOP CHORD Sheathed or 3-3-12 OE purlins, axeapt and verticals. BOT CHORD Rigid ceiling directly applied n 1000 oc bracing, Except: 6-0-0 OE bracing: 11-12. WEBS 1 Row at midpt 1-16, a-9 2 Rows at 113 pts 6-10. 7-9 REACTIONS (Iblsizs) 16= 1174103-8, 9= 162410-3-8 MaxHm 16=61011oadcoro4) MaxGrav 16=117411wd~a~)6),9=1624lload~ll~1~ WEBS 11-26=240. 102E 1-14=1269, 2-14: 7-10=1279, 7-9=-1614 3, 4-13=26a, 6-13=-319. 6-13=~1, 1012=1409. 6-10=-1940, NOTES 1) This truss has bean designed tu the wind loads generattad by 80 mph winds at 34 fl above ground Ievei, using 17.0 psf top chord deed load and 10.0 psf bottom chord dead load, 100 mi from hurricane ocasnlins. on an ocCUpancy category I, condition I enclosed building, of dimensions 200 ft by 60 fl with ~xpos~re C ASCE 7-93 par UBC97lANS196 If and verticals or cantilevers exist. they are exposed to wind. If porches exist, they am not oxpoaad to wind. The lumba DOL inoaasa ie 1.33. and the plate grip increase is 1.33 2) Provide adequate drainago to prsvmt water ponding. 3) This truss has bean designed fu LI 10.0 pd bottom chord live load nonconcurrsnt With any other live load8 pot Table No. 16-8 4) This truss has boon designad with ANSlEPl 1-1995 Criteria. 6) Loadcasslsl 1, 6, 7, 8.9. 10. 11. 12, 13, 14, 16. 16. 17, 18. 19. 20.21. 22.23.24.26.26. 27.28, 29.30. 31 hasbeon 6) This twsa has boon designed far a moving concmtrated load of 260.01b live ad 260.01b dead located at all mid pmsls and at 7) Design assumes 4x2 lfiat orientation) purlins at oc spacing indicated. fastened to truss TC wl2-lOd nails. 81 Speoid hangsr(s1 or cmncctionln) required to support conoentrated loadls) 660.01b down at 21-3-4 on bottom chard. , UBC-97. modified. Building designa must review Iwds to verify that they am ~orrect for the intended UR) of this truss. all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Design far unspecified cmnectionlsl is delegated to the building designer. January 15,2002 1 Job . 1050 Grand Avanua Carlabed, CA Qty y Truss Type Truss A0337 LandmarkTruss and Lumber. Abbmdord. B.C.. VZT-6L4 4.201 SR1 s Oct 25 2001 MiTek Induntrisa. Inc. Tus Jan 15 09 50 -2 P 1 1 ROOF TRUSS so2 R1150383 (optional) .. .. age 2 LOA0 CASEIS1 6) 1st Sprinklsr Load: Lumber Increase= 1.25, Plats Incrsans=1.25 Unilwm Loads Iplfl Vert: 1-6=-34.0. 6-7=-34.0, 7-8=-34.0, 12-16=-20.0, 3-11 =-20.0 ~~ ~~ ~ Concentrated Loads Ilbl vert: l =-500.0 7) 2nd Sprinkler Load Lumbsr lncrea1e=1.25. Plate lncrsars=1.25 Uniform Loads lplf) Concsntrated Loads IIbI Vert: 1-6=-34.0. 6-7=-34.0. 7-8=-34.0. 12-15=-20.0. 9-11 =-20.0 vert: 16 =-500.0 8) 3rd Sprinkler Loed: Lumba Incrssse=1.25, Plats Incrsaro=1.25 Uniform Loads lplf) Vsrt: 1-6=-34.0. 6-7=-34.0, 7-8=-34.0, 12-15=-20.0. 9-11 =-20.0 Concsntratsd Loads IIbI Vert: 17=-500.0 9) 4th Sprinkler Load: Lumber Incrsass=l.25, Plats Incrsaro=1.25 Unifwm Loads lplt) Concentrated Loads IIbI Vert: 1-6=-34.0. 6-7=-34.0, 7-8=-34.0. 12-15=-20.0. 9-11 =-20.0 vert: 18=-600.0 101 5th Sorinklar Load: Lumber Increase= 1.25, Plas Incrsaso=1.26 . ~~ ~~ Unifwm Loads Iplll Vert: 1-6=-34.0.6-7=-34.0. 7-8=-34.0, 12-16=-20.0, 9.11=-20.0 Concentrated Loads Ilb) 11) 6th Sprinkler Load: Lumbar Vert: 1-6=-34.0. 6 vert: 20=-600.0 vsrt: 19=-500.0 Unitorm Loads lplfl Concantrated Loads IIbI 121 7th Swinklar Load: Lumber Increese= 1.25. Plats Incre~se= 1.26 -7=-34.0.7-8=-34.0, 12-15=-20.0,9-11=-20.0 Incrsaaa=1.25, Platalncrsars=1.26 Cmsonttatsd Loads IIbI vert: 21 =-5oo.o 13) 8th Sprinkler Load. Lumbar Incrsaro=1.25. Plate Increase= 1.25 Uniform Loads lplf) Concentrated Loads IIbI Vert: 1-6=-34.0, 6-7=-34.0, 7-8=-34.0, 12-16=-20.0, 9-11 =-20.0 141 9th Spinklsr Load: Lumber Increase= 1.25. Plate lnuea.e=1.25 vert: 8=-600.0 Uniform Lmdr lplfl Vert: 1-6=-34.0. 6-7=-34.0, 7-8=-34.0. 12-IS=-20.0. 9-11 =-20.0 . . . . . . . Consontratsd Loads ilbj vert: 4=-500.0 16) 11th Sprinklsr Load Lumber Increass=1.25. Plate IncrsaSo=1.25 Unitam Loads lplfl Vert: 1-6=-34.0, 6-7=-34.0,7-8=-34.0, 12-IS=-20.0. 9-11=-20.0 Concentrated Loads Ilbl Vert: 6=-500.0 17) 12th Sprinkler Load Lumber I~CIO~SO= 1.25. Plats Increase= 1.25 Uniform Loads lplfl Vert: 1-6=-34.0.6-7=-34.0. 7-8=-34.0, 12-16=-20.0,9-11=-20.0 . .. .. . ~ consoontratad Loads vert: 6=-600.0 181 13th Sprinkler Load LumbsrIncraase=1.26. Plate Insrwse=l.26 A0397 ROOF TRUSS so2 1 1 loptiondl LandmarkTrusa and Lumber. Abbotdord, B.C.. V2TaL4 4.201 SR1 s Oct 25 200Mk Industries. Inc. Tu0 Jan 15 om 63 2052 p .. .. age 3 LOAD CASEIS1 Concentrated Loads Ilbl 23) 18th Sprinkler Load: Lumbsl Increase= 1.25. Plat- Incrsass=1.25 Vart: 12=-500.0 Uniform Loads lplfl Concsnfratad Lwds IIb) vert: 1-6=-~4.0.6.7=.34.0.7-a=-34.0. 12.15~-20.0,9-11=-20.0 vert: 12=-500.0 24) 19th Sprinkler Lwd Lumber I~CICMO= 1.25. Flats Increase= 1.25 Unifam Loads Iplfl Caneantrated Loads Ob) Vert: 1-6=-34.0, 6-7=-34.0, 7-8=-34.0, 12-15=-20.0. 4.11 =-20.0 Vert: 25 =-500.0 251 201h Sprinkler Load: Lumbar Incrsass=l.25, Plate Increase= 1.25 Uniform Loads lplfl Cmsontrsted Loads llbl Vert: 1-6=-34.0, 6-7=-34.0. 7-8=-34.0. 12-15=-20.0. 9-11 =-20.0 Vert: 26=-500.0 26) 2ld sprinkler Load LumbsrInFresss=1.25. Plsls lnsloaso=1.25 Uniform Loads lplf) Cmcsntratsd Loads IIbI Vert: 1-5=-34.0, 6-7-34.0, 7-8=-34.0. 12-15=-20.0. 9-11 =-20.0 Vert: 15=-500.0 271 22nd Sprinkler Load: Lumber Increase= 1.25, Rata Increase= 1.25 Unifam Loads lplfl Vert: 1-6=-34.0, 6-7=-34.0, 7-8=-34.0. 12-15=-20.0, 9-11 =-20.0 Unifwh Loads lplt) Vert: 1-6=-34.0. 6-7=-34.0, 7-8=-34.0. 12-16=-20.0. 9-11 =-20.0 Concentrated Loads IIb) Vert: 12=-500.0 30) 251h Sprinkler Load Lumbar Incloase= 1.25. Plate Increase= 1.25 Uniform Lwda Iplfl Concentrated Loads Ilbl Vert: 1-6=-34.0, 6-7=-34.0. 7-8=-34.0. 12-15=-20.0, 4-11 =-2O.O vart: 10=-500.0 311 26th Sprinkler Load: LumborIncresse=1.25, Plste lnsroa~-3=1.26 UdfMm Loads lplfl Concentrated Lmds lib1 Vert: 1-6=-34.0, 6-7=-34.0,7-8=-34.0, 12-15=-20.0. 9-11=-20.0 Vert: 9=-500.0 Job . ,"E= ~YBS Type 1050 Grand Avenue Carlsbad. CA A0397 SO3 ROOF TRUSS R1150384 Landmark Truss and Lumber, Abbdrfwd. B.C., V2T-6L4 1 MiTek Industries, tnc. Tus Jan 15 09 .. 50 01 2552 P a90 1 loptionall .. i 6615 12-10-5 19-54 25-34 6615 i 6x6 = 3x4 = 63-7 1x4 II &w5= 5x8 = siO-O 5x6 = 1 17 2 18 3 4 5 19 6 Scate = 1:65.6 8 16 7 3x8 I1 5x6 = I 6615 12-10-5 6615 63-7 I 1954 25.3.4 6615 6-10-0 Pl~e Ofiwtr 0: 14P5-0.Edgsl. 19~100,0-6-41 LOADING ipsfl TCLL 16.0 SPACINQ MI120 BC 0.65 VanILLl -0.05 9-10 >999 Lumbar Increoss 1.25 TCDL 17.0 DEFL in Iloc) ildofi PLATES CSI TC 1.00 Plates Increase 1.25 20-0 VartiTLl -0.17 9-10 >999 BCLL 0.0 RCOL 10~0 Rep Strsss lncr YES Coda UBC971ANS195 WB 0.59 IMatrixI GRIP 1971144 I LIMBFU " . . .- - . TOP CHORD 2 X 4 SPF Na.2 BOT CHORD 2 X 6 SPF No2 WEBS 2 X 4 SPF No2 BRACING TOP CHORD Sheathed. except end Verticais. BOT CHORD Rigid coiling directly applied or lOP0 OE brasing, Except 60-0 OF braoing: 7-8. 1 Row ai midpt 6-9 2 Rows at 113 pis 6-7 WEBS 1 Row at midpt 1-12 REACTIONS Ilblsizol 12= 1074/03-8, 7 = 1074D3-8 Max HOT* l2=520lload case 4) MaxGrsv 12=117411~dcass61.7=117411~ad~ara111 TOP CHORD 1-12=-1006, 6-7=-1012. 1-17=-803. 2-17=-803. 2-18=-1034, 3-la=-1034, 3-4=-1034. 4-5=-1034. FORCES Ilb) - First LoDd Case Only BOTCHORD 12-13=31, 11-13=31, 11-14=803, 1014=803, lP16=768.9-15=772,8-9=54. 6-9=-702,8-16=22. 5-19=-744. 6-19=-744 7-16=22 WEBS 1-11=1119,2-11=-688.2-10=340.3-10=-422,6-10=376,7-9=-13.6-9=1128 NOTES 1) This truss has bean designed for the wind loads generaad by 80 mph winds M 34 fl abwe grDund Isvd. using 17.0 pd top chord dead load and 10.0 psf bottm chud dead load, 100 mi from hurricane ocsanlina, on an ~ccupancy cMegory I, condition I enclosed building. of dimensions 200 fl by 60 fi with OXPOSWO C ASCE 7-93 per UBC97IANSISS If end VOrticaIs or canlilw~rs exist. they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Provide adsquaa drainage 10 prevent wMer pmding. 3) This truss has basn designed for a 10.0 paf bottm chord live load nonconcurrent with my other live loads pr Table No. 16-0 llmr.07 4) this truss has bean designed with ANSllTPl 1-1995 miteria. 5) This twss has basn designed for a moving ooncsntratad load of 260.01b live and 260.01b dead 10~Mad M dl mid panels and at , "I- -. . all panel points along the Top Chad and Bottom Chord, noncon~urmnl with my other live loads. LOAD CASEISI Standard Job , 1050 Grand Avenue Carlsbad. CA ply OW Truss Type Truss A0397 Landmark Truss and Lumber, Abbotsfad, B.C., W-6L4 ROOF TRUSS TO 1 R1160385 64 1 loptionall 4.201 SR1 s 6ct 26 2Dol mek Indusnier, Inc. Tus Jan 15 09 50 02 2002 P .. .. age 1 13 d 3x4 5 5x10 = I 11-1.4 21-11-0 11-14 4x8 = 2x4 I1 , 2c00 10912 3.104 Plate Offsets 1X.Y): TCLL 16.0 PLATES QRlP DEFL in lloc) lldafl CSI SPACINQ LOADINQ Ipsf) ' 046-0.03-01 1:&02,06 . 21 , 16 ._ ., 0 44 0 .. 1 141 , I 2-04 Plater 1"Cr.a.. 1.26 TCDL 17.0 Lumber incraase 1.26 TC 0.91 VsrtlLL) -0.67 9-10 >643 MI120 1971144 BC 0.83 BCLL 0.0 VsrtlTLJ -0.92 9-10 >333 Rap Stress lncr YES WB 0.66 HonITLJ 0.04 8 nla BCOL 10.0 Cads UBC97lANS196 (Matrix) Weight: 126 Ib 1 m LC LL Min lldafl = 360 LUMBER TOP CHORD 2 X 4 SPF No.2 TOP CHORD Shoethed o( 2-8-6 oc purlins. except end verticals, and 3-108 OE BOTCHORD 2X4SPF2lOOF1.8E purlins I640 max.): 6-7. WEBS 2 X 4 SPF No.2 'Exespt' BOT CHORD Rigid coiling directly applied or 64-0 OE btasing. SLIDER 3-10 2 X 4 SPF Stud Left 2 X 6 SPF No.2 3-8-16 REACTIONS Ilblsizo) 8 = 110110-3-8. 1 = 11D110-6-8 BRACING WEBS 1 Raw at midpt 7-8. 6-9, 6-9 Max Horz 1 =3611load case 4) FORCES IIb) - First Load Cs.o Only TOPCHORD 1-2=-1883,2-11=-1796.~11=-1713.3-4=-1638.4-6=-1M8.6-12=-614,6-12=-416,6-13=-380. BOTCHORD 1-14=1624, 1P14=1624.10-16=1067.9-16=1067,9-16=2,8-16=2 WEBS 3-10=-397. 6-10=676, 6-9=-924. 6-9=-237. 7-94103 7-13=-380. 7-8=-1104 NOTES 1) This truss hn bean designed for the wind loads generated by 80 mph winds 01 34 fl obwo grwnd lavd, using 17.0 pd top chord dead load and 10.0 psf bonom chord dead load. 100 mi from hurricane oceanline, on an ocoupancy category I. exist. they are not exposed to wind. If Cantilevers exist, they are axposed to wind. If porches exist, they are not exposed to condition I enclosed building. of dimensions 200 ft by 60 ti with exposure C ASCE 7-93 par UBC971ANS196 If end verticals wind. Tho 1umb.r DOL increase is 1.33. and tho plats grip increase is 1.33 2) Provide adowate drainage 10 prevent Water ponding. 3) Thia truss has bDsn designed for a 10.0 psf bottm ohord live lmd nonconcurrent with any other live loads pr Table No. 16-B , UBG97. 4) This lrws has bssn designed with ANSlITPl 1-1996 Criteria. 6) This truss ha. bwn designed for a moving concentrated 10.4 of 260.01b live and 60.01b dead located at all mid panels ad M 6) Design CSSU~OS 4x2 (flat orientation) purlins at OE spacing indicated. fastanad lo truss TC wl2-10d nails. all pm.1 points dong the Top Chord and Bdlom Chord, nonconcurrsnt with any other live loads. LOAD CASEIS1 Standard Januaw 15,2002 * * Job . russ IUS* Type 1060 Grand Avenue Carkbad. CA Ply Qty A0397 TO2 ROOF TRUSS Landmark Truss and Lumbsr, Abbatsfard. KC., vzT-6L4 R1150386 55 1 loptianall 426i 5R1 s Oct Z5 2001 mek Industries, inc. Tus Jan 15 09 50 04 2M)Z P .. .. age 1 I 7-60 l4-8.E 7-60 21-40 21-Ai-0 25-7-0 7-2-8 7-0-8 w=- 5.00 5 14 6 5x6 = 11 15 10 16 9 17 8 18 7 3x4 II 6x8 3x10 = 2x4 11 Scale = 1:71.6 LOADINQ (psfl TCLL 16.0 CSl SPACINO 2-04 MI120 BC 0.80 Lumbsr Increase 1.26 VsrilLL) -0.53 8-9 ,527 TCDL 17.0 PLATES DEFL in (ioc) ildsfl TC 0.79 Plates Increase 1.26 HonlTU 0.03 7 nla Weight: 129 lb le LC LL Mi" lldofl = 360 (Matrix) Code UBC971ANSi95 BCDL 10.0 WE 0.64 VertlTL) -0.88 8-9 >318 Rep Stress lncr YES BCLL 0.0 QRlP 1971144 BRACING TOP CHORD Sheathed M 3-9-3 OE purlins. sxcspt end Verlicds, and 3-108 oc purlins 160-0 max.): 6-6. WEBS BOT CHORD Rigid ceiling directly appliad or 6-04 DE bracing. 1 Row at midpt 6-7. 4-8, 5-8. 2-10 , UBC-97. 4) This truss has been designed with ANSliTPl 1-1996 wileria. 51 This truss has been designed for a moving cmoenlmiad load d 260.01b live and 60.01b dad located at all mid panda and at 6) Design assumes 4x2 (flat arientation) purlins at oc spacing indicated. fastened lo truss TC wl2-1Od nails. all panel points along the Top Chwd and Bonom Chard, nonsonwrrsnt with my Other live loads. LOAD CASE181 Standard January 15,2002 JOC . 1050 Grand Avenue Carisbad, CA otv v Truss russ Type A0397 Landmark Truss and Lumber. Abbotsfad. B.C.. m-6L4 4.201 sR1 J Oct 25 2W1 MiTek Industries, Inc. Tus Jan f5 09 .. 50 05 2002 P age 1 55 1 TOZA ROOF TRUSS R1150387 (optimal) .. 2574x6 = i 760 7-6-0 14-8-8 21.90 21-po - 4x6 = 6x16 = 7-24 708 02-0 3-84 - 4x8 = 5.00 iT2 5 15 6 Scale = 1:81.6 111610 17 9 18 8 19 7 3x4 II 6x8 = 4x8 = 3x4 I1 2-2m = 2-24 Ell4 Plate Offsets 1X.Y): 5:04-0.0-1-131, 19:04-0.EdgsI LOAOINQ lpsf) RATES DEFL in (loc) lldsfl CSI SPACING 2-0-0 TCLL 16.0 PlStSS I"CIO..O 1.25 TCOL 17.0 TC 0.79 Lumber lncreaso 1.25 VsrtILL) -0.51 8-9 >532 MI120 1971144 BC 0.79 VartlTL) -0.85 8-9 >322 HanlTL) 0.03 12 nla 11-1-4 21-110 10-8-12 , 25-74 5Bo GRIP BCLL 0.0 Weight: 144 Ib 1 (It LC LL Min ildofl = 360 (Matrix) Code UBC97lANS196 BCOL 10.0 WB 0.53 Rap Stmas lncr YES LUMBER TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-100 oc purlins. except end Verticals. and 3-10-8 oc BOT CHORD 2 X 4 SPF 1650F 1.5E *Except' purlins 160-0 max.): 6-6. WEBS 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 6-7. 4-8. 5-8. 2-10 BRACING 7-9 2 X 4 SPF ZlOOF 1.8E 2-9 2 X 4 SPF Stud, 1-1 1 2 X 6 SPF No.2, 1-10 2 X 4 SPF Stud 2-10 2 X 4 SPF Stud BOT CHORD Rigid ceiling direotly applied or 6-00 oc bracing. OTHERS 2 X 6 SPF No2 REACTIONS (lblrizo) 10=1155/06-8. 12=98310-5-8 Max Hm 10=3341load care 4) FORCES Ilb) - First Load Case Only TOPCHORO 1-13=66, 2-13=157. 2-3=-1172. 3-4=-1080,4-14=426, 6-14=-331, 5-15=-302,6-15=-302,7-12=-24. BOTCHORO 11-16=322. 1016=322, 1017=1091.9-17=1091.9-18=839.8-18~839,8-19~-14.7-19~-14 6-12=-1007. 1-11 =-68 WEBS 2-9=-132,4-9=337.4-8=-732. 5-8=-256.6-8=1001. 1-lo=-410, 2-10=-1414 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds M 34 fl above ground lovel, using 17.0 pd top chord dead load and 10.0 p8f bonom Chord dead load. 100 mi frm hurricane oceanline. on an occupancy Eatsgwy I, condition I enclosed building, of dimensions 200 fl by 60 ft with exposure C ASCE 7-93 per UBC97lANS195 If end VertiEds .xist. they are not exposed to wind. If cantiIe~ers exist, they am exposed to wind. If porches exist, they am not exposed to wind. Tho lumbsr DOL increase ie 1.33, and the plcts grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This tr~ss has bas" dssignsd for a 10.0 pat bottom chord live load noncmcurrent wiih any other live loads pr Tabis No. 16-0 4) Boaring atjoint(s) 12 considers parellsl to grain miue using ANSIITPI 1-1995 angle to grain formula. Building design- should 5) This truss has been designed with ANSIKPI 1-1996 Criteria. 6) This truss has been designed for II moving concentrated load of 260.01b live and 50.01b dead IosMsd Mall mid panels and at 7) Design assumes 4x2 (f1M orientation) purlins at oc spacing indicated. fastened to truss TC wl2-10d nails. , UBC-97. verify oapacity of bearing surface. all panel points along the Top Chord and Bottom Chord, nonom~~rmnt with my other live loads. LOAD CASEIS) Standard January 15,2002 * lob . 1060 Grand Avenvs Carlsbad, CA Plv Qtv Truss rush Type A0397 Landmark Truss and Lumbsr. Abbmsford. B.C.. V2T-6L4 4.201 SR1 s Oct 25 2W1 MXA Industries, Inc. Tus Jan 15 09 .. 60 06 2w2 P we 1 1 42 TO3 ROOF TRUSS R1150388 loptionall .. I 7-6-0 7-50 14-8-8 21-11-0 7-2-8 , 2w 7-24 4x8 5x6 = Scale = 1:67.4 5.00 rw 6 14 7 I 11-14 11-14 10912 3.lC-8 Plats Offssta (X,Yl: H:002.0-6 .. 21 ,. 16 0-40 , 0 .. 1 141 . 11005-0.~3-01 TCLL 16.0 LOADING (prfl PLATES GRIP DEFL in 110~1 lldefl CSI SPACINO 2-04 Plates Increase 1.26 TC 0.91 Vsrt(LL1 -0.67 9-10 >643 TCDL 17.0 Lumber lhore*se 1.25 BCLL 0.0 BC 0.82 VsrtTTLl -0.93 9-10 >333 BCDL 10.0 Ccda UBC97lANS195 Rep Stress lncr YES WB 0.65 Han(TL) 0.04 8 nla 1st LC LL Min lldsfl = 360 Weight: 126 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or 2-7-9 oc purlins, OXEOP~ end vertI0ds. and 3-108 00 BOT CHORD 2 X 4 SPF 21OOF 1.8E WEBS 2 X 4 SPF No.2 *Ex~ept* BOT CHORD Rigid ceiling dbotly applied or 644 OF bracing. SLIDER 3-10 2 X 4 SPF Stud WEBS 1 Row st midpt Left 2 X 6 SPF No.2 3-8-15 7-8. 5-9. 6-9 MI120 1371144 (Matrix1 purlins (600 msx.1: 6-7. REACTIONS Ilblsirsl 8 = 110310-3-8. 1 = 110310.6-8 Max Hm 1 =36l(load case 41 FORCES (Ibl - First Load Case Only TOPCHORD 1-11=-1896. 2-11=-1888, 2-12=-1800,3-12=-1716, 3.4=.1642,4.5=.1452, 5.13=.618, 6.13=.420 6-14=-384. 7-14=-384, 7-8=-1105 BOTCHORD 1-15=1627, 15-16=1627, 10-16=1627, 1017~1071,9-17~1071,9-18~~,8.18~2 WEBS 3-lo=-397. 6-10=575, 6-9=-924. 6-9=-236,7-9=1104 NOTES 11 This truss has bssn designed for the wind loads generated by 80 mph winds at 34 fi above grand level, using 17.0 pd top chord dead load and 10.0 prt bottom ohord dead lmd. 1W mi from hurricane ocemline, on an OCCUP~EY cate~w I. oxist, they are nm exposad to wind. It centilevers exist, they are sxpowd to wind. If porches exist, they are not exposad to condition I enclosed building, of dimensions 200 n by 60 ft with exposure C ASCE 7-93 par lJBC97lANS195 If end verticals wind. The lumber DOL increase is 1.33, and tho plats grip increase is 1.33 2) Provide adequate drainage 10 prevent water ponding. 3) This trues has bssn dosignad for a 10.0 psi bonm chord live load nonconcurrent with any other live loads pr Table No. 16-0 41 This trusll has bssn designed with ANSIFPI 1-1995 criteria. 51 This truss hss bssn designed for a moving cmcmtratad load of 250.01b livm and 50.01b dead locatad at dl mid panels and at 61 Design assumes 4x2 (flat miantation) purlins at oc spacing indicated. fastened to truss TC wl2-10d nails. , UBC-97. all panel points along the Top Chord and Bottom Chord. nonconcurrent with wy other live loads. LOAD CASEW Standard Rtv lv 43 1 1050 Grand Avenue Carlabad. CA ROOF TRUSS R1150389 4.201 SR1 II Oct 25 2001 Min Industries, Inc. Tus Jan 15 09 .. .. 50 08 2002 P age 1 (optimal1 Scale = 1:71.6 11 15 10 16 9 17 8 18 7 3x4 II 6x8 = 3x10 = 2x4 I1 2.233 = 2-24 8.114 11-14 21114 , 257-8 1w12 588 Plate Offsets lX,Yh 15:0-4-0,0-1-131. 19:C-4-O,Edgol LOADING lpsf) Mi120 Lumber Increase 1.25 TCDL 17.0 PLATES QRIP DEFL in [lo4 lldsfl VsrtlLLl -0.62 8-9 >454 TC 0.79 Plstsa Increase 1.25 TCLL 16.0 CSI SPACINQ 2-0-0 BC 0.99 VcrtiTLI -1.02 8-9 >275 BCLL BCDL 10.0 Code UBC971ANS195 (Matrix) 1st LC LL Min lldsfl = 360 Weight: 129 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF No2 .Except* 1971144 0.0 HonlTLl 0.03 7 nla WB 0.54 Rep Sires* lncr YES BRACING TOP CHORD Sheathed or 3-8-15 OE purlins. except end verticals, and 3-10-8 oc BOT CHORD Rigid ceiling directly applbd or 6-00 oc bracing. purlins 6-00 msx.1: 5-6. 2-9 2 X 4 SPF Stud, 1-1 1 2 X 6 SPF No.2, 1-10 2 X 4 SPF Stud WEBS 1 Row at midpt 6-7.4-8. 5-8. 2-10 2-10 2 X 4 SPF Stud REACTIONS (Iblsizs) 7 =99510.3-8, 10= 1176lC-5-8 Max Hm 10=334(ioad case 41 NOTES 1) This truss has been dasignad for the wind loads gonorated by 80 mph winds at 34 It abwe grwnd level. using 17.0 pd top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane DEOmline, m an accupancy cetegorv I, sxist. thew am not exmssd lo wind. If Centilevers exist. tho" are axposed to wind. 11 porches exist, they or0 not axp-d 10 cmdition i anclDssd building, of dimensions 200 It by 60 fi with exposure C ASCE 7-93 par UBC97lANS195 If end vorticsls wind: Thb lumber DOL increase is 1.33, and the plate grip i"orsasa is 1.33 21 Provide adequdto drainego to pmvemt water pmding. 31 This truss has been dodgnad for a 10.0 PSI bottom ohord live load nonconcurrent with any other live loads pr Table No. 16-8 4) This ttws has been designed with ANSllTPl 1-1995 Criteria. 51 This truss has baen desianed fw a moving concentrated load 01 250.Olb live and 50.01b dead localed at all mid panels and at , UBC97. 6) Design assiumes 4x2 [flat wisntatiml purlins at oc spacing indieatad. fastened to truss TC wl 2-10d nails all pm.1 points along thi Top Chwd andbottom Chord, nonemcurrent with any other live loads. LOAD CASEW Standard January 15,2002 Job . 1050 Grand Avenue Catlsbad. CA an/ Y Trum '"** Typs R1150390 A0397 Landmark Truss and Lumber. Abbotsford. B.C.. VZT-6L4 43 1 T04A ROOF TRUSS (optimal1 4.m SR1 s Oct 26 !ROl mek Industries, Inc. Tu0 Jan 16 09 60 09 2WZ P .. .. age 1 25763x4 = I 7") 1-60 14-88 21" z1-;\14 - 3x4 = 6x16 = 7.2% 7.08 02-0 58-8 - 4x8 = 5.00 l77 5 15 6 Scale = 1:81.6 111610 17 9 18 8 19 7 3x4 II 6x0 = 4x8 = 3x4 I1 2-2" = 11-14 21-114 2-24 E114 10012 588 I 2175 Plate Olfsols 1X.Y): LOADiNQ (psfl 6:04-0.0 .. 1 131 , l3B4-O.Ed9d DEFL PLATES QRlP in (lad lldsfl CSI SPACINQ 2-0-0 TCLL 16.0 P1.t.. I"W.... 1.26 TC 0.79 TCDL 17.0 Lumbar Increase 1.26 BCLL 0.0 BC 0.97 VsrI(TL1 -0.99 8-9 >278 Rep Stress lncr YES WB 0.63 BCDL 10.0 HorzlTLI 0.03 12 nls Code UBC97lANS196 (Matrix1 1st LC LL Mi" lldofl = 360 Weight: 139 Ib TOP CHORD 2 X 4 SPF No2 LUMBER BRACINQ BOT CHORD 2 X 4 SPF 166OF 1.6E WEBS 2 X 4 SPF No2 *Except' BOT CHORD Rigid ceiling directly applied or 6-04 DC bracing. Vert(LL1 -0.60 8-9 >459 Mi120 1971144 TOP CHORD Sheathed or 3-9-8 oc purlins. except end YOItiCaIC and 3-108 oc purlins (64-0 max.): 5-6. 2-9 2 x 4 SPF Stud. 1-1 1 2 X 6 SPF No.2, 1-10 2 X 4 SPF Stud WEBS 2-10 2 X 4 SPF Stud 1 Row at midpt 6-7, 4-8. 6-8. 2-10 OTHERS 2 X 4 SPF No.2 NOTES 1) This truss has been designed for tho wind loads generated by 80 mph w!nds at 34 fl abwo grwnd level. using 17.0 psi top chord dead load and 10.0 psf bottom Chord dead lmd. 100 mi from hurrwana oceanlino, m an Dccupancy category I, cmdition I enclosed building. of dimensions 2M) fl by 60 fl with exposure C ASCE 7-93 PO( UBC97lANS196 If and wrlicds exist, they are not exposed lo wind. If omtilevers exist, they am exposad to wind. If porches exist. they are not axpossd lo wind. The lumber DOL increase is 1.33. and tho plct~ grip increase is 1.33 2) Provide adoquato drainage lo pcevent water pmding. 3) This truss has bssn designed for D 10.0 pd bottom chord live load noncmcurrmt with any Other live 104. pr Table No. 16-0 41 Baarim at iointlal 12 considers ~aralld lo arain value usins ANSIITPI 1-1 996 anglo to grain formula. Building designer shrxlld , UBC-97. LOAD CASEIS) Standard January 15,2002 ab . ,YBB wss Type 1050 Grand Avenue Carlrbed, CA QtV A0397 TO5 ROOF TRUSS Landmark Truss and Lumber, Abbotrford. B.C.. VZT-6L4 12 R1160391 IoptionaII 4,201 sR1 s Oct 25 2W1 MiTak Indusuiss, Inc. Tus Jsn 16 09 .. .. 50 11 fOti2 P age 1 2412 , 8-1-10 13-10-8 24-12 5814 510-2 2-3-15 19810 5614 25613 510-2 , 27-10-12 , 31-14 3-2-8 6x12 = 2x4 II Scale = 1:59.8 8x10 = 7x8 = 5.00 4 5 6 7 16 15 14 13 12 11 10 9 24-12 , 24-12 81.10 13-108 58-14 t9810 58-14 510-2 25613 510-2 , 27-10-12 , 500-15 Q1-l-t 2-3-15 2-24 105 Plats onsets 1x.n . . .. , 114.46-0.46-01 1'3 0-6 o , o 6 41 . 7:0-6-4.03-81 ,. 110.060 . 