The URL can be used to link to this page

Home My WebLink About2663 GATEWAY RD; ; CB100282; Permit04-22-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB100282 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2663 GATEWAY RD CBAD COMMIND Sub Type: COMM 2131912200 Lot#: 0 $465,863.00 Construction Type: 5B Reference #: BRESSI RANCH SHELL-10,250 SF SHELL BLDG - MAJOR BUILDING "B" Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Plan Check#: ISSUED 02/17/2010 RMA 04/22/2010 04/22/2010 Applicant: MICHAEL MERRILL STE100 1717KETTNERBLVD 92101 619814-0080 Owner: Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedited Plan Review $1,978.17 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,285.81 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $97.83 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $7,988.00 Master Drainage Fee D1 Sewer Fee $0.00 Redev Parking Fee $0.00 Additional Fees $16.00 HMPFee ?? TOTAL PERMIT FEES $0.00 $403.00 $7,188.00 $28,564.70 $8,478.71 $0.00 $0.00 $0.00 $64,390.24 $0.00 $49.00 $610.00 $57,50 $0.00 $11,203.61 $0.00 $0.00 $0.00 $132,310,57 Total Fees:$132,310.57 Total Payments To Date:$132,310.57 Balance Due:$0.00 Inspector: FINAL APPROVAL Date: J&Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030, Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CITY OF CARLSBAD J Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www.carlsbadca.gov JOB ADDRESS SUITE#/SPACE*/UNIT* CT/PROJECT*PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) A ACT NAME (If Different Fom ADDRESS fc^M; A^M-tTB^TS C-2A is Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires theed statement that he Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commendin '" .-. . . - -applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 6, commending with Section 7000 of Division 3 of theBusiness and Professions Code) 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 acivil penalty of not more than five hundred dollars ($500)). Workers'CompensationDeclaratlont/terebyaffi/munderpena/ryofperjuo'o/iaof/tefoJtomngi/ec/arafons:BI have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of Ihe Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers^compensation, as required by Section 3700 qfthe Labor Code, for the performance of the work for whichthis permit is issued. My workers' compensation insurance/artier and policy number are: Insurance fW E (JglTPS.4- /\Jb4-ia»^c^l «G*-&,£b- PolicyNo. /C^OODc^/^Qf?/ Expiration Dale (C> / / /^Olft "Ms section need not be completed if the permit is for one hundred dollars ($100) or less. | | Certificate of Exemption: I certify that in Ihe performance of Ihewetk for which this permit is issued, I shall not employ any person in any manner so as to become subject to Ihe Workers' Compensation Laws of California. WARNING: Failure to secure Barkers' compensaHpn coverage is/rfnflwful, anfahall subjectan employer to criminal penalties and civil fines up to one hundred thousand dollars (4100,000), in addition to the cost of compensation, daifagesNas providedUtinfection insorthe Lahw codeJrtterewand attorney's fees. ^€5" CONTRACTOR SIGNATURE ^^^—^^. ^^^^/^^^ry^-^^ nAGENT DATE M ^ ^-2 "~"/O JJweby affim tfiaf / am exempt from Contactor's License Law for the hllomng reason: \~\ I, as owner of Ihe properly or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner o! property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [~] I, as owner of the property, am exclusively contracting with licensed contractors to construct Ihe project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply lo an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to Ihe Contractor's License Law). [~j I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of Ihe proposed property improvement. FlYes I !NO 2.1 (have / have not) signed an application for a building permit for Ihe proposed wort. 3.1 have contracted with the following person (firm) to provide Ihe proposed construction (include name address / phone /contractors' license number): 4.1 plan lo provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address /phone / contractors' license number): S. I will provide some of Ihe work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ^PROPERTY OWNER SIGNATURE QAGENT DATE s Ihe applicant or future building occupant required to submit a businesses, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Lesley-Tanner Hazardous Substance Account Act? |~lYes D&jNo . / s the applicant or future building occupant required to obtain a permit from1 the air pollution control district or aircjuality management district? I lYes ray No slhefaci%tobeconstructedwilhin1,000feetoftheouterboundaryofaschoolsite? CjYes \_JNo ' F 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. hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code), .ender's Name Lender's Address certify that I have read the application and state that the abowf Information Isoflrectand hereby authorize representative of the City of Carlsbad to eraer upon Ihe above r lenl VGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WH CH rv AY IN )SH A: An OSHA permit is required for excavations over 50' deep Aid dernponjor EXPIRATION: Every permit issued by the Building Offa'alunderJRe provisk is 80daysfrcmthedaleofsuchperrr«torrftherxildingor^^lhpfizedbysU' /^APPLICANT'S SIGNATURE \~S 9is accurate. I agree to comply with all City ordinances and State laws relating to building construction. It fUttosL' AL2&1V3REE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD 1 CONSEQUENCE OF THE GRANTING OF THIS PERMIT. (l and void if the building or work authorized by such permit is not commenced within if any trie after the work Is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). DATE Inspection List Permit*: CB1 00282 Type: COMMIND COMM Date Inspection Item 10/18/2010 89 10/18/2010 89 09/16/2010 11 09/13/201039 09/01/2010 33 08/12/201044 08/02/2010 17 07/30/201062 07/30/201066 07/29/2010 18 07/29/201062 07/27/2010 13 07/27/2010 18 07/26/2010 16 07/26/2010 18 07/26/201066 07/20/201024 07/20/201034 07/15/201034 07/01/2010 14 07/01/2010 17 07/01/201024 07/01/2010 34 07/01/201044 06/30/2010 13 06/30/2010 14 06/30/2010 15 06/29/2010 13 06/29/2010 15 06/28/2010 13 06/28/2010 15 06/24/2010 14 06/14/2010 15 06/08/2010 13 06/02/2010 13 05/26/2010 13 05/19/2010 11 05/17/2010 11 05/17/2010 81 05/10/2010 11 05/07/2010 11 Final Combo Final Combo Ftg/Foundation/Piers Final Electrical Service Change/Upgrade Rough/Ducts/Dampers Interior Lath/Drywall Steel/Bond Beam Grout Exterior Lath/Drywall Steel/Bond Beam Shear Panels/HD's Exterior Lath/Drywall Insulation Exterior Lath/Drywall Grout Rough/Topout Rough Electric Rough Electric Frame/Steel/Bolting/Weldin Interior Lath/Drywall Rough/Topout Rough Electric Rough/Ducts/Dampers Shear Panels/HD's Frame/Steel/Bolting/Weldin Roof/Reroof Shear Panels/HD's Roof/Reroof Shear Panels/HD's Roof/Reroof Frame/Steel/Bolting/Weldin Roof/Reroof Shear Panels/HD's Shear Panels/HD's Shear Panels/HD's Ftg/Foundation/Piers Ftg/Foundation/Piers Underground Combo Ftg/Foundation/Piers Ftg/Foundation/Piers Inspector Act RB - RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB PY RB RB RB RB RB RB RB RB AP Rl CA AP PA PA AP AP AP AP PA we AP AP NR we AP AP PA AP PA we we we AP PA AP NR CO CA PA CO AP PA PA PA AP AP AP PA PA BRESSI RANCH SHELL-1 0,250 SF SHELL BLDG - MAJOR BUILDING "B" Comments OK TO FINALIZE A M PLEASE OUTSIDE FLAT WORK OK TO RELEASE HOUSE PANEL OK FOR SERVICE ENTR CONDUCTORS DUCT SEAL OK 9 FT WALLS @9FT4IN BLOCK WALL CONTRACTOR TO SCREW ALL DW ROOF DRAINS WALLS & LIDS GROUND ALL METAL BOXES @ EXTERIOR COMPLETED OK @ PHONE RM COMPLETED MISSING DETAIL 5/S41 COMPLETED PER CONTRACTOR SEE NOTICE ATTACHED OK TO COVER FLAT ROOF AREA ON PARTIAL INSP. - SEE NOTICE SHR @ POP OUT AREAS OK SEE JOB PLANS LINE 6 SHR NAILING OK ON HOLDDOWN CHANGE @ GRID LINE 1 COMPLETED SEE JOB PLANS PIERFTGS ON LINES B & C OK Monday, October 18, 2010 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 10/18/2010 Permit* CB100282 Title: BRESSI RANCH SHELL-10,250 SF Description: SHELL BLDG - MAJOR BUILDING "B" Inspector Assignment: RB 2663 GATEWAY RD Lot: Type: COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT MICHAEL MERRILL Owner: Remarks: A M PLEASE Phone: 7605184437 Inspector: Total Time:Requested By: DAVE PLASCH Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act _ Comments L Comments/Notices/Holds Comment ENG TECH NOTICE: Sewer benefit area H fees will change April 9, 2010. Associated PCRs/CVs/SWPPPs Original PC# PCR10045 ISSUED BRESSI VILLAGE RANCH CTR: BLDO; MAJOR "B" / DEFERRED TRUSS PCR10054 ISSUED UNLEASHED BY PETCO-PLAN ; REVISION TO ADD DOG WASH AREA PCR10055 ISSUED UNLEASHED BY PETCO/PLUMBING; (SEWER ONLY) TO ACCOMODATE FUTURE Tt Inspection History Comments OUTSIDE FLAT WORK OK TO RELEASE HOUSE PANEL OK FOR SERVICE ENTR CONDUCTORS DUCT SEAL OK 9 FT WALLS ! 9FT 4IN BLOCK WALL CONTRACTOR TO SCREW ALL DW Date 09/16/2010 09/13/2010 09/01/2010 08/12/2010 08/02/2010 07/30/2010 07/30/2010 07/29/2010 07/29/2010 07/27/2010 07/27/2010 Description 11 Ftg/Foundation/Piers 39 Final Electrical 33 Service Change/Upgrade 44 Rough/Ducts/Dampers 17 Interior Lath/Drywall 62 Steel/Bond Beam 66 Grout 1 8 Exterior Lath/Drywall 62 Steel/Bond Beam 13 Shear Panels/HD's 1 8 Exterior Lath/Drywall Act CA AP PA PA AP AP AP AP PA we AP Insp RB RB RB RB RB RB RB RB RB RB RB City of Carlsbad Final Building inspection Dept: Building Plan Check #: Permit #: Project Name: Planning CMWD StLite Fire| "—~~~- —Date: 10/T5/20TG"* CB100282 Permit Type: COMMIND BRESSI RANCH SHELL-10,250 SF Sub Type: COMM SHELL BLDG - MAJOR BUILDING "B" Address: 2663 GATEWAY Contact Person; Sewer Dist: CA Inspected/9 /7 / Bv: U UA- InspectUKjC/ Bv: Inspected Bv: Comments: RD Lot: 0 Phone; Water Dist: CA Date Inspected: /O'H'/O Approved: I/ Date Inspected: Approved: Date Inspected: Approved: 7^ Disapproved: Disapproved: Disapproved: Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 9/27/2010 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00740 File No.: Permit No.: Project No.: Project Name: 1420A08 BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 Date Tested 9/24/2010 10/15/2010 10/15/2010 Nominal Size 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 Load (Ibs.) 131,210 Strength (psi) 4,640 Type of Fracture Shear Specified Strength: 3,000 PSI Sampled By: D FELLINGHAM Location: LOADING DOCK Concrete Supplier: HANSON AGGREGATE Mix No.: 5032000 Ticket No.: 308084 Water added at Site: gal. By ASTMC172 Date Sampled: 9/17/2010 Date Received: 9/18/2010 Cement Type:Mix Time: 45 niin. Concrete Temp: 82 Ambient Temp: 73 °F ASTM C1064 °F ASTM C1064 Slump: 4.50 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. Corporate 2992 E La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperia! County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 DAILY INSPECTION REPORT JOB# 1420A08 PROJECT Bressi Ranch Major "B" DATE 9/17/2010 ADDRESS 2663 Gateway Road ARCHITECT CHilds Mascari Warner Architects CITY Carlsbad ENGINEER GSSI BUILDING PERMIT/DSA/OSHPD# CB100282 CONTRACTOR Grant Construction PLAN FILE # Reinforced Cone.1 set 4 Concrete Concrete: Hanson #5032000 - SOOOpsi - 30cy Rebar: A615-60 Approved Plans Available Rebar Clearances per Plans & Code Rebar Positions per Plans & Code Rebar Sizes per Plans & Code Rebar Laps per Plans & Code Consolidation hand tool REMARKS: Inspected rebar at loading dock and found all to be in conformance with approved plans and applicable code. Monitored concrete placement from chute with hand tool consolidation. Performed slump and temp tests (which were within acceptable limits) and prepared samples for testing. BOOOpsi concrete specified, SOOOpsi ordered. Concrete placement at loading dock in progress. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work reported only and does not constitute engineering opinion or project control. Time in: 7:00am Authorization: Timeout: 9:30am JL-"W/ 5avid Fellingham SD#732; CWI#990710€l; ICC#5006126-M1 Form: Wgasa/GR 01-OSv.l **• City of Carlsbad Bldg Inspection Request For: 09/13/2010 Permit* CB100282 Title: BRESSI RANCH SHELL-10,250 SF Description: SHELL BLDG - MAJOR BUILDING "B" Inspector Assignment: RB 2663 GATEWAY RD Lot: Type COMMIND Job Address: Suite: Location: APPLICANT MICHAEL MERRILL Owner: Remarks: P M PLEASE Sub Type: COMM Phone: 7605184437 Inspector: Total Time:Requested By: DAVE Entered By: CHRISTINE CD Description 39 Final Electrical Act Comments ftp Comments/Notices/Holds Comment ENG TECH NOTICE: Sewer benefit area H fees will change April 9, 2010. Associated PCRs/CVs/SWPPPs Original PC# PCR10045 ISSUED BRESSI VILLAGE RANCH CTR: BLDO; MAJOR "B" / DEFERRED TRUSS PCR10054 ISSUED UNLEASHED BY PETCO-PLAN ; REVISION TO ADD DOG WASH AREA PCR10055 ISSUED UNLEASHED BY PETCO/PLUMBING; (SEWER ONLY) TO ACCOMODATE FUTURE TE Inspection History Comments OK FOR SERVICE ENTR CONDUCTORS DUCT SEAL OK 9 FT WALLS ! 9FT 4IN BLOCK WALL CONTRACTOR TO SCREW ALL DW Date 09/01/2010 08/12/2010 08/02/2010 07/30/2010 07/30/2010 07/29/2010 07/29/2010 07/27/2010 07/27/2010 07/26/2010 07/26/2010 07/26/2010 07/20/2010 07/20/2010 07/15/2010 07/01/2010 07/01/2010 Description 33 44 17 62 66 18 62 13 18 16 18 66 24 34 34 14 17 Service Change/Upgrade Roug h/Ducts/Dampers Interior Lath/Drywall Steel/Bond Beam Grout Exterior Lath/Drywall Steel/Bond Beam Shear Panels/HD's Exterior Lath/Drywall Insulation Exterior Lath/Drywall Grout Rough/Topout Rough Electric Rough Electric Frame/Steel/Bolting/Welding Interior Lath/Drywall Act PA PA AP AP AP AP PA we AP AP NR we AP AP PA AP PA Insp RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB RB ROOF DRAINS WALLS & LIDS GROUND ALL METAL BOXES ( COMPLETED OK @ PHONE RM ! EXTERIOR EQUIPMENT TORQUE CERTIFICATION REPORT Project information job number:1639 job name: Bressi Ranch/Petco address: 2663 Gateway Road Carlsbad, CA 92009 Equipment Tool used manufacturer: Siemens description: main service MSB specifications: manufacturer: Pittsburgh model: #239 date calibrated: new-5/2010 Prime Electrical Services, Inc. 480 Enterprise Street San Marcos, CA 92078 (760)471-6634 (760) 471-6634 fax thread size 1/4" 5/16" 3/8" 7/16" 1/2" other torque spec. not used not used manufacturer not used manufacturer ft-lbs 20 50 in-lbs. The fastners in the equipment described above was torqued to the manufacturer's specifications. Technician Kevin Guevera date: Corporate 2992 E La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 DAILY INSPECTION REPORT JOB# 1420A08 DATE 7/30/2010 ARCHITECT Chjlds Mascari Warner Architects ENGINEER GSSI CONTRACTOR Grant Construction PROJECT Bressi Ranch Major "B" ADDRESS 2663 Gateway Road CITY Carlsbad BUILDING PERMIT/DSA/OSHPD# CB100282 PLAN FILE# i i^tl^SKss*'^1 >, .i4*.sw.sWia»kTS1!(«fi Masonry Pre-Grout Grout 4'i ^t~ ' ,",'<*?*j. if .,t . i , 3 Comp. Prisms 4 Grout '" ' '*'.'* ' ^. .% " . '.)V>'\^.' L '] «! * P. ' ,' 'A * C, M. Units: C90 8x8x16 Rebar: A615-60 Mortar: Oreo Type S ISOOpsi Grout: Robertson's mix #RS200G44 - 2000psi -12cy >' *.*&?**'?'. "i'^'M^t^r^l* * V- Approved Plans Available Cleanliness OK Rebar Clearances per Plans & Code Rebar Positions per Plans & Code Rebar Sizes per Plans & Code Rebar Laps per Plans & Code Consolidation vibratory REMARKS: Inspected cells for general cleanliness, rebar and anchor bolt assemblies in walls and pilasters at loading dock and found all to be in conformance with approved plans and applicable codes and ready for grout. Observed grouting of wall and pilasters by pump with vibratory consolidation. Performed slump and temp tests and prepared composite prisms and grout samples for testing. Grouting and consolidation in progress. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work reported only and does not constitute engineering opinion or project control. Time in: 8:00am Authorization: Timeout: 12:00pm J^avid Fellingham SD#732; CWI#99071061; ICC#5006126-M1 Form: Wgasa/GR 01-08v.l Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 DAILY INSPECTION REPORT JOB# 1420A08 PROJECT Bressi Ranch Major "B" DATE 7/29/2010 ADDRESS 2663 Gateway Road ARCHITECT Childs Mascari Warner Architects CITY Carlsbad ENGINEER GSSI BUILDING PERMIT/DSA/OSHPD# CB100282 CONTRACTOR Grant Construction PLANFILE# Masonry 1! /r r~^*"<>5 ^-"4>v. <'•' . ^ . '•:- >"..:A. tMi CM. Units: C90 8x8x16 Rebar: A615-60 Mortar: Oreo Type S ISOOpsi ."" Approved Plans Available Mortar Batching per directions Mortar Batching per directions REMARKS: Monitored mortar batching per package directions and applicable code and observed continued lay of masonry courses to required height in east wall of loading dock with horizontal rebar placed as work progressed. Monitored lay of masonry and placement of rebar per revised detail at pilasters. Vertical #8 rebars at pilasters are approximately 16" short; #8 splice bars (with 40 diameter laps) were installed. Anchor bolt assemblies in tops of pilasters have not yet been installed. Observed opening of clean-outs in wall and inspected same for cleanliness and found them to be in conformance with applicable code. Work to continue. Typical clean-out. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work reported only and does not constitute engineering opinion or project control. Time in: 7:30am Authorization: Timeout: 3:00pm .Bavid Fellingham SD#732; CWI#9907106l; ICC#5006126-M1 Form: Wgasa/GR 01-08v.l as*- Corporate 2992 E la Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/lmperia! County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 DAILY INSPECTION REPORT JOB# 1420A08 DATE 7/28/2010 ARCHITECT Childs Mascari Warner Architects ENGINEER GSSI CONTRACTOR Grant Construction PROJECT Bressi Ranch Major "B" ADDRESS 2663 Gateway Road cm' Carlsbad BUILDING PERMIT/DSA/OSHPD# CB100282 PLAN FILE# Masonry SV'!5:.'* >v.'.''i:;<^4->> t ,. /", >.&V. „* *>S*lv\ CM. Units: C90 8x8x16 Rebar: A615-60 Mortar: Oreo Type S ISOOpsi •"*. . n Approved Plans Available Rebar Sizes Per Plans & Code Mortar Batching per directions REMARKS: Monitored mortar batching and observed continued lay of masonry courses in loading dock wall with horizontal rebar placed as work progressed. Monitored lay of masonry and placement of rebar per revised detail at pilasters. Work to continue. Lay of masonry in progress at east side of loading dock wall. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work reported only and does not constitute engineering opinion or project control. Time in: 7:30am Authorization: Timeout: 3:00pm 5avid Fellingham SD#732; CWI#990710€1; ICC#5006126-M1 Form: Wgasa/GR 01-08v.l Corporate 2992 E La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 9212.1 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 JOB# 1420A08 DATE 7/27/2010 ARCHITECT Ignam Lummis ENGINEER GSSI CONTRACTOR Grant Construction DAILY INSPECTION REPORT PROJECT Bressi Ranch Major "B" ADDRESS 2663 Gateway Road CITY Carlsbad BUILDING PERMIT/DSA/OSHPD# CB100282 PLANFILE# Masonry ?..*.r-^<\;^Kv,fe,V- .<r- ;. .^,\vy.,^v^v-.s.i'!'. CM. Units: C90 8x8x16 Rebar: A615-60 Mortar: Oreo Type S ISOOpsi .«JwRL* " *H&ifr / T •f^vJ^K^'^A. • *'"•/r> Approved Plans Available Rebar Sizes Per Plans & Code Mortar Batching per directions REMARKS: Discovered discrepancy in pilaster rebar detail (3/S3.2) and requested and received clarification from Engineer. Monitored mortar batching and observed continued lay of masonry courses in loading dock wall with horizontal rebar placed as work progressed. Monitored lay of masonry and placement of rebar per revised detail at pilasters. Work to continue. Lay of masonry in progress. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work reported only and does not constitute engineering opinion or project control. Time in: 7:00am Authorization: Timeout: 3:00pm $avid Fellingham SD#732; CWI#9907106l; ICC#5006126-M1 Form: Wgasa/GR 01-08v.l Corporate 2992 E La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 San Diego/Imperial County 6295 Ferris Square, Suite C San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 JOB# 1420A08 DATE 7/26/2010 ARCHITECT Ignarri Lummis ENGINEER GSSI CONTRACTOR Grant Construction Masonry DAILY INSPECTION REPORT PROJECT Bressi Ranch Major "B" ADDRESS 2663 Gateway Road CITY Carlsbad BUILDING PERMIT/DSA/OSHPD# CB100282 PLAN FILE# C. M. Units: C90 8x8x16 Rebar: A615-60 Mortar: Oreo Type S ISOOpsi Approved Plans Available Rebar Sizes Per Plans & Code Mortar Batching per directions REMARKS: Reviewed plans for masonry pilasters and walls at loading dock. Monitored mortar batching per package directions and applicable code and observed lay of first course of masonry on clean footing and lay of subsequent courses with horizontal rebar placed as work progressed per details on S3.2. Observed lay-out and fit-up of masonry at initial courses of pilaster. Initial courses at pilaster and trial fit of cross ties. CERTIFICATION OF COMPLIANCE: To the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work reported only and does not constitute engineering opinionor project control. Time in: 7:00am Authorization: Timeout: 3:00pm 5avid Fellingham SD#732; CWI#9907106l; ICC#5006126-M1 Form: Wgasa/GR 01-08v.l Corporate 2992 E La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/imperial County 7313 Carroll Rd., Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 MTGL PROJECT*: 1420- A08 Permit # CB100282 Page 1 of 1 DAILY INSPECTION REPORT DSA/CITYFile# n/a DSA/osHPDAppi.# n/a DSA/LEA* n/aReport # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Bressi Ranch Village ctr. major b Date: 07/16/10 ARCHITECT Child Mascari warner TIME ARRIVED 7:00 am TIME DEPARTED 3:00 pm ENGINEER GSSI TRAVEL TIME 0.0 LUNCH TIME 0. CONTRACTOR Grant const. SUB CONTRACTOR Martin Roof Co. Inc. INSPECTION ADDRESS 2663 Gateway Rd. Carlsbad ca.92010. ADDRESS OF PROJECT SAME TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL U BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE AVAILABLE APPROVED PLANS Y ® N O U MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD SOILREPORTYDNH D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE D Roofingn DSA/OSHPD PROJECT APPROVED DOCUMENTS SPECS: Y APPROVED SHOP DRAWING Y H N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): jm glaskap cr. dynalastic 180 kap sheet, 1" round head nails, tipo type 3 asphalt, jm utility cement, webbing CONTRACTORS EQUIPMENT/MANPOWER USED: (1) kettle,(1) felt machine, (2) mop cart & hand held tools w/ a (5) man crew AREA, GRID LINES, PIECES INSPECTED: Braced walls 1 thru 6 / Ine A & D, base flashing's 1 thru 6 / A to D STRUCTURAL NOTES, DETAIL OR RFIS USED: Roof plan A2.2 REMARKS, INCLUDING MEETINGS: Crew precut glaskap & dynalastic kap sheets proir to installation, dynalastic 180 was full adhered in asphalt on Base flashings approx. 4 end laps and terminated 8" above cant strip and was fastened w/1" round eg nails 6" in o/c. Glaskap was in verticle placement @ high walls location w/ 2" end laps fastened at top w/1" round eg nails 6" o/c and a kicker (base flashing) horizontal placement embeded in hot asphalt fastened 6" o/c w/1 "round eg nails. skylights & hvac units edges w/ 3 course application. Crew removed debris and tools from roof deck at end of work day. Notes: need to address lead flashings , drains and 3 course where it may apply per specs. kettle was @ 500 degrees and p.o.a average was 480 to 490 degrees REWORK AS PERCENT OF ALL WORK TODAY: 29 %PERCENT PROJECT COMPLETE: 99% THE WORK WASH WAS NOT Q Inspected in accordance with the requirements of the DSA/OSPHD/ Project approved documents THE WORK INSPECTED METH DID NOT MEET Q The requirements of the DSA/OSPHD Project approved documents MATERIAL SAMPLING WASQ WAS NOT D Performed in accordance with DSA/OSPHD Project approved documents Samples taken: no Weather Sunny Temp:82° Cc Project Architect Structural Engineer DSA Regional Office Contractor Building Department Owner ' Signature oTSpi^annspector Rafael Martinez Print Name MTG Corporate 2992 E La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd., Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 MTGL PROJECT*: 1420- A08 Permit* CB100282 DAILY INSPECTION REPORT DSA/CtTYFite* n/a DSA/osHPDAppi.# n/a DSA/LEA* n/aReport* Page 1 of 1 Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared lor each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Bressi Ranch Village ctr.major b Date: 07/15/10 ARCHITECT Child Mascari warner TIME ARRIVED 7:00 am TIME DEPARTED 3:30 pm ENGINEER GSSI TRAVEL TIME 0.0 LUNCH TIME 0.5 CONTRACTOR Grant const. SUB CONTRACTOR Martin Roof Co. Inc. INSPECTION ADDRESS 2663 Gateway Rd. Carlsbad ca.92010. ADDRESS OF PROJECT SAME TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE D Roofing D D DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y ER] N SOIL REPORT Y D SPECS: Y S N D APPROVED SHOP DRAWING Y El N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): jm glaskap cr, dynalastic 180 kap sheet, 1" round head nails, tipo type 3 asphalt CONTRACTORS EQUIPMENT/MANPOWER USED: (1) kettle,(1) felt machine , (2) mop cart & hand held tools w/ a (5) man crew AREA, GRID LINES, PIECES INSPECTED: skylights and hvac units 1 thru 6 / B to C , and field cap sheets 1 thru 6 / A to B and C to D STRUCTURAL NOTES, DETAIL OR RFIS USED: Roof plan A2.2 REMARKS, INCLUDING MEETINGS: Crew precut jm kap sheets and relaxed prior before installation and was flopped in a shingle fashion 2" overlaps approx. 4" to 6" end laps and 36" staggard laps and ends was terminated at top of cant strips fully adhered in hot asphalt, jm dynalastic 180 was used for base flashing on skylights and hvac units 6" at toe and terminated top of units, fastened top of base flashings w/1" eg round head nails, edges with finish cuts. Debris was removed from roof deck, Notes: Mr. John King from Martin Roofing Co. inc. observed roof and discussed walk pads installation on hvac units? kettle was @ 500 degrees and p.o.a average was 481 to 497 degrees REWORK AS PERCENT OF ALL WORK TODAY: 20 %PERCENT PROJECT COMPLETE: 70% THE WORK WASH WAS NOT D Inspected in accordance with the requirements of the DSA/OSPHD/ Project approved documents THE WORK INSPECTED METEJ DID NOT MEET Q The requirements of the DSA/OSPHD Project approved documents MATERIAL SAMPLING WASD WAS NOT D Performed in accordance with DSA/OSPHD Project approved documents Samples taken: no Weather. Sunny Temp:80° Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner ' /Signature otepeoal Inspector^ Rafael Martinez Verified By: Corporate 2992 E La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd., Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 MTGL PROJECT* 1420- A08 Permit* CB100282 DAILY INSPECTION REPORT Report #Page 1 of 1 DSA/CITYFile# n/3 DSA/OSHPDAppl.# n/3 DSA/LEA# n/a Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Bressi Ranch Village ctr.major b Date: 07/14/10 ARCHITECT Child Mascari warner TIME ARRIVED 7:00 am TIME DEPARTED 3:30 pm ENGINEER GSSI TRAVEL TIME 0.0 LUNCH TIME 0.5 CONTRACTOR Grant const. SUB CONTRACTOR Martin Roof Co. Inc. INSPECTION ADDRESS 2663 Gateway Rd. Carlsbad ca.92010. ADDRESS OF PROJECT SAME TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT DPT CONCRETE D SHOTCRETE D CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD SOIL REPORT Y D N D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE n Roofing Dn DSA/OSHPD PROJECT APPROVED DOCUMENTS AVAILABLE APPROVED PLANS Y S N SPECS: Y APPROVED SHOP DRAWING Y B N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): jm permaply 28 base, glasply.glaskap, 12" retrofit board, 1" round head nails, tipo type 3 asphalt, 4" cant strip CONTRACTORS EQUIPMENT/MANPOWER USED: (1) kettle,(1) felt machine, (2) mop cart & hand held tools w/ a (5) man crew AREA, GRID LINES, PIECES INSPECTED: 1 thru 6 / C to D base and 2 plies / field capsheets 1 thru 6 / B to C STRUCTURAL NOTES, DETAIL OR RFIS USED: Roof plan A2.2 REMARKS, INCLUDING MEETINGS: Crew continues to clean o.s.b substrate and fasten 4 "cant strip on parapet wall toe perimeter,base sheets was relaxed & fastened approx.18" field, 9" edges. 2 plies was full adhered in hot asphalt over base sheets.kap sheets was flopped in a shingle fashion w/ approx. 4" to 6" end laps and 36" staggard laps on field areas and 2" overlaps embeded in hot asphalt, cap, base and ply field sheets stop over the top of cant strip. Crew covered material and roof w/ plastic from overnight miosture. kettle was @ 500 degrees and p.o.a average was 478 to 495 degrees REWORK AS PERCENT OF ALL WORK TODAY: 20 %PERCENT PROJECT COMPLETE: 50% THE WORK WAS 13 WAS NOT Q Inspected in accordance with the requirements of the DSA/OSPHD/ Project approved documents MATERIAL SAMPLING WASQ WAS NOT Q N/A El Performed in accordance with DSA/OSPHD Project approved documents THE WORK INSPECTED METS DID NOT MEET D The requirements of the DSA/OSPHD Project approved documents Samples taken: no Weather. Sunny Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Sigrtalure of Special Inspector" Rafael Martinez Verified By: Corporate 2992 E La Pafma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd., Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire 14467 Meridian Pkwy., Bldg 2A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 MTGL PROJECT*: 1420- A08 Permit # CB100282 Report* Page 1 of 1 DAILY INSPECTION REPORT DSA/CITYFile# n/a DSA/osHPDAppi.# n/a DSA/LEA* n/a Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME: Bressi Ranch Village ctr.major b Date: 07/13/10 ARCHITECT Child Mascari warner TIME ARRIVED 7:00 am TIME DEPARTED 3:00 pm ENGINEER GSSI TRAVEL TIME 0.0 LUNCH TIME 0.0 CONTRACTOR Grant const- sue CONTRACTOR Martin Roof Co. Inc. INSPECTION ADDRESS 2663 Gateway Rd. Carlsbad ca.92010. ADDRESS OF PROJECT SAME TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT DPT CONCRETE D SHOTCRETE D CONCRETE AVAILABLE APPROVED PLANS Y E3 N D Q MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE D Roofing D D. DSA/OSHPD PROJECT APPROVED DOCUMENTS SOIL REPORT YD NISI SPECS: Y S N D APPROVED SHOP DRAWING Y ^ N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): jm permaply 28 base, glasply,12" retrofit board, 1" sq. head nails, tipo type 3 asphalt CONTRACTORS EQUIPMENT/MANPOWER USED: (1)kettle,(1) felt machine, (2) mop cart & hand held tools w/ a (5) man crew AREA, GRID LINES, PIECES INSPECTED: 1 thru 6 / A to B STRUCTURAL NOTES, DETAIL OR RFIS USED: Roof plan A2.2 REMARKS, INCLUDING MEETINGS: Crew swept debris from roof subtrate. rolled permaply base sheets and let it relax and was fastened w/1" sq.head nails approx 18" in field, 9" at edges, 1/2" retrofit was filled @ skylight curbs gaps and was secured w/1" sq nails spaced @ 12" o/c, 4" cants strips along toe on walls and skylights was nailed. 