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Home My WebLink About1340 POINSETTIA LN; ; CB052092; Permit12-18-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB052092 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 1340POINSETTIALNCBAD COMMIND Sub Type COMM 2150703600 Lot# 0 $1,609,71200 Construction Type V1 Reference # SDP04-02 N COAST CALVARY CHAPEL BLDG B 20,035 SF CHILDREN'S MINISTRY Applicant CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 Status Applied Plan Approved Issued Inspect Area Plan Check* Owner CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 ISSUED 06/06/2005 Entered By 12/18/2006 12/18/2006 RMA 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 $4,31091 Meter Size $0 00 Add'l Reel Water Con Fee $2,802 09 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $33804 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $253,260 00 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305541) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $000 MECHANICAL TOTAL $0 00 Master Drainage Fee Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees HMP Fee TOTAL PERMIT FEES $000 $000 $000 $21,23710 $6,504 93 $000 $000 $000 $8,700 00 $000 $546 00 $61000 $64 00 $000 $3,008 02 $000 $000 77 $301,381 09 Total Fees $301,381 09 Total Payments To Date $301,38109 Balance Due $000 'HILADING PLANS \L IN STORAGE ATTACHED Inspector FINAL APPROVAL Date 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 PERMIT APPLICATION N !\ CITY OF CARLSBAD BUILDING DEPART 1635 Faraday Ave , Carlsbad, CA 92008 1 PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO &BQS 20*1 EST VAL 7 Plan Ck Deposit Validated By. Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description 3/^~ Lot Phase No Total # of unitsSubdivision Name/Number Assessor's Parcel # Sftte/Zip Telephone #Name ' Address C-*s(~4AjA-S CltV 3. APPLICANT' D Contractor -Q. Agent for Contractor i Q Owner .^Agent for Owner Name 4 PROPERTY Name 6 > CONTRACTOR - COMPANY NAME (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business 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 a civil penalty of not more than five hundred dollars [$500]) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License 9 6 WORKERS' COMPENSATION Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations |~| | have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) Q CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE 7 " OWNER-BUILDER DECLARATION ••• • " .••;•• ";. •-.--•.' ••• J- ^ •"' • ' ' >. > ' ••'•-!"- '-, • • •' . - • I hereby affirm that I am exempt from the Contractor's License Law for the following reason G I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contr«ctor(s) licensed pursuant to the Contractor's License Law) n I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement f~l YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY- r V , * Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES l~l NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8. CONSTRUCTION LENDING AGENCY "., j - > .. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code) LENDER S NAME LENDER'S ADDRESS 9.' APPUCMIT CERTIFICATION ', ••„,. '=—.. - -., ••'• -., •. - •• " ;.:Vv "• " -. : --. • \-''-'>"' •••".• ' . - :' .,'•: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced far a. period of 180 dav$ (Section 106 4 4 Uniform Building Code)c- _£ APPLICANT S SIGNATURE \Jtfj£~^AA S/ ., J I . DATE O6 City of Carlsbad Bldg Inspection Request For 09/02/2008 Permits CB052092 Title N COAST CALVARY CHAPEL BLDG B Description 20,035 SF CHILDREN'S MINISTRY Inspector Assignment MC Sub Type COMM 1340 POINSETTIALN Lot 0 Type COMMIND Job Address Suite Location APPLICANT CALVARY CHAPEL NO COAST Owner Remarks after 10-am Phone 8582541068 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By TOM Entered By JANE AN Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# CV080578 CLOSED PCR06174 ISSUED PCR07046 ISSUED PCR07156 ISSUED C AI.VARY Cl Inspection History Dale Description 08/29/2008 89 Final Combo 08/29/2008 89 Final Combo 08/28/2008 89 Final Combo 08/27/2008 89 Final Combo 06/26/2008 89 Final Combo 06/25/2008 89 Final Combo 06/24/2008 89 Final Combo 06/23/2008 89 Final Combo 06/20/2008 89 Final Combo /.- BANNER, N COASI'CALVAKY-UI.DG II CHILI.), MINISTRY-VARIOUS AKCII REVISION'S NU.'A!.VARY REVISE ROOF (.il.UI.AMS TO ALASKAN YELLOW CEDAKlONLY ULA APr.l. REVISl- 2ND FLOOR EXITING, ADD OFFICE Act Insp Comments PA MC ONGOING, LOAD OCCUPANT SIGNAGE & DOOR HARDWARE OK PA MC RE-CK PANEL AC LABELING RE-CKCW1 7 FOR DISCONNECT SIZE CA MC PER CONTRACTOR PHONE CALL PA MC ON GOING PA PD TEMP OCCUPANCY OK PENDING ENG DEPT PA MC SEE NOTICE ATTACHED PA MC PICK UP LIST PA MC 2ND FLOOR PICK UP & EXTERIOR, RECEIVED LETTER FROM DESIGNER FOR MIX & MATCH ADA COMPLIANCE AT RESTROOMS PA MC ROOF TOP EQUIP AND 2ND FLOOR EXCLUDING WHEEL CHAIR LIFT City of Carlsbad Final Building Inspection Dept. Building Engineering Planning CMWD Plan Check # Permit # CB052092 Project Name N COAST 20,035 SF CALVARY CHAPEL BLDG B CHILDREN'S MINISTRY Address 1 340 POINSETTIA LN Contact Person ZACK Sewer Dist CA Inspected /V^7 By (3for*~- Inspected BM Inspected Bv Phone 8582541371 Water Dist CA Date i Inspected £»/Z^/ / / Date Inspected Date Inspected St Lite cFire7 Date 06/16/2008 Permit Type COMMIND Sub Type COMM Lot 0 $*3 Approved (S Disapproved Approved Disapproved Approved Disapproved Comments City of Carlsbad final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire JUN 1 6 2008 Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected Bv £•£>« Inspected Bv <-^> Inspected Bv Comments Date 06/1^2008* '"**' -'' ''^HIMH-, r* ~ -i&l i)l\ ISIOS CB052092 Permit Type COMMIND N COAST CALVARY CHAPEL BLDG B Sub Type COMM 20,035 SF CHILDREN'S MINISTRY 1340POINSETTIALN Lot 0 ZACK Phone 8582541371 CA Water Dist CA Date , » M^ PtfSz&cL-c^ Inspected b/l (<'&£> Approved Disapproved X A Date / / tJ'b /^ff^L^^ Inspected "7 1 i-l O c> Approved X Disapproved Date Inspected Approved Disapproved — .=) . — , O \ Page 1 of 1 Christine Wauschek - North Coast Calvary Chapel From: "Michael Elliott" <mikeelliott2@cox net> To: "Constantine Abalos" <cabal@ci carlsbad ca us>, "Van Lynch" <vlync@ci carlsbad ca us>, "Pete Dreibelbis" <pdrei@ci carlsbad ca us>, "Michele Masterson" <mmast@ci carlsbad ca us>, "Meghan Jacobson" <mjaco@ci carlsbad ca us>, "Christine Wauschek" <cwaus@ci carlsbad ca us>, "Janean Hawney" <Jhawn@ci carlsbad ca us>, <tomd@tbpenick com> Date: 06/25/2008 M 04 AM Subject: North Coast Calvary Chapel Attachments: 96A - North Coast Calvary Chapel - Insp2 doc North Coast Calvary Chapel Project Number CUP04-05 Drawing Number 429-5L Building B - 1340 Pomsettia Lane - CB052092 Landscape inspection comments are attached Approved - Permit card was signed on June 25, 2008 per direction from Van Lynch file IIC \Documents and Settmgs\Cwaus\Local Settmgs\Temp\XPgrpwise\48622641 GW- 06/25/2008 Inspection List Permit* CB052092 Date Inspection Item 09/02/2008 89 Final Combo 09/02/2008 89 Final Combo 08/29/2008 89 Final Combo 08/29/2008 89 Final Combo 08/29/2008 89 Final Combo Type COMMIND COMM Inspector Act MC Fl 08/28/2008 89 08/28/2008 89 08/27/2008 89 08/27/2008 89 06/26/2008 89 Final Combo Final Combo Final Combo Final Combo Final Combo 06/25/2008 89 Final Combo 06/24/2008 89 Final Combo 06/23/2008 89 Final Combo 06/20/2008 89 Final Combo 06/16/200889 Final Combo 06/05/2008 84 Rough Combo 06/04/2008 84 Rough Combo 06/02/2008 84 Rough Combo 05/29/2008 84 Rough Combo 05/28/2008 84 05/22/2008 11 05/20/2008 11 05/19/2008 34 05/14/2008 11 Rough Combo Ftg/Foundation/Piers Ftg/Foundation/Piers Rough Electric Ftg/Foundation/Piers 04/30/2008 11 04/30/2008 14 04/18/200823 04/15/200834 04/09/2008 14 Ftg/Foundation/Piers Frame/Steel/Boltmg/Weldin Gas/Test/Repairs Rough Electric Frame/Steel/Boltmg/Weldin MC MC MC MC PD MC MC MC MC MC MC MC MC MC MC MC MC MC MC 05/09/2008 31 Underground/Conduit-Wirm MC 04/02/2008 11 Ftg/Foundation/Piers MC MC JM MC MC MC Rl Rl PA PA Rl CA Rl PA PA PA PA PA PA PA AP PA PA PA PA AP CA CO PA AP AP WC CO PA PA AP N COAST CALVARY CHAPEL BLDG B 20,035 SF CHILDREN'S MINISTRY Comments RESTROOM GRAB BARS OK PER W FOSS after 10- am RE-CK PANEL AC LABELING RE-CK CW1 7 FOR DISCONNECT SIZE ONGOING, LOAD OCCUPANT SIGNAGE & DOOR HARDWARE OK P M PLEASE PER CONTRACTOR PHONE CALL P M PLEASE ON GOING TEMP OCCUPANCY OK PENDING ENG DEPT SEE NOTICE ATTACHED PICK UP LIST 2ND FLOOR PICK UP & EXTERIOR, RECEIVED LETTER FROM DESIGNER FOR MIX & MATCH ADA COMPLIANCE AT RESTROOMS ROOF TOP EQUIP AND 2ND FLOOR EXCLUDING WHEEL CHAIR LIFT 1ST FLOOR & EXTERIOR ONLY T-BAR, MINOR PICK UP @ RM 205 COMPLETE PICK UP LIST FOR T-BAR AT 2ND FLOOR RE-CKd ALL FIRST FLOOR T-BAR & 2ND FLOOR @ RM 201, 205 & 209 T-BAR AT RM 115, 124-125, 129&RM 130 T-BAR AT RM 100 & 119 ONLY LIGHT BASE FTG&STEEL (8TOTAL)FOR YARD LIGHTING PER CONTRACTOR COMPLETE ALL LIGHT STANDARDS FOOTING STEEL & CONDUIT (4 LOCATIONS) LIGHT STANDARD @ NW CORNER OF GYM upper level to lower parking stair NO GAS METER RELEASE soffit at rm 209, ok to drywall RM 201 & 209 SOFFIT FRAME FOR HVAC DUCTS FOOTING & STEEL PER A-030/FEET 2 &6 Thursday, September 04, 2008 Page 1 of 5 04/01/200817 Interior Lath/Drywall MC 03/26/2008 17 03/19/2008 16 03/19/200844 03/17/2008 16 03/13/2008 17 03/13/200834 03/10/2008 14 03/10/2008 34 03/07/2008 14 03/07/2008 34 02/21/2008 17 02/21/2008 34 02/19/2008 17 02/19/200834 02/13/200884 02/11/200884 01/23/2008 44 01/07/2008 17 12/19/2007 17 12/18/2007 17 12/12/2007 17 12/12/200744 12/10/2007 17 12/10/200744 12/05/2007 16 12/05/2007 34 12/05/200744 11/28/2007 14 11/28/2007 16 11/28/200724 11/28/200734 11/28/200744 11/21/2007 14 11/21/200744 Interior Lath/Drywall Insulation Rough/Ducts/Dampers Insulation Interior Lath/Drywall Rough Electric Frame/Steel/Bolting/Weldin Rough Electric Frame/Steel/Bolting/Weldm Rough Electric Interior Lath/Drywall Rough Electric Interior Lath/Drywall Rough Electric Rough Combo Rough Combo Rough/Ducts/Dampers Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Interior Lath/Drywall Rough/Ducts/Dampers Interior Lath/Drywall Rough/Ducts/Dampers Insulation Rough Electric Rough/Ducts/Dampers Frame/Steel/Boltmg/Weldm Insulation Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldm Rough/Ducts/Dampers MC MC MC MC MC MC MC MC TP TP MC MC MC MC MC MC MC RB MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC 11/15/200714 Frame/Steel/Bolting/Weldm MC PA PA AP PA CA PA PA PA PA CA CA PA PA PA WC PA NR PA PA PA NR NR PA PA NR NR PA NR PA NR WC PA NR WC PA NR 2ND LAYER, HARD LID @ RM 201, 205 & 209 WHEEL CHAIR LIFT SHAFT NEED FIRE PLACE RFI@RM 105 HARD LIDS AT RMS 201, 205 & 209 CEILING RMs 201, 205 & 209 SUPPLY EXTENSIONS @ SOFFIT RM 119 PER CONTRACTOR AFTER PHONE CALL DRYWALL RM 100-101, 129-130 RM 205 CEILING HARD LIDS @ RM 201 & 209 ONLY HARD LIDS @ RM 201 & 209 ONLY RESET FOR MONDAY PER TP - SICK HARD LINDS @ RM 207-208 & RM 211 RELOCATED LIGHTING OUTLETS @ RM 209 VAULTED CEILING HARD LIDS @ RM 114, 122, 127, 130 RESTROOM & RM 206 ONLY SECONDARY HARD LIDS @ RM 114, 122& 12.7, RM 206-208 & 211 PER CONTRACTOR AFTER STOP DUCTS AT RM 114, 122 & 127, OK TO DRYWALL LID SEE JOB PLANS FIRE CAULKING AT ONE HOUR CEILING RM 103, 109-112, 116-117, 123& 126 FIRE CAULK PENETRATIONS AT CEILING BEFORE INSTALLATION OF HARD DROPS HARD DUCT SEALER & DUCT INSULATION AT RM 201, 205 & 209 RM 101, 105 & 120, 1ST LAYER ONLY AT LID RM 206-208, 211 & T-GRID SIDE ONLY AT RM 201 INT@ RM 103-104, 106-111, 113,115-119 & 122-129 WALLS ONLY INT WALLS RM 201 & 205, RM 206-208 &211 INT WALLS RM 201, 205-208, & 211 COMPLETE DUCT WORK & SEALER HARD DUCT SEALER AT RM 100,102,106-107,113-115,118,121,124 & 130, 2ND FLR SOUTH HALF @ RM 201 & 205 Thursday, September 04, 2008 Page 2 of 5 11/15/200724 11/15/2007 34 11/15/200744 11/14/2007 16 11/14/200784 11/09/2007 16 11/09/2007 18 11/09/200784 11/05/2007 11 11/02/2007 11 11/01/200784 10/18/2007 16 10/18/200732 10/18/2007 34 09/27/2007 1 1 09/27/2007 17 09/25/2007 1 1 09/25/2007 17 09/20/2007 14 09/20/2007 34 09/12/2007 23 09/11/2007 14 09/11/200721 09/11/200723 09/11/200734 09/10/2007 14 09/10/2007 23 09/10/2007 24 09/10/200734 09/06/2007 14 09/06/2007 23 09/06/2007 34 09/05/2007 23 09/04/2007 1 3 09/04/2007 14 09/04/2007 17 09/04/2007 23 09/04/2007 24 08/30/2007 14 08/28/2007 13 08/28/2007 24 08/21/2007 13 Rough/Topout Rough Electric Rough/Ducts/Dampers Insulation Rough Combo Insulation Exterior Lath/Drywall Rough Combo Ftg/Foundation/Piers Ftg/Foundation/Piers Rough Combo Insulation Const Service/Agricultural Rough Electric Ftg/Foundation/Piers Interior Lath/Drywall Ftg/Foundation/Piers Interior Lath/Drywall Frame/Steel/Bolting/Weldm Rough Electric Gas/Test/Repairs Frame/Steel/Bolting/Weldm Underground/Under Floor Gas/Test/Repairs Rough Electric Frame/Steel/Bolting/Weldm Gas/Test/Repairs Rough/Topout Rough Electric Frame/Steel/Bolting/Weldm Gas/Test/Repairs Rough Electric Gas/Test/Repairs Shear Panels/HD's Frame/Steel/Bolting/Weldm Interior Lath/Drywall Gas/Test/Repairs Rough/Topout Frame/Steel/Bolting/Weldm Shear Panels/HD's Rough/Topout Shear Panels/HD's MC MC MC MC MC MC MC MC JM JM MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC MC we PA NR PA NR CA AP CA PA CO PA PA AP PA PA PA CA PA PA NR AP PA WC PA PA PA NR WC PA PA NR PA CO AP WC WC PA WC CA PA AP PA 1ST & 2ND FLOOR EXT WALL ELECT 2ND FLOOR WALLS ONLY PER CONT AFTER STOP NEED PLASTER & DRYWALL CONTRACTOR ACKNOWEDGEMENT LETTERS (9) LIGHT POLE FTG & STEEL LIGHT POLE FTGS REQUIRE COPPER GRND SEE NOTICE ATTACHED 1ST FLOOR WALLS ONLY EMR ADDRESS IS 1330 POINSETTIA LN 1ST FLOOR WALLS ONLY 8 LIGHT BASES, PINK HI-LITER 1 HR LID @ FLR JOISTS @ RM 100-102, SEE ORANGE HI-LITER PER CONTRACTOR AFTER STOP 1 HR AT BOTTOM OF FLOOR JOISTS, RM 108, RM 111-118, PORTION HALL 119, 120-123, & 126-130 WOOD FRAMING ONLY, NO DROPS, T- BAR OR MEPS 24 HR TEST OK WALL FRAME RM 102-104 START 24 HR TEST @ 11 AM WALLS ELECT @ RM 102 - 104 1ST FLR WALL FRAME ONLY SEE APPR PLANS 1ST FLR WALL ELECT ONLY SEE APPR PLANS RM 111-PARTIONOF124 CHARGE SYSTEM RM 111 -PORTION OF 124 24HR TEST FAILED, PROVIDE NEW EQUIPMENT & RE-CALL OK TO COMPLETE WRAP START OF 24 HR TEST @ 10 30 AM PER CONTRACTOR PHONE CALL COMPLETE PUNCH LIST, OK TO START LATH 2ND FLR SHEAR, START, NOTICE Thursday September 04, 2008 Page 3 of 5 08/21/200717 Interior Lath/Drywall MC 08/20/2007 14 08/20/2007 17 08/15/2007 14 08/15/2007 16 08/10/2007 11 08/01/2007 13 07/31/2007 13 07/31/2007 14 07/30/2007 14 07/27/2007 14 06/20/2007 15 06/08/2007 15 05/29/2007 14 05/29/2007 17 05/23/2007 14 05/21/2007 14 05/11/2007 14 05/10/2007 14 05/07/2007 22 04/26/2007 63 04/11/200723 04/04/2007 1 1 04/04/2007 21 04/04/2007 21 04/02/2007 21 03/29/2007 1 1 03/19/2007 11 03/14/2007 11 03/14/2007 31 02/16/2007 11 02/12/2007 11 02/09/2007 1 1 02/09/2007 12 01/29/2007 21 01/17/200721 01/17/2007 31 Frame/Steel/Bolting/Weldm Interior Lath/Drywall Frame/Steel/Bolting/Weldm Insulation Ftg/Foundation/Piers Shear Panels/HD's Shear Panels/HD's Frame/Steel/Bolting/Weldm Frame/Steel/Bolting/Weldm Frame/Steel/Bolting/Weldm Roof/Reroof Roof/Reroof Frame/Steel/Bolting/Weldm Interior Lath/Drywall Frame/Steel/Bolting/Weldm Frame/Steel/Bolting/Weldm Frame/Steel/Bolting/Weldm Frame/Steel/Bolting/Weldm Sewer/Water Service Walls Gas/Test/Repairs Ftg/Foundation/Piers Underground/Under Floor Underground/Under Floor Underground/Under Floor Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit-Winn Ftg/Foundation/Piers Ftg/Foundation/Piers Ftg/Foundation/Piers Steel/Bond Beam Underground/Under Floor Underground/Under Floor Underground/Conduit-Winn MC MC MC MC PC MC MC MC MC PY MC MC MC MC MC MC MC MC MC MC MC PD RB PD RB MC MC MC MC MC MC JM JM MC MC MC PA CO WC WC PA CA MC MC MC MC PY MC MC MC MC MC MC MC MC MC MC MC PD RB PD RB MC CO PA WC CA NR AP PA CO WC WC PA NR NR PA PA NR PA CO PA CO PA PA CO CO PA PA CO WC PA WC PA 1ST LAYER RM 118, 115, 124 & 130 PARTIALLY NOTICE ATTACHED RM 100 S CORNER, 119 @ DEL SHEAR, 121 @ SHEAR, 122 @ DBL SHEAR, 129 @ STAIR WILL RECALL MONDAY RECEIVED DEPUTY INSP REPORT ON EXPOXY ANCHORS NOTICE ATTACHED PER CONTRACTOR PHONE CALL BLDG NOT WRAPPED CRICKET & WEST TOWER SHEATHING UPPER FLOOR TRUSSES/SHEATHING MISSING A35 PER SHEAR SCHEDULE ELASTASEAL NAILING PER CONTRACTOR AFTER STOP COMPLETE ALL ELASTASEAL PLATE NAILING 2IN - 4IN BUILDING SUPPLY (WATER) OK TO GROUT ELECT/ TRASH ENCLOSURE WALLS PER CONTRACTOR AFTER STOP on card SEE NOTICE ATTACHED LEAKING & NEED 10FT WATER TEST INTERIOR GRADE BEAM & STANDARD FOOTINGS 5" PIPE COLUMN FOOTING AT GRIDLINE C 1, SEE SHT S 111 FOR LOCATIONS MADE TWO STOPS, STEEL NOT PER PLAN PROVIDE MIN #10 GROUND PER PLAN SEEAPPR PLANS S III GREEN HI-LITER SEE APPROVED PLAN SHT Sill, ORANGE HI-LITER MISSING HARDY FRAMES, HO-S NOT PER PLAN, NEED SOILS LETTER BLDG B WASTE @ 1ST FLR ONLY 4IN DATA BLDG ATO BLDG B, POWER FROM MSB FUTURE BLDG & BLDG A & BLDG B TEMP POWER TO SITE TRAILERS, CONDUIT ONLY Thursday, September 04, 2008 Page 4 of 5 01/05/200731 Underground/Conduit-Winn MC PA LINE 6 1 - G & L & 10-11 4 " CONDUIT, 6 3 & C 2 2 " CONDUIT PANEL 4,T2 & PA, PANEL A TO FAP 2" CONDUIT LINE G &L 600 AMP, 2 4" & 1 2 " TO PA & 1 -2" TO PANEL PAC SEE ORANGE HIGHLIGHTER SHEET E3 1 & 4010 Thursday, September 04, 2008 Page 5 of 5 City of Carlsbad Bldg Inspection Request For 04/02/2007 Permit# CB052092 Title N COAST CALVARY CHAPEL BLDG B Description 20,035 SF CHILDREN'S MINISTRY Inspector Assignment MC 1340 POINSETTIALN Lot 0 Type COMMIND Sub Type COMM Job Address Suite Location APPLICANT CALVARY CHAPEL NO COAST Owner Remarks Phone 6196658926 Inspector Total Time Requested By RICHARD Entered By JANEAN CD Description 21 Underground/Under Floor Act Comment Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR06174 ISSUED N COAST CALVARY-BLDG B-CI11LD, MINISTRY-VARIOUS ARCH REVISIONS PCR07046 ISSUED NCCALVARY RLVISE ROO1; GLUI.AMS, TO ALASKAN YF.I.LOW CU.DAR(ONI..Y BlfA Inspection History Comments ' INTERIOR GRADE BEAM & STANDARD FOOTINGS 5" PIPE COLUMN FOOTING AT GRIDLINE C 1, SEE SHT S 111 FOR LOCATIONS MADE TWO STOPS, STEEL NOT PER PLAN PROVIDE MIN #10 GROUND PER PLAN SEE APPR PLANS S III GREEN HI-LITER SEE APPROVED PLAN SHT Sill, ORANGE HI-LITER MISSING HARDY FRAMES, HO-S NOT PER PLAN, NEED SOILS Date Description 03/29/2007 11 Ftg/Foundation/Piers 03/19/2007 11 Ftg/Foundation/Piers 03/14/2007 11 Ftg/Foundation/Piers 03/14/2007 31 Underground/Conduit-Wiring 02/16/2007 11 Ftg/Foundation/Piers 02/12/2007 11 Ftg/Foundation/Piers 02/09/2007 11 Ftg/Foundation/Piers 02/09/2007 12 Steel/Bond Beam 01/29/2007 21 Underground/Under Floor 01/17/2007 21 Underground/Under Floor 01/17/2007 31 Underground/Conduit-Wiring 01/05/2007 31 Underground/Conduit-Wiring PA MC Act PA PA CO CO PA PA CO we PA we PA Insp MC MC MC MC MC MC JM JM MC MC MC LETTER BLDG B WASTE @ 1ST FLR ONLY 4IN DATA BLDG ATO BLDG B, POWER FROM MSB FUTURE BLDG & BLDG A & BLDG B TEMP POWER TO SITE TRAILERS, CONDUIT ONLY LINE 6 1 - G & L & 10-11 4 " CONDUIT, 6 3 & C 2 2 " CONDUIT PANEL 4,T2 & PA, PANEL A TO FAP 2" CONDUIT LINE G &L 600 AMP, 2 4" & 1 2 " TO PA & 1-2" TO PANEL PAC SEE ORANGE HIGHLIGHTER SHEET E3 1 &4010 NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE " S~~ V ' TIME LOCATION PERMIT NO jf/M&rt^ M*4 /<? /V FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? I YES riOfiCONTAi AT A FOR FURTHER INFORMATION,^CONTACT PHONE BUILDING INSPECTOR ^T^ CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 04/03/2007 Permit* CB052092 Title N COAST CALVARY CHAPEL BLDG B Description 20,035 SF CHILDREN'S MINISTRY Inspector Assignment MC Sub Type COMM 1340 POINSETTIA LN Lot 0 Type COMMIND Job Address Suite Location OWNER CALVARY CHAPEL NO COAST Owner Remarks A M PLEASE Phone 6196658926 Inspector Total Time Requested By RICHARD PACE Entered By CHRISTINE CD Description 21 Underground/Under Floor Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR06174 ISSUED N COAST CALVARY-BLOC 13-CHII.D MINISTRY-VARIOUS ARCH REVISIONS PCR07046 ISSUED NCCA1.VARY REVISE KOOI: GI.UI.AMS TO ALASKAN YELLOW CEDARtONl.Y UI-:A Inspection History Act Insp Comments PA MC INTERIOR GRADE BEAM & STANDARD FOOTINGS PA MC 5" PIPE COLUMN FOOTING AT GRIDLINEC1, SEE SHTS 111 FOR LOCATIONS CO MC MADE TWO STOPS STEEL NOT PER PLAN CO MC PROVIDE WIN #10 GROUND PER PLAN PA MC SEE APPR PLANS S III GREEN HI-LITER PA MC SEE APPROVED PLAN SHT Sill, ORANGE HI-LITER CO JM MISSING HARDY FRAMES, HO-S NOT PER PLAN. NEED SOILS Date Description 03/29/2007 11 Ftg/Foundation/Piers 03/19/2007 11 Ftg/Foundation/Piers 03/14/2007 11 Ftg/Foundation/Piers 03/14/2007 31 Underground/Conduit-Winng 02/16/2007 11 Ftg/Foundation/Piers 02/12/2007 11 Ftg/Foundation/Piers 02/09/2007 11 Ftg/Foundation/Piers 02/09/2007 12 Steel/Bond Beam WC JM 01/29/2007 21 Underground/Under Floor PA MC 01/17/2007 21 Underground/Under Floor WC MC 01/17/2007 31 Underground/Conduit-Wiring PA MC 01/05/2007 31 Underground/Conduit-Wiring PA MC LETTER BLDG B WASTE @ 1ST FLR ONLY 4IN DATA BLDG ATO BLDG B POWER FROM MSB FUTURE BLDG & BLDG A & BLDG B TEMP POWER TO SITE TRAILERS CONDUIT ONLY LINE 6 1 - G & L & 10-11 4 " CONDUIT, 6 3 & C 2 2 " CONDUIT PANEL 4 T2 & PA PANEL A TO FAP 2" CONDUIT LINE G &L 600 AMP, 2 4" & 1 2 " TO PA & 1-2" TO PANEL PAC SEE ORANGE HIGHLIGHTER SHEET E3 1 &4010 CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME LOCATION ' 0/tf PERMIT NO <** SH FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE1? : J YES FOR FURTHER INFORMATION, CONTACT PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 06/25/2008 Permit* CB052092 Title N COAST CALVARY CHAPEL BLDG B Description 20,035 SF CHILDREN'S MINISTRY Inspector Assignment MC Sub Type COMM 1340 POINSETTIA LN Lot 0 Type COMMIND Job Address Suite Location OWNER CALVARY CHAPEL NO COAST Owner Remarks P M PLEASE Phone 8582541371 Inspector Total Time Requested By ZACK Entered By CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR06174 ISSUED N COAST CALVARY-BLDG B-CHILD, MINISTRY-VARIOUS ARCI-I REVISIONS PCR07046 ISSUED NCCALVARY REVISE ROOF GLULAMS, TO ALASKAN YELLOW CEDAR(ONLY BEA PCR07156 ISSUED CALVARY CHAPI-X, REVISE 2ND FLOOR EXITING, ADD OFFICE Inspection History Comments 2ND FLOOR PICK UP & EXTERIOR, RECEIVED LETTER FROM DESIGNER FOR MIX & MATCH ADA COMPLIANCE AT RESTROOMS ROOF TOP EQUIP AND 2ND FLOOR EXCLUDING WHEEL CHAIR LIFT 1ST FLOOR & EXTERIOR ONLY T-BAR, MINOR PICK UP @ RM 205 COMPLETE PICK UP LIST FOR T-BAR AT 2ND FLOOR RE-CKd ALL FIRST FLOOR T-BAR & 2ND FLOOR @ RM 201, 205 & 209 T-BAR AT RM 115, 124-125, 129 & RM 130 T-BAR AT RM 100 & 119 ONLY LIGHT BASE FTG&STEEL (STOTAL)FOR YARD LIGHTING •Date 06/23/2008 06/20/2008 06/16/2008 06/05/2008 06/04/2008 06/02/2008 05/29/2008 05/28/2008 05/22/2008 Description 89 Final Combo 89 Final Combo 89 Final Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 1 1 Ftg/Foundation/Piers Act PA PA PA AP PA PA PA PA AP Insp MC MC MC MC MC MC MC MC MC NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE 'tZ? -Ju>.\i~ O & TIME LOCATION PERMIT NO I"! A- \ 06 y r'1 FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? !. _ ' YES FOR FURTHER INFORMATION, CONTACT l( . „_ . \ PHONE l/k BUILDING INSPECTOR CODE ENFORCEMENT OFFICER CITY OF CARLSBAD BUILDING DEPARTMENT DATE (760) 602-2700 1635 FARADAY AVENUE TIME LOCATION 13*4-0 PERMIT NO £> K ri i i u-l IP t , FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE'? L J YES FOR FURTHER INFORMATION, CONTACT PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE > — v-g > TIME LOCATION PERMIT NO FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? ' _ YES FOR FURTHER INFORMATION, CONTACT b^*1- ' "^ l( PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER / UNSCHEDULED BUILDING INSPECTION DATE (-2. ^&rT 0-7 INSPECTOR PERMIT #PLAN CHECK # JOB ADDRESS DESCRIPTION CODE DESCRIPTION ACT COMMENTS Corporate 2992 E La Palma Avenue, Suite A, Anaheim. CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 7313 Carroll Road. Suite G. 