06-41 ,. LOADING Ipsl) Plat.. I"CIO... 1.25 TCLL 16.0 PLATES QRlP DEFL in 1100) lldafl CSI SPACING 2-00 WB 0.89 Rep Stress Incr NO BCLL 0.0 BC 0.57 Lumbsr Increase 1.25 TCDL 17.0 VsrtlLL1 -0.26 13-14 >999 TC 0.37 Vart(TL1 -0.27 13-14 >999 BCDL 10.0 Code UBC97lANS196 (Matrix) In LC LL Min Ildcfl = 360 Weight: 472 Ib HorzlTL) 0.03 12 nla MI120 1971144 ~~~ TOP CHORD 2 X 6 SPF No.2 LUMBER WEE BOT CHORD 2 X 8 OF-N 2250F 1.9E 2 X 4 SPF No.2 *Except* 6-132X4SPF1650F1.6E,6-122X6SPFNo.2 BRACINQ TOP CHORD Sheathed a 4-9-10 OC purlins. SXCSPt end VWliCdS, BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. WEE 1 Row at midpt 4-13 REACTIONS (Iblsizs) 16=5503/06-8, 12~17773D-9-8 (input: 03-81. 9=216110-3-8 Max Hm 16=308iIoed case41 Max UpliItS=-l 1311od ELI^ 6) 3) Provide bdequitb drrinaga to prevent wner ponding. 41 This truss has bean designed lor a 10.0 psf bonm chord live load 16-8 , UBC-97. 6) WARNING Required bearing size ai jdntls) 12 greater than input baring size. 7) Load cssels) 1 has teen mdiisd. Building designer must review Ids to voritv that they are correct for the intended "80 of 6) This truss has been dosignad with ANSiKPl 1-1996 Criteria. 8) Sped oonnection requited lo distribute bonom chord loads equally between all plies. 9) 2-ply truss to be connected together with 0.131"x3" Nails as fallows: this truss. Top ohords connected as lollawa: 2 X 4 - 1 row at 0-9-0 OE, 2 X 6 - 2 lows at 09-0 ac. Bottom chords connected as fdlowa: 2 X 8 - 4 row8 at 0-4-0 OC. Webs connected as follows: 2 X 4. 1 row at 0-90 04 2 X 6 - 2 rows at 0-9.0 OC. 10) Design assumes 4x2 lllat orientation) purlins at oc spacing indicated. fastened to truss TC wl2-lOd nails. 11) Special hangdal or ~onnectionlsl required to support concentrated !oad(s) 2850.01b down at 30-20. and 4840.01b down at 13-10-8 WI bottom chad. Design la unspecified connectionla) 18 delegated to tho building designer. January 15,2002 "~ Job . 106L) Grand Avenue Carlsbad; CA Qlv v Truaa Type Truss A0397 Landmark Truss and Lumber, Abbolrford. B.C.. VflJ 4.201 SRl s Oct 25 2001 MiTek Indurlriss. Inc. TU. Jan 15 09 .. 50 11 2W2 P ago 2 12 ROOF TRUSS TO5 R1150391 loptionall .. LOAD CASEISI Standard EXCOQ~: Cmncsntraled Loads Ilbl Vert: 14=-4840.0 lo=-2860.0 Job . 1060 Grand Avanus Carlabed, CA ply Qtv Truss ~YSB Type A0397 LandmarkTmss end Lumber, Abbotsfad. B.C., V2T-6L4 4.201 sR1 s Oet 16 2001 MiTek Industries. Inc. Tus Jan 16 09 .. 50 12 2002 P a90 1 12 TO6 ROOF TRUSS R1150392 (optiondl .. i 54-12 1064 54-12 514 i 157-1 51-1 2067 411-5 5-1-1 257% Scale = 1:44.7 6x6 = n 3x8 = 4 2x4 II 7x8 = 5 6 24-12 , 54-12 I 9*,? IDEO 514 3.0.0 157-1 51-1 22-67 411-5 51-1 257-8 . .- Plats Offsels R,Y): 1:0-0-2.00 121 I . , 10.0 2 12 0-6-0 .~~ .__ LOADING (psi1 Plater lncrsaaa 1.25 TCLL 16.0 DEFL in (iocl lldafl CSI SPACING 20-0 Lumber Increase 1.25 Vort(LL) -0.11 9-10 >999 TCDL 17.0 TC 0.74 PLATES BCDL 10.0 VortlTL) -0.13 9-10 >999 Rep Stress lncr NO BC 0.53 BCLL 0.0 MI120 1971144 HorrlTLl 0.03 7 nla Weight: 344 Ib 1st LC LL Mi" lldsfl = 360 (Mnatrixl Code UBC971ANSi95 WB 0.92 GRIP TOP CHORD 2 X 6 SPF No.2 LUMBER WEBS BOT CHORD 2 X 8 DFN No.llN0.2 2 X 4 SPF Stud REACTIONS (iblsiro) 7=4018/0-3-8. 12=326810-5-8 Max Hal 12=296(load case 4) TOP CHORD 2 X 6 SPF No.2 LUMBER BOT CHORD 2 X 8 DFN No.llNo.2 WEBS 2 X 4 SPF Stud REACTIONS (iblsiro) 7=4018/0-3-8. 12=326810-5-8 ~ ~~ ~ ~~ ~ ~ Max Hal 12=296(load case 4) BRACING TOP CHORD Sheathed a 6-00 oc purlins. except end YOniFaI8. BOT CHORD Rigid csiEng dirscny applied or 10-0-0 OE bracing. FORCES IIbI - Fir81 Lmd Case Only TOPCHORD 1-2=-867. 2-3=-5266, 3-4=-4802,4-6=-3396. 6-6=-3395, 6-7=-3401 BOTCHORD 1-12=678. 11-12=3415. 10-11=3416.9-10=4969.8-9=4969,7-8=61 WEBS 2-12=-3623.2-11=-456.2-10=1661.3-10=1635.&10=-229.e9=1372.4-8=-2189,5-8=-312. 6-8=4638 and the plMa grip inciears ii 1.33 2) Provide adequ.1. drainage to prevent wMer pmding. 3) This truss has been dosignad for a 10.0 pd bonm chord live load noncmcwrtYlt with my other live loads pr Tabis No. 16-0 4) This truss has baon designed with ANSiiTPI 1-1995 Criteria. 61 Load case(s1 1 has ken modified. Building designa musl review loads 10 verify that they are oorrect for tho intondsd use of , UBC-97. 71 Special hangar(a1 a connoetion(s) required to support concentrated loadlsl 1340.0lb dawn M 10-6-0 on bottm chord. Webs connected as follows: 2 X 4 - 1 row M 0-9-0 OC. Design la unspecified conneetionlsl is ddsgated to tho building designer. LOAD CASEIS) Standard Except: 1) Rogular: Lumbsr Increase= 1.26, Plsts Increa-= 1.26 Uniform Lmda (plfl Cancantrated Loads IIbI Vert: 1-3=-66.0. 3-6=-66.0, 1-10=-2O.D, 7-lo=-270.0 Vert: lo=-1340.0 January 15,2002 ." Job . russ 1050 Grand Avenue Carlsbad. CA Ph QtY Truss Type A0397 TO9 Landmark Truss aod Lumber, Kbbotsfad. B.C., V2T-6L4 4.201 SI71 s 001 25 2001 M iTsk Industrisa, Inc. Tus Jan 15 09 50 12 2W2 P 12 ROOF TRUSS R1150393 loptimall .. .. age 1 I 4-64 , 51014 , 4-69 145 I 11-65 5-76 14-04 7x10 = 263 2x4 /I Scale = 1:38.4 5 11 6 7 r n 4x6 11 10 9 0 7 , 61014, 1165 I 4-6-9 469 Plats Offrsts 1X.Y): 1:DTG ., 62 .,:. 81 16 0 64 ,.. 0 3 71 LOADING Ipafl SPACINO 2-0-0 CSI DEFL in 110~1 lldsfl TCLL 16.0 Plates Increase 1.25 PLATES TC 0.72 BC 0.50 Lumber Increase 1.25 TCDL 17.0 VertlLLl -0.07 8-9 >999 Weight: 154 Ib lot LC LL Min Ildsfl = 360 (Matrix) HardTLI 0.04 7 nla WB 0.58 Code UBC97lANS196 BCDL 10.0 Rep Sirass ln~r NO BCLL 0.0 MI120 VsrtITL) -0.09 8-9 >999 1x4 I1 4x6 = 3x4 = 3x4 = I 1408 145 57-6 2-63 GRIP 1971144 LUMBER TOP CHORD 2 X 6 SPF No2 BOT CHORD 2 X 4 SPF No2 WEBS SLIDER 2 X 4 SPF Stud Left 2 X 3 SPF No.2 2-3-12 REACTIONS (Iblsirs) 1 =201210-3-8, 7=28421Mochmioal Max Hm 1 =32811oad case 41 MW uplinl =-1362(1oad 61. 7=-178411d E~SO 6) BRACING TOP CHORD Sheathed a 6-0-0 oc purlin.. DXFDP~ end verticals BOT CHORD Rigid ceiling directly applied or 7-7-9 oc braeing. NOTES 1) This truss has bwn designed fa tho wind load1 generated by 80 mph winds at 34 ti above ground level. using 17.0 psf top ohord dead load and 10.0 pat bottom chad dead load, 100 mi from hurricane ocsanlins. on an o~cupancy ~abgory I, condition I sncbed building. of dimensions 200 ft by 60 ft with exposum C ASCE 7-93 per UBC971ANS195 It end vmticols or cmtilevers exist. they are exposed lo wind. If porches axist, they are not exposed to wind. The lumbar and plate grip DOL increases vary. See individual load case informstion. 2) Provide adequate drainwe lo pm~mt water pmding. 3) This truss has been designed fa c 10.0 paf bottom chord live load nonconcurrent with any other live loads pr Table No. 1&B 41 Refer to girdsrlsl for trum to tr~ss connections. 61 This truss has boon dosignad with ANSI!TPI 1-1995 criteria. 61 Load cars(r) 1, 6 has barn modified. Building designer must review loads lo verify that they are carect fa the intended use 71 Special connection r~quired to dimtribute top chad loads equally betwsan all plies. 81 2-ply truss to bo ~annoeted together with 0.131"x3" Nails as follows: , UBC-97. of this tr~ss. Top chords connected as follows: 2 X 4. 1 row at 0-9-0 oc, 2 X 6 - 3 rows at 04-0 OC. Bottom chads connected as fdlows: 2 X 4 - 1 row at 0-9-0 OC. Wsbs connected as follow.: 2 X 4 - 1 row at 0-9-0 OC. on fop chord. Design for unspacifiad connactim(s) is dslwatsd to tho building dssignar. 9) Special hangerls) or cmnectionlr) required lo support concentralad load(s) 4000.01b up at 11-6-6, and 4000.01b up at 4-6-9 January 15,2002 ." Job f IUS% 1050 Orand Avenue Catlrbad, CA PW aty Truss Type A0397 TO9 Landmark Truss and Lumber, Abbotsfad, B.C.. V2T-5L4 4.201 SR1 s Oct 25 2001 KJ'T I ek Industries. Inc. Tus Jan 15 09 50 13 2M)Z P 12 ROOF TRUSS R1150393 laptional) .. .. age 2 LOAD CASEISI Concentrated Loads Ilbl Vert: 5=4000.0 3=4WO.O Jab . ru1Is ,"IS Type A0397 T10 ROOF TRUSS 1050 Grand Avenue Cariebed. CA QtV lY Landmark Truss and Lumber. Abbotsfnd, B.C., VX-6L4 12 R1150394 loptionall 4.201 SR1 J Oct 26 XI01 mck Indudrier, Inc. Tus Jan i5 09 50 13 TGZ P .. .. age 1 26.12 , 4-69 , 2-612 7-11-13 111-13 954 11" ~ 140-8 154 2-78 3x4 I1 Scale = 1:43.6 6x6 6 6 11 10 9 8 7 3x8 II 26.12 , 2x8 I1 3x10 = 469 , 2.612 1-11-13 S1&7 2-74 3x4 = 4x4 = 11-54 , 1408 Plats Offasts (X.V): 150-3-0.0-4-81 LOADINQ Ips11 Mi120 1971144 Lumber Increase 1.25 TCDL 17.0 PLATES GRIP in 110~1 lldsfi VsrtlLL) -0.04 8-9 >999 DEFL TC 0.62 P1.1.8 1ncrsaae 1.25 TCLL 16.0 CSI SPACINQ 20-0 BC 0.31 VsrtlTL) -0.06 8-9 >999 BCLL 0.0 Rep Stress lncf NO WE 0.50 HonTTLl 0.01 7 nla BCDL 10.0 Code UBC971ANSi96 IMatrixI 1st LC LL Min lldsfl = 360 Weight: 158 Ib LUMBER TOP CHORD 2 X 6 SPF No.2 TOP CHORD Sheathed or 6-00 OE purlins, OXEOP~ and Vertids. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 60-0 OE bracing. WEBS 2 X 4 SPF Stud BRACING REACTIONS IIblsizsI 7=2389Nschaniesl. 10=246210-6-8 Max Hm 10=3901load case 4) Max Uplin7=-1436(lord case 61. 10=-1723fload case 61 NOTES 11 This truss has been designed for the wind loads generated by 80 mph winds at 34 ft above grovnd lavd, using 17.0 pd top chord dead bed and 10.0 psf bmtom chord dead load. 1M) mi from hurricane oceanline, m on occupancy cstsgwy I, condition i enclosed building. of dimensions 204 ft by 60 ft with exposuro C ASCE 7-93 par UBC971ANS196 If end Verticals or oantilwers exist. they are exposed 10 wind. It porchas exist, they are not axpaaed to wind. The lumber aod piato grip DOL increases vary. Sas individual load case infMmMion. 21 This truss has been designed for a 10.0 pd bottm chord live load nanconc~rrsnt with any other live loads per Table No. 16-0 , UBC-97. 31 Rsfer to girdorlr) far truss to truss cmnsetions. 41 This truss hao bssn designed with ANSlKPl 1-1995 criteria. 61 Load cars($) 1. 6 has been modified. Building designer must review loads to vorifv that they we CMWOI for the intsndsd use 61 Special conneCtim required 10 distribute top chord loads equally between all plies. 71 2-ply truss to be c~nnactad togsthsr with O.lJl"x3" Nails as foliows: of thin truss. Top chords connected es follows: 2 X 4 - 1 row at 0-94 00. 2 X 6 - 3 rows at 0-4-0 OC. Bottom chords connectad as fdlows: 2 X 4 - 1 row at 0-9-0 OC. Webs connoclod as fallows: 2 X 4 - 1 row at 0-9-0 OE. on top chord. Ooaign for unspecified connsctim(s1 is dsisgatsd to the building dssigna. 8) Special hangsrC1 w oonnsetion(a1 required to support connoontrated loadlal 4000.01b up at 11-6-0, and 40W.Olb up at 4-6-9 LOAD CASEIS) Standard Except: 11 Regular: Lumber Increase= 1.26, plate Incraars=1.26 Uniform Loads Iplfl Vert: 1-3=-66.0, 3-12=-626.0. 6-12=-66.0, 7-11=-20.0 6) User defined Lumber increase= 1.26. Piate in crew^= 1.26 Uniform Loads (pi+) Concsnfrsted Loads (lb) Vert: 1-3=-66.0. 3-12=-626.0. 6-12=-66.0. 7-11 =.20.0 Vert: 3=4000.0 6=4000.0 January 15,2002 Jqb . 166B Grand Avenue Carlsbad, CA atv v Trues russ Type A0397 Landmark Truss and Lumber. Abbotsfad. B.C., V2T-6L4 7 1 T11 ROOF TRUSS R1150395 (optional) 4.201 SR1 s Oet 25 2001 MiTek Indwtries, Inc. Tus Jan 15 09:6014 2002 Page 1 1-60 , 1-60 690 550 12.60 54-0 , 14-0-8 168 aa II Scde = 1:43.6 4x4 // 5 0 - d 9 14 a 15 7 16 6 7x0 = 4x4 = 3x4 = 3x8 = I 6-94 6-94 1 260 , 1408 590 1-68 Plate Offset8 (X,Y): Wsight: 81 Ib 1st LC LL Min lldsfl = 360 (Matrix) Code UBC97lANS195 BCDL 10.0 Hon(TL1 0.03 6 "la VsrtlTL) -0.18 8-9 >906 WB 0.76 Rap Stress lncr NO BCLL 0.0 MI120 1371144 BC 0.76 Lumber increase 1.25 TCDL 17.0 VortlLL) -0.12 8-9 >999 PLATES DEFL in (10~1 I/dsfl CSI TC 0.37 Plates I"E,..*. 1.25 TCLL 16.0 SPACINQ 2-04 LOADINQ (psi1 9.02-0,&2-41 DRIP LUMBER TOPCHORD 2 X 6 SPF No2 WEBS BOT CHORD 2 X 4 SPF No2 2 X 4 SPF Stud *Excspt* 1-9 2 X 8 DF-N No.llNo.2. 5-6 2 X 4 SPF No2 BRACINQ TOP CHORD Sheathed or 6-00 OE purlins. excopt end VeRiCds. BOT CHORD Rigid ceiling directly applied or 1000 OE bracing. WEBS 1 Row at midpt 6-6, 4-6 .. 4-6 2 X 4 SPF No.2 REACTIONS (Ibldzs) 9 =279810-5-8, 6= 1772lMechanical Max HWZ 9=3910oad caaa4) FORCES Ob) - First LoDd Case Only TOP CHORD 1-9=-1686, 1-10=-826, 2-10=-799, 2-1 1 =-1280, 3-11 =-1227, 3-12=-541. 4-12=-456, 4-13=-36, 6-13=-6 BOTCHORD 9-14=1766.8-14=1766.8-16=1169,7-16=1169,7-16=416.6-16~416 WEBS 2-9=-1556. 2-8=-609, 3-8=260, 3-7=-861, 4-7=461, 4-6=-1756 NOTES 1) This truss has bwn designed for the wind load8 generated by 80 mph winds at 34 fi abws ground Level, using 17.0 psi top , 5-6=-26 chord dead load and 10.0 sf bottom chord dead load. 1 W mi from hurriesns oceanline, on an occupa~y cato~ory I, and tha plats grip inckse ii 1.33 , UBC-97. 2) This truss has been designed fa a 10.0 pat bmtm chord live load nonconcurrent with any other live loads pot Tablo No. 16-8 3) Rata 10 girdalsj for truss 10 truss connections. 4) This truss has bwn designed with ANSUP1 1-1995 Criteria. 6) Load case(s) 1, 6, 7, 8. 9, lo, 11. 12, 13, 14, 16. 16, 17, 18, 19. 20, 21 has been modified. hildingdssignormu.1 review 6) This twss has been designed for a moving concontratad load of 260.01b live md 60.01b dead located 81 all mid panels and at 7) Spacial hsngsrls) or connsctionlr) require4 to wppon concentrated loed(r1 12W.01b down at 12-64. and 1200.01b down at loads 10 veri* that thsy &?a correct for the intended "10 ol this truss. all panel points dong the Top Chord and Batom Chad, nonconcurrsnt with any other live loads. designer. 1-6-0. and 1000.01b down at 03-10 an top chord. Design for unrpocified connection(s) is delegated to the building LOAD CASEIS) Standard Excopt: 1) Regular: Lumber Increas~= 1.26, Plots Increase= 1.26 Unifam Loads (plf) Vert: 1-6=-66.0. 6-9=-20.0 Concentrated Load. (Ib) Vert: 1 =-1000.0 2=-1200.0 4=-12W.O 6) lct Sprinkler Lo& Lumber Incma~= 1.26, Plats Incrorro=1.26 Unifam Loads Iplf) Vert: 1-6=-34.0, 6-9=-20.0 January 15,2002 Job . Truss Type Truss A0397 Landmsrk Truss and Lumber. Abbotdad, B.C.. VZT-6L4 ROOF TRUSS TI 1 LOAD CASEfSl Caowntrated Loads [lbl Vert: 1 =-300.0 7) 2nd Sprinkler Lwd Lumber Increase= 1.25, Plats Increase= 1.25 Uniform Loads (pit) Vert: 1-6=-34.0. 6-9=-20.0 Concsntrsted Loads fib) 8) 3rd SprinWcr Load: Lumber Incrasas=1.25, Plate Incrsase=l.ZS Vert: 10=-300.0 Uniform Lwda fplfl Concentrated Loads flb) Vert: 1-5=-34.0. 6-9=-20.0 Vert: 11 =-3W.0 9) 4th Sprinkler Lod Lumbar Increase= 1.25. Plats Incre~se= 1.25 Uniform Loada (plfl Concentrated Loads IIbI Vert: 1-5=-34.0. 6-9=-20.0 Vert: 12=-300.0 10) 5th Sprinkler Load: Lumber Increase= 1.25, Plats Increase= 1.26 Uniform Loads fplfl Concentrated Loads flb) Vert: 1-5=-34.0, 6-9=-20.0 Vsrt: 13=-3W.O 11) 6th Sprinkler Load: Lumber Insroaas=1.25. Plate Increase= 1.25 Unifam Loads Iplfl Vsrt: 1-5=-34.0. 6-9=-20.0 81 3rd SprinWcr Load: Lumber Incrasas=1.25, Plate Incrsase=1.25 Vert: 10=-300.0 Uniform Lwda fplfl ,I_". ,.C-.ld n rr.g=.20,0 9) 4th Sprinkler Lod Lumbar Increase= 1.25. Plats Incre~se= 1.25 Uniform Loada (plfl .I... . . - "_"._ 34.0. 6-9=-20.0 Concentrated Loads Ilbl Vsrt: 6 =-300.0 12) 7th Sprinklsr Load Lumber Incrsa~=1.25, Plats Increasa=1.25 Unifam Loads fplfl Vert: 1-6=-34.0, 6-9=-20.0 Concentrated Loads flbl Vert: 2=-300.0 13) 8th Sprinkler Load Lumbar Increass=1.25, Plate Inctsaas=1.25 Uniform Loads rplfl Concentrated Loads Ilbl Vert: 1-5=-34.0. 6-9=-20.0 Vert: 3=-300.0 14) 9th Sprinkler Loed: Lumber Increa.o=1.25, Plate Incrsass=1.25 Unifum Lwds (plf) Concentrated Loads (Ibl Vert: 1-5=-34.0. 6-9=-20.0 15) loth Sprinkler Load Lumber Incroase=1.25, mate Incraass=1.25 Vert: 4=-300.0 Unit- Loads fplfl Vert: 1-5=-34.0, 6-9=-20.0 Concentrated Loads flb) Ven: 14=-3W.O 16) 1 lth Sprinkler Load Lumber Incroass=1.26. Plats Incleese= 1.25 Uniform Loads fplf) Concentrated Lwds flbl Vert: 1-6=-34.0. 6-9=-20.0 17) 12th Sprinkler Load: Lumber Increass=1.26, Plats IncreaW= 1.25 Vert: 15=-300.0 Uniform Loads (plf) Vert: 1-5=-34.0. 6-9=-20.0 Concentrated Loads (Ibl Vert: 16 =-300.0 18) 13th Sprinkler Load Lumber Increa8e=1.25, Plate Incrsa.a=1.26 Unifum Loads f@fI V-nl 1-6=-34~0. b9=-20.0 Concentrated Loads flb) Vert: 9=-300.0 . -. . . . . . . . . , . . -. . . 191 14th Swinklar Load LumberIneraase=1.26, Plate Insresss=1.25 Uniform Loads Iplfl Vert: 1-5=-34.0, 6-9=-20.0 Concentrated Loads (Ibl Vert: 8=-300.0 20) 16th Sprinkler Load Lumber In~~ease=1.26. Plats Incmase= 1.25 Uniform Loads fplf) Vert: 1-5=-34.0. 6-9=-20.0 Concentrated Lcads (Ib) Vert: 7=-300.0 211 16th Sprinkler Load Lumber Incrsaro=1.25, Plate Incrsaas=l.26 Uniform Loads fplf) Vert: 1-5=-34.0. 6-9=-20.0 Concentrated Loads flb) Vert: 6=-300.0 Qtty Y 7 m50 Grand Avenue Carlsbad. Cn 1 R1150396 (optional) 4.201 SR1 s Oct 25 2001 MiTsk Industries. Inc. Tue Jan 16 09 .. .. 50 16 2002 P we 2 * 1050 Grand Avenue Carlsbad, CA Ply Oty Trvsr Typ Truss Job ' A0397 Landmark Truss and Lumber. Abbakkrd. B.C.. V2T4L4 4.201 SRI s Nov 16 2ooo MiTak Industries. I=. Tus Jan 15 11:03:08 2W2 Page I I 1 ROOF muss MIA R1150396 (oplhnal) I 3.M) 380 7-11-1 4-61 124-2 4-61 , 140.8 I 1d-B 4x8 = 4 13 5 3x4 I/ 0 9 14 6x8 = 15 4x4 = 3x8 = I 3-60 3-80 124.2 8-10-2 , tcoa I 1-8-8 Sa,.= 141.0 a Plats Ow @,V: [l:Edgs.O-24L [4&5-8,&241 LOADINO (psD SPACINO 2-00 BCLL 0.0 Lumber Increase 1.25 TCOL 17.0 Vort(LL) -0.32 74 ,519 TC 0.50 Plab lncrsars 1.25 TCLL 15.0 DEFL in (k) VdSn CSI BCDL 10.0 Rep S-6 lnsr NO WB 0.83 Cde UBC971ANS195 (MdliX) 1st LC LL Mi VdaR = 360 Weight: 71 Ib PLATES ORlP MI120 1971144 BC 0.88 Vsrtm) -0.53 74 ,311 HOR(TL) 0.01 6 nla LUMBER TOP CHORD 2 X 4 SPF No2 BOTCHORD 2X4SPF1650FISE WEBS 2 X 4 SPF Stud REACTIONS(lblri2e) 6=86UM~hanhl, 9=1519/0-54 Max Hon9=357(bad case 4) BRACING TOP CHORD SheaVlsd or s54 oe purlins. except end v-h. BOT CHORD Rigid ceiling diw applied or 6-00 DS bnsing. WEBS 24"1378,58=1674.~7=9344,4-7=804,4-6=943-943. 1%=2089 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds el 34 R above gmund level, using 17.0 Wtop chard dead of dimenoions zw n by 60 n with exporum c ASCE 7-93 pr UBC97lANS195 If end vehk or santilwsm sxkl. thy am expored to load and 10.0 pst bottom chord dead load, 100 mi from hurricane oc=anline. on an occupancy degory I, mndithn I encbad buading. wind. If porches sxzipt. they are not expored to wind. The lumber DOL increase is 1.33. and the plats grip increase k 1.33 2) Pmvide adequate drainage to pmvenl wabr ponding. 4) Refer to gird+) for hss to truu connsc6ons. 3) This mu has bssn dssignod for a 10.0 pst bottom chord live bad nonson~~mnl with any der live Ihsdr pr Table No. 1W. UBC-97. 6)L~d~~(~)1,6,1,8,9,10,11,12,13~14~15,16,17,18,19,20,21~~~~d~ed.Bui~ingdesi~nMm~~~~loadstov~~ 5) Thls busr has been designed wiul ANSvTpl l-1995 critsris. 7) Thii truss has bwn designed for a moving mnsenhted had of 250.01b live and M.OR dead located at all mid panek and a1 all panel 8) Special hanger($ or connodon(r) required to support rnnsenlmtd load(s) 1200.01b down a1 380 on top chord. Design for thal thy are wed fw the intsnded =e of th!! truss. pink ahng the Top Chord and Edbm Chord. n~lmncurrsntwiul my der lie loads. unsp&ted sannoction(s) io delsgakd to the building designer. LOAD CASE(S) Standard Except: 1) Regubr: Lumberlncresss=l.25. Plats Insnsrs=l.25 unifon Loads @If) Vert: 14=66.0.4-5=66.0,B.9~20.0 January 15,2002 * Pb 1054 Grand Avenue Cahbad, CA Qty TNSS Type TNS Job * A0397 Landma* TNSS and Lumber. Abbktord, B.C.. V2T-5L4 1 1 ROOF TRUSS T1iA RH50396 OptiiWl) 4.201 SRI s No" 16 2WO MiTek Indurbies, lnc. Tu0 Jan 15 11:W:O8 tw2 Page 3 LOAD CASEIS) Uniform Lkds (pn) Con"mtsd Loads Ob) Vert: 14=34.0.4-5=-34.0.69=20.0 Vert: 7rY10~0 21) 16th Sprinkbr Load Lumber Increase-1.25. Plats Insnase=1.25 ~~~~~ Uniform Loads (pn) Concanbated Loads (lb) Vert: 14=-34.0.4-5=-34.0, 69=-20.0 Vert: 6-300.0 Job ' 1050 Grand Avenue Carlsbad, CA w atv Truss russ Type A0397 Landmark Truss and Lumber, Abbotsfmd, B.C., vzT-6L4 12 T12 ROOF TRUSS R1150397 bptimnall 4.201 SR1 8 act 26 2W1 Msk Indualriss, Inc. Tua Jan 16 09 .. .. 50 17 2002 P age 1 I 4-11-9 47-10 14-7-3 4-11-9 481 4-11-9 I 2x4 II Scale = 1:33.6 4 2 64 1 3 I 533 97-10 53-3 64.7 3x4 4x4 = I 14-73 &ita PI*O Off.ot. 1X.Y): l1:EdgS.o-m DEFL in Iloc) lldsfl Wsiaht: 153 Ib 1 ai LC LL Min Ildsfl = 360 HorzITU 0.00 6 nls VsrtlTLl -0.06 6-7 >999 Mi120 Vert(LL1 -0.02 6-7 >999 PLATES QRlP 1971144 LOADING Ipsf) SPACINQ Lumber Increase BCLL Rep Stress lncr BCDL 10.0 Code UBC97lANS195 LUMBER TOP CHORD 2 X 6 SPF No2 BOT CHORD 2 X 6 SPF No2 WEBS WEDGE 2 X 4 SPF Stud Left: 2 X 3 SPF No2 BRACINQ TOP CHORD Sheathed OT 6-0-0 oc purlins, except end WRiCaIs. BOT CHORD Rigid ceiling directly applied M 64-0 oc bracing. REACTIONS IIblsizaI 5 = 1333iMachanicd. 7 =976/07-12 Max Hm 7=-2131loed case 31 Max Uplift7=-60lload caw 3) FORCES (Ibl . First Load C0.s Only TOPCHORD 1-2~94. 2-3=-986, 3-4=4, &6=0 BOT CHORD 1-7=-88, 6-7=435, 6-6=946 WEBS 2-7=-740. 2-6=664, 3-6=929, 3-6=-1148 NOTES 1) This truss has been designed fa the wind loads generated by 80 mph winds at 34 ft abws ground level, using 17.0 Psf top chord dead 10.4 and 10.0 pd bottom chad dead load, 100 mi from hurricane ~ulanllne, on an occupancy Eatogow i, condition I enclosed building, of dimensions 2W fi by 60 11 With exposure C ASCE 7-93 per UBC97lANS196 If end Yonids or ~~lfile~ers exist, thsy am exposed to wind. If porches oxisl, thsy are not exposed to wind. The lumber DOL inclmw is 1.33. and the plate grip increase is 1.33 2) This truss has been designed far a 10.0 pd bolt- chord live load nonconcurrent with any other live loads por Tabla No. 16-8 LOAD CASEIS1 Standard 1) Rogular: Lumber Incroaso=1.25. Plats Increase= 1.26 Trapezoidal Loads (plf) Vert: l=-O.D1&=-319.3 Jsb ~ Truss Truss Type 1060 Grand Avenue Carlsbad, CA Phl Qtv A0397 Landmark Truss and Lumber, Abbotsford. B.C.. V2T-6L4 4.201 SR1 s Oct 26 2W1 M iTak Indumriss. Inc. Tus Jan 16 09 60 18 2W2 P 12 ROOF TRUSS T13 R1160398 loptimall .. .. age f I 53.3 5M i as7 5-34 159.11 5-54 1947 MI2 3.54 pzr a4 11 Scale = 1:43.0 6 - v 2 3' 4 3x10 II 10 9 8 7 I Plate Offssts 1X.Y): LOADING lpsfl 1:46-4,0-4-3]. 18.0 ._ 34.6-4.41 Plates Increase 1.26 TCLL 16.0 CSI SPACING 2-0-0 HoniTLl 0.01 7 nla Weight: 214 Ib 1st LC LL Mi" lldsfl = 360 IMatrixI Code UBC97lANS196 BCDL 10.0 MI120 VartiTLl -0.09 7-8 >999 BC 0.61 Lumber lncreas~ 1.26 TCDL 17.0 VartlLL) 0.06 7-8 >999 PLATES in llocl lldsfl TC 0.43 DEFL LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS WEDGE 2 X 4 SPF Stud Left: 2 X 4 SPF No.2 REACTIONS IIblaizaI 7=2449NoshanIcd, 10= 164310.7-12 2x4 II 867 4x4 = 6x6 = 4x4 = 353 353 55-4 I 159.11 194-7 55-4 -12 GRIP 1971144 BCLL 0.0 WB OS3 Rep Strors lncr NO BRACING TOP CHORD Sheathed or 6-0.0 DC purlins, except end verticals. BOT CHORD Rigid csiling directly applied or 10.00 oc bracing. Max Hon 10=-277(1wd case 3) Max Uplinl0=-4(load case 3) FORCES Ilb) - Firat Load Cam Only TOP CHORD 1-2=-206. 2-3=-2293. 3-4=-2293, 4-6=-1944, 6-6=-44, 57=-12 BOTCHORD 1-10=196.9-10=196,8-9=2189.7-8=1868 WEBS 2-lo=-1168. 2-9=2066,4-9=327. 4-8=-368. 58=2072. 6-7=-2372 NOTES 11 This truss has been designed for the wind loads generated by 80 mph winds n 34 fl abmo ground Ibvd, using 17.0 psi top chard dead load and 10.0 paf bonom chord dead load, 1W mi from hurricane oceanline. on an occupancy category I, condition I onslaasd building, of dimensions 2W fl by 60 ff with exposure C ASCE 7-93 per UBC97lANS196 If end varticds or CMtileVers exist, they are exposed to wind. If porches exid, they are not exposad to wind. The lumber DOL increase is 1.33, 2) This truss hss been designed fw II 10.0 psf bonm chord live load non~ono~lrenl with my other live loads par Table No. 16-8 and the plats grip increase is 1.33 3) Rsfsr lo girder(# for twss to Uu(u connections. , UBC-97. 