2 plys was fully embeded in hot asphalt in field area and 1 base& 2 ply on flashing curbs and parapet walls, lead flashing was fully primed and set utility cement and (2) targets in hot asphalt. @ end of work day materials was covered and made weather prep. Notes; suggested to forman edwuardo on the highest side of skylight area might need to add crickets where it may apply, kettle was @ kettle 500 degrees and p.o.a average was 472 to 490 degrees REWORK AS PERCENT OF ALL WORK TODAY: 30 %PERCENT PROJECT COMPLETE: 30% THE WORK WAS B WAS NOT Q Inspected in accordance with the requirements of the DSA/OSPHD/ Project approved documents THE WORK INSPECTED METS DID NOT MEET D The requirements of the DSA/OSPHD Project approved documents MATERIAL SAMPLING WASQ WAS NOT Q Performed in accordance with DSA/OSPHD Project approved documents Samples taken: no Weather: Sunny Temp:72° Cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner 3 Inspector Rafael Martinez Print Name Verified By: City of Carlsbad Bldg Inspection Request For: 06/30/2010 Permit* CB100282 Title: BRESSI RANCH SHELL-10,250 SF Description: SHELL BLDG - MAJOR BUILDING "B" Inspector Assignment: RB 2663 GATEWAY RD Lot: 0 Type: COMMIND Job Address: Suite: Location: APPLICANT MICHAEL MERRILL Owner: Remarks: P M PLEASE Sub Type: COMM Phone: 7605184437 Inspector: Total Time:Requested By: DAVE Entered By: CHRISTINE CD Description 13 Shear Panels/HD's 14 Frame/Steel/Bolting/Welding Act Comments Comments/Notices/Holds [Comment ENG TECH NOTICE: Sewer benefit area H fees will change April 9, 2010. Date 06/28/2010 06/28/2010 06/24/2010 06/14/2010 06/08/2010 06/02/2010 05/26/2010 05/19/2010 05/17/2010 05/17/2010 05/10/2010 05/07/2010 Associated PCRs/CVs Original PC# PCR10045 ISSUED BRESSI VILLAGE RANCH CTR: BLDG; MAJOR "B" / DEFERRED TRUSS PCR10054 PENDING UNLEASHED BY PETCO-PLAN ; REVISION TO ADD DOG WASH AREA PCR10055 ISSUED UNLEASHED BY PETCO/PLUMBING; (SEWER ONLY) TO ACCOMODATE FUTURE TI Inspection History Description 13 Shear Panels/HD's 15 Roof/Reroof 14 Frame/Steel/Bolting/Welding 15 Roof/Reroof 13 Shear Panels/HD's PA RB SHR@ POP OUT AREAS OK 13 Shear Panels/HD's PA RB SEE JOB PLANS LINE 6 SHR NAILING OK ON HOLDDOWN CHANGE @ GRID LINE 1 COMPLETED 13 Shear Panels/HD's 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers 81 Underground Combo 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers Act CA PA CO AP PA PA PA AP AP AP PA PA Insp RB RB RB PY RB RB RB RB RB RB RB RB Comments OK TO COVER FLAT ROOF AREA ON PARTIAL INSP. - SEE NOTICE SEE JOB PLANS PIERFTGS ON LINES B & C OK GRAIMT REQUEST FOR INFORMATION No. 00005 Architect's Project #: 21019 TITLE: hardware PROJECT: Bressi Ranch Village - Major B TO: Attn: Dave Plasch Grant General Contractors 2663 Gateway Road Carlsbad, CA 92009 Phone:760-518-4437 DATE: 6/9/2010 JOB: 21019 STARTED: COMPLETED: REQUIRED: 6/16/2010 REQUEST: Sheet S2.2 on grid line 1 @ grid line B detail 11/S4.1 call out HTT16 each side of Glu-lam beam. Detail 6/S4.1 has a ECC for the Glu-lam beam at that location. In lieu of drilling through the ECC to install the allthread for the HTT16's can we install a MST48 from plate to plate at the exterior of this location? Requested By:Grant General Contractors Signet): Dave Plasch Date: ANSWER: Answered By: Dave Plasch Signed: Date: 5051 AVENIDA ENCINAS CARLSBAD, CA 92008-4380 GRANT GENERAL CONTRACTORS P.O. BOX 979 PHONE: 760-438-7500 92018-0979 FAX: 760-438-3056 LIC 573265 www.grantgc.com City of Carlsbad Bldg Inspection Request For: 06/29/2010 Permit# CB100282 Title: BRESSI RANCH SHELL-10,250 SF Description: SHELL BLDG - MAJOR BUILDING "B" Inspector Assignment: RB 2663 GATEWAY RD Lot: Type:COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT MICHAEL MERRILL Owner: Remarks: p m please Phone: 7605184437 Inspector: Total Time:Requested By: DAVE Entered By: CHRISTINE CD Description 13 Shear Panels/HD's 15 Roof/Reroof Act Comments <2— Comments/Notices/Holds Comment ENG TECH NOTICE: Sewer benefit area H fees will change April 9, 2010. Associated PCRs/CVs Original PC# PCR10045 ISSUED BRESSI VILLAGE RANCH CTR: BLDG; MAJOR "B" / DEFERRED TRUSS PCR10054 PENDING UNLEASHED BY PETCO-PLAN ; REVISION TO ADD DOG WASH AREA PCR10055 ISSUED UNLEASHED BY PETCO/PLUMBING; (SEWER ONLY) TO ACCOMODATE FUTURE TI Inspection History Comments OK TO COVER FLAT ROOF AREA ON PARTIAL INSP. - SEE NOTICE SHR @ POP OUT AREAS OK SEE JOB PLANS LINE 6 SHR NAILING OK ON HOLDDOWN CHANGE @ GRID LINE 1 COMPLETED SEE JOB PLANS PIERFTGS ON LINES B & C OK Date 06/28/2010 06/28/2010 06/24/2010 06/14/2010 06/08/2010 06/02/2010 05/26/2010 05/19/2010 05/17/2010 05/17/2010 05/10/2010 05/07/2010 Description 13 Shear Panels/HD's 15 Roof/Reroof 14 Frame/Steel/Bolting/Welding 15 Roof/Reroof 13 Shear Panels/HD's 13 Shear Panels/HD's 13 Shear Panels/HD's 11 Ftg/Foundation/Piers 1 1 Ftg/Foundation/Piers 81 Underground Combo 1 1 Ftg/Foundation/Piers 1 1 Ftg/Foundation/Piers Act CA •PA CO AP PA PA PA AP AP AP PA PA Insp RB RB RB PY RB RB RB RB RB RB RB RB CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE DATE A LOCATION PERMIT NO. /, (760) 602-2700 1635 FARADAY AVENUE TIME &^ -^ * FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTHER INFORMATIObfeCONTACT _ D YES PHONE CODE ENFORCEMENT OFFICER GRAIMT REQUEST FOR INFORMATION No. 00007 Architect's Project #: 21019 TITLE: MSTA30 attatchment PROJECT: Bressi Ranch Village - Major B TO: Atta: Bill Schell GSSI Structural Engineers 2445 Fifth Avenue, Suite 300 San Diego, CA 92101 Phone:(619)687-3810 Fax: (619)687-3814 DATE: 6/25/2010 JOB: 21019 STARTED: COMPLETED: REQUIRED: 7/2/2010 REQUEST:.. . . ' ' ;;. - ' • ' Detail 5/S3.2 states to nail MSTA30 strap to beam below roof. If no beam is at shown location is it ok to nail to blocking at that location? Requested By:Grant General Contractors Signed: Dave Plasch Date: ANSWER: TO ra»T «* cCvJ *— Answered By: Bill Schell Signed: Date: 5051 AVENIDA ENCINAS CARLSBAD, CA 92008-4380 GRANT GENERAL CONTRACTORS P.O. BOX 979 PHONE: 760-438-7500 92018-0979 FAX: 760-438-3056 LIC 573265 www.grantgc.corn GRANT REQUEST FOR INFORMATION No, 00006 Architect's Project #: 21019 TITLE: SDS screws PROJECT: Bressi Ranch Village - Major B TO: Attn: Bill Schell GSSI Structural Engineers 2445 Fifth Avenue, Suite 300 San Diego, CA 92101 Phone:(619)687-3810 Fax: (619)687-3814 DATE: 6/25/2010 JOB: 21019 STARTED: COMPLETED: REQUIRED: 7/2/2010 REQUEST: Detail 6/S4.2 call out 3/8" thru bolts connecting 3x nailer to blocking below. Can 1/4" x 6" SDS screws be used instead of thru bolts? Requested By:Grant General Contractors Signed: Dave Plasch Date: ANSWER: Answered By: Bill SchelJ Signed: Date: 4 "-Vs* L 5051 AVENIDA ENCINAS CARLSBAD, CA 92008-4380 GRANT GENERAL CONTRACTORS P.O. BOX 979 PHONE: 760-438-7500 92018-0979 FAX: 760-438-3056 LIC 573265 www.grantgc.com City of Carlsbad Bldg Inspection Request For: 06/02/2010 Permit# CB100282 Title: BRESSI RANCH SHELL-10,250 SF Description: SHELL BLDG - MAJOR BUILDING "B" Inspector Assignment: RB 2663 GATEWAY RD Lot: Type:COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT MICHAEL MERRILL Owner: Remarks: AMRLEASE Phone: 7605184437 Inspector: Total Time: CD Description 13 Shear Panels/HD's Requested By: DAVE Entered By: JANEAN Act Comments Pfr Comments/Notices/Holds Comment ENG TECH NOTICE: Sewer benefit area H fees will change April 9, 2010. Associated PCRs/CVs Original PC# PCR10045 ISSUED BRESSI VILLAGE RANCH CTR: BLDG; MAJOR "B" / DEFERRED TRUSS PCR10054 PENDING UNLEASHED BY PETCO-PLAN ; REVISION TO ADD DOG WASH AREA PCR10055 ISSUED UNLEASHED BY PETCO/PLUMBING; (SEWER ONLY) TO ACCOMODATE FUTURE TE Inspection History Act Insp LINE 6 SHR NAILING OK ON HOLDDOWN CHANGE @ GRID LINE 1 COMPLETED SEE JOB PLANS PIERFTGS ON LINES B & C OK Date 05/26/2010 05/19/2010 05/17/2010 05/17/2010 05/10/2010 05/07/2010 Description 13 Shear Panels/HD's 1 1 Ftg/Foundation/Piers 1 1 Ftg/Foundation/Piers 81 Underground Combo 1 1 Ftg/Foundation/Piers 1 1 Ftg/Foundation/Piers Act PA AP AP AP PA PA lns| RB RB RB RB RB RB *• * ORANT REQUEST FOR INFORMATION No. 00003 Architect's Project*: 21019 TITLE: Seismic Separation PROJECT: Bressi Ranch Village - Major B TO: Atta: Michael Merrill Quids Mascari Warner Architec 1717 KettaerBlvd., Ste. 100 San Diego, CA 92101 Phone:(619)814-0080 Fax: (619)814-0081 DATE: 5/26/2010 JOB: 21019 STARTED: COMPLETED: REQUIRED: 6/2/2010 REQUEST: Mike, Two Questions relating to the Seismic Separation between the existing shop building E and the new Major Building B. 1. Does the seismic separation require fire blocking? 2. Are two layers of 15# paper acceptable in lieu of #40 paper shown on plans? Thank You, Requested By:Grant General Contractors Signed: _ ^ _ Date: John Sandahi ANSWER: SeiSMic JOINT ^NO WOT fr To Tb^ KB*T cLe^o. of- fecK* To /viotfe ujirvwcrr o/A^n To Answered Signed: 5051 AVENIDA ENCINAS CARLSBAD, CA 9200&4380 0OT IM Date: . Vr A 7/7. GRANT GENERAL CONTRACTORS P.O. BOX 979 PHONE: 760-438-7500 92018-0979 FAX: 760-438-3056 LIC 573265 www.grantgc.com City of Carlsbad Bldg Inspection Request For: 05/19/2010 Permit# CB100282 Title: BRESSI RANCH SHELL-10,250 SF Description: SHELL BLDG - MAJOR BUILDING "B" Inspector Assignment: RB 2663 GATEWAY RD Lot: Type:COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT MICHAEL MERRILL Owner: Remarks: Phone: 7605184437 Inspector: Total Time:Requested By: DAVE Entered By: JANE AN CD Description 11 Ftg/Foundation/Piers Act Comments Comments/Notices/Holds Comment ENG TECH NOTICE: Sewer benefit area H fees will change April 9, 2010. Associated PCRs/CVs Original PC# PCR10045 ISSUED PCR10054 PENDING BRESSI VILLAGE RANCH CTR: BLDG; MAJOR "B" /DEFERRED TRUSS UNLEASHED BY PETCO-PLAN ; REVISION TO ADD DOG WASH AREA PCR1 0055 ISSUED UNLEASHED BY PETCO/PLUMBING; (SEWER ONLY) TO ACCOMODATE FUTURE TI Inspection History Date Description 05/17/2010 11 Ftg/Foundation/Piers 05/17/2010 81 Underground Combo 05/10/2010 1 1 Ftg/Foundation/Piers 05/07/2010 1 1 Ftg/Foundation/Piers Act Insp Comments AP RB COMPLETED AP RB PA RB SEE JOB PLANS PA RB PIERFTGS ON LINES B & C OK ^GSSI Transmittal Structural Engineers Te|. (6-| 9) 687-381 0 Date: May 18,2010 Attn: Dave Tel: 760-251-4029 Company: Grant Construction Project: Bressi Major B Project Number: - From: Bill Schell, S.E. ogonzalez@gssi-se.com Comments: Dave, Per our discussion, it is acceptable to delete the holdown HDU4 adjacent to the steel column (2 places along grid 1). Provide a 4x6 nailer to the steel column per detail 22/S1.2 similar and edge nail the plywood to the nailer per the shear wall schedule. The steel column provides much greater holdown resistance than the HDU and also extends the shear wall length to ensure the length shown on the plans can be met. Please call with any questions. Bill Schell SE 2445 Fifth Avenue, Suite 300, San Diego, California 92101 Tel: (619) 687-3810 Fax: (619) 687-3814 www.mtghnc.com MTGL Project #:_ Permit* Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd. Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkwy., Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 .2-A DAILY INSPECTION REPORT DSA/CITY File #:_ Report #_PG DF DSA/OSHPDAPPL#:_ DSA/LEA#: Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME DATE ARCHITECT TIME ARRIVED TIME DEPARTED ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE D CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDESHOP D CEILING WIRE D D D DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: APPROVED PLANS Y D N D SOIL REPORT YD ND SPECS: YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT /MANPOWER USED: r i' AREA, GRID LINES, PIECES INSPECTED: STRUCTURAL NOTES, DETAIL, OR RFIS USED: REMARKS, INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETE: THE WORK WASD WAS NOT D Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WAS^WASNOTD N/AD Performed in accordance witl/DSA/OSHPD/PROJECT approved documents. cc Project Architect Contractor Structural Engineer Building Department DSA Regional Office Owner School District THE WORK INSPECTED METD DID NOT MEET D THE requirements of the DSA/OSHPD/PROJECT approved documents. Samples taken: Weather: A Ml O\&S~ Terno: Print Name Certification #: Verified by ' Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/26/2010 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00249 File No.: Permit No.: Project No.: Project Name: 1420A08 BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 28 H Date Tested 5/25/2010 6/15/2010 6/15/2010 6/15/2010 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 121,970 Strength (psi) 4,310 Type of Fracture Shear Specified Strength: 4,500 PSI Sampled By: ISAIAH GUHLER Location: SLAB ON GRADE - EAST SECTION Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 172837 Water added at Site: gal. By Cement Type: II/V Mix Time: 70 min. ASTMC172 Date Sampled: 5/18/2010 Date Received: 5/21/2010 Concrete Temp: 77 Ambient Temp: 61 °F ASTM C1064 °F ASTM C1064 Slump: 4.50 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. w Eduardo Dizon, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/26/2010 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00250 File No.: Permit No.: Project No.:1420A08 Project Name: BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 Date Tested 5/25/2010 6/15/2010 6/15/2010 Nominal Size 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 Load (Ibs.) 106,420 Strength (psi) 3,760 Type of Fracture Shear Specified Strength: 4,500 PSI Sampled By: ISAIAH GUHLER Location: SLAB ON GRADE - WEST SECTION Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 78817 Water added at Site: gal. By Cement Type: II/V Mix Time: 55 min. ASTMC172 Date Sampled: 5/18/2010 Date Received: 5/21/2010 Concrete Temp: 72 Ambient Temp: 69 °F ASTM C1064 °F ASTM C1064 Slump: 5.00 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway # 1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/26/2010 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00249 File No.: Permit No.: Project No.: Project Name: 1420A08 BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 28 H Date Tested 5/25/2010 6/15/2010 6/15/2010 6/15/2010 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 121,970 Strength (psi) 4,310 Type of Fracture Shear Specified Strength: 4,500 PSI Sampled By: ISAIAH GUHLER Location: SLAB ON GRADE - EAST SECTION Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 172837 Water added at Site: gal. By Cement Type: II/V Mix Time: 70 min. ASTM C172 Date Sampled: 5/18/2010 Date Received: 5/21/2010 Concrete Temp: 77 Ambient Temp: 61 °F ASTM C1064 °F ASTM C1064 Slump: 4.50 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/26/2010 CITY OF CARLSBAD-BLDG INSPECTION DEFT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00250 File No.: Permit No.: Project No.: Project Name: 1420A08 BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 Date Tested 5/25/2010 6/15/2010 6/15/2010 Nominal Size 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 Load (Ibs.) 106,420 Strength (psi) 3,760 Type of Fracture Shear Specified Strength: 4,500 PSI Sampled By: ISAIAH GUHLER Location: SLAB ON GRADE - WEST SECTION Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 78817 Water added at Site: gal. By Cement Type: II/V Mix Time: 55 min. ASTMC172 Date Sampled: 5/18/2010 Date Received: 5/21/2010 Concrete Temp: 72 Ambient Temp: 69 °F ASTM C1064 °F ASTM C1064 Slump: 5.00 in. ASTMC143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 6/16/2010 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00250 File No.: Permit No.: Project No.: Project Name: 1420A08 BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 Date Tested 5/25/2010 6/15/2010 6/15/2010 Nominal Size 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 Load (Ibs.) 106,420 153,920 158,730 Strength (psi) 3,760 5,440 5,610 Type of Fracture Shear Cone Cone Specified Strength: 4,500 PSI Sampled By: ISAIAH GUHLER Location: SLAB ON GRADE - WEST SECTION Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 78817 Water added at Site: gal. By Cement Type: II/V Mix Time: 55 ASTMC172 Date Sampled: 5/18/2010 Date Received: 5/21/2010 Concrete Temp: 72 Ambient Temp: 69 "F ASTM C1064 °F ASTM C1064 Slump: 5.00 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. 5520 PSI 28-day compression test complies with the specified strength. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 6/16/2010 CITY OF CARLSBAD-BLDG INSPECTION DEFT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00249 File No.: Permit No.: Project No.:1420A08 Project Name: BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 28 H Date Tested 5/25/2010 6/15/2010 6/15/2010 6/15/2010 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 121,970 170,660 171,120 Strength (psi) 4,310 6,040 6,050 Type of Fracture Shear Shear Cone & Split Specified Strength: 4,500 PSI Sampled By: ISAIAH GUHLER Location: SLAB ON GRADE - EAST SECTION Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 172837 Water added at Site: gal. By Cement Type: II/V Mix Time: 70 min. ASTMC172 Date Sampled: 5/18/2010 Date Received: 5/21/2010 Concrete Temp: 77 Ambient Temp: 61 °F ASTM C1064 °F ASTM C1064 Slump: 4.50 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. M—W-& Eduardo Dizon, R.C.E. 6040 PSI 28-day compression test complies with the specified strength. www.mtglmc.com MTGL Project*: Permit #_ Report # I Corporate: 2992E. LaPalmaAve. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd. Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkwy., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 DAILY INSPECTION REPORT DSA/CITY File #: PG DF DSA/OSHPDAPPL#:_ DSA/LEA#: Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME DATE ARCHITECT TIME ARRIVED TIME DEPARTED\r. ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOI INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL PLANT D PT CONCRETE vQSHOTCRETE /CONCRETE D MASONRY D HIGH STRENGTH BOLTING D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL n NDE FIELD D NDESHOP D CEILING WIRE D D D DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: APPROVED PLANS Y SOIL REPORT YD ND ND SPECS: YD ND APPROVED SHOP DRAWING Y D N D MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): en of- CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA GRID LINES, PIECES INSPECTED: V STRUCTURAL NOTES, DETAIL, OR RFIS USED: REMARKS, INCLUDING MEETINGS:. -f REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETE: THE WORK WAS Ml WAS NOT D Inspected in accoraance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WAST Performed in accordance withfl [ WAS NOT D N/AD SA/OSHPD/PROJECT approved documents. THE WORK INSPECTED METIS DID NOT MEET D THE requirements ofthe DSA/pSHPD/PROJEfiJ" approved documents. Samples taken: ( " Weather: <dbuV Aufc<TrglY\ fWW-- cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Certificatioii Verified fay: www.mtglinc.com r Corporate: 2992 E. La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd. Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkwy., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 DAILY INSPECTION REPORT DSA/CITYFile#:_MTGL Project/: Permit #. Report # Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PG DF DSA/OSHPDAPPL#:_ DSA/LEA#: PROJECT NAME ,v TS DATE TIME ARRIVED''ARCHITECT -MA. TIME DEPARTED ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR INSPECTION ADDRESS 0 3 ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACK FILL D BATCH PLANT 0 D MASONRY D PT CONCRETE D HIGH STRENGTH BOLTING D SHOTCRETE n WELDING Jfe CONCRETE D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD n NDESHOP D CEILING WIRE Dn __n ••_ DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: APPROVED PLANS Y, SOIL REPORT YD ND ND SPECS: YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): \<?-" TERIALS USED BY CONTR -AUKS' - CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA, GRID LINES, PIECES INSPECTED: U2.U STRUCTURAL NOTES, DETAIL, OR RFIS USED: REMARKS, INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETE: THE WORK WAS«] WAS NOT D Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WASD WAS NOT D Performed in accordance with DSA/OSHPD/PROJECT approved documents. THE WORK INSPECTED M THE requirements of the DS Samples taken: Weather: DID NOT MEET n HPD/PROJECT approved documents. cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Certification Verified by: Iff City of Carlsbad Bldg Inspection Request For: 05/17/2010 Permit* CB100282 Title: BRESSI RANCH SHELL-10,250 SF Description: SHELL BLDG - MAJOR BUILDING "B" Inspector Assignment: RB 2663 GATEWAY RD Lot: Type: COMMIND Sub Type: COMM Job Address: Suite: Location: APPLICANT MICHAEL MERRILL Owner: Remarks: Phone: 7605184437 Inspector: Total Time:Requested By: DAVE PLASCH Entered By: CHRISTINE CD Description 11 Ftg/Fou ndation/Piers Act Comments Comments/Notices/Holds Comment ENG TECH NOTICE: Sewer benefit area H fees will change April 9, 2010. Associated PCRs/CVs Original PC# PCR10045 ISSUED BRESSI VILLAGE RANCH CTR: BLDO; MAJOR "B" / DEFERRED TRUSS PCR10054 PENDING UNLEASHED BY PETCO-PLAN ; REVISION TO ADD DOG WASH AREA PCR10055 ISSUED UNLEASHED BY PETCO/PLUMBING; (SEWER ONLY) TO ACCOMODATE FUTURE TI Inspection History Date Description Act Insp Comments 05/10/2010 11 Ftg/Foundation/Piers PA RB SEE JOB PLANS 05/07/2010 11 Ftg/Foundation/Piers PA RB PIERFTGS ON LINES B & C OK THE I PAUL DESIGN GROUP Engineering & Planning Solutions May 14, 2010 John Sandahl Grant General Contractors 5051 Avenida Encinas Carlsbad, CA 92008 Re: Form Certification Letter Bressi Ranch Commercial Building 'B' Dear Mr. Sandahl This letter shall confirm that the building forms for the above location have been checked for vertical and horizontal conformance to the precise plans prepared by Project Design Consultants and received 4-12-10. Based on our analysis the forms substantially conform to the precise plans provided to our firm. Sincerely, AV Brad Sager, P.[ Director of Engineering The Paul Design Group 915 Camino Del Mar, Suite 225 Del Mar, CA 92014 Phone (858) 350-5845 Fax (858) 350-9745 PBW www.mtglmc.com Corporate: 2992 E. La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd. Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkwy., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 "2. <& DAILY INSPECTION REPORT DSA/CITY File #:MTGL Project #:. Permit I Cj^ Report#_ Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed .immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PG DF DSA/OSHPDAPPL#:_ DSA/LEAI: PROJECT NAME DmA ARCHITECT C-V- \\7 VJ^r v^J TIME ARRIVED' ^-e, TIME DEPARTED '. OO ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUBCONTRACTOR INSPECTION ADDRESS ( J\J) 3 ITfe ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION O BACK FILL D BATCH PLANT U D MASONRY D PT CONCRETE D HIGH STRENGTH BOLTING D SHOTCRETE D WELDING M CONCRETE D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIREn ____^_n - D DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: APPROVED PLANS SOIL REPORT YD ND -ND SPECS: YD ND APPROVED SHOP DRAWING YD ND MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA, GRID LINES, PIECES INSPECTED: V .A V_J STRUCTURAL NOTES, DETAIL, OR RFIS USED: REMARKS, INCLUDING MEETINGS: ^ REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETE: THE WORK; WAS m WAS NOT D Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WASD WAS NOT D N/A'1\, Performed in accordance with DSA/OSHPD/PROJECT approved documents. THE WORK INSPECTED MEP&p DID NOT MEET D THE requirements of the DSA/OS^PD/PROJECT approved documents. Samples taken: /u Weather: i Mik Temp:_ cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner of Special Inspector Print Name Certification Verified by:j Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 5/18/2010 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00219 File No.: Permit No.: Project No.: Project Name: 1420A08 BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 28H Date Tested 5/17/2010 6/7/2010 6/7/2010 6/7/2010 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 129,070 Strength (psi) 4,560 Type of Fracture Shear Specified Strength: 3,000 PSI Sampled By: SCOTT VAWSER Location: COLUMN FOOTING B / 5 Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 172367 Water added at Site: gal. By Cement Type: Mix Time: 30 min. ASTMC172 Date Sampled: 5/10/2010 Date Received: 5/11/2010 Concrete Temp: 77 Ambient Temp: °F ASTM C1064 °F ASTM C1064 Slump: 4.25 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. Corporate: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch: 6295 Ferris Square, Suite C, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 Branch: 14467 Meridian Parkway Bldg 2A, Riverside, CA 92518 Tel: (951) 653-4999 Fax: (951) 653-4666 Branch: 44917 Golf Center Parkway #1, Indio, CA 92201 Tel: (760) 342-4677 Fax: (760) 342-4525 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Date Printed: 6/7/2010 CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: LNR PROPERTY CORPORATION Set No.: 10-00219 File No.: Permit No.: Project No.: Project Name: 1420A08 BRESSI RANCH MAJOR B - CARLSBAD 2663 GATEWAY RD. CARLSBAD, Age (Days) 7 28 28 28 H Date Tested 5/17/2010 6/7/2010 6/7/2010 6/7/2010 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq. Inch) 28.27 28.27 28.27 28.27 Load (Ibs.) 129,070 192,820 193,600 Strength (psi) 4,560 6,820 6,850 Type of Fracture Shear Shear Cone & Split Specified Strength: 3,000 PSI Sampled By: SCOTT VAWSER Location: COLUMN FOOTING B / 5 Concrete Supplier: SUPERIOR READY MIX Mix No.: 8375P Ticket No.: 172367 Water added at Site: gal. By Cement Type: Mix Time: 30 min. ASTMC172 Date Sampled: 5/10/2010 Date Received: 5/11/2010 Concrete Temp: 77 Ambient Temp: °F ASTM C1064 °F ASTM C1064 Slump: 4.25 in. ASTM C143 Tested at: San Diego Remarks: Distribution: LNR PROPERTY CORPORATION GRANT GENERAL CONTRACTORS CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. 6840 PSI 28-day compression test complies with the specified strength. www.mtglinc.com MTGL Project #:_ Permit^ -CtS Report # Corporate: 2992 E. La Palma Ave. Ste. A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd. Ste. G San Diego, CA 92121 » Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkwy., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 DAILY INSPECTION REPORT DSA/CITY File #:" PG DF DSA/LEA#: Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily .basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAMEI "6 DATE —. ARCHITECT C v. •:Utfr/ "TIME ARRIVED TIME DEPARTED ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR SUB CONTRACTOR r INSPECTION ADDRESS ADDRESS OF PROJECT IT-' TYPE OF INSPECTION D ENGINEERED FILL P FOUNDATION D BACKFILL D BATCH PLANT D PT CONCRETE D SHOTCRETE ^ CONCRETE D MASONRY D HIGH STRENGTH BOLTING, D WELDING D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE PP DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: APPROVED PLANS Y> SOIL..REPORT YP NO ND SPECS: YD N CD /" APPROVED SHOP DRAWING ,,YO. N P MATERIALS USED BY/CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT / MANPOWER USED:„. ^ "**%. ' sXI •* r^ \^ f ; j y '• (, (_ -,g *^ s^ AREA, GRID LINES, PIECES INSPECTED:/! STRUCTURAL NOTES, DETAIL, OR RFIS USED: REMARKS, INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETE: THE WORK WAS,BJ/ WAS NOTP Inspected in accordance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WASH WAS NOT D N/A\f Performed in accordance with DSA/OSHPD/PROJECT approved documents. THE WORK INSPECTED MET,^ DID NOT MEET D THE requirements of the DSA/OSHPD/PROJECT approved documents. Samples taken: A Weather: C\ee*- H Temp: cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner SigMpfre of Special Inspector 4... o./ Print Name C C. Certification #\ Verified by ^TBqjQ-gL -fA ;/>V www.mtglmc.com MTGL Project #: Permit t C t5\ Report# Corporate: 2992 E. La Raima Ave. Ste. A Anaheim, CA 92806 Tel: 714.632,2999 • Fax: 714.632.2974 Dispatch: 800.491.2990 San Diego/Imperial County 7313 Carroll Rd. Ste. G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Dispatch: 888.844.5060 Inland Empire: 14467 Meridian Pkwy., Bldg. 2-A Riverside, CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 Dispatch: 800.491.2990 DAILY INSPECTION REPORT DSA/CITY File #:_ PG DF DSA/OSHPDAPPL#:_ DSA/LEA#: Special Inspection Reports must be distributed to the parties listed below within 14 days of the inspection. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of special inspection, on a daily basis. Each report shall be completed and signed by the special inspector conducting the inspection. PROJECT NAME DATE ARCHITECT V,J (_ TIME ARRIV5DVQ-. ^o Mvv TIME DEPARTED V \ '. ENGINEER TRAVEL TIME LUNCH TIME CONTRACTOR Cn SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT TYPE OF INSPECTION D ENGINEERED FILL D FOUNDATION D BACKFILL D BATCH PLANT O D MASONRY D PT CONCRETE D HIGH STRENGTH BOLTING D SHOTCRETE D WELDING Xf CONCRETE D SHOP WELD D FIREPROOFING D ANCHOR/DOWEL D NDE FIELD D NDE SHOP D CEILING WIRE Dn•n DSA/OSHPD/PROJECT: APPROVED DOCUMENTS: AVAILABLE: APPROVED PLANS SOIL REPORT YD ND N D SPECS: YD ND APPROVED SHOP DRAWING YD NO MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT/ MANPOWER USED: O AREA, GRID LINES, PIECES INSPECTED: STRUCTURAL NOTES, DETAIL, OR RFIS USED:I"/.t?3.