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 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 8-00014 File No N/A Permit No OBe6r-f92^ ^S Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD 1340POINSETT1A CARLSBAD, CA Age (Days) 28 28 28 28 H Date Tested 1/25/2008 1/25/2008 1/25/2008 1/25/2008 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load dbs) 9,090 9,630 9,470 Strength (psi) 2.890 3.070 3,010 Type of Fracture N/A N/A NM Specified Strength 1,800 PSI Sampled By ZAC EVANS Location CLASSROOM #105 LINE 7 Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time 3 ASTMC172 Date Sampled 12/28/2007 Date Received 1/3/2008 Concrete Temp Ambient Temp "F ASTM C1064 "F ASTM C1064 nun Slump in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC O1 DAY CONSULTING, INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 2990 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 7313 Carroll Road. Suite G, 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 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLS BAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 8-00177 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD I340POINSETTIA CARLSBAD. CA Age (Days) 154 154 I54H I54H Date Tested 1/24/2008 1/24/2008 1/24/2008 1/24/2008 Nominal Si/e 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ihs) 117,000 116.310 Strength (psi) 4,140 4,110 Type of Fracture Cone & Split Cone Specified Strength 3,250 PSI Sampled By PAT SIMMONS ASTM C172 Date Sampled 8/23/2007 Date Received 1/23/2008 Location SDG&E UNDERGROUND VAULT & CMU RETURNING WALL FOOTING Concrete Supplier Mix No Ticket No 5482606 Water added at Site Cement Type ROBERTSON'S READY MIX gal By Mix Time 110 mm Concrete Temp 85 Ambient Temp 78 °F ASTM C1064 °F ASTM C1064 Slump 400 in ASTM C143 Tested at San Diego Remarks SOUTH WALL FOOTING @ MID POINT Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC O' DAY CONSULTING, INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R.C.E Corporate 2992 E Lu Palma Avenue, Suite A Anaheim CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 7313 Carroll Road Suite G. 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 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 8-00178 File No N/A Permit No CB«F=t=93T Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD 1340POINSETTIA CARLSBAD, CA Age (Days) 28 28 28 28 H Date Tested 2/15/2008 2/15/2008 2/15/2008 2/15/2008 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 8.880 8,170 8,470 Strength (psi) 2.830 2,600 2,700 Type of Fracture N/A N/A N/A Specified Strength 1.800 PSI Sampled By ZAC EVANS Location CLASSROOM 121 LINE 6 (BOTTOM HALF) Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time 5 ASTMC172 Date Sampled 1/18/2008 Date Received 1/23/2008 mm Concrete Temp Ambient Temp "F ASTM C1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks BL'ILDING B Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PEN1CK & SONS. INC O1 DAY CONSULTING. INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 2710 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima Avenue. Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 7313 Carroll Road. Suite G. 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 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 8-00179 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD 7340 POi'NSETTIA~) CARLSBAD, CA Age (Days) 28 28 28 28 H Date Tested 2/1/2008 2/1/2008 2/1/2008 2/1/2008 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 11.540 11,170 10.980 Strength (psi) 3,670 3.560 3.500 Type of Fracl ure N/A N/A N/A Specified Strength 1,800 PSI Sampled By ZAC EVANS Location CLASSROOM 129 BUILDING B LINE B Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time 5 ASTMC172 Date Sampled 1/4/2008 DateRe<eived 1/23/2008 Concrete Temp Ambient Temp "F ASTM C1064 "F ASTM C1064 mm Slump in ASTM C143 Tested at San Diego . Remarks HALF WAY DOWN FROM TOP Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS. INC O1 DAY CONSULTING, INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R.C E 3580 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 7313 Carroll Road, Suite G, 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 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-02437 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD 1340PO1NSETTIA CARLSBAD, CA Age (Days) 28 28 28 Date Tested 1/10/2008 1/10/2008 1/10/2008 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 10,950 10,960 10,840 Strength (psi) 3,490 3,490 3,450 Typ« of Fracture N/A N/A N/A Specified Strength 1,800 PSI Sampled By ZAC EVANS ASTM C172 Date Sampled 12/13/2007 Date Rei eived 12/17/2007 Location NORTHWEST SIDE OF CLASSROOM 105 WALL FROM (TOP DOWN TO 4' BELOW TOP) Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time 3 nun Concrete Temp Ambient Temp "F ASTM C1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLS BAD-BLDG INSPECTION DEPT TB PENICK & SONS. INC O' DAY CONSULTING, INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc V W4!>S Eduardo Dizon, R C E 3480 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suilc A, Anaheim, CA 92806 .I Tel (714)632-2999 Fax (714)632-2974 \1\ Branch 7313 Carroll Road, Suite G, 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 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OFCARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-02436 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD 1340POINSETTIA CARLSBAD. CA Age (Days) 28 28 28 28 H Date Tested 1/9/2008 1/9/2008 1/9/2008 1/9/2008 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 8.910 8.860 8,920 Strength (psi) 2.840 2.820 2,840 Type of Fracture N/A N/A N/A Specified Strength 1.800 PSI Sampled By ZAC EVANS ASTM C172 Date Sampled 12/12/2007 Date Received 12/17/2007 Location BUILDING B SOUTH WEST ROOF CLASSROOM 105 ROOF (GABLED) Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Concrete Temp Ambient Temp "F ASTM C1064 "F ASTM C1064 .fefftnf 5 nun £Jump in ASTM C143 "tesTed at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC O1 DAY CONSULTING. INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 2830 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 7313 Carroll Road, Suite G, 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 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client- NORTH COAST CALVARY CHAPEL Set No 7-01255 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD r-1340POINSETTIA » " CARLSBAD, CA Age (Days) 28 28 56 Date Tested 7/23/2007 7/23/2007 8/20/2007 Nominal Size 2X4 2X4 6X12 Actual Area (Sq Inch) 3 14 3 14 2827 Load (Ibs) 820 800 Strength (psi) 260 250 Type of Fracture N/A N/A Specified Strength 1,800 PSI Sampled By CHRIS GALLOP Location. ELECT METER RETAINING WALL 2'8" TO 6'-0" Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time- mm ASTM Cl 72 Date Sampled 6/25/2007 Date Received Concrete Temp Ambient Temp °F ASTM C1064 °F ASTM C1064 Slump in ASTMC145 Tested at San Diego Remarks SAMPLE WET & SOFT FOR 7 DAY BREAK Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK &. SONS, INC O1 DAY CONSULTING, INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Q—w-^ Eduardo Dizon, R C E :. 260 PSI ,' 28-day compression test does not comply with the specified strength Corporate 2992 E La Raima Avenue, Suite A. Anaheim. CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 7313 Carroll Road. Suite G, 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 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01301 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name _NORTH COAST CALVARY CHAPEL CARLSBAD /"T340POINSETTIA .J CARLSBAD, CA" Age (Days) 7 28 28 Date Tested 7/24/2007 8/14/2007 8/14/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 7,850 11.840 11.670 Strength (psi) 2.500 3,770 3.710 Typ« of Fracture N/A N/A N/A Specified Strength 1.800 PSI Sampled By CHRIS GALLOP Location 2ND COURSE AT BOTTOM OF STAIRWELL ASTMC172 Date Sampled 7/17/2007 Date Received 7/19/2007 Concrete Supplier Mix No TYPES Ticket No Water added at Site Cement Type SPECIFIED MIX gal By Concrete Temp Ambient Temp °F ASTM C1064 °F ASTM C1064 Mix Time Slump. in ASTM C1143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC O1 DAY CONSULTING, INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 3740 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA91342 Tel (818)833-8100 Fax (818)833-0085 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No- 7-00853 File No Permit No Project No Project Name N/A 6624 A06 NORTH COAST CALVARY CH APEL-PH 1 CHILDR CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 5/17/2007 6/7/2007 6/7/2007 7/5/2007 Nominal Size 6X 12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 109,530 153,670 153.200 Strength (psi) 3.870 5,430 5.420 Type ol Fracture Cone & Shear Cone & Split Shear Specified Strength 5,000 PSI Sampled By JOSH COOPER Location- 2ND LIFT SOUTH BLDG WALL ASTMC172 Date Sampled 5/10/2007 Date Received 5/11/2007 Concrete Supplier Mix No 5033504 Ticket No 180356 Water added at Site Cement Type II/V HANSON AGGREGATES Concrete Temp 80 Ambient Temp 73 °F ASTM C1064 "F ASTM C1064 gal. By Mix Time 90 mm Slump 400 in ASTMC143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PEN1CK & SONS. INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 5420 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street, Suite C101 Moreno Valley CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road. Unit I, Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OFCARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00981 File No N/A Permit No Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR —1340 POlNSETTlA"~-> CARLSBAD. CA Age (Days) 7 28 28 56 H Date Tested 6/6/2007 6/27/2007 6/27/2007 7/25/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 6.470 Strength (psi) 2,060 Type of Fracture N/A Specified Strength 1,800 PSI Sampled By CHRIS GALLUP ASTM C172 Date Sampled 5/30/2007 Date Received 5/31/2007 Location SITE WALL ABUTTING S E CORNER OF BRIDGE 64" HIGH Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time 10 mm Concrete Temp Ambient Temp "F ASTM C1064 "F ASTM C1064 Slump in. ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS. INC **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 7313 Carroll Road, Suite G. San Diego. CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elswoith Street Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1 Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00982 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL-PH I CHILDR CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 6/5/2007 6/26/2007 6/26/2007 7/24/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 9,820 Strength (psi) 3.130 Type of Fracture N/A Specified Strength 1,800 PSI Sampled By CHRIS GALLUP Location SITE WALL ABUTTING S E CORNER OF BRIDGE 48" HIGH Concrete Supplier Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time mm ASTM C172 Date Sampled 5/29/2007 Date Received 5/31/2007 Concrete Temp Ambient Temp "F ASTM C1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **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 7313 Carroll Road. Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fa\- (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00985 File No N/A Permit No C£Q6=t92T Project No 6624A06 Project Name NORTH COAST..CALVARY CHAPEL-PHI CHILDR CT340 POINSETTIA CARLSBAD. CA Age (Days) 7 28 28 56 H 56 H Date Tested 6/7/2007 6/28/2007 6/28/2007 7/26/2007 7/26/2007 Nominal Size 6X12 6X12 6X12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 2827 Load (Ibs) 125,500 Strength (psi) 4,440 Type of Fracture Cone & Shear Specified Strength 5,000 PSI Sampled By CHRIS GALLUP Location 1 ST LIFT EAST SIDE OF NORTH WALL OF BRIDGE ASTMC172 Date Sampled 5/31/2007 Date Received- 6/1/2007 Concrete Supplier Mix No 5033504 Ticket No 105706 Water added at Site Cement Type- HANSON AGGREGATES gal By Mix Time- 80 mm Concrete Temp 78 Ambient Temp °F \STM C1064 °F \STM C1064 Slump 500 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E Corporate 2992 n I -a Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Tlsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit I, Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRFSSIVE STRENGTII-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No- 7-00820 File No N/A Perm it No CB06-1927 Project No. 6624A06 Project Name- NORTH COAST CALVARY CI1APEL-PH1 CH1LDR C1340 POINSETHA J CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 5/11/2007 6/1/2007 6/1/2007 6/29/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 115,420 136,730 135,890 Strength (psi) 4,080 4,840 4,810 Type of Fractuie Cone & Split Shear Shear Specified Strength 4,000 PSI Sampled By: DAVE FELLINGIIAM Location 5 CAISSONS AT RETAINING WALL EAST Concrete Supplier ROBERTSON'S READY MIX Mix No 526514A Ticket No 5443867 Water added at Site gal By Cement Type Mix Time 65 mm ASTM CI72 Date Sampled 5/4/2007 Date Received 5/10/2007 Concrete Temp 76 Ambient Temp- 69 °F ASTM C1064 °F ASTM C1064 Slump in ASTMCI43 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LABCOPY** Respectfully Submitted, MTGL, Inc. M W4> 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00820 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR .-•••1340POINSETT1A '• CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 5/11/2007 6/1/2007 6/1/2007 6/29/2007 Nominal Size 6X 12 6X12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 115,420 136,730 135,890 Strength (psi) 4,080 4.840 4,810 Type cif Fracture Cone & Split Shear Shear Specified Strength 4,000 PSI Sampled By DAVE FELLINGHAM Location 5 CAISSONS AT RETAINING WALL EAST Concrete Supplier ROBERTSON'S READY MIX Mix No 526514A Ticket No 5443867 Water added at Site* gal By Cement Type Mix Time 65 mm ASTMC172 Date Sampled 5/4/2007 Date Received 5/10/2007 Concrete Temp 76 Ambient Temp 69 °F ASTM C1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS. INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 4820 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima Avenue. Suite A, Anaheim, CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 7313 Carroll Road, Suite G, San Diego CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street, Suite CIO I, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1. Sylmar. CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESS1VE STRENGTH-CONCRETE ASTM C39 CITY OFCARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00954 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR ri340PblNSETTIA I CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 5/31/2007 6/21/2007 6/21/2007 7/19/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq. Inch) 2827 2827 2827 2827 Load (Ibs) 142.150 Strength (psi) 5.030 Type of Fracture Shear Specified Strength 5.000 PSI Sampled By JOSH HOFFMAN ASTM C172 Date Sampled 5/24/2007 Date Received 5/25/2007 Location PARKING TERRANCE FOOTING/ SONOTUBE FOUNDATION AT GRID LINES 10 AND 10 7 Concrete Supplier ROBERTSON'S READY MIX Mix No 526514A Ticket No 4857966 Water added at Site gal By Cement Type Mix Time mm Concrete Temp 68 "F ASTM C1064 Ambient Temp "F ASTM C1064 Slump 2 75 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit I, Sylmar. CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OFCARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00954 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR ;1340POINSEtTIA > CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 5/31/2007 6/21/2007 6/21/2007 7/19/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 142,150 Strength (psi) 5,030 Type of Fracl ure Shear Specified Strength 5.000 PSI Sampled By JOSH HOFFMAN ASTM C172 Date Sampled 5/24/2007 Date Received 5/25/2007 Location PARKING TERRANCE FOOTING/ SONOTUBE FOUNDATION AT GRID LINES 10 AND 107 Concrete Supplier ROBERTSON'S READY MIX Mix No 526514A Ticket No 4857966 Water added at Site gal By Cement Type Mix Time Concrete Temp 68 Ambient Temp "F ASTM C1064 °F ASTM C1064 Slump 275 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS. INC **LAB COPY** Respectfully Submitted, MTGL, Inc *t 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit I, Sylmar. CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTII-CONCRETF ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTI1 COAST CALVARY CHAPEL Set No 7-00903 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY Cl IAPEL-PH1 CHILDR 1340POINSETTIA CARLSBAD. CA Age (Days) 7 28 28 5611 Date Tested 5/24/2007 6/14/2007 6/14/2007 7/12/2007 Nominal Size 6X 12 6X 12 6X 12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 73.360 Strength (psi) 2.590 Type of Fracture Shear Specified Strength 2,500 PSI Sampled By JOSH HOFFMAN Location BUILDING A, SLAB ON GRADE AT GRID LINES 1 25/B 25 Concrete Supplier ROBERTSON'S READY MIX Mix No 1300 Ticket No 5430644 Water added at Site gal By ^ Cement Type 'Mix Time 132 mm ASTMC172 Date Sampled 5/17/2007 Date Received 5/18/2007 Concrete Temp 68 Ambient Temp "F ASTMC1064 °F ASTM C1064 Slump 500 in ASTMC14J Tested at San Diego Remarks Distribution NORTH COAST CALVARY CIIAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LABCOPY** 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworlh Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARI..SBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00902 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PI 11 CHILDR 1340POINSKTTIA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 5/24/2007 6/14/2007 6/14/2007 7/12/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 76,670 Strength (psi) 2,710 Type of Fracture Cone & Shear Specified Strength 2,500 PSI Sampled By JOSH HOFFMAN ASTM C172 Date Sampled 5/17/2007 Date Received 5/18/2007 Location BUILDING A, SLAB ON GRADE BETWEEN GRID LINES 3-4 AND C TO D Concrete Supplier Mix No 1300 Ticket No 5430613 Water added at Site Cement Type ROBERTSON'S READY MIX gal By Mix Time 84 Concrete Temp 68 Ambient Temp °F ASTM C1064 "F ASTM C1064 Slump 475 in ASTMC14J Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTCL, 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road. Unit 1, Sylmar CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00237 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD. CA Age (Days) 7 28 28 Date Tested 2/21/2007 3/14/2007 3/14/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ihs) 5.040 8,520 8.600 Strength (psi) 1.600 2,710 2,740 Type of Fracture N/A N/A N/A Specified Strength 1,800 PSI Sampled By PAT SIMMONS Location lTRra3URSr^ ASTMC172 Date Sampled 2/14/2007 Date Received 2/16/2007 Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Concrete Temp Ambient Temp 50 °F ASTM C1064 °F ASTM C1064 Mix Time 10 mm Slump Tested at in ASTM C143 Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc v—w^ Eduardo Dizon, R C E 2720 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue, Suite A Anaheim, CA 92806 Tel (714)6.12-2999 Fax (714)632-2974 Branch 7313 Carroll Road. Suite G, San Diego. CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street Suite CIOI. Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road Unit 1. Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OFCARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00359 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/12/2007 4/2/2007 4/2/2007 4/30/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 7.840 Strength (psi) 2,500 Type of Fracture N/A Specified Strength 1.800 PSI Sampled By PAT SIMMONS Locationr3RJIC.O_URSE'OFT6X8XT6'CMU-ON-16"-ei-P--7 Concrete Supplier RCP BLOCK & BRICK Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time mm ASTMC172 Date Sampled 3/5/2007 Date Received 3/7/2007 Concrete Temp Ambient Temp 60 "F ASTM C1064 "F ASTM C1064 Slump Tested at in ASTMC143 Remarks CONCRETE STEM WALL® EAST END OF WALL E Distribution NORTH COAST CALVARY CHAPEL CITY OFCARLSBAD-BLDG INSPECTION DEPT TB PENICK& SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc O 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client. NORTH COAST CALVARY CHAPEL Set No 7-00313 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF P01NTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/5/2007 3/26/2007 3/26/2007 4/23/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 8,090 Strength (psi) 2,580 Type of Fractui e N/A Specified Strength 1,800 PSI Sampled By PAT SIMMONS Location gMV-WAt:I:@16^CIp-RETArNING-WAL-L-l$T'CO'rjgSE3 ASTM Cl 72 Date Sampled 2/26/2007 Date Received 3/1/2007 Concrete Supplier Mix No TYPE S Ticket No 20402 Water added at Site Cement Type RCP BLOCK & BRICK gal By Mix Time 10 Concrete Temp Ambient Temp. 54 °F ASTM C1064 °F ASTMC1064 Slump Tested at in ASTM C143 Remarks TROWEL READY MORTAR-TYPE S, BATCH #20402 SLAB ON GRADE AM FEB 26,2007 Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS. INC **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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818) 833-8100 Fax (818) 833-0085 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00203 File No N/A Permit No CB06-1927 Project No . 