41 This twss has bssn designed with ANSlKPl 1-1956 criteria. 5) 2-ply truss to be connected together with 0.131'x3" Nails LIS foliows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0.9-0 oc. Webs connected as follows: 2 X 4. 1 row at 0-9-0 OE. BOttom chords connected as follows: 2 X 6 - 2 rows at 0.94 DC. LOAD CASEISI Standard 1) Regular: Lumber Incrsaso=1.26, Plate Inereasa=1.26 Trapezoidal Lwds Iplfl Van: 1 =O.O-t0-7=-426.7 January 15,2002 Job 1050 Grand Avenue Carlabad, CA Illy y Truss russ Type A0397 Landmark Truss and Lumber, Abbotaford. B.C.. V2T-6L4 4.201 SR1 s Oct 25 2001 M iTek Industries. Ino. TU* Jan 15 09 50 20 2002 P 3 1 T14 ROOF TRUSS R1150399 loptional) .. .. age 1 t 53-0 1w 530 5-50 I 25x6 11 Scale = 124.7 3 695 10 4 3x3 II 3x6 = I 24-12 1oMI 24-12 814 4x7 = I Plats Offset* 1X.Y): 1:~2-0.01-12] LOADINQ lpafl Plat.. 1ncrsass 1.25 TCLL 16.0 OEFL CSI SPACINQ 2-04 MI120 1971144 VsnlTLl -0.41 4-5 >243 BC 0.85 Lumber Increase 1.25 TCOL 17.0 VsnlLL) -0.26 4-5 >376 PLATES TC 0.62 in lloc) lldofl GRIP BCLL 0.0 Weight: 44 Ib 1.1 LC LL Mi" lldsfl = 360 IMatri~I Code UBC971ANS196 BCOL 10.0 HoWTL) 0.00 4 nla WB 0.26 Rep Streas lncr YES TOP CHORD 2 X 4 SPF No2 LUMBER BRACINQ BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud *Except* 3-4 2 X 4 SPF No.2. 1-6 2 X 4 SPF No2 TOP CHORD Shsathad or 6-0-0 oc purlins, except end YertiCaIs. BOT CHORD Rigid oeiling directly applied or 6-00 OE bracing. REACTIONS lIb/sira) 4=3361Mochanical. 5=642/0-6-S MaxHm 6=168lloadcaso4) MaxQ~av4=611Iload~aro9).6=710Iloadca~e6~ FORCES Ubl - First Load Case Only TOPCHORO 1-7=86. 2-7=164, 2-8=-110. 3-8=-40.3-4=-140, 1-6=-61 WEBS BOTCHORO 6-9=136.6-9=136,6-10=246,4-10=246 2-5=-436, 2-4=-239, 1-6=-227 NOTES 1) This ~IU(I(L has been designed for the wind loads generaled by 80 mph winds al 34 ft above graund level. using 17.0 psf top ohard dad load and 10.0 psf bonam chord dead load, 1W mi from hurricane o~omlino, on an aceupancy category I, condition I anclwed building, of dimansiona 2W ft by 60 fl with exposure C ASCE 7-93 pet UBC97lANS196 If end verticals exist, they am not exposed to wind. If ~antile~ers exist, they me exposed 10 wind. If porches exist. thay are not exposed to wind. The lumba DOL increase is 1.33. and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psi bottm chord live load nonconcurrent with any other live loads per Tabla No. 16-0 11ilrr97~ 31 Rsfsr to girdsrlsl for 1~8s to truss oonnsctions. 4) This truss has boon designed with ANSIKPI 1-1995 criteria. 61 This truss has baen designed for II moving concentrated load of 250.01b live and 60.01b dead located at all mld panels and at , - - - . . . all pad points along tho Top Chord and Bonom Chord. n~n~on~~rrent with any other live loads. LOAD CASEIS1 Standacd TU* 1050 Grand Avenue Csrkbad. CA Ply Oly TN~. Typo R115MW A0397 Landmark Truss and Lumber. Abhford. B.C.. V2TXL4 4.201 SR1 s No" 16 Mw MiTek Industries, lnc. Tue Jan 15 ll:W:34 ZWZ Page 1 1 1 ROOF TRUSS TI5 (oplbnal) I 2-2-2 5.010 22.2 i 9-kl3 3-76 4-0-5 4*ii 14.1-8 3x4 /I -1.- i:yI.7 a.11 1AII 36 = 5x11 = I 2-2-2 2-2.2 I 5IiO 14-14 Plate Ofkets KY): [l:W4.0-2aL P:&34,0-24 LOADING (pd) Hon(TL) 0.01 7 da WB 0.44 Weight 59 lb 1st LC LL Mi Vdd = 360 ccds UBC97/ANS195 BCDL 10.0 Rep Stress lncr YES ve,qn) 4.45 7-8 ,317 BCLL 0.0 BC 0.76 Lumber Increase 1.25 Mli20 197/144 Vsrt(LL) 4.28 7-8 ,510 TCDL 17.0 P~ATES GRIP DEFL in (106) Vdafl TC 0.65 Pkb Increase 1.25 TCLL 16.0 CSI SPACING 2-00 3.76 11-3.11 (MClbiX) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS SLIDER Ldt2X6SPFNo.21-0-11 2 X 4 SPF Stud BRACING TOP CHORD Sheathed w 500 DC purtinr. except end vmlkak. BOT CHORD Rigid ccilhg die applied w6W oe bnmg. * 1050 Grand Avsnus Carkbad. CA Pb Oty Truss Typs TNSS Job ‘ A0397 1 1 ROOF TRUSS Ti 5 R11504W 1 I 1 I I I I (ophnal) Landmark TNOO and Lumber. Abbokford, B.C.. VZT-614 4.201 SR1 I Nov 16 2000 MiTek Indurhies. Inc. Tus Jan 15 11:09:34 2002 Page 2 LOAD CASE(S) 7) 2nd Sprinkkr Load Lumber Incrsars=1.25. Plate In-w=1.?5 uniform Loads (piq vert: 1.3r34.0, 3.4r34.0.4-6r34.0. 1-7-20.0 Concentrated Loads (Ib) vert: IOrJw.0 8) 3rd Sprinkler Lo& Lumber Incrsarc=1.25. Pbte Incrsats=i.?5 Unit& Loads (pH) Vert: 1-3=-34.0.34r34.0.4-6=-34.0.1-7rZO.O Concentrated Loads (lb) vert: ilrJw.0 9) 4th Sprinkkr Load Lumbar Insresss=l.25, Plate Increase-1.25 ~~~~ ~~~~ Uniform Loads (pi3 Concentrated Loads (Ib) Vert: 1-3=-34.0,~r34.0,4-6=54.0.1-7~20.0 vert: 121-500.0 IO) 5th Sphkkr LM~ Lumber Incrsare=l.25. Plate IncnaM=i .?5 unifonn Loads (PifJ Concentrated Loads Ob) Vert: 1-3=-34.0. 3-4r34.0.4-6=-34.0. 1-7=-20.0 Vert: 6-300.0 11) 6th Sprinkler bad Lumber Insreare=l.25. Plate Inue-=i .25 uniform Loads (PifJ Concentrated Loads (lb) Vert: 1-3”34.0.3-4=-34.0.4-6~.0. 1-7-20.0 Vert: 1-300.0 12) 7th Sprinkler Load Lumber lns-e=1.25, Plate 1~=1.25 Unifm Loads (pif) Concentrated Loads flb) Vert: 1-3=-34.0.3-4=44.0.44r34.0. 1-73-20.0 13) 8th Sprinkler Load Lumber Incrurs=1.25. Plate Insn-=l.25 vert: 3-3W.b uniform Loads (PifJ Vert: 1-3r34.O.3-4r34.O.4-6r34.O. 1-7-20.0 Concentrated Loads flb1 14) 9th Sphkler LM~ Lumber lnsnase=1.25, Plate Inu-=l.25 vert: 4iJ00.0 ‘ uniform Loads (PifJ Concanhatad Loads ltbl Vert: 1-3r34.0. 3-4=-34.0.4-6r34.0. 1-7-20.0 Concentrated Loads (lb) Vert: 1-3r34.0,54=34.0.4-6=~.0, 1-7-20.0 Wart 13iJW.O 161 11th SDrinkler LM~ Lumber Inc-s=l.25. Plats lncna~r1.25 ~~ ’ unifoil Loads (PifJ Concentrated Loads (Ib) Vert: 1-3-0, 54=34.0.4-6r34.0,1-7~20.0 we* ldiJW~0 17) IZm Sprinkler Lo~d Lumber Incnars=1.25. Plats In-s=1.25 Uniform L~ds (plo Conmtrated Loads Ob) V& 1-0 . . . . . . . . . . . vert: 1-3=.34.0.3-4r34.0.4-6~.0,1-7-20.0 18) 13th Sphklsr Load: Lumber Incrests=1.25. plate In-se=1.25 uniform Lwda @ifJ . _. .. . - .. . . . VSR l-3=34.0.~=-34.0,4-6r34.0.1-7=20.0 Concentnted Loads (lb) va: 9rJw.o 19) 14th Sphkkr Load Lumbrlnsnase=i.25. Plate Incnass=l.25 Uniform LM& @if) Concatratsd Loads (lb) Vnt: 1-3=-34.0.3-4=-34.0.4-6=-34.0, 1-7-20.0 Vert: 8-Mo.0 20) 15th Sprinkk Load Lumbarlncnars=1.25. Plab Incrased.25 Uniform LMdS @W) vert: 1-3r34.0.3-4r34.0.44r34.0. 1-7-20.0 Vert: 7-M0.0 Concentrated LM& (lb) ?ob , 1 1 ROOF TRUSS TI6 A0397 1050 Grand Avenue Carkbad, CA Ply Qly TNSS Type TNS RllW01 Landmark TNS and Lumkr, Abbotrford. B.C.. VZT4L4 4.201 SRI o Nw 16 2000 MiTek Industries, Ins. Tue Jan 15 l1:09:M 2W2 Page 1 (op6onal) I 4.2-2 7-%10 4-2.2 3-74 6-3-14 14-16 I S-1.i 1:54.7 3x6 II 1; 2 I7 8 18 7 2A Ii 1x4 /I 3x8 = 1x4 I1 3x8 = I I 2412 , 4.2.2 , 2412 7-%IO 14.6 3-74 W4 62-14 Phte Mlrsb a,n: [l:C-l-l3,EdgsI, l4:030.C-1-41 LOADING(psQ SPACINO 244 TCLL 16.0 TCDL 17.0 Plates Incnase 1.25 Weight: 61 Ib 1st LC LL Min Udd = 360 (Mae) Code UBC971ANS195 BCDL 10.0 Rap Stnsr lnsr YES BCLL 0.0 Lumber Inmas. 1.25 CSI PLATES DEFL in (bc) Vdsn TC 0.84 He-) 0.01 7 nh WB 0.69 ve,t(n) 4.20 7-8 ,704 BC 0.65 VarI(LL) -0.13 7-8 ,999 GRIP 1971144 MI120 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No2 WEBS SLIDER LsR2 X 6 SPF No2 C-114 2X4SPFShld BRACING TOP CHORD Sheathed 0,604 05 purlins. excspt end vahb. BOT CHORD Rigid csiiing di- applied or 604 oc bracing. REACnONS(1bkke) 7=4771Mschanical. 10=72WX-2 MaxHorr10307(badcase4) Mex Grav7=599(bad case IO), 10=818(load -e 11) TOPCHORD 1-237, 2-11=103.511=146,3-12”267,4-1~”226,4-13r218. 513~218.514”128,614=47, e”79 FORCES (lb) - First Load Cars Only WEBS BOTCHORD 1-1~r9~,1~-15r9~.10-1~r9~,9.1~~~.4-17;636.a17~, 618=642.7-18=e42 NOTES I) ThiL buss has been desiped for the wind lo& gsnemtd by 80 mph winds at 34 It above gmund Iwel, wing 17.0 pat top chord dead load and 10.0 pat bottom chord dead load. 1w m( lrom hu-ne weanline, on an ormpancy =~@OIY I, mndtiDn I snckoed building, wind. If wmhes axbt, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip incrsare b 1.33 4-9”18.5-9r494.5-8=93. C7=-642,510~6Jg, 38=442 of dimensions fl by €4 fl with axpure C ASCE 7-93 per UBC971ANS195 If end vellicak M cantilsvers exxist. thy are owed to LOAD CASEIS) Standard Except: 6) 1st Sprinkler Load Lumber In-se-1.25. Plate increase-1.25 - January 15,2002 ;ob . Truss Typ TWS Oty 1050 Grand Avenue Cahbad, CA Ply R115M01 A0397 1 1 ROOF TRUSS T16 Landmark Truor and Lumber, Abbotsford. B.C.. VZT4L4 (opbbnsl) 4.201 SR1 s Nov 162000 Mihk Indubios. Ins. Tuc Jan 15 11:09:502002 Page 2 LOAD CASE(S) 7) 2nd Sfinkbr Load: Lumber Insmarc-1.25, Plate Insroaso=1.25 uniform Loads @If) Concentrated Loads (lb) Vert: 14=-34.0.4-5=-34.0. 5634.0.1-7=-20.0 Vert 12=300.0 8) 3d Sprinkler Load Lumbr lncrease=125, Plsts lncrease=1.25 uniform Loads (Pn) Concentrated Loads (Ib) va: 1434.0,4-5W.0,5-634.0. 1-7~20.0 Veti: 13~300.0 9) 4th Sprinkler Load Lumber lnsnats=t.25. Plate Increcso=l.25 Uniform Loads (PO Concentrated Loads (Ib) Vert: 1-434.0,4-W.0.5-6=-24.0, 1-7~20.0 Vert: 14=-300.0 IO) 5th Sprinkbr Load Lumber Incmara=1.25. Plate Incrsassl.25 Uniform Loads @If) Concentratad Loads Ob) Vert: 14=-34.0,4-534.0.5-6=-34.0. 1-7r20.0 11) 6th Sprinkler Load Lumbr Incmase-1.25, Plate lncrsm1.25 Vert: 6=-MO.b ' Uniform Loads (plo Concentrated Loads flb) Vert: 14"34.0.4-5=-34.0.5-6=-34.0,1J~20.0 12) 7th Sprinkler Load Lumbrlnc-e=l.25, Plate lnaese=l.25 Vert: 1~300.0 ' unifwm Loads (PW Vert: 14=-34.0.4-534.0,56~.0.1-7=-20.0 Concentratad Loads lib) C-ntratad Loads (Ib) Vert: 1434.0,4-5r34.0.5-6r34.0. 1-7~20.0 Vert: 4=-3W.O 14) 9th Sprinkler Load Lumbr Incrsars=125. Plate Incrsare=l.25 Unifwm Lads (plf) Concenhted Loads @b) ~ ~ ~~ Vert: 14r34.0. 4-5=-34.0. 56W.O. 1-7-20.0 Vert. 5"300~0 15) 1Gih Sprinkler Load Lumbrlncmaos=l.25, Plate Incnare=l.25 . ~ uniform Loads (PM Concalmtad Loads (Ib) Vert: 14=-34.0.4-534.0,5634.0. 1-7~20.0 Vert: 15=-300.0 16) 1lm Sprinkler Load Ludr Inc-s=l.25. Wale lnsnose-1.25 Uniform Lwdr @If) Concentratad Loads Ob) Vert: 14=-34.0.45=24.0. 5634.0, 1-7-20.0 Vert: 16=-300.0 17) 1m Sprinkler Load Lumbr lncrsass=1.25. Plate lnsn~=1.25 uniform Loads (pH) Concenbasd Loads (Ib) V& 14=-34.0.4-5=-34.0.5634.0.1-7r20.0 Vert: 17-Joo.0 18) 1% Sprinkbr Load: Lumber Increase-1.25, Plate Increare=l.25 Uniform Loads @If) Consonbatad Loads flb) Vort: 1-4=34.0.4-5=44.0.56=-34.0.1-7~20.0 19) 14th Sprinkler Load Lumbr lncrsasse=1.25. Plate lnsrew=1.25 vart: 18%30d.O unifon Loads (PM V& 14=.34.0.4-5=-34.0, M.0. 1-7r20.0 Concentratad Loads (Ib) vert: los300.0 20) 15th Sprhkbr Load Lumbr lnsmue=1.25. Plale Insnase=l.25 Uniform Loads @If) Concentrated Loads (lb) Vert: 14=-34.0.4-5=-34.0. 5-634.0.1-7r20.0 vert: 0=.3W.O 21) 16th Sprinkler Load Lumbalnsnasso=l.25. Plate Insrew=1.25 ' 1050 Grand Avenue Carkbad, CA Pb Oh, Tm Type TrUSS Job ' A0397 1 1 ROOF TRUSS TI 6 RliM401 landmark TNSS and Lumbar, Abbotrfod, B.C.. V2TbL4 4.201 SR1 o Nov 16 2oW MiTek Industries. Inc. Tus Jan 15 11:W:M 2CQ2 Page 3 (optionnl) LOA0 CASEW * ;ob , Tu* Two Typ oty Pty 1050 Gmnd Avenue Cahbad. CA A0397 I 1 ROOF TRUSS TI7 RH50402 (optional) Landmark Truss and Lumber. Abbotsford. B.C., V2T-6L4 4.201 SRI s Nw 16 2WO MiTck Industries, ins. Tus Jan 15 11:1009 2w2 Page I I 6-2-2 6-2.2 I 9-9-10 3-76 14-16 4-514 3x4 ti 6 sei. = 1:5(.7 5x6 = n r i 2x4 ii IXA /I 3x8 = 4ut = I I 2d.12 6-22 3.010 3.76 ICld 4314 LOADlNG(pf) 1 SPACING TCLL 16.0 Plate increase 1.25 I DEFL Vsrt(LL) -0.05 74 ,999 in (bs) Vdsfl I MiiZO PLATES ORiP 1971144 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or Mu) OE purlii. except end vsrkab BOT CHORD Riga ding direcGy applied or604 oc bracing. WEBS ZX4SPFShld SLIDER Len2 X 6 SPF No.2 0-110 REACTIONS(iWsi2s) 74771Mechsnislll. 10=725mY) Max Horrl0=307(load case 4) Max Grav7=599(load case 10). 10=81Qload -e 11) FORCES (Ib) . Firrt Load Case Only TOPCHORD 1-2~2,2-11~.J-11=1U,3-12~1.4-12~91,4-13~-365.613rJ65,5-14=-75.61431.67~121 WEBS BOTCHORD 1-15=-79.10-15=-79, 10-16=-79.9-16~79,9-17=420.617=420.8-18=424,7-18=424 4-9=.82.5-9=-73,~=78,5-7=-513,510=436,3-9=482 NOTES 1) This tnur has been dsigned for the whd loads gswmted by BO mph winds at 34 n above gmwd id, using 17.0 @top chord dead load and 10.0 pd bottom chord dead load, 100 mi hom hunisane -anline. on an -pansy category I. mndi6on i enbed building. wind. I -he exist. they are not emceed b wind. The lumber DOL increase is 1.33. end the piate grip increase is 1.33 of dimensions 2w R by 60 with exposure C ASCE 7-93 per UBC971ANSi95 I end wrticalr or cantilev- Oxbt. they are WWSed b 2) Provide bdoqvate drainag; b preventwater ponding. 3) Thir tnur has been designed for a 10.0 pd bottom chord live load nonconwrnnt with any Dmsr he l~dr pr Table No. 166. UBC-97 LOAD CASE(S) Standard Except: 6) 1st Sprinkler Load Lumber Insreats=l.25. Plate increars=l.25 unifDrm Loads (pi0 Vert: 14=24.0,4-5=54.0.5-6=-34.0.1-7~20.0 Concenbatsd Loads (Ib) Vert: 11=3W.O * 10M Grand Avenue Cartrbad. CA Pty Oty TNSI Type TW** Job ' A0397 R1150402 TI7 1 1 ROOF TRUSS Landmark Two and Lumber, Abbdsfod, B.C., V2T-614 4.201 SR1 I Nov 16 2wO Mihk Indltrtriot, Inc. Tus Jan 15 11:1009 2W2 Page 2 foptional) LOAD CASEIS) 7) 2nd Sprinkbr Load Lumber Insra~so=l.25, Plate lnsreass=1.25 Uniform Loads (pl0 Concentrated Loads (Ib) Vert: 14sJ4.0,4-5=34.0.5-6sJ4.0.1-7~20.0 vert: 12=.4m.O 8) 3rd Sprinkler Load Lumber Inue~=1.25. Pbte Incmass=l.25 Uniform Loads (piQ Concentrated Loads (Ib) vert: 14s34.0.4-5=34.0.5-6=-34.0.1-7=20.0 Vert: 13=-JW.O 9) 4th Sprinkler Load Lumber lncreass=1.25, Plab Incrrass=1.25 uniform Loads (PiQ Consentratad Loads Ob) vert: 1-4=34.0.4-5sJ4.0,56sJ4.0. 1-7r20.0 Vert: 14-300.0 Io) 5th Sprinkler Load Lumber Incraass=l.25, Plde Inmase=I.ZS Uniform L~ds (PO Consentratad Loads flb) Vert: 14sJ4.0.4-5W.O. W.0. 1-7=-20.0 Uniform Loads (piQ Concentratad Loads Ob) Vert: 14~.0.4-5=34.0, MsJ4.0,1-7;;20.0 vert: IrMo.0 12) 7th SDrinklsr LM~ Lumbsr Ins-em1.25. Plate Inusare=1.25 ' Unifo'm Loads (PI0 Vert: 14~.0,4-5=34.0.5-6~.0,1-7~20.0 vert: 3-300.0 Concsntnled Loads (Ib) 131 edh Snrinklar Load Lumber Increaas=l.25. Plate Incnare.1.25 ' U"if0rm Loads (PO Concanbatad Loads Ob) Vert: 14W.O.4-5W.0.5-6=34.0. 1-7=ZO.O vert: 43-3w.o 14) 5th Sprinkbr Lo& LuWr Incnme=l.25, plate Increass=l.25 unifm Loads (PiQ Concentrated Loads (Ib) Vert: 14sJ4.0.4-5-34.0,5-6~.0,1-7~20.0 Vert: 5r300.0 15) 10th Sprinkler Load Lumber Insraase=l.25. Plate lnaaeo=1.25 Unbrm Loads (PI0 Concentrated LM& flb) Vert: 14"-54.0,4-5=34.0.54sJ4.0,1-7=-20.0 16) Ilthsprinklsr Load Lumberlncrssss*125. Plat0 buears=l.25 Vert: 15=-30d.d 17) 1% Sprinkhr Load Lumber Increars=l.25. Wte Inmass=1.25 Vert: 163-306.0 uniform Lods (PHI Concanbatd LM& flbb Vert: 14W.O.4-5W.O. 5-6W.O. 1-7=20.0 ~ ~~~~ q8) 13th Sprinkhr Load Lumberlnsmts=I.Z5, Plate Inaears=l.25 Vert: 17r30d.0 Unifo& Loads (piQ vert 14sJ4.0,4-5W.O, 5-6sJ4.0. 1-7rZO.O Consmtratad LMdr Ob) vsrt 18rJW.O 19) 14th Sprinkbr LM~ Lumber lncn~e=1.25, Plate ln-e=1.25 UniformL~ds (PO Vert: 1-4W.O.4-5s34.0.54W.0, IJ=ZO.O Concentrated Loads Ob) v*rt: 1oiJw.o to) 15U1 Sprinkbr Load Lumbsrlncrsare=l.ZS. Plate Inu-=l.25 Unbrm Loads (piQ Concenbated LM& (Ib) Vert: 14W.O.4-5s34.0.56sJ4.0. 1-7=20.0 vert 9=Mo.o 21) 16th Sprhklsr Load Lumber Insrams=l.25, Plate lna~sa=1.25 ?ob . T- Type TW*S Qty 1050 Gnnd AvcnusCahbad. CA Pty R1150402 A0397 1 1 ROOF muss TI7 Landmark Tnur and Lumber. Abbotrford. B.C., VZTbL4 4.201 SR1s Nov 16 tow Mil& Indusbisr. Inc. Tus Jan 15 11:1009 2wz Page 3 (Optad) LOAD CASE(S) uniform Loads @if) Vert: 14r34.0.4-5=-34.0, M=24.0,1-7=-20.0 vert: arMO.0 Concantrated Loads (Ib) 22) 17th Sprinkler Load: Lumber Incnaro-1.25. Plats lncnase=1.25 Uniform Loads (pif) Concentrated Loads (la) Vert: 1-4=.34.0,4-5=44.0.5-6=54.0. 1-7=-20.0 Vert: 7m.O Job , TNII Landmark Truss and Lumbsr. Abbokford, B.C., VZT4L4 4.201 SRI 0 Nov 16 Moo Mirak Industries, Inc. Tus Jan 15 11:1027 ZWZ Page 1 1 1 ROOF TRUSS TI8 A0397 1050 Gnnd Avenue Carkbad, CA Pb Oty TWS Type R1150403 (Optbd) I 4-2-13 4-2-13 I 8-2-2 3-115 11-9-10 3-74 14-1-8 2.3-14 3x4 II I 24-12 8.2.2 11-9-10 2412 5.9.6 3-74 2.3-14 14-14 1 Plats 0% KV): [1:0-1-13,Edgs~40-44.0”121 LOADING(pf) TCLL 16.0 PLATES GRIP DEFL CSI SPACING 2-04 in (!.x) Vdd Plates I”cT..sn 1.25 TC 0.52 TCDL 17.0 Lumber Increase 1.25 BCLL 0.0 BC 0.48 verl(n) -0.14 9-10 ,999 Rep Stress lncr YES BCDL 10.0 Code UBC97iANS195 WB 0.26 Horz(n) -O.W 7 nla VSrl(LL) -0.10 e10 ,999 MllM 1971144 (Matrix) Weight: 68 Ib 1st LC LL Mi” Vdetl= 260 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No2 BRACING TOP CHORD Sheathed or €44 oc purlins, exmpt end vedhb. BOT CHORD Rigid ceiting dim applied or 60-0 oc bncing. WEBS 2X4SPFSWd SLIDER LaR2X6SPFNo.20-11-0 REACTIONS(lblri2s) 7=4771Machanbl, 10=72yOM MaHo~IO=307(bad-4) Mlu Grav7=5W(bsd case IO). 10=818Ooad -e 11) FORCES (lb) . Firsl Load Case Only TOP CHORD 1-2=40.2-11=55,3-1 I=85.3-12=477.4-12-403.4-13=-379.5-13=-379.5-14=35,6-14=~. &742 WEBS 3-9=412.4-9=188.5-9=240.M=51,5-7=448.2-10”627 NOTES 1) Thii byu has been designed for the wind loads generated by 80 mph windr at 34 R above gmund level, using 17.0 @top shd dmd load and 10.0 pi bonDm chord dead load. 100 mi hom hu-ne o-mlino. on an occupancy catagory I, mndtiDn I embed hading. wind. I wrches exist. they are not exposed to wind. The lumber DOL in-m io 1.33, and tha plats g“p iwmase k 1.33 of dimnsiow Mo R by 60 fl with sxpoaure C ASCE 7-93 per UBC971ANS195 I and vsrticats or cantllwsn exkt they are -4 to BOTCHORD 1-15=-a. 10-t5=24.10-16r24. 9-16=-24,9-17=2~5, a17=215, a18=217.7-18=217 2) Pmvids idequate dninagb to pmveniwatsr ponding. 3) This trusr has boon dssigned for II 10.0 pi bonDm chord live bad nonmcumnt with any other live l~ds pr Tabla No. I€-% UBC-97. 4) Referto girder($) for buss to truss mnndbnr. 61 Load caasb) 6.7.8.9. 10. 11. 12, 13. 14. 15. 16, 17, 111.19.20.21.22 has bosn modfisd. Building designarmst wbw loads to 5) This buss he bwn designed vi+^ ANSllTPl11995 srite6a. LOAD CASEIS) Standard Except: 6) 1st Sprinkler Load Lumkr lncnase=1.25. Plate Incrsase=1.25 uniform Loads (Pifj Vcrl: 14=34.0.4-5=34.0. 5-6=-3&0,1-7=-23.0 Conscntratad Loads llbl volt: lI=330d.O January 15,2002 ?ob , Truss Landmark TNSS and Lumber, Abbobford, B.C.. V2T4L4 4.201 SRI s Nov 16 2000 MiTek Indurtricr. Inc. Tus Jan 15 11:10;28 2002 Pago 2 1 1 ROOF TRUSS T18 A0397 Pty 1050 Grand Avenue Carkbed. CA Qty Twss Typo R1 ISM03 optional) LOAD CASE(S) 7) 2nd sprinkbr Load Lumber lnsrears=1.25. Plate Insr-=l.25 uniform Loads (PM Concentrated Loads (lb) Vert: 14=-34.0.4-5=-34.0.5-6=-34.0. 1-7=-20.0 V& IZrJM).O 8) 3rd Sprinkler Lwd Lumber Increare=1.25, Pbto Incrsare=l.25 Uniform Loads @If) Concentrated Loads flb1 Vert: 1"34.0.4-5=-34.0.5-6=-34.0. 1-7=-20.0 10) 5th Sprinkler LM~ Lumbar Incmaserl.25. Plate Incresw4.25 Vert: 14r300.0 Consentnted Loads (Ib) Vert: 6="0.0 111 6th SDrbkbr Load Lumberlncmsse-1.25, Plats Incrsass=1.25 Un&n Loads @If) Concentrated Loads (Ib) Vert: 1-4=-34.0,4-5=-34.0,56=-34.0. 1-7=-20.0 Vert: 1-300.0 12) 7th Sprinkler Load Lumber Insmare-1.25. Plate lnMsse=1.25 Uniform Loads (pM Consanbated Loads (Ib) ~ ~~~~ ~ ~ ~ ~ Vert: 14=-34.0.4-5=-34.0. %=-34.0. 1-7-20.0 Vert: 3=-300.0 13) 8th Spmkbr Load Lumber Increase-1.25. Plate lncre.~=1.25 U"brm Loads (PM Concentrated Loads (Ib) Vat: 14=-34.0.4-5=-34.0,5-6=-34.0.1-7=-20.0 Vert: 4-300.0 14) 9th Sprinkbr Load Luhr Insrsars=1.25. Plate lnc$Mse=1.25 Uniform Loads (pM Cmncentrated Loads (Ib) Vert: 14=-34.0.4-5=-34.0. M.0. 1-7-20.0 vert: 5r300.0 15) 10th Sprinkler Load: Lumber Inc-s=l.25, Plate Incnars=l.25 uniform Loads (PO Vert: 14=-34.0.4-5~.0.~=-34.0.1-7~20.0 Concentrated Loads (lb) Vert: 15=-3CQ.O 16) 11th Sprinkbr LM~ Lumber Incmare=l.25. Plate Inaes~=1.25 Uniform Loads (pM Vert 14=-34.0.4-5=~.O,M.O. 1-7-20.0 Concentrated Loads Ob) Vert: 16-300.0 17) 12m Sprinkler Load: Lumber Inc-e-1.25. Plate InsrsMs=l25 Uniform LM& @If) Vert 14=-.?4.0,4-5=54.0.5-6=-34.0.1-7~20.0 Cmcentnted Loads (Ib) Vert: 173Jw.O 18) 13lh SDhkbr LM~ Lumber lncnase=1.25. Plate In~=1.25 unihmi LMds (pit) Vert 14=-34.0.4-5=-34.0.5-6=-34.0. 1-7-20.0 Cmnsentntaf Loads (Ib) veri: l8rJ00.0 19) 14th Sorinkbr Load Lumber Incmars-1.25. Plate Incnrss=l.25 unihmi LMds (pit) Vert 14=-34.0.4-5=-34.0.5-6=-34.0. 1-7-20.0 Cmnsentntaf Loads (Ib) veri: l8rJ00.0 19) 14th Sorinkbr Load Lumber Incmars-1.25. Plate Incnrss=l.25 ' unif& Loads @HI Conembated Loads Ob) Vsrt: 14=-34.0,4-6=-34.0. 5-6=-34.0. I-7-20.0 vert: 10--3W.o 20) 15th Sphkbt LMd: Lumber Incmsss=1.25. PI& Inm=1.25 U"brm Lomi, (pM Concentrated Losdr Ob) Veri: 14=-34.0.4-5=-34.0. 5-6=-34.0. 1-7r20.0 vert: 9m.o 21) 16th Sprinkbr Losd Lumber Insroare=l.25. PI& Incnse=l.25 TNSS 1050 Grand Avenue Cahbad, CA Piy Qly Truss Type ]A0397 * I TI 8 I 1 ROOF TRUSS R115M03 I I I I I I I loptianal) Landmark TNSS and Lurnba. Abbokford. B.C.. V2T4L4 4.201 SRI s No" 15 2ooo MiTek Indurbier, Inc. Tus Jan 15 11:1028 2002 Page 3 LOAD CASEIS) Uniform Loads (pM Concenhafsd Loads (Ib) Vclt: 1-4=340.4-5=-yI.0.5-5=-34.0.1-7=-20.0 volt: 8"Mo.O 22) 17U1 Sprhklsr Load Lumbar lnsn~lre-1.25. Plats Incr-=1.25 Uniform Loads (pM Concentratad Loads (lb) VNt: 14=-34.0.4-5=-34.0.5-6%34.0. 1-7=20.0 Vert: 7=-300.0 Job . ,"SI 1050 Orand Avenue Carlobad, CA Plv Qtv Truss Type A0397 T19 Landmark Truss and Lumber. Abbotsfad. B.C.. V2T-6L4 4.201 5R1 s Oct 25 2001 MiTek Industriss, Inc. Tus Jan 15 09 .. 50 26 2002 P '9' 1 1 1 ROOF TRUSS R1150404 loptionall .. I 5-2-13 104-2 5-3-13 50-5 I 14-34 5x6 = 2-1t6 5x6 = Scale = 1:35.1 4 11 5 II 12 8 13 7 14 6 I 2-612 24-12 7-96 3.118 143-8 3x4 I/ 3x8 = 3x4 I1 I Plate Offssts 1X.Y): H:006.03-01, 140-44.0-2-121 LOADING lprfl TCLL 16.0 SPACING Plates IhEl.... 1.25 TC 0.58 VcrtILL) -0.10 7-8 >999 TCOL 17.0 Lumber Increase 1.25 BC 0.60 VortlTU -0.15 7-8 >999 BCLL 0.0 Weight: 64 Ib 1 si LC LL Min IldsR = 360 (Matrix) Code UBC97IANSI95 BCDL 10.0 WB 0.37 Rep Stress lncr YES TOP CHORD 2 X 4 SPF No2 LUMBER BRACING BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF No2 2-5-13 2-0-0 PLATES GRIP DEFL in Ilc4 lldsfl CSI MI120 1971144 HonlTLJ 0.01 6 nla TOP CHORD Sheathed a 5-8-8 oc purlins, except end VertiEDIs. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Iblaize) 1 =608/0-&8, 6 =608/Mechanical Max HDTZ 1 =303lload case 41 Max Grav 1 =682lload case 101. 6=6821load case 91 NOTES 11 This truss has been designed fw the wind loads generated by 80 mph winds st 34 ft abms grmd lovd. wing 17.0 psi tm chord dead load and 10.0 psf bottom chad dead load. 100 mi from hurricane oceanline, on an occupancy c*tagoTy I, condition I onslosed building. of dimensions 200 fi by 60 it with exposure C ASCE 7-93 POI UBC97IANSIS6 If end verticals or Cantilevers exist, they am exposed to wind. If porches exist, they are not exposed to wind. The lumbar DOL increase is 1.33. and the plate grip inorease is 1.33 2) Provide adequate drainage to prevent water pmding. 31 This truss has bssn designed for a 10.0 psi bottom chord live lwd n~noancurrent with any other live loads pr Table No. 16-0 41 Refer to girdor(*) for truss to truss cannsctions. 