\ REMARKS, INCLUDING MEETINGS: ,, , UA(V V V-.:> c c f* P^C:b \ REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETE: THE WORK WASO WAS NOT D Inspected in accoftance with the requirements of the DSA/OSHPD/PROJECT approved documents. MATERIAL SAMPLING WASD WAS NOT D N/A^I Performed in accordance with DSA/OSHPD/PROJECT approved documents. THE WORK INSPECTED METQ DID NOT MEET D THE requirements of the DSA/OSHPD/PROJECT approved documents. Samples taken: Weather: cc Project Architect Structural Engineer DSA Regional Office School District Contractor Building Department Owner Certific FOOTINX3 OBSERVATION SUMMARY Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Project Name: L&¥\- //frfln^x-v*. ft> Date: Location: grtfgS \ tz fojcf\/ C. 6.. Project No.: Plan File No.: Permit No.:Unit/Phase/Lot(s): Referenced Geotechnical Report(s): CA JZ Observation Summary initials A representative of Leighton and Associates observed onsite soil conditions. Soil conditions at - 5-/ o Date *ne s'te are substantially in conformance with those assumed in, the geotechnical report. Initials Date Jnitials _Date Jnitials Date A representative of Leighton and Associates observed and measured footing excavation depth/width. Footing excavations extend to proper depth and bearing strata and are in general conformance.with recommendations:of the geotechnical report. A representative of Leighton and Associates measured footing setback from slope face. The setback was in general accordance with the recommendations of the geotechnical report. 4" Notes to S ndent/Foreman 1. Foptirtg excavations should be cleaned of loose debris and thoroughly moistened just prior to placing cdhcrete. 2/ Based on expansion potential of underlying soils, preaoaking of soil below slabs may be recommended. / Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an f extended period of time arid the contractor should schedule accordingly. \ b. In ,the event of a site change subsequent to our footing observation and prior to concrete placement (ke., \ heavy rain, etc.), we should be contacted to perform additional site observations. / Note to Building inspector 1. SoiK^mpaction test results, including depth of fill, relative compaction, bearing values, expansltmondex test results are .contained in the As-Graded Geotechnical: Report pra completion AM*S\* For Leighton and Associates, Inc.Date 3930R1-05 FIELDGOPY- 1 EsGil Corporate In Partnership with government for (RuiCding Safety DATE: APRIL 6, 2010 JUF JURISDICTION: CARLSBAD ~~O~~PLAN REVIEWER ' Q FILE PLAN CHECK NO.: 10-0282 SET: HI PROJECT ADDRESS: 2663 GATEWAY ROAD PROJECT NAME: BRESSI RANCH VILLAGE CENTER, MAJOR "B" The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: MIKE MERRILL CMWAIA 1717 KETTNER BLVD., # 100, S.D., CA 92101 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: MIKE Telephone*: 619-814-0080 Date contacted: (by: ) Fax #: -0081 Mail Telephone Fax In Person X] REMARKS: SET III IS SLIPTSHBETSyONLY (SHEETS #P0.1, P1.1, P1.2, E1.3, E3.1, & E4.1). WHEN SLIP-SHEETED INTOWT H/WILL MAKE CORRECTED PLAN PACKAGE. NOTE TO THE BUILDING DEPT: THE X>N-StTE PRIVATE WATER AND SEWER WAS PART OF THE CITY ENGINEER'S IMPROVEMENT PLANS AND ARE PIPING IS EXISTING. By: Glen Adamek Enclosures: EsGil Corporation IEI GA E3 EJ D PC 4/6/10 log-in & out 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In Partnership with government for Quitting Safety DATE: MARCH 26, 2O1O a JURISDICTION: CARLSBAD a PLAN REVIEWER a FILE PLAN CHECK NO.: 10-O282 SET: II PROJECT ADDRESS: 2663 GATEWAY ROAD PROJECT NAME: BRESSI RANCH VILLAGE CENTER, MAJOR "B" 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. 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. 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: MIKE MERRILL CMW AIA 1717 KETTNER BLVD., # 100, S.D., CA 92101 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X3 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MIKE Telephone*: 619-814-0080 Date contacted3/2(o/fO (by: (^ ) Fax #:-0081 Mail^ Telephone Fax^- In Person REMARKS: By: Ali Sadre Enclosures: EsGil Corporation IEI GA IE! EJ D PC 3/23 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 10-O282 MARCH 26, 2010 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 22. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business & Professions Code. PLUMBING (2006 UNIFORM PLUMBING CODE) 27. Provide the site plumbing plans showing the sizes and locations of the water meters; and the sizes, routes, and slopes of the building sewer, storm drainage system, and site water lines. The Building Department planchecks, issues permits and inspects the private site water and private site sewer systems. The Grading plans and permits reviewed by the City of Carlsbad Engineering Departments do not include plan review and permits for the private site water and private site sewer systems. Please provided separate signed and sealed construction drawings for the private site water and private site sewer systems so the Building Department can issue the required site plumbing permits. Please correct the following: A) Clearly show the proposed piping materials for the private site water and private site sewer systems. - - . . B) Show the size and slope of the private site building sewer line. C) Show the required cleanouts every 100 feet on the private site building sewer line. D) The private site plumbing construction drawings must be signed and sealed by the licensed designer. 31. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. UPC 610.0 or Appendix 'A'. Please provide assumed data used for sizing of the water lines shown on the plans. Please correct the water line sizing calculations on sheet P0.1 to agree with the drawing and correct the water demands to agree with minimum number of plumbing fixtures: A- A) More restroom fixture seem to be required for the bank and the retail space for the sizes of the spaces. Please correct. Plans show no urinals and the two water closets in each tenant space seems to be too low. Please correct. B) The water line sizing calculations uses less water demand than the total of all in the Fixture Unit Summaries. Plus the required additional required number as per CPC, Table 4-1. CARLSBAD 10-0282 MARCH 26, 2010 C) The 2 inch water line looks OK but calculations do not match the drawings. MECHANICAL (2006 UNIFORM MECHANICAL CODE) 35. The shell building mechanical design is OK. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1. The triangle building lights are described on what schedule? See sheet E3.1. Note Emergency egress lighting is required at exterior landings. See CBC 1006.3. Note Emergency egress lighting is required at exterior landings. Note: If you have any questions regarding this Electrical 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 In (Partnership with government for <BuiCd~ing Safety DATE: MARCH 1, 2O10 a APPLICANT JURISDICTION: CARLSBAD a>tAM-RB/IEWER a FILE PLAN CHECK NO.: 10-0282 SET: I PROJECT ADDRESS: 2663 GATEWAY ROAD PROJECT NAME: BRESSI RANCH VILLAGE CENTER, MAJOR "B" 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. 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. 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: MIKE MERRILL CMW AIA 1717 KETTNER BLVD., # 100, S.D., CA 92101 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: MIKE U.H) Telephone*: 619-814-0080 Date contacted: 3/Vfa (by: P-) Fax #:-0081 Mail Telephone ^ Fax/'' In Person REMARKS: By: ALI SADRE Enclosures: EsGil Corporation S GA S EJ D PC 2/19 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 CARLSBAD 10-0282 MARCH 1, 2O10 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 10-O282 JURISDICTION: CARLSBAD OCCUPANCY: M/B USE: RETAIL/BANK/DRIVE-THRU TYPE OF CONSTRUCTION: V-B ACTUAL AREA: AREA = 10,250 S.F. ALLOWABLE FLOOR AREA: 9KX3(SPR.) STORIES: ONE HEIGHT: 30' SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 2/12 DATE INITIAL PLAN REVIEW COMPLETED: MARCH 1, 2010 OCCUPANT LOAD: 250 DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/19 PLAN REVIEWER: ALI SADRE FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD 10-O282 MARCH 1, 2O10 • GENERAL 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. A reminder that all sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. 3. Include the following code information for the proposed building on Sheet TS1: * Occupancy Classification(s): M (Retail)/ B (Bank)/Drive Thru * Description of Use: As per above » Type of Construction: V-B (Revise V-N as noted) * Sprinklers: Yes - Ok as noted » Stories: One - Ok as noted * Height: 30'- Ok as noted * Occupant Load: 250 - Add to plans * Floor Area: M (Under this permit) = 10,250 s.f.; Existing Shop E (Next door) = 5,000 s.f.; Total = 15,250 - Revise on TS1 • SKYLIGHTS 4. Provide skylight details to show compliance with Sections 2404 and 2606.5, or specify on the plans the following information for the skylight(s): a) Manufacturer's name. b) Model name/number. c) ICC approval number, or equal. CARLSBAD 10-0282 MARCH 1, 2010 MISCELLANEOUS LIFE/SAFETY 5. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F comply with ASCE 7-05 Section 13.5.6.2.1 as follows: a) All ceilings shall use a Heavy Duty T-bar grid system. b) The width of the perimeter supporting closure angle shall be not less than 2 inches. c) In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle. d) The other end in each horizontal direction shall have a %" clearance from the wall and shall rest upon and be free to slide on a closure angle or a listed assembly. e) Ceiling areas over 1,000 ft.2 must have horizontal restraint wires (typically restraint would consist of four 12 gauge wires splayed 90° to each other and sloped 45° to the horizontal, spaced 12" o.c.). f) Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions. g) Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling penetrations. • STRUCTURAL 6. 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 soils report are properly incorporated into the construction documents. 7. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1803.3. 8. Specify size, ICC approval number and manufacturer of power driven pins, expansion anchors or epoxy anchors. Show edge, end distance and spacing. Section A106.1.1. 9. Please clarify references and notes to xxxx as indicated on Sheet S2.1 on line D, etc. 10. Please complete the blank bubbles on Sheet S2.2. 11. Please call out the shear wall designations on Sheet S2.3 for each side of all the towers as required. 12. Please show vertical straps as required to tie-down the towers to the main roof with details and references on plans. CARLSBAD 10-0282 MARCH 1, 201O 13. On detail 7/S3.2, specify how many # 5's each way. 14. Clarify detail 8/S3.1 as referenced on S2.1, which does not match its depiction on the foundation plans. The footing lines up with the wall as per detail versus the pad footing on the foundation plans. 15. Building Separation: The building should have a separation from adjacent structure that is adequate as per ASCE 7-05, Equation 12.8-15 and ASCE 7-05, Section 12.12.3. Submit calculations to show that what is provided is adequate. 16. Shear walls with openings. The design of shear walls with openings should meet the requirements of Section 2305.3.8, either for "force transfer around openings" or "no force transfer around openings." (Section 2305.3.8.1). Please provide a full height elevation with references on plans. This applies to the panels on gridline# 1. 17. Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. 18. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section A106.3.4.1. • ADDITIONAL 19. Please see attached for P/M/E correction items. 20. 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. 21. 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: Q Yes . Q No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE at Esgil Corporation. Thank you. CARLSBAD 10-0282 MARCH 1, 2010 .PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 22. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 23. Please provide a statement on the Title Sheet of the plans to show compliance with the current Energy Code, as of the first day of 2010. The 2008 edition of the California Energy Efficiency Standards is the correct current Energy Code. 24. For mechanical plan check, include the architectural design detailing the following: CBC 716.5. a) FireWalls b) Fire Barriers c) Fire Partitions If this tenant improvement contains any of the above assemblies, be sure to provide construction details. For example: Rated corridor construction style - Tunnel VS Full height corridor walls. 25: Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of UMC 904.10.3.3. Please provide roof access to roof mounted HVAC equipment (show roof access hatch location and required ladder). 26. Please correct the drawings to show the required'42 inch tall "Guards" (guard rails) as per CBC, Section 1013.5: "Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface..." PLUMBING (2006 UNIFORM PLUMBING CODE) 27. Provide the site plumbing plans showing the sizes and locations of the water meters; and the sizes, routes, and slopes of the building sewer, storm drainage system, and site water lines. 28. Identify the extent of the private sewer, water, and gas systems on the plumbing site plan. Clearly specify, on the plans, which City Department is responsible for the permitting, plan check, and inspections for the private utility systems. If private, the responsibility of the City Building Department, and under the Uniform Plumbing Code, provide complete civil site utility plans for plan check, or obtain a separate permit from the City for the civil site plans. CARLSBAD 10-O282 MARCH 1, 2010 29. Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation. (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve.) UPC 710.1. 30. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. 31. Provide complete water line sizing calculations: Include the water pressure, pressure loss calculations, water demands, and the developed pipe lengths. UPC 610.0 or Appendix 'A'. Please provide assumed data used for sizing of the water lines shown on the plans. 32. Provide gas line plans and calculations, showing gas pressures, piping types, pipe lengths, gas demands and pipe sizing method used. UPC Section 1217.0. Please provide assumed data used for sizing of the gas lines shown on the plans. 33. Show 1/4 inch per 12 inch slope on drain and waste lines. UPC Section 708.0. 34. Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. UPC 1105.0. MECHANICAL (2006 UNIFORM MECHANICAL CODE) 35. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0 An "air- moving system" \s a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. UMC Section 203.0 36. Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces. Coordinate the mechanical and the Title 24 outside air design. CMC 403.0 & Title 24 121(b)2 & (d). Please clearly show the assumed use of the spaces served by the proposed HVAC units. The MECH-3-C seems to show a Bank (Chase Suite) for space with HVAC units and the space without HVAC to be a future Petco store. Please show on the drawings as per the energy design provided. 37. Please explain the proposed type of exhaust ventilation system. What type of materials is proposed to be exhausted. 38. Makeup air shall be provided to replenish air exhausted by the ventilation system. Makeup-air intake shall be located so as to avoid recirculation of contaminated air within enclosures. UMC 505.3. CARLSBAD 10-0282 MARCH 1, 201O 39. Detail the primary mechanical condensate waste design: Pipe sizing, routing, and termination areas. UMC 310.0 & UPC 807.2. 40. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Then address the following on the plans: a) Clearly show that all material exposed within the plenum complies with UMC Section 602.2 (10) & Section 605.0. "Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of UL 181." b) Clearly show that all combustible materials exposed within the plenum space must comply with UMC Section 602.2. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. c) Exhaust ducts under positive pressure and venting systems shall not extend into or pass through ducts or plenums. UMC Section 602.1. d) Clothes-dryer moisture-exhaust ducts shall not extend into or through ducts or plenums. UMC Section 504.3.1. e) Environmental and/or product-conveying duct systems shall not extend into or through ducts or plenums. UMC Sections 504.1 (Environment) & 505.1 (Product conveying). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1. Include on the single line diagram, the service disconnecting means signage: Building Electrical Service Disconnecting Means 1 of 3, etc.: Verbage and locations. 2. The triangle building lights are described on what schedule? See sheet E3.1. Note Emergency egress lighting is required at exterior landings. See CBC 1006.3. Note: If you have any questions regarding this Electrical 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. CARLSBAD 10-0282 MARCH 1, 2010 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 10-0282 PREPARED BY: ALI SADRE DATE: MARCH 1, 2010 BUILDING ADDRESS: 2663 GATEWAY ROAD BUILDING OCCUPANCY: M/B TYPE OF CONSTRUCTION: V-B BUILDING PORTION RETAIL Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 10250 CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 465,863 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: Repetitive FeeRepeats Complete Review D Other r—| Hourly EsGil Fee Structural Only Hr. @ * $1,978.17 $1,285.81 $1,107.78 Comments: Sheet 1 of 1 macvalue.doc + DATE: BUILDIN City of Carlsbad Public Works Engineering BUILDING PLANCHECK CHECKLIST PLANCHECK NO.:CB PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see'they attached report of deficiencies marked witltp^xMake necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By:Date: FOR OFFICIAL USE ONLY , _ ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application/Checklist D Encina Wastewater Screening Survey D Encroachment Application/Checklist &/ Final Map (Reference} D Grading Plan Application/Checklist D Improvement Application/Checklist D Neighborhood Improvement Agreement D Right-of-Way Permit Submittal Checklist and Information Sheet HI Storm Water Compliance Forms [] Other ENGINEERING DEPARTMENT CONTACT PERSON Name:Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760)602-1052 Email: Linda.Ontiveros@carlsbadca.gov CFD INFORMATION Reference No(s): Lot No.: Recordation: Subdivision/ Carlsbad Tract: 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 6O2-272O • FAX (76O) 6O2-8562 BUILDING PLANCHECK CHECKLIST r SUf Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines E. Easements 2. Show on site plan: F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. \ Include on title sheet: ite address Assessor's Parcel Number egal Description For commercial/industrial buildings and tenant imp'rovernent 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 BUILDING PLANCHECK CHECKLIST RD3' D DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS CU 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 $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 V* x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: n n IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: BUILDING PLANCHECK CHECKLIST ST1 D •.ND D 3RD D n n IMPROVEMENT REQUIREMENTS continued 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 $441 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement (NIA). return agreement signed and notarized to the Engineering Department. Please Completed by:Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. n n m ^<~TfT*10-c^ y — ~- D D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form Attached. NOTE: The Grading Permit must be issued and rough grading ^approval obtained prior to issuance of a Building Permit. Grading Inspector sign off I 7c. Graded Pad Certification required. if a grading permit is not required.) lote: Pad certification may E51V/H 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT 8. A Right-of-Way permit is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: __^ D D INDUSTRIAL WASTE PERMIT 9. If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance D D NPDES PERMIT 10. 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 occurs first. STORM WATER COMPLIANCE 10a. m Requires Storm Water Pollution Prevention Plan: SWKH7 Q Tier I (Form E-29, visit our website: www.carlsbadca.gov/development-forms) Q No threat - Please complete attached Storm Water Exemption form D DEVELOPMENT FEES 11. S Required fees have been entered \ More information needed Q No fees required BUILDING PLANCHECK CHECKLIST x ST 2ND 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 receive "standard" 1" service with 5/8" meter. • All residential units that need to be fire sprinkled receive a 1" meter. See Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing systems criteria. • 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). 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). NOTE: Upon declaration of Drought Response Level 3 condition, no new potable water service shall be provided and no new temporary meters or permanent meters shall be provided. See Ordinance 44 for more information. D D 12b-Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: • If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1 +00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD WATER METER REVIEW continued 12b. Irrigation Use (continued) 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 In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City is in the process of switching these irrigation services/meters to a new recycled water line 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. • If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for this. D D D 13. Additional Comments: ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D Calculation ba^ed on building, pjanchack plan submittal.d^ffpZl gyvAy £-?) Bldg. Permit N(Address: Prepared by:Date:~ Checked by:Date: EDU CALCULATIONS: Listt Types of Use: Types of Use: Types of Use: Types of Use: and square footages for all uses. Sq. Ft./Units: (P/Z6D/I/ SVC) EDU's: Sq. Ft./Units: EDU's: Sq. Ft./Units: EDU's: Sq. Ft./Units: EDU's: APT CALCULA TIONS: list Types of Use: Types of Use: Types of Use: Types of Use: Siand square footages for all uses. q. Ft/Units: Sq. Ft./Units: Sq. Ft./Units: Sq. Ft./Units: ADT's: ADT's: ADT's: ADT's: FEES REQUIRED^ i/ITHIN CFD: &YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO M. PARK-IN-LIEU FEE: NW QUADRANT FEE/UNIT: >. TRAFFIC IMPACT FEE ADT's/UNITS 71 ft NE QUADRANT X NO. UNITS:. X FEE/ADT: SE QUADRANT SW QUADRANT BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 ADT's/UNITS: 5/4. FACILITIES MANAGEMENT FEE ZONE: UNIT/SQ.FT.:JA2SO X FEE/ADT:. rr DIST. #3 = $ FEE/SQ.FT./UNIT:= $ 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: 6. DRAINAGE FEES ACRES: PLDA_ FEE/EDU: HIGH FEE/AC: D 7. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE f F \FARMER\KATHY\MASTERS\FEE CALCULATION WORKSHEET.doc2008.doc Rev. 7/14/00 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:. PROJgcn-ID CT DATE: *(rZUO .GRADING PERMIT NO.. LOTS REQUESTED FOR RELEASE:. N/A = NOT APPLICABLE •J = COMPLETE Q = Incomplete or unacceptable Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8%" x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific tots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. -^ Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: 1stx vx iX I/ vX v/ vX *>A vX .2nd. /• / s 1. 2. 3. 4. 5. 6. 7. 8. 9. Manager s!^ p A 1 ra -IQ Q Q .§•.&£ 5 g S •S -S -8 D a a PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB100282 Address 2663 GATEWAY RD Planner GINA RUIZ Phone (760) 602- 4675 APN: 213-191-22-00 Type of Project & Use: COMMERCIAL Net Project Density: DU/AC Zoning: P-C General Plan: RH/L/CF Facilities Management Zone: 17 CFD (m/out) #J_Date of participation:3/11/2003 Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: Legend: ^ Item Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES D NO IEI TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES IE] NO D TYPE APPROVAL/RESO. NO. 6312 DATE JUNE 20. 2007 PROJECT NO. CUP 06-19 - BRESSI RANCH VILLAGE CENTER DRIVE-THRU OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: CONDITION #11 - NOTICE OF RESTRICTION (SEE ADDITIONAL COMMENTS FOR MORE INFORMATION) Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO j^l CA Coastal Commission Authority? YES Q NO M If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO IEl If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES D NO ^ (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES D NO Q (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: Policy 44 - Neighborhood Architectural Design Guidelines DD 1. Applicability: YES D NO |EI D D 2. Project complies: YES D NOQ D Zoning: DD D 1.Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Required. Required Required. Required. 2. Accessory structure setbacks: Front: Required Interior Side: Required. Street Side: Required Rear: Required. Structure separation: Required. 3. Lot Coverage: Required Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4. Height:Required Shown D Spaces Required Shown5. Parking: (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments #1. FOR COMPLIANCE WITH CUP 06-19. CONDITION #11. (ATTACHED) PLEASE SUBMIT A NOTARIZED NOTICE OF RESTRICTION FOR THIS PROPERTY. PLEASE CONTACT GINA RUIZ AT 760-602-4675 FOR INFORMATION ON OBTAINING THE ORIGINAL NOTICE OF RESTRICTION FOR NOTARIZATION. DATEOK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Carlsbad Fire Department BLDG. DEFT COPY Plan Review Requirements Category: COMMDSfD , COMM Date of Report: 03-15-2010 Reviewed by: Name: MICHAEL MERRILL Address: STE 100 1717KETTNERBLVD SAN DIEGO CA 92101 Permit #: CB100282 Job Name: BRESSI RANCH SHELL-10,250 SF Job Address: 2663 GATEWAY RD CBAD 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, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003906 [MET] APPROVED: w/NOTES THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. 1. Provide a KNOX Key box near the front entry at the direction of the Fire Inspector of record. Ordering information attached. 2. The Fire suppression plan (Sheet F 1.1) is for reference only and is NOT to be used for construction, installation or re-fitment of the fire sprinkler system. Entry: 03/15/2010 By: gr Action: AP with NOTES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •1 1 ^GSSI Structural Engineers Structural Calculations for Bressi Ranch Village Center Major B Building El Fuerte and Gateway Street Carlsbad, California /^f^lk JSS/S!? e-xf 1 '"ft \*xS^j CHILDS MASCARI WARNER ARCHITECTS 1717 Kettner Blvd. Suite 1 00 San Diego, CA 92 101 Phone: 619-814-0080 Fax: 619-8140081 \ h\ 1 fa f^ e^\ C I I I I I I I I I I I PROJECT IS Structural Engineers ENGR. £SHEET I GSSINO. j^A |t ^ DATE *? I &£ I I S • » I M *=•«*%aaNSv/d lavosvw SOIIHO 'avssiyvoJ.3iyiS AVM3XVS QNV 31M3nd 139Nicnins,,s,. ^31N30 30V11IA HONViJ 5l CSJ !i __t L ©(£)© u MMWSISlibllBiS !llat|H3X6 M3NMV* IHVOSVW SOIIHO viNHOdnvo 'avasnavolaayis AVMBIVO QNV aiaand ~BONiaiina ,,g,, M31N30 39\miA HONVid CO csi © I I I I I I I I I I I I I I I I I I I PROJECT Structural Engineers ENGR. SHEET_ GSSINO._ DATE </ /I. I Vi-» i. > ».y PROJECT Structural Engineers ENGR. SHEET_ GSSINO._ DATE •:.:, ... : . : .:. ,....^ u. •M I I I I I I I I I I I I I I I I I I PROJECT Structural Engineers ENGR. SHEET \gf f GSSINO. DATE *, .if IIIIII I I I I I I I I I I I I I s 3 Q.inCOooCMCO 0 38. Company Designer Job Number Feb 16, 20105 7:56 PM Checked By:_ Member Section Forces (By Combination) LC Member Label Sec Axialfkl yShearfkl zShear[k] Torquefk-ftl y-y Momentrk-..z-z Momentrk-.. 12:: 3-,45; 5 6 7 8 9 10 11 12 13 14v 15 16 17 ItfY 19 20 v 21 22 23 24 25 26 , 27 28, 29 3<H 31 32 33 34 35 36 37 38 39 40 41 4$ 43 .44 45 4$ 47 48 49 SO 51 52 1 f ••*;?; • ^ * , 1 _ 1 M1 '•" "•".-.. ; " " t * / > i > ,:, M2 ' "-•' -> ' - ' ' ', ^ M3 - 1 2 3 4 5 6 7 •'8f 9 10 11 12 13 ••14 15 16 17 18 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1 2 3 4 5 6 7 8 9 10 11 12 0 0 0 0 , 0 0 0 0 0 . 0 0 , 0 0 0. 0 0 0 , 0 0 0 0 0 0 0 0 0 0 0 , , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 13.593 12.458 1 1 .324 , 10M89 9.054 7.919 6.785 1.45 .315 -.80 -1.954 -3,089 -4.224 -9.5S9 -10.693 -11.82S -12.963 ^I4td97 -15.232 -161367 10.78 10:695 .. 10.409 10.224 10.039 9.854 9.668 9.483 9.298 9.113 8.927 8.742 8.557 8:372 8.186 8.001 7.816 7,631 7.445 7.26 7.26 6.496 5.732 4.967 4.203 3.439 2.675 1.911 1.146 .382 -.382 -1.146 , 0 Q\ ••'- 0 o. 0 0 ;.- 0 0, ., 0 0 0 0 0 0 0 -o ; 0 0 0 0, 0 0 0 0 0 0 0 , 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 ;. ft-1. 0d •; 0 " • ,0 V - 0 0 0 0 0 0 0 0 0 . ~ .0 0 0 0 0 0 0 0 ,0 0 ,0 0 0 0 0 0 , 0 0 0 0 0 0o. 0 0 0 0 ,. 0 0 0 , 0 0 , 0 0 0 0 0 0--• ro -\' -' 0 . ;10H .,/' 0 • •' :o; -'- 0 " ' v, 0? - ," 0"-, o,-. , -: 0 0 0' • "o"; • • 0 0 0 ' 0"" •' 0 -'.,'0'--' ' 0 0 , 0 ,' 0 / 0 0 0 0, 0 0 0 0, 0 0 0 ! , 0 0 0 0 0 0 0 0 , , 0 01 o; :,-' 0 0 0 0 0 -, 0 , 0 : ^16.796 -32.129^i-4$m& -58.406 :49:;349i -78.83 -82lS3ff -83.674 -831349 -81.56 r-78i309 -73.594 r64,21t -51.154 -36^:633 -20.65 -3:203 15.707 36;03 36.08 .:».'3&S3:: 31.619:-2a447v;; 27.314a&22 23.165 21'. 149"' 19.172 17,234 , 15.335 13.475 11.655 9.873 8.13 6,426 4.761 3.135 1.548 : 0 0 -£973 -11.282 -15.928 -19.91 -23,228 -25.883 -27.874 -29.201 -29.865 -29.865 -291201 RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]Page 9 Company Designer Job Number Feb16, 2010 7:56 PM Checked By: Member Section Forces (By Combination) (Continued) 1C Member Label Sec Axialfkl vShearfkl zShearfkl Torauefk-ftl v-vMomentrk-..z-z MomentFk-.. 53 54- 55 56 57 58 59so: 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 ., ,, i " : V 1 1 1 ,:,' '.- ' , ';•.*" ~* ' M4 ,. M5 M6 13 14 15 16 17 18 19 20 1 2 3 4 5 6 7 8 9 10 11 ^ 12 13 14 15 16 17 ,18 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 i8 19 20 1 2 3 4 5 0 - -, 0 0 0 0 , 0: 0 0 0 : 0 . 