6624A06 Project Name- NORTH COAST CALVARY CHAPEL-PHI CH1LDR NE CORNER OF POINTSETTA/AVIl^ CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 2/16/2007 3/9/2007 3/9/2007 4/6/2007 Nominal Size 6X 12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 66,110 110,450 106,860 Strength (ps.) 2,340 3,910 3,780 Type of Fracture Cone & Shear Cone & Split Cone & Shear Specified Strength 3,000 PSI Sampled By GUIDO GREINER LocationPFOGT-INGTOUNBAT-ION-FOR-WALR- Concrete Supplier ROBERTSON'S READY MIX Mix No 42191 Ticket No 4946972 Water added at Site 500 gal Cement Type IV ASTMC172 Date Sampled 2/9/2007 Date Received 2/14/2007 Concrete Temp 78 Ambient Temp °F ASTMC1064 "F ASTM C1064 By DRIVER Mix Time 56 mm Slump 450 in ASTMC14* Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C.E. 3840 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818) 833-8100 Fax (818) 833-0085 Report of COMPRESS1VE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00204 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 2/16/2007 3/9/2007 3/9/2007 4/6/2007 Nominal Size 6X12 6X12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 71,540 113,050 117,860 Strength (psi) 2,530 4,000 4,170 Type of Fracture Cone & Shear Cone& Shear Cone & Shear Specified Strength 3,000 PSI Sampled By GUIDO GREINER Location BLDG A(COLUMN BASES) NW(PIT) Concrete Supplier ROBERTSON'S READY MIX Mix No 42191 Ticket No 4947016 Water added at Site gal. By Cement Type IV Mix Time 41 mm ASTMC172 Date Sampled 2/9/2007 Date Received 2/14/2007 Concrete Temp 76 Ambient Temp °F ASTM C1064 °F ASTMC1064 Slump 500 in. ASTMC14J Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc Q—V*4s Eduardo Dizon, R.C.E 4080 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 7313 Carroll Road, Suite G, San Diego, CA 92121 | Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 ElsworthiStreet, Suite C101, Moreno Valley, CA 92553 I Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 1 Tel (818) 833-8100 Fax (818) 833-0085 Report of- COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No. 7-00233 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 2/20/2007 3/13/2007 3/13/2007 4/10/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 63,300 96,260 97,290 Strength (psi) 2,240 3,400 3,440 Type of Fracture Cone & Split Cone & Split Shear Specified Strength- 3,000 PSI Sampled By JOSH HOFFMAN Location CONTINOUS FOOTING ALONG GRID LINE 11 Concrete Supplier HANSON AGGREGATES Mix No 30335500 Ticket No- 15177 Water added at Site 1000 gal By CONTRACTOR Cement Type- Mix Time: mm ASTMC172 Date Sampled 2/13/2007 Date Received 2/16/2007 Concrete Temp- 62 Ambient Temp °F ASTMC1064 °F ASTMC1064 Slump 375 in ASTMC145 Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C E 3420 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima Avenue. Suile A. Anaheim. CA 92806 Tel (714)632-2999 Fax (714)632-2974 Branch 7313 Carroll Road Suite G. San Diego. CA 92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley. CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road. Unit I, Sylmar. CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00233 File No Permit No Project No Project Name N/A 6624A06 NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD. CA Age (Days) 7 28 28 56 H Date Tested 2/20/2007 3/13/2007 3/13/2007 4/10/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 63,300 96,260 97,290 Strength (psi) 2,240 3,400 3.440 Typt of Fracture Cone & Split Cone & Split Shear Specified Strength 3,000 PSI Sampled By JOSH HOFFMAN Location CONTINOUS FOOTING ALONG GRID LINE 11 Concrete Supplier HANSON AGGREGATES Mix No 30335500 Ticket No 15177 Water added at Site 1000 gal By CONTRACTOR Cement Type Mix Time mil ASTM C172 Date Sampled 2/13/2007 Date Received 2/16/2007 Concrete Temp 62 Ambient Temp °F ASTM C1064 "F ASTM CI064 Slump 375 in ASTM CM 3 Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 3420 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 Tel (909)653-4999 Fax (909)653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818)833-8100 Fax (818) 833-0085 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00344 File No Permit Project No Project Name N/A CB0 6624A06 NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/9/2007 3/30/2007 3/30/2007 4/27/2007 Nominal Size 6X12 6X12 6X12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 75,200 Strength (psi) 2,660 Type of Fractui e Shear Specified Strength 3,000 PSI Sampled By: PAT SIMMONS Location 4 5+4@ N LINE(2) F TOP Concrete Supplier ROBERTSON'S READY MIX Mix No 42191 Ticket No 5118 Water added at Site gal By Cement Type Mix Time 75 m ASTMC172 Date Sampled 3/2/2007 Date Received 3/6/2007 Concrete Temp 74 Ambient Temp 67 °F ASTMC1064 °F ASTMC1064 Slump 450 in. ASTMC14J Tested at Remarks FOOTING® BLDG A Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc \J—W_fe 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 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel (858) 537-3999 Fax (858) 537-3990 Branch 14320 Elsworth Street, Suite Cl 01, Moreno Valley, CA 92553 Tel (909) 653-4999 Fax (909) 653-4666 Branch 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel (818)833-8100 Fax (818)833-0085 Report of COMPRESSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00344 File No . Permit No Project No Project Name- N/A 6624A06 NORTH COAST CALVARY CHAPEL-PH 1 CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/9/2007 3/30/2007 3/30/2007 4/27/2007 Nominal Size 6X 12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 75,200 Strength (psi) 2,660 Type of Fracture Shear Specified Strength 3,000 PSI Sampled By PAT SIMMONS Location 4 5+4@ N LINE(2) F TOP ASTMC172 Date Sampled 3/2/2007 Date Received 3/6/2007 Concrete Supplier Mix No 42191 Ticket No 5118 Water added at Site Cement Type ROBERTSON'S READY MIX gal By Mix Time 75 Concrete Temp 74 Ambient Temp 67 °F ASTMC1064 °F ASTMC1064 Slump 450 in. ASTM C143 Tested at- Remarks FOOTING® BLDG A Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS, INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E Corporate 2992 E La Raima Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empii 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT L-/\l TYPE OF ORK INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS^Y))N) SPECS ((Yj/IN) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDI PROJECT N 1 •/ PLENOP ADDRES OF PR'cfj REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OK THE WORK DAY, OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NQJ3R MATERIAL TEST REPC R ^Ml£. fi£. M$L REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. Io f TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START -l^QJ) fa -^S- SITE TIME FINISH TRAVEL TIME ./ & 0 I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /3L/07 Date of Report ICBO Certification Number Print Name f City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 San Diego/Imperial County Inland Empi._ 14320 Elsworth Street. Ste C101 Moreno Valley, CA 92553 Tel 7146322999 Fax 7146322974 Tel 8585373999 Fax 8585373990 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT SPECS^YJJJN) APPROVED SHOP DRAWING (Y) (N) AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS f)H) REPORTING REQUIREMENTS ICBO F1F.LD INSPECTION MANUAUMTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACT fff MM 7 - STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUOIHB MEETINGS feoff.* ON ffiAWP REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD . f'.Qf)SITE TIME FINISH ./.'#(? P' TRAVEL TIME ".VERIFIED BY, I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT '0 Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 ,cInland Emp 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 l^4& FIELD REPORT SPECS^YjjN) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC f REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TES COTJTR/CTORS EQUIPMENT/ MANPOWER USED STRUCTURAL NOTES DETAIL OR RFIS USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START /., 00 _ j/| LUNCH PERIOD - &I SITE TIME FINISH TRAVEL TIME g^ ) 0 f) t*^ VERIFIED B I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIESWH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED Pl,ANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT~ Date of Report ICBO Certification Number City / County Certification, Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 714-632 2999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian F'kw.Bldg 2-A Riverside, CA 92J>08 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT 'PE OF WORK .. INSPECTOR /\ ( <JJ (^ (AAX. D TECHNICIAN AVAILABLE SOIL'REPORT (Y) (N) APPROVED PLANS IOTO SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) 'ARCHITECT \J "TlA FOR WEEK ENDING ENGINEER /' ' REPORT NO PG OF CONTRACTOR . <-) PLAN FILE NO PERMIT NO _2&T2. SUB CONTRACTOR PROJECT N/ INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO HELD INSPECTION MANUAL/MTGi. SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OE THE WORK DAY OR MISSING MTRS AND REIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR HNCLUDE.RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ' lUHr CTOR HNCLUDE.RESEAR (if)~ ' II.nft A /I \\ CONTFWCTORS EQUIPMENT/ MANPOWERlJSED KfrJL* ft AREA GRID LINES PIECES OBSERVED -_/-i*Af-r i'. £•J/A JQJ 'it-fs\6D , iAr\ STRUCTURAL NOTES DETAIL OR RFIS USED! REMARKS INCLUDING *ff£T7*GS A/(Oft? A"¥^ j"" "' REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START _-/_'.. i/Q- fJ- 1^1 LUNCH PERIOD SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR'THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate San Diego/Imperial County 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 o San Diego, CA 92121 Tel 8585373999 Fax 8585373990 Inland Empire 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 (MV FIELD REPORT D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) ^y/07 /PG ' SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO OF PLAN FILE NO SUB CONTRACTOR C C^" PERMIT NO /ffnJcL L&fl-jX LA,IAJ-& INSPECTION ADDRESS /O *=r ADDRESS OF PROJECT I 3 y D . S -fn . REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) -6- 5 EQUIPMENT / MANPOWER USEDTON AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED 7/tfpSITE TIME START _ LUNCH PERIOD /f/r/7~ SITE TIME FINISH TRAVEL TIME j:&o VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THkAPPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certrfication'Number Print Name City / County Certification Number Rev 7/97 cCorporate San Diego/Imperial County 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 oInland Empire 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT D TECHNICIAN AVAILABLE SOIt REPORT (Y) (N) APPROVED PLANS (&<!(N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING REPORT NO PG OF PLAN FILE NO 7 REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR S, IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BYCONTRACTOR) (INCLUPE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) tONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED REWORK AS JERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETION SAMPLES TAKEI/ I TESTS REQUIRED SITE TIME START . LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME VERIFIED BY I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OF/HI APPROVED.PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /2 Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 Corporate f 2992 E La Palma Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 Tel 7146322999 Fax 7146322974 San Diego/Imperial County Inland Empire 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 Tel 858 537 3999 Fax 858 537 3990 FIELD REPORT TYPE OF WORK INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS i SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO PG OF i PLANF.LENO PROJECT NAME ADDREB^OF PROJECT ( !> i# REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAUMTGu SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC HILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR W EEK'S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) £) / W tt f^W ASM MfS/JU. CONTRACTORS EQUIPMENT /MANPOWER USED ^ &^3)7^x^1 / f AREA GRID LINES PIECES OBSERVED i f i( * 1 f) 110 C-. 1. f< STRUCTURAL NOTES DETAIL OR RFIS USE& REWORK ASERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH 7 - && ft^j. TRAVEL TIME VERIFIED BY, I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OflfHE APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK S^NSPECTOR Q TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (X^N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK. DAY OR MISSING MTRS AND RF1S ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS). STRUCTURAL NOTES DETAIL OR RFIS USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE ,— c-iPr- _^ ^p f " SAMPLES TAKEN TESTS REQUIRED n SITE TIME START. LUNCH PERIOD _& SITE TIME FINISH ( Z. ' ffi) TRAVEL TIME VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / Ol^fHTj APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 3 , 2 ,<97 Date of Report City / County Certification Number Rev 7/97 Corporate " San Diego/Imperial County 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 921 21 Tel 7146322999 Tel 8585373999 Fax 7146322974 Fax 8585373990 Inland Empire 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERWL TEST REPORTS) ,. . STRUCTURAL NOTES DETAIL OR RFJS USED . n , .2-Q01 c(k /JntJflL; (L\- ~ I • I ^--^ REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE - 7? SAMPLES TAKEN TESTS REQUIRED SITE TIME START . LUNCH PERIOD _ 2.2 fjf^ SITE TIME FINISH JL^. TRAVEL TIME VERIFIED BY I DO CERTIFY THAT 11 AND / OR Jflt APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / /07 Date of Report ICBO Certification Numbet Pnnt Name City / County Certification Number Rev 7/97 Corporate San Diego/Imperial County Inland Empr 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK 0TNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS, AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NCypR MATERIAL TEST REPORTS) ^efRUCTURALIOTES DETAIL OR RFIS USED AREA GRID LINES PIECES OBSERVED LjP / '/?Q "c^ /G> OM (/. REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEI TESTS REQUIRED 3 • SITE TIME START flL* LUNCH PERIOD 7X SITE TIME FINISH 9 (fif^ TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION Rf COMMENDATIONS AND / OFU^E APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / ignature Date of Report ICBO Certification Number v f>nnt \arne City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, GA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK 9TINSPECTOR n TECHNICIAN AVAILABLE APPROVED PLANS (tfW SOIL REPORT (Y)(N)SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDII REPORT NO PG OF CONTRACTOR T- fi. ff A/MA SUB CONTRACTOR *o4*~ ^ .Jfl PLAN FILE NO yvtx?& /<?Z7 E"fcs JLt.INSPECTION ADDRESS REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTSCMU-RIAL TESTtih- A. A-S7M AREA GRID LINES PIECES OBSEHVEO REMARKS INCLUDING MEETINGS REWORK AS PERCENT tiF ALL W»RK TODAY.PERCENT PKGTJECT COMPLETIQ WEATHER TEMPERATURE SITE TIME START. LUNCH PERIOD /^ SITE TIME FINISH TRAVEL TIME VERIFIED BY _ AND / (JRJTHE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ) / f ,07 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Fkw.Bldg 2-A Riverside, CA92E08 Tel 951 653 4999 Fax 951 653 4£66 Dispatch 800 491 2990 FIELD REPORT D TECHNICIAN AVAILABLE APPROVED PLANS (Y rREPORT(Y)(N)SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO OF CO TOR PLAN FILE NO PERMIT NO SUB CONTRACTOR C PROJECT NAMI & L0svsx>r" INSPECTION ADDRESS ADDRESS OF PROJECT/>rfi—(f—r/ V I) tiLL:- REPORTING REQUIREM ENTS 1CBO FIELD INSPECTION MANUAL/MTGi, SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RF1S, ETC FILL OUT AND ATTACH A DEFICIENC f REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND * / \\ - '/ SUBMIT A COPY WITH YOUR WEEK'S REPORT S 0. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REP0RT NO OR MATERIAL TEST REPORTS) 7 CONTRACTORS EQUIPMENT/ MANPOWER USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE 1 SAMPLES TAKEN TESTS REQUIRED SITE TIME START. LUNCH PERIOD _lA SITE TIME FINISH TRAUFI TIMF VERIFIED B' I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / ORJHE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT (?Jr^ ^ Signature PA-T Print Nam 3 ,2 ,07 Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Fkw,Bldg 2-A Riverside, CA92E08 Tel 951 653 4E99 Fax 951 653 4E66 Dispatch 800 491 2990 (p FIELD REPORT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS, AND RFIS, ETC FILL OUT AND ATTACH A DEFICIENT' REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR S. IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS /I MATERIALS USED TRACTOR (INCLUDE RESEARCH REPORT NO )R MATERIAL TESTftEPOHTS)iTftEPOHTS) I! , - /yfrt/fo (sQ CONTRACTORS EQUIPMENT / MANPOWER USED fu^/i/\u^, \j& <*j?\ y L{'_,* 'tss*\.'^— fatjc^fp^x sffiqsws*- , f/^*t To J^ sF fitt&fl" j__ A jr-X>~L>J:. /ptx. L&^dJttfmAL Tg" /fyrfQ, REMARKS IlicLIJDimiMEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE ,*5 5 SAMPLES TAKEN TESTS REQUIRED f~\ SITE TIME START \Q , ^O LUNCH PERIOD /^_ ^t/t / SITE TIME FINISH TRAVEL TIME r_>QQ_ VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR>Hf APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number r print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92'508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK ^INSPECTOR 0TECHNICIAN AVAILABLE SOIL REPORT (V) (N) APPROVED PLANS.ftT(N) SPECS (Y)(N) APPROVED SHOP DRAWin8«lY) (N ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF CONTRACTOR PERMIT NO SUB CONTRACTOR PROJECT NAME t\A * •. A INSPECTION ADDRESS ADDRESS OF PROJECT OjO FIEBBJJSf M-IQNfl/^WAf/^apL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS ING WORK AT THE END OF THE WORKDAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) w CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES OBSERVED -rn i?L2)c, 7? STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS REWORK AS PERCENT OF ALL WORK TODAY.PROJECT COMRLETIOtL WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START . LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLA&B, SR$CI£lS#n£lNS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICBO Certification Number //? Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carrol! Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 431 2990 FIELD REPORT TYPE OF WORK ^INSPECTOR /=7,£Z/? WELD Q TECHNICIAN AVAIUBLE SOIL REPORT (V) (N) APPROVED PLANS^fN) SPECS (Y)(N) APPROVED SHOP DRAWIJlP^rnN) ARCHITECT •7T/7- FOR WEEK ENDING PROJECT NO REPORT NO PG CONTRACTOR PLAN FILE NO PERMIT NO S73EZZ INSPECTION ADDRESS ADDRESS OF PROJECT L/MTGL SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IFTriERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY. OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS)CLM/V CONTRACTORS EQUIPMENT/MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED #-7 /s' o. REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY. &O /c PERCENT PROJECT COMPLETION. ^ &/* WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START J LUNCH PERIOD SITE TIME FINISH /£* TRAVEL TIME I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE-ftRPROVED EJlfANS, SRKjSlCATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISEJJOTED IN THE DEFICIENCY F,EPORT Signature Print Name Rev 7/97 Corporate 2992 E La Raima Ave Ste Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK /O INSPECTOR ^TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWINC. (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME CfcWSKl INSPECTION ADDRESS ST-ADDRESS Of PROJECT REPORTING REQUIREMENTS ICBO FIKLD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS IHCUIDINB MEETINGS REWQRK AS PERCENT OF ALL WORK TODAY.PERCEMT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD *? / At Sm TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THEJ^ROVED PLANETSPEj?IFJ6#H6fKT\'ND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK ^INSPECTOR xEfTECHNICIAN U7T ^7JSf'K-T/(JAl^- W'ZZ£//VG> AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS W(N) SPECS (Y)(N) APPROVED SHOP DRAWINGiff) (N) ARCHITECT FOR WEEK ENDI PROJECT NO ENGINEER REPORT NO PG CONTRACTOR PLAN FILE NO PERMIT NOcno L£Z£SUB CONTRACTOR PROJECT NAME C/ULV£Zy INSPECTION ADDRESS ADDRESS OF PROJECT RtPOTJjiSs IF THEREI i[RWI^'\Sv^CfclHn^.Vli!eTIOX^h*fb^VMTGi. SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IS NON-CONFORMING WORK AT THE END OF THE WORl£ DAY, OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BV CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) . Crff CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED L y* AT C^& 1./ME STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS >•(, sire't&r REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD . SITE TIME FINISH TRAVEL TIME - s/C/ VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THf.-Af PROVEfLAISEECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY R! PORT f / .-,'-/i 3 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92S>08 Tel 951 653 4C)99 Fax 951 653 4666 Dispatch 800^:91 2990 FBELD REPORT TYPE OF WORK ^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (V) (N) APPROVED PLANS OW) SPECS ft) (N) APPROVED SHOP 0RAWING jjflN) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO*PG OF . CONT PLAN FILE NO PERMff NO Sltf CONTRACTOR O 1 / l|i A V» 5gzz^£&^ 7/^r fv AL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFIC1CNC V REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT /MANPOWER USED AREA GRJP LINES PIECES OBSERVED *^ 7" i 2V STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MffTWGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH . TRAVEL TIME AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY Rl PORT Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 Inland Empire 14467 Meridian Pxw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK SjfaSPECTOR DTECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS ( SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING 3E I PG PROJECT ENINEER REPORT NO l OF J f =-J PLAN FILE NO PERMIT NO cD f 7 f . f /}^d^^L L&tu-su*^ i^S£ECJJON_ADDR.ESa ADDRESS OF PROJECT (/1 REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED .fenn —AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USEO REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE C" U fc SAMPLES TAKEN TESTS REQUIRED SITE TIME START.SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR TH^APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature 0-7 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empire 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tei 951 653 4999 Fax 951 653 4666 FIELD REPORT a<dk D TECHNICIAN AVAILABLE SOIL REPORT (V) (N) APPROVED PLANS (*HI*f SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO PG OF Punnuno SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT L ^ ^0 KKPURTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RMS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) COIOTACTORS EQUIPMSNT/ MANPOWER USEDBUSNT/MANPOWER USED j?LWuPs Ui> REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETIO WEATHER TEMPERATURE — 1 / SAMPLES WEN TESTS REQUIRED SITE TIME START . j^. SITE TIME FINISH TRAVEL TIME f^L I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR IHE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ,b<&) Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Fkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4S99 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT AVAILABLE SOJU REPORT (V) (N) APPROVED PLANS (Y SOJU (YfW SPECS (Y) (M) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTORS IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS MA S USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TESJ,REPORTSJ /? /I ,- ^r .+ /} i L- -•— /_ . . // /. \^ CONTR USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLESTAKEN 3^2.S 7 TESTS REQUIRED SITE TIME START //...- j LUNCH PERIOD /2- SITE TIME FINISH TRAVEL TIME VERIFIED BY AND /,01fmE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORTf\ I*\ i f — Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS WM SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO PG OF 3 CONTRACTOR T<- IP* PLAN FILE NO SUB CONTRACTOR ' PROJECT A'DDRE"SS"OF PROJECTINSPECTION ADDRESS REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RF1S ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS) b ( S STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS IHCLUDIHG MCETIHGS REWORK AS T OF ALL WORK TODAY.PERCENT PROJECT COMPLETION SAMPLES TAKEN TESTS REQUIRED T, SITE TIME START. LUNCH PERIOD _ U* 'fl"\.SITE TIME FINISH TRAVEL TIME // ' VERIFIED BY fc&^ ( i< AND / OR T>(f^PPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 s Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800491 2990 FIELD REPORT AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (*rlN) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGt SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS, ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS ft . ^ ., |i vJlA. R MATERIALS USED BY CONTRACTOR, (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) T h *L4fy^ REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE *£'%} f*\J "~ (j T T SAMPLES TAKEN TESTS REQUIRED SITE TIME START .SITE TIME FINISH TRAVEL TIME VERIFIED BY -^L. I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / QJVWE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REF'ORT Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANU AL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC Y REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S. IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORJ NO OR MATERIAL TEST REPORTS)' CONTRACTORS EQUIPMENT/ MANPOWER USED REWORK AS PERCENT Of^ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE " ($ £> SAMPLES TAKEN TESTS REQUIRED SITE TIME START ( ' && LUNCH PERIOD h.SITE TIME FINISH TRAVEL TIME i-fgd) pirl/j VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND /0R1THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT/ /y / 01 .n Signature r/fr Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 <2 FIELD REPORT TYPE OF WORK ^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS ( SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING ^ REPORT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTI£K' INSPECTION ADDRESS PROJECT NAMEAJ C c c ADDRESS OF PROJECT REPORTING REQUIREMENTS 1CBO FIELD INSPECTION MANU AUMTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS) CiV\\)- ASTA c-<?