51 This truss has boon designed with ANSIITPI 1-1995 Criteria. 61 This truss has bwn designed fa a moving omcentralad load of 250.01b live and 50.01b dead locatad at all mid panels and st , UBC-97. all pmsl points dong the Top Chord and Bonom Chad, nonconcurrent with any other liv- loads. LOAD CASEISI Standard J.b . ,"*S Landmark Truss and Lumbar. Abbotsfad, B.C.. VZT-SL4 4,201 SR1 s Oct 26 2001 Mim industries. Ino. Tus Jan 16 09 .. 60 27 2002 P age 1 1 1 ROOF TRUSS A0397 T20 1050 Grand Avenue Csrlsbad. CA ply (Ifv Truss Type R1160405 loptional) .. 1 5-10-5 6-105 I 11-5-2 5613 18-65 26-78 7-1-3 7-13 4x8 = 3x8 = 3x6 11 Scale = 1~53.6 3 13 4 14 5 i 10 9 15 8 16 7 17 6 8x10 // 2x4 // 5x10 = 1x4 11 4x6 = 3x4 I/ 24-12 , 11-52 1-5 26-78 -I 74-11 7-13 7-1-3 TOP CHORD 2 X 4 SPF No.2 LUMBER BOT CHORD 2 X 4 SPF 166OF 1.SE BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. Excepl: WEB 2 X 4 SPF Stud 'Exsspt' SLIDER Left 2 X 6 SPF No.2 1-2-2 REACTIONS llblrizo) 6=991/03-8.9=12W10-6-8 TOP CHORD Sheathed a 4-3-14 OF purlins. except end veRioaIs. BRACINQ 4-8 2 X 4 SPF No.2, 4-7 2 X 4 SPF No.2, 4-6 2 X 4 SPF No2 6-0-0 OE bracing: 1-9. WEBS 1 Row a1 midpt 4-8. 4-6 Max Hm 9=33611oad case 41 FORCES (Ib) - First Load Case Only TOPCHORD 1-11=43.2-11=204.2-12=-1224,3-12=-1096,3-13=-1068.4-13=-1068,4-14=-44 6-14=.44,6-6=-207 BOTCHORD 1-10=-106. 9-10s-106. 9-15=971, 8-16=971,8-16=960,7-16=960,7-17~96D.6-1~=960 WEBS 2-9=-1410,2-8=110.3-8=28,~8=136.4-7=132.4-6=-1160 NOTES 1) This tm*s has been deigned for the wind loads gonoratsd by 80 mph winds e 34 fl above ground level, wing 17.0 psf top chord dead load and 10.0 psf bmtom chad dead load. 100 mi from hurricane oceanline, on an occupancy category I. omdition I enclosed building, of dimensions 200 ft by 60 fl with exposure C ASCE 7-93 per UBC971ANS196 H end verticaIs or cantilevers exist, they are exposed to wind. If porches exist they are nm exposed lo wind. The lumba DOL increase is 1.33. and the plats grip incream is 1.33 2) Provide adequate drainage to prsvant water ponding. 31 This truss has been doriansd fot a 10.0 psi bottom chord live Iwd noncmcurmnt with any mhsr live loads pr Table No. 16.0 , UEC-97. 4) This truss has bean designed with ANSllTPl 1-1996 clsria. 6) This truss has bwn designed for II moving concentratad load of 260.01b live and 60.01b &ad located at all mid panel. and at all panel points dong the Top Chwd and Bottom Chad, noncmcurrsnt with any other live loads. LOAD CASEIS) Standard 1 Job r ,"IS Landmark Truss and Lumber, Abbotaford. B.C., V2T-6L4 1 1 ROOF TRUSS A0397 T21 1050 Grand Avenu. Carlrbad, CA PlY QtV Truss Typo R1160406 (optional) 4.201 SR1 s Oct 25 2001 MiTsk Indubl~Mr. Inc. Tus Jan 16 09 .. .. WJTET332 P age 1 I 7-8-1 tM10 20-2.1 7-8-1 I 25-7-0 5.1-7 54-15 749 4x8 = 3x4 = 3x4 II Scale = 1:M).7 3 13 4 14 5 m 2 IO 9 i 15 8 16 7 17 6 8x10 53x4 4 3x4 = 5x10 = 6x6 = 3x4 II 24-12 , 24-12 781 I 555 1M10 25-70 749 10-5-6 PlatsOff.ots IX,Yl: H:Edgs.O-l-l21. 11:0-11-9,~6-161 ,. 13.04-401-121 , ,. 17 . 0-1 . 12.0 .. 3 01 LOADING lpsfl MI120 BC 0.95 Vsrt(LL1 -0.59 6-7 >475 Lumber Increase 1.25 TCDL 17.0 TC 0.87 Plates Increase 1.25 CSI TCLL 16.0 PLATES DEFL in Llocl lldsfl SPACING 2-0-0 VartiTLl -0.95 6-7 >293 BCLL 0.0 BCDL 10.0 Rep Stress lncr YES Code UBC971ANS195 WB 0.59 (Matrix) HorzITLI 0.03 6 "la lbl LC LL Mi" lldofl = 360 Weight: 119 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed OT 3-4-13 oc purlins. OXFDP~ end vefticds. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS BOT CHORD Rigid ceiling dirscfly applied or 100-0 (~i bracing, Except: 2 X 4 SPF No.2 +Except' 2-9 2 X 4 SPF Stud, 2-8 2 X 4 SPF Stud, 3-7 2 X 4 SPF Stud 60-0 oc bracing: 1-9. WEBS SLIDER Left 2 X 6 SPF No2 1-1-13 1 Row at midpt 5-6. 2-9. 4-6 REACTIONS IIblrizs) 6 =992103-8. 9= 119610-5-8 GRIP 1971144 Max Horz 9=429(ld oase4) NOTES 1) This truss has been designed for the wind loads pnaratsd by 80 mph winds at 34 fi above grwnd Ievd. using 17.0 psi tq, ohord dead load and 10.0 psf bottom chord dead load. 1W mi from hurricane omanline, m an DOEUPI~~EY category I. cmdition I enclosed building, of dimensions 2W 11 by 60 11 with exposure C ASCE 7-93 PO. UBC97lANS195 If end verlioaI8 or Cantilevers exist, they are exposad to wlnd. If porches exiat, they are not oxpaod to wind. Tho lumber DOL inoreose is 1.33. 2) Provide adequate drainage 10 prevent wetel pmding. 3) This truss has bas" designed fw a 10.0 prf bona ohord live load noncmcurrent with any other live loads por Tablo No. 16-E 4) This truss has been designed with ANSIITPI 1-1996 Criteria. 6) This truss has been designed for a moving omcentralad load of 250.01b live and S0.01b dead located at all mid pmeb wd al and the plats grip incisass is 1.33 , UEC-97. all pad points along tho Top Chord and Bottom Chwd, noncm~urrwl with any other livs laads. LOAD CASEIS) Standard January 15,2002 ~~~ Jeb * 1 1 ROOF TRUSS T22 A0397 1050 Grand Avenue Carlobad, CA ply QtY Truss Type Truss R1150407 Landmark Truss and Lumber, Abbotsfad, B.C.. VZT-6L4 ioptimsll 4,201 SR1 Ocl25 2001 Mil3 Industrisa, Inc. Tus Jan 15 09 .. .. 50 29 2002 P age 1 i 6613 12-102 6613 1 19-2-13 25-48 6511 65-1 1 6%5 Scale = 152.9 I 6613 12-102 6613 655 1 19-513 25-p8 65-11 65.1 1 Plate Off.efa (X,Y): TCLL 16.0 SPACINQ 2-0-0 LOAOINQ ipsfl 1:00-2,03-01 14'0-6-8 0.2-01 4-8 2 X 4 SPF No.2, 6-8 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1000 00 bracing. 2 X 4 SPF Stud 'Except. BOT CHORD 2 X 4 SPF No.2 WEBS BRACINQ TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed a 3-64 OE purlins, except end veRica1s. LUMBER Weight: 11 5 Ib 1 sl LC LL Min lldsfl = 360 HoniTLl 0.05 7 "la (Malri~l WB 0.63 Rap Stress lncr YES Cads UBC97lANSI95 BCDL 10.0 0.0 VartiTLl -0.37 9-10 >E41 BCLL BC 0.89 m1120 1371144 Lumber Increase 1.25 TCDL 17.0 VsrtiLLI -0.21 9-10 >999 PLATES DRIP DEFL in (1001 lldsfl CSI TC 0.86 Plates Increase 1.25 WEBS 1 Row at midpt 6-7, 4-8 SLIDER Len 2 X 6 SPF No.2 3-2-14 REACTIDNS iIbIsizs) 1 = 110310-5-8. 7=1103/0-3-8 .. , I Ia:c-3-o.Maol Max Hm 1 =36711d CDM 4) FORCES Ilb) . Frat Load Cam Only TOPCHORD 1-2=-1961. 2-11=-1866.3-11 =-1854. 3-12=-1416,4-12=-1336,4-13=-937 5.13 936 5-14=-936, BOTCHORD 1-15=1672.1015=1672, 10-16=1672.9-16=1672,9-17=1250,8-17=1250. 8-18=33,7-18=33 WEBS 3-10~111.3-9=-485.4-9=357.4-8=-425,6-8=-437,6-8=1237 6-14=-936. 6-7=-1037 * =- , NOTES 1) This trues has boon designed far the wind loads generated by 80 mph winds -34 11 above gfwnd Iwd. using 17.0 PSI top chord dead load and 10.0 psf bonom chord dead Id, 100 mi lrom hurricane oceanline, M an occupancy category I, condition I enclosed building. of dimensions 200 n by 60 It With exposure C ASCE 7-93 par UBC971ANS195 It end verticals 01 cantilsvers exist, they are exposed lo wind. If porches exisl. they are not sxpaosd 10 wind. The lumbar DOL increasm is 1.33, and tho plats grip increase is 1.33 2) Provide adequate drainage to provenl water pmding. 3) This truss has been designed fa (I 10.0 PSI bonm chord live load nonconcurrent with any othsr live lads PI Table No. 16-6 41 This truss has boon designed with ANSlnPl 1-1995 criteria. 5) This truss has boon designed for a moving concentrated load of 250.01b live and 6O.Oib dead located at all mid panels and at , UBC-97. all panel points dong the Top Chord and Bottom Chord, nonconcurrent with any other live ioaddll. LOAD CASEISI Standard January 15,2002 Jsb . LandmsrkTwss and Lumber. K6bdrfad. B.C.. VZT-6L4 1 1 ROOF TRUSS 123 A0397 1060 Grand Avenue Carlsbad, Cn ply ow Truss Type Truss R1150408 loptionall 4.201 SR1 8 0~125 2CQ1 MiTsk Industries, Inc. Tua Jan 16 09 .. .. 60 31 ZW2 P age 1 I 58-3 5-83 I 11-014 5411 15-5-10 2011-9 5411 4-515 259-0 4-97 4x6 = 3x4 = 3x4 II 10 17 5 14 6 15 7 N r . 9 18 8 Scale = 155.4 .. . Plats Ofhis lX,YI: 1:006,03 .. 01 .. 19 04 -12.03-01 LOADINQ lpsfl SPACINQ 2-04 Lumbsr Increase 1.25 TCDL 17.0 Plates l"C,..*. 1.25 TCLL 16.0 CSI BCDL 10.0 Ccds UBC971ANS196 (Matrix) 1 sl LC LL Min lldsfl = 360 Weight: 120 Ib TOP CHORD 2 X 4 SPF No2 LUMBER BRACINQ BOT CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed a 3-7-6 oc purlins. except end verticals. WEBS 2 X 4 SPF No2 'Excopt' 1 Row at midpl 7-8, 6-8 BOT CHORD Rigid ceiling directly applled or 100-0 oc bracing. WEBS SLIDER Lefl 2 X 6 SPF No.2 2-9-2 DEFL in lloc) lldsfl VsrtILL) -0.43 8-9 >714 PLATES GRIP VartiTLj -0.68 8-9 >452 MI120 TC 0.70 BC 0.90 1971144 BCLL 0.0 HofZlTL) 0.06 8 "la WB 0.67 Rep Stress lncr YES 3-10 2 X 4 SPF Stud, 4-10 2 X 4 SPF Stud REACTIONS IIblsizd 1=1101106-8. 8=1101/0-3-8 Max Hm 1 =46lllwd oasd 4) NOTES 11 This truss has bean designed for the wind loads gansrnsd by 80 mph winds al 34 11 above grwnd level, using 17.0 prf lo(, chord dead load and 10.0 pat bonom chad doad load, 100 mi hom hurricane oceanline, on an occupancy category I, condition I sncloaed building. of dimensions 2W ft by 60 fl with oxposuro C ASCE 7-93 per UBC97lANS196 If end verticals or t ti levers exist, they am axprmad 10 wind. If potchaa exid. they are not expored to wind. The lumber DOL incree(U1 is 1.33. and the plato grip increa8e is 1.33 21 Provide adequate drainage lo prev~nl water ponding. 3) Thia truss has been designed fa II 10.0 psf bottom chord live load nonconcurrent with my other live loads per Table No. 16-0 4) This truss has been designed with ANSlFPl 1-1996 criteria. 5) This truss has bean designad fw a moving concontraled load of 260.01b live and 50.01b dead located at all mid panels md at , UBC-97. aU panel point. along the Top Chord and Bonom Chad. nonconcurrent with any other live loads. LOAD CASEISI Standard J?b , WSS IUSS Type 1050 Qmnd Avsnus Csrlrbed, CA Qty y A0397 T24 ROOF TRUSS 1 Landmark Truss and Lumber. Abbotsfad. B.C., V2T-6L4 4.201 SI1 s Oct 25 2W1 MiTsk Industries. Inc. Tua Jan 15 09 50 32 2W2 P 1 R1150409 loptiwell .. .. age 1 5 15 6 16 7 7x8 11 17 11 18 10 19 9 3x8 5 20 I 3x4 = 5x10 = 1x4 II 5x6 = I 7613 14-10-2 M2-13 7-613 i 2598 7-55 55-11 551 1 Plate Oftsets iX.Yl: IT:0-&2,03-01. 110.04 . . 12.0 .. 3 01 LOADING Ipdl TC 0.71 Plates l"cr..8. 1.25 20-0 TCLL 16.0 PLATES DEFL in (lad lldsfl CSI SPACINQ MI120 1971144 Lumbar I"E,O.OO 1.25 TCDL 17.0 VsrtlLL) -0.26 1011 >999 BC 0.96 VsrtlTL) -0.44 1011 >693 BCLL 0.0 Rep Stress lncr YES WB 0.60 HonlTLl 0.05 8 "la BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed OT 3-54 oc purlins, except and verticals. BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF No.2 .Excspt* WEBS 1 Row at midpt 7-8. 6-8 QRlP Coda UBC97lANS195 Weight: 123 Ib 1st LC LL Min lldstl = 360 (Matrix) BRACINQ BOT CHORD Rigid ceiling directly applied or 1000 DC bracing. 3-1 1 2 X 4 SPF Stud. 4-1 1 2 X 4 SPF SNd. 4-10 2 X 4 SPF Stud SLIDER Left Zi 6 SPF Ni.2 2-5-10 REACTIONS IIbldzd 1 = 110310-6-8. 8=1103/03-8 Max Hm 1 =41911oad case 4) FORCES IIbI. First Load Cars Only TOPCHORD 1-2=-1944. 2-12=-1870.3-12=-1860,3-13=-1734,4-13=-1684,4-14=-1204. 5-14=-1093, 5-15=-1062, BOTCHORO 1-17=1660. 11-17=1660.11-18=1446,1018=1446. 10-19=721.9-19=721.9-20=721,8-20=721 WEBS 3-11=-137,4-11=264.4-10=-550,5-10=112.6-10=526.6-9=98.6-8=-1133 6-15=-1052, 6-16=-19.7-16=-19,7-8=-157 NOTES 1) This tws~ ha6 been designed fa the wind loads generated by 80 mph winds at 34 fl abms ground level, using 17.0 ped top chord dad lod and 10.0 pst bottom chad dead load. 1W mi from hurricane ocealine, m en occupancy oategorv I. cmdition I anclosed building, ot dimansions 200 fi by 60 fl with exposure C ASCE 7-93 per UBC971ANS195 If end verticals Dl ~antile~ers exist. the" em ox~ooed to wind. It oorches exist. tho" are not smoaad to wind. The lumber DOL inCreaM is 1.33. and the plate grip inch. ii 1.33 2) Provide adequate drinltgs to prevent wMer pmding. 3) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads PO< Table No. 158 4) This truss has been designed with ANSIFPI 1-1995 criteria. 5) This truss has been designed far a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels ad a1 , UBC-97. all panel points along the Top Chard and Bottom Chad. noncmcurrant with any other live loads. LOAD CASEIS) Standard January 15,2002 Job , 1050 Orand Avenue Carisbad. CA PlY Truss russ Type tY A0397 LandmarkTruss and Lumber, Abbotsford. B.C.. VZT-6L4 1 12s ROOF TRUSS 1 R1150410 loptionall 4.201 SR1 s Oct 25 2001 MiTsk Induslrisa. Ino. Tue Jan 15 09 .. 50 53 2002 P .. we 1 6 14 7 11 16 10 17 9 18 a 3x4 + 1x4 11 3x4 I/ 3x4 = 6x6 = 6x6 = I 64-3 643 I 12414 60-11 lECl0 601 1 25-9-0 nata Offsets o(.Yl: 11:002,0-3-01 , I 6.0 ' - 6 - 0.0-1-1 11, 19.0 .__ 3 0,Edpel 7-56 LOADiNG Ipsf) TCLL 15.0 SPACINQ 2-0-0 Plater l"E,..*e 1.25 TCDL 17.0 Lumber Incmese 1.25 BCDL 10.0 Code UBC97lANS196 IMstrix) BCLL 0.0 Rep Stress lncr YES WB 0.87 " . TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF No.2 EX COP^* SLiOER Len 2 x 6 SPF ~0.2 3-1-7 3-1 1 2 x 4 SPF Stud, 3-10 2 X 4 SPF Stud. 5-10 2 X 4 SPF Stud VsrtILL) -0.22 8-9 >999 DEFL in (Im) lldsfl GRIP VsrtfTLl -0.34 8-9 >910 MI120 1971144 HORirU 0.06 8 "la 1st LC LL MI" lldafl = 360 I Weight: 123 Ib BRACING TOP CHORD Shsaihed or 3-7-1 1 OE puriins. sxc~pt end verticals. BOT CHORD Rigid ceiling directly appliad or lDP0 oc br-ing. WEBS 1 Row at midpt 7-8. 6-9, 6-8 REACTIONS IIblrizd 1 =110110-5-8. 8=1101103-8 Max Hm 1 =6121iwd cas0 4) FORCES IIb) - First Load Case Only TOPCHORD 1-2=-1960.2-12=-1868, 3-12=-1856,3-4=-1450,4-6=-1379, 6.13=.849, 6.13=.711, 5.14=.30 BOTCHORD 1-15=1673, 11-16=1673.11-16=1673, lDlB=1673,10-17~1275,9.17=1275,~.~8=728,&~~=7~8 WEBS 3-1 1 =102, 3-10=-450, 5-10=339. 6-9=-760, 6-9=646, 6-8=-1068 7-14=-30. 7-8=-220 NOTES 1) This truss has boon designed for the wind loads gsnsmtod by 80 mph winds m 34 fi above grand iavd, using 17.0 psf top chord dead load and 10.0 psf bottom chwd dead load, 1W mi from hurricane meanline, on an DEcupanoy category I, condition I enclosed building. of dimensions 200 fl by 60 fI With exposure C ASCE 7-93 per UBC97lANS196 If end VMtiCdS 01 cmtile~~r= ~~1st. thsv am sraossd to wind. If Dorshos exist. they are not ex~o~ed IO wind. The lumber DOL increase is 1.33, 4) This truss has boon designed with ANSlnPl 1-1995 criteria. 5) This truss has bean designed fw a moving concentrated load 01 260.01b live and 50.01b dead locatad at all mid psnsis and at , UBC-97. all panel polnts along tho Tap Chord and Bonorn Chord, noncmcurrent with any other live loads. LOAD CASEISI Standard Job TWSS 1060 Grand Avenue Carlsbad, CA PiV atv Truss Type A0397 Landmark Truss and Lumber, Abbotsfad. E.C.. VZT-6L4 1 1 ROOF TRUSS T26 R1160411 (optional) 4.201 SRI s Oct 26 2XImck induatris.. Ine. Tuo Jan 16 09 60 36 2002 P .. .. '8' 1 I 5-9-11 5-31 1 I 11-514 563 16-10-2 21-2-1 4-3-15 563 259-8 4-7-7 4x6 = 3x4 = 6 16 7 17 6 3x4 II Scale = 1:S.Z 5.00 3x6 6 1x4 11 i 5-9-11 1Slc-2 ZW 5-31 1 5-63 %63 6114 11-3-14 3x4 = 5x10 = 6x6 = I Plate Offsets (x,Y): 11:006.06-21, lm:04-12.0 .. 3 01 LOADINQ Ipsfl TCLL 16.0 SPACINQ 2-0-0 TCDL 17.0 Plats. tncrea.. 1.26 TC 0.67 Lumbar Increase 1.26 BC 0.97 BCLL 0.0 BCDL 10.0 Rep Stress lncr YES WB 0.73 Code UBC971ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 CSI WEBS 2 X 4 SPF No2 'Except' 3-12 2 X 4 SPF Stud. 3-1 1 2 X 4 SPF Stud, 6-1 1 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF No2 2-9-16 DEFL VsrtlLU -0.39 3-10 >789 in (I_) lldafl PLATES GRIP MI120 VortrL) -0.64 3-10 >484 HonlTLl 0.05 9 "la 1st LC LL Min Ildsfl = 360 Weight: 126 Ib 1371144 BRACINQ TOP CHORD Sheathed or 3-6-12 OE purlins. except end verticals. BOT CHORD Rigid wiling directly applied or 1000 OE bracing. WEBS 1 Row at midpt 8-9. 7-9 REACTIONS Libl.iral 9 = 110310-3-8, 1 = 110310-6-8 Max Horz 1 =4701load case 41 NOTES 1) This truss has been dssignsd for the wind loads generated by 80 mph winds at 34 ff above ground level, wring 17.0 psf top chord dead load and 10.0 pst bottom chad dead load, 1W mi trm hurricane oceanline, on an ~supansv catsgorv I. condition i anclosed building, of dimensions 200 ft by 60 ft with exposure C ASCE 7-93 per UBC97lANSI9S If end verticals w cantilevers exist. they are sxpoasd to wind. If pwchoa dm, they are not sxpoaed to wind. The lumber DOL inCrmM is 1.33, and the plate grip incroaso is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has bssn designed tor a 10.0 psf bonom chord live load nonconcurrent with any other live loads pol Table No. 16-6 4) This 1ru.s has been designed with ANSITTPI 1-1996 criteca. 6) This truss has bssn designed for a moving concontratad load of 260.01b live and 60.01b dead localad at all mid panels and at , UBC-97. all panel points along tho Top Chord and Bottom Chord. nonconcurrent with any other live loads. LOAD CASEIS) Standard January 15,2002 QtV 1050 Grand Avenue Cadsbad, CA PlV ROOF TRUSS R1150412 1 1 Ioptim.41 4.201 sR1 s Oct Zi 2001 MiTsk Industries. Inc. Tus Jan 15 09 50 36 2002 P .. age 1 .. I 7-0-3 13-8-14 20.510 259-0 74.3 I 6811 6811 7i8 9 556 3x6 I1 Scale = 1:67.3 5.00 ylz- 6 15 7 7x8 /I 16 11 17 10 18 9 19 8 3x4 + 1x4 11 6x6= 4x4 = 6x6 = 3x4 5 I 7-04 15814 20510 259-0 I 7-03 6811 6811 53-6 Plats offsets 1X.Y): 1:002,Q6 . 21 , 16 ._ ., 0 40 0 .. 2 21 , 110.0 3 0,Ednel .__ LOADINQ lprf) DEFL TC 0.79 Plate. I"Er..*e 1.25 TCLL 16.0 CSI SPACING 2-0-0 HorzlTU 0.05 8 "la VsrtVL) -0.40 1011 >774 WB 0.79 Rep Stress lncr YES BC 0.91 BCLL 0.0 Lumber Incrsase 1.25 MI120 TCDL 17.0 PLATES GRIP in Iloc) lldefl VsrtlLL) -0.23 101 1 >999 1371144 BCDL 10.0 Weight: 128 Ib 1st LC LL Mi" lldsfl = 360 (Matrix) Code UBC97IANSI95 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 'Except' 3-1 1 2 X 4 SPF Stud. 5-10 2 X 4 SPF Stud SLIDER Lsll 2 X 6 SPF No2 3-6-13 REACTIONS Ilblsizsl 8=110110-3-8. 1=1101/05-8 BRACING TOP CHORD Sheathed a 3-9-3 OE purlins. except end VeRiCaIs. BOT CHORD Rigid ceiling direotk applied or l0C-0 oc bracing. WEBS 1 Row at midpt 7-8. 5-9. 6-8 Max Hm 1 =564lload case 41 4) This lwss has been designed with ANSITTPI 1-1995 Eliteria. 6) This truss has been designed fa II moving concentralad load of 26O.Olb live and 60.01b dead loeatad at all mid panels ad a1 , UBC-97. all panel points along tho Top Chad and Bottom Chad, nonconcurrent with my other live load.. LOAD CASEIS1 Standard Job a WSS russ Type C260 Grand Avenue Carlsbad, CA Ply Qtv A0391 T28 ROOF TRUSS 1 4 R1160413 Landmark Truss end Lumbar. Abbotsford. B.C., V2T-6L4 4.201 sR1 s Oct 25 2001 MiTsk Industries, Inc. Tua Jan 16 09 .. 60 37 2002 P age 1 (optionall .. 2412 , 2412 610-6 I 9-3-2 1650 7-1-14 3x6 II 4 Scde = 150.5 8 12 7 13 6 14 5 3x4 /I 3x4 = 2412 , %-2 2412 6106 LOADINQ lp'f) Plates I"EI.... 1.26 2-0-0 TCLL 16.0 PLATES GRIP DEFL in lloc) lldsfl SPACINQ MI120 BC 0.12 Lumbr Increase 1.25 TCOL 17.0 VsrtlLL) -0.22 6-6 >757 TC 0.72 CSI VertlTLl -0.31 6-6 >631 BCLL 0.0 BCOL 10.0 Rep Stress lncr YES WB 0.31 HorzlTL) -0.01 6 nla Code UBC971ANS195 (Matrix) 1st LC LL Min lldofl = 360 Weight: 73 Ib 4x4 = 4x6 = i 1650 7-1-44 1971144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud 'Except. 4-5 2 X 4 SPF No.2, 3-5 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed w 6-8-14 oc purlins, except and vaticds. BOT CHORD Rigid ceiling diroelly applied or 6-04 oc bracing. WEBS 1 Row at midpt 4-5. 3-5 FORCES IlbJ - First Lwd Casa Only TOPCHORD 1-8=-17,1-9=-22.2-9=36.2-10=-646,3-10=-489,3-11=-131,ell=47.4-6=-196 BOTCHORO 8-12=-76.7-12=-76.7-13=31, 6-13=31,6-14=621, 5-14=521 WEBS 1-7=112. 2-7=-709.2-6=604, 3-6=22, 3-6=-682 NOTES 1) This truss has been dosignsd fw tho wind loads generated by 80 mph winds at 34 ft above grtund level, using 17.0 psi top chord doad load and 10.0 psf bottom chrrd dead load. 100 mi from hurricane ocssnlins, m an occupancy category I, condition I snclsed building. of dimensions 200 fl by 60 fl with expo~re C ASCE 7-93 per UBC971ANS195 If end VeItiCaIs or cantilever8 exist, they are exposed to wind. If porches exist, thsy are not oxpored to wind. Tho lurnba DOL increase is 1.33, and the piate grip increase is 1.33 2) This truss has been designed fw a 10.0 pd banm chord live load noncmcurlsnt with any other live loads per Table No. 16-0 3) This truss has been designed with ANSliTPl 1-1996 criteria. 4) This truss has been designed for a moving concentrated load of 260.01b livm and 50.01b dead located at all mid panels and at , UBC-97. dl panel points along the Tap Chord and Bottom Chwd, nonoon~~rrent with my other live lads. LOAD CASEIS) Standard Job ,us= Truss Type aty Ply 1050 Grand Avenue Csrlsbad. CA A0397 T28A 1 4 ROOF TRUSS R1150414 Landmark Truss and Lumber. Abbotsfad. kc.. V2T-6L4 4,201 SR1 I oct 25 2M)l MiTsk Industries. bC. Tus Jan 16 09 50 38 2002 p (wtiondl .. .. age 1 -2-24 , 7-1-2 14-30 2-24 7-1-2 7-1-14 i 3x6 11 Scde = 1:50.5 3 6 9 5 10 4 3x8 II -2-24 , 7-1-2 2-20 7-1-2 4x4 = 4x6 = I 14-30 7-1-14 " ~ Plats onset* IX.V): ll:Edga.0-2-81 TCLL 16.0 LOADING (psfl PLATES QRlP DEFL in (Iml lldsfl TC 0.80 Plates l"E,e.*e 1.25 CSI SPACINQ 2-0-0 vsrt(LL1 -0.22 4-5 >761 TCDL 17.0 Lumber Increme 1.25 BC 0.72 BCLL 0.0 Rep Stress incr YES VcrtlTL) -0.31 4-5 >633 WB 0.32 Hon(TL1 -0.01 4 nla MI120 1371144 BCOL 10.0 lsl LC LL Min lldsfl = 360 (Matrix1 Coda UBC97/ANS195 Weight: 65 Ib TOP CHORD 2 X 4 SPF No.2 LUMBER BRACING BOT CHORD 2 X 4 SPF No2 TOP CHORD Shsalhod or 5-7-14 OE purlins, excop1 end varlicds. WEBS 2 X 4 SPF No2 *Ex~spt' 1 Raw at midpt BOT CHORD Rigid ceiliw directly applied or 3-1-12 oc bracing. WEBS 1-5 2 X 4 SPF Stud, 2-5 2 X 4 SPF Stud 3-4, 2-4 REACTIONS Ilblsizal 6=600103-8. 4=60010-3-8 Qty 1OKO Grand Avenue Carlsbed, CA Ply R1160415 ROOF TRUSS 1 1 4.201 SR1 s Oct 26 2001 MiTsk Induaviss. Inc. Tue Jan 16 09 60 39 m2 P loptimall .. .. a90 1 I 55-0 1084 161-4 550 5-24 5-50 21412 , 2534 5.00 158 SX6 =5108 5x6 = 5 6 Scale = 1S7.4 12 11 10 9 8 7 3x4 II 5" 4x4 = 3x0 = 7x8 = I 1084 1s" 21412 , 25-34 5" 650 538 5108 5x6 = 3x8 )I 550 plate Offsets 1X.Y): Piales Increme 1.26 TCLL 16.0 2-04 . 19.0-4-0.0-4-81 DEFL CSI SPACINQ LOADING ipsfl 6:03-0,&2-41 ' Lumber lncrsa8e 1.25 TCDL 17.0 VertiLLl -0.05 9 >999 PLATES TC 0.58 in iIm1 lldafl Weight: 181 Ib 1st LC LL Mi" I/dafl = 360 IMatrixI Code UBC97lANS196 HorziTLl 0.01 7 nla BCOL 10.0 VsrtiTLl -0.12 9-10 >999 BC 0.39 m1120 197/144 LUMBER BRACINQ TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed OT 6-14 M: purlins, except end vortical*. BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpl 1-12. 4-10. 6-8 QRlP BCLL 0.0 WB 0.80 Rep Stress lncr NO BOT CHORD Rigid coiling directly applied or 10-0-0 M: bfacing. 2 Rows st 113 pis 6-7 REACTIONS Ilblrizs) 12=1167103-8.7=1631/0-3-8 MaxHm 12=62711odcass4~ FORCES lib1 - First Load Case Only TOPCHORD 1-12=-1111, 1-2=-696,2-3=-1036.3-4=-1036,4-6=-1232.6-6~-660,6-7~-1681 BOTCHORD 11-12=18,10-11=696,9-10=1062.8-9=671,7-8=8 WEBS 1-11=1169.2-11=-848,2-10=689,3-10=-346,4-10=-44,4-9~-774,6-9~1026,6-8~-762.6-8~1680 4) This truss has been designed with ANSIfTPI 1-1996 criteria. , UBC-97. 51 Load 1 has baen mdified. Building designer must review loads 10 verily that they are COrreCl for the intended "sa of 6) assign 4x2 (flat aimtation) purlins at oc spacing indicated, frstonad to truss TC wl 2-lOd nails. 