0 0 0 0, 0 • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -1.911 -2:675 -3.439 , *fe2W -4.967 -5.732 :\ -6.496 -7,26 -7.26 -7.445 -7.631 -7.816 -8.001 -8; 186' : -8.372 -81557 -8.742 -8,927 -9.113 -9.298 -9.483 :9.668 -9.854 -10.039 -10.224 -10.409 -10.595 ,-10:78 11.467 10.224 8.98 7,736 6.492 5.248 4.005 2.761 1.517 .273 -.97 -2.214 . -3.458 -4.702 , -5.946 -7,189 -8.433 -9,677 -10.921 -12.165 13.082 12.86 12.638 12.416 12.194 0 . 0 . 0 .0' - 0 :• . , bv - 0 a , 0o\ 0 ": 0 .- 0 , 0 0 0 0 , 0 ,, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 , 0 0 0, 0 d 0 0 0 0 0 0 0 0 0 0 . o 0 0 ,, 0 0 . . 0 0 0 0 0 0 , 0 Q .- 0 0 0 0 0 0 , 0 0 0 0 0 0- , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0f < -\.ffK 0 ^,-\:OX-,-: 0-. :o/^ 0 $ * , : 0,/;o^> 0 • ' -fl* •:-•, 0 '. -;.6.-:- " 0 , -.0 • , " 0 0 , 0 . 0 0 0 0 . '6: , 0 0 0 0 0 .0 , 0 -0 0 0 0o. 0 , o 0 0 0 0, . 0 0 0 0 0 0 0 0 0 0 , 0 -27.874 ~25$83 -23.228 ;.":Mft$i-" : -15.928 -11.282 -5.973 •:•' - fr, 0 1.648 3.135 4.761: 6.426 *•-" <8d3 9.873 , VI .655 13.475 15,33$ . 17.234 , 19;172 21.149 23.165^ 25.22 27.314 29.447 31.619 33.83 36.08 36.08 , 23.294 11.974 2.12 -6.267 -13i188 -18.642 -22.631 -25.152 -26*208 -25.797 -23.92 -20.576 --1&766 -9.489 -1.747 7.462 18:138 30.28 43.88& 43.888 41157 38.473 35.836 33.246 RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]Page 10 Company Designer Job Number Feb16, 2010.4*3, 7:56 PM Checked By: Member Section Forces (By Combination) (Continued) 1C Member Label Sec AxialFkl vShearfkl zShearfkl TorqueFk-ftl v-v Momentfk-..z-z MomentFk-.. 106 107 1J08 109 ,110 111 112 113 114, 115 na 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 152, 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 •* % t i ^ 1 ^ -«, > , s '. 1 , ^ > : ',"-*•* -.^ ','^ ,J > ~ 1 i M7 •r. M8 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i6 17 18 19 20 1 2 3 4' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 •' , - ,0- ' ' 0 0 0 , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,0 0 o ; 0 0 0 0^ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11,97^, 11.749 11*527 1 1 .305 11,083 10.861 ,10.639 10.417 10,195 9.973 . 9.75 9.528 9:306' 9.084 8.862 8.862 7^929 6.996 6:063 5.131 4.1,98 3.265 2.332 1.399 ,466 -.466 -1.399 -2.332 -3.265 -4.198 -5.131 -6.063 -6.996 -7.929 -8.862 -8.862 -9:084 -9.306 -9.528 -9.75 -9.973 -10.195 -10.417 -10.639 -10.861 -11.083 -11.305 -11.527 -11,749 -11.971 -12.194 -12.416 -12.638 . ••-. 0 \: 0,o; 0 - „ 0 0 0 0 0 0 0 0 0 , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0- 0 0 0 0 0 0 0 0 Q* \ 0 - 0 - ', 0 , 0 , <*-• 0 0 0 0 : 0o4: . 0 0 0 0 0 -.0 0. _0 . , ,. 0 ., 0' • .: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. - •ri:-'^---' • 0 . •'&.,..-; 0 ,-:',,,,0:r^-' 0••'/',aV. 0 . 0 0 . 0" 0 - '/O '-• 0 0 ' 0 0\ 0 -,-r^-.,-- 0 0 0 0 0 0 , 0 '6. .:,.; 0 0 0 , 0, 0 0 0 0 0 0 0 0 0 0 0o ., 0 ,0 0 0 0 0 0 0 0 0 „ . ,3Bt702 28.205 >,<~2ffi85- ' 23.351 <;20>fi95 18.685 ;M«422 14.205 12:036 9.913 1,7.837 5.807 - . 3,82& , 1.889 „ 0 0 -7.423 -14.022 >,if9,786" -24.745 -28.869 -32.168 >34.6^43 -36.292-37iiir . -37.117 -36,292 , -34.643 -32, 1,6B -28.869 ,.-24;745 •- -19.796 -1,4.022 -7.423 0" 0 1.889 3.825 - 5:807 7.837 9.913; 12.036 14.205: 16.422 . < 18.685 20.995 : 23^351 25.755 28.2Q5 30.702 33:246 35.836 38.473 „ RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]Page 11 Company Designer Job Number Feb16, 2010 • 7:56 PM Checked By: Member Section Forces (By Combination) (Continued) LC Member Label Sec AxialM v Shearfkl z Shearfkl Torquefk-ftl v-ylVlomentrk-..z-z Momentrk-.. 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 1 , ^ M9 • • , 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 0 ' o. , 0 ; .0 0 0 0 0 0 0 0 •0 0 0 0 , 0 , 0 0 0 0 0 0 -12.86 -13,082 15.884 14507. 13.13 ft. 753 10.376 8.999 7.622 6.245 4.868 3:49 .113 /-C264 -2.641 ; -4,018 -5.395 , -6,772 -8.149 ,- -9.526, -10.903 , -12.28 0 , - 0 ; 0 0, 0 _ '- 0 0, 0 0 - 0 0 0 0 0 0 , 0 0 0 0 0 0 0 0 0 0, V 0 0 0 0 0 0 0 0 0 0 0 0 0 , 0 , 0 , 0 0 ,0 0 0 0 • "o--, -. 0 0 0 0 0 '0 ' , 0 0 0 0 0 0 , 0 0\ 0o: 0 0 0 0 41.157 ; '43.888 43.888 .24.054 6.017 ,~1&222 -24.664 -37:308 -48.155 -57:204 -64.456 -69",911 -71 .463 ^70J12 -68.164 -60.819 -57.676 ,^49,738 - -39.998 -28.463 -15.13 0 Joint Reactions (By Combination) LC Joint Label XFkl Yfkl ZFkl MX [k-ftl MY [k-ftl MZ rk-ftl1 2 3 4 5 6 7 8 1 -1 1 1 1 1 1 1 N1 N2 N5 N6 N9 N10 Totals: COG (ft): 0 Q, , 0 0 0 ( 0 <• 0 t X: 60.475 1 13.593 . 27.147 22^247 yi!<S5.24"7\ '. ' ( .28.966] I/^IZJMT f 129.48 Y:0 0 0 0 ,0 0 .0 0 Z:0 0 0 0 LOCKED 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Member Section Deflections LC Member Label Sec x fin! v I'm] z I'm] x Rotatefradl (n) L/v Ratio (n) L/z Ratio 1 2 3 4 5 6 7 8 9 10 11 12 13 . 14 1 M1 - "', , _ ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 0 0 0 0 ,, 0 0 0 0 0 / Of 0 I 0 ) 0 / _JL^ 0 -.21 -.413 -.604 -.776 -.924 -1 .044 .^^^3\ * ( -1.1 89 \ X-1.211 / ^-1.199^ I— 4Tf54 -1 .078 -.972 0 0 0 , 0 0 , 0, 0 0 . 0 0 0 0 0 0 0 0 0 : o 0 0 : 0 -0 0 0 0 0 0 0 NC 1399.808 711.299 48fe989 379.072 318.209 281.521 259.483 247.324 242.861 245.239 254.716 272.711 ,,302i367 NC NC NC NC NC NC NC NC NC NC NC NC NC NC RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]1 Page 12 I I I I I I I I I I I I I I I I I I I Company Designer Job Number Feb16, 2010 7:56 PM Checked By: Member Section Deflections (Continued) LC Member Label Sec x finl v finl z Finl x Rotatelracfl (n) L/v Ratio fn) L/z Ratio 15 .16 17 18. 19 20 21 22 23 24 25 26 2728; 29 30 31 32 33 34 35 36 37 38=r 39 40, 41 42 43 44, 45 46 47 48 49 60 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 ," „ s r% \ i - 1 . ( 1 , 1 " " * <^ ' * , M21 * , ^ , . , • ^ M3 * " i M4 15 16 17 18 19 20 1 2 3 4, 5 6 7 8 9 10 11 ,12 13 14 15 16 17 18, 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1 2 3 4 5 6 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ( 0 0 0 0 0 0 0 0 , 0 0 0 0 0 0 0 0 0 0 0 0d 0 0 0 0 0 0 0 0 0 -.841 -;68a : -.522 -346 -.17 0 0 ,,026 ' .052 ,078 .103 !128 .152 .177 .201 .225 .248 .272 .296 ,319 .342 .365 .388 .411 .434 .457 .- .457 .339 .224 .114 .013 -.079: -.159 -.226 -.279 -.318 -.341 -.35 -.343 -.323 -.29 -.245 -.191 -.128 -.06 ,012 .012 .012 .013 .014 .014 .015 .015 0 d 0 ,0 . 0 : o 0 :0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , 0 0 0 0 0 0 0 0 0 0 • 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , 0 0 0 0 0 0 0 , 0 0'- o , -• 0 0 , 0 0 0 0 ' 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 349.687 , 426:066,- 563.572 ; w^v 1728.937-:'*ter • NC :- ;,NG NC 8927,516 7380.156 ; 6841,871 . 6076.386 5844.908. 5784.824 _;5870'.42 6098.982 6487*591 7077.23 7946,387; 9244.266 1 . N§>/" NC ,I^C : NC NG: NC 2085*661'-, 1061.479 .726.144 564.357 ..472X511, , 416.321 381.372 360.793 '351.211, 351.211 360:793 381.372 4!6,32t 472.51 1 564,857, 726.144 'lQ6fM79. < 2089.661 N€ V NC MC NC NC , 9028.164 7401.477 6362.322 NC , N«S NC NC NC NC NC , ..NG,, NC .NC NC NG , NCNc . NC NC NC NC NC . NC NC NG , NC fm NC NO, NC-,..Ne NC ," , NC' NC NC, , NC NC NC .. NG . NC.: NC NC Nc NC „ NC NC , , NC NC NC NC NC NC NO NC , NC NC RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]Page 13 Company Designer Job Number Feb16, 2010 7:56 PM Checked By: Member Section Deflections (Continued) LC Member Label Sec xHnl zNnl x Rotatefradl (n) L/y Ratio (n) L/z Ratio :6& 69 70 71 72 73 74 75/g 77 78 79 80 81 82 83 84 85 88 87 88 89 90 91 92; 93 94 950r 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 ^f •. ^ ~ VI - ,v , S' , 1 -- 1 1 - * M5 ; ~ ' , ", " " "" ~ !' „ M6 -r<- . 8 9 10 11 12 13 14 15 16 17 18 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 - 0 0 0 0 0 0 0 0 0 0 , 0 0 0 ; 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 , 0 0 ' 0 " 6 .A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, v ;oia j .016:o-ie .016 .015 .015 .014,, , .012 ,011 .009:ooe .003 ,0 0 -.028 -.067 ; -.ft- -.154.' -:w; -.232 -.261 -.28 -.288 -.286 -.272 : -.249 -.217 , -.178 •-.135 - -.092 -.052 -.02 0 0 .001 .002 .002 .002 .001 0 -.001 -.003 -.006 -.008 ..011 -.014 -.017 -.02 -.023 -.027 -.031 -.034 -.Q3& ., • , o - - 0 o-« , 0 .; -0, • <•- 0 0 f 0 0' 0 0 , 0 0 ' 0 0 0 0 0 0 .'" 0 0 0 . 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o - : 0 Q; , • 0 -* 0 . 0 0 .. 0 0 0 0 0 0 0 0 0 0 0 0 0o, ... 0 0 0 ,0 0 0 0 0 0 0 0 0 0 0 0 0 0o . " 0 0 0 0 0 0 0 0 0 0 0 0 56&61426. 5194.329 : 4883j1iS6 4700.187 • 463C6^4:- 4679.76 , 48jB5.095r 5237.788 59081960 7147.869 9772.711 NC MO,, NC 94591968 4030.273 '2442024-: 1740.991 1370.534 1156.847 1030,754 960.96 932.963 941 .45 987.J886 1080.997 5241004 1510.563 : 1905:991, 2919.685 5171^494 NC NG NC N6 NC NC NC NC NC NO NC 8662;844 , 5996.935 4478:291 3515.62 2860.677 2391 .998 2043.614 1776.853 1567.686 1400.472 1264,644 ^ NC NC, -:.;«e NC., .-;wev,-'. NC NC NC NC . NC -. Me NC , NC , NC .- Nc NC NC . NC fRS:^- NC , NC . . NC ,NC NC ""T NO: ' NC NO NC•• "HO; " NC NO NC NG NC \,, NO, . NCNC ; NC NC . NC NC NC NC NC . NO NC NC NC NO NC NC NC ,NO RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]Page 14 Company Designer Job Number Feb16, 2010 l 7:56 PM Checked By: Member Section Deflections (Continued) LC Member Label Sec x finl v Finl z Hnl x Rotatefradl (n) L/v Ratio (n) Uz Ratio 121 122 123 124 125 126 127 128' 129 130 131 132 133 134 135 136^ 137 138 139 140 141 1'42- 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164" 165 166 167 168 169 170 171 172 173 1 v vi "^ i ^ V 1 -" 1 M7 i*3 J i ' • , , " -• > '%'v- , - '- ~ ,- A 1% ' , ' » " °" M8 M9 ' . 1 2 3 • 41 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1 2 3 .4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1 2 3 4 5 6 7 8 9 10 11 12 13 0 0 0 ,0: 0 0 0 0 , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -.038 - -;142 -.242 , -.334 , -.417 -;486 , -.541 -.578 -.598 -.599 -.581 -.543 -.487 -.4,12 -.321 -;215 -.096 .034 ^ .17.311 ,; .311 .296 .281 , .266 .251 .230 .22 .205 .189 .173 .157 .141 .124 .108 .091 , .073 " .056 ,037 . .019 0 0 -.13 -.27 -.412 -.55 -.678 -.791 -.883 -.953 -.995 -1 .009 -.993 -.949 0 0 0 -•• 0 0 , 0 0 0 0 0 0 0 0 0 0 - 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '0 , 0 , 0 0 , 0 ..'•>» 0 0 ? 0 0 0 0 ( 0 & 0 0- 0 0 0 .0 0 0 - 0 0 0 0 0 0, , 0 d" 0o : 0 -0 0 0 0 0 . 0 0 , 0 0 0 0, 0 0 0 0 0 0 0 0 0 NC .165,1,315 838.814 -:r57-3l'822: • 445.973 373*3®: 328.99 ;;30^3W--, 285.11 277.538 _ 277.538 -285,11 , 301.372 328*99"., 373.393 '445.973.- 573.822 83M14 1651.315"'^NCX • NC N£.. .; NC, Ne: 9256.033 . 7688:52^, 6523.342 ssiabM. 5326.229 5007,416, 4819.996 4749,958 7 4799.547 4989.898: 5372.453 6061.236 7332.494 NC NC NC NC 2293.68 1104.249 72*2;66€ 541.137 438.965; 376.424 336.886 312.415 299.04 294.936 299,579 313.733 NC l'f HC ' NC , NGl, _ NC ' - '<fi6-'.- NC , NC- NC % M& NC \NG NC , , NC NC NC NC v NC NC , ...NC, . NC , :NC NC1 /NC : NC . NC NC NC NC ' - NC, NC NC NC NC NC NG NC NC NC NC NC NC NC , , NC NC , NC NC NC NC NC NC NC NC RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]Page 15 I I I I I I I I I I I I I I I I I I I Company Designer Job Number Feb16, 2010 7:56 PM Checked By: Member Section Deflections (Continued) 174 175 170 177 178 179 180 LC \ " <- ' * " « Member Label^ ~ * * ^ * - Sec •-14 15 16 17 18 19 20 xfinl ,0 >, 0 0 0 0 0 0 , v Unl -.876 -.776 -.653 -.51 -J35 -.178 . 0 zfinl ,0 0o: 0 0 0 0 x RotateFradl 1 '''0* "-'•" 0 0 0 , 0 0 0 . (n) L7v Ratio 339.3^8? 383.326 j -465.532 1' 583.83 / 85102? , 1672.427 NC , (n) L/z Ratio ;» NC NC ;, ' NC, NC ', V jvfC NC NC . • ^« Member Wood Code Checks (B^Combination) LC Member Shape ^U€!M®c Locfftl Shear ...Locfftl Dir Fc'fksi] FtTksi] Fbl'tksi] 1 -2- 3 4 5 6 7 8V 9 1 f 1 1 1 1 1 1 1 M1 M2 M3 \,M4 ' M5: w M7 M8, , M9 5.125X21 t.125^^.. 5.125X15. 5.126X19: 5.125X19. d.lzsxia. 5.125K15.. 5.125X21. 5.125X21.. •1.193" - .779 .,555 .714 .676 .968 .583 1.020 10.961 0 8.25 4 22.4 0 8.4 4 13.053 .992 .653 .616 .703 .794 .854 .752 ,793 .963 24.5, o, 16.5 4 22.4 0_ 0 4 0 Yy Y Y Y V y Y Y 1.598 1:598 1.598 1;598 1.598 1.598 1.598 1598 1.598 1.1 1.1 1.1 1.1 1.1 , 1* 1,1 1.1 1.1 2.235 2.4 2.4 '2-.4« 2.272 2.4, 2.4 2.4 2.232 Fb2Tksil 1.485 1595 1595 1.595 1.51 1595 1.595 1595 1.483 Fv'fksi] RB CL CP Eqn .23 ,23 .23 .23 .23 ,23 .23 .23 .23 3.097 6.195, 2.618 5.97 14.127 5.97 2.618 6.195 3.097 1 ^1 .. 1 • ,-| 1 • 1 , 1 1 -. 1 .999 ,999 .999 .999 .999 . -999", .999 .999 .999 3.9-3 3.9-3 3.9-3 3.9-3 3.9-3 3.9-3 3.9-3 3:9-3 3.9-3 RISA-3D Version 8.1.2 [C:\RISA\untitled.r3d]Page 16 3-42 Fy = 46ksi Nominal Size Thickness Wt./ft ft c •s 1 2 £'5 5! 1i i 0 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 24 26 28 30 31 32 34 36 37 38 39 COLUMNS Square structural tubing Allowable concentric loads in kips 6x6 y™ 38.86 y2 35.24 %, 27.48 315 283 275 268 259 251 242 232 222 212 201 190 178 166 153 140 127 116 98 83 72 62 58 55 49 43 287 257 251 244 237 229 221 212 203 194 185 175 164 153 142 131 119 108 91 77 67 58 54 51 45 40 223 201 196 191 186 180 174 168 161 154 147 140 132 124 115 107 98 89 75 64 55 48 45 42 37 33 32 Vit 23.34 1/4 19.02 ¥is 14.53 46ksi 189 171 167 163 158 154 149 143 138 132 126 120 113 107 100 93 85 78 65 56 48 42 39 37 33 29 27 26 154 140 137 133 130 126 122 117 113 108 104 99 94 88 83 77 71 65 55 47 40 35 33 31 27 24 23 22 118 107 105 102 99 96 93 90 87 83 80 76 72 68 64 60 56 51 43 36 31 27 26 24 21 19 18 17 16 Properties /(in.'4) 0\ Bending * J factora/106 11.40 54.1 2.18 0.633 8.07 10.40 50.5 2.21 0.615 7.52 8.08 41.6 2.27 0.583 6.20 6.86 36.3 2.30 0.567 5.40 5.59 30.3 2.33 0.553 4.52 4.27 23.8 2.36 0.539 3.54 ,/'' 5x5 } Vz 28.43 231 200 193 186 178 169 160 151 141 131 120 109 97 87 78 70 64 58 49 41 36 31 14^ 22.37 182 159 153 148 142 135 129 122 115 107 99 90 82 73 65 59 54 49 41 35 30 26 25 Vis,,, •1970S 155 136 131 127 122 116 111 105 99 /IsV ***79 72 64 58 52 47 43 36 31 27 23 22 •'">—- ij2 127 111 108 104 100 96 92 87 82o 66^ 60 54 49 44 40 36 31 26 22 20 18 17 ^16 11.97 97 86 83 80 77 74 71 67 64 60 i 56 52 47 43 39 35 32 29 24 21 18 15 14 14 8.36 27.0 1.80 0.773 4.03 6.58 22.8 1.86 0.722 3.39 5.61 20.1 1.89 0.699 2.99 4.59 16.9 .1.32 0.677 2.52 3.52 13.4 1.95 0.656 2.00 Note: Heavy line indicates K//r of 200. y ff \ AMERICAN INSTITUTE OF STEEL CONSTRUCTION * V iNassi Structural Engineers Project: Bressi Ranch Village Center Engr.: Sheet No. Project No.: Date:2/12/2010 Square Spread Footing Design (2007 UBC) Fll F10 F9 F8 F7 F6 Soil Capacity * = 2500 psf Concrete, f c = 3000 psi Reinforcement, fy = 60,000 psi * Increase 0 psf for each in width from 2 feet, with 2000 max. Increase width from = 2 ft. Increase = 0., Maximun Increase = 3500 psf7? J/J&"" ,fttitom~£rIlsv »— ^jT >**• \ •eL^ tt*' jS Qp* A*-fc ^w^**^^ *$**£ V<| * ^1 # Jb ^t ^vpV ^^ ^^•r Size, WxB Area, ftA2 Footing Thickness, in. Soil Bearing Capacity P, allowable, kips Pu, allowable, P*l. 55 Column Size, in. Effective Ftg, d, in. Soils Pressure, ksf Shear: Punching shear, kips Vu, allowable, kips Beam shear, kips Vu, allowable, kips Bending: Mu, ft-kips Ku, psi P As, inA2 lumber of Rebars iebar size As, actual, in.A2 Size, WxB Area, ftA2 Footing Thickness, in. Soil Bearing Capacity P, allowable, kips Pu, allowable, P*l. 55 Column Size, in. Effective Ftg, d, in. Soils Pressure, ksf Shear: Punching shear, kips Vu, allowable, kips Beam shear, kips Vu, allowable, kips Bending: Mu, ft-kips Ku, psi P As, inA2 Number of Rebars Rebar size As, actual, in.A2 11.0 121.0 24 (<"2500 ^~~?e& 413 10 20 3.4 391 447 VuOK 11.7 22.3 VuOK 44.1 122 0.0021 7.34 11 #9 11.00 As OK F5.5 5.5 30.3 15 2500 70 108 10 11 3.6 97 172 VuOK 5.1 12.3 VuOK 9.8 90 0.0015 1.47 6 #6 2.64 As OK 10.0 100.0 21 ~3 250°224 347 10 17 3.5 329 342 VuOK 11.0 19.0 VuOK 36.4 140 0.0024 6.52 10 #8 7.90 As OK F5 5.0 25.0 15 2500 (^Ts ^90 10 11 3.6 79 172 VuOK 4.2 12.3 VuOK 7.8 71 0.0012 1.06 5 #5 1.55 As OK 9.0 81.0 21 2500 181 281 10 17 3.5 263 342 VuOK 9.2 19.0 VuOK 28.9 111 0.0019 4.63 9 #8 7.11 As OK F4.5 4.5 20.3 12 2500 ~^> 48 74 10 8 3.6 66 107 VuOK 4.2 8.9 VuOK 6.1 106 0.0018 1.04 5 #5 1.55 As OK 8.0 64.0 18 2500 146 226 10 14 3.5 212 250 VuOK 8.5 15.6 VuOK 22.6 128 0.0022 3.93 8 #7 4.80 ^^(W"*T""4.0 T^O 12 Jji*nss\ss*^* 10 8 3.6 50 107 VuOK 3.3 8.9 VuOK 4.6 79 0.0013 0.69 4 #5 1.24 As OK 7.0 49.0 18 2500 111 173 10 14 3.5 159 250 VuOK 6.8 15.6 VuOK 16.8 95 0.0016 2.53 7 #7 4.20 As OK "\F3.5 ^f 3.5 12.3 12 t. 250°y 29 45 10 8 3.6 36 107 VuOK 2.4 8.9 VuOK 3.2 56 0.0009 0.42 4 #5 1.24 As OK 6.0 36.0 15 2500 83 129 10 11 3.6 118 172 VuOK 6.0 12.3 VuOK 12.0 110 0.0019 1.97 6 #7 3.60 As OK F3 3.0 9.0 12 2500 (^21\ 33~ 10 8 3.6 25 107 VuOK 1.5 8.9 VuOK 2.1 37 0.0006 0.24 4 #4 0.80 As OK 2/12/2010 Spread Footing 2500.xls Structural Engineers Project: \ Engr: f Sheet No: Project: Date: 2/16/2010. Stud Wall Design 2007 CBC, NDS 3.9.2 Location: Typical stud wall Stud height = TOS -joist depth-curb ht. Stud Grade = D.F. #2 Stud height = 16ft. Stud height = 15.5 CBC or DSA? CBC Stud spacing = 16 inches on center 2x6 Topofshtg-- 17ft.Fc = 1350 psi Fb = 900 psi E = 1,600,000 psi Emin = 580,000 psi E'min = 580,000 psi c= 0.8 Occup. Category= II Wind (Pnet30) = x*KztTPnet Stud Size = Width = 1.5 inches joist depth = 1.5 ft. Depth = 5.5 inches curb ht. = o ft. l = PnetSO = w, wind = Moment = Axial load = 1.00 14.1 psf 1.21 1.00 see ASCE 7 6.5.7 17.1 psf 546 ft-lbs/ft 930 Ibs/ft le/d, max. 50 le/d = 35 < le/d, max OK! fc = 150 psi FCE = 391 psi F*c = 2376 psi Fc' = 377 psi fb= 1155 psi Fb' = 2527 psi height = 16 fc = P/A FcE = .822*E'min/(le/d)A2 F*c = Fc*CD*CM_Fc*Ct*CF_Fc*Ci fb = M*12/(b*dA2/6) CP = (1+FcE/FV(2*c)-sqrt(((1+FcE/F%)/(2*c))A2-(FcE/F*c)/c)) ratio = (fc/Fc')A2+fb/(Fb'(1 -(fc/FeE))<= 1.00 0.16 + 0.74 Use 2 x 6 studs i 0.90 < 1.00 Okay 16 in o/c Load Duration Factor (Table 2.3.2) Duration, CD= 1.60 1.00 for normal, 1.6 for wind, 1.6 for seismic Wet Use Factor for Fb (Table 4A) Wet Use, CM_Fb = 1.00 1.00 @ normal conditions, 0.85 @ exposed conditions, when Fb *Cf<1150 psi, Cm = 1.0 Wet Use Factor for Fc (Table 4A) Wet Use, CM_Fc = 1.00 1.00 @ normal conditions, .8 @ exposed conditions, when Fc*Cf<750 psi, Cm = 1.0 @ Fc'CfJc = 415 psi, Cm = 1.0 Fc*Cf_fc = ## psi Wet Use Factor for E (Table 4A) Wet Use, CM_E = 1.00 1.00 @ normal conditions and 0.90 @ exposed conditions Size Factor for Fb (bending) Size Factor, CF_fb = 1.3 1.5 @ 2x4, 3x4, 4x4, 1.3 @ 2x6, 3x6, 4x6, 4x8, 1.2 @ 2x8, 3x8, 4x10 1.1 ©2x10,3x10,4x12, 1.0 @ 2x12, 3x12 Size Factor for Fc' (compression) Size Factor, CF_Fc = 1.10 1.15 @ 4 inch deep members, 1.1 @ 6 inch deep members, 1.05 @ 8 inch deep members, 1.0 @ 10 and 12 inch deep members & 0.9 for 14 inch deep members Bending Stress Increase in lieu of the Repetitive Factor for Fb', see CBC section 2306.2 Rep. Factor, Cr = 1.35 2x4 =1.5, 2.6 = 1.35, 2x8 = 1.25, 2x10 = 1.2, 2x12 = 1.15 The following factors = 1.0, C, (temperature), C,- (Buckling stiffness), C^, (Flat Use ), Q (Incising), CL (Beam Stablity) Pagel I I I I I I I I Structural Engineers Project: Engr: _ Sheet Project No. <*€ Date: 2/12/2010 Joist and Beam Capacities 2 x Joists (DF#2) Av = 180 psi Repetitive Use Increase = 1.15 Fb = 900 psi Roof Load Increase = Width Depth 2 2 2 2 2 2 4 6 8 10 12 14 Actual Width Depth 1.5 1.5 .1.5 1.5 1.5 1.5 3.5 5.5 7.25 9.25 11.25 13.25 Cf 1.5 1.3 1.2 1.1 1 0.9 Area 5.3 8.3 10.9 13.9 16.9 19.9 Section Modulus 3.1 7.6 13.1 2-1.4 31.6 43.9 Moment of Inertia 5.4 21 48 99 178 291 Shear Vr.floor 630 990 1,305 1,665 2,025 2,385 Moment Mr.floor 396 848 1,360 2,029 2,729 3,407 Shear Vr,roof 788 1,238 1,631 2,081 2,531 2,981 [Snow Loa 1.25 Moment Mr, roof 495 1,060 1,700 2,537 3,411 4,259 d Increase 1.15 Snow Snow Shear Vr,roof 725 1,139 1,501 1,915 2,329 2,743 Moment Mr,roof 456 975 1,564 2,334 3,138 3,918 4xBeams(DF#1) Av = 180 psi Fb = 1000 psi Nominal Width Depth 4 4 4 4 4 4 4 4 6 8 10 12 14 16 Actual Width Depth 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 5.5 7.25 9.25 11.25 13.25 15.25 Cf 1.5 1.3 1.3 1.2 1.1 1 1 Area 12.3 19.3 25.4 32.4 39.4 46.4 53.4 Section Modulus 7.1 17.6 30.7 49.9 73.8 102.4 135.7 Moment of Inertia 12.5 49 111 231 415 678 1034 Shear Vr.floor 1,470 2,310 3,045 3,885 4,725 5,565 6,405 Moment Mr.floor 893 1,912 3,322 4,991 6,768 8,534 11,305 Shear Vr,roof 1,838 2,888 3,806 4,856 5,906 6,956 8,006 Moment Mr,roof 1,117 2,390 4,152 6,239 8,459 10,668 14,131 Snow Snow Shear Vr.roof 1,691 2,657 3,502 4,468 5,434 6,400 7,366 Moment Mr, roof 1,027 2,198 3,820 5,740 7,783 9,814 13,001 6xBeams(DF#1) Av = 170 psi Fb = 1350 psi Nominal Width Depth 6 6 6 6 6 6 6 6 8 10 12 14 16 18 Actual Width Depth 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 7.5 9.5 11.5 13.5 15.5 17.5 Cf 1 1 1 1 0.98 0.97 0.96 Area 30.3 41.3 52.3 63.3 74.3 85.3 96.3 Section Modulus 27.7 51.6 82.7 121.2 167.1 220.2 280.7 Moment of Inertia 76.3 193 393 697 1128 1707 2456 Shear Vr.floor 3,630 4,950 6,270 7,590 8,910 9,662 10,908 Moment Mr.floor 3,120 5,801 9,307 13,638 18,419 24,033 30,319 Shear Vr,roof 4,285 5,844 7,402 r 8,960 I •*" «*! </ 10,519 12,077 13,635 Moment Mr,roof 3,899 7,251 11,634 r 77,048^ 23,023 30,041 37,898 Snow Snow Shear Vr,roof 3,943 5,376 6,810 8,244 9,677 11,111 12,545 Moment Mr,roof 3,587 6,671 10,703 15,684 21,181 27,637 34,867 2x 4x 6x Beams.xls ^^r^ZS In Pv= 165 PSI Fb= Depth In 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 Area lnA2 18.8 23.4 28.1 32.8 37.5 42.2 46.9 51.6 56.3 60.9 65.6 70.3 75.0 79.7 84.4 89.1 93.8 S lnA3 18.8 29.3 42.2 57.4 75.0 94.9 117 142 169 198 230 264 300 339 380 423 469 I InM 56 110 190 301 450 641 879 1170 1519 1931 24Ji CZ296g £36fjbj 4*31 8 5126 6028 7031 Shear Kips V 2.06 2.58 3.09 3.61 4.13 4.64 5.16 5.67 6.1<9- 6.70 7.22 73? <fe2jl 8.77 9.28 9.80 10.3 1.25V 2.58 3.22 3.87 4.51 5.16 5.80 6.45 7.09 •*•"" 7.73 .^g-gg 9.02 9.67 10.3 11.0 11.6 12.2 12.9 Moment CapaStf 14 3.75 5.86 8.44 11.5 15.0 19.0 23.4 28.4 ) 33.8 39.6 45.9 52.7 60.0 67.7 .75.9 84.6 93.8 Length in Feet 20 3.75 5.86 8.44 11.5 15.0 19.0 23.4 28J, /-" i[3.8 "~3ST6 45.S C59.1 66.3 73.9 81.9 90.3 40 3.75 5.86 8.44 11.5 14.8 18.5 22.6 _ 27.1 XJ&1.9 37.2 ___ 42.8 —_4S-& *CS5-2 61.9 69.0 76.4 84.3 60 3.75 5.81 8.21 11.0 14.2 17.7 21.7 26.0 30.7 35.7 41.1 46.8 53.0 59.4 66.2 73.4 80.9 UnbracWOffifi 8 3.72 5.80 8.34 11.3 14.7 18.6 22.9 27.6 32.8 38.3 44.2 50.5 57.2 64.2 71.6 79.3 87.2 16' 3.69 5.73 8.19 11.1 14.3 17.9 21.8 26.0 30.3 34.8 39.3 43.8 48.2 52.6 56.9 61.1 65.2 5.62 7.96 10.6 13.5 16.4 19.5 22.4 25.3 28.1 30.8 33.4 36.0 38.6 41.1 43.7 46.2 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 Width 5.125 In Pv= 165 PSI Fb= 2400 PSI E= 1.80 x10A6 PSI Depth In 9. 10. 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 31.5 33.0 34.5 36.0 37.5 39.6 40.5 42.0 43.5 45.0 46.5 48.0 Area lnA2 46.1 53.8 61.5 69.2 76.9 84.6 92.3 99.9 108 115 123 131 138 146 154 161 169 177 185 192 200 208 215 223 231 238 246 S lnA3 69.2 94.2 123 156 192 233 277 325 377 432 492 555 623 694 769 848 930 1017 1107 1201 1299 1401 1507 1616 , 1730 -1847 1968 I InM 31 494 738 1051 1441 1919 2491 3167 3955 4865 5904 7082 8406 9887 11531 13349 15348 17538 19926 22522 25334 28371 31642 35154 38918 42941 47232 Shear Kips V 5.07 5.92 6.77 7.61 8.46 9.30 10.1 11.0 11.8 12.7 13.5 14.4 15.2 16.1 16.9 17.8 18.6 19.4 20.3 21.1 22.0 22.8 23.7 24.5 25.4 26.2 27.1 1.25V 6.34 7.40 8.46 9.51 10.6 11.6 12.7 13.7 14.8 15.9 16.9 18.0 19.0 20.1 21.1 22.2 23.3 24.3 25.4 26.4 27.5 28.5 29.6 30.7 31.7 32.8 33.8 Moment Capacity in . -Kip-FF ~ ;^; : " Length in Feet 5 13.8 18.8 24.6 31.1 38.4 46.5 55.4 65.0 75.3 86.5 '§874 111 125 139 154 170 186 203 221 240 260 280 301 323 346 369 394 20 13.8 J&S ^24.6 30.9 37.8 ^A&& ( §3.4 J&Z ( n&\.•'TO 92.3 104 115 128 141 155 169 184 199 215 232 249 267 286 305 324 344 40 13.4 17.9 ) 23.1 28.8 35.2 x 42.2 J 49.8 58.0 ^ 66.8 76.1 86.1 96.6 108 119 132 144 158 172 186 201 217 233 249 266 284 302 321 60 12.8 17.2 22.1 27.7 33.8 40.6 47.9 55.7 64.1 73.1 82.7 92.8 103 115 126 139 151 165 179 193 208 223 239 256 273 290 309 Unbraced Length in Feet 8 13.8 18.7 24.5 30.9 38.2 46.2 54.9 64.4 74.6 85.6 97.3 110 123 137 151 167 183 200 217 235 254 274 294 315 337 359 382 16 13.7 18.6 24.3 30.7 37.9 45.7 54.3 63.6 73.5 84.2 95.6 108 120 134 147 162 177 193 209 226 243 260 279 297 316 335 354 24 13.7 18.5 24.1 30.4 37.4 45.1 53.4 62.4 72.0 82.2 92.9 104 116 128 140 153 166 179 192 206 219 232 245 258 271 284 296 Depth In 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 31.5 33.0 34.5 36.0 37.5 39.0 40.5 42.0 43.5 45.0 46.5 48.0 Notes: Moments are for strong axis Assumes k,CM,Ct,Cf,CH,Cc =1.00 Includes Cvand (CD as noted) Standard Structures Inc.! ssispec.com for more information 26 Q106 I I I I I I I I I Standard Structures Inc.! "** -~ ",; - -- •-- 7-^;,;,i vP-W^ibl^^pc^r:'' -v::> v ^Vi J "^1%^ -• ""-,- f- ""- -~ 1 1" ".-* * >v~i •'V'^r.^^MSFP&'n^fP^W^ V " .^ **r L *" tj^~ ^^j*- Oeptii ^ f- »'""•_'" -1 9 1/2' - .-117/8, J-.V.-X • > -.36..- * :c is-; \, :,;^^./-. ,'-- "22 £ ,, - ?% * - - "126" - '^ Joist " ' (Ptf f ' 2.6 2.9 3.2 3.4 3.6 3.9 4.1 4.3 4.6 * Basic Piplii ^J?e"§istjVf '"(foot-lbs.) 4088 5417 6614 7745 8879 10015 11152 12291 13430 -ts1jeai*fnibs.)- 1500 1760 1995 2215 2440 2660 2880 3100 3320 '" ** V*," * if 273 455 659 888 1152 1452 1788 2162 2574 ' /-''i* •?" * 1 s 5.39 6.60 7.71 8.77 9.84 10.91 11.99 13.06 14.14 b; v> "'r'.f'l-^S ' ' j;^)l „ J$;Rf|p|oUi , ^ebSHfe|iefs;*; Yes~ | Na:j^ 1500 1500 1760 1760 1995 1995 2215 1600 2440 1600 2660 1600 N/A N/A N/A N/A N/A N/A *<^si2%T'-'V*V -^ —, rpg&fefey^i^ /- . ^J3®HngTLeiigth ic»*^el)^SllffeTlJrs^ -J^Yes' - [-^ No' 1500 1500 1760 1760 1995 1995 2215 1600 2440 1600 2660 1600 2880 N/A 3100 N/A 3320 N/A- * Maximum Resistive Moment values may be increased 7% for repetitive member usage. ** Interpolation between bearing lengths and joist depths is permitted for allowable design reactions. *** Allowable bearing lengths have been determined based on Standard Structures, Inc. products. Allowable bearing on supporting members shall be checked. Table5;32MX ;_-;' "- s*\,. . -„ , • ..'', ^ t "^-".^ "K '~r ^ "f^ " J* "" jJftfst ' Depth {Inches) " *; {Pr/2" "*- -n-f/sr- _r- ,i4i" ': :W :",- -,-,^9. __ t?.-^;,-? - ^,; t^v >-. f;s^',:-;- '----w^^. Joist, Weight 2.7 3.1 3.3 3.6 3.9 4.1 4.4 4.7 5.0 5.2 5.5 '"-V^ " -IxfltoSR Flange 172" OSB Web '-'-.' <> *BaJfeP76pe Resistive {ifoot-Jbs.) 4082 5391 6570 7684^ /8800 "^1Vw««— "^9918 11038 12159 13279 14401 15524 rtfe"s?!- '_ " Vertical (ibi) - 1875 2115 2330 2530 2735 2935 3135 3335 3540 3740 3940 - - •' * > —, -EfxIO?" (Ibs.lri2). '- 275 460 667 900 1170 1478 1824 2211 2638 3106 3616 „" i™ cxib6 {Ib-in/in) 7.65 9.39 10.99 12.50 14.02 15.55 17.08 18.62 20.15 21.68 23.21 • -\ " . , "" ' Rf acfldn, P " 1 $/$?•-- "~^ "Bearing Lengjh -" Web.Stiffeners ,Yes. j No , 1875 1735 2065 1735 2275 1750 2475 1750j^— »%, 2675 /1590,,> ^•a^K"^" 2875 1590 3075 N/A 3275 N/A 3475 N/A N/A N/A N/A N/A 1J l^i.% ^- ~_*~ _/ rc>p;tfties4$:j:- - " • Bearing Length J; Vffeb'Stiffeners .-. Yls [° "No 1875 1735 2115 1735 2330 1750 2530 1750 2735 1590 2935 1590 3135 N/A 3335 N/A 3540 N/A 3740 N/A 3940 N/A * Maximum Resistive Moment values may be increased 7% for repetitive member usage. ** Interpolation between bearing lengths and joist depths is permitted for allowable design reactions. *** Allowable bearing lengths have been determined based on Standard Structures, Inc. products. Allowable bearing on supporting members shall be checked. ssispec.com for more information 10 Q106 Page 1 2007 Post Table.XLS Allowable Post Loads CBC 2007, Sec. 2307 Grade FC4 £4 Emin4 E'min4 Fce Ee Emin6 E'minB c' le/d, max D.F.#1 1500 psi 1,700,000 psi 620,000 psi 620,000 psi 1000 psi 1,600,000 psi 580,000 psi 580,000 psi 0.80 50 625 psi FCE4 = .822*E'min4/(le/d)A2 FCE6 = .822*E'min6/(le/d)A2 @ 4xposts @ 4xposts @ 4xposts @ 4xposts, Emin*CM_E*Ct*Ci*CT @ 6xposts and larger @ 6xposts and larger @ 6xposts and larger @ 4xposts, Emin*CM_E*Ct*C,*CT (0.80 for sawn lumber, 0,85 for poles, 0.90 for glue-laminated lumber F*c6 = F'c = F'c= Fc*CD*CM_Fc*Ct*CF_ Pall= A * F'c*Cd*Cm*Cf ((1 +(FcE/Fc))/(2*c')-sqrt(((1 +(FcE/Fc))/(2*c'))A2-(FcE/Fc)/c')) Duration Factor Cd=1.00 for Fc only, Cd = 1.0 for Fblg Wet Use Factors for Fc Wet Use, Cm= 1.00 Wet Use, Cm= 1.00 Wet Use Factors for E Wet Use, Cm = 1.00 Wet Use, Cm= 1.00 Size Factors for Fc Size Factor, Cf = 1.15 Size Factor, Cf = 1.10 Size Factor, Cf = 1.05 Size Factor, Cf = 1.00 Size Factor, Cf = 1.00 @ 4x's: 1.00 @ normal conditions and 0.80 @ exposed conditions, when Fc*Cf<750 psi, Cm = 1.0 @ 6x's and larger: 1.00 @ normal conditions and 0.91 @ exposed conditions @ 4x's: 1.00 @ normal conditions and 0.90 @ exposed conditions @ 6x's and larger @ 4x4 posts @ 4x6 posts @ 4x8 posts @ 4x10 posts @ 6x posts and larger The following factors = 1.0, Ct (temperature), CT (Buckling stiffness), C^ (Flat Use), Q (Incising), CL (Beam Stablity), Cr (Repetitive) Allowable Post Loads, kips Post Size 4x4 6x4 8x4 10 x 4 4x6 6x6 8x6 10 x 6 12 x 6 4x8 6x8 8x8 10 x 8 12 x 8 Height, ft 8 9 10 11 12 13 14 15 16 17 18 19 7.5 11.7 15 19 6.1 9.5 12 16 5.0 7.8 10 13 4.2 6.6 9 11 3.5 5.6 7 9 3.9 6.1 8 10 2.6 4.1 5 7 h/d exceeds 50 22 33 45 57 68 19 29 40 51 60 17 26 35 44 53 15 22 31 39 46 13 20 27 34 40 14 17 ( 23 30 35 10 ^-21 26 31 9 13 18 23 27 8 12 16 20 24 7 11 14 18 22 6 9 13 16 19 5 9 12 15 18 37 54 74 93 110 35 51 70 89 105 33 48 66 83 99 30 45 61 77 91 27 41 56 71 84 33 37 51 64 76 22 34 46 58 69 20 31 42 53 62 18 28 38 48 57 16 25 34 43 51 15 23 31 39 46 13 21 28 36 42 Pendicular to Grain Bearing 7.7 12 16 20 12^-.cC? 26 33 39 16 26 35 45 53 2007 Post Table.XLS Tws Mst m ParaHam® PSL Commercial Design Guide 1048 H February 2006 Allowable Loads (PLF) 3Vz" 2.0E Parallam® PSL Stock Beams and Headers Depth Span 8' 10' 12' 14' 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' gw 100% TL 115% TL 100% LL 125% TL 1,621 1,866 1,257 2,029 1,003 1,190 675 1,295 592 793 401 793 375 504 257 504 251 338 174 338 174 236 123 23.6 125 170 90 170 91 126 68 126 68 95 52 95 51 72 41 72 56 56 11%" 100% TL 115% TL 100% LL 125% TL 2,474 2,847 2,288 3,096 1,579 1,818 1,257 1,977 1,092 1,258 758 1,369 721 921 489 966 487 654 333 654 342 461 237 461 248 335 174 335 184 250 . 131 250 140 191 102 191 107 148 80 148 84 116 64 116 66 92 52 92 52 74 43 74 59 59 14" . 