£, Me&AjwA U7r. Ir REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE V ~~~~) G SAMPLES TAKEN TESTS REQUIRED SITE TIME START (ff • J<D &JA SITE TIME FINISH J> - <&& ftf\ _, TRAVEL TIME VERIFIED B I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RE-COMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT I/ __ 'Signature ~ 'T Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK a"fNSPECTOR d TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS WTO SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING _ / 3/770-7 REPORT NO PG PLAN FILE NO PERMIT NO PROJE ADDRESS OF PROJECT ={£ REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS)?/) REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION WEATHER TEMPERATURE S*f $^ "^ fa £ SAMPLES TAKEN TESTS REQUIRED (V *f SITE TIME START .J-3& LUNCH PERIOD / 7 SITE TIME FINISH ^ « ? & TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND ><ffl)THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT _ Signature fft-tl ,/(?, Date ol Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92'508 Tel 951 653 4999 Fax 951 653 4I>66 Dispatch 800 491 2990 10 FIELD REPORT INSPECTOR ENGINEER Ar. LUSAKA D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING 3//7/Q7 PROJECT NO REPORT NO I PG OF PLAN FILE NO PERMIT NO PROJECT NAME ADDRESS OF PROJECT/ REPORTING REQUIREMENTS 1CBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REV1KW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START . LUNCH PERIOD _/7 L.-f—£; If"' n SITE TIME FINISH TRAVEL TIME / ^ / " VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / QR-jTHE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 3 ii(o i Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK SdlNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPRWB PLANS yffa SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO_,OR MATERIAL TEST REPORTS) 7 CONTRACTORS EQUIPMENT /MANPOWER USED AREA GRID LINES PIECES OBSERVED ft /) /J *f?Q <U^K. zi 15. REMARKS INCLUDINtt MfETIMGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE - ~7 ^ I SAMPLES TAKEN TESTS REQUIRED SITE TIME START ( • ®Q A*H SITE TIME FINISH l\ ' OQ LUNCH PERIOD Aj ft" TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR/Pf)E APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ' - — 3 A 7 >0 —»? I I £ I 0-f Date ol Report ICBO Certification Number J- Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK BTOSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) 3//1/01FOR WEEK ENDING PROJECT NO REPORT NO PG OF PLAN FILE NO PROJECT NAME ADDRESS OF PROJECT/ 3 vO ff REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANL'AL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC V REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS ^ if MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORT I I CONTRACTORS EQUIPMENT/ MANPOWER USED AREATGRID LINES VylA C./. P VJ*2L STRUCTURAL NOTES DETAIL OR RFIS USED "7 0621 REMARKS WC1.1/0WC MEfTWCS n\v /' &- nw^jnu/s^^ ^(tLx^ . 7r&\ (.^uCy^ ~Tbfy\ &**<pi vir\&\ iX£&AO*fiJJL~ M^ AsJrn* lo-ttK c/LSiJh .fi i ^^ r^ fit^& REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START _ LUNCH PERIOD SITE TIME FINISH TRAVEL TIME ?.3tP // VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / ORWHE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 MTGi Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92'J08 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800491 2990 FIELD REPORT TYPE OF WORK ISPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) ZT7 SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING V/7 PROJECT NO REPORT NO / PG \ OF j PLAN FILE NO PERMIT NO PROJECT NAME ADDRESS OF PROlECT ^£ REPORTING REQUIREMENTS ICBO FIELD INSPECTION M ANU AL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S, IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) J REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED (O SITE TIME START. LUNCH PERIOD _ J 6 ^L_K SITE TIME FINISH TRAVEL TIME / • VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR ItlE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 3 ill i 0-7 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate o San Diego/Imperial County Inland Empire 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 Tel 7146322999 Tel 8585373999 Fax 7146322974 Fax 8585373990 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPMFWORK O INSPECTOR D TECHNICIAN AVAILABLE APPROVED PLANS SOIL REPORT (Y) (N)SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) HITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF • CONTRACTOR- P.tJk 4 PLAN FILE NO PERMIT NO ,<9?5 SUB CONTRACTOR )N ADDRESS^ 7| HO JL Jvn>Jti*- INSPECTION ADDRESS ADDRESS OF PROJECT ^REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RF1S ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTF, ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIAL^ USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TESWREPORTS) fl b.tS/JM&£- M ;ra/i~-7~r CONTRACTORS EQUIPMENT/ MANPOWER USED AREJL GRID LINES PlECESJDBjjER REWORK AS PERCfENTfC/F ALL \A/ORK PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE ^) C,/ ^~~V SAMPLES TAKEN TESTS REQUIRED SITE TIME START 7 •' & ® /T^ SITE TIME FINISH LUNCH PERIOD -Y^ j/tf ' TRAVEL TIME VERIFIED BY AND / OR,!** APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 3 Signature v Print Name Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 J< \ e i Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw , Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS ( SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO PG~OF PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAI INSPECTION ADDRESS ADDRESS OF PROJECT ~~7 Jasn REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS, ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS (i i MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS)R. CONTRACTORS EQUIPMENT/ MANPOWER USED STRUCTURAL NOTES DETAIL OR RFWUSED 2-00( REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND /0ff)THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 1*1 i <97 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Co 7313 Carroll Rd Ste G San Diego, CA92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 8888445060 c..Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK INSPECTOR D TECHNICIAN 'Sf*l<fyrfl AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER ..b REPORT NO PG CONTRACTOR PLAN FILE NO SUB CONTRACTOR PROJECT NAM INSPECTION ADDRESS DDRESS OF PROJECT REPORTING REQUIREMENTS ICBO HELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFIC1ENC V REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) AREA GRID LINES STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS IHO.UP/' iHGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME c?J /VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, ANJL/TJRTHE APPROVED PDWST-S£ECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Sign^ •natu\p 4) Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 MTGi Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial COL 7313 Carroll Rd Ste G San Diego, CA92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK SfTNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS t SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENOIIg -g - ENGINEER REPORT NO PG CONTRACTOR PLAN FILE NO SUB CONTRACTOR PROJECT NAME X"\ C !aU//ws-( C_]ftf^ INSPECTION ADDRESS ADDRESS OF PROJECT:i?.4n REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS, ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATER AL TEST REPORTS) STRUCTURAL NOTES DETAIL OR RFIS USED icy * REMARKS IHCLUDIHS MCETIHGS 0 Mt) (*) ?L&.J*vfa?_. Aj>p \J. P* K AS' PERCENT 6F IREWORKALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD _ /Z QSITE TIME FINISH TRAVEL TIME /VERIFIED BY AND /DftTHE APPROVED PtANS.SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /33 167- Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Coutuy 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK SJNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT (VaJ FOR WEEK ENDING PROJECT NO nA 0,6 ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE NO SUB CONTRACT!PROJECT NAME INSPECTION ADDRESS i PL ADDRESS OEPROJECT ! -S3G ^ REPORTING REQUIREMENTS 1CBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - RKVIHW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC { REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NG. OR MATERIAL TEST REPORTS).-%•\4 Q ^f\l v CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED %xOv LOCX!'S STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS 1NCLUDIHG MEETINGS Ci JCL (A REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED >>JV<=»Or' SITE TIME START L_QQ...__ LUNCH PERIOD SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I AND / OR THE/ePRfjyeD PLA^S, SPECJf ICATIONS AND^VpFtJ^E SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY RE PORT Date of Report ICBO Certification Numier Print Name''City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 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 Pkw.Bldg 2-A Riverside, CA 92:>08 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK "£ INSPECTOR O TECHNICIAN rr AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT_ \ v FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE N0_t S PERMIT NO SUB CONTRACTO PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY. OR MISSING MTRS AND RFIS FTC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO ORMATERIAL TEST REPORTS) <bC -S-WX 4 c ^CONTRACTORS EQUIPMENT /MANPOWER USED \ t<PA(\eC~ AREA GRID LINES PIECES OBSERVED _L ~~Jf r H _f ' ^g\- W\cVo^ . STRUCTURAL NOTES DETAIL OR RFIS USED ^ REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED *S d? ^ 3 SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME VERIFIED BY •7 I DO CERTIFY THAT I HAV^PERSONALLY OftSERVEf) ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE &$$$& PLANS, SR^fCA^S AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ^¥ Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 *,?.• Corporate: 2992 E La Pal ma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Coi 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire: 14467 Meridian Pkw., Bldg 2-A Riverside, CA 92508 " Tel 9516534999 Fax 951 653 4666 ' Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK d INSPECTOR D TECHNICIAN AVAILABLE. SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) •i APPROVED SHOP DRAWINS ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG 1 OF 1 TDWntE-NO %t PERMIT NO SUB-CONTRACTOR NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S , IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND ,'. , SUBMIT A COPY WITH YOUR WEEK'S REPORTS TEHIALS USED (INCLUDE RESEARCH REPORT (JO OR MATERIAL TEST REPORTS) ,. ?9, -1 ^-J* o CONTRACTORS EQUIPMENT/ MANPOWER USED AREA, GRID LINES, PIECES OBSERVED \T&<~,f /=p/iUi*S- BO — M STflUCTURAL1 rb -NOTES DETAIL OR RFIS USED,-»Z_ REMARKS IHCLUaHa M&THIBS. x^\?\ry_tk\B.^i/-, V / l>olc>1 0 . 1 ? >"v ^ - ^' » 1 ' A " "^ * * T . Mr*> REWORK AS PERCENT OF ALL WORK TODAY:PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE. SAMPLES TAKEN TESTS REQUIRED. SITE TIME START LUNCH PERIOD . SITE TIME FINISH TRAVEL TIME AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICBO Certification Number . : '"If ••. 1 '-V.. Pnnt Name City / County Certification Dumber " Rev 7/97 MTGi Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 858 537 3990 Dispatch 888 844 5060 FIELD REPORT Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 TYPE OF WORK D INSPECTOR D TECHNICIAN \ •? AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION M M\'UAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS, AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED ftf CONTACTOR (INCLUDE RESEARCH REPORT NO OH MATERIAL TEST REPORTS)l< CONTRACTOR'S EQUIPMENT/ MA . . NPbWER USED AREA GRID LINES PIECES OBSERVED S.TR1JCTURAL NOTES DETAIL OR HFIS USED ^15" REMARKS IHCLUDIHO MHTWfiS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED SITE TIME START -. LUNCH PERIOD SITE TIME FINISH _i TRAVELTIME ' VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / 10 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 r r www mtglmc com Orange County/Los Angeles Corporate Branch 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 -BSA-f San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 JtEPORT^ Inland Empire 14320 Elsworth St Ste C101 Moreno Valley, CA 92553 Tel 909 653 4999 Fax 909 653 4666 ^=TYPE OF WORK SC&SPECTOR a TECHNICIAN PLTrtl riLC HOW t* r*2 * — ~ ' s j \ l&^& ? ^'3 APPLICATION WO ARCH1TECT REPORT NO /ENGINEER PG OF CONTRACTOR AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) SUB CONTRACTOR REPORTING REQUIREMENTS REVIEW DSA/OSHPD APPROVED DOCUMENTS PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY. OR MISSING DSA/OSHPD APPROVED DOCUMENTS RF1S ETC FILL OUT ft ND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED NOTE ON THE REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) fbu4£BrtlA Uii ,o^ CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES INSPECTED STRUCTURAL NOTES DETAIL OR RFIS USED V REWORK AS PERCENT OF ALL WORK TOD^Y.PERCENT PROJECT COMPLETION. WEATHER C ^" ^~ TEMPERATURE SAMPLES TAKEN WORK PERFORMED COMPLIES WITH DSA/OSHPD APPROVED DOCUMENTS D WORK PERFORMED DOES NOT COMPLY WITH DSA/OSHPD APPROVED DOCUMENTS D SITE TIME START . LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME X^- This is ttTTSTtTrKthat the above reported inspections were made in accordance with the DSA/OSHPD approved documents and the rules and regulations of the Department general S^vice&£iile^4--l-certify under penalty of perjury that I prepared these reports and that all of the above statements are Irue/ 07 Dale of Inspection ICBO Certification Number ^Print Name fDSffOSHPD Certification Number »"* - ,.. •'2992 E La Raima" Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Cour 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORKE OF WORK r\ S "R-e \AofcjpA ^S INSPECTOR , D TECHNICIAN f- AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT \ \ ,/Tee c FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAM INSPECTION ADDRES ADDRESS OF PROJECT REPORTING REQl'IKKMKNTS ICBO FII2LD INSPF.CTION'MANUAL/MTCfi SOIL MANUAL - REV1HW 1'REVIOl 'S REPORTS AND LISTS IFTHKRH IS NON CONFORMING WORK ATTIIF I-ND OF Tl IK WORK DAY OR MISSING MTRS AND RPIS 1;TC FILL ()l.:T AND ATTACH A DEP1CIKNCV REPORT WHEN A DKHCIENCY YOURS OR A PRH.VIOi;S INSPECTOR S IS CORRFXTKD SO NOI'K ON THH ORIGINAL DHFICIENCY RFJI'ORT AND SUBMIT A COPY WITH YOl'R WHFK S REHOR'I'S MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL/EST REPORTS) / . CONTRACTORS EQUIPMENT /MANPOWER USED / AREA GRID LINES PIECES OBSERVED /-y STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUOIHG M£fn«flS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE V &0 SAMPLES TAKEN TESTS REQUIRED <s • •?r ' J>SITE TIME START ' __-Z...^ SITE TIME FINISH TRAVEL TIME BY,/, I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THEJVPPROyED PLANS, SPECIFICATIONS ANp.APPLieABUE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 Corporate V 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Coun. 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK '|*J INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (V) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MT^L SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RRS ETC FILL OUT AND ATTACH A DEFIC1ENC { REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH RETORT NO OR MATERIAL/EST REPORTS) STtibtf?~r 7 CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED -7 -y Y STRUCTURAL NOTES DETAIL OR RFIS USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE px0 ff) SAMPLES TAKEN TESTS REQUIRED SITE TIME START .f ' 3 SITE TIME FINISH XV^' TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THEJ^PRetfED PLANS, SPE£lf ICATIONS AND^PI^ZE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 rCorporate 2992 E La Palma Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA 921 21 Tel 8585373999 Fax 8585373990 Inland Emp..^ 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT •^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS/7J(N) SPECS([YJ)[M) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONHORM1NG WORK AT THE END OF THE WORK DAY OR MISSING MTRS, AND RFIS ETC , FILL OUT AND ATTACH A DEFICIENT 1 REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NOOR MATERIAL TEST REPORTS). ''CONTRACTORS EQUIPMENT/MANPOWER USED AREA GRID LINES PIECES OBSERVED ^-7- 40.K. - STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS mClUOIHG MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD yl- 0 />O | SITE TIME FINISH J2_ TRAVEL TIME VERIFIED BY AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT l^j ilifti ft 5o* Date of Report ICBO Certification Number City / County Certrficaticn Number Rev 7/97 rCorporate San Diego/Imperial County 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego, CA 921 21 Tel 8585373999 Fax 8585373990 Inland Empi,., 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT TYPE O [BTINSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS/YVN) SPECS /TON) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING ENGINEER REPORT NO PG CONTRACTOR '•77 . PLAN FILE NO PERMIT NO SUB CONTRACTOB P.K. HtlU. PROJEl TION ADDRESS ADDRESS Of PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIALJESJ REPORTS) CONTRACTORS EQUIPMENT/MANPOWER USED i ft*/W/ AREA GRID LINES PIECES OBSERVED It,K / . 7~~ ^7 Uklt 7 STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS IHCLUOmO MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER / TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START _ L? j. J LUNCH PERIOD r» ^ ^^ < ft/ * SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Jf f/)XV Date 01 Report ICBO Certification Number City / County Certification Number Rev 7/97 rCorporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/tmpenal Co. 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT D INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO, ENGINE REPORT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO PROJEC D^ADORE REPORTING REQUIREMENTS ICBO FIF.LD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IFTHERE IS NON-CONFORMING WORK ATTHE END OFTHE WORK DAY OR MISSING MTRS AND RFIS, ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS mCLUDIHG Mff77NfiS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START fc? - J & [A V> LUNCH PERIOD SITE TIME FINISH f 0 Q jfr A—» TRAVEL TIME VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WTH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ICBO Certification Number City /County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Oiego/lmpenal County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Emp>,_ 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT INSPECTOR D TECHNICIAN AVAILABLE APPROVED PLA SOIL REPORT (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK EUjtyNG PROJECT NO, ENGINEER REPORT NO 57X PG CONTRACTOR SUB CONTRACTOR PLAN FILE NO N PROJE4T NAMEWrit- PERMIT NO 1if INSPECTION ADOTESS .f/CM/V.ADDRESS OJ= PROJECT =£= REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAIVMTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONT/tACTOR (INCLJJDE RESEARCH REPORT NO OR MATERIAL TEST Rl - 'c CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED CT°f Mr) /-///£ 7 - (K +» Z) STRUCTURAL NOTES DETAIL OR RFIS USED Ag'PERgE'NT Q'FALL WORK TODAY PERCENT PROJECT COMPLETION SITE TIME START . LUNCH PERIOD _A./-A/ SITE TIME FINISH TRAVEL TIME _I VERIFIED BY RDM/ I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature nntlame Date of Report ICBO Certification Number City / County Certification Number Rev 7/97 rCorporate San Diego/Imperial County Inland Emp,,. 2992 E La Palma Ave , Ste A 7313 Carroll Road, Suite G 14320 Elsworth Street, Ste C101 Anaheim, CA 92806 San Diego, CA 921 21 Tel 7146322999 Tel 8585373999 Fax 7146322974 Fax 8585373990 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT TYBE L V "^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS APPROVED SHOP DRAWING (Y) (N) FOR WEEK ^ -1- a 7 PROJECT NO -JECT "ENGINEER REPORT NO,PG Of CONTRACTOR PLANHILE NO SUB CONTRACTO PROJECT NAME INSR ^DRSSS OF PROJECT (jfpL^ REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RF1S, ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INOLUBE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED W) *• ' L/f/f: K\<>M STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START L - *?£? ft ^^ LUNCH PERIOD & 0 *\ } -5 SITE TIME FINISH ^C - 1 t> TRAVEL TIME "VERIFIED BY AND / OR THE APPROVED PLANSSPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number 5,1). City'/ County Certrficatiori Number Rev 7/97 (Corporate 2992 E La Raima Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA 921 21 Tel 8585373999 Fax 8585373990 Inland Empi. 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT ^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANSf|YJ)N) SPECS((YjjN) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING _ _, 3-46-07 PROJ8 REPORTING KKQUIKEMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC Y REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTACTORS EQUIPMENT/ MANPOER USED y Povdhi t* To? of STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING Mff77NC5 REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START ^-J> O Jt\J&? 