7) special hangsrls) or cmnootionis) required to support cmomlratad loedlsl 660.01b down 01 21-3-4 on bottom chord. this truss. ~esign for unspecified connectionid is delegated 10 tho building designer. LOAD CASEIS) Standard Except: 11 Rsgulsr: Lumbar lncreaso=1.26. Plate insrsase=1.26 Uniform Loads lplfl Van: 1-4=-6s.0.4-6=-66.0, 6-6=-66.0, 7-12-20.0 Concentrated Loads Ob1 vsn: 8=-660.0 Job . ,“S* russ Type Landmark Truss and Lumbar. Abbotaford. B.Cm 12 A0397 T36 ROOF TRUSS 1050 Grand Avsnus Carlrbad. CA QtY R1150416 loptionall 4.201 SR1 s Oct Zi 2001 MiTsk Industries. Inc. Tua Jan f5 09 50 40m P .. .. W’ 1 0 1 n 5 8 4 Scale = 1:16.4 31012 LOADINQ lp*fl TCDL 17.0 TC 0.24 Plates Increase 1.26 TCLL 16.0 SPACING VartlLLl -0.03 4-5 >999 Lumbsr Incroaso 1.25 MI120 BC 0.62 VsrtlTLl -0.06 4-5 >706 BCLL 0.0 BCDL 10.0 Rep 511ees lncr NO Code UBC97lANS196 WB 0.10 HonITU 0.00 4 “1s (Matrix) 1st LC LL Min lldsfl = 360 Weight: 42 Ib 20-0 PLATES GRIP DEFL in llos) lldsfl CSI I971144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud BRACINQ TOP CHORD Sheathed a 3-1012 oc purlins. except end verticals. BOT CHORD Rigid ceiling directly applied or 100-0 DE bracing. REACTIONS (Iblsirsl 5=6561Mochanical, 4=655/Machanical Max Hon 5 = 179lload case 41 Max Uplift4=-37lload EDU) 41 Max Grav 5 = 10971lod EM^ 61, 4= 1097114 cam 9) FORCES (Ibl - Firm Load Case Only TOPCHORD 1-6=-67, 1-6=0, 2-6=0. 2-7=0. 3-7=0, 3-4=-57 BOT CHORD 6-8=374.4-8=374 WEE 2-5=-675. 2-4=-675 NOTES 11 This tmSD has been designed fa the wind loads generated by 80 mph wjnds a 34 n above prwnd level, using 17.0 psi top chord dead load and 10.0 prf bonom chad dead lmd. 100 mi from hurrmans ocemline, on an occupancy oatitagwq I. condition I enclosed building, of dimendons 200 fl by 60 ft with oxposurs C ASCE 7-93 per UBC97lANS195 If and vsrticds or cmtile~ers exist, they are exposed to wind. If porches exist, they we not sxpaed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Provide adowate drainage to prevent water ponding. 31 This truss has been designed for a 10.0 pal bottom chord live lDad nonconcurrsnt with any other live loads per Table No. 16-8 41 Refer lo girdarls) for truss to nuaa connections. 5) This truss has been designed with ANSlEPl 1-1995 Criteria. 6) Load cawlr) 1. 6, 7, 8. 9, 10. 11, 12. 13 has been modified. Building designer must review loads to verify that they are 7) This truss has been designed for a moving concentrated load of 250.0lb live and 250.01b dead located at all mid panels and at 81 2-ply truss lo be connected together with 0.13I1x3” Nails as follows: , UBC-97. correct fa, the intondad use of this truss. all panel points along the Top Chord and Bonom Chad, nonsonourrsnt with any other live loads. Top chords connected as followa: 2 X 4 - 2 rows at 06-0 OF. Bonom chads connected as follows: 2 X 4 - 1 row at 08-0 OE. Webs connected as follows: 2 X 4 - 1 row at 0-90 OC. for unspecified connsctionls) Is delegated lo the building designer. 9) Special hangsrls] or connectionla) required to support conomtmtad loadls) 10W.Olb down at 1-1 14 on top chord. Design LOAD CASEISI Standard Except: 1) Regular: Lvmbsr Increaso=1.25. Plate Inereaw=1.26 Uniform Loads (plf) Vert: 1-3=-66.0. 4-5=-20.0 Concentrated Lmds Ilbl Vert: 2=-1000.0 61 lm Sprinkler Load: Lumber Increars=1.25. Plat0 IncIsass=1.25 January 15,2002 Job . russ Landmark Truss and Lumba. Abbotsfad. B.C., vzT-6L4 12 ROOF TRUSS A0397 T36 1050 Grand Avenue Carlsbal, CA P~Y w Truss Type R1150415 loptionall 4.201 SR1 s Oct 25 2001 MiTsk Industries. Inc. Tus Jan 16 09:6060 2002 Page 2 LOAD CASEIS) Uniform Loads Iplfl Concentrated Loads IIbI Vert: 1-3=-34.0, 4-5=-20.0 Vert: 1 =-500.0 2=-1000.0 7) 2nd Sprinkler Load Lumber Inclemm= 1.25. Plate lncrea60= 1.26 Uniform Loads lplfl Concantrated Loads Ilb) Vert: 1-3=-34.0. 4-5=-20.0 Vert: 2=-10W.06=-500.0 8) 3rd Sprinkler Load Lumber lncre~se= 1.25. Plats lncrease=l.25 Uniform Loads lpil) Concentrated Loads Ilb) Vert: 1-3=-34.0. 4-5=-20.0 vert: 2=-1000.0 7=-500.0 9) 4th Sprinkler Load: Lumber Incrsa60=1.25, Plate InEIeasO= 1.25 Uniform Loads Iplf) Concentrated Loads Ilbl Vert: 1-3=-34.0, 4-5=-20.0 Vert: 3=-500.0 2=-1000.0 10) 6th Sprinkler Load: Lumber Increa~o= 1.25. Plate Increase= 1.25 Uniform Loads Iplfl Conoentratsd Loads IIbI Vert: 1-3=-34.0. 4-5=-20.0 Vert: 2=-1500.0 11) 6th Sprinkler Load: Lumber Incroas~= 1.25. Plate Increase= 1.25 Uniform Loads Iplfl Concentrated Loads llbl Vert: 1-3=-34.0. 4-5=-20.0 Vert: 2=-10M).08=-500.0 121 7th Sprinkler Load: Lumber Incraasa=1.26. Plate Incrsaas=1.25 Uniform Loads [plfl Concentrated Loads llbl Vert: 1-3=-34.0. 4-5=-20.0 vert: 5=-500.02=-1000.0 13) 8th Sprinkler Load: Lumbar Incraasa=1.26. Plats Inoresso=1.25 Uniform Loads lplfl Concantrated Loads IIbI Vert: 1-3=-34.0, 4-5=-20.0 Vert: 4=-600.02=-1000.0 Job . russ Landmark Truss and Lumba. Abbotsfad. B.C., vzT-6L4 12 ROOF TRUSS A0397 T36 1050 Grand Avenue Carlsbal, CA P~Y w Truss Type R1150415 loptionall 4.201 SR1 s Oct 25 2001 MiTsk Industries. Inc. Tus Jan 16 09:6060 2002 Page 2 LOAD CASEIS) Uniform Loads Iplfl Concentrated Loads IIbI Vert: 1-3=-34.0, 4-5=-20.0 Vert: 1 =-500.0 2=-1000.0 7) 2nd Sprinkler Load Lumber Inclemm= 1.25. Plate lncrea60= 1.26 Uniform Loads lplfl Concantrated Loads Ilb) Vert: 1-3=-34.0. 4-5=-20.0 Vert: 2=-10W.06=-500.0 8) 3rd Sprinkler Load Lumber lncre~se= 1.25. Plats lncrease=l.25 Uniform Loads lpil) Concentrated Loads Ilb) Vert: 1-3=-34.0. 4-5=-20.0 vert: 2=-1000.0 7=-500.0 9) 4th Sprinkler Load: Lumber Incrsa60=1.25, Plate InEIeasO= 1.25 Uniform Loads Iplf) Concentrated Loads Ilbl Vert: 1-3=-34.0, 4-5=-20.0 Vert: 3=-500.0 2=-1000.0 10) 6th Sprinkler Load: Lumber Increa~o= 1.25. Plate Increase= 1.25 Uniform Loads Iplfl Conoentratsd Loads IIbI Vert: 1-3=-34.0. 4-5=-20.0 Vert: 2=-1500.0 11) 6th Sprinkler Load: Lumber Incroas~= 1.25. Plate Increase= 1.25 Uniform Loads Iplfl Concentrated Loads llbl Vert: 1-3=-34.0. 4-5=-20.0 Vert: 2=-10M).08=-500.0 121 7th Sprinkler Load: Lumber Incraasa=1.26. Plate Incrsaas=1.25 Uniform Loads [plfl Concentrated Loads llbl Vert: 1-3=-34.0. 4-5=-20.0 vert: 5=-500.02=-1000.0 13) 8th Sprinkler Load: Lumbar Incraasa=1.26. Plats Inoresso=1.25 Uniform Loads lplfl Concantrated Loads IIbI Vert: 1-3=-34.0, 4-5=-20.0 Vert: 4=-600.02=-1000.0 J+ . Truss Truss Type i660 Grand Avenue Csrlrbed. CA ptv My A0397 Landmark Truss and Lumber. Abbotrlard, B.C.. V2T-m 4.201 SR1 s Oet 25 2001 MiTsk Industries. Inc. Tus Jan 15 09 .. 50 41 2032 P age 1 12 ROOF TRUSS T37 R1150417 loptimall .. 2-612 , 489 , 610-0, 11315 , 1652 2-512 2-1-13 2-1-7 4-515 52-3 21-11.0 5614 eX8 3100 , 2594 2x8 I1 5.00 9 10 7 Scala = 159.7 4x4 4 24-12 , 16 15 14 13 12 11 ,x8 = 4x4 = 3x4 = 5x6 = 4x4 = 4x6 x 6100 , 24-12 11-3-15 , 1662 21-11.0 4-34 e515 523 5414 3-10-0 , 2194 Rats 0tf-I~ IX,Yl: 11:0010.0-3-151. 17.0 .__ 3 0.0 . 4-41 ,. 14 .. 05 4 , 0-3 . 81 . 113:0-3-0.03-01 LOADING (psi1 TCDL 17.0 CSI 2-0-0 Plates Increase 1.25 TCLL 16.0 SPACING TC 0.49 Lumbar Increase 1.25 BC 0.52 BCLL 0.0 BCDL 10.0 Rep Stress lncr NO WB 0.70 Code UBC97lANS195 (Matrix1 LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud .Except' 101 1 2 X 4 SPF No.2, 8-13 2 X 4 SPF No.2, 8-12 2 X 4 SPF No2 9-12 2 X 4 SPF No.2, 9-1 1 2 X 4 SPF No.2 SLIDER Lsfl 2 X 3 SPF No2 1-2-13 DEFL in lloc) lldsfl VmlLL) -0.09 14 >999 PLATES GRIP VsrtiTLl -0.11 14 >999 MI120 HonITL) 0.05 11 "la Weight: 322 Ib 1st LC LL Mi" lldsfl = 360 TOP CHORD Sheathed a 6-00 oc purlin=, sXEept and Verticals. BRACING BOT CHORD Rigid ceiling directly applied n 64-0 05 bracing. 1971144 REACTIONS IIblshe] 11 =1821/03-8. 16=3732/0-6-8 MaxHm 16=59611oadcase41 Max Uplift 11 =-74lload ease 6). 16 =-2373(Ioad 0a.e 6) TOPCHORD 1-2=-45. 2-3=8.3-4=-191,4-5=-4432. 5-6=.4155,6-7=.3687. 7-17=.2144, 8.17=.2008 8.9=.748 FORCES Ilb) . First Load Case Only 9-lo=-7. 1011 =-85 BOTCHORD 1-16=63, 15-16=2801,14-15=4084, 13-14=3404. 12.13=1784, 11.12=658 WEBS 3-16=-519.4-16=-4139.4-15=1955. 5-16=-1414, 6-14=.846,7-14=602, 7-13=.2292,8.13=1741 8-12=-1910,9-12=1608.9-11=-1820 NOTES 1) This truss has bean designed far the wind loads generated by 80 mph winds a1 34 fi above ground level, using 17.0 psi lop chord dead load and 10.0 paf bottom chord dead load, 103 mi from hurricane ocsanline. on an c-xupansy category I, condition I snclosed building. of dimensions 2W fl by 60 fl with OXPOSU~D C ASCE 7-93 per UBC97lANS195 If ad YeRiCds or cantilewrs d.1. lhav are smrmsd to wind. If Dorchsa exist, they are not sxposed to wind. Tho lumbar and plate grip DOL increases vary. See hdividubl load EDSO infwmbtion. 21 Provide adequate drainsgs to pre~onl water pmding. 3) This truss has boon designed la a 10.0 psf bollm ohord live load nmcmcurrent with any other live loads per Table Na 16-0 4) This truss has boon designed with ANSlKPl 1-1995 criteria. 51 Load casslsl 1, 6 has bssn modified. Buildins dosianar must review loads la verify that they are ca10~1 fu the inladad "60 , UBC-97. January 15,2002 Jab . 1050 Grand Avenue Carlobed. CA P~V ow Truss Type Truss A0397 12 ROOF TRUSS T37 R1150417 LandmerkTruss and Lumber, Abbotsfad. B.C.. VZT-6L4 (qrlimall 4.201 SR1 e Oct 15 2001 MiTsk Indurtriss. he. Tua Jan 15 69 .. .. 60 41 2002 P age 2 LOAD CASEISI 6) User defined Lumber Increase= 1.25. Plats Incraass=l.ZS Unifam Loads (plfl Conssntrrted Loads Ob1 Vert: 1-4=-66.0. 4-17=-526.0. 9-17=-66.0. 9-lo=-66.0. 1-11 =-20.0 Vert: 4=4WO.O 7=4WO.O Job ' 1060 Grand Avenue Carlsbad, CA plv my Truss Type Truss A0397 12 ROOF TRUSS T38 R116041S Landmark Truss and Lumber, Abboisfad, B.C., V2T-m 4.201 5R1 s Oct 25 2001 MiTek Industries. Inc. Tue Jan 50 42 BXR P loptiaoall .. .. age 1 26-12 , 489 , 2612 2-1-13 ao4 3-3-11 11-3-15 , 14-0-8 3-3-11 289 3x4 I/ Scale = 1:43.6 5.00 KT 11 10 9 8 7 3x8 11 2-6-12 , 2612 2-1-13 a8 II 3x10 = 3x4 = 4x4 = &as , 11315 57-6 , 14-08 2.a9 Plate Offsets lX,Yl: 15:0-3-0,0-4-81 LOADINQ lpafl Plater i.or..*. 1.26 TCLL 16.0 SPACING Lumbar Increase 1.25 TCDL 17.0 CSI 2-0-0 TC 0.62 BC 0.30 BCLL 0.0 BCDL 10.0 Rep Stress lncr NO WB 0.62 Cad0 UBC97lANS196 IMnatrixI LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud DEFL in (lac1 l/dsfi VsrtlLLj -0.03 8-9 >999 PLATES GRIP VortlTLj -0.06 8-9 >999 HorzlTLI 0.01 7 nlo Weight: 168 Ib 1st LC LL Min lldsfl = 350 TOP CHORD Sheathed a 6-DO oc purlins, except end vstticalr. BRACINQ BOT CHORD Rigid ceiling directly appliad DI 60-0 oc bracing. MI120 1971144 REACTIONS Ilb/sizsl 7=2179/Machanieal, 10=2366105-8 Max Hm 10=390lload oass41 Max Uplift7=-1674llwd oase 61. 10=-17921load case 6) NOTES 1) This truss has been designed far the wind loads psnotated by SO mph winds at 34 11 above ground level, using 17.0 p.f top chord dead load and 10.0 psf boilom chad dead load. 1W mi from hurricane oceanline, on an occupancy cstagay I. condition I enclosed building. of dimensions 2W fl by 60 It with OXPOSLII~ C ASCE 7-93 per UBC97lANS196 If and verticals or cantilevers exist, thsy are exposed 10 wind. If porches exist. thsy are not exposed lo wind. The lumbn and plats grip DOL increases vary. Sss individual load case infwmation. 21 This truss has bas" designed fa a 10.0 pd bonm chord live load n~n~onc~rlmt with any Other live laads par Table No. 16-0 3) Rsfsr to girder(*) for truss to truss connostiom. , UBC97. 41 This truss has been designed with ANSllTPl 1-1996 Criteria. 61 Load case111 1, 6 has been modified. Building designer must review loads to verify that they are cwrect for the intsndod use 61 Special connection required 10 distribute top chord loads squally between all plies. 71 2-ply truss to be 00nnec1ad together with 0.131"x3" Nails a= lollowa of this truss. Top chords connected as follows: 2 X 4 - 1 cow at 0-94 OC, 2 X 6 - 3 rows at 0-4-0 OC. Bottom chad* ~mnactad as follows: 2 X 4 - 1 row at 0-9-0 OE. Webs connected as fdlows: 2 X 4 - 1 row at 0-90 00. 4-8-9 on top chord. Design for unspecified connectim(s1 is delegated to the building design-. 8) Special hangsrlsl or cmnsction(r1 required lo support concontratad loadlsl 4000.01b up at 11-3-16. and 4000.01b up EA LOAD CASEIS1 Standard Except: 11 Rsgula: Lumbor Incrsasa=1.26, Plats Insroase=1.26 Uniform Losds lplfl 61 Usn defined Lumber Increase= 1.25, Plats Increase= 1.25 Vert: 1-3=-66.0, 3-12=-526.0, 6-12=-66.0, 7-1 1 =-20.0 Uniform Loads (pit) Cmcsntratad Loads IIbI Vert 1-3=-66.0. 3-12=-526.0. 6-12=-66.0, 7-11 =-20.0 Vert 3=4000.0 5=4000.0 Job ' 1650 trmd Avenue Carisbad, CA W Truss IUS8 Typs A0397 LandmarkTruss andlumbsr. Abbotatad. kc., VZT-6L4 4.201 SR1 8 Oct 261001 mek Indurtrisa. In=. Tua Jan 15 09 .. 60 43 20-32 P age 1 12 139 ROOF TRUSS R1150419 loptional) .. 2412 , 81-10 24-12 5814 I 13.104 -14 B7-14 200 GP6 ,16108, 2654 31-14 4.96 580 Scale: 3/16"=1' 6x12 = 2x4 II 6x10 = 4x6 z 7x8 = 45 6 7 6 121 r U ga 1 4x6 = ' 16 15 14 13 12 11 10 9 2x8 II 6x6 = lOXl0 = 3x12 11 5x8 = 4x6 = 3x6 I1 8x8 = 2412 , 81-10 2554 , 281-8 , 31-14 241 2 1510-8 .W-7-14 200 4" 4-94 2-84 2-11-12 58-14 ,16108, sat4 Piats Offutts 1X.Y): ~3:0-5-0.0-6-01 LOADINQ (pat) TCLL 16.0 SPACINQ 2-04 VsrtITL) -0.18 12-13 >999 WB 0.71 BC 0.62 Lumber Increase 1.25 TCDL 17.0 VsrtlLL) -0.17 12-13 >999 TC 0.31 Platsa Increase 1.25 PLATES DEFL in Iloc) ildofl CSI HonlTLI 0.03 11 Ma QRlP 1971144 MI120 BCLL 0.0 Weight: 467 Ib 1st LC LL Mi" lldsfl = 360 (Matrix1 Code UBC971ANS195 BCOL 10.0 Rep Stress incr NO TOP CHORD 2 X 6 SPF No2 LUMBER WEBS BOT CHORD 2 X 8 DF-N 2250F 1.9E BOT CHORD Rigid ceiling directly applied or 1000 M: bracing, Except 2 X 4 SPF No.2 *Except* 600 oc bracing: 1011. TOP CHORD Sheathed a 6-4-2 M: purlins, except end YWliEds. BRACING 6-1 1 2 X 4 SPF 2100F 1.8E WEBS T-BlaCa: 2 X 6 SPF No.2 - 6-1 1 REACTIONS (Iblsizs) 9=864/03-8, 16=4786/05-8, 11 = 1669610-8-14 (input: 0-3-8) Max HOTZ 16=383fload osse4) Max Uplin9=-18fload oaaa4) NOTES 1) This truss has been designed lor the wind loads pnsrated by 80 mph winds a1 34 fl above ground level, using 17.0 PEl top chord dead load and 10.0 pd bottom chad dead load, 100 mi from hurricane Oceanline, m an OCCUPD~EV category I. cmdition I enclosed building, of dimensions 200 fl by 60 ff with oxpo~ure C ASCE 7-93 per UBC971ANS195 If and YeltiCaIs Or ~mtilevers exist, thsy am exposed to wind. It parches exist they an) not exposed to wind. The lumba DOL increase is 1.33. and the plme grip increase is 1.33 2) Provide sdoquma drainage to prevent water ponding. 3) This truss has been designed fa a 10.0 psf bolt- chord live load n~ncon~urtant with my other live loads per Table No. 16-8 4) WARNING Required bearing size at jointls) 11 great- than Input baaring si... 5) Thistruss has bwn designed with ANSIfrPI 1-1995 Criteria. 61 Load casefsl 1 has boon modified. Building designer must review loads lo verify that thsy are FOIIOE~ lor the intended "SO of 7) 2-ply truss lo be connosled twether with 0.13l1x3" Nails as follows: , UBC-97. this truss. Top chords connected as follows: 2 X 4 - 1 row a1 0-94 oc, 2 X 6 - 2 rows at 09-0 OC. Bottom chads connsstad 88 ldlows: 2 X 8 - 4 rows at 0-44 OE. Webs connected as lollowa: 2 X 4 - 1 row at 0-9-0 oc. at 13-108 on bottom chard. Design for unapacilisd oonnaclionla) is delegated 10 the building designer. 8) Spacial hangsrlsl or connectionla1 required to suppan concentrated Iodfs) 2160.01b down at 15-148, and 2440.01b down LOAD CASELI Standard Except: 1) Regular: Lumbar Increase= 1.25. Plats Incmaot)= 1.25 Unifam Loads (pit) Concentrated Loads fIb1 Vert: 1-4=-66.0,&8=-66.0. 1-13=-20.0. 9-13=-1020.0 Vert: 13=-2160.0 14=-2440.0 January 15,2002 Job . LandmsrkTmss and Lumber, Abbotsfad. B.C.. vTI-6L4 12 ROOF TRUSS T40 A0397 1050 Grand Avenue Carlsbad. CA W Qtv Truss Type Truss R1150420 loptional) 4.201 SR1 8 Oct 25 2001 MiEk Induatriss, Inc. Tus Jan 15 09 60 44 2W2 P .. .. age 1 24-12 , 2412 Pi4 68-8 159-12 5-58 207-8 2554 , 27-58, 31-14 4-9.12 4-9-12 2% 57-12 1 10 = 6x8 = 3x10 11 4x4 3x4 II Scale = 1:69.8 4 185 6 717 8 3x12 11 4x4 = 7x8 = 3x10 = 4x4 = 4x6 x 10x14 I1 2x4 II 24-12 , 24-12 688 9-14 15-9-12 i 688 207-8 44-12 25-54 49.12 31-14 5-go Plate Offsets 1X.Y): BOT CHORD 2 X 6 OF-N No.llNa.2 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 HorzlTL) 0.01 9 "la Weight: 426 Ib 1st LC LL Min lldsfl = 360 (Matrix) Cda UBC971ANS196 BCOL 10.0 VsrtVLI -0.05 12-13 >999 BC 0.17 WB 0.90 Rap Stress incr NO BCLL 0.0 Mi120 1971144 VsrtiLLl -0.04 11-12 >999 Lumbar ln~rease 1.25 TCOL 17.0 TC 0.66 Plates Increase 1.25 PLATES GRIP DEFL in Ilocl lldsfl CSI SPACING 200 LOADING (prf) TCLL 16.0 ,. 1 ." 1 1 8 , 0 .. 4 91 ,. 14 .__ 0 5 4 . 0 .. 3 81 ,. 112 ._ 0 40 , 44-El 1:000.01-141. 11:08-0.04-131 TOP CHORD Shasthsd 01 6-00 OE purlins, except end vafticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 OE bracing. WEBS 2 X 4 SPF Stud 'Except. 3-12 2 X 4 SPF No.2, 4-1 1 2 X 4 SPF No.2, 5-1 1 2 X 4 SPF No.2 7-9 2 X 4 SPF No.2 WEDGE Len. 2 X 6 SPF No.2 REACTIONS liblrizo) 9=172/03-8. 14=1421106-8. 10=4749/03-8 Max Han 14=438(load case 4) MaxUplifi3=-11721loadca.e6~.10=-11Wflordcsre6~ FORCES IIb) - First Load Caw Only TOPCHORO 1-2=-122. 2-3=-1667. 3-4=-1401. 416=-1124. 6-16=-1123. 6-6=-1124. 6-7=114. 7-17=1, 8-17=1. n.0 "Cd WEBS BOTCHORO 1-15=123. 14-16=123. 13-14~123. 12-13=1468, 11-12=1217, 10-11=.114,9-10=46 2-14~-1233,2-13=1366,3-13=-195,3-12=-293.412~336,4-11~-165,6-11~-17~1,6.~~~2199, 6-10=-3977. 7-10=-578. 7-9=-104 "" " NOTES 1) This truss ha. boon dsrignsd fa the wind loads generated by 80 mph winds at 34 It above ground Ievd, using 17.0 psf top chad dead load and 10.0 pal bmom chad dead load, 1W mi from hurricane OCemIinO, on an OEEUPD~FY cotegay I, condition I sncled building. d dimensions 200 fi by 60 fi with expornre C ASCE 7-93 per lJBC97lANS196 If end vmicds or cantihers exist. the" am sxDosad to wind. If mrshsr exist. they are not ex~osad to wind. The lumber and plate grip DOL 4) This truss has boon designed with ANSlKPl 1-1995 criteria. 61 Load cads1 1, 6 has baan modified. Building dosianot must review loads 10 verify that thev are car~cl fu tho intended use , UBC-97. of this truis'. " 6) Spdd cannsetian required lo distribute top chad loads squaliy bstwoon dl plies. 7) 2-ply truss to be oonnactad together with 0.131"x3" Nail8 as follows: Tom chorda cannscted LIS follows: 2 X 4 - 1 cow a1 0-90 00, 2 X 6 - 3 rows at @GO OE. LOA0 CAWS) Standard Except: 11 Regulsr: Lumber Increase= 1.26, Plats Increase= 1.25 Uniform Loads (plfl Vert: 1-4=-66.0.G16=-66.0. 16-17=-626.0, 8.17=-56.0, 1.9=.20.0 January 15,2002 Jsb . A0397 PIV Truss Type Truss ROOF TRUSS T40 1050 Grand Avenue Carlsbd, CA 12 R115MZO LandmarkTruss and Lumber, Abbotsfard, B.C., V2T.6L4 4.201 SR1 I Oct 25 2001 M .. age 2 iTsk Industries. Inc. Tua Jan 15 09 50 44 2002 p loptimoll .. LOAD CASE61 61 User defined Lumbar Increase= 1.15, Plsts Incrsase=1.25 Unifam Losds lplfl Concentrated Loads IIb) 1-4=-66.0. 4-16=-66.0, 16-17=-526.0,6-17=.66.0, 1.9=.20.0 Vert: 6=4000.0 7=4000.0 Job . Landmark Truss and Lumber, Abbotrfad, B.C., VzTrb14 8 1 T4 1 ROOF TRUSS A0337 1050 Qrandnvsnus Carisbad, CA City v Twss IUS8 Typa R1160421 [cplimai) 4.201 !3H li Oct 25 2031 Met industries. inc. Tus Jan 16 03 .. .. SU 46 2W2 P age 1 2-6-12 , 8-53 261 2 i 14-0-8 587 4-8-5 3x4 II Scab = 1:43.6 8 12 7 13 6 14 5 8x10 = 6x6 = 4x4 = 4x4 = 2612 , 2612 i 8-53 5-5-7 1408 4-45 flato off=to rx,~): 1amga.o-7-a1 LOADINQ lpsf) SPACiNQ 2-0-0 BCLL BCDL 10.0 Cda UBC371ANSi96 LUMBER TOP CHORD 2 X 4 SPF No2 WEBS BOT CHORD 2 X 4 SPF No.2 2 X 4 SPF Stud 'Except. 1-8 2 X 6 SPF No.2, 4-6 2 X 4 SPF No.2 Lumbar Increase Rep Stress incr csi TC 0.76 DEFL VertlLLl -0.17 6-7 >330 in IiocJ lldafl PLATES GRiP MI120 Vart(TU -0.26 6-7 >626 Hon(TL1 0.03 6 "la 1st LC LL Min lldefl = 360 Weiaht: 64 Ib BC 0.83 WB 0.82 1371144 iMatrix1 BRACING TOP CHORD Sheathed or 3-6-10 OF purlins, excspt and verticds WEBS BOT CHORD Rigid wiling directly appiiad a 60-0 00 bracing. 1 Row at midpt 4-6, 2-6 REACTiONS (Iblrizo) 8=268310-6-8, 6=1933/Msshanisrl Max Horz 8=396lioad cam 41 FORCES rlb) - First Load Caao Only TOPCHORD 1.8=.2512,1-9=-2331 z-9=.2338 2-10=-833 3-10=-748 3-11=-86.4-11=33.4-6=-1303 BOTCHORD 8.12~212,7-12=212,~-13=2194.'6-13=2194~6-14=636,'5-14=696 WEBS 1.7=2060, 2-7=-533, 2-6=-1642. 3-6=607, 3-6=-962 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 34 fl &we ground Isval. using 17.0 psf top chard dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane owanline, on an occupancy catsgory I, condition i enclosed building, of dimmaions ZW fl by 60 ft with oxposure C ASCE 7-93 per UBC97lANS136 If end verticals or cantilevers exist, they are exposad to wind. if porches exist. thsy am not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increme is 1.33 2) This truss has beon dsaignad for a 10.0 psi bottom chord live lmd nonconcurrent with my other live loads per Table No. 16-6 3) Refer to girdsrls) for truss to truss connections. , UBG97. 4) This truss has boon designed with ANSVTPI 1-1996 Criteria. 6) Load EDIO(S) 1. 6, 7, 8, 9, 10. 11. 12, 13, 14, 16, 16. 17. 18, 19 has been modified. Building designer must review loads to verify that they are Correct for the intended use of this truss. 6) This truss hoe baa" designed for a moving Concentrated load of 260.01b live and 60.01b dead located et aii mid panels and at di psnsi paints along the Top Chord and Bottom Chwd, nonconcurrent with any other live loads. 71 Special hangerrs1 or connection[aJ required to support concentrated loadlsl 12W.Oib dawn at 13-10-12. and 1200.0ib down at 2-6-0, and 1WO.Oib down at 0-2-12 on top chord. Design for unspecified connaction(a1 is delegatad to the building designer. LOAD CASEIS) Standard Except: 1) hguia: Lumber incraass=1.26. Plate Insroaur=1.26 Uniform Loads lplf) Vert. 1-4=-66.0. 6-8=-20.0 Conwntrated Loads (Ibl 61 1st Sprinkler Lo&. Lumber increase= 1.26. Piste Increase= 1.26 Vert 1 =-1000.04=-1200.0 2=-12W.O Uniform Loads ldf) January 15,2002 J.b * l"BI LandmsrkTrusr and Lumber, Abbotsford. KC.. V2T-6L4 8 1 ROOF TRUSS A0397 T4 1 QtY Y Truss Type 1050 Grand Avenue Carlobad. CA R1150421 loptionall 4.201 5R1 8 Oct 25 2001 MiTsk Industrisa. Inc. rue Jan 15 09 50 45 2002 P .. ago 2 .. Concantrated Loads IIbI Van: 3=-300.0 13) 8th Sprinkler Load: Lumber Incraam=1.25. Plate Insreaso=1.25 Unifrxm Loads (plfl Vert: 1-4=-34.0. 5-8=-20.0 . . . . . . . Concentrated Loads ilbl" Vert 12=-300.0 14) 9th Sprinkler bad: Lumber Increass=1.25, plat0 InCIeaa=l.25 Uniform Loads (plfl Vsn. 1-4=-34.0. 5-8=-20.0 Cancontratod Loads Ob) Vert: 13=-300.0 15) loth Sprinkler Load Lumber Increase= 1.25, Plate Incr~am= 1.25 Uniform Loads iplf) Vert: I-A=-34.0. 5-8=-20.0 171 181 191 Uniform Loads (plf) Vert: 1-4=-34.0, 5-8=-20.0 Concentrated Loads IIb) Vert: 8=-300.0 12th Sprinkla Load Lumber Increase= 1.25, Plate Uniform Loads (plfl Coneentmtad Loads (lb) Vert: 1-4=-34.0, 6-8=-20.0 Vert: 7=-300.0 Uniform Loads ipll) 13th Sprinkler Load: Lumber Increase= 1.25. Plate Vert: 1-4=-34.0. 5-8=-20.0 Cmoenlraled Loads iIb1 Vert: 6=-300.D UnWorm Loads (plf) 14th Sprinkler Load Lumber Incro~e= 1.26. Plate Cancantratad Loads Ilb) VeR: 1-4=-34.0. 6-8=-20.0 Vert: 6=-300.0 Jeb ' 1050 Grand Avenue Carisbad. CA Truss russ Type A0397 Landmark Truss and Lumber. Abbdsford, B.C., V2T-6L4 T43 ROOF TRUSS R1160422 loptimall 1 Mnlek Indurtrlsa, Inc. Tua Jan 15 09 .. .. 