100% TL 115% TL 100% LL 125% TL 3,328 3,829 3,328 4,164 2,157 2,483 1,961 2,700 1,493 1,720 1,198 1,870 1,093 1,259 780 1,370 787 960 535 1,045 557 748 381 748 407 548 281 548 304 411 213 411 232 315 165 315 180 246 130 246 142 195 105 195 113 156 85 156 91 126 70 126 73 103 59 103 59 84 50 84 16" 100% TL 115% TL 100% LL 125% TL 4,042 4,651 4,042 5,057 2,778 :3,198 2,778 3,477 1,924 2,215 1,721 2,409 1,409 1,623 1,132 1,765 1,074 1,238 780 1,347 822 975 559 1,061 603 786 414 810 454 611 314 611 349 471 244 471 272 369 193 369 216 294 155 294 173 236 127 236 140 192 105 192 114 158 87 158 93 131 74 131 18" 100% TL 115% TL 100% LL 125% TL 4,852 5,583 4,852 6,070 3,460 3,982 3,460 4,330 2,406 2,770 2,352 3,012 1,762 2,029 1,561 2,208 1,344 1,549 1,084 1,685 1,058 1,220 780 1,327 850 984 579 1,071 642 810 441 863 496 668 343 668 389 525 272 525 310 420 219 420 249 339 179 339 203 277 148 277 167 229 124 229 138 190 105 190 Load Table Instructions To size floor beams: - Check both total Load (100% TL) (neglect beam weight) and live load (100% LL). - Total load values are based on a deflection of L/240. Live load values are based on a deflection of L/360. For live load deflec- tion limits of L/240 and L/480, multiply live load values by 1.50 and 0.75 respectively. The resulting live load shall not exceed the total load shown. To size roof beams: - Check the appropriate snow load area (115% TL) value or non- snow area (125% TL) value. Total load values are based on a deflection of L/180. - For live load deflection limits of L/240, multiply live load (100% LL) values by 1.50. The resulting live load shall not exceed the total load shown. Consult local codes to verify deflection limits required for specific applications. 100% TL (Total Load) Use this and the 100% LL to select floor member. This is the maximum allowable total load in pounds per linear foot of beam. Values are based on a deflection equal to L/240 at total load. 100% LL (Live Load) Use this and the 100% TL to select floor member. This number is the maximum allowable live load capacity in pounds per linear foot of beam. Value is based on a deflection of L/360. General Notes • Values shown are maximum uniform loads in pounds per linear foot (plf). • Tables are based on uniform loads (beam weight considered) and simple-span conditions. For cantilever and multi-span conditions, refer to TJ®-Beam sizing software. • Roof members shall either be sloped for positive drainage or designed (per code) to account for resulting loads and deflection. • Lateral support is required at all bearing points and along compression edge at intervals of 24" on-center, maximum. • Bearing length to be calculated for specific application; see table on page 18. 115% TL (Total Load) Use this to select roof member in snow load areas. This is the maximum allowable total load in pounds per linear foot of beam. Values are based on a deflection equal to L/180 at total load. 125% TL (Total Load) Use this to select roof member in non- snow load areas. This is the maximum allowable total load in pounds per linear foot of beam. Values are based on a deflection equal to L/180 at total load. fj Trus Joist a Parallam8 PSL Commercial Design Guide 1048 H February 2006 2.2E Parallam PSL Commercial Beam Descriptions Parallam® PSL commercial beams are engineered and manufactured to your project specifications in a variety of sizes. As a wood product, Parallam® PSL commercial beams are workable in the field; they are easily cut and modified for a variety of connections using traditional fabrication practices. Parallam® PSL commercial beams are available in either a stress-cambered or flat configuration and can be installed in simple-span, continuous-span, or cantilevered systems. Parallam® PSL commercial beams are custom manufactured to order. Contact your local Trus Joist representative for lead times. Spans and Loads The span and load tables provided on pages 9-15 are limited to beam spans up to 60 feet, satisfying most main-carrying-beam applications. Parallam® PSL commercial beams can be delivered in lengths up to 66 feet. Consult your local Trus Joist representative for design and price information for projects requiring beams longer than 60 feet. Dimensions Parallam® PSL custom commercial beams can be ordered in the following standard sizes: • Standard Widths 3Vz", 5V4", and 7" • Standard Depths (in 2" increments) 3Vz" width: 20" through 28" 5V4" width: 20" through 42" 7" width: 20" through 54" Other custom widths and depths available for special applications. Commercial Beam Camber and Design Stresses Camber Table Span 12'~20' 20' - 24' 28' 32' 36' 40' 44' 48' 52' 56' 60' •Maximum Camber 0" 3/4° 1" 1V4" I1/?" 2" 2V4" 2Vz" 2%" 3" 3V4"y/z" DO NOT cut, notch, or drill holes except as approved by Trus Joist. General Notes • Camber shown is maximum possible. Actual camber will be provided as specified. Using 1.5 x dead load is recommended. • Beams shorter than 20' will not be cambered. • Beams less than 20" deep will not be cambered. • Cantilevered beams typically will not be cambered. • For allowable notching or holes, contact your Trus Joist representative. f Untreated Kuallanf-PSt ( fs intended for - Commercial Beam Design Stresses (1OO% Load Duration) Shear modulus of elasticity Modulus of elasticity Flexural stress Compression perpendicular to grain Compression parallel to grain Horizontal shear parallel to grain Equivalent specific gravity Density f . „-! 0.111 "jrJ (2) Fa shall not be increased for duration of load. (3) For dowel connection design only. Parallam® PSL is produced at 8% to 12% moisture content. Allowable values have been established at conditions that produce 12% moisture content in lumber. These values are valid only for dry-service conditions, in which 16% maximum moisture content will not be exceeded. G = E = Fb = FCL = Fd, - Fv = SG = = 137,500 psi 2.2 x 106 psi 2,900 psi(1> 750 psi(2) 2,900 psi 290 psi Q.50<3> 45 lbs/ft3 Trus Joist fl Parallam® PSL Commercial Design Guide 1048 B February 2006 Allowable Uniform Loads (PLF) SVa" 2.21 Parallam® PSL Commercial Beams Depth Span 16' 18' 20' 22' 24' 26' 28' 30' 32' 34' 36' 38' 40' 42' 44' 20" 100% TL 115% TL 100% LL 125% TL 1,643 1,892 1,591 2,059 1,293 1,491 1,152 1,622 1,043 1,203 858 1,310 858 990 656 1,078 718 829 512 903 588 703 407 766 470 603 328 635 381 515 268 515 312 423 222 423 258 351 186 351 214 293 157 293 180 247 134 247 151 209 115 209 128 178 100 178 109 152 87 152 22" 100% TL 115% TL 100% LL 125% TL 1,969 2,268 1,969 2,467 1,551 1,787 1,497 1,944 1,251 1,443 .1,120 1,570 1,030 1,188 858 1,293 861 994 671 1,083 730 844 535 919 624 724 432 789 507 628 354 684 417 549 294 564 345 468 246 468 288 393 208 393 243 332 178 332 205 282 153 282 175 241 132 241 149 207 115 207 24" 100% TL 115% TL 100% LL 125% TL 2,323 2,675 2,323 2,910 1,830 2,108 1,830 2,294 1,477 1,703 1,423 1,853 1,216 1,402 1,095 1,527 1,018 1,174 858 1,279 863 997 685 1,085 740 856 555 932 642 742 455 809 541 649 378 707 449 572 317 608 377 507 268 511 318 433 229 433 270 369 197 369 230 316 171 316 198 272 149 272 26" 100% TL 115% TL 100% LL 125% TL 2,704 3,114 2,704 3,387 2,131 2,454 2,131 2,670 1,720 1,983 1,720 2,158 1,417 1,634 1,365 1,778 1,186 1,368 1,074 1,489 1,006 1,161 858 1,265 864 997 697 1,087 748 865 572 943 654 757 476 825 571 667 400 728 480 592 339 646 406 528 290 551 346 471 249 471 296 404 216 404 255 349 189 349 28" 100% TL 115% TL 100% LL 125% TL 3,113 3,584 3,113 3,899 2,453 2,825 2,453 3,074 1,981 2,283 1,981 2,484 1,632 1,881 1,632 2,047 1,366 1,576 1,318 1,715 1,159 1,338 1,056 1,457 995 1,149 858 1,252 863 997 707 1,087 755 873 588 951 665 770 495 839 590 683 420 745 508 610 359 666 434 547 309 589 372 494 268 507 321 439 234 439 Load Table Instructions To size floor beams: - Check both total load (100% TL) (neglect beam weight) and live load (100% LL). - Total load values are based on a deflection of L/240. Live load values are based on a deflection of L/360. For live load deflec- tion limits of L/240 and L/480, multiply live load values by 1.50 •and 0.75 respectively. The resulting live load shall not exceed the total load shown. To size roof beams: - Check the appropriate snow load area (115% TL) value or non- snow area (125% TL) value. Total load values are based on a deflection of L/180. - For live load deflection limits of L/240, multiply live load (100% LL) values by 1.50. The resulting live load shall not exceed the total load shown. 100% TL (Total Load) Use this and the 100% LL to select floor member. This is the maximum allowable total load in pounds per linear foot of beam Values are based on a deflection equal to L/240 at total load. 100% LL (Live Load) Use this and the 100% TL to select floor member. This number is the maximum allowable live load capacity in pounds per linear foot of beam. Value is based on a deflection of L/360. General Notes • Values shown are maximum uniform loads in pounds per linear foot (plf). • Tables are based on uniform loads (beam weight considered) and simple-span conditions. For cantilever and multi-span conditions, refer to TJ®-Beam sizing software. • Roof members shall either be sloped for positive drainage or designed (per code) to account for resulting loads and deflection. • Lateral support is required at all bearing points and along compression edge at intervals of 48" on-center, maximum. • Bearing length to be calculated for specific application; see table on page 18. 115% TL (Total Load) Use this to select roof member in snow load areas. This is the maximum allowable total load in pounds per linear foot of beam. Values are based on a deflection equal to L/180 at total load. 125% TL (Total Load) Use this to select roof member in non- snow load areas. This is the maximum allowable total load in pounds per linear foot of beam. Values are based on a deflection equal to L/180 at total load. ^GSSI Structural Engineers PROJECT ENGR. SHEET_ GSSINO. __ DATE tf f <»t| IA *»•> V ft'^1 SV'<L 0 ,-iSf u mntnajn'D&||i«s ' 1 3 » t I 1| a<**5 2I3N2IVM laVOSVW SOIIhO 'avasiyvo 1335diS AVM31VO QNV 3iy3fid 13 3o\miA Csj csiCO ]P ^GSSI Structural Engineers PROJECT ENGR. SHEET_ GSSINO._ DATE g^GSSI Structural Engineers PROJECT ENGR. SHEET_ GSSINO._ DATE • : f : •Ufr sr' 19 •\l=,. PROJECT Structural Engineers ENGR. SHEET_ GSSINOy DATE OU. GEOTECHNICAL PRELIMINARY INVESTIGATION, BRESSI RANCH VILLAGE CENTER, A PORTION OF PLANNING AREA PA-15, CARLSBAD, CALIFORNIA Prepared For: LNR PROPERTY CORPORATION COMMERCIAL PROPERTY GROUP 4275 EXECUTIVE SQUARE, SUITE 210 LA JOLLA, CALIFORNIA 92037 Project No. 971009-047 January 25, 2007 Inc. A LEtGHTON GROUP COMPANY 971009-047 5.0 RECOMMENDATIONS 5.1 Earthwork We anticipate that future earthwork at the site will consist of site preparation, fine grading, utility trench excavation and backfill, retaining wall backfill, and street/driveway and parking area pavement section preparation and compaction. We recommend that the earthwork on site be performed in accordance with the following recommendations, the General Earthwork and Grading Specifications for Rough Grading included in Appendix D, and the Gity of Carlsbad grading requirements. In case of conflict, the following recommendations shall supersede those in Appendix D. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly and in accordance with the recommendations of this report and the specifications in Appendix D, notwithstanding the testing and observation of the geotechnical consultant. 5.1.1 Site Preparation During future grading, the areas to receive structural fill or engineered structures should be cleared of surface obstructions, potentially compressible material (such as disturbed and/or desiccated fill soils or weathered formational material), and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off site. Holes resulting from removal of buried obstructions that extend below finish site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 to 24 inches, brought to optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method Dl557). If the length of time between the completion of grading and the construction of the proposed buildings is longer than six months, we recommend that the building pads be evaluated by the geotechnical consultant and, if needed, the finish grade soils on the building pads should be scarified a minimum of 12 inches, moisture-conditioned to optimum moisture-content and recompacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). "n" Leighton 971009-047 5.1.2 Mitigation of Cut/Fill Transition Conditions In order to reduce the potential for differential settlement of the proposed buildings in areas of cut/fill transitions, we recommend the entire cut portion of the building pad be overexcavated and replaced with properly compacted fill. Where the fill thickness is greater than 5 feet in depth, the overexcavation of the cut portion of the building pad should be made a minimum of 3 feet below the lowest planned footing elevation and should extend laterally at least 10 feet beyond the building perimeter or footprint. Anticipated building pads where this condition may occur include the building pads of Majors "A" and "C" and Shops "A" and "B" (due to the anticipated infilling of the desilting basins) and the building pad of Major "B" and Pad "A" (due to the presence of relatively deep existing fills). Where the anticipated fill thickness is less than 5 feet in depth, the overexcavation of the cut portion of the building pad should equal the same thickness of the maximum fill beneath the pad to a maximum overexcavation depth of 1 foot below the lowest planned footing elevation. These overexcavations should also extend laterally at least 10 feet beyond the building perimeter or footprint. The building pads where these conditions will occur cannot be determined until the final footing elevations of the buildings relative to the existing site grades are determined. In order to minimize perched ground water in the overexcavations, we recommend that the overexcavation bottoms be tilted a minimum of 2-percent toward the fill side of the building pad. Additional or revised recommendations may be warranted based on the configuration and size of the proposed buildings. If the majority of the proposed building is located on cut, the fill soils beneath the building may be removed and recompacted to a minimum 95 percent relative compaction and a deep foundation system founded completely on formational material may be utilized as an alternative. 5.1.3 Mitigation of High to Very High Expansive Soils at Finish Grade Although very high expansive soils were not encountered during our preliminary investigation, highly expansive soils are present within portions of the site. Should high to very high expansive soils be encountered on the building pads during the future fine grading operations, we recommend that these soils be removed below the planned finish grade of the proposed buildings and other movement sensitive improvements. If these expansive soils are removed, the removal depth should be a minimum of 3 feet below the lowest planned footing elevation or until lower expansive sandy soils are encountered. We also recommend that the overexcavation bottom be tilted a minimum of 2-percent toward the fill side of the building pad or toward the street/driveway in order to minimize perched ground water conditions. Leighton 971009-047 The resulting excavation should be replaced with properly compacted fill possessing a very low to medium expansion potential. The actual location of the claystones and siltstones at or near finish grade at the site should be evaluated during the future fine grading operations. The high to very high expansive soils may be placed outside the limits of the proposed building pads. 5.1.4 Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy-duty earthwork equipment. It is not anticipated that blasting will be required or that significant quantities of oversized rock (i.e. rock with maximum dimensions greater than 8 inches) will be generated during future grading. However, localized cemented zones (within the cut areas) and oversized-rock (placed within the compacted fill) may be encountered on the site that may require heavy ripping and/or breaking and removal. If oversized rock is encountered, it should be placed in accordance with the recommendations presented in Appendix D, hauled offsite, or placed in non-structural or landscape areas. Based on our field investigation, discontinuous cemented zones were encountered at approximate elevations of 393 to 396, 398 to 404, and 407 to 408 feet msl in various places on the site. Our professional experience during the mass grading operations indicated the cemented zones were generally less than 6 inches to 24 inches thick, moderately fractured, and variable in the amount of cementation. While we had refusal of the backhoe and small-diameter rig in some of the excavations, larger equipment may have been able to penetrate the cemented zone. Due to the relatively dense characteristics of the on-site soils, temporary excavations such as utility trenches in the on-site soils should remain stable for the period required to construct the utility, provided they are constructed and monitored in accordance with OSHA requirements. 5.1.5 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free or organic material, debris, and rock fragments larger than 8 inches in maximum dimension. We do not recommend that high or very high expansive soils be utilized as fill for the building pads or as retaining wall backfill. All fill soils should be brought to 2-percent over the optimum moisture content and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift "13~ Leighton 971009-047 thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with Appendix D, the current City of Carlsbad grading ordinances, sound construction practices, and the geotechnical recommendations presented herein. 5.2 Foundation Design Considerations The foundations and slabs for the anticipated retail buildings should be designed in accordance with structural considerations and the following preliminary recommendations. These preliminary recommendations assume that the soils encountered within 5 feet of finish pad grade will have a low to medium potential for expansion per 1997 UBC Standard 18-1. If highly expansive soils are encountered within 5 feet of the proposed finish grade elevations during site grading, these expansive soils should be removed and replaced with lower expansive soils. If replacement of the expansive soils is not feasible, additional foundation design will be necessary. The proposed buildings may be supported by conventional, continuous or isolated spread footings. Footings should extend a minimum of 24 inches beneath the lowest adjacent soil grade. At these depths, footings may be designed for a maximum allowable bearing pressure of 2,500 pounds per square foot (psf) if founded in properly compacted fill soils or formational material. An allowable capacity increase of 500 psf for every 6 inches of additional embedment may be used to a maximum, of 3,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. If 12-inch wide continuous footings are desired, we recommend that the allowable bearing pressure be limited to 2,000 psf. Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). The slab-on-grade foundations should be at least 5 inches thick and be reinforced with No. 4 rebars 18 inches on center or No. 5 rebars at 24 inches on center, each way. All reinforcing should be placed at mid-height in the slab. Slabs should be underlain by a 2- inch layer of clean sand (sand equivalent greater than 30), which is in-turn underlain by a minimum 10-miI plastic sheeting (moisture barrier) and an additional 2 inches of clean sand. We recommend that control joints be provided across the slab at appropriate intervals as designed by the project architect. The potential for slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete ~14~ Letghion 971009-047 in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. If heavy vehicle or equipment loading is proposed for the slabs, greater thicknesses and increased reinforcing may be required as determined by the structural engineer. 5.2.1 Moisture Conditioning The slab subgrade soils underlying the foundation systems of the proposed structures should be presoaked in accordance with the recommendations presented in Table 1 prior to placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Table 1 Presaturation Recommendations Based on Finish Grade Soil Expansion Potential Pre saturation Criteria Minimum Presoaking Depth (in inches) Minimum Recommended Moisture Content Expansion Potential (per UBC 1 8-I-B) Very Low (0-20) 6 Near optimum moisture Low (21-50) 12 1.2 times optimum moisture Medium (51-90) 18 1 .2 times optimum moisture Presoaking or moisture conditioning may be achieved in a number of ways, but based on our professional experience, we have found that minimizing the moisture loss of pads that have been completed (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the lot and flooding if for a short period of time (days to a few weeks) are some of the more efficient ways to meet the presoaking requirements. If flooding is performed, a couple of days to let the upper portion of the pad dry out and form a crust so equipment can be utilized should be anticipated. -15-Leighton I I I I I I I I I I I I I I I I I I I 971009-047 5.2.2 Seismic Design Parameters The site lies within Seismic Zone 4. as defined in the CBC, 2001 edition. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source (per 2001 CBC criteria), is located approximately 7.0 miles (or 11.2 kilometers) west of the site. The closest Type A Seismic Source is the Julian segment of the Elsinore Fault Zone, which is located approximately 23.5 miles (or 38 kilometers) east of the site. The following data should be considered for the seismic analysis of the proposed structures: • Causative Fault: Rose Canyon Fault Zone • Maximum Magnitude: 7.2 • Seismic Source Type: B • Seismic Zone Factor: 0.40 • Soil Profile • Near Source Factors: Na = 1.0/Nv = 1.0 5.2.3 Foundation Setback We recommend a minimum horizontal setback distance from the face of slopes or adjacent retaining walls for all structural foundations, footings, and other settlement- sensitive structures as indicated on Table 2. This distance is measured from the outside bottom edge of the footing, horizontally to the slope face and is based on the slope height and type of soil. However, the foundation setback distance may be revised by the geotechnical consultant on a case-by-case basis if the geotechnical conditions are different than anticipated. -16- ,Letghton 971009-047 Table 2 Minimum Foundation Setback from Descending Slope Faces Slope Height Less than 5 feet 5 to 15 feet Greater than 15 feet Minimum Recommended Foundation Setback 5 feet 7 feet H/2 (where H equals the slope height) to a maximum of 20 feet Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. The deepened footing should meet the setback as described above. 5.2.4 Anticipated Settlement Settlement is anticipated to occur at varying times over the life of the project. Short-term settlement typically occurs upon application of the foundation loads and is essentially completed within the construction period. Long-term (hydroconsolidation) settlement typically occurs in deep fills upon additional water infiltration into the fill soils (even in properly compacted fill soils and even with subdrains provided). This settlement typically occurs over many years. Long- term settlement values and the affects on the foundations should be evaluated after the site is graded and the actual fill thicknesses beneath the proposed foundations known. However, for preliminary planning purposes, total future settlement is expected to be order of 1 to 1.5 inches and differential settlement is estimated to be on the order of 1/4 inch in 25 feet. 5.3 Lateral Earth Pressures The recommended lateral pressures for imported very low to low expansive soil (expansion . index less than 50 per UBC Table 18-I-B) or on-site medium expansive soil (expansion -17-Leighton 971009-047 index between 51 and 90 per UBC Table 18-I-B) and level or sloping backfill are presented on Table 3. High to very high expansive soils (having an expansion potential greater than 91 per UBG Table 18-I-B) should not be used as backfill soils on the site- Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. The above noted passive resistance assumes an appropriate setback per Section 5.2.3. Table 3 Lateral Earth Pressures Conditions Active At-Rest Passive Equivalent Fluid Weight (per) Import Very Low to Low Expansive Soils Expansion Index less than 50 Level 35 55 350 2:1 Slope 55 65 150 On-Site Medium Expansive Soils Expansion Index between 51 and 90 Level 60 70 350 2:1 Slope 70 80 150 For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfilled with soils of very low to low expansion potential or medium expansion potential is provided on Table 3. The equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressures values should be provided on an individual-case basis by the geotechnical engineer. The geotechnical and structural engineer should evaluate surcharge-loading effects from the adjacent structures. All retaining wall structures should be provided with appropriate drainage and appropriately -18- € LetgWon I I I I I I I I I I I I I I I I I I I 971009-047 waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Appendix D. For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration including wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be minimum of three times the depth of the elements to allow full development of these passive pressures. The total depth of retained earth for the design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. All wall backcuts should be made in accordance with the current OSHA requirements. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). The granular fill should extend horizontally to a minimum distance equal to one-half the wall height behind the walls. The walls should be constructed and backfilled as soon as possible after backcut excavations. Prolonged exposure of backcut slopes may result in some localized slope instability. Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 24 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. 5.4 Fences and Freestanding Walls Footings for freestanding walls should be founded a minimum of 24 inches below lowest adjacent grade. To reduce the potential for unsightly cracks in freestanding walls, we recommend inclusion of construction joints at a maximum of 15-foot intervals. This spacing may be altered in accordance with the recommendations of the structural engineer, based on wall reinforcement details. Our experience on similar sites in older developments indicates that many walls on shallow foundations near the top-of-slopes tend to tilt excessively over time as a result of slope creep. If the effects of slope creep on top-of-slope walls are not deemed acceptable, one or a combination of the options provided in the following paragraphs should be utilized in the design of such structures, based on the desired level of mitigation of creep- related effects on them. A relatively inexpensive option to address creep related problems in top-of-slope walls and fences is to allow some degree of creep damage and design the structures so that Leighton I I I I I I I I I I I I I I I I I I I 971009-047 tilting or cracking will be less visually obvious, or such that they may be economically repaired or replaced. If, however, a better degree of creep mitigation is desired, the walls and fences may be provided with the deepened footings to meet the foundation setback criteria laid out in Figure 18-1-1 of the UBC, 1997 edition, or these structures may be constructed to accommodate potential movement. Under certain circumstances, an effective solution to minimize the effects of creep on top- of-slope walls and fences is to support these structures on a pier-and-grade-beam system. The piers normally consist of minimum 12-inch diameter cast-in-place caissons spaced at a maximum of 8 feet on center, and connected together by a minimum 12-inch-thick grade beam at a shallow depth. The piers are typically at least 10 feet deep for medium or high expansive soil The steel reinforcement for the system should be designed with consideration of wall/fence type and loading. Walls or fences aligned essentially perpendicular to the top of the slope are normally supported on the pier-and-grade-beam system for at least that part of the wall that is within 15 feet from the top-of-slope. Caisson support is recommended for all top-of-slope walls where slopes are greater than 10 feet in height and/or the soil on and adjacent to the slope consists of high to very high expansive soils. 5.5 Geochemical Considerations Geochemical screening of the representative onsite soils was performed as part of our study and the results presented in Appendix C. As indicated in Appendix C, the results of our limited testing and our professional knowledge of similar soils in other portions of the Bressi Ranch project, indicates that concrete in contact with the on-site soils should be designed in accordance with the "moderate" category of Table 19A-A-4 of the 2001 California Building Code. In addition, the onsite soils are anticipated to have a corrosive environment for buried metal pipes or uncoated metal conduits. Laboratory testing should be performed on the soils placed at or near finish grade after completion of site grading to ascertain the actual corrosivity characteristics. 