7 fc . ../ LUNCH PERIOD ^ O f^ ' fif SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WWTHE SOIL INVESTIGATION RE COMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number f 1 cJuntyCity / County Certification Number Rev 7/97 Corporate San Diego/Imperial County Inland Empiv 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 Tel 7146322999 Tel 8585373999 Fax 7146322974 Fax 8585373990 14320 Elsworth Street Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT '^INSPECTOR D TECHNICIAN AVAILABLE APPROVED PLAN SOIL REPORT (Y) (N)SPECS flYUN) APPROVED SHOP DRAWING (Y) (N) FOR WEE ENGINEER REPORT NO PG CONTRACTOR PLAN FILE NO PERMIT NO SUB CONfiRICTI\ •PROJECT NAI 'ECIION ADD/ESS * . , /-* I t CARLSffrD REPORTING REQUIREMENTS 1CBO FIRLD INSPECTION MANUAL/MTGi, SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MAT TORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED of STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START &_• }'& LUNCH PERIOD 2 SITE TIME FINISH TRAVEL TIME _T!VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVE^fGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature 27 1 07 Date of Report itBO Certification Number City /County Certification Number Rev 7/97 Corporate San Diego/Imperial County Inland Empi, 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT (INSPECTOR Q TECHNICIAN AVAILABLE SOIL REPORT (Y) (M) APPROVED PLANS^(N) SPECS((Y)J(N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDI T2'JL$'Q7 PROJECT NO REPORTING REQUIREMENTS 1CBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHF.N A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS i USED,BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIALtEST REPORTS) M $1 y3t>o' (£&y)?)JfM ORS EQUIPMENT/ MANPOWER USED /"}\ V A / fa'* ' t , " ' ' / ,77/HMK/MWfl* CONTRACTORS E REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPUSTAKEN TESTS REQUIRED SITE TIME START (-? • j> 0 LUNCH PERIOD SITE TIME FINISH 'pl'^O TRAVEL TIME VERIFIED BY _ ^I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /10-7 Date of Report ICBO Certification Number f 72- 5. ZX City / County Certification Number Rev 7/97 rCorporate V San Diego/Imperial County Inland Empi. 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G 14320 Elsworth Street, Ste C101 Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego, CA92121 Tel 858 537 3999 Fax 858 537 3990 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 6! FIELD REPORT SPECS APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS 1CBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RI-IS ETC FILL OUT AND ATTACH A DEFIC1ENC { REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS RFWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD SITE TIME FINISH TRAVEL TIME _ '..3 D VERIFIE I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report 'iCBCfCertification Number 4 f 72. 5'. J>. City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave , Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County Ste A 7313 Carroll Road, Suite G San Diego, CA 921 21 Tel 8585373999 Fax 8585373990 Inland Emp. - 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT REPORTING REQUIREMENTS ICBO FIELD INSPECTION M ANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS, ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATE 3NTRACTOR (INCLUDE RESEARCH REPORT NO OR.MATERIAL TEST REPORTS)^ ,>ff> ?#/y£ 1/gAiefcF, Tyfe-4 Mftc-1i CONTRACTORS EQUIPMENT/ MANPOWER USED yj AREA * REMARKS INCLUDIHS MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WITHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START __|? .-££. *5 LUNCH PERIOD SITE TIME FINISH ] 'i D 1) A TRAVEL TIME _!!VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 1 i 3 i Date of Report ICBO Certification Number City / County Ce'rtificatiori Number Rev 7/97 Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT SPECS/M)(N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGt SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS, ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO PR MATERIAL TEST RJPOBTS1-.CH REPORT NO PR MATERIAL TEST RJPOBTS1-. , .\/fjXit. 7m -^ frlr. CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS RPWORK AS PERCENT OF ALL WORK TODAY. x SITE TIME START & .J 0 f\ ^ LUNCH PERIOD J 0 fa IN 3 ' 2 ">SITE TIME FINISH QH ^ O TRAVEL TIME "*~VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICBO'Certification fjumber City / County Certification Number Rev 7/97 Corporate c San Diego/Imperial County npw' 2992 E La Raima Ave , Ste A 7313 Carroll Road, Suite G Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego, CA 921 21 Tel 8585373999 Fax 8585373990 Inland Emp 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THR WORK DAY OR MISSING MTRS AND RFIS, ETC FILL OUT AND ATTACH A DEFICIENC r REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS BY CONTRACTOR UDE RESEARCH REPORT NO OR MATERIAL TEST. RE 'ORTS) CONTRACTORS EQUIPMENT /MANPOWER USED mti-AREA GRID LINES PIECES OBSER i> fa/i ] REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. if1/' TEMPERATURE SAMPLES TAKEN TESTS REQUIRED — SITE TIME START fa J> Q nt*. LUNCH PERIOD "> D fat U SITE TIME FINISH TRAVEL TIME VFRIFIFR BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number D. City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw , Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT SPECS((YpN) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC >' REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO, OB MATERI CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED A/A/A g '/.//y/r lo f/?0^(HJ))-ro? 3** +,-> STRUCTURALNOTESDETA,LORRF,5USEO REMARKS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START JO jQ LUNCH PERIOD ^> 0 SITE TIME FINISH TRAVEL TIME 'VERIFIED BY, I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT " Signature Date of Report ICBO Certification Number nntam City / County Certification N umber Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS(Yj(N) SPECSft^N) APPROVED SHOP DRAWING (Y) (N) as REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGt SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS, AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USEDJBY CONTRACTOR (INCLUDE RESEARCH REPORT NO TEST RE - CONTRACTORS EQUIPMENT /MANPOWER USED (i-ttipyAREA GRID LINES PIECES OBSERVED ~RALNOTES DETAIL ORRFISUSED tf&tftj) fii/t REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE 0 SAMPLES TAKEN — TESTS REQUIRED SITE TIME START (0 ,_J l£_ & • "}0 niMr.HPFRinn i/V. SITE TIME FINISH &~ • ?U f) TRAVEL TIME '"VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT jo Date of Report ICBO Certification Number City / Co/inty Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS(Y(N) SPECS((YjjN) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USEDJY CONTRACTOR (INCLUDE RESEARCH REPORTNO OR MATERIAL TEST REPOATERIALS USEDJY CONTRACT(\liisfi)*.tn CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED Mty ' 'Ui°D) Jtmfte REWORK AS PERCENT QF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED „,- SITE TIME START LUNCH PERIOD fc SITE TIME FINISH TRAVEL TIME _L VERIFIED B' I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature /) >Qf VT it Nam/ Date of Report ICBO Certification NumSer City / Coi/nty'Certrfication Number Rev 7/97 rCorporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 8585373990 Dispatch 888 844 50' Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAUMTGL SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S, IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED KC CONTRACTOR (INCLUDE RESEARCH BEPORT NO OR MATERIAL TEST REPORTS)" CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES OBSERVED )' iifff. STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS 5/^/1/5 tfftpffl) fit REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PRQJFCTCOMPLfllON. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD & }SITE TIME FINISH TRAVEL TIME VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND/OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT i Signature Date ICBO Certification Number S.D. City / Crfunty Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT Of WORK HIMISPECTOR D TECHNICIAN AVAILABLE APPROVED PLANS, SOIL REPORT (Y) (N) APPROVED SHOP DRAWING (V) (N) FOR WEEK E PRO REPORT "CONTRACTOR PERMIT NO SUB CONTRACTOI TO# Cotef CAL AbDRESSJ)FPRCfjECT~ „.' ' .INSI REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANU AL/MTGt SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IP THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC C REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S, IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS CONTRACTOR (INCLUDE RESEARCH HEBORI NO T REPORT CONTRACTORS EQUIPMENT / MANPOWER USED (7)[Afcoffc ,((0) f£A/pCR5 REMARKS IHCLUDIHS MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED .. SITE TIME START _E? ^J LUNCH PERIOD J 0 fi*) N > SITE TIME FINISH TRAVEL TIME P VERIFIED B' I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 1 Date of Report BO Certification Number Tj'ity / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 r Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK f INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS/fvi\N)APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDI, ENGINEER REPORT wry OF CONTRACTOR,PLANF REPORTING REQUIREMENTS 1CBO FIELD INSPECTION MANU AUMTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE (S NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENC { REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS MATERIALS ySEft-eY CONTRACTOR (INCLUDE RESEARCH flEPORJ NO OR MATERIAL TEST REPORT CONTRACTORS EQUIPMENT / MANPOWER USED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETIHGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE 'SAMPLES TAKEN TESTS REQUIRED SITE TIME START fc -) 0 fa-t^ LUNCH PERIOD . SITE TIME FINISH TRAVEL TIME - " h VERIFIED B' I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number City / Couhty CertrticatiofTNumber Rev 7/97 r Corporate 2992 E La Raima Ave , Suite A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA92121 Tel 858 537 3999 Fax 8585373990 Inland Empire 14320 Elsworth Street, Suite C101 Moreno Valley, CA 92553 Tel 909 653 4999 Fax 9096534666 FIELD REPORT D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANSY))N) SPECS (m)[N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK 5 REPORTS Y CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TE CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED f) STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS Rfc/tfiJ) ?0# ffijffig 7?'-/frJfiIJ*$ ' REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START . LUNCH PERIOD _ Q SITE TIME FINISH g* - TRAVEL TIME VERIFIED B I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Numbsr City / CouMy .p. Corporate ' V 2992 E La Raima Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA 921 21 Tel 8585373999 Fax 8585373990 C 'Inland Empt.. v 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 9516534999 Fax 9516534666 FIELD REPORT [^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ENGINEER REPORT CONTRACTOR SUB CONTRACTOR flfgf/r cot.iTfi'MW.ESSOFRRdjECT ^ ' 7" 'ADDRESS REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHF.N A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS Y CONTRACTOR (INCLUDE RESEARCH REPO TERIAL TEST REPORTS)^ CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES OBSERVED 'M- >P (5P blMTfntA M-f [fit 5 O>Mffct -(? *$/^&£ STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS xpYw fit REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START <Q-J^ ft *^- LUNCH PERIOD S SITE TIME FINISH TRAVEL TIME _T VERIFIEO B; I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT '^-ra^^'i^' >^7/ Date if Report BO Certifnation Number City / County Certification Number Rev 7/97 ( ' Corporate 2992 E La Raima Ave , Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road, Suite G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 rInland Empire 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 g FIELD REPORT BflNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (V) (N) APPROVED PLANS MfN) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAUMTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK. DAY OR MISSING MTRS AND RFIS. ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND /} . •*»'' SU BM1T A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS)M Afcuy^xyg? (f(Q . " CONTRACTORS EQUIPMENT/ MANPOWER USED STRUCTURAL NOTES DETAI^/DR RflS USED7. O tf f REMARKS /A/ai/OWCMfFTWfiS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION SAMPLES TAKEN TESTS REQUIRED <l>t SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH (Q i j O X7/7 TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND /BWTHE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 21, Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw, Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYEE OF WORK .B^NSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS jfal SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) RCHITECT FOR WEEK ENDING 3/?//ai ( ^ PG~ PROJECT NO / /fa b ENGINEER Cf REPORT NO OR PLAN FILE NO SUB CONTRACTO C^MM^INSPECTION ADDRESS ADDRESS OF PROJECT 7 REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPOR/NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START ^ / / & ' ^ SITE TIME FINISH -JLf_jL<£2 f**7 LUNCH PERIOD TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION Rl COMMENDATIONS AND / OR JH? APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT (13 Date of Report ICBO Certification Number Print Name City / County Certification Number Ftev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS ( SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORM ING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS . & MATERIALS USED BY CONTRACTOR (INMJDE RESEAROflREPORT N CONTRACTOS EUIPMENT/ MANPOWEJSEO ML-c£u«A^hOfpaJL '/?>n .. ff (yjn^ _5 -/P /( REWORK AS EERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED // SITE TIME START /' LUNCH PERIOD SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR Tht^APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 3 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 FIELD REPORT Inland Empire 14467 Meridian Pkw,Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4656 Dispatch 800 491 2990 OF WORK Sj4lSPECTOR G TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (JiftR) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS -^ IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK. DAY OR MISSING MTRS. AND RFIS, ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT^5 WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MAJSHIALSUSED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TESJj REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USED REMARKS IMCLUOINO MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED SITE TIME START -*&L_<L LUNCH PERIOD SITE TIME FINISH f ' Q& (f^f TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / qXri^E APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / Date of Report ICBO Certification NiAnbcr Print Name City / County Certification Number Rev 7/97 Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK 01fiSPECTOR DTECHNMCIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS I^TTO SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING4 // H I o 7 PROJECT NO ENGINE REPORT NO " NTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACT ^ INSPECTION ADDRES ADDRESS OF PROJECT / 2 ?d> REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO ORJMTERIAL TEST REPORTS) ^Zt_, STRUCTURAL NOTESJETAIL OR RFIS USED 1^ REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED SITE TIME START _^_.l-3 £/ LUNCH PERIOD SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR 5Mt APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT i /O i6>"? Signature Date of Report ICBO Certification Numbei Print Name City / County Certification Number Rev 7/97 TIMELESS P C H T c C T U R E Thursday, June 19, 2008 T B. Penick 9747 Olson Dr San Diego, CA 92121 Attn Zach Wheeler l?e: Plumbing fixture heights: Regarding North Coast Chapel, 1340 Poinsettia Lane, Carlsbad, Ca, plumbing fixtures in toilets adjacent to the preschool classrooms Water closets We chose to kepp thesp nt 15" height rathpr than the allowed 12" height because adults and elementary students will be using these rooms on Sundays Lav heiyhlb. We chose lo keep Ihese at 34", because adults and elementary students will be using these rooms on Sundays The heights in Table '11158-1' are recommended heights, not required heights We used a height that would work for both age groups to use the building and still be within the range allowed in the code The teachers' staff toilet, in room #109, is planned for full adult he-ight on ail fixrurws Sincerely, James Thayer, Architect Enc - For your records TIMELESS I^ARCHITECTURE'INC Architect's Field Report Date- 4 ill I 07 Project Name. Project Address: Present at Job Site: Job No.: 7773 J ts&T~ Observations: Field Directive: Architect of Record: ) tc ( James M. Thayer, C015575 —^ w f. INLAND ENGINEERING & CONSULTING, INC. Structural Design Planning - Consulting 4883 E La Raima Ave Suite 501 A Anaheim, California 92807 1957 (714) 777-7700 July 2, 2008 To City of Carlsbad 1635 Faraday Avenue Carlsbad, CA-92008 Re Structural Observation of North Coast Calvary Chapel 1340 Pomsettia Carlsbad, CA To Whom It May Concern This letter is to acknowledge that a representative from Inland Engineering has observed the construction of the foundation and framing of the structure at the above address, and it is in substantial compliance with the structural plans Please feel free to call us with--any questions Sincerely, Shawn Nikjoo, P Inland Engineering & ConsfultingT Inc EsGii Corporation In (Partners hrp vntfi government for <BuiCd\ng Safety DATE March 2, 2006 a^EELJCANT <^~JURISJ) JURISDICTION Carlsbad ffTEA Q FILE PLAN CHECK NO 052092 SET IV PROJECT ADDRESS 1340 Poinsettia Lane PROJECT NAME North Coast Calvary Chapel - Children's Ministry Center - Bldg B JXl 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 XI E-sgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Abe Doliente Enclosures Esgil Corporation D GA D MB D EJ D PC 2/28/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partnership with government for (RuiUing Safety DATE February 14, 2006 J3 JURfS JURISDICTION Carlsbad "5 PLAN REVIEWER a FILE PLAN CHECK NO 052092 SET III PROJECT ADDRESS 1340 Poinsettia Lane PROJECT NAME North Coast Calvary Chapel - Children's Ministry Center - Bldg 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 Jack N Shubm 7188 Avenida Enemas, Carlsbad, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Jack N Shubm Telephone # 760/929-0029 X -122 Date contacted 2.) H ICY' (by K#J Fax # -0169 Mail Telephone /Fax / In Person ^REMARKS By Abe Doliente Enclosures Esgil Corporation D GA E| MB D EJ D PC 2/7/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O52092 February 14, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO O52092 PROJECT ADDRESS 1340 Poinsettia Lane SET III DATE PLAN RECEIVED BY ESGIL CORPORATION 2/7/06 REVIEWED BY Abe Doliente DATE RECHECK COMPLETED February 14, 2006 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new complete sets of prints to Esgil Corp or to the bldg dept of the juris B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo EsGil Corporation In Partnership vntfi government for Quitting Safety DATE October 24, 20O5 a APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 052092 SET II PROJECT ADDRESS 1340 Poinsettia Lane PROJECT NAME North Coast Calvary Chapel - Children's Ministry Center - Bldg B I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I 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 [X] 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 Jack N Shubm 7188 Avenida Enemas, Carlsbad, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Jack N Shubm Telephone # 760/929-0029 X -122 Date contacted /*-,?. 7-*r(by &>~) Fax # -0169 Mail Telephone ^ Fax^- In Person ] REMARKS By Abe Doliente Enclosures Esgil Corporation IS GA IS MB D EJ D PC 10/17/05 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 052092 October 24, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO O52092 PROJECT ADDRESS 1340 Poinsettia Lane SET II DATE PLAN RECEIVED BY ESGIL CORPORATION 10/17/05 REVIEWED BY Abe Doliente DATE RECHECK COMPLETED October 24, 2005 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new complete sets of prints to Esgil Corp ortothebldg dept of the juris B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad O52O92 October 24, 2O05 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial 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 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 6A Delete the note on the Building Information regarding the sprinklers in lieu of 1 HR 6B Revise the allowable area analysis When a building houses more than one occupancy, the area of the building shall be such that the sum of the ratios of the actual area for each separate occupancy divided by the total allowable area for each separate occupancy shall not exceed one 27 Show the following beams as called out in the structural calculations a) 3A (4 X 12), 30 (3 1/8" X 24" GLB), 37 (5 1/8" X 21" GLB). 38 (5 2/8" X 24" GLB), 49 (3- 1/2" X9-1/2" PSL) and 50 (3-1/2" X 0-1/2" PSL) Beams 49 and 50 are not shown on the reference plan. 28 Show the required steel columns at line H ( 2- TS 8 X 8 X !