6- P sgs 1 i 5-7-14 5-7-14 110-4 546 , 16-4-10 , 546 21-94 546 4x6 =4-66 2636 , 31-1-4 3x4 = +%14 3x6 II Scale = 1:79.6 5.00 6 18 7 19 8 13 12 20 11 21 10 22 9 8x10 + 5x10 = 3x8 = 3x4 I/ 6x8 = , 2-4.1P 4 11~ 1 2412 Plats~ft.ots (X.Y): l:Qgs,O-5-61, [1:011-9,0-2-01 111 0 4 12.0 3 01 21-94 31-14 a74 108-12 344 ~~ LOADING fp4 m1120 BC 0.80 Lumber Increase 1.26 TCDL 17.0 PLATES GRIP in llotl lldsfl VerllLL) -0.68 1011 >690 TC 0.67 Plates Increme 1.26 TCLL 16.0 2-0-0 DEFL CSI SPACING VertlTLj -0.92 10-11 >373 BCDL 10.0 Coda UBC971ANS196 IMatrixl ld LC LL Mi" lldsfl = 360 Weight: 168 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF No.2 *Except* SLIDER 2-12 2 X 4 SPF Stud, 2-1 1 2 X 4 SPF Stud, 4-1 1 2 X 4 SPF Stud WEBS 6-04 oc bracing: 1-12. Left 2 X 6 SPF No.2 1-2-3 1 Row M midpt 8-9, 6-10. 6-10, 7-9 REACTIONS (lblsizel 9 = 122810-3-8, 12= 143410-6-8 .__ .. ,. 19711 44 BCLL 0.0 HonfTU 0.04 9 "/a WB 0.92 Rop Stram lncr YES BRACING TOP CHORD Sheathod or 4-08 OE purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 100-0 oc braeing, Except Ma Hm 12=602f1oad ease41 FORCES ilbl - First Load Case Only TOPCHORD 1-14=64. 2-14=221, 2-3=-1666, 3-16=-1698.4-16=-1697, 4-16=-1653, 6-16=-1686. 6-17=-963, 6-17=-882.6-18=-814.7-18=-814.7-19=-14, 8-19=-14. 8-9-142 WEBS BOTCHORD 1-13=-122. 12-13=-122, 12-20=1226.11-20=1226. 11-21=1182, l021=1182, 10-22=6~,9-22=600 2-12=-1786.2-11=283,4-11=-343,6-11=493.6-10=-620,6-10=18,7-10=763.7-9~-1120 NOTES 11 This trues ha. basn designed fa the wind loads generated by 80 mph winds at 34 fl abwe ground level. using 17.0 pd top chord dead load and 10.0 psf bottom chord dead load. 100 mi from hurricane meamline, on an OEEU~~E~ meg gory I, condition I enclosed building. of dimensions 2M) fl by 60 ft with exp~sure C ASCE 7-93 psr UBC97lANS196 If and vmicals or CmtiIevors exist, they are exposed to wind. If porches exiM. they are not exposed to wind. The lumber DOL in~rea~ is 1.33, and tho plats grip inereass is 1.33 21 Provide adequate drainage to prevent water ponding. 31 This truss has bean designed for a 10.0 pd bottm chord live load nonconcurrent with any othor iiw loads pr Table No. 16.0 41 This truss has been dosigned with ANSiKPl 1-1995 criteria. 61 This truss has boon dosignad for a moving cmomtraled load of 260.0ib live and 60.01b dead loo~ed el a11 mid panels and at , UBC-97. a11 pane4 points dong the Top Chord and Bottom Chord, nonconcurrent with any othor live loads. LOAD CASEISI Standard Jsb . Landmark Truss and Lumbar. Abbotsford, B.C.. V2T-6L4 1 1 ROOF TRUSS T44 A0397 1060 Grand Avenue Carlsbad. CA PlV QtV Truss Type Truss R1150423 (optionall 4.241 a1 s Ocl26 2001 MiTok Industries. Inc. Tue Jan 16 09 6m 2002 P .. .. age 1 I 74-13 1.3-103 207-8 7-013 6-45 1 , 25810 , 31-14 E45 '$x8 = 51-2 5410 5.00 3x4 = 3x6 11 Scale = 1:77.4 5 16 6 17 7 12 I1 18 10 19 9 20 8 8x10 + 5x8 3x8 = 6x8 = 3x4 II Plate Offsets Ix,F): (1:O-1 1-9.0-2-01 , ll:Edim0-6-61, 16.04-RO1-131 110 0 4-0 0 3 . .. ._ .. .. . LOADING (pat1 TCLL 16.0 SPACING Plates 1"creDI. 1.25 TC 0.78 TCDL 17.0 Lumber Increa=e 1.26 BCLL 0.0 BC 0.75 VenlTLI -0.83 8-9 >414 Rep Stress lncr YES WB 0.89 Hon(TL1 0.04 8 "la 2-04 PLATES GRIP DEFL in (10~1 lldsfl CSI Vsrt(LL) -0.62 8-9 >662 m1120 1371144 BCDL 10.0 Weight: 160 Ib 1st LC LL Min lldefl = 360 (Matrix) Code UBC97lANS196 LUMBER BRACINQ TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF No.2 *Except' SLIDER Lafl 2 X 6 SPF Na.2 1-1-16 REACTIONS Ilblsizsl 8 = 123010-3-8. 11 = 143210-6-8 TOP CHORD Sheathed a 3-66 OE purlins, emept end Verticals. BOT CHORD Rigid Eailing directly appliad or 1000 DC bracing, EXCep1: 2-1 1 2 X 4 SPF Stud. 2-10 2 X 4 SPF Stud. 4-10 2 X 4 SPF Stud WEBS 644 DO bracing: 1-1 1. 1 Row st midpt 7-8.2-1 1,4-9. 6-9. 6-8 Max Horz 11 =672(Ioad case 41 41 This truss has been designed with ANSlKPl 1-1996 criteria. 61 This truss has boon designed fa a moving cm~entratad load of 250.01b live and 60.01b dead located at all mid panels and at , UBG97. all panel points along the Top Chord and Batom Chad, nonooncurrent with any other live loads. LOAD CASE(S1 Standard January 15,2002 Jsb , ,"SS Truss Type Landmark Truss and Lumber. Abbotsford, E.C., VZT-6L4 1 1 A0337 T45 ROOF TRUSS fCSa Orand Avenue Carlsbad, CA PlV QtV R1150424 loptionsl) 4.201 SR1 s Oct 26 2001 MiTek industtrisr. Inc. Tua Jan 15 09 50 60 2002 P .. .. age f I 64-13 12-6-3 64-13 6-1-5 I 187.6 24.106 31-14 6-2-14 6-2-14 6-1-5 5x6 = 5.00 3x8 = 2x8 II Scale = 1:73.4 5 17 6 18 7 13 12 19 11 20 10 21 9 22 8 8x10 + 3x4 5x10 = 1x4 II 6x6 = 3x4 II 3x4 // 24.12 , 10-62 I 24.12 187% 616 514 24.10-6 31-14 62-14 62-14 Plate Offsets IX.Y): [1:0n-l l,CW.-Ol, Il:Edge.0661 ,. E ." 0 3 0 , 0 . 2-41 .. 11004-12.~3-63 DER in llocl lldsfl HonlTL) 0.05 8 nla VsrtlTL) -0.54 10-11 >637 MI120 1371144 VsrtlLL) -0.34 1011 >333 PLATES QRlP Waiaht: 163 Ib 1st LC LL Min lldsfl = 360 LOADINQ lpsfl SPACING Lumbar Increase BCLL Rap Stress lncr BCDL 10.0 Code UBC97lANS195 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF No2 *Except* SLIDER Lett 2 X 6 SPF No.2 1-2-1 2-12 2 X 4 SPF Stud, 2-1 1 2 X 4 SPF Stud, 4-1 1 2 X 4 SPF Stud REACTIONS llblsizs) 8= 122910-3-8. 12 = 143310-6-8 Max Horz 12=5211loadcasa41 BRACING TOP CHORD Sheathed or 3-1 1-2 DE pudins, axcspt end verticals. BOT CHORD Rigid ceiling directly appllal or 1000 oc bracing, Except: WEBS 1 Row at midpt 7-8. 2-12.4-10. 6-10. 6-8 6-04 oc bracing: 1-12, FORCES IIb) - First Load Case Only TOPCHORD 1-14=64. 2-14=223, 2-3=-1631, 3-15=-1553, 4-15=-1663, 4.16=-1228, 6-16=-1150, 6.17=-1062 BOTCHORD 1-13=-121, 12-13-121. 12-19=1335, 11-19=1335, 11-20=1406, 1020=1406, 10.21=735,9.21=736 WEBS 2-12~-1851,2-11=127.4-11=86,4-10=-477.5-10~39,6-10=547,6-3~116,~.8~-1220 NOTES 11 This truss has bwn designed for the wind loads generated by 80 mph winds at 34 fi above 9r-d lhd, udng 17.0 p.1 top 6-17=-1061. 6-18=-19. 7-18=-13. 7-8=-179 3-22=736. 8-22=736 chord dead load and 10.0 psi bottom chord dead load. 100 mi from hurricane oceanline, on an occ~pmEy I, condition I anclosed building, of dimsnaions 2W ft by 60 ft with exposure C ASCE 7-93 per UBC371ANS196 If end vdc.Is or CaniiieVsrs exist, they are exposed to wind. If porches exist. they are not exposed to wind. The lumber DOL increase is 1.33, and tho plats grip increase is 1.33 21 Provide adsquats drainlgo to prevent water ponding. 31 This truss has been designed for a 10.0 prf bottwn chord live load nonconsurrsnt With any 0th live loads pr TAla No. 16.8 41 This truss has bwn designed with ANSlKPl 1.1935 oritsria. 5) This truss has beon designad for a moving conmntrated load of 260.01b live and 60.01b dead located at all mid and at , UBC-97. dl pad points along the Top Chord and Bottom Chord. nonconcurrent with my other live loads. LOAD CASEISI Standard Jdb . ,"ID 1050 Grand Avenue Carlsbed, CA CLtY I Truss Type A0397 T46 Landmark Truss and Lumber. Abbotsford, m., vzf-6L4 4.201 sR1 s Oct 25 2001 MiEk Industries, Ino. Tue Jan 15 09 .. 50 6iTG?. P age 1 12 ROOF TRUSS R1150425 loptionsl) .. I 7-2-14 7-2-14 I 5x6 = Scale = 1:64.9 6 14-2-5 21-1-11 284-10 611-6 7-2-14 5x6 = 1x4 11 3x8 = 6?j!i8 = 5x6 = 2 3 4 5 13 12 m 9 8 7 2X4 I' 7-2-14 8x8 = 14-2-5 7x6 = 21-1-11 6x6 = 4x4 = 2x4 11 2574 7.9-44 FrltS 6115 4-59 2-%6 , 254.10 . - .. Plate Offssts IX.0 11 1:O-3-12 04-81 . .. . TCLL 16.0 LOADING lpd) SPACINQ Plates Increase 1.25 TCOL 17.0 2-0-0 BCLL 0.0 BCDL 10.0 Lumber Increase 1.25 Cads UBC971ANS195 Rep Stress lncr NO LUMBER TOP CHORD 2 X 4 SPF 166OF 1.5E BOT CHORD 2 X 6 DFN 24WF 2.OE WEBS 2 X 4 SPF No.2 CSI TC 0.89 BC 0.60 WB 0.89 I DEFL I in Ilod lldsfl VsrtlLL) -0.08 1012 >999 VSrt(TL1 -0.22 1012 >999 GRIP 1971144 MI120 I HO~(TL) 0.02 8 n/a 1st LC LL Min lldefl = 360 1 Wsiaht: 414 Ib I BRACINO TOP CHORD Sheathed or 6-00 DE purlins, excop1 end YelliCaIs. BOT CHORD Rigid ceiling directly applied 01 1000 oc brseing. WEE 1 Row at midpt 1-13. 3-9, 5-8 REACTIONS (lblsiza) 13=4873/06-8, 8=5999/0-3-8 Msx Hm 13=6361loed ease 41 NOTES 1) This truss has bwn designed for the wind loads generated by 80 mph winds at 34 above ground level, using 17.0 pat top chord dead lod and 10.0 psf bottom chord dead load, 1W mi from hurricane OceMlinO, on an occupancy Category I, condition I enclosed building, ot dimensions 200 fl by 60 fl with oxpoW~e C ASCE 7-93 per UBC971ANS195 If end ver!iEaIs Or ~m1iIevers exist. they are exposed to wind. If porchas exist, they am not exposed to wind. The lumber DOL incma~ IS 1.33, and the plate grip incmaso 1. 1.33 2) Provide adsquais drainlgo to prevent watol ponding. 3) This truss has bean dssignad for a 10.0 psi bottom ehord live losd ~MEOIICUII~~ wiih any other live lads por Table NO. 16-8 4) Thistruss has beon designed with ANSllTPl 1-1995 Criteria. 5) Girder carries tioin spank): 14-00 fra 004 lo 28-4-10 6) 2-ply truss to bo connected together with 0.131"x3" Nails as follows: , UBC-97. Top chords CmneEted as follows: 2 X 4 - 1 row at 0-90 OC. Webs oonnacted as follows: 2 X 4 - 1 row at 0-94 OC. Bottom chads connected as fdiows: 2 X 6 . 2 rows 111 0-90 OE. LOAD CASEIS) Standard 11 Rsgular: LumberIncrsass=1.25, FiatsIncrsass=1.26 Uniform Load8 Iplf) Vert: 1-6=-66.0, 7-13=-321.0 January 15,2002 Job I LandmarkTruar and Lumber. Abbotsford, B.C.. V2T-6L4 4.201 sR1 s Oct fl2001 k3-f I et Industries. inc. Tus Jan 16 09 .. .. 50 52 2002 P '9- 1 12 T47 ROOF TRUSS A0397 1050 Grand Avenue Cariabad, CA ply QtY Truss russ Type R1150426 loptionall 1 2 3 4 5 6 7 14 13 12 11 10 9 a 2x4 ll 6x8 = 2x8 It 8x8 = 4x6 = 4x4 = 2x4 11 I 6104 5104 11-4-15 1611-11 1612 257-12 -12 8-61 , 2&4-10 2-8-74 LOADING ipsfl Plate* l"C,..*. 1.26 244 TCLL 16.0 PLATES GRIP in iloc) ildafl SPACINC DEFL TC 0.89 CSI Weight: 433 ib 1st LC LL Min lldefl = 360 HorzlTLI 0.02 9 nla WB 0.79 Coda UBC971ANSI96 BCDL 10.0 VsrtlTL) -0.28 9-11 >999 Rep Stress incr NO 0.0 BC 0.68 BCLL MI120 1971144 Lumber Increase 1.25 TCDL 17.0 Vsrt(LL1 -0.10 9-11 >999 LUMBER TOP CHORD 2 X 4 SPF 21OOF 1.8E BOT CHORD 2 X 6 DF-N 24WF 2.OE WEBS 2 X 4 SPF No2 BRACING TOP CHORD Sheathed or 6-0-0 OE purlins. except end verticals. BOT CHORD Rigid ding directly appiiad M 100-0 oc bracing. WEBS 1 Row at midpt 1-14. 6-9 REACTIONS Ilblsize) 14=4612/06-8, 9=5666/0-3-8 Max Hm 14=636lloed case 4) FORCES Ilb) - First LDad Case Only TOPCHORD 1-l4=-3757, 1-2=-2116.2-3=-2116,3-4=-2116,4-6=-2687.6-6=.~687.6.7=166,7.8~~88 BOTCHORD 13-14=-0, 12-13=2988. 11-12=2988, 10-11=942.9-10=942 8-9=0 WEBS 1-13=4149,2-13=-372.4-13=-1744.4-12=1666,4-11=-603~5-11=.367,6-11~3488,6.g~.35~~,7.9~.~g~ 4) This truss ha8 bwn designed with ANSIKPI 1-1996 criteria. 6) Girder terries tibin spanls): 13-0.0 from 040 to 28-4-10 6) 2-ply truss 10 ba connected together with 0.13l1x3" Nails as fdlows: , UBC-97. Tq, chords connected as follows: 2 X 4 - 1 <OW at 0-94 DE. Webs cmneclsd as follows: 2 X 4 - 1 row at 094 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 OC. LOAD CASEIS) Standard 1) Rewim: Lumber Insroass=l.26, Plats incrsasa=1.25 Job , ROOF TRUSS T48 A0397 1050 Grand Avenue Carisbad, CA Pb Oty TNSS Typo TNSS R115M27 12 1 Landmark TNSS and Lumtw. Abbokford. B.C.. VZTbL4 4.201 SRI s Nov 16 Moo MiTek indurbiar. inc. Tue Jan 15 11:1204 2002 Page 1 (optboai) i 64.9 1166 649 , 119-12 5-1-43 2- 4x6 = 6x6 = 4 13 5 -1. = vn.9 149 I5 8 I6 7 I? 6 3x10 ii Mil IMii 3xa = 3x6 it I* it 1.2-I? 649 114.6 1-2-12 5-1-15 , 109.12 Pbta Ohk K.v): 11:C-O-IO.C-2-121, H:C-2-14,0-04~l:C-Z-14,~~l, 12C-54.0-761. W"C-2-01 LOADiNG(pm SPACiNG TCLL 16.0 Piatu inweas. 1.25 vsrt(n) -0.14 7-8 st99 BC 0.50 Lumbsr inmeas. 1.25 TCDL 17.0 TC 0.56 Vsrl(LL) -0.W 7-8 ,999 Mi120 1971144 BCLL 0.0 Rep Stnsr insr YES WE 0.39 BCDL 10.0 Code UBC971ANSt95 (MabiX) 1st LC LL Min UdoR = JM) Hm(n) 0.01 6 da Weight: 98 ib LUMBER TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or"O 05 pdins, amp( end vascSb. BOTCHORD 2X4SPF1650FiSE WEBS 2 X 4 SPF No2 'Except. WEBS I Row at midpt 58.4-7 SLiDER Left2 X 6 SPF No.2 @"I5 REACTlONS(Wske) 6=53WMschanicai. 9=WM1.54 Max Hon9=64Z(load case 4) Max UplitV=129(ioad cue 4) Max GM=623(load case IO). 9=735Wd me 11) 5-1-13 2-16 2-0-0 PLATES GRiP DEFL in (la) ildsfl csi BRACING BOT CHORD Rigid csiliw di- applied or 10" 05 bnsing. 3-82X4SPFStud.2-92X4SPFStud FORCES (b) - Fnt Load Case Only TOP CHORD 1-10=-253.2-10=211,2-11ry15.3-11~50,3-12r246,4-12=137.4-1~105.5-13=1M.54=-517 BOTCHORD 1-14312.9-14=312,9-1~12.b15=312.~16312.7-16312.7-17=2.617=2 WEBS Job . 10% Grand Avenue Cadsibad. CA Pb Qty TNSI Type TNII A0397 1 I2 ROOF muss T48 RH50427 Landmark Tm and Lumber, Abborsford, B.C., VtT4L4 (optinill) 4.201 SRI s Nov 16 ZWO MiTek Indurtries. Ins. Tus Jan 15 1l:IZM Mo2 Page 2 LOAD CASE(S) Concsnmed Loads (Ib) vert: 1or3w.o 71 2nd Sorinklar Load Lumber Incresss=l.25, Plate lncrease=1.25 Concsnbated Loads (lb) vert: 12-m.0 9) 4th Sprinkler Load Lumba Insmare-1.25, Plate lncr-=1.25 uniform Loads (PO vet 14=54.0.4-5*.0. 1.6-20.0 Concsnbsted Loads (Ib) Vert: 13-300.0 Io) 5th Sprinkler Load: Lumber Incmars=l.25, Plate Increare=l.25 uniform Loads (PifJ vert: 14=-34.0,4-5=34.0. 1.6=20.0 vsrt: 5=-3W.O Concenbstd Loads (Ib) 11) 6th Sprinkbr Load: Lumberlncreass=l.25. Plate Incraars=l.25 UnifDrm Loads (plf) Concentrated Loads (Ib) vert: 14"-34.0,4-5=.34.0.1-6~20.0 vert: 1=-3W.o It) 7th sprinkler Load Lumber Incmrs=l.25. Plste lnuease=1.25 U"brm Loads (PO Vert: 14=-34.0.4-5=34.0. 1-6-20.0 Concsnbsted Loads Ob1 141 Sih Sprinkbr Load Lumbor Incmars=l.25, Plate Incnare=1.25 vert: 3=m.b ' Unifo.rm Loads @If) Vert: 14=-34.0,4-54.0, l-63;M.O Consentrated Loads (lb) Vert: 4-300.0 151 loth SDrinkkr Load Lumber Incme=1.25. Plate Incraars=1.25 ' unifoA Loads (pb Concsnbsted hds (Ib) Vert: 14=-300.0 vert: 14=-34.0.4-5=a.O. 1-6-20.0 16) 11th Sprinkler Load: Lumber Incnaae=1.25, Plate Incrsars=l.25 Uniform Laads @If) vert: 14=-34.0,4-5=-34.0.14=20.0 Concenbsted Loads (lb) vsrt: 15=.JM).o 17) 12th Sprinkbr Load Lumberlnsmre=1.25. Plate lnsnase=1.25 Uniform Loads (pn) Vert: 14=-34.0.4-5=34.0. 1-6-20.0 Concsnbstd Loads (Ib) Vert: 16=-300.0 18) 1% Sprinkbr Load: Lumber Innsars=195, Plate Incrm=l.25 Uniform Loads (pil) Vert: 1-4334.0.4-5=-34.0.14~20.0 Concmtmtd Loads (lb) Vert: 17m.O 19) 14th Sprinkbr Load Lumborlnsmse=l.25. Plate Incnased.25 Unbrm hds (PifJ vmt 14=-34.0.4-5=-34.0. 1-6-m.0 Concsnbsted Loads (Ib) 20) 15th Sprinklar Load Lumber Incmare=l.25, Plate In-=l.25 vert: 9=m.o Unifm Leads (pH) Conmbstd Loads (Ib) Vd 14=-34.0.4-5=-24.0.1-6=20.0 vmt: 8=-3W.O Jab 1 12 ROOF TRUSS T48 A0397 1050 Grand Avenue Carbbed, CA Pb Oty T- Type TNS* R1150427 Landmark Tmrs and Lumber, Abbotsford. B.C., V2T4L4 (0PtiO"dl 4.201 SR1 s Nov 16 2wO MiTek Industries. Inc. Tus Jan 15 11:12:M 2002 Page 3 LOAD CASE(S) 21) 16th Sprinkbr Load: Lumber Incroare-1.25. Plate In-=1.25 Unbm Lo& (pu) Consahled Loads (Ib) Vert: 1-4=-34.0,4-5sJ4.0,1-6~20.0 Vert: 7=-300.0 22) 17th Sprinkbr Load: Lumber Ins-o=l.25, Plate Incrsaos4.25 JDb . Landmark Truss and Lumbar. Abbotdord. B.C., V2T-6L4 4.201 SR1 s 6ct 16 B3b - Induslrier Inc. Tus Jan rrv9 5v5vzw2 P 16 1 ROOF TRUSS T48A A0397 1660 Grand Avenue Csrlsbad. CA Qty Y Truss Type Truss R1160428 loptionall .. .. age 1 so-o'pg 1-5 5IM 1" 12-912 666 6x62s 4 145 7x8 = 10 15 91(% 17 7 186 3x4 II 3x12 = 3x4 II Scale = 1:74.0 LOADING Iprfl TCLL 16.0 SPACING 2-00 TC 0.59 P1.t.b I"CID... 1.2s CSI PLATES DEFL in Ilocl lldsfl VsrtlLL) -0.14 7-8 >999 TCDL 17.0 Lumber Increose 1.25 BC 0.78 BCLL 0.0 VertlTL) -0.21 7-8 >697 Rep Stress lnm NO BCDL 10.0 WB 0.72 Code UBC971ANS195 (Matrix1 1 st LC LL Mi" lldsfl = 360 Weight: 104 Ib HonlTU 0.02 6 nla GRIP MI120 1971144 LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 6 SPF No.2 .EXcept* WEBS 1 Row at mldpt 6-6. 3-7. 4-7 ~~~~~ BRACINQ TOP CHORD Sheathed or 4-10-12 OE purlins, except end verticals. BOT CHORD Rigid coiling directly applied or 6-0-0 oc bracing. 3-9 2 X 4 SPF Stud, 3-8 2 X 4 SPF Stud, 3-7 2 X 4 SPF No.2 4-7 2 X 4 SPF No.2, 1-9 2 X 4 SPF Stud, 5-7 2 X 4 SPF No.2 REACTIONS IIblsizsI 6=11441Msehanioal, 10=2318/0-6-8 Max Hon 10=602lloed ELIII~ 4) Max Uplin6=-129lload oasd 4). 10=-869ilod case 61 FORCES Ilbl- First Load Case Only TOPCHORD 1-11=-2149.2-11 =-2055, 2-12=-1862, 3-12=-1806.3-13=-436.4-13=-297,4-14=-232. 6-14=-231. 6-6=-1116. 1-lo=-2241 WEBS BOTCHORD 1O.16=181,9-15=181,Pl6=1678,8-16=1678.8-17=1678.7-17=1678.7-18=12,6-18=12 2-9=-889,3-9=9,3-8=17~,~7=-1610,4-7=-143.1-9=1698.6-7-1121 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 34 n above ground level. using 17.0 pd top chord dead load and 10.0 psf bottom chord dead load. 100 mi from hurricane ocsanlina, on an oceupancy category I, condition I enclosed building. of dimensions 2W 11 by 60 It with DXPOSU~O C ASCE 7-93 per UBC97IANSIS6 if end verticals or cantilevers mist, they are exposed to wind. 11 porch- exist, they are not sxposed to wind. The lumber and plats grip DOL incrmsas vary. See individual load case infarmation. 2) Provide adequate drainego to prsvsnt water ponding. 3) This truss has boon dssignsd for a 10.0 pd bottwn chord live load nonconwrrent With any other live loads por Tablo No. 16-8 4) Refer to girdalsl for truss to trues connections. 6) This trws has beon designed with ANSlnPl 1-1996 Criteria. 61 Load caselsl 1. 6, 7, 8. 9. 10, 11, 12. 13, 14, 16. 16. 17, 18, 19, 20, 21, 22, 23, 24 has been modified. Building designed 71 This truss has been designed for a moving concentrated load of 250.01b live and 60.01b dead located at all mid panels and at must review loads to verify that they we correct for the intended use of this 1~~s. 81 Special hangsrld or omnactionlsl required to support concentrated loedld 12W.Olb dawn at &DO, and 1200.01b down at all panel points along ths Top Chord and Bottom Chord. nonconcurrent with my other live loads. 3-04. and 4000.01b up at 2-8-3 on top chord. Dsaign for unspecified connectionld is dslagated to the building designer. , UBC-97. LOAD CASEISI Standard EXcspt: 11 Regular: Lumbor Incraaaa= 1.26. Plats Insroow=1.26 Uniform Loads lplfl Concentrated Loads IIb) Vert 1-4=-66.0, 4-5=-66.0, 6-10-20.0 vert: 2=-12W.03=-1200.0 6) User defined Lumber lncrea8e= 1.26, Plats Incrmse= 1.25 Uniform Loads lplfl Vert: 1-4=-66.0, 4-6=-66.0, 6-10s-20.0 1 January 15,2002 Jab I lull Truss Type A0337 T48A Landmark Truss and Lumber, Abbotsford, B.C.. VZT-6L4 ROOF TRUSS LOAD CASEIS1 Concentrated Loads (lb) 7) 1st Sprinkler Load Lumber Incrsass=1.25. Plate Incrsars=l.25 vert: 2=2800.0 3=-1200.0 Uniform Loads (plf) Concentrated Loads ilb) Vert: 1-4=-34.0. 4-5=-34.0, 6-lo=-20.0 Vert: 1 =-300.0 8) 2nd Sprinkler Load Lumbar Increass=1.25, Plate Increase=1.25 Uniform Loada Iplfl Vert: 1-4=-34.0, 4-5=-34.0. 6-lo=-20.0 Concentrated Loads iIb1 Vert: 11 =-300.0 4) 3rd Sprinkler Load Lumber Inc~ease= 1.25, Plats Increase= 1.25 Uniform Loads iplfl Concentrated Loads ilbl Vert: 1-4=-34.0, 4-5=-34.0, 6-lo=-20.0 101 4th Sprinkler Losd: Lumber Inerease=1.25, Plate lncraaas=1.26 Van: 12=-300.0 Uniform Loads iplfl Vert: 1-4=-34.0, 4-5=-34.0. 6-10=-20.0 Concantrated Lwdr (Ib) Vert: 13=-3W.O 11) 5th Sprinkler Load: Lumber Incrsass=1.25. Plats Increase= 1.25 Uniform Loads Iplf) Concsntratsd Loads ilb) Vert: 1-4=-34.0. 45=-34.0. 6-lo=-20.0 121 6th Sprinkler Load: Lumber Incre.we= 1.25. Plate Increase= 1.25 Vert: 14s-300.0 Unitam Loads (pit) Vsrt: 1-4=-34.0, 4-5=-34.0, 6-lo=-20.0 Concantrated Loads Ilbl Vert: 5=-300.0 13) 7th Sprinkler Load. Lumber Increase= 1.25, Rats Incrsaso=1.25 Uniform Loads iplfl Concentrated Loads ilbl Vert: 1-4=-34.0, 4-5=-34.0. 6-lo=-20.0 Vert: 2=-300.0 14) 8th Sprinkler Load: Lumber Increars=1.25. Plats Increase= 1.25 Uniform Loads (plf) Vert: 1-4=-34.0. 4-5=-34.0, 6-lo=-20.0 Concentrated Loads IIbI Vert: 3=-300.0 15) 9th Sprinkler Load: Lumber Incrsssea=1.25, Plate Incrsase=1.25 Uniform Loads iplfl Vert: 1-4=-34.0. 4-6=-34.0, &lo=-20.0 Concentrated Loads (lb) Van: 4=-300.0 16) loth Sprinkler Load Lumbar Incrssss=1.25, Plats lncr0ase=1.26 Uniform Loads iplt) Con~ntrated Loads ilb) Vert: 1-4=-34.0, 45=-34.0, 6-lo=-20.0 Vert: 16 =-300.0 17) 1 lth Sprinkler Load Lumber Incrsaao=1.25. Plats Inc~oase= 1.25 Unitam Loads (plt) Concentrated Loads ilbl Vert: 1-4=-34.0. 4-5=-34.0, 6-lo=-20.0 Vert: 16 =-300.0 18) 12th Sprinkler Load Lumber Insreass=1.25. Plate Insrssse=1.25 Uniform Loads Iplf) Conwntratad Loads ilb) Vert: 1-4=-34.0. 45=-34.0. 6-lo=-20.0 Vert: 17=-300.0 19) 13th Sprinkla Load Lumbar Incrsaso=1.25. Rats Increase= 1.25 Unifam Loads iplfl Conoentr~ted Loads (Ibl Vert: 1-4=-34.0. 4-5=-34.0. 6-lo=-20.0 1rIncrsass=1.26. Rata Incraaso=1.25 Concentrated Loads (Ibl 211 16th Snrinkla Load Lumh .I... . " - Vert: lo=-300.0 Consonhated Loads iIb1 Vert: 9=-300.0 22) 16th Sprinkler Load Lumber lnEreDSe=1.26, Plat0 InCIease=1.25 Unifwm Losds iplfl Van: 1-4=-34.0, 4-6=-34.0. 6-lo=-20.0 Consentrsted Loads (Ib) Vert: 8=-300.0 OW 15 1050 Grand Avenue Cariabad. CA Piv 1 R1150428 Jpb . an, v Truss rus~ Type 1050 Grand Avsnus Carlsbd. CA R1150428 A0397 Landmark Truss and Lumber. Abbotsfwd, B.C., V2T-6L4 4.201 SR1 s Oct 25 26bl Mtlbk Industries, Inc. Tus Jan 15 09 5055 2W2 P 15 1 T48A ROOF TRUSS (optional) .. .. *os 3 LOAD CASEIS) 23) 17th Sprinkler Load: Lumber Incrssrs=1.25, Plate Incrsssee=1.25 Unifwm Loads Iplf) Vert: 1-4=-34.0. 4-5=-34.0. 6-lo=-20.0 Conoantmted Lmds IIb) Vert: 7=-300.0 24) 18th Sprinkler Load Lumber Increase= 1.25, Plate Increase= 1.26 Uniform Loads (plf) Volt: 1-4=-34.0. 4-5=-34.0. 6-lo=-20.0 Cmcsntrated Loads (Ib) Vert: 6=-300.0 Job ' Landmark Truss and Lumber, Abbotsfad. kc., VZT-6L4 12 ROOF TRUSS 149 A0397 1050 Grand Avenue Carlsbd, CA plv QtY Truss Type Truss R1150429 (optionall 4.201 SR1 8 Oct 25 2001 MiTsk Industrie., Inc. Tus Jan f3 09 50 56 2W2 P .. .. age 1 I 5-42 11-2-12 5-9.2 5-5-10 2-104 , 14-14 , 1446 25-5-12 3C-1-10 ?1.3.t? 186 i 586 4-7-14 1.2.2 Scale = 1:56.3 6x6 = 4x6 = 2x4 II 3x12 = 6x8 = 4x6 = 7x8 = 67 89 3 17 16 15 14 13 12 11 10 3x6 + 2x8 II 8x8 = 4x14 II 10x10 = 4x8 = 3x6 11 8x8 = 24-12 , 5-9-2 , 11-2-12 , "10 , 1446 2412 346 5-5-10 21512 301-10 2-10-4 186 5-a6 4-7-14 1-2-2 ?131? Plate Off.ats 1X.Y): 1:0-0-2.O-0-81 ,. I1 1 '04-0 , 0-54. 113.05 . . 0.0 .. 6 01 LOADING (psfl Plates Increase 1.25 DEFL TCLL 16.0 CSI SPACING 2-0-0 Vsrt(LL1 -0.19 13-14 >999 TC 0.38 in (lad lldsfl Wsight: 462 Ib 1st LC LL Mi" lldsfl = 360 (Matrix1 Cde UBC971ANSI95 BCDL 10.0 HomlTLl 0.05 12 nla WB 0.67 Rep Stlees lncr NO Vsrt(TL) -0.21 13-14 >999 BCLL 0.0 MI120 1971144 BC 0.47 Lumbsr lncrsass 1.25 TCDL 17.0 PLATES GRIP LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 8 DF-N 2250F 1.9E WEBS 2 X 4 SPF No.2 *Exc~pt+ BRACING TOP CHORD Sheathed M 6-3-14 oc purlins, except end vertkds. BOT CHORD Rigid Miling directly applied or 10-0-0 OE bracing. Except: 4-14 2 X 6 SPF No.2. 5-12 2 X 4 SPF 21WF 1.8E WEBS 600osbrasing: 11-12.10-11. T-Brace: 6-12 2 X 6 SPF No.2 2 X 6 SPF No2 - 4-13. 5-12 REACTIONS (Iblrize) 10=1723/0-5-8, 17=4931/0-5-8. 12=12433/0-6-101input: 0-3-8) MaxHon 17=31511oadcass41 Max UpliftlO=-16(load case41 FORCES IIbI - First Load Case Only TOPCHORD 1-2=-1476. 2-3=-8612, 3-4=-7974. 4-5=-5084. 5-6=2010. 67=-149. 