5.6 Preliminary Pavement Design R-Value test results of representative on-site soils on the adjacent streets range from 5 to 34. The appropriate Asphalt Concrete (AC) and Class 2 aggregate base (AB) pavement sections will depend on the type of subgrade soil, shear strength, traffic load, and planned pavement life. Since an evaluation of the actual subgrade soils cannot be made at this time, we have conservatively assumed an R-value of 5 and Traffic Indexes (TI) of 4.5, 5.0, and 6.0. Leighton 971009-047 The pavement sections based on a TI of 6.0 and 5.0 should be assumed for the heavy truck drives and vehicle driveways, respectively. The pavement sections for vehicle parking stalls should be based on a TI of 4.5. Final pavement designs should be completed in accordance with the City of Carlsbad design criteria after R-value tests have been performed on the actual subgrade materials. Table 4 Preliminary Pavement Section Designs Traffic Index 4.5 5.0 6.0 Assumed R-Value 5 5 5 Preliminary Pavement Sections AC and Base Section 4 inches AC over 6 inches Class 2 Aggregate Base 4 inches AC over 8 inches Class 2 Aggregate Base 4 inches AC over 12 inches Class 2 Aggregate Base Full Depth AC Section 7.0 inches AC over native subgrade soils 8.0 inches AC over native subgrade soils 10.0 inches AC over native subgrade soils Asphalt Concrete (AC) and Class 2 aggregate base should conform to and be placed in accordance with the latest revision of California Department of Transportation Standard Specifications. Prior to placing the pavement section, the subgrade soils should have a relative compaction of at least 95 percent to a minimum depth of 12 inches (based on ASTM Test Method D1557). Aggregate Base (6 inches minimum) should be placed beneath proposed concrete curb and gutters in accordance with the City of Carlsbad design criteria, and compacted to a minimum of 95 percent relative compaction (based on ASTM Test Method Dl 557) prior to placement of the AC. For areas subject to unusually heavy truck loading (i.e., trash trucks, delivery trucks, etc.), we recommend a full depth of Portland Cement Concrete (PCC) section of 7.5 inches with steel reinforcement (Number 4 bars at 18-inch centers, each way) and crack-control joints at a minimum spacing of 10 feet. We recommend that sections be as nearly square as possible. A 3,500-psi mix that produces a 600-psi modulus of rupture should be utilized. The actual pavement design should also be in accordance with City of Carlsbad and ACI design criteria. If pavement areas are adjacent to heavily watered landscaping areas, we recommend some measures of moisture control be taken to prevent the subgrade soils from becoming -21- € Uighton SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: El Fuerte and Gateway Street, Carlsbad, CA PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspectors) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engineer's/Architect's Seal & Signature Here Signed Bill Schell 1. List of work requiring special inspection: [X] Soils Compliance Prior to Foundation Inspection [X] Field Welding IE] Structural Concrete Over 2500 PSI D High Strength Bolting D Prestressed Concrete [X] Expansion/Epoxy Anchors G Structural Masonry Q Sprayed-On Fireproofing D Designer Specified D Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. Inspect the construction for the items indicated above for conformance to approved design drawings an specification. B. Furnish inspection reports to the Architect, EOR, Building Official and other designated persons. All discrepancies shall be brought to the immediate attention of the contractor for correction. C. Submit a final signed report stating the work requiring special inspection was in conformance to the approved plans specifications and workmanship provisions of the C.B.C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. I I I I I I I I I I I I I I I I I I I WEIGHTS & DIMENSIONS (cont.) . J>s UNIT 50TCQA04 50TCOA05 50TCOA06 50TCQA07 STO. UNIT WEIGHT IBS. 505 510 590 630 US. 229 231 268J 286 CORNER WEIGHT (A) IBS. 136 138 ISt 166 KG. 62 63 72 75 CORNER WEIGHT (8) IBS. 130 131 U6tee KG. 59 59 66 75 CORNERWEIGHT 1C) LBS. 117 118 137 149 KG. 53 54 62 68 COSHERWEIGHT (0) LBS. 123 124 145 149 KG. 56 56 68 68 C.G. X 36 1/4 [921] 36 1/4 (9211 35 5/8 19051 37 1/4 [946] V 22 1/8 S5621 22 1/8 (5621 22 5/8 15751 22 1/8 [5621 HEIGHT I 16 3/8 (416! 16 1/2 U19i 20 1/8 15111 20 3/4 [527J FRONT Fig. 2 - Dimensions SOTCQ 04-07 Fig. 3 - Service Clearance LOG A B C D - DIMENSION" 48" (1219 mm) 18° (457 mm) 18" (457 mm) 12" (305 mm) 42" (1087 mm) 36" (914mm) Special 36" (91 4 mm) 18" (457mm) 42" (1067 mm) 36" (914 mm) CONDITION Unit disconnect is mounted on panel No disconnect, convenience outlet option Recommended service clearance Minimum clearance Surface behind servicer is grounded (e.g., metal, masonry wall) Surface behind servicer is electrically non-conductive (e.g., wood, fiberglass) Check for sources of flue products within 1 Q-ft of unit fresh air intake hood Side condensate drain is used Minimum clearance Surface behind servicer is grounded (e.g., metal, masonry wail, another unit) Surface behind servicer is electrically non- conductive (e.g., wood, fiberglass) 19 WEIGHTS & DIMENSIONS sorts: 1. DIMENSIONS ARE £K INCHES, DIMENSIONSIN [ 1 ARE IB MILLIMETERS. CENTER OF GRAVITY DIRECTION OF AIR FLOW RIGHT {3-3/41951 t , CONDENSERCOR OPTIONAL-— -^FACTOR*INSTALLEDCONVENIENCEOUTLET — 5S | ms 1 n T S-v «* ) »— - :'!' •'•! ' ' i 'i^lf LEFT — 4-5/8 [1181 ELECTRICALDISCONNECTLOCATION 19-U< 6-5/8I16«l t S1I81! 1/84) FILTER ACCESS PASEL (TOOL-LESS) INDOOR COIL ACCESS PANEL CO«P. ACCESS • PASEL ' E3 guu f\ i CONDENSES COIL i Ou Dim !~5'a -*•*1*7) UNIT 50TCQA04 50TCOA05 50TCQA06 50TCOA07 J 33 3/8 E8471 33 3/S(8471 41 3/8 [10511 41 3/8 [1051! K 18 5/8[4721 H !78 [3771 14 7/8 13771 14 7/8 [3771 A B C D E G CONNECTION SIZES 1 3/8' [351 DIA FIELD POWER SUPPLY HOLE !• 151) DIA POWER SUPPLY KNOCKOUT 1 3/r C441 DJA GAUGE ACCESS PLUG 7/8' [221 DIA FIELD CONTROL TOING HOLE J/4--14 NPT CONDENSATE GRAIN 21/2' 1641 DIA POWER SUPPLY KNOCK-OUT THRU-THE-fiASE CHARTTHESE HOLES REOUIRED FOB USECRBTJOTR001AOI W X Y « K THREADED CONDUIT SIZE 1/2" MZ" 3/4" (001) TOEUSE ACC. E4V POWER REO'D HOLE SIZES (MAX.) 7/8' 122.21 7/8' 122.21 1 1/8" [28.41 FOR "THRU-THE-SASEPAIT FACTORY OPTION. FITTINGS FOR ONLY X 4 V ARE PROVIDED SELECT EITHER 3/4' OR Ml"FOR POWER, DEPENDING ON WIRE SIZE 009016 Fig. 1 - Dimensions 50TCQ 04-07 18 mSff/k RIVDSWI SC1IHO 'avasiyvo ±33813 AVM31V3 QNV 3iy3Hd 13ONianma ,,a» 39\miA o•> ^s u.OoIK •j ^u uu I I I I I I I I I I I I I I I I I I I WEIGHTS & DIMENSIONS (cont.) . -As UNIT 50TCOA04 50rCGA05 50TCGAQ6 50TCQA07 STO. UNIT WEIGHT IBS. 505 510 530 630 Kfi. 229 J31 268 286 CORNER WEIGHT (A) IBS. 136 133 1S<» 166 K6. 62 63 72 75 CORNER WEIGHT (8) IBS. 130 131 146 166 KG. 59 59 66 75 CORSER HEIGHT 1C) IBS. 117 118 137 149 KG. 53 54 62 68 CORNER WEIGHT (0) IBS. 123 124 149 149 KG. 56 56 68 68 C.G. X 36 1/4 [921] 36 1/4 H2H 35 5/8 1905! 37 1/4 [9461 V ' 22 1/8 !562] 22 1/8 (562J 22 5/8 [575! 22 1/8 15621 HEIGHT I 16 3/8 (4161 16 1/2 £419J 20 H8 [5111 20 3/4 [527] CM«» * COMER D JOO CZZ3 r. : oof FBONT C09017 Fig. 2 - Dimensions SOTCQ 04-07 C08337 Fig. 3 - Service Clearance LOG A B C D DIMENSION 48" (1219 mm) 18" (457 mm) 18" (457 mm) 12" (305 mm) 42" (1067 mm) 36° (914 mm) Special 36" (914 mm) 1 8" (457 mm) 42" (1067 mm) 36" (91 4 mm) CONDITION Unit disconnect is mounted on panel No disconnect, convenience outlet option Recommended service clearance Minimum clearance Surface behind servicer is grounded (e.g., metai, masonry wail) Surface behind servicer is electrically non-conductive (e.g., wood, fiberglass) Check for sources of flue products within 1 0- ft of unit fresh air intake hood Side condensate drain is used Minimum clearance Surface behind servicer is grounded (e:g., metal, masonry wall, another unit) Surface behind servicer is electrically non-conductive (e.g., wood, fiberglass) 19 I I I I I I I I I I I I I I I I I I I WEIGHTS & DIMENSIONS NOTES: 1, DIMENSIONS ME IN INCHES. DIMENSIONSIN I 1 ARE IN MILLIMETERS. 2. ft CENTER OF GRAVITY DIRECTION OF AIR FLOW FILTER ACCESS PANEL (TOOL-LESS) INDOOR COIL ACCESS PANEL COUP. ACCESS • PANEL • E3 i — ' ~ , CONKSSEB COIL i LJLJ : [6?) TYPCURBWIDTH UNIT 50TCOA04 50TCOA05 50TCQA06 50TCOA07 J 33 3/8[847] 33 3/8 [8471 41 3/81 10511 41 3/8[1051! K 18 5/8[472! 14 7/8[377] 14 7/8 [377] 14 7/8[3773 A B C D E (3 CONNECTION SUES 1 3/8" (351 DIA FIELD POWER SUPPLY HOLE 2' (511 DIA POWER SUPPLY KNOCKOUT . 1 3/4" t44] DIA GAUGE ACCESS PLUG 7/8' [221 DIA FIELD CONTROL WIRING HOLE 3/4' -14 SPT CONDENSATE DRAIN 21/2' 1641 DIA POWER SUPPLY KNOCK-OUT THRU-THE-8ASE CHARTTHESE HOLES REQUIRED FOR USE CRBTMPWR001AO! W X t- • t THREADEDCONDUIT SUE 1/3" 1/2° 3/4" (001) WIREUSE ACC. 24V POWER REQ'D HOLESUES (MAX.) 7/8' (22.25 7/8' 122.2) 1 1/8" [28.41 FOR 'THRU-THE-BASEPAN' FACTORY OPTION, FITTINGS FOR ONLY X 4 Y AREPROVIDED SELECT EITHER 3/4" OR Ml" FOR POWER, DEPENDING ON WIRE SIZE C09016 Fig. 1 - Dimensions 50TCQ 04-07 PROJECT SHEET GSS1 NO. Structural Engineers ENGR, 0*3,.,™~v^,,- ^ ™ ^^'iw^w^SS^aij-^ >£*;> ' ^t^vvvr7>'» SHEET PROJECT Structural Engineers ENGR.DATE V * S' • jjv % $ •4-. . __i Page 1 of 1 KURT * From: Michael Merrill [mmerrill@childsmascariwarner.com] Sent: Tuesday, March 23, 2010 11:53 AM To: mail Subject: Plan Check #10-0282 Follow Up Flag: Follow up Flag Status: Red Attachments: PCS10-0202SoilsReviewLetter.pdf Revised plans and our response to ESGIL plan check comments were dropped off at the City of Carlsbad Building Department yesterday, March 23rd. Unfortunately, in our response to ESGIL we forgot to include the requested foundation review letter from the Soils Engineer. Please find attached a copy of the review letter. The ESGIL Plan reviewer is AN Sadre and the plan Check number is #10-0282. Thank you. Michael A. Merrill Senior Project Manager Celebrating 20 Years of Excellence 1989 - 2009 Childs Mascari Warner Architects 1717 Kettner Blvd., Suite 100 San Diego, CA92101 P 619.814.0080 F 619.814.0081 www.childsmascariwarner.com San Diego San Francisco 3/23/2010 10-02.M- Leighton and Associates, Inc. A LEISHTON GROUP COMPANY March 5,2010 Project No. 971009-062 To: LNR Property Corporation 4350 Von Karman Avenue, Suite 200 Newport Beach, California 92660 Attention: Mr. Brian Payne Subject: Geotechnical Review of Foundation Plans for Major B, Bressi Ranch Village Center, Carlsbad, California References: GSSI Structural Engineers, 2010, Foundation Plans, Bressi Ranch Village Center, Major B, Carlsbad, California, Sheets Sl.l, S1.2, S2.1, S3.1 and S3.2, Project No. 9910.50, dated February 16,2010 Leighton, and Associates, 2007, Geotechnical Preliminary Investigation, Bressi Ranch Village Center, A Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-047, dated January 25,2007 , 2008a, Addendum Geotechnical Recommendations for Structural Foundations and Exterior Concrete Flatwork, Bressi Ranch Village Center, a Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-050, dated January 15,2008. , 2008b, Geotechnical As-Graded Completion Report of Rough and Fine Grading, Building Pads for Major "A" through "C", Pad "A", and Shops "A", "B", and "D" through "G", Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-050, dated March 24,2008 -, 2009a, As-Graded Report of Post Grading, Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-051, dated June 11,2009 , 2009b, Geotechnical Update Letter for Major B, Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-062, dated December 21,2009 In accordance with the request of Mr. Michael Merrill of Childs Mascari Warner Architects, we have reviewed the foundation plans for the proposed Major B building at the Bressi Ranch Village Center located in Carlsbad, California. Based on our geotechnical review of the 3934 Murphy Canyon Road, Suite B205 « San Diego, CA 92123-4425 858.292.8030 a Fax 858.292.0771 « www.leightongeo.com 971009-062 structural foundation plans (GSSI Structural Engineers, 2010), the foundation plans appear to have been prepared to general accordance with the project geotechnical recommendations with the following comments. As shown on the Precise Grading Plan prepared by PDC, a proposed Filterra Roof Drain Unit will be located on the south side of the building immediately adjacent to the wall foundation. We recommend that the wall footing be deepened (i.e., stepped down) so that the bottom footing will be at least 24 inches below the invert elevation of the unit. The deepened footing should also be extended laterally at least 2 feet beyond the ends of the unit. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer Distribution: (2) Addressee (1) PDC, Attention: Ms. Marina Wurst (3) Childs Mascari Warner Architects, Attention: Mr. Michael Merrill -2- Leighton Inc. LSIGHTQN GROUP COMPANY December 21,2009 To: Attention: Subject: References: Project No. 971009-062 LNR Property Corporation 4350 Von Karman Avenue, Suite 200 Newport Beach, California 92660 Mr. Brian Page Geotechnical Update Letter for Major B, Bressi Ranch Village Center, Carlsbad, California California Building Standards Commission (CBSC), 2007, California Building Code (CBC) Leighton, and Associates, 2007, Geotechnical Preliminary Investigation, Bressi Ranch Village Center, A Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-047, dated January 25,2007 , 2008a, Addendum Geotechnical Recommendations for Structural Foundations and Exterior Concrete Flatwork, Bressi Ranch Village Center, a Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-050, dated January 15,2008. , 200 8b, Geotechnical As-Graded Completion Report of Rough and Fine Grading, Building Pads for Major "A" through "C", Pad "A", and Shops "A", "B", and "D" through "G", Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-050, dated March 24, 2008 , 2009, As-Graded Report of Post Grading, Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-0451, dated June 11,2009 In accordance with your request, this letter has been prepared to update the geotechnical conditions of the proposed Major B at the Bressi Ranch Village Center within a portion of Planning Area PA-15 at the Bressi Ranch development, located in Carlsbad, California. The purpose of our geotechnical update evaluation was to observe the existing geotechnical conditions of the subject site, review the project geotechnical reports, update geotechnical recommendations for the seismic design parameters per 2007 California Building Code, and 3934 Murphy Canyon Road, Suite B205 » San Diego, CA 92123-4425 858.292.8030 ® Fax 858.292.0771 • www.leightongeo.com Inc. December 21,2009 A LEIGHTON GROUP COMPANY To: Attention: Subject: References: Project No. 971009-062 LNR Property Corporation 4350 Von Karman Avenue, Suite 200 Newport Beach, California 92660 Mr. Brian Page Geotechnical Update Letter for Major B, Bressi Ranch Village Center, Carlsbad, California California Building Standards Commission (CBSC), 2007, California Building Code (CBC) Leighton, and Associates, 2007, Geotechnical Preliminary Investigation, Bressi Ranch Village Center, A Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-047, dated January 25,2007 , 2008a, Addendum Geotechnical Recommendations for Structural Foundations and Exterior Concrete Flatwork, Bressi Ranch Village Center, a Portion of Planning Area PA-15, Carlsbad, California, Project No. 971009-050, dated January 15, 2008. , 2008b, Geotechnical As-Graded Completion Report of Rough and Fine Grading, Building Pads for Major "A" through "C", Pad "A", and Shops "A", "B", and "D" through "G", Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-050, dated March 24, 2008 -, 2009, As-Graded Report of Post Grading, Bressi Ranch Village Center, Carlsbad, California, Project No. 971009-0451, dated June 11,2009 In accordance with your request, this letter has been prepared to update the geotechnical conditions of the proposed Major B at the Bressi Ranch Village Center within a portion of Planning Area PA-15 at the Bressi Ranch development, located in Carlsbad, California. The purpose of our geotechnical update evaluation was to observe the existing geotechnical conditions of the subject site, review the project geotechnical reports, update geotechnical. recommendations for the seismic design parameters per 2007 California Building Code, and 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 « Fax 858.292.0771 « www.leightongeo.com 971009-062 provide appropriate conclusions and additional recommendations, if necessary, for the proposed development of the site. Based on our recent site reconnaissance on December 17, 2009 and review of the referenced project geotechnical reports, the geotechnical conditions of the subject site have not significantly changed since the completion of grading in 2008 (Leighton, 2008b), excluding the growth of weeds, minor desiccation and slightly weathered near surface soils. Therefore, it is our professional opinion that the geotechnical recommendations presented in the referenced geotechnical documents are still applicable for its intended use, provided the following recommendations are incorporated into the design of structures, the site grading and construction of the buildings/structures. In addition, we recommend that dry weathered finish grade soils be processed (i.e., scarified a minimum of 12 inches, moisture-conditioned to optimum moisture-content) and recompacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Prior to grading, the area should be stripped of surface vegetation and debris. Also, note that the soil on proposed Major B building pad was tested for expansion potential and determined to be a Very Low to Low with an Expansion Indexes of 12 and 43. The potential for soluble sulfate attack of the finish grade soils on the building pad was tested and found to possess moderate soluble sulfate contents (Leighton, 2008b). Updated Seismicity Recommendations We have provided updated seismic design parameters per California Building Code (CBC 2007) for proposed Major B Building. The following seismic design parameters have been determined in accordance with the 2007 CBC and the USGS Ground Motion Parameter Calculator (Version 5.0.9a). CBC (2007) Seismic Code - Parameters for the Site Description Site Class Short Period Spectral Acceleration 1 -Second Period Spectral Acceleration Short Period Site Coefficient 1 -Second Period Site Coefficient Adjusted Short Period Spectral Acceleration Adjusted 1 -Second Period Acceleration Design Short Period Spectral Response Parameter Design 1 -Second Period Spectral Response Parameter Values C ss Si Fa Fv SMS SMI SDS SDI 1.103 0.418 1.0 1.382 1.103 0.578 0.735 0.385 CBC Reference Table 1613.5.2 Figure 1613.5(3) Figure 1613.5(4) Table 1613.5.3(1) Table 1613.5.3(2) Equation 16-37 Equation 16-38 Equation 16-39 Equation 16-40 -2- '- f•* •• Leighton 971009-062 provide appropriate conclusions and additional recommendations, if necessary, for the proposed development of the site. Based on our recent site reconnaissance on December 17, 2009 and review of the referenced project geotechnical reports, the geotechnical conditions of the subject site have not significantly changed since the completion of grading in 2008 (Leighton, 2008b), excluding the growth of weeds, minor desiccation and slightly weathered near surface soils. Therefore, it is our professional opinion that the geotechnical recommendations presented in the referenced geotechnical documents are still applicable for its intended use, provided the following recommendations are incorporated into the design of structures, the site grading and construction of the buildings/structures. In addition, we recommend that dry weathered finish grade soils be processed (i.e., scarified a minimum of 12 inches, moisture-conditioned to optimum moisture-content) and recompacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Prior to grading, the area should be stripped of surface vegetation and debris. Also, note that the soil on proposed Major B building pad was tested for expansion potential and determined to be a Very Low to Low with an Expansion Indexes of 12 and 43. The potential for soluble sulfate attack of the finish grade soils on the building pad was tested and found to possess moderate soluble sulfate contents (Leighton, 2008b). Updated Seismicity Recommendations We have provided updated seismic design parameters per California Building Code (CBC 2007) for proposed Major B Building. The following seismic design parameters have been determined in accordance with the 2007 CBC and the USGS Ground Motion Parameter Calculator (Version 5.0.9a). CBC (2007) Seismic Code - Parameters for the Site Description Site Class Short Period Spectral Acceleration 1 -Second Period Spectral Acceleration Short Period Site Coefficient 1 -Second Period Site Coefficient Adjusted Short Period Spectral Acceleration Adjusted 1 -Second Period Acceleration Design Short Period Spectral Response Parameter Design 1 -Second Period Spectral Response Parameter Values C Ss st Fa Fv SMS SMI SDS SDI 1.103 0.418 1.0 1.382 1.103 0.578 0.735 0.385 CBC Reference Table 1613.5.2 Figure 1613.5(3) Figure 1613.5(4) Table 1613.5.3(1) Table 1613.5.3(2) Equation 16-37 Equation 16-38 Equation 16-39 Equation 16-40 -2- Leighton 971009-062 If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Mike D. Jensen, CEG 2457 Project Geologist William D. Olson, RCE 45283 Associate Engineer Distribution: (4) Addressee -3- Leighton 971009-062 If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Mike D. Jensen, CEG 2457 Project Geologist William D. Olson, RCE 45283 Associate Engineer Distribution: (4) Addressee -3- Leighton BUILDING ENERGY ANALYSIS REPORT PROJECT: Bressi Ranch Village Center - Major B El Fuerte and Gateway Street Carlsbad, CA Project Designer: Childs Mascari Warner 1717 Kettner Boulevard, Suite 100 San Diego, CA92101 619-814-0080 Report Prepared by: McPARLANE & ASSOCIATES, INC. McPARLANE & ASSOCIATES, INC. 4830 Viewridge Ave. San Diego, CA92123 858-277-9721 Job Number: 3464 Date: 02/16/2010 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with the Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.ensrgysoft.com. EnergyPro 5.0 by EnergySaft User Number 2445 RunCade: 2010-02-16714:04:5 ID: 3464 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form ENV-1-C Certificate of Compliance 3 Form ENV-3-C Overall Envelope TDV Approach 8 Form ENV-4-C Minimum Skylight Area Worksheet 12 Form ENV-MM Envelope Mandatory Measures 14 Form MECH-1 -C Certificate of Compliance 15 Form MECH-2-C Air & Water System Requirements 20 Form MECH-3-C Mechanical Ventilation 21 Form MECH-4-C HVAC Misc. Prescriptive Requirements 22 EnergyPro 5.0 b^EnergySott Job Number: ID: 3464 User Number 2445 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY (Part CHECKLIST 1of4) ENV-1C Project Name Bressi Ranch Village Center - Major B Project Address El FuQrte and Gateway Street Carlsbad Climate Zone 7 Date 02/16/2010 Total Cond. Floor Area Addition Floor Area 9,996 9,996 GENERAL INFORMATION Building Type: n Nonresidential P High-Rise Residential P D Schools {Public School) a Relocatable Public School a Conditioned Spaces Hotel/Motel Guest Room P Unconditioned Spaces P Skylight Area for Large Enclosed Space fc 8000 ft2 (If checked include the ENV-4C with submittal) Phase of Construction: 12 New Construction Approach of Compliance: P Component Front Orientation: N, E, S, W or in Degrees:Odeg P Addition P 0 Overall Envelope P Alteration Unconditioned (file affidavit) FIELD INSPECTION ENERGY CHECKLIST Tag/ID1 Wall Wall Wall Wall Door Wall Wall Roof Assembly Frame Type2 Solid Unit Masonry Solid Unit Masonry Solid Unit Masonry Solid Unit Masonry Opaque Door Solid Unit Masonry Solid Unit Masonry Wood Framed Rafter If 463 85 238 S01 24 179 909 4,128 SurfaceOrientationN,E,S,W(N) (NE) (NW) (S) (S) (SW) (W) (N) cc fl Nona None None None None None None R-30 en UJC 13.C 13.C 13.1 13.C O.C 13.C 13.C O.C "o> 1 0 EZI El EZI P El El p ± 1*1££ConditionStatus5New Mew New New New New New New tft If</>ip P p P B p p p E 8 P n p p a-a a a K £ p p~ p -p p n p p 1. Indicate the identifying name of the frame type (i.e. Wall -1, Ceiling-1, Roof -1, and Floor- 1). 2, Indicate type of Assembly Type such as Wood 2x4 or LW CMU 8". For additional other assembly types see Reference Joint Appendix, JA4-1 . 3. If furring is checked refer to ENV-2C Mass and Furring Strips Construction worksheet. 4. Indicate furring R-value when furred wall are being used. 5. Indicate Status of fenestration (New, Existing or Upgrade). 6. Indicate Special Feature on Page 2 of the Inspection Checklist Form below. 7. If Fail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. FENESTRATION SURFACE DETAILS Tag/ID1 r 2 3 Fenestration Type2 Window Window Window Is 688 102 222 ||j (N) (NW) W # of PanesJ 0.710 0.710 0.710 "§ I Default Default Default O x « &K & <v~ 0.730 0.730 0.730 Source3Default Default Default en P P P P P P P P ConditionsStatus4New New New in "D P. Q P O P P P j _p p P p p p o a i- p p a P a D n p-_ 1 . Indicate the identifying name of the frame type i.e. Window #1). 2. Indicate type of construction Type such, Window, Glass Door. Curtain wall, Skylight, or other. 3. Indicate if the efficiency values are from the NFRC Label Certificate or from the CEC Default Values. Enter NFRC or CEC (FC-1 and FC-2). 4. Indicate Status of fenestration {New, Existing or Upgrade). 5. Indicate Special Feature on Page 2 of the Inspection Checklist Form below. 6. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EnergyPro 5. 0 by EnergySofi User Number:2445 RunCode: 2010-02-18714:04:54 ID: 3464 Page 3 of 23 CERTIFICATE OF COMPLIANCE (Part 1 AND FIELD INSPECTION ENERGY CHECKLIST of 4) Project Name Bressi Ranch Village Center - Major B Project Address El Fuerte and Gateway Street Carlsbad Climate Zone 7 Total Cond. Floor Area f 9,996 ENV-1C Date 02/16/2010 ddition Floor Area 9,996 GENERAL INFORMATION Building Type: 0 Nonresidentia!D High-Rise Residential D D Schools (Public School) Q Relocatable Public School 0 Condjtioned Spaces Hotel/Motel Guest Room D Unconditioned Spaces D Skylight Area for Large Enclosed Space a 8000 ft2 (If checked nclude the ENV-4C with suomittal) Phase of Construction: 0 New Construction Approach of Compliance: Q Component Front Orientation: N, E, S, W or in Degrees:Odeg D Addition D 0 Overall Envelope D Alteration Unconditioned (file affidavit) FIELD INSPECTION ENERGY CHECKLIST Tag/ID' Slab Wall Door Wall Roof Slab Assembly Frame Type2 Unheated Slab-on-Grade Solid Unit Masonry Opaque Door Solid Unit Masonry Wood Framed Rafter Unheated Slab-on-Grade € 5 w < 4,128 838 72 720 5,868 5,868 SurfaceOrientationN,E,S,W(N) (N) (N) (N) (N) (N)Cavity R-ValueNone None None None R-30 None ContinuousR-ValueO.C 13.C O.C 13.C O.C O.C '£3U_ D 0 D m D D D D SkII ConditionStatus5New New New Mew New New II o- D n -tf n n n Q in Q, D D a a o n a D i a n : a a a n D D 1 . Indicate the identifying name of the frame type (i.e. Wall -1 , Ceiling-1 , Roof -1 , and Floor- 1 ). 2. Indicate type of Assembly Type such as Wood 2x4 or LW CMU 8". For additional other assembly types see Reference Joint Appendix, JA4-1 . 3. If furring is checked refer to ENV-2C Mass and Furring Strips Construction worksheet. 4. Indicate furring R-value when furred wall are being used. 5. Indicate Status of fenestration (New, Existing or Upgrade). 6. Indicate Special Feature on Page 2 of the Inspection Checklist Form below. 7. If Fail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. FENESTRATION SURFACE DETAILS Tag/ID1 Fenestration Type2 8 1 a |2 SurfaceOrientationr», c, o, w# of PanesMaxU-Faotor"S3oin ll Source8OverhangD n D D a n a a ConditionsStatus"Q fliV) tL, n n. a "El n n a a , n a D a -a D- • a ^D 1 a a D a a a p a 1. Indicate the identifying name of the frame type (i.e. Window #1). 2. Indicate type of construction Type such, Window, Glass Door, Curtain wall, Skylight, or other. 3. Indicate if the efficiency values are from the NFRC Label Certificate or from the CEC Default Values. Enter NFRC or CEC (FC-1 and FC-2). 4. indicate Status of fenestration (New, Existing or Upgrade). 5. Indicate Special Feature on Page 2 of the Inspection Checklist Form below. 6. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EnergyPro 5. 0 by EnergySoft User Number 2445 RunCode: 2010-02-16714:04:54 ID: 3464 Page 4 of 23 Project Name Bressi Ranch Village Center - Major B Date 02/16/2010 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Part 2 of 4)ENV-1C ROOFING PRODUCT (COOL ROOFS) (Note if the roofing product is not CRRC certified, this compliance approach cannot be used). Go to Overall Envelope Approach or Performance Approach. CHECK APPLICABLE BOX BELOW IF EXEMPT FROM THE ROOFING PRODUCT "COOL ROOF" REQUIREMENTS:Pass Fall'N/A D Roofing compliance not required in Climate Zones 1 and16 with a Low-Sloped. 2:12 pitch or less. D Roofing compliance not required in Climate Zone 1 with a Steep-Sloped with less than 5 Ib/ft2. Greater than 2:12 pitch. Low-sloped Wood framed roofs in Climate Zones 3 and 5 are exempted. Solar reflectance and thermal emittance or SRI that have a U-faetor of 0.039 or iower, see Opaque Surface Details roof assembly, Column H of ENV-2C.D D p ,-, The roof area covered by building integrated photovoltaic panels and building integrated solar thermal panels are exempted. Solar reflectance and thermal emittance or SRI, see spreadsheet calculator at www.energy.ca.gov/title24/D Roof constructions that have thermal mass over the roof membrane with a weight of at least 25 Ib/ft are exempt from the Cool Roof criteria below.E3-D n High-rise residential buildings and hotels and motels with low-sloped roofs in Climate Zones 1 through 9,12 and 16 are exempted from the low-sloped roofing criteria. ____P O 1. If Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. CRRC Product ID Number' f?-30 Roof with Cool Roof Slope S 2:12 >2:12 El n n n n n n p o n P a Product Weight < 5lb/ft2 a Bib/ft2 0 D n D D D n p P P n n Product Type8 Aged Solar Reflectance3 D4 p" a4 D4 P< a4 0.30 Thermal Emmitance 0.75 SRIS Special Feature6' D . n ; D D EL - • . P - Passn -D " p Q- n_- p Fail7 D P P D - P P 1. The CRRC Product ID Number can be obtained from the Cool Roof Rating Council's Rated Product Directory at www.coolroofs.org/products/search.php 2. Indicate the type of product is being used for the roof top, i.e. single-ply roof, asphalt roof, metal roof, etc. 3. If the Aged Reflectance is not available in the Cool Roof Rating Council's Rated Product Directory then use the Initial Reflectance value from the same directory and use the equation (0.2+0.7(pj,«iai - 0.2) to obtain a calculated aged value. Where p is the Initial Solar Reflectance from the Cool Roof Rating Council's Rated Product Directory. 