/2) as called out on sheet 77 of the revised structural calculations 30 Please see the following corrections for electrical, energy, plumbing and mechanical The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation Thank you Carlsbad 052092 October 24, 2005 ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 1 Mechanical equipment seems to be shown in the "dedicated space" above the electrical service Please relocate NEC 110-26(f) Water heater remains and, additionally, most panels are installed in locations that do not have the required clearances "PA", "A" and "B" are all installed where shelving is located? • ENERGY CONSERVATION 2. Ploaso correct tho number of luminaries on the energy forms to match tho actual number designed I e , it soomo thore aro about 91 or so fixture typo "A" designed on the lighting plans and only 78 accounted for on the forms Also, the Documentation Author and the Principal Lighting Designer must sign the imprinted LTG-1 form. 3. The Documentation Author and the Principal Mechanical Designer must sign the imprinted MECH-1 form. Note1 If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek/Eric Jensen 1 The final set of corrected drawings to be reviewed for signing and sealing mst before the permits are to be issued Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code PLUMBING (2000 UNIFORM PLUMBING CODE) 2 In nurseries, schools, and other similar places where plumbing fixtures are provided for the use of children under 6 years of age, water closets shall be of a size and height suitable for children's use UPC Section 409 1 If appropriate include the fixture type on the plumbing fixture schedule and show the location(s) on the floorplans Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation In Partnership with government for <Butf<fing Safety DATE June 19, 2005 Q APPLICANT' JURISDICTION Carlsbad d PLAN REVIEWER Q FILE PLAN CHECK NO 052092 SET I PROJECT ADDRESS 1340 Poinsettia Lane PROJECT NAME North Coast Calvary Chapel - Children's Ministry Center - Bldg 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 A] 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 XJ The applicant's copy of the check list has been sent to Jack N Shubm 7188 Avenida Encmas^A 92009 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 Jack N Shubm (j/W) Telephone # 760/929-0029 X -122 Date o^fedr M& (by. ^ Fax # -0169 MaiL/Telephone^' Fax-/In Person REMARKS By Abe Doliente Enclosures Esgil Corporation IEI GA |EI MB D EJ D PC 6/7/05 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad O52092 June 19, 2OO5 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO O52092 OCCUPANCY A-3/E-3 TYPE OF CONSTRUCTION V-1HR ALLOWABLE FLOOR AREA SPRINKLERS'? Yes REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED June 19, 2005 JURISDICTION Carlsbad USE Children's Ministry (School) ACTUAL AREA Children's Ministry -20,035 SF Ext Covered Area - 3,264 SF STORIES HEIGHT OCCUPANT LOAD 636 DATE PLANS RECEIVED BY ESGIL CORPORATION 6/7/05 PLAN REVIEWER Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 1997 UBC The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To 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 052092 June 19,2005 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial 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 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 2 Provide a statement on the Title Sheet of the plans that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC • SITE PLAN 3 Show on the site plan all proposed walls, retaining walls and fences Specify their heights on the plans Provide construction details if a part of this permit 4 Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes 5 Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan • FIRE-RESISTIVE CONSTRUCTION Provide details of the one-hour fire-resistive construction Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc Automatic sprinklers in lieu of one hour is not allowed by the city for buildings that are required to be equipped with sprinklers. Carlsbad 052092 June 19, 2005 7 Detail and reference I C B O number or other approval for horizontal fire assembly using trusses Item 21-1 1 in Table 7-C requires 2 layers of 5/8" Type X gypsum wallboard at the bottom chords of trusses Section 704 2 8 8 Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc Section 709 7 9 Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents Also detail recessed light fixtures Sections 709, 710 10 Fire dampers shall be installed per Section 713 11 at all ducted or unducted air openings at penetrations of a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies b) The fire-resistive construction of horizontal exit walls or corridors serving as a means of egress c) Shaft enclosures d) Areas of refuge 11 Smoke dampers shall be installed per Section 713 10 at all ducted or unducted air openings at penetrations of a) The fire-resistive construction of horizontal exit walls or corridors serving as a means of egress b) Shaft enclosures c) Areas of refuge 12 If smoke dampers are required, the plans shall show the locations of the smoke detectors (installed in accordance with the Fire Code) listed in the options of Section 713 10 of the UBC 13 Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant) THROUGH-PENETRATIONS (through the entire assembly) Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-ratmg, T-ratmg or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above Carlsbad O52092 June 19, 20O5 MEMBRANE-PENETRATIONS (through only one side of an assembly) Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-ratmg or complying with UBC Standard 7-1, depending on their size and combustibility Limited steel electrical outlet boxes (not exceeding 16sq in , nor more than 100 sq in foranylOOsq ft of wall) require no protection Fire-resistive floors or ceilings having penetrations shall comply with Section 710 NOTE The plans should indicate the various fire-stop ratings required for all penetrations 14 Provide a note on the plans stating "Penetrations of fire-resistive walls, floor- ceilmgs and roof-ceilings shall be protected as required in UBC Sections 709 and 710" 15 Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs Section 711 • EXITS 16 Exit doors from Group A occupancies shall not be provided with a latch or lock unless it is panic hardware Section 1007 17 All doors and gates, within the exit path from Group A occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware Section 1003 322 • EXIT SIGNS 18 Exit signs are required whenever two exits are required Show all required exit sign locations Section 1003 282 19 If exit signs are required, provide the following notes on the plans, per Section 1003282 a) Exit signs shall be located as necessary to clearly indicate the direction of egress travel No point shall be more than 100 feet from the nearest visible sign b) Exit signs shall be readily visible from any direction of approach 20 Show two sources of power for the lamps at exit signs Section 1003 285 21 Show that exits are lighted with at least one foot candle at floor level Section 1003292 22 Show separate sources of power for exit illumination (Occupant load exceeds 99) Section 1003 2 92 Carlsbad O52092 June 19,2O05 • ROOFS 23 Specify on the plans the following information for the roof materials, per Section 1063 3 for the tile roof a) Manufacturer's name b) Product name/number c) ICBO approval number, or equal • FIRE EXTINGUISHING 24 Note on the plans "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location " Section 904 3 • TITLE 24 DISABLED ACCESS 25 Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List Disabled access requirements may be more restrictive than the UBC • FOUNDATION/STRUCTURAL 26 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report" 27 Show the following beams as called out in the structural calculations a) 3A (4 X 12), 30 (3-1/8" X 24" GLB), 37 (5-1/8" X 24" GLB), 38 (5-2/8" X 24" GLB), 49 (3- 1/2" X9-1/2" PSL) and 50 (3-1/2" X 0-1/2" PSL) 28 Provide a lateral analysis of the structure 29 Provide pad footing schedule • ADDITIONAL 30 Please see the following corrections for electrical, energy, plumbing and mechanical 31 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Carlsbad O52092 June 19, 2005 32 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 a No 33 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation Thank you ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 1 Mechanical equipment seems to be shown in the "dedicated space" above the electrical service Please relocate NEC110-26(f) 2 Please specify plaques on the single line diagram to be installed at the service identifying each service disconnecting means NEC 230-70 3 Please check with the utility company if the telephone equipment and all mechanical equipment shown in the service equipment room can be located there? SDG&E does not allow that Page 604 2 of the current service guide • ENERGY CONSERVATION 4 Please correct the number of luminaries on the energy forms to match the actual number designed I e , it seems there are about 91 or so fixture type "A" designed on the lighting plans and only 78 accounted for on the forms Also, the Documentation Author and the Principal Lighting Designer must sign the imprinted LTG-1 form 5 The Documentation Author and the Principal Mechanical Designer must sign the imprinted MECH-1 form Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad 052092 June 19, 2O05 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 The final set of corrected drawings to be reviewed for signing and sealing iust before the permits are to be issued Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code 2 Please provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC 3 Clearly show the assumed property lines between buildings and show the required fire protection of openings in property line walls 4 The required fire rated corridors may not be under-cut as per standards for the fire rated doors Please correct sheet M-2 2 5 Show the required one-hour fire rated corridors Then show the following a) Show the required smoke and fire dampers for duct opening into the fire rate corridors as per UBC, Sections 713 10 and 713 11 b) The fire rated corridors are not to be used to convey air to or from rooms UMC Section 602 1 6 Provide data on proposed hazardous material to be stored and used UBC, Section 307 and UFC a) Clearly show types of hazardous material is being stored or used Provide a list of the proposed hazardous materials as per the types in UBC, Tables 3-D, and 3-E Provide the material safety data sheets (MSDS) b) Clearly show the amounts of each type of hazardous material to be stored and in use c) Clearly show where in the buildings each type of hazardous material is being stored or used 7 Provide calculations to show compliance with UBC, Appendix 29, (Minimum Plumbing Facilities) as per the City of Carlsbad, Also, Provide calculations to show compliance with UPC, Section 413 1 & Table 4-1, (Minimum Plumbing Facilities) for facilities where the public congregates, as required by H & S Code, Section 118505 Show compliance with both requirements PLUMBING (2000 UNIFORM PLUMBING CODE) 8 Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines Carlsbad O52O92 June 19, 2O05 9 Please show the upstream sewer manhole rim elevation. As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve 10 Correct the 17* inch gas line with over 416 CFH gas demand and over 150 feet developed pipe length (Serving AC1 5, AC 2 3 and AC1 3) UPC Section 12170 11 Complete and correct the water line sizing calculations on sheet P-3 1 a) Please provide the calculations for the calculations for the maximum allowed friction loss per 100 feet as per UPC, Appendix A Please the water pressure, pressure losses, water demands, and developed pipe lengths b) The fixture units in the pipe sizing table on sheet P-3 1 are all too large for the friction loss of 3 psi per 100 foot using UPC, Chart A-4 for maximum GPM values and using UPC, Charts A-2 and A-3 for the fixture unit values Please correct c) Correct the water line sizing calculations to show compliance with UPC, Section 610121 Maximum velocities in copper and copper alloy tube and fitting systems shall be limited to a maximum of eight (8) feet per second in cold water and five (5) feet per second in hot water d) Please provide fixture units calculations showing each type of water fixtures, the number of each fixture type, the fixture units as per UPC, Table A-2 for each fixture type and the total fixture units e) A complete review of the water line sizing and water line plans will be done when the correct water line sizing calculations are provided 12 Please provide riser or isometric dram, waste and vent drawings 13 In nurseries, schools, and other similar places where plumbing fixtures are provided for the use of children under 6 years of age, water closets shall be of a size and height suitable for children's use UPC Section 409 1 14 Water closet bowls for public use shall be of the elongated type as per UPC Section 409 1 15 All water closet seats, except those within dwelling units, shall be of the open front type as per UPC, Section 409 2 2 16 Show the required floor drains in the toilet rooms containing 2 or more water closets or a combination of 1 water closet and 1 urinal, except in a dwelling unit The floor shall slope toward the floor drams, as per UPC Section 412 2 1 17 Provide notes or details noting the backflow protection of water connection to fire protection systems will be provided as per UPC, Section 603 418 Carlsbad O52092 June 19, 2OO5 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 18 Detail the required roof access ladder to the roof mounted HVAC equipment UMC Section 910 19 Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 & UPC 807 2 20 Detail the access and working clearances to HVAC equipment UMC Section 903 21 Show the required access clearances for the FAU-1 4 and FAU-1 5 in the electrical service room Obtain approval from SDG&E allowing the FAU's and Phone panel in the electrical service room 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 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2001 edition of California Building Code, Title 24 Per Section 1011711, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities NOTE All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24 • SIGNAGE 1 Per Section 1003 2861, tactile exit signs shall be required at the following locations a) Wherever basic UBC provisions require exit signs from a room or area to a corridor or hallway The tactile exit sign shall have the words, "EXIT ROUTE" b) Each grade-level exit door The tactile exit sign shall have the word, "EXIT" c) Each exit door that leads directly to a grade-level exterior exit by means of a stairway or ramp The tactile exit sign shall have the following words as appropriate i) "EXIT STAIR DOWN " n) "EXIT RAMP DOWN " in) "EXIT STAIR UP " iv) "EXIT RAMP UP " Carlsbad 052O92 June 19,20O5 d) Each exit door that leads directly to a grade-level exterior exit by means of an exit enclosure or an exit passageway The tactile exit sign shall have the words, "EXIT ROUTE" e) Each exit door through a horizontal exit The tactile exit sign shall have the words, "TO EXIT" 2 Tactile stair level identification signs (complying with Section 1117B 5 1) shall be located at each floor level landing in all enclosed stairways in buildings two or more stones in height to identify the floor level At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level Section 1003 3 3131 3 Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille Section 1117B 5 4 Provide a note on the plans stating that the signage requirements of Section 1117B5will be satisfied Carlsbad 052092 June 19, 2005 JURISDICTION Carlsbad VALUATION AND PLAN CHECK FEE PLAN CHECK NO 052O92 PREPARED BY Abe Doliente DATE June 19, 20O5 BUILDING ADDRESS 1340 Poinsettia Lane BUILDING OCCUPANCY A-3/E-3 TYPE OF CONSTRUCTION V-N BUILDING PORTION Children's Minis Ext Covered Area Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 20035 3264 20035 23299 cb Valuation Multiplier JGrOQ 1300 420 260 By Ordinance Reg Mod •H-TU?1 1 -/ - VALUE ($) J-, / <~v— ^ I 1.011 1'. 42,432 84,147 60,577 -.1,709,846 / " " 7 ' «"S Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review Q Repetitive Fee Repeats Complete Review D Other i-i Hourly Structural Only Hour* Esgil Plan Review Fee $4,511 91 $2,932 74 $2,526 67 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works — Engineering DATE BUILDING ADDRESS PROJECT DESCRIPTION £ ASSESSOR'S PARCEL NUMBER BUILDING PLANCHECK CHECKLIST PLANCHECKNO EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please see^tte attached report of deficiencies marked withrD >Make 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 FOR OFFICIAL USE ONLY ING AUTHORIZATION TO ISSUE BUILDING PERMIT' Date I ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [J Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON _ Taniya Barrows _ City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2773 _ CFD INFORMATION Parcel Map No _ Lots Recordation Carlsbad Tract A-4 venue - Carlsbad, CA 920OS&7314 - (760) 6O2-2720 • FAX (760) 602*^82 BUILDING PLANCHECK CHECKLIST SITE PLAN 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines (show all dimensions) E Easements 2 Show on site plan Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water 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 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. F \BUILDINC PLANCHECK CKLST FORM doc ^ ST 2ND BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not compl with the following Engineering Conditions of approval for Project No O D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15.000 . 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 %" 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 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 $ 75.000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ,ST ND2 D ,RD D ODD checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ 360 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit D D D D D Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy D a GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 1516 060 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill import, export and remedial) This information must be included on the plans. 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F BUILDING PLANCHECK CKLST FORM doc 1ST D D NO2 D RD3 D D D D D BUILDING PLANCHECK CHECKLIST 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for D D D D D D D INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first X^fc " FOB Lj'.H V*. C&\a*\a&l 11 £_n;Required fees are attached - QMt,ai p^-do^aU Uft^fe- i" \3 No fees required ' WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service F \BUILDING PLANCHECK CKLST FORM doc ST jRD D D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled T, and potable water is typically a circled "W The irrigation service should look like STA1+00 Install 2" service and 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, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 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 F \BUILOING PLANCHECK CKLST FORM doc ,.ST 2ND 3RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future n D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments: F \BUILOING PLANCHECK CKLST FORM doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal I L\AAddress Prepared by.Date _ Bldg Permit No Checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use Types of Use Sq Ft /Units Sq Ft /Units Z603£ EDU's APT CALCULATIONS. List types and square footages for all uses Types of (Js<L/n&(/% ^^<p Sq Ft /Units ^0 O $£~ Types of Use Sq Ft /Units EDU's ADT's ADT's FEES REQUIRED: WITHIN CFD $-YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO Q~l PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X. NO UNITS #T 2 TRAFFIC IMPACT FEE ADT's/UNITS X BRIDGE AND THOROUGHFARE FEE (DIST #1 X- nD 4 FACILITIES MANAGEMENT FEE UNIT/SQ FT D 5 SEWER FEE EDU's /' ZONE X FEE/SO FT /UNIT X FEE/EDU /^7 ' BENEFIT AREA EDU's / 33 D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA_ ACRES D 8 POTABLE WATER FEES UNITS CODE FEE/EDU =$. HIGH. X FEE/AC /LOW =$_ IRRIGATION 1 of 2 F \FEE CALCULATION WORKSHEET doc Rev 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9 RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES* $ *NOTE This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits o \ V o -0 \ "j^ •o o \ > < 2 of 2 F \FEE CALCULATION WORKSHEET doc Rev 7/14/00 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR PROJECT ID, 1st */ I/ *x •^ •X w^ W n/L M/A 2nd * , 1- 2 3. 4 5 6. 7 8 9 LOTS REQUESTED FOR RELEASE N/A * NOT APPLICABLE V = COMPLETE 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 orbldg 814" 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 lots for release shall accompany subsequent partial releases). 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 stall subject to all normal City requirements required pursuant to the building permit process | Partial release of the site is denied for the following reasons: ^svt a Jisr\ Project Inspector Date /*. Ccpstmcaon Vanager Date IOO NOIW3JSNIM3 WV II OI HHJ, 9002-^0-03(1 Hofmon Planning Associates RECEIVEDPlanning Fiscal Services Environmental FEB17200B February 1,2006 ENGINEERINGy DEPARTMENT David Rick City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 SUBJECT Clarification on Building Usage for Purposes of Calculating the Traffic Impact Fee ("TIF") and the Bridge and Thoroughfare District ("BTD") fee for North Coast Calvary Chapel Dear David As you know, the approved North Coast Calvary Chapel's new campus has many uses related to the overall church The primary use for the Children's Ministry building is for children and youth ministries The secondary use is for a Pre-school The TIF and BTD fees are both based on Average Daily Trips (ADTs). The ADT generation rate for a Pre- school is substantially higher than it is for a church use For this reason, I want to clarify the breakdown of our Pre-school use within our overall church for purposes of calculating the traffic fees The Pre-school will be located within our Children's Ministries Building The building is 20,035 square feet in size The actual Pre-school takes up only 5,034 square feet of this building leaving 15,001 square feet as church use Therefore, for purposes of calculating the TIF and BTD fees for this building, 1 am requesting that the fees be based on 5,034 square feet for the Pre-school and 15,001 square feet for church use Thank you for your consideration. We look forward to your response Sincerely, Bill Hofinan 5900 Pasteur Court • Suite 150 • Carlsbad • CA 92008 • (760)438-1465 • Fax (760)438-2443 From- Mike Peterson To: David Rick Date. 05/03/2006 8 46 24 AM Subject Re North Coast Calvary Chapel building permit The Building Department will extend building permits numbered CB05-2091, CB05-2092 and CB05-2093 untilJuly31,2006 Michael Peterson Sr Building Inspector 1635 Faraday Ave Carlsbad CA 92008 Phone (760) 602-2721 FAX (760) 602-8558 mpete@ci carlsbad ca us >» David Rick 05/02/06 10 32 AM >» Jack Shubm, applicant for the North Coast Calvary Chapel Church to be locate at the northeast corner of Aviara Parkway and Pomsettia Lane, is requesting an extension of his building permit which expires in June 2006 The applicant was diligently pursuing completion of quitclaiming several easements that needed to be quitclaimed prior to the parcel map approval We had tentatively scheduled the quitclaims before City Council on May 9th when, after completing draft agenda bills and resolutions for City Council, it was discovered, by our staff, that the easements would have to be apprasied and the City would have to be compensated based on the appraised value prior to scheduling before City Council The additional time it will take to complete these tasks will stretch beyond the building plancheck expiration date This task needs to be completed and the City Council needs to act on the quitclaims before Engineering will release the building permits for approval Therefore, any extension of time to the building permit expiration would be apprecetiated by the applicant CC Jack Shubm -r W o .53 JB .2m ra reQ Q Q J J 00 c c cco eg jg O_ D_ CL D D D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB 05-2092 Planner Van Lynch APN 215-070-36-00 Address 1340 Poinsettia Lane Phone (760) 602-4613 Type of Project & Use Church - children ministries bldg_ Net Project Density N/A DU/AC Zoning R-1-7,500 General Plan RLM Facilities Management Zone 20 CFD (in/out) #_Date of participation 5/7/91 Remaining net dev acres _ 45 ac Circle One (For non-residential development Type of land used created by this permit Church ) Legend Item Complete Environmental Review Required* DATE OF COMPLETION I I Item Incomplete - Needs your action YES NO TYPE MNP Compliance with conditions of approval7 If not, state conditions which require action Conditions of Approval TYPE CUP/SDP/HDP/CDP04-03 DATE November 17, 2004 Discretionary Action Required YES __X_ NO _ APPROVAL/RESO NO 5789/5788/5790/5791 PROJECT NO 04-05/04-02/04-01/04-03 OTHER RELATED CASES GPA 04-1 6/ZC 04-12/LCPA 04-1 2/MS 04-02 Compliance with conditions or approval7 If not, state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone7 YES_X__ NO CA Coastal Commission Authority7 YES If California Coastal Commission Authority 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed7 YES If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # NO_X Contact them at - 7575 Metropolitan Drive, Suite NO Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed I I Inclusionary Housing Fee required: YES NO _X_ (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed7 YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Site Plan. H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 * • • r n 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor's parcel number D D D D n n n n n n n Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES NO X 2 Project complies YES NO Zoning 1 Setbacks Per SDP and CUP 2 3 Front Interior Side Street Side Rear Top of slope Accessory structure Front Interior Side Street Side Rear Structure separation Lot Coverage Required Required Required Required Required setbacks N/A Required Required Required Required Required Required < 40% Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 6% 4 Height per plan Required Shown Spaces Required 594 Shown 8425 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments / 6ft#}> 0-lt- OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 From Jack <jack@northcoastcalvary org> To "Van Lynch" <Vlync@ci carlsbad ca us> Date 03/07/2006 12 32 35 PM Subject Re Daycare Van, Your statements are correct 5034 square feet is the actual class room space that is planned to be used by the daily daycare \ \ r~—Jack . fckA0"" On Mar 7, 2006, at 10 38 AM, Van Lynch wrote ^ > Jack Building also has a question along the lines of engineering for '"7 ^ I \ *- \ > fee calculation Is the daycare a business that is going to be run on ^> ' > a daily basis (commercial enterprize) and only be 5034 square feet in > size7 I assume the rest of the building will be for Church use only > and not part of the daily daycare business9 Please let me know if the > above statements are correct or if they need clarification or > modification > > Thanks, Van CC "Mike Peterson" <Mpete@ci carlsbad ca us> Carlsbad Fire Department Plan Review Requirements Category COMMIND , COMM Date of Report 06-23-2005 Reviewed by Name CALVARY CHAPEL NO COAST Address 7188 AVENEDA ENCINAS CARLSBAD CA 92009 Permit # CB052092 Job Name N COAST CALVARY CHAPEL BLDG B Job Address 1 340 POINSETTIA LN CB AD 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 Cond CON0000519 APPROVED 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 Entry 06/23/2005 By GLR Action AP APPROVED INLAND ENGINEERING & CONSULTING, INC. Structural & Civil Engineenng 4883 EAST LA PALM A AVENUE - SUITE 501-A ANAHEIM, CA 92807 Tel (714) 777-7700 FAX (714) 777-7773 SHT # [. OF JOB# ^ DATE STRUCTURAL CALCULATIONS PREPARED FOR PROJECT C_A P- (- * * *o., ^ ^ -\I- o -. - - 'ml••- , -f -- "..? I-I.. L ^—I -,+^,. _ , -^ II INLAND ENGINEERING DATs BY SUBJECT SHEET NO CHKD JOB NO GENERAL INFORMATION: BUILDING CODE: 2001 CBC MATERIAL PROPERTIES LUMBER: (STRUC. LUMBER DOUGLAS FIR LARCH) GRADE Fb Ft Fv E 2x AND 4x JOIST AND BEAM No. 2 875 575 95 1.6x10% No. 1 1000 575 95 1.7x10% SELECT 1450 575 95 1.9x10% 6x BEAMS & THICKER :....