7-8=-149, 8-9=-149, 9-lo=-852 BOTCHORD 1-17=1225. 16-17=6725,15-16=5725, 14-15=8803,13-14=8803.12-13=6084, 11-12=-2010. WEBS 2-17=-5668,2-16=-605,2-15=2419.3-15=2837,~15=-1766.4-14=4824,4-13=-4985.5-13=5921. 10-11 =20 5-12=-9508,6-12=-2845,6-11=3197.8-11=107,9-11=649 NOTES 1) This truss has been dorignad fa the wind loads gmsratsd by 80 mph winds al 34 ft above ground le~el. using 17.0 pd top chord dead 10.4 and 10.0 psf bottom chord dead load. 1W mi frm hurricane oceanline, on on occupancy calegorv I, cmdition I onslosd building. of dimensions 200 11 by 60 ft with OXPOSU~ C ASCE 7-93 per U8C971ANS195 If end Verticals Or cantilevers exist. thav are sxoosd to wind. If porch.8 exist, they ora not exposed to wind. The lumber DOL increase is 1.33. 2) Provide adequate drainage to prsvant water ponding. 3) This truss has been designed fa LI 10.0 pd bottom chord live load nonconourrent with any other live lods per Table No. 16-0 and tho plate grip inireass ii1.33 4) WARNING: &quid bearing sim at jdnt(S1 12 greater than input bearing Size. 5) This truss has been dsrignod with ANSIITPI 1-1995 criteria. 6) Load case(*) 1 has boon modified. Building dsaignot must review loads to veri* that they am cwr~ct for the intandad US0 Of 7) 2-ply truss to be connected tqalher with 0.131"~3" Nails as follows: , UBC97. this truss. Top chorda oonnecled as follows: 2 X 4 - 1 row at 0-90 OE, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chad. oonnsctd 8s follows: 2 X 8 - 3 rows at 040 oC. Webs connected ab fallows: 2 X 4 - 1 row at 0-9-0 OC, 2 X 6 - 2 rows at 0-9-0 DE. at 14-10. and 1500.01b down at 11-2-12 on bottom chad. Design for unspecified connactionls) is delegated to the building designer, 8) Specid hangar(a1 or ~onne~lion(s) required to *upport concentrated loadla1 3000.01b down st 30-1-10. and 3000.01b down LOAD CASEIS) Standard Except: 1) Regular: Lumber Increase= 1.25. Plats Incream.= 1.25 Unifam Loads Iplf) Vert: 1-3=-66.0,3-9=-66.0, 1-15=-20.0, 10-15=-470.0 January 15,2002 Jeb I"== 12 ROOF TRUSS A0397 T49 1OKO Grand Avsnus Carlsbd, CA ply Qtv Truss TVPS Rl15M29 Landmark Truss and Lumbar, Abbotsfad. B.C.. V2T-6L4 [optionall 4.201 SR1 s 001 25 2W1 Mirest Industries, Inc. Tus Jan 15 09 .. .. 50 =P age 2 LOAD CASE(S1 Standard Except: Concentrated Loads Ilb) Vert: 15=-16DO.O 14=-3WO.O 11=-3WO.O Jab . Landmark Truss and Lumber. Abbotsfor4 B.C.. V2T-6L4 22 ROOF TRUSS 150 A0397 1050 GrMd Avenue Carlrbad, CA my hu.r Typs Twss R1150430 (q,tionall 4.201 SR1 s Oct 26 2001 MiTsk industries, Inc. Tus Jan 15 09 50 56 2002 P .. .. age 1 I "12 82-5 10.12 31-10 11315 , 12-74 51.10 135 2x4 li Scale = 13.4 1 6x6 5 5 1 8 7 6 1x4 11 5x8 = 82.5 I 10.12 10.12 4x4 = I 3-1-10 441 5 12-74 Plate Offsets (X.V): TC 0.59 Plates Increase 1.25 TCLL 16.0 SPACING 2-0-0 LOADINQ lpsfl 2:0-3-0,&"4- ,. 14 ._ 0 3-0 . 0 . 441 Weight: 129 Ib 1st LC LL Min Ildsfl = 360 (Matrix1 HonlTL) 0.03 6 nh WB 0.60 Coda UBC971ANS195 BCDL 10.0 Rap Sire88 lncr NO Vsrt(TL1 -0.08 7-8 >999 BCLL 0.0 BC 0.47 Lumbar Increase 1.25 TCDL 17.0 RATES QRlP DEFL in lloc) lldsfl VsrtlLL) -0.07 7-8 >999 CSI LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud MI120 1971144 BRACING TOP CHORD Sheathed or E-0-0 oc purlins, OXC~P~ end VerliCaIa. BOT CHORD Rigid ceiling directly applied or 7-8-4 oc bracing. REACTIONS (lblrirs) 1 =1717/0-5-8, 6=2996/Mschanisal M~X 1 =3zonwd ED- 4) Max Uplift1 =-1072(lwd case 6). 6=-22161load Case 61 Jcb . Landmark Truss and Lumber, Abbotaford. ET., KT" 4.201 SR1 s Oct 26 2001 M iTek Industries, Ino. Tus Jan 16 09 60%TT602 P 1 7 ROOF TRUSS TS 1 A0397 1050 Grand Avenue Carlabad. CA ply QtV Truss Type Truss R1150431 loptionall .. .. age 1 I 300 3-0-0 I 7-7-14 4-714 12.74 4-11-6 3x4 II Scale = 136.4 4 13 6 14 5 1x4 I1 i 3-04 3-04 4x4 = 4x4 = i 7-7-14 4-7-14 12-74 4-11-6 LOADING Ipsfl I SPACING TCLL 16.0 20-0 P1.1.8 I"C,...O 1.25 TC6L 17.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr NO BCDL 10.0 Code UBC971ANS196 TC 0.47 CSI Vort(LL1 -0.09 6-7 >999 DEFL in lloc) lldstl PLATES MI120 BC 0.42 VortlTLl -0.12 6-7 >999 WB 0.87 IMatrirI HonlTL) 0.03 5 nla la1 LC LL Mi" lldsfl = 360 Weight: 67 Ib QRIP 1971144 LUMBER TOP CHORD 2 X 6 DF-N 24WF 2.OE BOT CHORD 2 X 4 OF-N 24WF 2.OE WEBS 2 X 4 SPF Stud BRACINQ TOP CHORD Sheathed a 4-6-7 a: purlins, sxoept end VertiCaIs. BOT CHORD Ridd coilin. directlv amlied or 1000 a: bracing. WEBS 1 Aow at Gidpt . .. 2-6 REACTIONS (Iblrho) 1 =367810-6-8, 5=873/Mschanical Max Horz 1 =32Ollosd case 41 FORCES Ilb) - First Ld Caw Only TOPCHORD 1-8=-4100, 8-9=-3603, 2-9=-3586, 2-10=-1207.3.10=-1160, 3.11=.88,4-11=34 4-6=.112 BOTCHORD 1-12=3369,7-12=3369. 7-13x3359. 6-13=3359, 6-14=1106, 6.14=1106 WEBS 2-7=66, 2-6=-2329. 3-6=724. 3-5=-1312 NOTES 1) This truss ha. boon daaignsd fa tho wind loads generated by 80 mph winds a1 34 ft above grMd led, ".in9 17.0 P*f tOP chord dead load and 10.0 psf bottom ohad dead load. 1W mi from hurricane Owanline. on an acupancy CMsgory I, condition I snclosad building, of dimensions 200 ft by 60 ft with exposure C ASCE 7-93 per UBC971ANS196 If end vertical* or ~mtilevers exist. they are expasad 10 wind. If pwchsa exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip incrense is 1.33 2) This truss has bean designed for LI 10.0 pd bottom ohord live load nonconcurrent with any other live loads per Tabla No. 16-8 31 Refer 10 airdarld for truss 10 truss ConnectlMIs. , UBC-97. 4) This trusi has been designed with ANSlrrPl 1-1996 criteria. 51 Load easels) 1, 6, 7, 8. 9. 10. 11, 12, 13, 14, 16, 16, 17, 18 has been modified. Buildingdssigna muslmview loadsto 61 This tmss has been designed fa a moving concentrated load of 260.01b live and 50.Olb dead losatad at 011 mid panels and at ~.~~~~~~ ~ ~ ~ond~dueaofthirtrur.. 71 Spscid hmgsrla) or connsstiools) required lo suppo~l conwn1mtad loadlr) 1200.01b down a1 3-00, and 1200.01b down at all pans1 points along the Top Chrrd and Bottom Chad. nonconcurrent with my other live loads. designer. 1-0-0. and 1000.01b down at 02-12 on lop chord. Design for unspecified connectionls) is ddopatad 10 the building LOAD CASEIS1 Standwd Except: 1) Regular: Lumber Increase= 1.26. Plats Increaw= 1.26 Uniform Loads Iplf) Cm-ntmted Loods (Ibl Vert: 1-4=-66.0. 1-6=-20.0 vert: 1 =-lOW.0 2=-1200.0 8=-12W.O 6) 1st Sprinkler Losd: Lumber Insreara=1.26. Plate Incroare=1.26 Unifam Loads IPfj Volt: 1-4=-34.0. 1-5=-20.0 Concontratad Loads (Ib) Vert: 9=-300.0 7) 2nd Sprinkler Load: Lumber Ineraass=1.25, Plate Increaw=1.26 Uniform Loads Iplf) Vert: 1-4=-34.0. 1-5=-20.0 1 - January 15,2002 I Jeb I Truss Truss Type I Qtty 1 Ply I 1050 Grand Avenue Carlsbad. A0397 LsndmarkTruaa and Lumber. Abbotsford, B.C.. VZT-BLQ ROOF TRUSS T5 1 LOAD CASEIS) Concentratad Loads IIbI 8) 3rd Sprinkler Load: Lumber Increaw= 1.25, Rats locrsass=1.25 Vert: 10=-3W.O Uniform Loads lplfl Concentrated Loads Ilbl Vert: 1-4=-34.0. 1-5=-20.0 Vert: 11 =-300.0 9) 4th Sprinkler Load: Lumber lncroaso = 1.25. PlMe Increase= 1.25 Uniform Loads lplf) Concentrated Loads Ob1 Vert: 1-4s-34.0, 1-5=-20.0 Vert: 4=-300.0 10) 5th Sprinkler Loal: Lumber Increase= 1.25, Plate Incrsass=1.25 Uniform Loads Iplfl Cmcantratad Loads IIbI Vert: 1-4=-34.0. 1-5=-20.0 Vert: 1 =-300.0 11) 6th Sprinkler Load: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (~11) Concentrated Loads IIbI Vert: 1-4=-34.0. 1-5=-20.0 Vsrt: 2=-300.0 12) 7th Sprinkler Load: Lumber lncrsass=1.25, Plats Insrsasa=1.25 Uniform Loads lpif) Concentrated Loads IIb) Vert: 1-4=-34.0. 1-5=-20.0 Vert: 3=-300.0 13) 8th Sprinkler Load: Lumber Incrsasa=1.25. Plats Increaso=l.25 Uniform Loads Iplfl Vert: 1-4=-34.0. 1-5=-20.0 Cmcentratad Loads Ob1 Vert: 12=-3W.O 14) 9th Sprinkler Load Lumber Increase= 1.25, Plate Inersase=1.25 Uniform Lwds Idfl Concentrated Lwds llbl Vert: 1-4=-34.0. 1-5=-20.0 Vert: 13 =-3W.O 151 lofh Swinklor Load LumberIncrsess=1.25, Plate lnosa.s=1.25 Unitor& Loads (plf) Vert: 1-4=-34.0. 1-5=-20.0 Concentrated Loads IIbI Vert: 14=-300.0 16) 1 lth Sprinklsr Load Lumber Insrosss=1.25. Plats Increase= 1.25 Uniform Loads lplfl Vert: 1-4=-36.0. 1-5=-20.0 Cmcentrated Loads IIbI Vert: 7=-300.0 . ~~~~ 17) 12th Sprinkler Load Lumber Insrorso=1.25, Plate Increa.o=1.25 Uniform Loads Iplfl Concentrated Loads llbl Vert: 1-4=-34.0, 1-5=-20.0 Vert: 6 =-300.0 18) 13th Sprinkk Load: Lumber Increase= Uniform Loads Iplf) Concentrated Lmds IIbI Vert: 1-4=-34.0. 1-5=-20.0 Vert. 5=-300.0 :1 .25, Job . 1050 Grand Avenue Carlsbad, CA PlY aw ~rura type Truss A0397 Landmark Truss and Lumba. Abbesford. B.C.. vzT-6t4 4.201 SR1 s Oct 25 2001 MiTak Industries. Inc. Tua Jan 15 09 .. 50 58 2002 P age 1 1 1 ROOF TRUSS T52 R1150432 laptimsl) .. I 576 11-2-12 57-6 57-6 i 2x8 II Scale = 1:56.4 3 LOADING Ipsf) TCLL 16.0 SPACINQ 20-0 Plates Increase 1.25 CSI TCDL 17.0 TC 0.67 Lumber Inc~ease 1.25 BCLL BC 0.54 0.0 Code UBC97lANS195 BCDL 10.0 Rep Stress lncr YES (Matrix) WB 0.34 " . . . TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No2 WEBS 2 X 4 SPF Stud 'Excs~t* 1 DEFL in lloc) lldsfl VsrtlLL) -0.10 4-5 >999 PLATES QRlP Vsrt(TL1 -0.14 4-5 >736 Mil20 HomITL) 0.01 4 nla Weight: 50 ib 1st LC LL Mi" lldsfl = 360 BRACING TOP CHORD Sheathed M 6-DO oc purlins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-DO oc bracing. 1971144 1-7 2 X 4 SPF No.2 REACTIONS (Iblriro) 4=3601Mschanical, 6=58110-5-8 Max Hm 6 =328lload case 41 Max Uplif14=-18lload 0s- 41 Max Qrav 4=5261load ca-91, 6=735(lood ED- 6) FORCES Ilb) - Firs1 Lmd Case Only TOPCHORD 1-7=6.1-8=161.2-8=234.2-9=-106,3-9=33.3-4=-151 BOTCHORD 7-10=198.6-10=198,6-11=302.6-11=302,5-12=302,~12=302 LOAD CASEIS) Standard January 15,2002 Jeb . cuss ,"SS Type Landmark Truss and Lumbar. Abbotsford. B.C., VZT-6L4 4.201 SR1 s Oct25 2001 M iTak Induslries, Inc. Tus Jan 15 09 50 59 2002 P 42 A0397 T53 ROOF TRUSS 1050 Grand Avenue Carlsbed. CA Plv QtV R115M33 loptiwal) .. .. a90 1 -2-2-0 , 7-1-2 163-0 2-24 7-1-2 7-1-14 i 3x4 /I Scale = 1:50.5 3 5.00 v) dl L 6 9 5 10 4 5x6 11 -2-2.0 , 7-1-2 2-24 7-1-2 10x10 = 4x6 = 14-34 7-1-14 I LOADING (psf) TCLL 16.0 PLATES DEFL in IIocI lldefl CSI SPACING 2 X 4 SPF No.2 'Excsot' WEBS 1 Row at midpt 24 BOT CHORD 2 X 6 DF-N 24WF 2.OE BOT CHORD Rigid coiling dirsstly applied or 1000 oc bracing. WEBS TOP CHORD 2 X 4 SPF No2 LUMBER Weight: 159 Ib 1st LC LL Min lldsfl = 360 IMalrix) HonTL) 0.01 4 nla Coda UBC97lANS195 WB 0.54 BCDL 10.0 VsrtTU -0.20 4-5 >842 BC 0.63 MI120 1971144 Lumbar lncrsare 1.25 TCDL 17.0 VsrtlLLl 0.10 4-5 >999 TC 0.88 Plates lncmaee 1.25 20-0 GRIP BCLL 0.0 Rep Strese lncr NO BRACING TOP CHORD Sheathed a 5-1 1-3 oc purlins. exoept and verticds. LOADING (psf) 20-0 TCLL 16.0 PLATES DEFL in IIocI lldefl CSI SPACING Plates lncmaee 1.25 TC 0.88 VsrtlLLl 0.10 4-5 >999 TCDL 17.0 Lumbar lncrsare 1.25 BC 0.63 BCLL 0.0 HonTL) 0.01 4 nla WB 0.54 VsrtTU -0.20 4-5 >842 BCDL 10.0 Rep Strese lncr NO Coda UBC97lANS195 GRIP MI120 1971144 IMalrix) Weight: 159 Ib 1st LC LL Min lldsfl = 360 TOP CHORD 2 X 4 SPF No2 WEBS BOT CHORD 2 X 6 DF-N 24WF 2.OE 2 X 4 SPF No.2 'Excsot' BRACING TOP CHORD Sheathed a 5-1 1-3 oc purlins. exoept and verticds BOT CHORD Rigid coiling dirsstly applied or 1000 oc bracing. WEBS 1 Row at midpt 24 1-6 2 X 6 SPF N0.2 REACTIONS IIblsizd 6 =402710-3-8, 4=4027/03-8 MaxH-2 6=461lloedcaur4) FORCES IIb) . First Loed Case Only TOPCHORD 1-6=-2378. 1-7=-4161.2-7=4068, 2-8=-188, 3-8=-99,54=-198 BOTCHORO 6-9=1218. 5-9=1218, 5-10=3765,4-10=3765 WEBS 1-5=2601. 2-5=3391, 2-4=-4326 NOTES 1 I This I~UIU has been designed for the wind loads generated by 80 mph winds at 34 fl above ground level, using 17.0 pd top chord dead load and 10.0 pot bonom chord dead load, 100 mi from hurricane omdine. on an DEEUPD~EY category i, oondition i enclosed building. of dimensions 200 tt by 60 ft With axpoaurs C ASCE 7-93 per UBC971ANS195 If end YeniCaIs w cantilevers exist, they are exposed to wind. It porches exist. thay em not sxposad to wind. The lumber DOL incream is 1.33, 2) This truss has been designed for a 10.0 pd bottom chord live Id nonconcurrsnl with any other live loads psr Table No. 16-6 and the plate grip increase is 1.33 3) Thia truss ha. been designed with ANSliTPl 1-1996 criteria. , UBC-97. 4) Lwd csaols) 6, 7, 8, 9. 10. 11, 12, 13, 14, 15 has been modified. Building designer must mview loads 10 verity that they 5) This truss has been designed fa a moving ooncmtrated load of 250.0lb live and 50.01b dead located at all mid panel8 and at 6) Girder oarries fibin span(s1: 23-00 from 0-0-0 10 14-3-0: 23-00 frm 2-2-0 to 14-3-0, 23-00 frm 2-20 to 16-5-0 7) 2-ply truss to bo connected together with 0.131'x3" Nails ab lollowa: afe cormot for the intended use of this tr~ss. all panel paints along tho Top Chad and Bonom Chad, n~n~on~~rrenl with any other live loads. Top chords cmneetsd as follows: 2 X 4 - 1 row at 0-9-0 DC, 2 X 6 - 2 rows at 09-0 oc. Bottom chad. oonnsotd as follows: 2 X 6 - 2 rows at 0-90 OC. Webs connected D. follows: 2 X 4 - 1 row at 0-90 OC. LOAD CASEIS) Standard Except: 11 Rsaulsr: Lumbor Incroasa=1.25, Plats Incraaur=1.26 -. . . . _. . . . "" - , -. . , 6) iStsprinklor Load: Lumbar Incraass=1.25. Plate lncmass=1.25 Vert: 1-3=-66.0. 4-6=-614.5 Uniform Loads (plf) V~tl 1.9=.Bd~O~ &6=-330.5 . -. . . . . . . . . , . . . . . . . ConesnVatd Loads (Ib) Vert: 1 =-300.0 7) 2nd Sprinkler Load Lumber Incraase=1.25, Plate Incma== 1.25 Unifam Loads rplf) Vert: 1-3=-34.0. 4-6=-330.5 Januarv 15,2002 Job a Landmark Truss and Lumbar. Abbolsford, B.C., VT" 42 ROOF TRUSS T53 A0397 1050 Grand Avenue Carlsbed, CA Ply Qty Truss Type Truss R1150433 Ioptianall 4.201 SR1 s Oct 25 2001 MiTsk Induatrioa. In=. Tus Jan 15 09 .. .. 51 00 2002 P age 2 LOAD CASEIS) Concantrated Loads Ilb) Van: 7=-300.0 81 3rd Slrrinkler Load: Lumber Increase= 1.26. Plats Incrssss=1.26 Unif&m Loads Iplfl Vert: 1-3=-34.0. 4-6=-330.5 Concentrated Loads IIb) Vert: 8 =-300.0 9) 4th Sprinkler Load: Lumber lncrsl)se=1.25. flats Increase= 1.25 Uniform Lwds Iplfl Vert: 1-3=-34.0. 4-6=-330.5 Concentrated Lwds Ilbl Vert: 3=-300.0 10) 6th Sprinkler Load: Lumber Increase= 1.25. Plats Incrsase=1.26 Uniform Loads Iplt) Vert: 1-3=-34.0. 4-6=-330.5 Concentrated Loads IIb) Vert: 2=-300.0 111 6th Sprinkler Load: Lumbw Increase= 1.25, Pbm Increass=1.25 Uniform Loads Ipltl Vert: 1-3=-34.0. 4-6=-330.5 Concentrated Loads IIbl Vert: 9=-300.0 12) 7th Sprinkler Load: Lumber Incrsare=1.25. Plats Increaae=1.26 Uniform Loads Iplt) Vert: 1-3a34.0. 4-6=-330.5 . " cmcsntrated Load . . Vert: 6=-300.0 14) 9th Sprinkler Load: Lumber lnersase=1.25, PlMe Incrssro=1.25 Unifam Loads Iplfl Concentrated Loads Ob1 Vert: 1-3=-34.0. 4-6=-330.5 Vert: 5=-300.0 161 lOth Sprinkler Load Lumbar Insrsaso=1.25. Plate hcrsase=1.25 Uniform Loads Iplt) ConWntrated Loads (Ib) Vert: 1-3=-34.0. 4-6=-330.5 Vert: 4=-300.0 Job , 1060 Grand Avenue Carlabad, CA ply Qty Truss russ Type A0397 Landmark Truss and Lumber, Abboteford, B.C., VZT-6L4 12 156 ROOF TRUSS R1160434 (optimal) 4.201 SRl I Oct 26 Zvm MTck Indurtriaa. Inc. Tus Jan f6 09:61:W 2002 Page 1 I 553 M3 I 93-10 607 15.7-9 6315 2x4 11 Scde = 1:35.5 4 In/ 4x4 = 3x10 11 6 5 2x4 II 4x4 = I 553 553 4x6 = i 9.510 607 63-15 157-9 LOADINQ Ipsfl TCLL 16.0 SPACINQ 2-0-0 TCOL 17.0 Plates Inoreaw 1.26 SCLL 0.0 Lumber Increase 1.26 SCOL 10.0 Rep Stress lncr NO Code UBC97lANS195 CSI TC 0.54 BC 0.43 WB 0.32 (Matrix1 i TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF Stud DEFL in (lac) lldsfl VartlLL) 0.06 5-6 >999 PLATES QRlP VartlTLl -0.10 5-6 >999 MI120 HonITU 0.00 5 nla Weight: 163 Ib 1 st LC LL Min lldsfl = 360 TOP CHORD Sheathed or 6-00 oc purlins, except end verticals. BRACING BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. 1971144 WEDQE Left: 2 X 3 SPF No.2 REACTIONS Ilblsize) 5=1603/Mschanicsl, 7=1099/0-7-12 Max Hon 7=-227110ad case 3) Max Uplif17=-491load case 31 FORCES IIb) - First LDad Case Only TOPCHORD 1-2=-126, 2-3=-1429, 3-4=-67, 4-5=.16 BOTCHORD 1-7=121.6-7=121,5-6~1363 WEBS 2-7=-6~1,2-6=1276,3-6=1116.3-5=-1461 NOTES 1 1 This truss has been designed for the wind loads generated by 80 mph winds at 34 fl above ground Isvel, using 17.0 Pd tap chard dead load and 10.0 psf bdtom chord dead bed, 100 mi from hunieana OC~WIII~O, m an occupancy ceSegory I. cmdition I anclosed building. of dimensions 2W ft by 60 ft with oxpowre C ASCE 7-93 per VBC97lANSI95 If end Yerticds or cantil~vers exist. they are sxposed to wind. If porches exist, they are not axposed to wind. The lumber DOL increase is 1.33. end the plate grip increase is 1.33 2) This truss has bean dodgnad for a 10.0 pof bottom chord live lmd noncmcurtent with my other live loads per Tabla No. 16-8 . UBC-97. 3) ksfar to girdsrls) lor truss to truss connections. 4) This truss has been designed with ANSIITPI 1-1995 Criteria. 6) 2-ply VU.. to be connected togather with 0.131"x3' Nails as follows: Tap chords cmnactsd as follows: 2 X 4. 1 row at 0-9-0 OC. 2 X 6 - 2 IDW* Bmom chords connected 11s follows: 2 X 6 . 2 rows at 0-90 OC. Waba connected as follows: 2 X 4 - 1 row at 0-9-0 OC. LOAD CASEIS) Standard 1) Regulal: LumbOrIneraaas=1.25, PlatsIncrsase=1.26 Trapezoidal Loads (plf) Vert: 1 =O.O-t06=-336.1 at 09-0 OF, I January 15,2002 J.b ' ,US. Landmark Truss and Lumber, Abbotrfnd, B.C.. VZT-6L4 4.201 SR1 s Om 26 2001 MITZI Industiiea, Inc. Tuc Jan 16 09 .. 61 01 2002 P age 1 1 6 ROOF TRUSS A0397 792 1060 Qrand Avenue Carlrbad. CA Ply QW Truss Type R1150436 loptionall .. -24-8 , 67.1 2-4-8 1266 5-11-5 5-7-1 185-11 5-11-5 25-&12 , 27-5-4 Scale = 1:48.5 6-7-1 248 4x6 = 4 3x4 3~12.5 M1116= 3x4 = I 86-14 18514 85-14 I 254.12 7-11-1 55-14 Plats Ollssts fX,Yl: LOADING (psfl R02-6.EdgaI. 160-2-6,Eagol TCLL 16.0 Weight: 87 Ib 1st LC LL Mi" lldafl = 360 fMotrix1 Code UBC97lANS196 HonfTLl 0.06 6 "la BCDL 10.0 MI116 127182 MI120 VortlTLl -0.58 2-10 >SO9 BC 0.93 Lumber lncroaso 1.26 TCDL 17.0 PLATES ORlP VsrtlLLl -0.35 2-10 >863 TC 0.76 in floc1 lldsfl Plat.. I"CIO..O 1.25 DEFL CSI SPACINQ 2-0-0 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF 1660F 1 .SE WEBS 2 X 4 SPF Stud REACTIONS fIblsizs1 2= 123010-5-4. 6= 1230106-4 Max Har 2 =-24lIoad case 31 1971144 BCLL 0.0 WB 0.30 Rep Stress lncr YES BRACINQ TOP CHORD Shsaihed a 3-3-1 oc purlins. BOT CHORD Rigid ceiling directly appliad or 1000 M: bracing. NOTES 11 This truss has bas" checked fa unbalanced loading conditims. 21 This truss has been designed fa tho wind loads generated by 80 mph winds at 34 fl above ground Isvel, using 17.0 pot top chord dead load and 10.0 psi bottom chwd dead load. 1W mi from hurricane ocsmline, M an occupancy catagory I. condition I enclosed building, of dimensions 2W fl by 60 fl with exposwe C ASCE 7-93 per UBC97lANS196 If end Verticals or cantilevers exist. thw are ax~osad 10 wind. If DorCh.8 exist. they are not exposed to wind. The lumbar DOL incream is 1.33, and the piate grip in&as ii 1.33 31 All plates are MI120 plates unless othsrwiro indieated. 41 This truss has been designed fa a 10.0 psf bonm chord live load noncmcurrmt with any other live loads wc Tablo No. t6.B 61 This truss has been designed with ANSllTPl 1-1995 criteria. 61 This truss has bssn designed fa a moving concentmled load of 260.01b live and SD.Olb dead localad at dl mid panels and at , UBC-97. all PMOI points along the Top Chad and Bottom Chad, nmomourrml with any other live loads. LOAD CASEfSl Standard Jpb . 1 ROOF TRUSS 2 T92A A0397 1050 Grand Avenue Carlrbad, CA ply TI”** Type tY T,”S* R1150436 Landmark Truss and Lumber, Abbotsford, B.C., VZT-SL4 4.201 SR1 s Oct 25 2001 MiTsk Industries. Inc. Tue Jan 16 09 .. 51 02 2W2 P ‘8‘ 1 (optional1 .. -248 , 67-1 2-44 1 266 511-5 67-1 18511 511-5 2M12 , 27-54 67-1 248 Scale = 1:48.5 5x6 = 4 4x4 3x6 = 4x4 = 1 8-614 165.14 250-12 5514 7-11-1 -14 I Piatsotf6str Ix,Yl: 120-10-2.0-0-101 ,. 16 ._ 0 102.00101 LOADING (psfl TCLL 15.0 SPACINQ 3-0-0 PLATES DEFL in (10~1 lldofl TC 0.82 Piatsa i”ElO... 1.25 CSI VartlLL) -0.19 2-10 >999 TCDL 17.0 Lumber increase 1.25 BC 0.90 BCLL 0.0 Rep Stress incr NO Vsrt(TL1 -0.44 2-10 >679 BCOL 10.0 Code UBC971ANS195 WB 0.37 HorzlTLl 0.09 6 nla (Matrix1 1st LC LL Min lldsfl = 360 Weight: 87 Ib TOP CHORD 2 X 4 SPF No.2 LUMBER BRACING WEBS BOT CHORD 2 X 4 SPF 1660F 1.6E 2 X 4 SPF Stud REACTIONS Ilblairal 2 = 184510-5-4. 6 = 1845106-4 Max Hm 2 =-3611oad case 31 GRIP 1971144 Mi120 TOP CHORD 24-0 oc purlins 12-8-10 max.1 BOT CHORD Rigid ceiling directly applied or 1000 OE bracing. (Switched from sheeted Spacing > 2-00). ~~ ~ ~ ~ ~~ ~ ~~ ~~ WEBS 3-10=-540, 4-10=855, 4-8=856, 6-8=-540 NOTES 1) This truss has baen checked for unbalanced loading conditions. 2) This trues has been designed fa tho wind loads generated by 80 mph winds at 34 fl above ground lovol, using 17.0 psf top chord dead load and 10.0 PSI bottom chad dead load, 1 W mi from hurricans oceanline, on an OCCUP~~EY catogay I, Condition i enclosed building, of dimensions 2W fl by 60 fl with exposure C ASCE 7-93 per UBC97lANS195 It end vortisds exist, they are not exposed to wind. If cantilevers exist, they ere exposed to wind. If porches exist, they are not exposed to 3) This truss has been designed fa c 10.0 prf bottom chord live load nonconcurrent with any other live loads per Tsblo No. 16-0 wind. The lumber DOL increase is 1.33, and the piate grip increase is 1.33 41 This truss has been designed with ANSliTPl 1-1996 miteria. , UBC-97. 5) Design assumes 4x2 (flat wisntation) purlins at oc spacing indicated, fastened to truss TC wl 2-10d nails. LOAD CASEISI Standad January 15,2002 Job , 1050 Grand Avsnus Carlabad, CA Ply Qty Truss Type Truss A0397 1 6 ROOF TRUSS VOlA R1150437 Landmark Truss and Lumber. Abbotsford. B.C., V2T-SL4 4.201 SR1 s Od 25 2W1 MiTsk industries. Inc. Tus Jan 15 09 51 03 2002 P loplionall .. .. age 1 I 13814 13814 4x4 = I 27-5-12 158.14 tr4 I, 7 Scale = 1:80.4 q4 l;x4 /I lo 1x4 11 ' 3x4 24 23 22 21 20 19 18 17 16 15 14 3x4*- 1x4 11 1x4 II 5x6= 1x4 /I 1x4 I1 1x4 11 1x4 11 1x4 tj7.5121x4 II 1x4 II 1x4 II I I 27-512 plate offsets 1X.Y): ' ." .I , fl4.0 .. 04.0-0-01. 115.0 0 0.0441 116 0 04 0 0 01. . . .. ~~~b4~~~~l!~~~~~~~~~~,~~~o~;~~.~~~ l'O-O-O O-O-O', H2.6 6a7).6 O .. .. ." ,. . .. .. TCLL 16.0 LOADINQ (pat) pLArEs QRlP DEFL in Ila;) lldsfl SPACING 2-04 Lumbar Incmeso 1.25 VsrtrLL) "I* - "Is TCDL 17.0 TC 0.12 CSI Plates kC,..*. 1.25 WB 0.19 BCDL 10.0 Rap Strssa lncr YES VsrtlTL) nla - nla BCLL 0.0 BC 0.10 MI120 Weight: 146 Ib 1st LC LL Min ildsfl = 360 (Matrix) HonlTLl 0.01 13 nla Coda UBC97IANSI95 1971144 LUMBER TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 6-00 DE purlins. BOT CHORD 2 X 4 SPF No2 OTHERS 2 X 4 SPF Stud 'Except. BRACING BOT CHORD Rigid ceiling directly awlled or 100-0 DE bracing. WEBS 1 Row at midpt 7-19, 6-20, 8-18 7-19 2 X 4 SPF No.2, 6-20 2 X 4 SPF No.2. 6-21 2 X 4 SPF No.2 8-18 2 X 4 SPF No.2, 9-17 2 X 4 SPF No2 REACTiONS Ilblsizo) 1=133127-6-12, 13=133/27-6-12. 19=141127-5-12,20=171R7-5-12. 21=171127-5-12, 22=182127-6-12,23=127/27-5-12,24=292R7-6-12, 18=171127-5-12, 17=171/27-6-12. (6=182127-6-12. 16=127127-6-12. 14=292127-6-12 M~X HMZ i Loou~ad EM 31 Max Uplift1 =-48(load FD- 3). 20=-14(load case 4). 21 =-2llload case 5). 22=-131load case 4). 