4. Check box if the Aged Reflectance is a calculated value using the equation above. 5. The SRI value needs to be calculated from a spreadsheet calculator at httD://www.energv.ca.gov/title24/ 6. Indicate Special Feature on Page 2 of the Inspection Checklist Form below. 7. B Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. To apply Liquid Field Applied Coatings, the coating must be applied across the entire roof surface and meet the dry mil thickness or coverage recommended by the coatings manufacturer and meet minimum performance requirements listed in §118(i)4. Select the applicable coating: P Aluminum-Pigmented Asphalt Roof Coating P Cement-Based Roof Coating D Other SPECIAL FEATURES INSPECTION CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Discrepancies: EnergyPro 5.0 by Energy Soft User Number 2445 RunCode: 2010~02-16T14:04:54 ID: 3464 Page 5 of 23 CERTIFICATE OF COMPLIANCE (Part 3 of 4) ENV-1 C AND FIELD INSPECTION ENERGY CHECKLIST Project Name Date Bressi Ranch Village Center - Major B 02/16/2010 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for Envelope Fenestrations system. The designer is required to check the acceptance tests and list all the fenestration products that require an acceptance test, if all the site-built fenestration of a certain type requires a test, list the different fenestration products and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices Manual describes the test. Since this form will be part of the plans, completion of this section wiil allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or whenever new fenestration is installed in the building or space shall be certified as meeting the Acceptance Requirements. The ENV-2A form is not considered a complete form and is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of §1Q-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the ENV-2A for each different fenestration product line must be provided to the owner of the building for their records. Test Description Fenestration Products Name or ID Requiring Testing or Verification Double Metal Clear Area of like Products 1,012 ENV-2A Building Envelope Acceptance Testta aa a na a a aa a Da a a a a aaa a a a a a a Test Performed By: I 1 1 1 1 •En&rgyPro 5.0 by EnerqySoft User Number: 2445 RunCode: 201 0-02-16T14:04:54 ID:3464 PaosBof^ CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST (Part 4 of 4)ENV-1C Project Name Bressi Ranch Village Center - Major B Project Address Climate Zone Total Cond. Floo El Fuerte and Gateway Street Carlsbad CA Climate Zone 07 9,996 Documentation Author's Declaration Statement 1 certify that this Certificate of Compliance documentation is accurate and complete. NamS McPARLANE & ASSOCIATES, INC. Company McPARLANE & ASSOCIATES, INC. Address 4830 Vlewritige Ave. City/State/Zip SmDisg0iCAg2123 Signature j^fc?/£ Date 02^6/2070 Area Addition Floor Area o/a \ t i -"•*" Date 02/1&201Q EA# CEPE# 858-277-9721 The Principal Envelope Designer's Declaration Statement • I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the envelope design. • This Certificate of Compliance identifies the envelope features and performance specifications required for compliance with Title-24, Parts 1 and 6 of the California Code of Regulations. • The design features represented on this Certificate of Compliance are consistent wittnhp d this design on the other applicable compliance forms, worksheets, calculations, plar/s ai enforcement agency for approval with this building permit application. to document tied to the Name MikaMem'H Company ChMS Mascari Warner Address 1717 Kettner Boulevard, Suite 100 City/State/Zip San Diego, CA 92101 Signature MA|\/ ]/ )MJ( Dstp J t — -% ^ License # ^> . i o>x> ~uf"Cx i <5 *• v*3 Phone 619.8144080 Envelope Mandatory Measures Indicate location on building plans of Mandatory Envelope Measures Note B!ook:_ INSTRUCTIONS TO APPLICANT ENVELOPE COMPLIANCE & WORKSHEETS (check box if worksheet is included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the 2008 Nonresidential Manual published by the California Energy Commission. 53 ENV-1C Certificate of Compliance. Required on plans for all submittals. D ENV-2C Use with the Envelope Component compliance approach. Optional on plans. H ENV-3C Use with the Overall Envelope compliance approach. Optional on plans. Use with Prescriptive compliance for the minimum skylight requirements for large enclosed spaces in climate zones 2 through 15. Optional on plans. EnergyPm 5,0 by EnergySoft User Number: 2445 KunCode:2010-02-1ST14;04:5 ID: 3464 Page 7 of 23 | OVERALL ENVELOPE TDV ENERGY APPROACH (Part 1 of 6 ) ENV-3C Project Name Bressi Ranch Village Center- Major B Date 02/16/2010 WINDOW RATIO CALCULATION for ALL WALLS A. Total linear display perimeter B. Total Gross Exterior Wall Area C. Enter Larger of A or B D. Enter Proposed Window Area 0 ftxeft W ft* X 0.40 = If the proposed Window Area is greater than the Maximum Standard Area, then E. Window Wall Ratio «• (Row D) Divided by (Row B)— "ft2 2,136 ftZ 2,136 ft* 1,012 f,2 Display Area 40% of Gross Exterior Wall Area Maximum Standard Area Proposed Area the envelope component method may not be used. 18.95 %See RSHG in Table 143-A, 143- B, or143-C WEST WINDOW RATIO CALCULATION F. West Linear Display G. West Exterior Wall Area H . Enter Larger of F or G I. Enter Proposed West Window Area If the proposed West Window Area is greater than the be used. J. Window Wall Ratio = (Row 1) Divided by (Row G) 0 ft X 6 ft 1,471 ft* X 0.40 = Maximum Standard West Oft2 588 ^ 588 ft* 324 fJ2 West Display Area 40% of West Exterior Wall Area Maximum Standard West Area Proposed West Window Area Area, then the envelope component method may not 22.03%See West RSHG in Table 143-A, 143-B, or 143-C COMBINED AREA FOR NORTH, EAST AND SOUTH WALLS K. N/E/S Display Perimeter (A Minus E) L. N/E/S Exterior Wall Area {B Minus G) M. Enter Larger of K or L N. Proposed N/E/S Window Area (D Minus 1) 0 ft X 6 ft 3,570 ft* X 0.40 « Oft2 1,548 |f 1,548 tf 888 fta N/E/S of West Exterior Wall Area 40% N/E/S Area Maximum Standard N/E/S Area Proposed N/E/S Area WINDOW ADJUSTMENT O. If D > C and/or if 1 > H, proceed to the calculation steps 1 for ail walls or 2 for west wall. If not, go to the skylight area test on page 6. 1 . If D > C: Use the calculated Window Adjustment Factor (WAF) for all walls. PROPOSED WINDOW MAX. STANDARD AREA AREA WINDOW (from C) (from D) ADJUSTMENT FACTOR I + ! = i Go to Page 6 to calculate Adjusted Area 2. If I>H: Calculate one Window Adjustment Factor (WAF) for the West wall. MAX. STANDARD WEST PROPOSED WEST AREA WEST WINDOW AREA(fromH) (from I) ADJUSTMENT FACTOR MAX. STANDARD AREA (from C) I + I = I PROPOSED AREA WEST WINDOW (fromD) ADJUSTMENT FACTOR | + _ = [ ^ Go to Page 6 to calculate Adjusted Area EnergyPro 5. 0 by EnergySoft User Number: 2445 RunCodo: 2010-02-16714:04:5 ID: 3464 Paqet 8 of 23 OVERALL ENVELOPE TDV ENERGY APPROACH (Part 2 of 6 ) ENV-3C Project Name Bressi Ranch Village Center - Major B SKYLIGHT RATIO CALCULATION §143{b) Actual Gross Roof Maxh Area A. If Atrium/Skylight Height is £ 55 ft; or 9'99$ ft2 X 0.05 B. If Atrium/Skylight Height is > 55 ft ft2 X 0.10 C. Proposed Skylight Area ft2 D. Skylight Ratio = Proposed Skylight Area (Row G) Divided by Actual Gross Roof Area E. Maximum Allowed Skylight Roof Ratio = Maximum Allowed Standard Skylight Area (Row A or B) Divided by Total Gross Exterior Roof Area Date 02/16/2010 Tium Allowed Standard Skylight Area 500 ^ ft2 0.0 % SRRpmp 5 % SRRsio IF THE PROPOSED SKYLIGHT AREA IS GREATER THAN THE STANDARD SKYLIGHT AREA, PROCEED TO THE NEXT CALCULATION FOR THE SKYLIGHT AREA ADJUSTMENT. IF NOT, GO TO PAGE 3 OF 6. SKYLIGHT AREA ADJUSTMENT IF F > D, Proceed To Calculation Step 1 Step 1 . Calculated the Skylight Adjustment Factor (WAF). STANDARD PROPOSED SKYLIGHT SKYLIGHT ADJUSTMENT SKYLIGHT AREA AREA (IFE = 0 ENTER 1) FACTOR (SAP) j. = CARRY THE WINDOW ADJUSTMENT FACTOR (SAP) TO PAGE 6 OF 6 TO CALCULATE THE ADJUSTED AREA EnergyPro 5. 0 by EnergySoft User Number: 2445 RunCode: 2010-02-1 6T14:Q4:5 ID: 3464 Page 9 of 23 O CO UJ 01002/CD <+—O co 0)a:cd § g Q. Q. O QCUJ UJ Q IUa. O_J UJ z UJ _J <eeuj CQ I I Cvvj CQ O sS D2 s- Iss^ o CD ^"5 ff CO OJ S1"55 SO e " CIS•g 2 §8^oc S S5f«. £-*§£!ioj-^Oria oJ a"34CO W s § 8 S CM § T3o Pas S *»•c<0 fc to I -- ™* ^ ^ ' CM U Hllitl!0 Uf X•Qqui | o > UJ 010CD V—O Q>aaj Q_ Xo occQ. Q. OCC.UlzUJ Q UJa.O UJ> U! _! < CC UJ O OQ I o CDCsCD •8 g9~.'§ 'I ider5-3Nbl|« II O u. ta o g. f) Qi Q.) 11 £ o o — u [ i nSillH2c^< S v>CO V) § te" 3 S R § S til .5 s Millie csi ^B ,^i|l£|jxj-> "111 „ ^ e 0Si i— -^ .j J^: 1^1 f- _ zj ^>s< Project Name Bressi Ranch Village Center - Major B Date 02/16/2010 MINIMUM SKYLIGHT AREA WORKSHEET (Part 1 of 3 )ENV-4C MINIMUM SKYLIGHT AREA FOR LARGE ENCLOSED SPACES (definition in §131 (c). requirements in §143c) / G3 This worksheet applies to buildings with three or fewer stories, in climate zones 2 through 15, having an enclosed space > 8,000 ft2 that is directly under a roof, with a ceiling height > 15 ft and the exception below does not apply, Go to Step 1. • Name or reference of Large Enclosed Space on building plans • . • Proposed daylight area is indicated on page of the building plans. •f D Skylights not required as fully designed lighting system on page ol building plans has general lighting power density of W/ft2, which is less than Q.5 W/fta Note: this exemption applies only to buildings with a fully designed lighting system. This exception does not apply to core & shell buildings. STOP HERE IF THIS BOX IS CHECKED. Space is exempt from minimum skylight area requirement. NOTE: The minimum skylight area requirements can be met using skylit daylight areas, primary sidelit daylight areas, or a combination of both. Use Step 1 below if using skylit daylight areas for compliance, Use Step 2 below if using sidelit daylight areas for compliance. Use Step 3 below to add together skylit daylight and primary sidelit daylight areas. Step 1 Calculate if Proposed Skylit Daylight Area Is greater than or equal to Minimum Daylight Area. G Criterion 1: Check if Total Proposed Skylit Daylight Area Is greater than or equal to Minimum Daylit Area. (C > B) If Criterion 1 is checked, skip step 2. Go to Step 3. Floor Area of proposed design large enclosed space Minimum Daylight Area = 0.5 x Floor Area (A) Proposed design skylit daylight area in accordance with §1 31 (c)1 D and as shown on the plans. A B C °ft2 Oft2 Oft2 Space floor area Minimum Daylight Area = 0.5 x (A) Proposed Skylit Daylight Area Step 2 Calculate if Proposed Primary Sidelit Daylight Area is greater than or equal to Minimum Daylight Area D Criterion 2: Check if Total Proposed Skylit Daylight Area is equal to or greater than Minimum Daylit Area (D a B). Primary sidelit daylit area determined in accordance with §131 (c)1 B and as shown on the plans D ft2 Proposed Primary Sidelit Daylight Area Step 3 Confirm that Proposed Primary Sidelit + Skylit Daylight Area is greater than or equal to Minimum Daylight Area D Criterion 3: Check if Total Proposed Daylight Area is greater than or equal to Minimum Daylit Area (E a B). Total Proposed Daylight Area = Skylight Area + Primary Sidelit Area Add C + D and enter into E E ft2 Total Proposed Daylight Area If Criterion 3 is checked, complete both Steps 4 & 5 on Page 2 D If Criterion 3 is unchecked. Space FAILS, not enough daylight area, do not continue. EnergyPm 5.0 by EnergySoft User Number 2445 RunCode: 2010-02-16T14:04:5 ID: 3464 Page 12 of 23 MINIMUM SKYLIGHT AREA WORKSHEET (Part 2 of 3 ) Project Name Bressi Ranch Village Center - Major B SKYLIGHT AREA FOR LARGE ENCLOSED SPACES (§143c) ENV-4C Date 02/16/2010 Step 4 - If using SKYLIGHT to comply with the minimum skylight area requirements, calculate compliance with minimum skylight area using Step 4a, or compliance with minimum effective aperture using Step 4b. Also verify compliance with skylight haze criteria Is met in Step 4c . Step 4a El Grit Step 4t D Crite Apertut Step 4c D Crit< DCom Steps D Crite Apertu EQUAT Step 6 El Spa D Spa D Spa - If Complying with minimum skylight area: srion 4a: Check if Proposed Skylight Area is equal or greater than Minimum Skylight Area (H 2 G). Proposed Skylight Daylight Area from cell (C), Step 1 , on ENV-4C (Page 1 of 3) Minimum Skylight Area = Skylight Area (F) X 0.033 Total Proposed Skylight Area = Sum of the areas (rough opening) of each individual skylight F G H Oft* Oft2 Oft2 Proposed Skylight Daylight Area Minimum Skylight Area Total Proposed Skylight Area i - If complying with minimum effective aperture: rion 4b: Check if Proposed Skylight Effective Aperture is equal to or greater than Minimum Skylight Effective e (J 2 1). if this criterion checked, shall also fill out ENV-4-C (Page 3 of 3} Minimum Skylight Effective Aperture Proposed Skylight Effective Aperture. Shall be taken from ENV-4C (Page 3 of 3) Cell (AB) I J 0,011":..-'*— ,Minimum Skylight Effective Aperture Proposed Skylight Effective Aperture Required srion 4c: Check If Proposed Skylight glazing or diffuser haze rating is equal or greater than 90% (K > 0.9). Skylight glazing or diffuser haze rating according to ASTM D1003 K Haze rating is indicated on page Haze rating of plans plies with all of Criterion 4 if either Criterion 4a oj; Criterion 4b is checked, AND Criterion 4c is checked. - If using PRIMARY SIDELIGHT to comply with the minimum skylight area requirements: •rion 5: Check If Proposed Primary Sidelit Effective Aperture Is greater than or equal to Minimum Sldeiit Effective re (M > L), Fill out remaining questions on Step 6 below. Minimum Sidelit Effective Aperture Enter Proposed Primary Sidelit Effective Aperture from Equation 146-A cell (Q) below L M JK^lpfe ._Minimum Sidelit Effective Aperture Proposed Primary Sidelit Effective Aperture ION 146-A: Effective Aperture for Primary Sidelit Area Rough opening of windows adjacent to the sidelit are in square feet Visible light transmittance of window Primary sidelit daylight area determined according to §131(c)1 from cell (D), step 2 on ENV-4C (Page 1 of 3) Primary Sidelit Effective Aperture = (N X O) / (P) Enter results for Primary Sidelit Effective Aperture from cell (Q) into cell (M) in Step 5 N O P Q Totai window area Average VLT Primary Sidelit Area Primary Sidelil EA ce PASSES: Check if Criterion 1 and 3 (page 1); and, Criterion 4 (page 2} are checked, ce PASSES: Check if Criterion 2 and 3 (page 1); and Criterion 5 (page 2) are checked. ce PASSES: Check only if Criterion 1 through 5 are all checked. EnergyPro 5.0 by EnsrgySoft User Number: 2445 RunCode: 2010-02-16T14:04:S ID: 3464 Page 13 of 23 Project Name Bressi Ranch Village Center - Major B Date 02/16/2010 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV-MM DESCRIPTION Building Envelope Measures: §118(a):Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. §118(c):All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §118{f):The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R-value of no less than R-13 between framing members. §117(a):All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §116(a) 1: window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinging and sliding), and 1.0 cfm/ft.Mor nonresidential double doors (swinging). §116(a) 2: Fenestration U-factor shall be rated in accordance with NFRC100, or the applicable default U-factor. §116(a)3:Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site-built fenestration, or the applicable default SHGC. §116(b):Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). EnergyPro 5.0 by EnergySoft User Number 2445 RunCode: 2010-02-16714:04:54 ID: 3464 Page 14 of 23 CERTIFICATE OF COMPLIANCE and (Part 1 of 5) MECH-1 C FIELD INSPECTION ENERGY CHECKLIST Project Name Bressi Ranch Village Center - Major B Project Address El Fuerte and Gateway Street Carlsbad Date 02/16/2010 Climate Zone Total Cond. Floor Area Addition Floor Area 7 9,996 9,996 GENERAL INFORMATION Building Type: 0 Nonresidential O High-Rise Residential P Hotel/Motel Guest Room D Schools (Public School) D Relocatable Public School Bldg. 0 Conditioned Spaces O {aff^^'0"811 Spa°eS Phase of Construction: 0 New Construction Approach of Compliance: D Component Front Orientation: N, E, S, W or in Degrees: HVAC SYSTEM DETAILS Equipment2 Item or System Tags (i.e.AC-1,RTU-1,HP-1) Equipment Type4: Number of Systems Max Allowed Heating Capacity Minimum Heating Efficiency Max Allowed Cooling Capacity Cooling Efficiency Duct Location/ R-Va!ue Duct Leakage Testing - If Yes, a WIECH-4A must be submitted Economizer Thermostat Fan Control Equipment2 Item or System Tags (i.e.AC-1,mrU-1,HP-1) Equipment Type4: Number of Systems Max Allowed Heating Capacity Minimum Heating Efficiency Max Allowed Cooling Capacity Cooling Efficiency Duct Location/ R-Value Duct Leakage Testing - If Yes, a MECH-4A must be submitted Economizer Thermostat Fan Control D Addition O Alteration m Overall Envelope TDV Q Unconditioned (fiie affidavit) Odeg Inspection Criteria Carrier TCQ-06 Packaged DX 4 58,400 Btu/hr 5.00 HSPF 61,300 Btu/hr 13.0 SEER/ 10.0 EER R-8.0 No No Economizer Setback Required Constant Volume Inspection Criteria Undefined System n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a FIELD INSPECTION ENERGY CHECKLIST Meets Criteria or Requirements Special Feature1 D a a a a a a a a a n a Pass D D n n - n a a a a a a -'m_ Fail3 o Q. ~a D- " I'D " O d a ; D a a > a fi FIELD INSPECTION ENERGY CHECKLIST Special Feature1 n n n D n n n a n a a a , Pass " -"a n a n D D a a a • o" a . a Fail3 _~D D D D :• P D D n '-" a r- n D a 1, Indicate special feature DETAILS on Page 2 of the Inspection Checklist Form. 2. If the Actual installed equipment performance efficiency and capacity is less than the Proposed (from the energy compliance submittal or from the building plans) the responsible party shall resubmit energy compliance to include the new changes. 3. For additional detailed discrepancy use Page 2 of the Inspection Checklist Form. 4. Indicate Equipment Type: Gas (Pkg or, Split), VAV, HP (Pkg or split), Hydronlc, PTAC, or other. EnergyPro 5.0 by EnargySoft User Number: 2445 RunCode: 201 0-02-1 8T14:04:54 10:3464 Page 15 of 23 Project Name Bressi Ranch Village Center- Major B Date 02/16/2010 CERTIFICATE OF COMPLIANCE and (Part 2 of 5) MECH-1C FIELD INSPECTION ENERGY CHECKLIST SPECIAL FEATURES INSPECTION CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Discrepancies: EnergyPm 5.0 by EnergySoft User Number: 2445 RunCode: 2010-02-16714:04:54 ID: 3464 Page 16 of 23 o I oLU ur> *o CO •e<oOL £/> iO UJ Xo occ UJ LU g o UJa.CO o LU LL c03 LU O Q. OO U.o LU5Q LU ffi LU O o o CQ •fc I i oI •§o> C 1 (Vz' t3 w -Q § I •»- -^> c *^ -.-. 3 v/ir? «' il E — ••= Oca +j g o)Pis if! - ~ c c cjS <1> g >,_ 11! O to Q. 1B- 'S ~ loll ® .E : ^ c SJ EH-orao, q)3d) "•— >• sf- ;=D.J3 Q- E O g ° ^ iilii •Sl^JS«§£§ S"P-^«g of!! 0)8*8 °p-n!?!! .0_Q) _ Irs 0,-sin DemandControlentilatioDCV.Sja IcS UJ ills S I i-1 o Requiring Tfl a o a a a a a a D a p p p CMt> N.t* § ff D D a a a a n p p a a a a a a o a a p p D a D D a a a D D a a a a n a n p p p p a a n a n n a a p a a a D a a a a a a $ I2<o O d D a D D a n a a a p a D a a a a a a p p p a a n a p p p p p a Q)3 uis,J3 Quis i5 0 T" Xo UJ io 15 ^i •c 05 0_ Hw \> 0 UJ 0 (3QCUJ Z UJ zogUJ Q. Z Q UJ •S3 C«s UJoz < rtajQ.*S OO LL. O UJ ^O LJL IE UJ O 0 T- S=! {*Q C**^ ISo OQ ,0^ < i -2c CD O 1-S § •gu <u CF CD| a: t «w Q- CQ LO OLU ^5&ECH-13AS < O LUS Q Pa. IIDa M (- "8 0•ca>Q. Iw :>1— , g LJJ o) ?»| 1 o^j?55 g ~$ S to 5 >,X toOT 2^Q .^*b g L1J , .>matic FauSection &gnostics foir & Zone*a «<< o ?S1 LL ® O)Q0> .rt fc_005 a o_c sI— I g a: 1 1•55 P P P P •* to I •| •3 p p p p P p p n p p p p p p p p p p p p p p p p p p p p a p p a p p p p p p p p p p p p p a p p p p D P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P D P P P P PI % 03 Sfi I Q i^cs I Q CN QJ3 a °- I £ t 2; fcw3 f) iSIj o>o f21 £ Project Name Bressi Ranch Village Center - Major B Documentation Author's Declaration Statement 1 certify that this Certificate of Compliance documentation is accurate and complete. Name MCPARLANE & ASSOCIATES, INC. Company MCPARLANE & ASSOCIA TES, INC. Address ,„„„ ... . . ,4830 Viewndge Ave. City/State/Zip SanDiego,CA92123 Signature tyaJtfiA-fyt Date 02/16/2010 Date 02/1&2Q10 EA# CEPE# Pnone 858-277-9721 CERTIFICATE OF COMPLIANCE (Part 5 of 5)MECH-1C The Principal Mechanical Designer's Declaration Statement * I am eligible under Division 3 of the California Business and Professions Code to accept responsibility for the mechanical design. * This Certificate of Compliance identifies the mechanical features and performance specifications required for compliance with Title-24, Parts 1 and 6 of the California Code of Regulations. » The design features represented on this Certificate of Compliance are consistent with the information provided to document this design on the other applicable compliance forms, worksheets, calculations, plans^cj^pecifications submitted to the enforcement agency for approval with this building permit application. Name Company Address City/State/Zip Paul McParlane McParlane & Associates 4830 Viewridge Avenue San Diego, CA 92123 Signatur^//^X---- — ~" — Date fjgfc > A /£-/*> License* jfl^1) f)*\7'~)^' Phone 858-277-972? Mandatory Measures Indicate location on building plans of Note Block for Mandatory Measures_ MECHANICAL COMPLIANCE FORMS & WORKSHEETS (check box if worksheet Is Included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the 2008 Nonresidential Manual. Note: The Enforcement Agency may require ail forms to be incorporated onto the building plans. El MECH-1C Certificate of Compliance. Required on plans for all submittals. 0 MECH-2C Mechanical Equipment Summary is required for all submittals. El MECH-3C Mechanical Ventilation and Reheat is required for all submittals with mechanical ventilation. MECH-4C Fan Power Consumption is required for all prescriptive submittals. EnergyPro 5.0 by Energy Soft User Number: 2445 RunCode: 2010-02~16T14:04:5 ID: 3464 Page f 9 of" 23 AIR SYSTEM REQUIREMENTS (Part 1 of 2) MECH-2C Project Name Date Bressi Ranch Village Center - Major B 02/16/2010 Item or System Tags (i.e.AC-1,RTU-1,HP-1) Number of Systems MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency HVAC Heat Pump Thermostat Furnace Controls/Thermostat Natural Ventilation Mechanical Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Insulation PRESCRIPTIVE MEASURES Calculated Design Heating Load Proposed Heating Capacity Calculated Design Cooling Load Proposed Cooling Capacity Far Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heat and Cool Air Supply Reset Electric Resistance Heating1 Air Cooled Chiller Limitation Duct Leakage Sealing. If Yes, a MECH-4-A must be submitted Indicate Air Systems Type (Central, Single Zone, Package, VAV, or etc...) Carrier TCQ-06 4 Undefined System n/a Indicate Page Reference on Plans or Schedule and indicate the applicable exceptlon(s) T-24 Sections H2(a) 112(a) 112{b), 112(c) 112(c),115(a) 12Kb) 121(b) 121(c) 121(0) 1 22{e) 122(6) 122(f) 122(g) 123 124 5.00HSPF 13.0 SEER/ 10.0 eB? Yes nta Yes 619 cfm No No Programmable Switch Setback Required Auto n/a R-8.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 144(a&b) 144(a&b) 144(a&b) 144(a & b) 144(c) 144(c) 144(c) 144(d) 144(6) 144(f) 144(g) 144(i) 144(k) 77,136 Btu/hr 178,701 Btu/hr 175,903 Btu/hr 174,385 Btu/hr Constant Volume Yes No No Economizer Constant Temp Constant Temp No n/a n/a n/a n Not Selected (Title 24 Defau n/a n/a n/a n/a n/a n/a n/a n/a n/a 1 . Total installed capacity (MBtu/'hr) of all electric heat on this project exclusive of electric auxiliary heat for heat pumps, if electric heat is used explain which exception(s) to §144(g) apply. EnergyPro 5.0 by EnergySoft User Number: 2445 RunCode: 2010-02-16714:04:5 ID:3464 Page20of23 O UJ S UJ X UJm < •ZL O § H ^Ein > < O 5s I MECHAoY-« O v- CQ i C 1 a w S5 O AT LIMIT A'u HIDC ll CN n VENTILATll«CO i I VAV MIN</> S AONVdflCoo EA BASIS* Z s - - - - r o u. UJ Q O ffl |* °> 5 w- *CC/> t ^J C*:s<sQ 5 w .»— t/> „ ^ O c ^ -^C II. C3 --50% ofDesign ZoneSupplyCFMc Q CO P . o CJ 5 cII Co IL. C Z °- 2 wU. £ O .~ >"»CD<|J QJ !&ConditionArea(ft2)E •S2 1 £ O) <o 0)£ o' COIN \Chase Suiteo>*~ (0 en\—<o ai2 | Carrier TCQ-OIS § <o ci 1m"| PETCO Su/te°v Nto I W C Design VertColumn 1 Total1 able 121-A.i- 55i co on rate per SectiMinimum ventilati» iitn •o s without fixec<cc | c i 1s of the CBC ocs and 50%Sra o 1 c i 1 "5 sat or the greaterBased on fixed seHI C? 0 Q | cr « CQ OCCUPANCYV BASIS or•d on an ARE/ss calculate1co•*=irger of the ve0)S w <on Air (REQ'D VRequired VertfilatX <r =5o> a o^cid fc 2" 1 1 •| 5M , or use Trsian or equal to HMust be greater t- cv I airflow rateo 8oN Cg •o 1 X O I 1 Design fan supply-3 O *)x0.4CFM/ft2CondHion area (ft- O o isf -5 I 2 Maximum of Colu- W of Columns Hto ttie suma 10 c ind greater thColumn L <than or equal toThis must be less- oc:ro be greater thsfer air must*"3cr<B jmn M). Where rn H minus M.mum Air (Col•nn M), ColumDesign Minm Air (ColuMiter than the)esign Minimumn H) is gr<1) and the Cm Air (Colur (Column ^jired VentiiatkVentilation Asr&rr-s(D O a a*be provided wheence between tlTransfer Air mustequal to the differZ e 2^ of 23 Ic Tf4;04;54e; 2010-02-HRunCodter_24451 11 | EnergyPro 5.0 FAN POWER CONSUMPTION MECH-4C Project Name Date Bressi Ranch Village Center - Major B 02/16/2010 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV) Fan Systems or Variable Air Volume (VAV) Systems when using the Prescriptive Approach. See Power Consumption of fan §144(c). A Fan Description Supply Fan B Design Brake HP 1.000 C | D Efficiency Motor 82,5% Drive 700.0 % E Number of Fans 4.0 F Peak Wans BXEX746/ (CXD) 3,617 TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1} TQTAL RAN sysTEM pQWER (WATTg> SUM CQLUM f} 01 ilia Energy Standards. 2) SUPPLY DESIGN AIRFLOW (CFM) A) If filer pressure drop (SPJ is greater than l^inch W . C. or g) TQTAL FAN SYSTEM pQWER |NDEX (RQW , , RQW 2) pressure drop across the fan (SPf) on Line 5. 4) SPa 5) SP, B) Calculate Fan Adjustment and enter on line 6. 6) Fan Adjustment = 1-(SPa- 1)/SPf C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) ' 3,617 8,000 .W/CFM 0.452 W/CFM 1 . TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1 .25 W/CFM for VAV systems. EnergyPro 5.0 by EnergySoft User Number. 2445 RunCode:2010-d2-1ST14:04:5 10:3464 Page 22 of 23 FAN POWER CONSUMPTION MECH-4C Project Name Date Bressi Ranch Village Center - Major B 02/16/2010 NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Air Volume (CAV) Fan Systems or Variable Air Volume (VAV) Systems when usinp the Prescriptive Approach, See Power Consumption of fan §144(c). A Fan Description B Design Brake HP r*D Efficiency Motor Drive E Number of Fans F Peak Watts B X E X 746 / (CXD) TOTALS AND ADJUSTMENTS FILTER PRESSURE ADJUSTMENT Equation 144-A in §144(c) 1 , Tom FAN SYSTEM powER (WATTS_ SUM CQLUM F} 2) SUPPLY DESIGN AIRFLOW (CFM) A) if filer pressure drop (SP } is greater than 1_lnoh W C. or 3) T0m FAN SYgTEM pQWER |NDEX (Rw , , Row 2) pressure drop across the fan (SPt) on Line 5. 4) SPB 5) SP, B) Calculate Fan Adjustment and enter on line 6. 6) Fan Adjustment = 1 -{ SPa - 1 } / SPf C) Calculate Adjusted Fan Power Index and enter on Row 7 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6)1 W/CFM W/CFM 1 . TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/CFM for Constant Volume systems or 1 .25 W/CFM for VAV systems. EnergyPro 5.0 by EnergySofJ User Number. 