~No. 1 1350 675 85 1.6x10% 6x POSTS -No. 1 1350 825 85 1.6x10% GLU-LAMINATED BEAMS 24-F-V4 2400 1100 165 1.8x10% PSL-PARALLAM OR EQ 2800 1850 285 2.0x10% CONG.: fc wt. SLAB ON GRADE 2500 psi ISOpcf FOOTING 2500 psi ISOpcf MASONRY: CONC. BLOCK 1500 psi REINF. STEEL: # 4 BAR AND SMALLER GR.40. #5 BAR AND LARGER GR.60. STRUC STEEL: STRUC. PLATES Fy = 36ksi PIPE COLS Fy = 35ksi STL TUBES Fy = 46ksi Fc 1300 1300 1300 925 1000 1600 2700 NLAND ENGINEERING )ATE JY SUBJECT CHKO SHEET NO JOB NO LOADS: SLOPED ROOF LOADS: RF'G SHTG RR C.J CLG.&INSUL SPRINKLER MISC D.L LL TOTAL LOAD FLOOR LOADS: P.S F. P.S.F. P.S F F.F Vfe.l SHT'G z., FJ 3-< CLG&INSUL 3., SPRINKLER /. MISC _£_. D.L 24.. LL /.ef.e P.S.F. TOTAL LOAD.. DECK LOADS: DECK'G 14. .<? SHT'G Z ^ D.J 3.£> CLG&INSUL 2.<s> SPRINKLER ^.^ D.L 24.0 P.S F. LL log .* P.S.F. FLAT ROOF LOAD: RF'G £ ^ SHT'G / *Z~ R.R -f .^ CLG.&INSUL 3 & SPRINKLER / .£- MISC . D.L /£.£> P.S.F. LL gg>. e» p.S.F. TOTAL LOAD 3&». ^ P.S.F. BALCONY LOADS: FF. SHT'G FJ CLG& INSULT SPRINKLER Ml LL TOTAL LOAD. EXT. WALLS: 7/8" STUCCO.. 2x4 STUDS DRYWALL MISC DL P.S.F. P.S.F. . 5- / . INT. WALLS: D.L P.S.F. P.S.F. O l..'fis(| o NLAND ENGINEERING SUBJECT JY CHKD SHEET NO JOB NO -* i>f*t - 15 V* -p> *j~ •» fci! J * U s W V t'i. f j'7 2 $7 i/v i 0- 12.. u ^ S1 - u < i st. SY CHKD. UNO SUBJECT SHEET NO 5"" Sib I ' f\ 4', 1 / r C Vz.) •s»r 7.5 I /*? J,7-3 _ir**> -t .>/' :;£ y&l n'f INLAND ENGINEERING 4883 E. LA PALMA STE 501-A ANAHEIM, CA. 92807 Tltte . NORTH COAST CALVARY Dsgor Date. Description. Scope- Job* 05828 Use' KW-06C6198 Vei 5 5 0 1 Dec 2003c)19£3 2003 EfJERCAiC Engineering Softvrart-General Timber Beam Description BM 8 ; Genera! Information Code Ref 1997/2001 NDS, 2000/2003IBC, 2003 NFPA 5000 Base allowables are user defined Secbon Name Prilro: 5.25x16 0 Beam Width 5.250 in Beam Depth 16 000 in Member Type Manuf/So Pine Bm Wt Added to Loads Load Our Factor 1 250 Beam End Forty Pin-Pm Wood Density 40 000 pcf Center Span 2500ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parattam 2.0E Fb Base Allow 2,900 0 psi Fv Allow 2900psi Fc Allow 6500psi E 2,000 Oka Lu Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 8000*/ft#m ' #/ft — • J.T- T*' LL LL LL 6400 ft/ft#m Mt | Point Loads Dead Load 7360 IDS Live Load 920 0 Ibs distance 7 500 ft ~- ' . - .".1M*1 Summary -- ••• vi :.-•-<. u- -••-.» .;. ,^ Span= 25 00ft. Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max ©Right Support Max Mallow fb 1,365 69 psi Fb 3,625 00 psi 7360tos Ibs 9200 Ibs Ibs Ibs Ibs IDS Ibs -•• J-: ' * - "*' Kfnamm^mmIbs DS Ibs fcs 17500ft 0000ft 0000ft 0000ft 0000ft 0.000ft 5250m x Depth = 16 in, Ends are Pin-Pin 0377 1 25 5 k-ft Maximum Shear * 67 7 k-ft 25 49 k-ft at 12500ft 000 k-ft at 0000ft 000 k-ft 000 k-ft 67 67 Reactions fv 63 04 psi Left DL Fv 362 50 psi Right DL Allowable Shear Camber 203 k £03 k 1 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 53 k 305 k 375k 375k OOOOn 0655n OOOOn 375k 375k Deflections Center Span... Deflection Location -.Length/Deft Camber ( using 1.5 * @ Center ©Left ©Right Dead Load -0436vi 12500ft 6875 O.L.Defl) . 0655m 0000 in 0000m Total Load -0 822 in 12500ft 36495 Left Cantilever.. Deflection Length/Defl Right Cantilever. Deflection Length/Defl Dead Load 0000m 00 0000m 00 Total Load 0000m 00 0000 m 00 INLAND ENGINEERING 4883 E. LA PALWA STE. 501-A ANAHEIM, CA 92807 5800C-S' User K.VV M06'9« Vw5$Q 1-Oee 2003 [_ .O1S63-20C3 EfJERCA^C Engineering Software Title: NORTH CQAST Dsgnn Description • Scope: Job * 05828 Date 7 General Timber Beam Description BM 8 Stress Calcs Bending Analysis Ck 19049 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Beanng @ Supports Max Left Reaction Max Right Reaction 0.000ft 0000 Max Moment 25 49 k-ft 0.00 k-ft 0 00 k-ft @ Left Support 530k 14607m2 362.50 pa 375k 375k Sxx 224 000 m3 Cl 0000 Sxx Reo'd 84 39 m3 000m3 0 00 m3 @ Right Support 530k 14 607 in2 362 50 psi Beanng Length Req'd Beanng Length Req'd Area 84 000 m2 Allowable fb 3,625 00 psi 3,625 00 psi 3,625 00 psi 1098m 1 098 in | Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = | Sketch & Diagram... , , £ >.„...»..,,*.. T«*>- 000 ft 000 ft 000 ft -->- - .-^-h,.,- - ~ . v -, TaSMa Moment 000 k-ft 000 k-ft 000 k-ft 25-40 i )> ,, 144MI "" -- ' ill 1-- - K J K iV ^L Wm\ - ' "•'' ^fl 7 '• 1" ,^^B.- ;••• ^S^ Shear Deflection 3 75 k 0 0000 in 0 00 k 0 0000 in 0 00 k 0 0000 in .^^^^Mfl^^^^^^^^^HB^^^^^^ ! •^•^•^•^•^•^^^k.•^^^^^^^^^^^•^^•^^^^^^ •^•^•^•^•^B^^^^^, INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO "JOB NO '/ 1* o , ,fv, J?i- xl »f Ar- - < 5 f' INLAND ENGINEERING 4883E. LAPALMAAVE STE 501-A ANAHEIM, CA 92807 Title • Dsgnr Description Scope Job* Date Description RIDGE BM 9 Page ~l Genera) Information Section Name 5125x18 Beam Width 5125m Beam Depth 18000m Member Type GluLam Bm Wt Added to Loads Load Our Factor 1 250 Beam End Fixity Pin-Pin Wood Density 40 000 pcf Code Ref 2001 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined | Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 3600ft ft ft 2,400 0 psi 240 0 psi 650 0 psi 1 SOOOksi Lu Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 120 00 #/ft #/ft #/ft LL LL LL 8400 #/ft #ffi #/ft Beam Design OK Span= 36 00ft, Beam Width = 5 125m x Depth = 18 in, Ends are Pm-Pm Max Stress Ratio ! Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1,61 2 98 psi Fb 2,729 63 psi Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Stress Calcs 0591 1 37 2 k-ft 63 0 k-ft 37 20 k-ft at 18000ft Maximum Shear * Allowable Shear 0 00 k-ft at 0 000 ft 000 000 6295 fv Fv Dead Load -1 227 in 18000ft 3519 Defl) 1 841 in 0 000 in 0 000 in k-ft k-ft Camber Reactions 61 83 psi 300 00 psi Total Load -1 936 in 18000ft 22320 LeftDL 262 k Right DL 2 62 k Left Cantilever. Deflection Length/Defl Right Cantilever Deflection Length/Defl 1 5 ©Lett @ Right ©Left @ Center @ Right Max Max Dead Load 0 000 in 00 0 000 m 00 57 k 277 k 413k 413k 0000 in 1841 in 0000 in 413k 413k 1 Total Load 0000 in 00 0000m 00 1 Bending Analysis Ck 19865 Le Cv 0910 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 37 20 k-ft 000 k-ft 000 k-ft @ Left Support 570k 19013m2 300 00 psi 413k 413k Sxx 276 750 m3 Cl 0 000 Sxx Rea'd 163 54 m3 000m3 0 00 m3 @ Right Support 570k 19013m2 300 00 psi Bearing Length Req'd Beanng Length Req'd Area 92 250 m2 Allowable fb 2,729 63 psi 2 729 63 psi 2,729 63 psi 1 241 in 1 241 m INLAND ENGINEERING 4883 E LAPALMAAVE. STE 501-A ANAHEIM, CA 92807 Description RIDGE BM 9 Osgnr Descnption "* Scope General T'n*her 6e,vr< Date Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = Snetch & Diagram 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-ft OOOk-ft Shear 413k 000k 000k Deflection 0 0000 in 00000m 0 0000 in »7 7 ijs ». 70 14 ?i 17 3^ .l'« ;•' 16 1877 3238 300 I- »!- »!• l if ^877 3238 380 INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO >\ JOB NO jg V j11 5 •»- \\ ' f Pu * 1 2o , uu. r V) us X » txf x INLAND ENGINEERING 4883 E LAPALMAAVE. STE 501-A ANAHEIM, CA. 92807 Title Dsgnr Description Scope Job* Date- Descript'on RIDGE BM 14 ^--'="r" !Page 1 V »}«cv C«lcul«ionf Genera! information Section Name 5 125x21 Beam Width 5 125 in Beam Depth 21 000 in Member Type GluLam Bm Wt Added to Loads Load Dur Factor 1 250 Beam End Fixity Pm-Pm Wood Density 40 000 pcf Code Ref 2001 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir 24F - V4 Fb Base Allow Fv Allow Fc Allow E 41 00ft ft ft 2,400 0 psi 2400psi 650 0 psi 1,8000ksi Lu Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 120 00 #/ft #/ft #/ft LL LL LL 8400 #ffi #/ft #/ft ] Summary i Span= 41 00ft, Beam Width = i Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1,565 67 psi Fb 2,653 15 psi Beam Design OK 5 125m x Depth = 21 in 0590 1 49 1 k-ft 83 3 k-ft 49 15 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 8328 fv 61 48 psi Fv 300 00 psi , Ends are Pin-Pin Maximum Shear * 1 20 500 ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 307 k 307k 5 ©Left @ Right ©Left @ Center @ Right Max Max 66 k 323 k 479k 479k 0000 in 2 008 in 0000 m 479k 479k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5' @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 19 865 Le Cv 0 884 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -1 339 in 20 500 ft 3675 D L Defl ) 2 008 in 0 000 in 0 000 in Total Load -2 089 in 20 500 ft 23555 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 0000ft 0000 Max Moment 4915 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 662k 22 056 m2 300 00 psi 479k 479k Sxx 376 688 m3 Cl 0 000 Sxx Req'd 222 29 m3 0 00 m3 0 00 m3 @ Right Support 662k 22 056 m2 300 00 psi Bearing Length Req'd Bearing Length Req'd Area 107625m2 Allowable fb 2,653 15 psi 2,653 15 psi 2,653 15 psi Total 0000 in 00 0000 in 00 1 439 in 1 439 in INLAND ENGINEERING 4883 E LA PALMA AVE STE 501-A ANAHEIM, CA 92807 Title Dsgnr Description Scope • Job* Oate '3 Genera! TI Description RIDGE BM 14 Page 2 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = Sketch & Diagram 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-ft OOOk-ft Shear 479k 000k 000k Deflection 0 0000 in 00000 in 00000 in '•iiiniiaB 177 W88 410 NLAND ENGINEERING 3ATE SUBJECT Mou'tV; -1 t> /. -T SHEET NO JY CHKD JOB NO. .- (*.-(• ^ * ,3 '^ \ \ o \ o , O g, S c r u ty <: - INLAND ENGINEERING 4883 E LA PALMA STE. 501-A ANAHEIM, CA 92807 Title: NORTH COAST CALVARY Dsgnr Date Description • Job* 05828 R°J 580004 Use' KW-06Ti6196 Vc'580 1 Dec 2003id! S63-200J ENEBCAi-C Engineeri Scope. General Timber Beam Page 1 north coast catvary ecwfilrul«hoi» I Description BM 20 i General Information Code Ref 1997/2001 NDS, 2000/2003IBC. 2003 NFPA 5000 Base allowables are user defined Section Name 5 125x18 Beam Width Beam Depth Member Type Bm Wt Added to Loads LoadDur Factor Beam End Forty Wood Density 5125m 18000m GIuLam 1250 Pm-Pin 40000pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F-V4 Fb Base AHow Fv Allow Fc Allow E 3100ft ft ft 2 ,4000 pa 240 Ops 6500psi 1,8000ksi Lu Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary .. Span- 31 00ft. Beam Width = 5 Max Stress Ratio i Maximum Moment | Allowable Max Positive Moment , Max Negative Moment Max @ Left Support Max © Right Support Max Mallow fb 1,258 55 psi Fb 2,770 75 psi 120 00 #/ft #/ft #/ft 125m x Depth = 18m, 0454 1 29 0 k-ft 63 9 k-ft 29 03 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 6390 fv 55 05 psi Fv 300 00 psi LL LL LL Ends are Pm-Pin 9600 #ffi fffi*m Maximum Shear * 1 t5500ft 31 000 ft Reactions LeftDL Right DL Allowable Shear Camber 226 k 226k 5 §Left Right ©Left © Center ©Right Max Max • ' -- ^"WMMHMMM Beam Design OK 51 k 277 k 375k375k 0000m 1012m0000m 375k 375k Deflections Center Span.. Deflection Location Length/Defl Camber ( using 1.5 * D L © Center ©Left ©Right Dead Load -0675m 15500ft 551.2 Defl}.. 1012m 0000m 0000m Total Load -1 120 in 15500ft 33219 Left Cantilever.. Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total Load 0000 in 00 0000 n 00 [Stress Calcs Bending Analysis Ck 19865 Le Cv 0 924 Rb @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft Sxx 276750m3 Area 0 000 Cl 0 000 Max Moment Sxx Reo'd 29 03 k-ft 12571m3 0 00 k-ft 0 00 in3 0 00 k-ft 0 00 m3 @ Left Support @ Right Support 5 08 k 5 08 k 16928m2 16928m2 300 00 psi 300 00 psi 3 75 k Bearing Length Req'd 3 75 k Bearing Length Req'd 92.250 m2 Allowable fb 2,770 75 psi 2,770 75 psi 2,770 75 psi 1 124 in 1 124m INLAND ENGINEERING 4883 E. LA PALMA STE. 501-A ANAHEIM, CA 92807 "Rev 5300G4 User KW060oias Vc/580 1-Oec2003 iCi1S53-2003 ENERCALC Engineenng Software Description BM 20 Title: NORTH COAST CALVARV Dsgnr Date Description • Scope ~" Job* 05828 General Timber Beam Page 2 north coast calvary ecwCalcutobora I 1 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant. Location = 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-ft OOOk-ft Shear 375k 000k 000k Deflection 0.0000 n 00000 in OOOOOn . l ,, 2W 6» 921 i; S3 Kit 18 « 2169 1478ll'llli'l I I '111*111..Lo.rf.cn mi 27 SO 310 INLAND ENGINEERING 4883 E. LA PALMA STE 501-A ANAHEIM, GA. 92807 Trtte : NORTH COAST CALVARY Dsgnr: Date Descnption . Re' 560u04use. KW-0606l9o Ve'SSO I Dec 2003j id '961 2QC3 Ef'EBCAlC Engineering Sjfy- Scope. General Timber Beam Job* 05828 1-7 Page 1 Description BM 25 General Information Code Rer 1997/2001 NDS, 2000/2003IBC, 2003 NFPA 5000 Base allowables are user defined Section Name 5.125x12 Beam Width Beam Depth Member Type 5125m 12000m GluLam Bm Wt Added to Loads LoadDur Factor Beam End Fixity Wood Density 1250 Pin-Pin 40000pcf Center Span Left Cantilever Right Cantilever Douglas Rr,24F-V4 Fb Base Allow Fv Allow Fc Allow E 2300ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft 2,4000 psi 2400 psi 6500 psi 1,800 Oksi Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary ; DL DL DL 12000#/ft LL #ffi LL ' #/ft LL 9600 ft/ft Wft #/ft Beam Design OK Span= 23 00ft. Beam Width = 5 125m x Depth = 12 in. Ends are Pm-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max © Right Support Max M allow fb 1,503 67 psi Fb 2,972 83 psi 0506 1 15 4 k-ft 30 5 k-ft 15 41 k-ft at 000 k-ft at 000 k-ft 000 k-ft 3047 fv 60 15 psi Fv 300 00 psi Maximum Shear * 1 11 500ft 23 000 ft Reactions LeftDL Right DL Allowable Shear Camber 1 58 k 158k 5 ©Left © Right ©Left © Center ©Right Max Max 37 k 185 k 268k 268k 0000m 0975m 0000m 268k 268k ! Deflections Center Span... Deflection Location Length/Deft Camber (using 1.5* @ Center ©Left ©Right [Stress Calcs Bending Analysis Ck 19865 Cv 0 991 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0650m 11 500ft 4248 DL Defl) 0975m 0 000 in 0000m Le 0 000 ft Rb 0 000 Max Moment 1541 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 370k 12330tn2 30000 psi 268k 268k Total Load Left Cantilever. -1 105 in Deflection 11500ft Length/Defl 249 83 Rjgnt cantilever . Deflection Length/Deft Sxx 123000m3 Area Cl 0 000 Dead Load Total Load 0000m 0000 in 00 00 0 000 m 0 000 in 00 00 61 500 m2 i Sxx Reo'd Allowable ft) 62 21 m3 0 00 m3 000m3 @ Right Support 370k 12330m2 300 00 psi Beanng Length Req'd Bearing Length Req'd 2,972 83 psi 2,972 83 psi 2,972 83 psi 0 805 in 0805m INLAND ENGINEERING 4883 E. LA PALMA STE 501-A ANAHEIM, CA. 92807 Tifle : NORTH COAST CALVARY Dsgnn Date: Oescnptkxi: Scope: Job 105828 few 580004 Uier KW-0606198 Vet 5 80 1-Oec 2003 ici<963-2003 ENERCALC Engineying Software General Timber Beam Description BM 21 : Query Values M,V, 40 ©Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-ft 0 00 k-ft Shear 268k 000k 000k Deflection 00000 in 0 0000 m 0 0000 m , Sketch & Diagram ff:. >ATE_ 8Y SUBJECT L. & L ^ CHKD._ SHEET N0._ JOB NO. (7-1/1 ) -t 2 z , 2. ('I ) INLAND ENGINEERING 4883 E. LA PALMA STE S01-A ANAHEIM, CA 92807 Rev 580004User KW-06C6198 Ver 5 S 0 1 Dec 2003lc,19S3-2003 ENERCALC Engineering Sofr.v3is Description BM22 Titte: NORTH COAST CALVARY Dsgnr Date: Descnption Scope. Jobf 05828 General Timber Beam north coast cal General Information Code Ref 1997/2001 NDS, 2000/2003IBC. 2003 NFPA 5000 Base allowables are user defined Section Name 5 125x25.5 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density 5125m 25500m GluLam 1250 Pin-Pin 40000pcf Center Span Left Cantilever Right Cantilever Douglas Fir. 24F - V4 Fb Base Allow Fv Allow Fc Allow E 4100ft Lu ft Lu ft Lu 2,400 Opsi 240 Ops 6500 psi 1,800 Oka 000ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 208 00 #m #ffl ' #/ft LL LL LL 18200 •/ft«m #/ft Summary * Span= 41 00ft, Beam Width = 5 125m x Depth = 25 5m, Ends are Pin-Pin Beam Design OK Max Stress Ratio 0744 1 Maximum Moment 89 6 k-ft Allowable Max Positive Moment 120 4 k-ft 8958k-ft at Max Negative Moment 0 00 k-fl at Max @ Left Support Max © Right Support Max Mallow 000 k-ft 000 k-ft 12044 fb 1,935 32 psi fv 9068psi Fb 2,6021 3 psi Fv 300 00 psi Maximum Shear * 1 20500ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 501 k 501 k 5 ©Left ©Right ©Left ©Center © Right Max Max 119 k 392 k 874k 874k 0000m 1828n 0000m 874k 8.74k [ Deflections Center Span Deflection Location Length/Deft Camber (using 1.5* @ Center ©Left ©Right | Stress Calcs Bending Analysis Ck 19865 Cv 0867 @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Beanng @ Supports Max Left Reaction Max Right Reaction Dead Load -1219m 20 500 ft 4038 DL. Defl) . 1 828m 0000m 0 000 in Le 0000ft Rb 0 000 Max Moment 89 58 k-ft 000 k-ft 0 00 k-ft @ Left Support 1185k 39501 m2 300 00 psi 874k 874k Total Load Left Cantilever . -2 126 m Deflection 20 500 ft Length/Defl 23139 Right Cantilever.. Deflection Length/Defl Sxx 555 422 m3 Are Cl 0000 Sxx Req'd 41309m3 000m3 0 00 m3 © Right Support 11 85k 39 501 m2 300 00 psi Beanng Length Req'd Beanng Length Req'd | Dead Load Total Load 0000m 0000m 00 00 0 000 m 0 000 in 00 00 a 130 688 m2 Allowable fb 2,602 13 psi 2,602 13 psi 2,602 13 psi 2623m 2623m INLAND ENGINEERING 4883 E. LA PALMA STE 501-A ANAHEIM, CA 92807 Rev 580004User KW-06G6I93 VerSSO 1 -Dec 2003fcil983-2Q03 ENERCALC Engineering Software Description BM22 Title . NORTH COAST CALVARY Dsgnr Date: Descnption. Scope: i Job 005828 General Timber Beam Page 2 north coast calvary ecw Calculahons I Query Values j A Sketch fl, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Locaton = @ Left Cant Locaton = & Diagram 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-fto oo k-n Shear 874k 000k 000k Deflection 00000m 0 0000 in 00000 in Dmu* 212840 Rmax = 8 7k Vmax e W - Rmax = 8 7k Vmju e rt = 6 7k :; 77 3O88 410 NLAMD EMOIHEERINQ DATE SUBJECT -:- y;r*---- CHKP. 3£S&SSS*tm SHEET NO JOB NO 0 '^^^^* -&*. NLAMD EMOIMEERING DATE BY CHKD SUBJECT SHEET NO 2 JOB NO. o 0'2<<5J.i f //I? * t * \2 y. v >..„ INLAND ENGINEERING 4883 E. LA PALMA STE. 501-A ANAHEIM, CA. 92807 Tltte . NORTH COAST CALVARY Dsgnn Date: Descnption: Scoped Jobff 05828 Rsv 580006U«t KW-0606198 Ve'580 l-Dec2003ic|t983 2003 ENERCALC Engineering Ssftware Timber Beam & Joist Page 1 north coast calvary «cwC«lcuUbuiis I Description FLR BMS 30-38 • Ti mber Member Information Code Ref 1 997/2001 NDS, 2000/2003 IBC. 2003 NFPA 5000 Base allowables are user defined | Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status I Center Span Data Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL@x I Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable | Reactions @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL ! Deflections Center DL Defl L/Defl Rato Center LL Defl UDefl Rato Center Total Defl Location L/Defl Ratio BM 30 3 125x24 in. 3 125 m* 24000 ftj 000 Douglas Fir, 24F - I V4 psii 2,400 0 psi' 240 0 ksi 1.8000 1 000 GluLam No ft 900 */ft 248 00#m 950 oo tos Ibs ft IDS Ibs). «!.. ._ Ratio = 02516 m-k 14556 ft 450 psi psi psi psi 485.2 2,400 0 Bending OK 604 2400 Shear OK tos Ibs Ibs Ibs Ibs Ibs 1,11600 4,275 00 5,391 00 1,11600 4,275 00 5,391 00 HI -0006 19,1164 in -0022 4,9904 in -0 027 ft 4500 3,957 3 BM 33 Prilm 525«160 5250 16000 000 Truss Joist - MacMillan, 2,900 0 2900 2,000 0 1 000 Manuf/Pme No 900 60000 2,500.00 3,067 00 3,833 00 3000 0.9270 53476 382 2,387 3 2,900 0 Bending OK 2688 2900 Shear OK 5,64467 1380533 1944999 4,622 33 1252766 1714999 -0052 2,070 9 -0127 8509 -0179 4392 6031 BM 37 5 125x24 5125 24000 000 Douglas fir, 24F V4 24000 2400 1,8000 1 000 GluLam No 9.00 32400 5,000 00 4,000 00 1 500 5,000 00 4,000 00 7000 04734 23300 605 4736 2,400 0 Bending OK 1136 2400 Shear OK 6,735 78 4,222 22 1095800 6,18022 3,777 78 9,958 00 -0018 5,9548 -0011 9,899 7 -0029 4536 3,7182 BM 38 5125x24 5125 24000 000 Douglas Rr,24F- V4 2,400 02400 1,8000 1000 GluLam No 1200 32400 5,00000 4,000 00 5000 5,000 00 4,000 00 10000 06380 47236 499 9601 2,3682 Bending OK 1531 2400 Shear OK 5,694 00 3,000 00 8,69400 8,19400 5.000 00 1319400 "- -0056 2,551 7 -0034 4,2645 -0090 6048 1,5965 lr 1 •^••••••^••l i '.* V - <••-'-'" , '" V.." >!••-AA.^;•..•'.'.W;..!.!/'.'.'."1 'iV.rV^i.'-.^^^''V • v-ji«aiSfe^feV.-.-.:.^ ., ' ^^^-^a&-;;^ ATE_ Y SUBJECT CHKD -> '4 **'/* If SHEET NO JOB NO. < M*l u <_., - -• * ;> .1 .-•-•: .>'&., '-p..--j,* ^Jpr.Ksrw'.V'*' -*£•**•;,^..s%A^^.'-- .- • ING >ATE_ 9Y SUBJECT CHKO. SHEET NO -*» JOB NO. : '- J } f Cf V 5000 "' M -. •X. I ^- ij.. DATE_ JY SUBJECT CHKP. SHEET NO "• JOB NO. V INLAND ENGINEERING 4883 E LA PALM A STE 501-A ANAHEIM, CA. 92807 Rev 580006 Use- KW-Q6061SS VerSSO I Dec 2003 ic'1963-2003 ENERCAIC Engineering Sorana e Tltte NORTH COAST CALVARY Dsgnr Date- Description Scope- > Jobf05828 Timber Beam & Joist Page 1 nofi coast calvary ecw Calculatora Descnption FLR BMS 39-52 , Timber Member Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined | Timber Section BM 39 5 125x24 Beam Width in 5125 Beam Depth mj 24 000 Le Unbraced Length ft 000 Timber Grade Fb - Basic AHow psi Fv - Basic AHow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status i Center Span Data Span ft bouglasfir, 24F- V4 2,400 0 2400 (1,8000 1000 I GluLam No t. ... 