23=-1 llload . .. . . . ~ ~ ~~ case 5). 24=-ZZlioad 0e.m 4). 18=-311oad case 31, 17=-21(load EDID 51, 16=-ltIlood casa 3). 16=-ll(loadcass5), 14=-22lloadcase3) ~~a~1~,22=18211oad~sss6~,23=127floadcass1~,24=29211~d~~1o6~,18=17411oadcaaa71, 17=17t(loadcass1~,16=182lloadcars7~.15=127lloadcars1~,14=292lloadca.s7~ MaxGrrv 1=265(io~d~~sa4),13=186lloadcass3~,19=288lloadca~o5~,20=174lload~~06~,21=171lload NOTES 1) This truss has been chocked for unbalanced lmding conditions. 2) This truss has been designed fa the wind loads generated by 80 mph winds at 34 fl above grmund lovd. using 17.0 p.1 top chord dead load and 10.0 prf boltom ohord dead load. 1 W mi from hurricane oceanline. on on msupmcy catagwq I, condition I anclosad building, d dimensions ZW fl by 60 ft with oxpo8un1 C ASCE 7-93 per UsC971ANS195 If end verticals or cantilevers exist. they am exposad to wind. If porches exist, they me nd sxposad to wind. Tho lumber DOL increase is 1.33, 3) This truss has bean dsrignsd for LI 10.0 p.1 bottom chord live load nonconcurrent with any other live loads per Table No. 16-8 and the plate grip increase is 1.33 4) Nan Standard baaring condition. Review required. , UBG97. 5) This UYSS has bas" designed with ANSIRPI 1-1995 criteria. LOAD CASEIS] Standard January 15,2002 Jqb I 1 2 V02A ROOF TRUSS A0397 1050 Grand Avsnus Carisbad, CA ply w truss russ Type R1150438 LandmarkTrusa and Lumbar, Abbotaford. B.C.. V2T-SL4 I tionall 4.201 SR1 s Oct 25 ZW5TKETe~lndustriss. Inc. Tus Jan iT 09 .. .. 51 04 2W2 P age 1 I 13-7-15 n-3-14 43-7-15 13-7-15 I 5x6 \\ Scale = 1:71.2 LOADINQ ipaf) TCLL 16.0 SPACING 2-0-0 Plmes increase 1.25 CSI TCDL 17.0 TC 0.11 BCLL Lumber Increase 1.25 BC 0.09 BCDL 10.0 0.0 Rep Stress lncr YES WB 0.16 Code UBC97lANS195 (Matrix1 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud .Except* 7-19 2 X 4 SPF No.2, 6-20 2 X 4 SPF No.2, 8-18 2 X 4 SPF 1 No.2 PLATES MI120 HonlTLl 0.01 1 SI LC LL Mitt lldsfi = 360 Weight: 139 Ib BRACINQ TOP CHORD Shesthad or 6-00 OE purlins. WEB5 BOT CHORD Rigid oailing directly applied M 1000 OE bracing. 1 Row at midpt 7-19, 6-20, 8-18 REACTiONS llblsizs) 1 =128/27-3-14. 13=128/27-3-14. 19=143127-3-14, 20=172127-3-14, 21 =169/27-3-14. 22=182127-3-14, 23=130/27-3-14, 24=284127-3-14, 18=172/27-3-14. 17=169/27-3-14. 16=182127-3-14, 15=130/27-3-14. 14=284127-3-14 Max Horz 1 =-34611oad cas0 3) Max Uplift1 =-2811oad case 3). 20=-8(load case 4). 21 =-15(10ad cam 5). 22=-8(Ioad case 4). 23=.7(10ad EDSO 5) , 24=-13110ad mse41. 17=-15lload case 5). 16=-8(lood csns3). 16=-711oad case 6). 14=-13(loed Max Grsv 1 =229(Ioad cara4). 13=169fload cass3). 19=270(losd ease 5). 20=176(Ioad case 61, 21 =169lload case 31 caro1).22=182(loadcasa61,23=1301loadca~s11,24=284~lo~dcs.s6~,18=1761loadca~e7~, 17=169(load 08s- 1). 16=1821iwd case 7). 15=130110ad cast) 1). 14=28411oad ease 7) NOTES 11 This truss hu bwn checked fw unbalmcad loading conditions. 2) This truss hu boon designed for the wind loads generated by 80 mph winds at 34 It above grwnd level. using 17.0 pd top chord dead load and 10.0 psi bonom chord dead load, 100 mi trm hurricane oceanline. on an occupancy category I. condition I enclosed building. of dimensions 200 fl by 60 fl with expo(~ure C ASCE 7-93 per UBC971ANS196 If end VeftlCaIs W cantilevers exist, they am exposed 10 wind. If porches e~ht, they am not exposad to wind. Tho lumber DOL increase is 1.33. 3) This truss has bean designed for a 10.0 pd bonm ohord live load n~nconcurrent with any other live load8 pr Table No. 16-8 and the plate grip increase is 1.33 4) No" Standard baring condition. Review required. , UBG97. 5) This truss has bas" designed with ANSlKPl 1-1995 criteria. LOAD CASEIS1 Standard GRIP 1971144 January 15,2002 Jab LandmarkTruss and Lumber, AEbatrford. B.C.. VZT-6L4 4.201 SR1 s Oct Zi 200 1 Mifsk Indurtriss. Inc. Tus Jan f5 09 51 06 ZW2 P 1 1 ROOF TRUSS V03A A0397 1060 Grand Avenue Carisbad. CA PlV OtV Truss Type Truss R1150439 laptimrl) .. .. 09s 1 6-1-7 6-1-7 2-1010 i I w1 4x4 = Scale = 1:18.5 3 .- 3x8 I, 15 16 9 17 18 7 19 1x4 II 1x4 II a4 II p3-9 30-8 03-9 51.0 508 2-88 c-24 2-8-15 8-98 +&I plats 0ft-t~ (x,~): 1~:01-12.~dg~1 LOADINQ lpafl TCLL 16.0 SPACINQ Plates lncreaee 1.26 2-0-0 Weight: 27 Ib lrt LC LL Mi" lldofl = 360 (Matrix) Ccds UBC971ANS195 HomITLl 0.00 6 "la WB 0.08 Rep Stress incr YES BCDL 10.0 0.0 VsnlTU -0.02 8-9 >999 BC 0.32 BCLL Mi120 1971144 Lumber increase 1.26 TCDL 17.0 PLATES QRlP in IIocI lldsfl VsrtlLL) -0.01 8-9 >999 TC 0.31 DEFL CSI LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-0-0 OF bracing. WEBS OTHERS 2 X 4 SPF Stud 2 X 4 SPF Stud BRACIND TOP CHORD Sheathed OT 6-00 DC purlins, except end VORicais. NOTES 1) This truss has boon chocked for unbalanced loading conditims. 2) This truss has boon dosignsd tor the wind loads generated by 80 mph winds at 34 ft above grmnd level, using 17.0 prt tap chord doad load and 10.0 psf bonom chord dead load, 100 mi from hurricane Oceanline, m an OEEUP~CY catsgory I, cmdition I enclosed building. of dimensions 200 fl by 60 ft with exposure C ASCE 7-93 per UBC971ANS196 If end Verticals a cantile~ers exist, they are exposed to wind. If porches exist, they are no1 exposed 10 wind. The lumber DOL increasa ie 1.33. 3) This truss ha8 boon designed for LI 10.0 prt bonan chord iive load n~n~mc~rrent with any other live loads pw Table No. 16-8 and the plate grip increase is 1.33 IIcLP.07 41 This truss has bean designed with ANSIRPI 1-1946 criteria. 6) This truss harr been designed fa a moving cmoenlmtad load of 260.01b live and 50.01b dead Iocatad at dl mid psnsls and at , "I- -, . all panel points along the Top Chord and Bonam Chord. n~ncmcurrent With any othsr live loads. LOAD CASEISI Standard Job I 1050 Grand Avenue Carlrbad, CA atv Y Truss Type Truss A0397 1 1 ROOF TRUSS V04A R1150440 Landmark Truss and Lumber, Abbotsfad. B.C.. V2T-5L4 loptimall 4.201 5R1 s Oct 25 2001 MiTsk Industries. Inc. Tus Jan 15 0951:05 2002 Page 1 i 12-74 13-74 i 3x4 I/ Scale = 1:36.9 1x4 11 6 5.00 ! LOADING (psi) 1 SPACING 2-04 TCLL 16.0 Plates Increase 1.25 I cst . ~.~ TC 0.27 TCOL 17.0 Lumter Increase 1.25 BC 0.19 BCLL BCOL 10.0 0.0 Code UBC97lANS195 Rep Sires. lncr YES WB 0.06 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud ~~ ~ ". DEFL in IIm) lldafl PLATES GRIP VartlLLl "la - "1s VartlTLl nla - nla HoniTLl 0.00 7 nla lat LC LL Min lldsfl = 350 Welaht: 51 Ib MI120 1971144 TOP CHORD Sheathed a 6-GO oc purlins. DXEOP~ end verticals. BRACING BOT CHORD Rigid ceiling diractly appliad or 1000 OC bracing. OTHERS 2 X 4 SPF Stud REACTIONS Ilblsizsl 1=172113-7-9. 7=70/13-7-9, 8=168/13-7-9. 9=204/13-7-9. 10=40/13-7-9. 11=444/13-7-9 Max Hm 1 =330(load case 41 M~ uplin7=-2311wd case 4) FORCES IIb) - First Lwd Case Only TOPCHORD 1-2=56, 2-3=-63. 3-4=29, 4-6=-29, 6-6=18, 6-7=-63 BOTCHORD 1-11=2,10-11=2,9-10=2.8-9~2,7-8~2 WEBS 5-8~-132.4-9=-151.3-10=-49.2-11~-311 NOTES 11 This truss has been designed fa the wind loads generatad by 80 mph winds at 34 fi abwe ground lovd, using 17.0 psi top chord dead load and 10.0 psi bottom ohord dead load. 100 mi from hurricane OEemIine. on an mcupancy category I. condition 1 enclosed building, of dimensions 200 fi by 60 fl With exposure C ASCE 7-93 pn UBC971ANS195 If and Verticds w ~mtilevers exist. they am ex~ored to wind. If porchm sxiat. they are not exposad to wind. The lumber DOL increase is 1.33, and tho plme grip in&ease ii 1.33 21 This truss has bsen dasionsd fa II 10.0 psi botlm chord live load noncmoutrent with any other live loads PI Tabla No. 15-0 - , UBC-97. 3) Non Standard tearing condition. Revlow required. 4) This truss has bsan designad with ANSIITPI 1-1995 criteria. LOAD CASEISI Standard January 15,2002 Jeb I LandmarkTruss and Lumber. ABotaford, B.C.. V2T-6L4 1 1 ROOF TRUSS V06A A0397 1060 Grand Avonus Carlrbad. CA Ply Qty Truss Type Truss R1160441 loptimall 4.201 SR1 s Oct ZZWmTek Industries, Inc. Tus Jan 15 09 61 07 2002 P .. .. age 1 3x4 14 13 12 11 10 9 1x4 II 1x4 It 3x8 II 1x4 II .,1#4 11 1x4 II I ,z.,- I 12.10-6 Plate Offsats 1X.Y): 126-3-0.6-3-41, l7:044,EdgaI LOADING lpsf) SPACING Lumber Increase BCLL Rap Stress lncr BCDL 10.0 Cods UBC97lANSi96 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No.2 WEBS OTHERS 2 X 4 SPF Stud *Except' 2 X 4 SPF No2 6-10 2 X 4 SPF No.2 1 csi TC 0.60 BC 0.66 WB 0.16 IMatrirt ~ ~~ DEFL in lloc) lldsli VcrtlLL) "la . "la PLATES MI120 VsrtlTL) 0.06 7-8 >268 HonlTLl 0.00 9 nla 1st LC LL Mi" lldefl = 360 Weight: 73 ib BRACING TOP CHORD Sheathed or 6-00 OE purlins, except and verticals. BOT CHORD Rigid ceiling directly sppllad or 644 oc bracing, Except: WEBS 1000 OE bracing: 1-14. 1 ROW at midpt 7-9, 6-10 QRlP 1971144 REACTlDNS (iblsizs) 9=160112-106, 1 =87/12-10-6, 10=162/12-10-6, 11=172/12-10-6. 12=176/12-106, 13=160/12-10-6. 14=219/12-146 Max Han 1 =664lload case 5) Max Uplift9=-20011oad case 6). 1=-66lIoad case 31, 11 =-29lIoad EII~ 6). 12=-711oad csaa4). 13=-161load case4). 14=-16ilwdcase 51 Max Grav 9=1601load case 1). 1 =414lload case 6). 10=162lloOd case 1). 11 =172lload case 1). 12=176fload case 1). 13=160(1oad case 11, 14=2191load case 1) FORCES IIb) - First Losd Case Only TOPCHORD 1-2=48.2-3=39.3-4=42,4-6=41, 6-6=40, 6.7=43,7-8=42,7.9=.136 BOTCHORD 1-14=6. 13-14=-0. 12-13=-0. 11-12=-0, 1@11=-0,9-10=~ WEBS 6-10=-119. 6-11=-134, 4-12=-133, 3-13=-127. 2-14=-157 NOTES 1) This truss has boon designed for the wind loads generated by 80 mph winds at 34 fl abms ground level, using 17.0 psf top chord dead load and 10.0 pef bottom chord dead load, 100 mi from hurricane OCOmlinO, On an OEEUPOnEV EatogWV I, cmdition I encl~sad building. of dimensions 200 ft by 60 ft with oxposuro C ASCE 7-93 pol UsC97lANS196 If end Vertids Or cantilevem miat, they are exposed to wind. It porches exist, they are not exposad to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Gable requires continuow bottom chad bearing. 3) This truss ha8 bson designed fa a 10.0 psf bottom chord live load non~~~urrent with any other liw loads per Table No. 16-0 41 This truss has boon designad with ANSIPPI 1-1996 Criteria. , UBC-97. LOAD CASEIS1 Standard January 15,2002 " b i 1050 Grand Avenue Carlsbad. CA P~V w Truss Type TNSS A0397 Landmark T~ss and Lumber, motsford, B.C., V2T-6L4 1 1 ROOF TRUSS V06A R1150442 (optionall 4,201 SR1 s Oct 25 2001 MiTsk Induatriss, Ino. Tus Jan 15 09 .. .. 51 08 2002 P age 1 I Ell-2 I aw2 12.8-1 1x4 11 2x4 II 24-15 1x4 11 3x4 = .5 6 7 Scale = 126.9 LOAOINQ (pdl Plater Increasa 1.25 TCLL 16.0 CSI SPACING 20-0 MU20 1971144 Vert(LL1 "la - "la BC 0.12 Lumbar Increase 1.25 TCOL 17.0 TC 0.17 PLATES DEFL in [la1 Ildsfl VsrtlTLl "lo - nls BCLL 0.0 BCDL 10.0 Rep Stress lncr YES Code UBC97lANS195 WB 0.05 HorzlTLl 0.00 8 "1s [Matrix) 1R LC LL Mi" lldsfl = 360 Weight: 44 Ib QRlP LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud REACTIONS [Iblsizo) 1=141112-8-1.8=72/12-8-1,9=170/12-8-1. 10=189/12-8-1, 11=97/12-8-1. 12=349112-8-1 BRACING TOP CHORD Sheathed or 6-0-0 a purlins. except end veRimI8. BOT CHORD Rigid ceiling directly applied or 10-0-0 a brwiq. Max Hm 1 =212lload orm 51 MaxGmv 1=141[1o~dcaaa1).8=72(load~~ro1),9=175lloadcass71,10=189~lwdEars1~,11=97~1~dEs~1~.12~349l1~adcssa1~ NOTES 1) This ~NS. has been chocked for unbalanced loading conditions. 2) This truss has boon designed for the wind loads generated by 80 mph winds at 34 fl abwo ground lavel. using 17.0 psi chord dead load and 10.0 paf bonom chord dead Iwd, 100 mi from hurricane oceanline. on an acupancy oategory I, condition I enclosed building, of dimensions 200 fl by 60 fl with exposure C ASCE 7-93 per UsC97lANS195 If ad verti cantilevers exist, they are exposed to wind. It porches exist, they are not exposed lo wind. The lumber DOL inctasss is and the plcto gtip increase is 1.33 3) Provide adoquato drainage 10 pavent water ponding. 4) This truss has been designed for a 10.0 paf bonm chord live load nonconcurrent with my other live loads per Tabla No 5) Non Standard baaring condition. Roview required. 6) Thio truss has boon designed with ANSlKPl 1.1995 Criteria. , UBC-97. LOAD CASEISI Sbndard NOTES 1) This ~NS. has been chocked for unbalanced loading conditions. 2) This truss has boon designed for the wind loads generated by 80 mph winds at 34 fl abwo ground lavel. using 17.0 psi top chord dead load and 10.0 paf bonom chord dead Iwd, 100 mi from hurricane oceanline. on an acupancy oategory I, condition I enclosed building, of dimensions 200 fl by 60 fl with exposure C ASCE 7-93 per UsC97lANS195 If ad verticals 01 cantilevers exist, they are exposed to wind. It porches exist, they are not exposed lo wind. The lumber DOL inctasss is 1.33. and the plcto gtip increase is 1.33 3) Provide adoquato drainage 10 pavent water ponding. 4) This truss has been designed for a 10.0 paf bonm chord live load nonconcurrent with my other live loads per Tabla No. l&B 5) Non Standard baaring condition. Roview required. 6) Thio truss has boon designed with ANSlKPl 1.1995 Criteria. , UBC-97. LOAD CASEISI Sbndard JPb . Truss IUS= Type 1050 Grand Avenue Carisbad, CA QtV iv A0397 1 1 V07A ROOF TRUSS Rlt50443 (apfiond) Landmark Truss and Lumber. Abbmsford. 8.C.. VZT-6L4 4.201 SR1 s Qct 26 2001 MiTek Industries, Inc. Tus Jan Ib 09:61:09 2002 Page 1 I 3-14 3-14 i 62-8 4x6 II 3-14 Scale = 1:16.2 2 i 62-8 6-2-8 I LOADINQ (psi) TCLL 16.0 SPACiNG Plats. Incraass 1.25 24.0 TCDL 17.0 TC 0.07 PLATES DEFL in IIDEI lldafl CSI VartiTL) "18 - "la BCLL 0.0 BC 0.05 Lumbar Increase 1.25 MI120 Va,tlLL) "la - "la HooITL) 0.00 3 "la Code UBC97lANS195 WB 0.03 Rap Stress lncr YES BCDL 10.0 Weight: 16 Ib 1 st LC LL Mi" lldefl = 360 LUMBER BRACING TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud GRIP 1971144 TOP CHORD Sheathed o( 6-00 M: purlins. BOT CHORD Rigid coiling directly appliad or 1000 M: bracing. REACTIONS Ilblsizs) 1 = 13416-2-8. 3 = 13416-2-8, 4 = 18916-2-8 Max Hon 1 =601load case 41 FORCES IIb). First Load Case Only TOP CHORD 1-2=-34. 2-3=-34 BOTCHORD 1-4=28,3-4=28 WEBS 2-4=-136 NOTES 2) This truss has bean designad for tho wlnd loads generated by 80 mph winds at 34 fl above ground IevmI. using 17.0 psi top 1) This truss has bwn ahacksd tor unbalanced loading conditione. chord deed load and 10.0 prt bonom chord deed iwd. 100 mi from hurricane oceanline. on on occupanoy category I, cmditian I enclosed building, of dimensions 2W It by 60 fl with exposure C ASCE 7-93 per UBC971ANS195 It and YertiCaIs of cantilevers exist. they are exposed to wind. If porches exist, they are not axposad lo wind. Tho lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed tor a 10.0 psi bottm chord live load n~ncmcurrent with any othsr livm loads wr Table No. 16-0 4) Non Standard bowing condition. Rsvisw required. 6) This truss has been designed with ANSIKPI 1-1996 criteria. , UBC-97. LOAD CASEISI Stsndad January 15,2002 12-1 8-2001 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCROl304 Building Inspection Request Line (760) 602-2725 Job Address: 1050 GRAND AV CBAD Permit Type: PCR Status: Parcel No: Lot #: 0 Applied: 11/26/2001 Valuation: $0.00 Construction Type: NEW Entered By: MDP Reference #: CBO1-4832 Plan Approved: Project Title: Issued: EXTENDED STAY AMERICA Inspect Areso 12/18/01 WO2 01 02 HOLDDOWN CHANGES # Gj’G di CGP 240.00 Applicant: JOWDY ROB Owner: Total Fees: $240.00 Total Payments To Date: $0.00 Balance Due: $240.00 Plan Check Revision Fee Additional Fees $240.00 $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE Please take NOTiCE that approval of your probct includes the ’Imposison” of fees, dedications, reservatwns, or other exactions hereafter mllsctiveiy follow the protest procedures set forth in Government Code Section 66mo(a), and file the protest and any other required information with the City Manager for referred to as ’feedexac4wns.” You have 90 days from the date this permit was issued to protest imposition of these feedexactions. If you protest them, you must 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 yleclied feedexactions DOES NOT APPLY to water and sewer mnnection fees and CdpactiY changes, nor planning, zoning. grading or other similar applicafwn pmcassing or service fees in mnnection with this project. NOR DOES IT APPLY to any feedexactions of which vou have previously been uiven a NOTICE similar to this, or as to which the statute of limitations has Dreviouslv othewise BXDiEd. CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ON Y PERMIT APPLICATION . .,.. PLAN CHECK NO. L%,- Lay EST. VAL. Plan Ck. Deposit Validated By Date I 1 Iu/or r I Business Name tat this address) Legal Description Lot No. Subdivision NamelNumbsr Unit No. Phase No. ASSBSOOI'S Parcel X Existing Use Pro ed Use A7JZ.L # of Bedrooms X of Bathrooms 4, PRFW-OWNER. , " .. *>A- i6; ::,.~oNTRI\cT~R~c~MPJ\NY.)IIP~,:,, ))' : ! ' . , I Name. Address City . .,. , , , . , ,.,. i X,' ,,. ,, , , ' :- .. ,., -.. ;iJ ,. ... (sac. 7031.5 ~urine~~ and professions Code: ~ny city or County which requires e permit to construct, alter. improve, demolish or repair any structure, prior to its issuance, also requires the applicant for Such permit to file a signed statement that he is licensed PUISUmt to the provisions Of the Contractor's License Law exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty Of not more than five hundred dollars 165001). [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codal or that he is exempt therefrom, and the basis for the alleged Name Address City StatslZip Telephone X State License X License Class City Business License X Designer Name Address City StatelZip Telephone State License # a; ~ :,~~~KE~~CnMriS~-~TldN. ' ' .' ' ' ' Workers' Compensation OeCIaration: I hereby affirm under penalty Of perjury one of the following declarations: of the work for which this permit is issued. 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code. far the performance issued. My worker's compensation insurance carrier and policy number are: 0 I have and will maintain workers' ~ompen~ation, as required by Section 3700 of the Labor Cod% for the pelformmce of the work for which this permit is Insurmce Company Policy NO. Expiration Date . , . . . . . . StatelZip Telephone X , ... _(i , , '.,. . , , . ,, , , ,, . . .:., ,,,: ,, ..>. . . , ,.) ., .: i::,,,: ., . i/, ,,: :,: . 2 , . ,,; , . ,,), )) , . ,,,. ,, , . :, , ,:,:, ,,. ,,,I .:, .,,, , ., , . . .), ,. , ., ,, (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1$1001 OR LESS1 to become subject to the Workers' Compsnsation Laws Of California. 0 CERTIFICATE OF EXEMPTION I Certify that in the performance of the work for Which this permit is issued. i shall not employ any person in any manner so as thousand dollars 16100.0001, in addition to the cost of eampsnratlon. damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. WARNING Failura to secure workers' compnsation covetage 1s unlawful. and shall subject an employer la criminal P.nanias and clvil finer up to one hundred SIGNATURE 7. .O@NERIUILDER:DECLARATION , .:,. . , , . ,. . DATE . ,,)( . . ,,, . , ",,' ,,,, >,,- , , ,, . .. I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the pmpsrty or my employees with wages as their 101. compensation, will do the work and the Structure is not intended or offered for sale (SBC. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of property Who builds or improves thereon. and who does such work himself or through his own employees. provided that such improvements are not intended or offered for sale. If, however, the building or improvement is soid within one year of completion. the ownsr-builder will have the burden of proving that he did not build or improve for the purpose of sale). Contractor's License Law does not apply to an owner Of property who builds or improver thereon, and Contracts for such projects with ~ontraCtor18) licensed 0 I, as owner of the property, am exclusively contracting with licensed Contractors to construct the project ISec. 7044, Business and PrOf8ssions Code: The pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: 1, I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ON0 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have Contracted with the following person lfirml to provide the proposed ~onstr~ction tincluds name I address I phone number I contractors license number): . .. 4. I plan to provide portions of the work, but I have hired the following person to coordinate, SUpBrViSe and provide the major work (include name I address I phone number I contractors license numbsrl: 5. I will provide some Of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone number I type of work): c~~PLET#IR~~.~ECTIDN-FOR &,y%&/&,Vnhi SuilDINoiSERMIT~~l~y~~~~'~ '."? :..:I ' . .:. ' PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to Submit a business plan, awtdy hazardous materials registration form or risk management and prevmtion program under Sections 25505, 25533 or 25534 Of the Prerley-Tanner Hazardous Substance Account Act? 0 YES 0 NO 1s the applicant or future building occupsnt required to obtain a permit from the air pollution Control district or air quality management district? 0 YES NO 1s the facility to be Constructed within 1.000 feet of the outor boundary of B school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETiNG THE REaUiREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. _,i ,,,,, , (i ,, , ,., , . . ,, ., )) , ,: . ,. , , , . >.l. ., .., !E. 'C~NSTRU'i7'iON~LENDINGhGENCY' , ~, 1: II ~ ~ ' I hereby affirm that there is B construction lending agency for the psrformancs of tha work for which this permit is issued ISec. 3097111 Civil Code). LENDER'S NAME .. ,, ,,. . ,, is. .. -'-A?~~!CAN~CERT~FIC~~ION LENDER'S ADDRESS ,, , . ,, ,,,. , , ,.. , , , ,I,. , , .. , ..: ..,. %). ., , .' ,,i , ,,;,,,,., . , I Certify that I have read the application end state that the above information is Correct and that the information on the plans is a~curate. I agree to comply with all City ordinances and Stste laws relating to building Construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS, COSTS AN0 EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEaUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction Of structures over 3 Stories in height. authorized by such permit is n the date of such permit or if the building or work authorized by such permit is suspended or abandoned EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation end become null and void if the building or work at any time aner the work is c (Section 106.4.4 Uniform Building Code). ,, , , . , , , ,. . ., ,. , , i APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance FAX # (760) 602-8558 TELEPHONE # (760) 602-2717 Fax Dec.13. 2001 2:39PM No.5624 P. I 9285 Chesapeake Drivc, Stc. F San Diego, G4 92123 Phone (858) 278-6777 rob@W~d@ms.com - Fax (858) 278-6776 Memo JOHN, PER OUR CONVERSA'IION WE ARJ3 -DRAWING OUR APPLICATION FOR THE EAWIHBOUND H02g DOWNS FOR E3A CARLSEW3 . WE WOULD LIKE n> PURSUE THIS AT A LATER DATE. ROB YOWDY APPLICATION NUMBER CARLSBAD 01-483/ pCRO1-304. THANK YOU I