2445 RunCode: 2010-02-1 6ri4:Q4:S ID; 3464 Page 23 of 23 CERTIFICATE OF ASSISTANT SECRETARY OF LNR CPI FUND GP, LLC, SOLE GENERAL PARTNER OF LNR COMMERCIAL PROPERTY INVESTMENT FUND. LIMITED PARTNERSHIP, • SOLE MEMBER OF LNR CPI A&D HOLDINGS, LLC, SOLE MEMBER OF LNR CPI BRESSI RETAIL, LLC The undersigned, Christopher J. Martin, as a duly elected Assistant Secretary of LNR CPI FUND GP. LLC, a Delaware limited liability company ("General Partner'1), which General Partner is the sole general partner of LNR COMMERCIAL PROPERTY INVESTMENT FUND LIMITED PARTNERSHIP, a Delaware limited partnership, which Partnership is the sole member of LNR CPI A&D HOLDINGS, LLC, a Delaware limited liability company, which A&D Holdings is the sole member of LNR CPI BRESSI RETAIL, LLC, an California limited liability company, does hereby certify on behalf of General Partner that attached hereto as Exhibit A are true, correct and complete copies of certain resolutions duly and unanimously adopted by the Board of Managers of General Partner by Written Consent thereto. Such resolutions have not been amended or repealed and remain in full force and effect as of the date hereof. The undersigned does hereby further certify on behalf of General Partner that R. Lang Cottrell a duly elected Vice President of General Partner, and is incumbent in such office, and his signature or facsimile signature set forth below is genuine: R. Lang Cottrell, Vice President, IN WITNESS WHEREOF, the undersigned has executed this Certificate as Assistant Secretary on behalf of General Partner in its respective capacities as aforestated as of the S& day of October 2007. Christopher J. Martin, Assistant Secretary MIAMI 1412278.1 7677629II (s EXHIBIT A RESOLUTIONS OF THE BOARD OF MANAGERS OF LNR CPI FUND GP, LLC, a Delaware limited liability' company (the..."Company".) WHEREAS, the Company is the general , partner (the Company's "Partnership Capacity") gf LNR Commercial Property Investment Fund Limited Partnership, a Delaware limited partnership (the "Partnership"), which Partnership is the sole member (the Company's "A&0 Holdings Capacity") of LNR CPI A&D Holdings, LLC, a.Delaware limited liability company ("A&D Holdings"), which A&D Holdings is the sole member of each of (each, individually, the Company's "Operating Company Capacity") LNR CPI Meridian BTS 489, LLC. a California limited liability company ("Meridian"), and LNR CPI Bressi Retail, LLC, a California limited liability company ("Bressi"; Meridian and Bressi are each, individually, hereinafter also referred to as the "Operating Company"); NOW, THEREFORE, it is RESOLVED, that the Chief Executive Officer, President, the Chief Operating Officer and Vice Presidents of the Company in its Operating Company Capacity, and each of them, be, and each hereby is, authorized, empowered and directed to administer the day-to-day development, operation, management and disposition of [approximately 12 acres of real property situated in the City of Carlsbad, San Diego County. California, in the Bressi Ranch community (the "Property")], and, in connection therewith, to execute, deliver, file and/or perform the Operating Company's obligations under any and all agreements, instruments, documents, consents, certificates, notices, applications and requests in any way relating thereto and any amendments thereof (including, without limitation, plats and maps, easements, declarations of covenants and restrictions, declarations of condominium, re-zoning applications and agreements, utility agreements, development agreements, construction and architects agreements, engineering agreements, leases, management and operating agreements, repair and maintenance agreements, contracts of purchase and sale and conveyance closing documents relating to the Property or any portion thereof, in such form, and upon such terms and conditions, as shall be approved in such officer's or officers' sole discretion, and to do or take all such acts, actions and things and to pay such costs, expenses and taxes as such officer or officers may deem necessary, desirable or appropriate in connection with or incidental to and/or to facilitate the day-to-day development, operation, management and disposition of the Property and the transactions and actions contemplated by this resolution; RESOLVED, that the Chief Executive Officer, President, Chief Operating Officer and Vice Presidents of the Company, and each of them, be, and each hereby is. authorized, empowered and directed to take all such further actions and to execute and deliver all such further agreements, instruments and other documents in, the name and on behalf of the Company in its own right, its Partnership Capacity, its A&D Holdings Capacity and its Operating Company MIAMI M.I2278.1 7677629116 Capacity, and to pay any and all such expenses and taxes, as in such officer's or officers' sole and absolute judgment shall be deemed to be necessary, proper or advisable in order to fully carry out the intent and accomplish the purposes of the foregoing resolutions, and each of them, and the. transactions contemplated thereby; RESOLVED, that the taking of any action or the execution and delivery of any document authorized by the foregoing.resolutions, and each of them, in the name and' on behalf of the- Compah'y by the Chief Executive Officer, the President, the Chief Operating'.Officer .or. any Vice President of tlie Company in its, own. right, its Partnership Capacity,. its A&D Holdings Capacity,, or its Operating Company Capacity be deemed, and it hereby is authorized and empowered to-be deemed, conclusive proof of the approval thereof by this Board of Managers; RESOLVED, that the authorities hereby conferred shall be deemed retroactive, and any and all acts authorized herein that were performed prior to the passage of these resolutions be, and they hereby are, approved, ratified and confirmed in all respects[.] 14122711 7677629116 CITY OFV CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: BRESSI RANCH RETAIL CB100282 2663 GATEWAY RD 213-191-22-00 BRIAN PAYNE//LNR PROPERTY CORPORATION RETAIL SHELL BUILDING V-B New Dwelling Unit(s) Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Commercial/Industrial: 10,250 7Net Square Feet New Area City Certification of Applicant Information:>^ SCHOOL Date: 03/22/10 ICTS WITHIN THE CITY OF CARLSBAD [X] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) G Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) |_J San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2619) Contact: Nancy Dolce (By Appt. Only) I I Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) I | San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE WALTER FREEMAN ASSISTANT SUPERINTENDS! NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOLDISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE , . £•/- 0 6 ' I PHONE NUMBER B-34 Page 2 of 2 Rev. 03/09 SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY UPFPtf HV# The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. 5. Organic Peroxides 9. Water Reactives 13. Corrosives 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 8. Unstable Reactives 12. Radioactives 1. Explosive or Blasting Agents 2. Compressed Gases 3. Flammable/Combustible Liquids 4. Flammable Solids PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial Avenue, 3'" floor, San Diego, CA 92101. Call (619) 338-2222 prior to the issuance of a building permit. FEES ARE REQUIRED. Expected Date of Occupancy: / / YES NO 1. CD K Is your business listed on the reverse side of this form? (check all that apply). 2. G "0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. Q "£9- Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 4. D 1& Will your business use an existing or install an underground storage tank? 5. Q £l Will your business store or handle Regulated Substances (CalARP)? 6. D S Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? D CalARP Exempt / Date Initials D CalARP Required / Date Initials D CalARP Complete / Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. 1.YES D Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at httD://www.sdapcd.org/info/facts/Dermits.pdf. and the list of typical equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). 2. D D (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private schools may be found after search of the California School Directory at http://www.cde.ca.gov/re/sd/: or contact the appropriate school district). /"*\ Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? Will there be demolition involving the removal of a load supporting/structuraj^ernbvr? Briefly describe business activities: Name of owner or Authorized Agent, to the best of my knowledge and belief thi Sig Date FOLFIRI BY: PAR^M^^OCCLIPANCYCLASSIFICATIONL DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMD APCD RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMD APCD RELEASED FOR OCCUPANCY COUNTY-HMD APCD HM-9171 (04/07)County of San Diego - DEH - Hazardous Materials Division n 04-26-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR10045 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: 2663 GATEWAY RD CBAD PCR 2131912600 Lot#: $0.00 Construction Type: BRESSI VILLAGE RANCH CTR: BLDG MAJOR "B" / DEFERRED TRUSS 0 NEW Status: ISSUED Applied: 04/22/2010 JMA 04/26/2010 04/26/2010 Entered By: Plan Approved: Issued: Inspect Area: Applicant: JOHN SANDAHL 5051 AVENIDA ENCINAS CARLSBAD CA 760-438-7500X133 Owner: LNR CPI BRESSI RETAIL L L C C/O LNR PROPERTY CORP 4350 VON KARMAN AVE #200 NEWPORT BEACH CA 92660 Plan Check Revision Fee Additional Fees $60.00 $0.00 Total Fees:$60.00 Total Payments To Date:$60.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. I CJKCQO^Mro Original Plan Check No. 0(3 \ Q 6 2 -f> Project Address ^££^ (j-<9Cr<? f^x^ ^d. Hate ^-{—2.^^ Contact Ph Contact Address S~/ T- tprrert City I Zip ^General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. • 1 Elements revised: Plans |2L Calculations D Soils Q Energy G Other 2 Describe revisions in detail D r- r \ ff i ^T^? v~ fVTfr. o-'xs3'1^ rVox. V lrt-^SS£='NS 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project? G Yes O Does this revision add ANY new floor area(s)? G Yes K^-No f Does this revision affect any fire related issues? G Yes |3 No 8 Is this a complete set? m. Yes xVfsft No,. X/ ^Signature No f^1635 Faraday Avenue, Ca<$bad, CA 92008 Phone: 760-602-2717/2718/2719 £/ www.carlsbadca.gov Fax: 760-602-8558 City of Carlsbad BUILDING DEPARTMENT 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-7541/ Fax: 7604024SB8 Plon Chech Comments / 2OO7 Codes To: Fax:Pages: Phone:Date; CONTACT HOURS FOR STEVE BOROSSAY: TUESDAY THROUGH FRIDAY: 1PM - 5PM ike ctions referred to below and run TWO new prints. If red marks are on plans as a part of this Plan Check response please return red marked set with the new prints. •> TM« ta • BUILDING REVIEW ONLY. Comments or annrovsi dn not manly to any othmr CBy department review. For Information on the status of approval from other departments please contact staff O780-602-2717 / 2718 / 2719. ! § o 09 \A 2 2 2010 GRANT GENERAL CONTRACTORS ' WE'VE GOT YOU COVERED TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: BRESSI RANCH VILLAGE CENTER LOCATION: CARLSBAD CUSTOMER: BTC FRAMING Project No. 1423 9650 Business Center Drive, Suite 134, Rancho Phone: 909.484.4800 Fax 909.484.4866 BY PRINT DATE: 04/19/2010 APR2620K City of CARLSBAD BUILDING DEPT Job 1423BRESSI Truss AA01 Truss Type HIP TrusFrame Inc., Rancho Cucamonga, CA 91 730, (Ranka) 4-1-12 , 7-11-11 Qty 2 Ply 1 00 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. Won Apr 19 13:17:59 2010 Page 1 12-8-5 16-6-4 20-8-0 4-1-12 3-9-15 4-8-10 3-9-15 4-1-12 Scale =1:34. Camber = 1/8 i 5.00 pi? 2-0-0 2-1 7-11-11 12-8-5 18-6-4 18^8-0 20-8-0 2-0-0 0-1-12 5-9-15 4-8-10 5-9-15 0-1-12 2-0-0 Plate Offsets (X,Y): [1:0-1-4,0-1-8], [4:0-3-0,0-1-12], [6:0-1-4,0-1-13] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1 .00 Lumber Increase 1 .25 Rep Stress Incr NO Code IBC2006/TPI2002 CSI TC 0.53 BC 0.37 WB 0.52 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.05 9-11 >999 360 Vert(TL) -0.17 9-11 >999 180 HorzfTL) 0.06 8 n/a n/a Wind(LL) 0.07 9-11 >999 240 PLATES GRIP MT20 220/195 Weight: 101 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Stud/Std G SLIDER Left 2 X 4 DF Stud/Std -G 1 -7-10, Right 2 X 4 DF Stud/Std -G 1-7-10 REACTIONS (Ib/size) 12=1864/0-3-9,8=1864/0-3-9 Max Upliftl 2=-871 (LC 3), 8=-871 (LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-180/237, 2-3=-2444/1242, 3-14=-2291/1222, 4-14=-2291/1222, 4-5=-2445/1244, 5-6=-181/238 BOT CHORD 1 -13=-168/213, 12-13=-168/213,11 -12—653/1466, 10-11 =-1052/2292,10-15=-1052/2292, 9-15=-1052/2292, 8-9=-653/1466, 7-8=-168/214, 6-7=-168/214 WEBS 2-12=-2284/1212, 2-11=-451/993, 3-11=-357/362, 4-11=-69/66, 4-9=-348/362, 5-9=-453/994, 5-8=-2285/1213 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DDL increase is 1.33, and the plate grip increase is 1.06. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 Ib uplift at joint 12 and 871 Ib uplift at joint 8. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. 10) Girder carries hip end with 7-9-8 end setback. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 556 Ib down and 398 Ib up at 13-0-0, and 556 Ib down and 398 Ib up at 7-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate Increased .00 Uniform Loads (plf) Vert: 1-3=-68,3-4=-161,4-6=-68,1-6=-33(F=-19) Concentrated Loads (Ib) Vert:3=-5564=-556 Job 1423BRESSI Truss AA02 Truss Type HIP Qty 2 Ply 1 00 Job Reference (optional) TrusFrame Inc., Rancho Cucamonga, CA 91 730, (Ranka) 6.500 s Mar 8 2007 MiTek Industries, Inc. Mon Apr 1 9 1 3:1 8:00 201 0 Page 1 4-1-12 , 9-11-11 10-8-5 16-6-4 20-8-0 , 4-1-12 5-9-15 0-8-10 5-9-15 4-1-12 Scale-1:34.8 Camber = 1/16 in 5.00 pi2~ 13 1 3x4 = 2x4 2-0-0 2-M2 9-11-11 10-8-5 18-6-4 18r8-0 20-8-0 2-0-0 0-1-12 7-9-15 Plate Offsets (X,Y): [1:0-1-4,0-1-8], [4:0-4-0,0-1 -41, [6:0-1 -4,0-1 -131 0-8-10 7-9-15 0-1-12 2-0-0 LOADING (psf) TCLL 20.0 TOOL 14.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1 .25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.26 BC 0.25 WB 0.23 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.05 8-9 >999 360 Vert(TL) -0.13 8-9 >999 180 Horz(TL) 0.02 8 n/a n/a Wind(LL) 0.02 10 >999 240 PLATES GRIP MT20 220/195 Weight: 1 06 Ib LUMBER BRACING TOPCHORD2X4DFNo.1&BtrG TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4DFNo.1&BtrG BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4DFStud/StdG SLIDER Left 2 X 4 DF Stud/Std -G 1 -7-10, Right 2 X 4 DF Stud/Std -G 1-7-10 REACTIONS (Ib/Size) 12=858/0-3-9,8=858/0-3-9 Max Uplift12=-415(LC 3), 8=-415(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=-215/222, 2-3=-783/316, 3-4=-665/339, 4-5=-783/317, 5-6=-215/222 BOT CHORD 1-13=-135/232,12-13=-135/232,11-12=-169/587,10-11 =-169/587, 9-10=-126/665, 8-9=-169/587, 7-8=-135/233, 6-7=-135/233 WEBS 2-12=-1010/562,2-10=0/136, 3-10=-87/144, 4-10=-135/137, 4-9=0/104, 5-9=0/135,5-8=-1009/562 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 1.06. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 Ib uplift at joint 12 and 415 Ib uplift at joint 8. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard Job 1423BRESSI Truss AB01 Truss Type HIP TrusFrame Inc., RanchQ Cucamonga, CA 91730, (Ranka) 4-1-12 7-11-11 Qty 2 Ply 2 00 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Mon Apr 19 13:18:00 2010 Page 1 12-6-8 , 17-1-5 20-11-4 25-1-0 4-1-12 3-9-15 4-6-13 4-6-13 3-9-15 4-1-12 Scale. T:42.2 Camber = 1/8 in 2-0-0 2-1T12 7-11-11 12-6-8 17-1-5 22-11-4 23T1-025-1-0 2-0-0 0-1-12 5-9-15 4-6-13 4-6-13 5-9-15 0-1-122-0-0 Plate Offsets (X,Y): [1:0-1-14,0-1-151, [5:0-5-0,0-0-8], [7:0-1-9,0-1-131 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2006/TPI2002 CSI TC 0.23 BC 0.27 WB 0.26 (Matrix) DEFL Vert(LL) VertfTL) Horz(TL) Wind(LL) in (loc) -0.04 11 -0.1411-13 0.05 9 0.06 11 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 GRIP 220/195 Weight: 249 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. EOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 DP No.1 &Btr G BOTCHORD 2X4DFNo.1&BtrG WEBS 2X4DFStud/StdG SLIDER Left 2 X 4 DF Stud/Std -G 1-7-10, Right 2 X 4 DF Stud/Std -G 1-7-10 REACTIONS (Ib/size) 14=2058/0-3-9,9=2058/0-3-9 Max Upliftl 4=-921 (LC 3), 9=-921 (LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-77/29, 2-3=-3120/1526, 3-16=-2911/1474, 4-16=-2911/1474, 4-17=-2936/1482, 5-17=-2936/1482, 5-6=-3145/1542, 6-7=-81/23 BOTCHORD 1-15=-18/108,14-15=-18/108,13-14=-859/1873,12-13=-1667/3639,11-12=-1667/3639,10-11 =-1667/3639, 9-10=-860/1873, 8-9=-12/112, 7-8=-12/112 WEBS 2-14=-2634/1353, 2-13=-540/1226, 3-13=-6/201, 4-13=-943/415, 4-11=0/248, 4-10=-921/410, 5-10=0/204, 6-10=-551/1241, 6-9=-2626/1359 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2X4-2 rows at 0-9-0 oc. Bottom chords connected as follows: 2X4-2 rows at 0-9-0 oc.Webs connected as follows: 2X4-2 rows at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 1.06. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 921 Ib uplift at joint 14 and 921 Ib uplift at joint 9. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 12) Girder carries hip end with 7-8-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 536 Ib down and 384 Ib up at 17-5-0, and 536 Ib d 384 Ib up at 7-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard 1) Regular: Lumber Increased .25, Plate Increased .00 Uniform Loads (plf) Vert: 1-2=-28, 2-3=-68, 3-5=-159, 5-6=-68, 6-7=-28,1-14=-19(F), 9-14=-33(F=-19), 7-9=-19(F) Concentrated Loads (Ib) Vert: 3=-536 5=-536 Job 1423BRESSI Truss AB02 Truss Type HIP TrusFrame Inc., Rancho Cucamonga, CA 91 730, (Ranks) I 4-1-12 9-11-11 12-6-8 Qty 2 15-1-5 Ply 1 00 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Men Apr 19 13:18:01 2010 Page 1 20-11-4 25-1-0 . 4-1-12 5-9-15 2-6-13 2-6-13 5-9-15 4-1-12 Scale = 1:42.; Camber-1/16 ii 2-0-0 2-1 9-11-11 12-6-8 15-1-5 22-11-4 23y1-025-1-0 2-0-00-1-12 7-9-15 2-6-13 2-6-13 7-9-15 0-1-122-0-0 Plate Offsets (X.Y): [1:0-1-4,0-1-8], [4:0-2-15,0-1-121, f6:0-1-4,0-1-13l LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1 .00 Lumber Increase 1 .25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.22 BC 0.25 WB 0.29 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.05 8-9 >999 360 Vert(TL) -0.14 8-9 >999 180 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.03 9-10 >999 240 PLATES GRIP MT20 220/195 Weight:! 22 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std G SLIDER Left 2 X 4 DF Stud/Std -G 1-7-10, Right 2 X 4 DF Stud/Std -G 1 -7-10 REACTIONS (Ib/size) 12=1039/0-3-9,8=1039/0-3-9 Max Uplift12=-485(LC 3), 8=-485(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=-214/221, 2-3=-1140/454, 3-4=-1003/471,4-5=-1140/455, 5-6=-215/221 BOT CHORD 1-13=-138/233,12-13=-138/233,11-12=-238/766,10-11 =-238/766, 9-10=-258/1003, 8-9=-237/766, 7-8=-138/233, 6-7=-138/233 WEBS 2-12—1262/658, 2-10=-19/306, 3-10=-53/135,4-10=-107/107,4-9=-20/136, 5-9=-20/306, 5-8=-1262/658 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 1.06. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 Ib uplift at joint 12 and 485 Ib uplift at joint 8. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard Job 1423BRESSI Truss AB03 Truss Type HIP TrusFrame Inc., Rancho Cucamonga, CA 91 730, (Ranka) Qty 2 Ply 1 00 Job Reference (optional) 6.500sMar 8 2007 MiTek Industries, Inc. Mon Apr 19 13:18:01 2010 Page 1 13-1-5 , 4-1-12 11-11-11 12-6 8 20-11-4 . 25-1-0 4-1-12 7-9-15 7-9-15 4-1-12 13 1. 3x4= 2x5 13-1-5 2-0-0 2-1 T1 2 2-0-00-1-12 11-11-11 9-9-15 12-6^ 0-6-13 22-11-4 9-9-15 23y| -025-1-0 0-1-12 2-0-0 0-6-13 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.50 BC 0.28 WB 0.32 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.08 9-10 >999 360 Vert(TL) -0.1510-12 >999 180 Horz(TL) 0.04 8 n/a n/a Wind(LL) 0.03 9-10 >999 240 PLATES GRIP MT20 220/195 Weight: 11 7 Ib Plate Offsets (X,Y): [1:0-1-14,0-2-3], [6:0-1-9,0-1-13] BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G SOT CHORD 2X4DFNo.1SBtrG WEBS 2 X 4 DF Stud/Std G SLIDER Left 2 X 4 DF Stud/Std -G 1 -7-1 0, Right 2 X 4 DF Stud/Std -G 1-7-10 REACTIONS (Ib/size) 12=1093/0-3-9,8=1093/0-3-9 Max Uplift12=-485(LC 3), 8=-485(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=-208/224, 2-3=-1 1 86/427, 3-4=-963/469, 4-5=-1 1 88/427, 5-6=-203/229 BOT CHORD 1-13=-122/215, 12-13=-122/215, 11-12=-278/880, 1 0-1 1 =-278/880, 10-14=-207/963, 14-15=-207/963, 9-15=-207/963, 8-9=-279/880, 7-8=-1 27/21 1, 6-7=-1 27/211 WEBS 2-12=-1402/690, 2-10=0/269, 5-9=0/270, 5-8=-1 409/686, 4-9=0/175, 3-10=0/185 NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 .06. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottomchord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 Ib uplift at joint 1 2 and 485 Ib uplift at joint 8. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP1 1 . LOAD CASE(S) Standard Job 1423BRESSI Truss A001 Truss Type GABLE TrusFrame Inc., Rancho Cucamonga, CA 91 730, (Ranka) 7-4-0 13-2-3 , 19-0-6 Qty 1 Ply 1 24-10-10 , 30-8-13 00 Job Reference (optional) 6.500 s Mar 8 2007 MITek Industries, Inc. 36-7-0 42-5-3 Won Apr 19 13:18:02 2010 Page 1 49-9-3 7-4-0 5-10-3 5-10-3 5-10-3 5-10-3 5-10-3 5-10-3 7-4-0 5.00 pi? SX>&X><3QQQ<XX>00000<X>OQ^^ *§ 44 43 42 41 40 39 3810537 3606 35 34 3332 3130 1CB9 28 27 26 3x5 = 3x7 = 3x9 = 3x5 = 2322 21 20 19 10S6 1711016 15 14 13 12 3x5 = 3x7 = 0-Qr10 9-3-6 19-0-6 24-10-10 30-8-13 40-5-13 49-9-3 0-0-10 9-2-13 9-9-0 5-10-3 5-10-3 9-9-0 9-3-6 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 7.0 SPACING 2-0-0 Plates Increase 1 .00 Lumber Increase 1 .25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.31 BC 0.26 WB 0.31 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 HorzfTL) 0.01 11 n/a n/a PLATES GRIP MT20 220/195 Weight: 396 Ib LUMBER TOP CHORD 2X4DFNo.1&BtrG BOTCHORD 2X4DFNo.1&BtrG WEBS 2X4DFStud/StdG'Except' W2 2 X 4 DF No.1&Btr G, W1 2 X 4 DF No.l&Btr G, W2 2 X 4 DF No.l&Btr G OTHERS 2 X 3 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-28, 6-28,7-28 REACTIONS (Ib/size) 1 =240/49-8-0, 41 =662/49-8-0, 34=420/49-8-0, 28=686/49-8-0, 22=420/49-8-0,15=662/49-8-0, 29=16/49-8-0, 30=33/49-8-0, 31 =77/49-8-0, 33=48/49-8-0,35=27/49-8-0, 36=14/49-8-0, 37=61/49-8-0, 38=69/49-8-0, 39=21/49-8-0,40=16/49-8-0, 42=47/49-8-0, 43-81/49-8-0,44=174/49-8-0, 27=16/49-8-0, 26=33/49-8-0, 25=77/49-8-0, 23=48/49-8-0, 21=27/49-8-0, 20=14/49-8-0, 19=61/49-8-0, 18=69/49-8-0,17=21/49-8-0, 16=16/49-8-0, 14=47/49-8-0, 13-81/49-84, 12=174/49-8-0, 11=240/49-8-0 Max Uplifll =-96(LC 3), 41 =-369(LC 3), 34=-228(LC 3), 28=-363(LC 3), 22=-228(LC 3), 15=-369(LC 3), 43—81 (LC 1), 44=-46(LC 3), 13-81 (LC 1), 12=-46(LC 3), 11 =-96(LC 3) Max Grav 1 =242(LC 4), 41 =673(LC 4), 34=436(LC 4), 28=686(LC 1), 22=436(LC 5), 15=673(LC 5), 29=46(LC 2), 30=44(LC 2), 31=77(LC 1), 33=48(LC 5), 35=64(LC 2), 36=38(LC 2), 37=61 (LC 5), 38=69(LC 1), 39=48(LC 2), 40=35(LC 2), 42=77(LC 2), 43=51 (LC 3), 44=191 (LC 2), 27=46(LC 2), 26=44(LC 2), 25=77(LC 1), 23=48(LC 4), 21 =64(LC 2), 20=38(LC 2), 19=61 (LC 4), 18=69(LC1), 17=48(LC2), 16=35(LC2), 14=77(LC2), 13=51(LC3), 12=191(LC2), 11=242(LC5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-245/85, 2-3=0/192, 3-4=-82/115, 4-5=0/126, 5-6=-13/173, 6-7=-13/173, 7-8=0/126, 8-9=-82/115, 9-10=0/192,10-11 =-245/85 BOT CHORD 1-44=-2/153,43-44=-2/153, 42-43—2/153, 41-42=-2/153, 40-41=0/134, 39-40=0/134, 39-105=0/134, 38-105=0/134, 37-38=0/134, 37-106=0/134, 36-106=0/134, 35-36=0/134, 34-35=0/134, 33-34=-27/213, 32-33=-27/213, 31-32=-27/213, 31-107=-27/213, 30-107=-27/213, 29-30=-27/213, 28-29=-27/213, 27-28=-27/213, 26-27=-27/213, 26-108=-27/213, 25-108=-27/213, 24-25=-27/213, 23-24=-27/213, 22-23=-27/213, 21-22=0/134, 20-21=0/134, 20-109=0/134,19-109=0/134,18-19=0/134,18-110=0/134,17-110=0/134,16-17=0/134,15-16=0/134,14-15=-2/153,13-14=-2/153, 12-13=-2/153,11 -12—2/153 WEBS 2-41 =-428/303, 3-41 =-398/177, 3-34—182/186, 5-34=-296/121, 5-28-124/158, 6-28=-470/123, 7-28-124/158, 7-22-296/121, 9-22-182/186, 9-15=-398/177,10-15=-428/303 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 1.06. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1 -4-0 oc. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bi chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 1,369 Ib uplift at joint 41, 228 Ib uplift at 363 Ib uplift at joint 28, 228 Ib uplift at joint 22, 369 Ib uplift at joint 15, 81 Ib uplift at joint 43, 46 Ib uplift at joint 44, 81 Ib uplift at joint 13,46 Ib uplift at jc 96 Ib uplift at joint 11. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOAD CASE(S) Standard Job 1423 BRESSI Truss AC02 TrusFrame Inc., Rancho Cucamonga, CA 91 730, (Ranka) ,-2-0-0, 6-8-9 , 12-9-1 Truss Type COMMON 18-9-8 | 24-10-0 dry 6 Ply 1 00 Job Reference (optional) 6.500s Mar 8 2007 MiTek Industries, Inc. Mon Apr 19 13:18:032010 Page 1 30-10-8 36-10-15 42-11-7 , 49-8-0 51-8-0 2-0-0 6-8-9 6-0-8 6-0-8 6-0-8 6-0-8 6-0-8 6-0-8 6-8-9 2-0-0 Scale =1:85.3 Camber - 3/4 in 5.00 [12" 20 21 3x5 = 19 18 23 17 4x7 = 4x10 = 3x5 = 16 15 3x5 = 4x7 = 14 3x5 = 8-8-12 18-9-8 24-10-0 , 30-10-8 40-11-4 49-8-0 8-8-12 10-0-13 6-0-8 6-0-8 10-0-13 8-8-12 Plate Offsets (X,Y): [2:0-2-14,Edge], [12:0-2-14,Edge] LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 7.0 SPACING 2-0-0 Plates Increase 1 .00 Lumber Increase 1 .25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.55 BC 0.80 WB 0.89 (Matrix) DEFL in (loc) l/defl L'd Vert(LL) -0.51 14-15 >999 360 Vert(TL) -1.2914-15 >461 180 HorzfTL) 0.37 12 n/a n/a Wind(LL) 0.3715-17 >999 240 PLATES GRIP MT20 220/195 Weight: 258 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-0 oc bracing. WEBS 1 Row at midpt 6-17, 7-17, 8-17 LUMBER TOP CHORD 2X4DFNo.1&BtrG BOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Stud/Std G 'Except* W2 2 X 4 DF No.1 &Btr G, W1 2 X 4 DF No.1 &Btr G, W2 2 X 4 DF No.1 &Btr G REACTIONS (Ib/size) 2=2401/0-3-9,12=2401/0-3-9 Max Uplift2=-846(LC 3), 12=-846(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=-5126/1745, 3-4=-4867/1702, 4-5=-3850/1392, 5-6=-3754/1404, 6-7=-3094/1235, 7-8=-3094/1235, 8-9=-3754/1404, 9-10=-3850/1392,10-11=-4868/1702,11-12=-5126/1745, 12-13=0/53 BOT CHORD 2-20=-1488/4628, 20-21 =-1221/4056, 21-22=-1221/4056,19-22=-1221/4056,18-19=-921/3480,18-23=-921/3480,17-23=-921/3480,17-24=-921/3480,16-24=-921/3480,15-16=-921/3480, 15-25=-1221/4056, 25-26=-1221/4056,14-26=-122114056,12-14=-1488/4628 WEBS 3-20=-354/272, 4-20=-171/616, 4-19=-770/400, 6-19=-190/791, 6-17=-1157/460, 7-17=-696/1898, 8-17=-1157/460, 8-15=-190/791, 10-15=-770/400,10-14=-171/616,11-14=-354/272 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 1.06. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 Ib uplift at joint 2 and 846 Ib uplift at joint 12. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard Job 1423BRESSI Truss AD01 Truss Type GABLE TrusFrame Inc., Rancho Cucamonga, CA 91730, (Ranka) , 6-4-2 11-3-0 Qty Ply 1 00 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Mon Apr 19 13:18:03 2010 Page 1 16-1-14 22-6-0 | 6-4-2 4-10-14 4-10-14 6-4-2 5.00 pi? 7-11-12 14-6-4 22-6-0 7-11-12 6-6-9 7-11-12 LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1 .00 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.24 BC 0.19 WB 0.14 (Matrix) DEFL in (loo) l/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 HorzfTL) 0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 1 06 Ib LUMBER TOP CHORD 2X4DFNo.1&BtrG BOTCHORD 2X4DFNo.1&BtrG WEBS 2X4DFStud/StdG OTHERS 2 X 3 DF Stud/Std G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=205/22-6-0, 5=205/22-6-0,12=548/22-6-0, 8=539/22-6-0,10=38/22-6-0,13=-42/22-6-0,14=134/22-6-0, 9=12/22-6-0, 7=-38/22-6-0, 6=133/22-6-0 Max Uplift1=-86(LC 3), 5=-86(LC 3), 12=-270(LC 3), 8=-277(LC 3), 13=-42(LC 1), 14=-25(LC 3), 7=-38(LC 1), 6=-26(LC 3) Max Grav 1 =209(LC 4), 5=209(LC 5), 12=548(LC 1), 8=539(LC 1), 10=93(LC 2), 13=34(LC 3), 14=163(LC 2), 9=32(LC 2), 7=37(LC 3), 6=160(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-199/76, 2-3=0/181, 3-4=0/181, 4-5=-199/76 BOT CHORD 1-14=-5/122,13-14=-5/122,12-13=-5/122,11-12=0/87, 10-11=0/87, 9-10=0/87, 8-9=0/87, 7-8=-5/122, 6-7=-5/122, 5-6=-5/122 WEBS 2-12=-377/259, 3-12=-255/106, 3-8=-255/106,4-8=-377/259 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 1.06. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1 -4-0 oc. chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 ib uplift at joint 1, 86 Ib uplift at joint 5,270 Ib uplift at joint 12, 277 Ib uplift at joint 8,42 Ib uplift at joint 13, 25 Ib uplift at joint 14, 38 Ib uplift at joint 7 and 26 Ib uplift at joint 6. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOAD CASE(S) Standard Job 1423BRESSI Truss AD02 Truss Type COMMON TrusFrame Inc., Rancho Cucamonga, CA 91 730, (Ranka) , -2-0-0 5-11-9 11-3-0 Qty 8 Ply 1 00 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Mon Apr 19 13:18:04 2010 Page 1 16-6-7 22-6-0 , 24-6-0 2-0-0 5-11-9 5-3-7 5-3-7 5-11-9 2-0-0 Scale = 1:42.3 Camber = 3/16 in 5.00 plf 8-0-0 14-6-0 22-6-0 8-0-0 6-6-0 8-0-0 Plate Offsets (X,Y): [9:0-2-8,0-3-41 LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1 .25 Rep Stress Incr YES Code IBC2006/TPI2002 CSI TC 0.26 BC 0.30 WB 0.19 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.09 2-9 >999 360 Vert(TL) -0.26 2-9 >999 180 HorzfTL) 0.06 6 n/a n/a Wind(LL) 0.07 8-9 >999 240 PLATES GRIP MT20 220/195 Weight: 94 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. EOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G EOT CHORD 2X4DFNo.1&BtrG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1060/0-3-9,6=1060/0-3-9 Max Uplift2=-417(LC 3), 6—417JLC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=-1763/687, 3-4=-1501/630, 4-5=-1501/630, 5-6=-1763/687,6-7=0/53 EOT CHORD 2-9=-524/1549, 9-10=-270/1067,10-11=-270/1067, 8-11 =-270/1067, 6-8=-524/1549 WEBS 3-9=-368/25Q, 4-9=-158/462, 4-8=-158/462, 5-8=-368/250 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 20.0 psf external pressure and 5.0 psf internal pressure.lf end verticals or cantilevers 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 1.06. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 Ib uplift at joint 2 and 417 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard C02 ( 6! AA01 V. AA02 16-8-0 20-8-0 14-0-0 D02(8 16-6-0 O r-rn -a -D l/i > CO -N o TRUSS PLACEMENT PLAN MAJOR "B" SCALE: 3/32"=T-0" BRESSI RANCH VILLAGE CENTER CUSTOMER.-BTC FRAMING DEVELOPER: LOCATION: CARLSBAD PITCH : 5/12 U.N.O OVERHANG : 24" LOADING : TCLL=1 6 / TCDL=20 / BCDL=7 ,|g,^ S), L O C- * CL tt =» 2, ? => TO =!• ? Sm <«<*?»{P fiMJgilfliI-Ptl^lli~0I3 Effif S:9::<"eras J'fa35 •as 05-04-2010 ' City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCRl0055 Building Inspection Request Line (760) 602-2725 Job Address: 2663 GATEWAY RD CBAD Permit Type: PCR Status: ISSUED Parcel No: 2131912600 Lot#: 0 Applied: 05/04/2010 Valuation: $0.00 Construction Type: 5B Entered By: KG Reference*: CB100282 Plan Approved: 05/04/2010 PC#: Issued: 05/04/2010 Project Title: UNLEASHED BY PETCO/PLUMBING Inspect Area: (SEWER ONLY) TO ACCOMODATE FUTURE TENANT DOG WASH Applicant: LNR CPI BRESSI RETAIL L L C C/0 LNR PROPERTY CORP 4350 VON KARMAN AVE #200 NEWPORT BEACH CA 92660 Owner: LNR CPI BRESSI RETAIL L L C C/0 LNR PROPERTY CORP 4350 VON KARMAN AVE #200 NEWPORT BEACH CA 92660 Plan Check Revision Fee Additional Fees $65.00 $0.00 Total Fees:$65.00 Total Payments To Date:$65.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CARLSBAD CITY OF PLAN CHECK REVISION APPLICATION B-15 Development Sejryjces, Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. Project Address Contact .Original Plan Check No. Cfc> .Date— Email VKflMTfrWcUelf Contact Address DM \C?C? CitySw Zip General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: G Calculations Q Soils Q Energy D Other _ _ 2 Describe revisions in detail "fLUA/lC^fe? C S&UB&- ftjsjV,v\To A-CCCJMOOKTC K)"uJ!tej6 "T&NAhiT poG UMAH A<3©^ 5 Does this revision, in any way, al O Does this revision add ANY new 7 Does this revision affect any fire i 8 Is this a complete set/ D/Yfes ter the exte floor areafs 'elated/is^u fljpA (,VM 3 List page(s) where each revision is shown T*o.-l t°\.\ 4 List revised sheets that replace existing sheets F^o,\ r\>\ ;rior of the project? Q Yes W No )? D Yes l^No es?. n Yes "*tt No /!/ ^"Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax: 760-602-8558