2300 Dead Load #ft 165 00 Live Load #/ft Dead Load #ft Live Load #ft Start ft End ft Point #1 DL IDS 5,240 00 LL Ibs 4,000 00 @ X ft 8 000v» i Results Ratio =06386 Mmax @ Center m-k! 69718 @X= ft fb Actual psi Fb Allowable psi fv Actual psi Fv Allowable psi I Reactions @ Left End DL Ibs LL Ibs Max DL+LL Ibs ©Right End DL Ibs LL Ibs Max DL+LL Ibs i Deflections Center DL Defl m L/Defl Ratio Center LL Defl m UDefl Ratio Center Total Defl in Location ft UDefl Ratio 800 1,4170 2,2190 Bending OK 927 2400 Shear OK 5,314 89 2,608 70 7,923 59 3,720 1 1 1,391 30 5,11141 -0.288 9588 -0146 1,8967 -0433 10764 6370 BM 40 5125x24 5125 24000 000 Douglas fir, 24F- V4 2,400 0 2400 1,8000 1000 GluLam No 2450 16500 5,240 00 3,200 00 9000 06584 71429 902 1 .451 8 2,205 0 Bending OK 858 2400 Shear OK 5,336 35 2,024 49 7,36084 3,946 15 1,17551 5,121 66 -0 363 8102 -0145 2.026 5 -0508 11564 5789 HDR 41 Prilm 35x95 3500 9500 175 Truss Joist - MacMiHan, 2,900 02900 2,0000 1000 Manuf/Pme No 350 40400 1,60000 4,300 00 3,623 00 1750 09174 12001 1 75 2,2797 2,887 5 Bending OK 2660 2900 Shear OK 2,857 00 4.611 50 7,468 50 2 857 00 4,611 50 7.468 50 -0016 2,625 4 -0022 1,9106 -0038 1 750 1,1058 HDR 43 Prtlm 35x140 3500 14000 000 Truss Joist- MacMillan, 2,900 02900 2,000 0 1000 Manuf/Pine No 700 62400 1.60000 1 ,674 00 1,42600 5500 08093 19255 381 1,6841 2,900 0 Bending OK 2347 2900 Shear OK 2,542 71 5.905 57 8,448 28 3.499 28 6,720 43 1021971 -0029 2,907 5 -0061 1,3850 -0090 3556 9382 HDR 46 Prtm 525x11875 5250 11875 000 Truss Joist- MacMillan 2.9000 2900 2.000 0 1000 Manuf/Pme No 11 00 10400 54200 5500 11000 89000 3,674 50 5500 06112 21869 550 1 ,772 4 2,900 0 Bending OK 1074 2900 Shear OK 1,762.25 1.83725 3,599 50 3,252 75 1,837.25 5,090 00 -0114 1,161 3 -0120 1,0985 -0234 5588 5649 HDR 49 Prtlm 35x95 3500 9500 000 Truss Joist- MacMillan, 2.9000 2900 2.0000 1000 Manuf/Pme No 350 38400 1,80000 5.000 00 4,000 00 3000 05282 7167 234 1,3614 2,900 0 Bending OK 1532 2900 Shear OK 1.38629 3,721 43 5,10771 4,957 71 6,578 57 1153628 -0009 4,601 1 -0017 2,4234 -0026 1862 1,5888 BM 52 312S»24 3 125 24000 000 Douglas fir, 24F-v* 2.4000 2400 1.8000 1000 GluLam No |tdMMMHHB 1800 40600 577.00 06665 | 47774 900 1.5925 2,3894 Bending OK 1387 2400 Shear OK 3.65400 5.19300 8,84700 3,65400 5.19300 8.84700 * " <. **** , ' r, OK | -0148 1.4596 -0210 1.0271 -0358 9000 6029 3 Inland Engineenng, Inc SHAWN NIKJOO 05828i NORTH COAST Roof i {Mar 17.2005 at 2.11PM i north coast truss r2d Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58PM Checked By_ Global Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation Merge Tolerance (in) P-Delta Analysis Tolerance 5 97 Yes 12 0 50% Hot Rolled Steel Code Cold Formed Steel Code NDS Wood Code NDS Temperature Concrete Code AISC ASD9th AISI 99 ASD NDS 91 ASD <100F ACM 999 Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Unused Force Warnings 4 4 Rectangular Yes No f Yes Hot Rolled Steel Properties Label 1 1 A500 46 Elksi] 29000 I G [ksil 11154 Nu 3 Therm (VIES F) 65 Density[k/ftA3] 49 I YieW(ksi) 46 I Hot Rolled Steel Section Sets Label Shane Desion List Tvoe Material Desian Rules A fin21 I (90.270} h... 1 2 3 T/C B/C HR3 TU7X7X4 TU7X7X4 TU6X6X4 Tube Tube Tube Beam Beam VBrace A500 46 A500 46 A500 46 Typical Typical Typical 659 659 559 494 494 303 (0.180) pn4] 494 494 303 Member Primary Data Label Uoint J Joint Rotate(dea) Section/Shane Desian List Tvoe Material Desian Rules 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 M1 M2 M3 M4 MS M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 M18 N2 N2 N3 N4 N1 N2 N7 N6 N9 N8 N11 N10 N3 N12 N13 N14 N15 N16 N1 N3 N4 N5 N5 N7 N6 N9 N8 N11 N10 N12 N12 N13 N14 N15 N16 N17 HR3 T/C T/C HR3 B/C HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube VBrace Beam Beam VBrace Beam VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 Tvpical Typical Typical Tvpical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical RISA-2D Version 60 [C \RISA\north coast truss r2d]Pagel Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By Member Primary Data (Continued) Label I Joint J Joint Rotatefdeo.) Section/Shane Desian List Tvoe Matenal Desion Rules 19 20 M19 M20 N17 N18 r N18 N4 HR3 HR3 Tube Tube VBrace VBrace A500 46 A500 46 Typical Typical Joint Coordinates and Temperatures Label Xtffl Ytffl TemofR1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 0 0 21 42 42 3 3 9 9 15 15 21 27 27 33 33 39 39 0 3 983 3 0 4 0 6 0 787 0 0 787 0 6 0 4 0 0 0 0 , 0• o 0 0 0 0 0 0 0 0 0 0 0 0 0 Joint Boundary Conditions Joint Label Xfk/inl YrWinl Rotationfk-ft/radl 1 2 N1 N5 Reaction Reaction Reaction Hot Rolled Steel Design Parameters 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 HR3 T/C T/C HR3 B/C HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 3 22083 22083 3 42 4243 4 7211 6 8485 787 9896 983 9896 787 8485 6 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment LSegment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment RISA-2D Version 60 [C \RISA\north coast truss r2dj Page 2 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By Hot Rolled Steel Design Parameters (Continued) Label Shaoe 18 19 20 M18 M19 M20 HR3 HR3 HR3 LenotMftl Lb-outfftl Lb-mfftl LcomDtoDf..LcomDbot[... K-out K-m Cm Cb Out s... In swav 7211 4 4243 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Joint Loads and Enforced Displacements (BLC1: PL) Joint Label L.D.M Direction Maanrtuderk.k-ft m.rad k*s*2ffi! 1 2 3 4 5 6 7 8 9 N2 N6 N8 N10 N3 N13 N15 N17 N4 L L L L L L L L L Y Y Y Y Y Y Y Y Y -35 -35 -35 -35 -35 -35 -35 -35 -35 Joint Loads and Enforced Displacements (BLC 2: LL) Joint Label L.D.M Direction Maanitudefk.k-ft in.rad K*s*2ffll1 2 3 4 5 6 7 8 9 N2 N6 N8 N10 N3 N13 N15 N17 N4 L L L L L L L L L Y Y Y Y Y Y Y Y Y -29 -29 -29 -29 -29 -29 -29 -29 -29 Joint Loads and Enforced Displacements (BLC 3: LAT) [T Joint Label L.D.M Direction Magmtude[k,k-ft m.rad k*s*2/ft] 67 IN1 Basic Load Cases BLC Descnotion Cateaoiv X Gravity YGravrtv Joint Point Distributed 1 2 3 DL LL LAT DL LL EL -1 9 9 1 2 2 Load Combinations Descnotion Sol...PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 2 DL+LL DL+LL+LAT Yes Yes DL DL 1 1 LL LL 1 1 EL 1 RISA-2D Version 60 [C \RISA\north coast truss r2d] Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58PM Checked By _ Joint Deflections (By Combination) LC Joint Label Xfinl Yfinl Rotation fradl 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 0 -062 031 125 063 195 0 .2 009 ' 043 02 031 019 042 -137 053 -133 062 0 -008 -429 -008 0 037 039 -25 -247 -429 -428 -435 -429 -428 -25 -247 037 039 1 898e-3 1 1736-3 0 -1 173e-3 -1 898e-3 -4 878e-3 -1 034e-3 -2 555e-3 -3814e-3 - -66e-4 -1 078e-3 0 66e-4 1 078e-3 2 555e-3 3 814e-3 4 878e-3 1 034e-3 Joint Reactions (By Combination) LC Joint Label Xfkl Ylkl MZ[k-ftl 1 2 3 4 2 2 . 2 2 N1 N5 Totals COG (ft) -67 0 -67 X 21 30824 30824 61648 Y 5562 0 0 Member Section Forces LC Member Label Sec Axialfkl Shearfkl Momenttk-ffl 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2 2 2 2 2 M1 M2 M3 M4 M5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 37009 37023 37038 37052 37066 30334 30296 30258 28239 28201 28201 28239 30258 30296 30334 37009 37023 37038 37052 37066 -1 201 -1 201 -1201 -1201 -1201 -1 201 1372 1 254 1 137 -1 009 -1 127 1 127 1 009 -1 137 -1254 -1 372 1 201 1 201 1201 1201 1201 -6242 -3276 -2375 -1 475 -574 326 11 091 3842 -2758 -3521 2373 2373 -3521 -2758 3842 11 091 3276 2375 1 475 574 -326 326 RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 4 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17. 2005 1 58 PM 5 -, Checked By */ Member Section Forces (Continued) LC Member Label Sec Axialfkl Shearfkl Momentfk-ftl 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 2 2 2 2 2 2 2 2 2 2 M6 . M7 M8 M9 M10 M11 M12 M13 M14 M15 2 3 4 5 1 . 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 _ 3 4 5 1 2 3 4 -2945 -29134 -2945 -1201 -33336 -33 322 -33 307 -33 293 -33 279 8777 8758 8739 872 8701 .-4918 '-4899 -488 -4861 -4842 6495 6467 6438 641 6381 74 768 797 825 854 1 258 1 221 1 183 1 146 1 108 3381 3418 3455 3493 353 -8902 -8855 -8809 -8762 _| -8715 353 3493 3455 3418 3381 1 108 1 146 1 183 1221 255 -1418 -255 6242 -5161 -5176 -519 -5204 -5218 4377 4377 4377 4377 4377 -513 -542 -57 -599 -627 -1027 -1027 -1 027 -1027 -1 027 713 685 656 628 599 -712 -712 -712 -712 -712 -103 -132 -16 -189 -217 0 0 0 L_ 0 0 217 189 16 132 103 712 712 712 712 ^211 2332 -4211 326 -7815 -2333 3164 8676 14204 - 14617 • 10241 5864 1488 -2889 -2889 -1938 -935 119 1224 -4362 -2821 -1 28 261 1 802 1 802 32 -1 102 -2464 -3765 -3125 -1 725 -324 1076 2476 -1 106 -815 -454 -022 48 0 0 0 0 0 48 -022 -454 -815 -1 106 2476 1076 -324 -1725 RISA-2D Version 60 [C \RISA\north coast truss r2d]PageS Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By Member Section Forces (Continued) LC Member Label Sec Axialfkl Shearfkl Momentfk-ftl 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 2 2 2 2 2 • M16 M17 M18 t M19 M20 5 1 2 3 4 5 ' 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1258 854 825 797 768 74 6381 641 6438 6467 6495 -4842 -4861 -488 -4899 ,-4918 8701 872 8739 8758 8777 -33 279 -33 293 -33 307 -33 322 -33 336 712 -599 -628 -656 -685 -713 1 027 1027 1027 1027 1027 627 599 57 542 513 -4377 -4377 -4377 -4377 -4377 5218 5204 519 5176 5161 -3125 -3765 -2464 -1 102 32 1802 1802 261 -128 -2821 ' -4362 1224 119 -935 -1938 -2889 -2889 1488 5864 10241 14617 14204 8676 3164 -2333 -7815 Member Section Stresses LC Member Label Sec Axiallkstl Shearfksil TOD Bendmalksil Bot BendinaDtsn 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 2 2 2 2 M1 M2 M3 M4 M5 1 2 3 4 5 1 2 3 4 5 1 2 L_ 3 4 5 1 2 3 4 5 1 2 6621 6623 6626 6628 6631 4603 4597 4591 4285 4279 4279 4285 4591 4597 4603 6621 6623 6626 6628 6631 -182 -4469 -4 -4 -4 -4 -4 392 358 325 -288 -322 322 288 -325 -358 -392 4 4 .4 4 4 -1783 073 3892 2822 1 752 682 -388 -9429 -3266 2345 2993 -2018 -2018 2993 2345 -3266 -9429 -3892 -2822 -1752 -682 388 -277 358 -3892 -2822 -1752 -682 388 9429 3266 -2345 -2993 2018 2018 -2993 -2345 3266 9429 3892 2822 1752 682 -388 277 -358 RISA-2D Version 60 [C \RISA\north coast truss r2d]PageG Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM ,,_ Checked By -*7 Member Section Stresses (Continued) LC Member Label Sec Axialfksil Shearfksil Too BendinaFksil Bot Bendinalksil 23 24 25 26 27 ?8 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 2 2 2 2 2 2 2 2 2 2 M6 M7 M8 M9 M10 t M11 M12 M13 M14 M15 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 -4421 -4469 -182 -5963 -5961 -5958 -5956 -5953 157 1567 1 563 1 56 1 556 -88 -876 -873 I -87 -866 1 162 1 157 1 152 1 147 1 142 132 137 143 148 153 225 218 212 205 198 605 611 618 625 632 -1592 -1 584 -1 576 -1567 -1 559 632 625 618 611 605 198 205 212 218 225 -405 -073 1 783 -172 -1 725 -173 -1735 -1739 1459 1459 1 459 1459 1 459 -171 -181 -19 -.2 -209 -342 -342 -342 -342 -.342 238 228 219 209 2 -237 -237 -237 -237 -237 -034 -044 -053 -063 -072 0 0 0 0 0 072 063 053 044 034 237 237 237 237 237 -1 983 358 -277 9285 2772 -3759 -10309 -16 876 -17367 -12 167 -6967 -1767 3432 3432 2302 1 111 -141 -1455 5182 3351 1521 -31 -2141 -2141 -38 1 31 2927 4473 3713 2049 385 -1278 -2942 1314 969 539 026 -571 0 0 0 0 0 -571 026 539 969 1 314 -2942 -1 278 385 2049 3713 1 983 -358 277 -9285 -2772 3759 10309 16876 17367 12167 6967 1767 -3432 -3432 -2302 -1 111 141 1455 -5182 -3351 -1 521 31 2141 2141 38 -131 -2927 -4473 -3713 -2049 -385 1278 2942 -1314 -969 -539 -026 571 0 0 0 0 0 571 -026 -539 -969 -1 314 2942 1 278 -385 -2049 -3713 RISA-2D Version 6 0 [CARISA\north coast truss r2d]Page 7 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17,2005 1.58PM .. Checked By_Zfl Member Section Stresses {Continued) \r. Member Label Sec AxialTksil Shearfksfl TOD BendinaFksil Bot Bendinalksil 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 2 2 2 2 2 M16 M17 M18 M19 M20 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 153 148 143 137 132 1 142 1 147 1 152 1 157 1 162 -866 -87 -873 -876 -88 1 556 ' 156 1 563 1 567 157 -5953 -5956 -5958 -5961 -5963 -2 -209 -219 -228 -238 342 342 342 342 342 209 2 19 181 171 -1459 -1459 -1459 -1 459 -1 459 1 739 1735 1 73 1 725 1 72 4473 2927 131 -38 -2141 -2141 -31 1 521 3351 5182 -1455 -141 1 111 2302 3432 3432 -1767 -6967 -12 167 -17 367 -16 876 -10309 -3759 2772 9285 -4473 -2927 -131 38 2141 2141 31 -1521 -3351 -5182 - 1455 141 -1 111 -2302 -3432 -3432 1767 6967 12167 17367 16876 10309 3759 -2772 -9285 Member Section Deflections (By Combination) LC Member Label Sec xfinl vhnl frrtL/v Ratio 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2 2 2 2 2 M1 M2 M3 M4 M5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 008 006 004 002 0 -062 -072 -083 -093 -103 162 153 142 132 121 008 006 004 002 0 0 012 031 -062 -05 -034 -017 0 011 -072 -298 -426 -417 -398 -407 -279 -052 031 125 112 097 08 063 0 -31 -435 NC NC NC NC NC NC NC 2786636 2288 745 NC NC 2288 745 2786 628 NC NC NC NC NC NC NC NC 1621353 1158465 RISA-2D Version 60 [C \RISA\north coast truss r2d]PageS Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17. 2005 1 58 PM .4, Checked By_2_L Member Section Deflections (By Combination) (Continued) 1C Member Label Sec x finl v finl (rrt Uv Ratio 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 2 2 2 2 2 2 2 2 2 2 2 M6 M7 M8 , M9 M10 M11 M12 M13 M14 M15 M16 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 051 063 -038 -035 -033 -03 -028 039 039 038 037 037 142 143 143 ' 144 145 -247 -248 -248 -249 -25 318 318 318 318 317 -428 -429 -429 -429 -429 368 367 366 366 365 429 43 432 433 435 -327 -328 -328 -329 -329 429 429 429 429 428 -273 -31 0 -05 -026 003 025 028 0 -027 -075 -134 -195 139 042 -042 -121 -2 -009 -069 -116 -157 -2 -036 -107 -181 -246 -289 -02 -035 -037 -036 -043 -226 -239 -243 -241 -239 031 031 031 031 031 -289 -291 -293 -289 -276 019 027 026 028 042 -333 1623353 NC 655 527 946 022 2052 107 NC NC NC 176637 644403 360002 246 023 NC 7183851 7374 592 NC NC NC 6048 794 6357 312 NC NC NC NC 5315702 4977 342 NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC 4123731 NC RISA-2D Version 60 [C \RISA\north coast truss r2d] Company Designer Job Number Inland Engineering, Inc. N NIKJOOSHAWN 05828 NORTH COAST Mar 17,2005 1 58 PM Checked By T Member Section Deflections (By Combination) (Continued) LC Member Label Sec x full v finl In) L/v Ratio 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 2 2 2 2 M17 M18 M19 M20 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 -273 -273 -273 -274 25 249 248 248 247 -093 -092 -091 -091 -09 -037 ' -037 -038 -039 -039 072 075 077 08 082 -29 -226 -151 -08 -137 -094 -053 -006 053 -235 -156 -077 007 104 -133 -071 -012 035 062 -016 -019 -041 -07 -094 4977 342 5315702 NC NC NC NC 6357 312 6048794 NC NC NC 7374 592 7183851 NC 246023 360002 644403 176637 NC NC NC 2052 107 946022 655 527 Member ASP Steel Code Checks (By Combination) LC Member Shane DC Max LocFftl Shear UC Locfftl Fafksil FUksil FWksil Cb Cm Eon 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 M18 M19 M20 TU6X6X4 TU7X7X4 TU7X7X4 TU6X6X4 TU7X7X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 368 541 541 368 649 772 629 145 213 153 130 065 058 065 130 153 213 145 629 772 0 0 22083 0 38938 4243 0 0 0 L8j*85 0 0 0 9896 787 0 6 7211 4 0 022 021 021 022 098 095 079 011 019 013 013 004 000 004 013 013 019 011 079 095 0 0 22083 0 39375 4243 0 7211 0 0 0 9896 0 0 0 8485 0 0 0 0 26513 19884 19884 26513 25505 2594 26057 24313 25019 23511 23906 22556 22602 22556 23906 23511 25019 24313 26057 2594 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 1858 1 539 23 1858 173 23 1 969 2249 2235 23 23 2263 175 2263 23 23 2235 2249 1 969 23 56 85 85 56 85 85 521 85 435 85 283 85 6 85 283 85 435 85 521 85 H1-2 H1-1 H1-1 H1-2 H2-1 H2-1 H1-2 H2-1 H1-2 H1-2 H1-2 H1-2 H2-1 H1-2 H1-2 H1-2 H1-2 H2-1 H1-2 H2-1 RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 10 EL. Inland Engineering, Inc SN 05828 NORTH COAST Mar 29,2005 at 11:06 AM TR-Zi2d Company Inland Engineering, Inc. Designer SN Job Number 05828 NORTH COAST Checked By f f" Global Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation Merge Tolerance (in) P-Delta Analysis Tolerance 3 99 Yes 12 050% Hot Rolled Steel Code Cold Formed Steel Code NDS Wood Code NDS Temperature Concrete Code AISC ASD9th AISI 99 ASD NDS 91 ASD <100F AC1 1999 Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Unused Force Warnings 4 4 Rectangular Yes No Yes Hot Rolled Steel Properties I 1 Label A500 46 E[ksi] I 29000 I G[ksi] 11154 Nu 3 Therm (VIES F) I 65 Densrty[WttA3] 49 I Yieldfksil 46 I Hot Rolled Steel Section Sets Label Shane Desian List Tvoe Material Desian Rules A Iin21 I (90.27m h... 1 2 3 T/C B/C WEB TU4X4X4 TU4X4X4 TU3X3X4 Tube Tube Tube Beam Beam VBrace A500 46 A500 46 A500 46 Typical Typical Typical 359 359 259 822 822 316 (0.180) [in4] 822 822 316 Member Primary Data Label (Joint J Joint RotateWecrt Section/Share Desian List Tvoe Material Desian Rules 1 2 3 4 5 6 7 8 9 10 11 12 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 N1 N2 N3 N4 N5 N6 N7 N8 N8 N9 N10 N11 N2 N3 N1 N5 N6 N7 N8 N2 N9 N10 N11 N12 T/C T/C B/C WEB WEB WEB WEB WEB WEB WEB WEB WEB Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Beam Beam Beam VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Joint Coordinates and Temperatures Label XFffl Yfffl Tsmnm 1 2 N1 N2 0 15 0 5 0 0 RISA-2D Version 60 [C \JOBS-05\05828\TR-2 r2d]Pagel Company Designer Job Number Inland Engineering, Inc. SN 05828 NORTH COAST Checked By Joint Coordinates and Temperatures (Continued) Label Xfftl Yfffl TemoIFl 3 4 5 6 7 8 9 10 11 12 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 30 3 3 9 9 •15 21 21 27 27 0 0 1 0 3 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 Joint Boundary Conditions Joint Label Xlk/inl YFk/inl Rotationlk-ft/radl 1 2 N1 N3 • Reaction i Reaction Reaction Hot Rolled Steel Design Parameters Label Shane 1 2 3 4 5 6 7 8 9 10 11 12 M1 M2 M3 M4 M5 , M6 M7 M8 M9 M10 M11 M12 T/C T/C B/C WEB WEB WEB WEB WEB WEB WEB WEB WEB Length[ft] 15811 15811 30 1 6083 3 6708 5 6708 3 6083 1 Lb-out[ft] Lb-mffH Lcomo toof. Lcomo botf.. K-out K-m Cm Cb Out s... In swav 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Joint Loads and Enforced Displacements (BLC 1: PL) Joint Label LD.M Direction Maanrtudefk k-ft m.rad k*s*2/ni 1 2 3 4 5 N5 N7 N2 N9 N11 L L L L L Y Y Y Y Y -168 -168 -168 -168 -168 Joint Loads and Enforced Displacements (BLC 2: LL) Joint Label L.D.M Direction Maanrtudefk k-ft m.rad k*s*2/ffl 1 2 3 4 5 N5 N7 N2 N9 N11 L L L L L Y Y Y Y Y -1 15 -1 15 -1 15 -1 15 -1 15 RISA-2D Version 60 [C VJOBS-05\05828\TR-2 r2d]Page 2 Company Designer Job Number Inland Engineering, Inc. SN 05828 NORTH COAST Checked By Basic Load Cases BLC Descnotion Cateaorv XGravitv YGravrtv Joint Point Distributed 1 2 DL LL DL LL -1 5 5 Load Combinations Description Sol PP. SR. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor DL+LL lYesi I I DL I 1 I LL I 1 I I I I i I I I I I I I I Joint Deflections LC Joint Label Xfml Yfml Rotation fradl 1 2 3 4 5 6 7 8 9 10 11 12 1 1 1 1 1 1 1 1 1 1 1 1 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 0 032 064 007 034 02 041 032 023 043 03 057 0 -19 0 -125 -125 -188 -188 -194 -188 -188 -125 -125 -3 95e-3 0 3 95e-3 -2 438e-3 -2 275e-3 -2 636e-4 -2 325e-4 0 2325e-4 2636e-4 2 275e-3 2 438e-3 Joint Reactions LC Joint Label XFkl Yfkl MZfk-fll 1 2 3 4 1 1 1 1 N1 N3 Totals COG (ft) 0 0 0 X 15 7621 7621 15243 Y 2505 0 0 Member Section Forces LC Member Label Sec AxialfkL Shearfkl MomentlK-ftl1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 1 1 1 1 M1 M2 M3 M4 M5 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 20601 17777 12591 12591 17777 20601 -19366 -16677 -19366 756 752 747 2946 2951 2955 56 -231 -101 101 231 -56 -576 -069 576 -469 -469 -469 -052 -079 -105 -011 -203 181 181 -203 -011 -011 -06 -011 -338 -104 131 -423 -224 055 RISA-2D Version 60 [C UOBS-05\05828\TR-2 r2d]Page 3 Company Designer Job Number Inland Engineering, Inc. SN 05828 NORTH COAST Checked By ^~J Member Section Forces (Continued) LC Member Label Sec Axialfkl Shearfkl Momentfk-m 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 1 1 1 1 1 1 1 M6 M7 M8 M9 M10 M11 M12 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 -884 -898 -911 5242 5255 5269 -4898 -492 -4942 5269 5255 5242 -911 -898 -884 . 2955 2951 2946 747 752 756 261 261 261 026 0 -027 0 0 0 027 0 -026 -261 -261 -261 105 079 052 .469 469 469 384 -007 -398 006 -037 009 0 0 0 009 '- - 037 006 -398 -007 384 055 -224 -423 131 -104 -338 Member Section Stresses LC Member Label Sec Axialfksil Shearfksil TOD Bendmafksil Bot Bendinalksil 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 1 1 1 1 1 1 1 1 1 M1 M2 M3 M4 M5 M6 M7 M8 M9 1 2 3 1 2 3 1 2 3 1 • 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 5738 4952 3507 3507 4952 5738 -5395 ^*645 -5395 292 29 289 1 138 1 139 1 141 -341 -347 -352 2024 2029 2034 -1 891 -1 899 -1 908 2034 2029 2024 28 -116 -05 05 116 -28 -288 -034 288 -313 -313 -313 -035 -052 -07 174 174 174 017 0 -018 0 0 0 018 0 -017 033 591 -529 -529 591 033 033 174 033 1 926 591 -745 2407 1275 -315 -2189 038 2264 -033 21 -052 0 0 0 -052 21 -033 -033 -591 529 529 -591 -033 -033 -174 -033 -1926 -591 745 -2407 -1.275 315 2189 -038 -2264 033 -21 052 0 0 0 052 -21 033 RISA-2D Version 60 [C \JOBS-05\05828\TR-2 r2d]Page 4 Company Inland Engineering, Inc. Designer SN Job Number- 05828 NORTH COAST Checked By. Member Section Stresses (Continued) LC Member Label Sec Axialfksil Shearfkal Too Bendinafksil Bot Bendinarksil 28 29 30 31 32 33 34 35 36 1 1 1 M10 M11 M12 1 2 3 1 2 3 1 2 3 -352 -347 -341 1 141 1 139 1 138 289 29 292 -174 -174 -174 07 052 035 313 313 313 2264 038 -2189 -315 1275 2407 -745 591 1926 -2264 -038 2189 315 -1275 -2407 745 -591 -1926 Member ASP Steel Code Checks (By Combination) LC Member Shane UCMax Loclffl Shear UC Locfffl Fafksil FHksil FWksil Cb Cm Eon 1 2 3 4 5 6 7 8 9 10 11 12 1 1 1 1 1 1 1 1 1 1 1 1 M1 M2 M3 M4 M5 M6 M7 MS M9 M10 M11 M12 TU4X4X4 TU4X4X4 TU4X4X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 369 369 343 074 126 087 112 069 112 087 126 074 3065 12746 27245 0 0 3 3354 5 3354 0 6083 1 015 015 016 017 004 009 001 000 001 009 004 017 0 15811 '30 0 6083 0 6708 0 0 0 0 0 25628 25628 25755 26882 20361 24836 19279 22098 19279 24836 20361 26882 276 276 276 276 276 276 276 276 276 276 276 276 3036 3036 3036 3036 3036 3036 276 3036 276 3036 3036 3036 1 1 1 758 2201 1893 23 1 1 75 1 23 1893 2201 85 85 85 445 85 213 85 6 85 213 85 445 H1-2 H1-2 H2-1 H1-2 H1-1 H2-1 H1-1 H2-1 H1-1 H2-1 H1-1 H1-2 RISA-2D Version 60 [C UOBS-05\05828\TR-2 r2d] INLAND ENGINEERING DATE_ BY SUBJECT CHKD SHEET N0 us"-?-? «9jJOB NO y I 5 ^ i? _?, 3 p, -» ,3-4-Tn? - HI 7 MJ 7 Ps F VI c^ flii* 4- I* - Ul UJoa:ou.z UJa: UJN CO COoz oou. 0 £ u »a CL ^. Q. 2 UJ UJ U. UJfg o H o COz UJs Q 111 z o ,_ Qm© 5 55 g CO s 00 E O CM X = o CM T—LL Q_ S (v^ T— om © § 25 S * = 00 s CO CM X E CO CM CM LL CL COO) ^-CM om© 55 S ^ = 00 E 0 CO X s o CO CO LLCL 0o> CO CO o OQ © § 55 8 m s 00 s CO CO X £ CO CO t LL Q. O ^ H0CD © ? UJ in CO s 00 s O ^. X = o * *? ULQ_ O) COm 1-OGO © § iS 5g CO = oo s CO ^. X = CO ^ CO LLCL 00CO o>CO Q OQ © § 55 *fc ^ •~ oo s 0 m X s o in •LL 0. S CO 00 o CD ^55 * ^ s 06 s CO m X E CO in oo LLCL oCD CDO> o CD § 55 $ 00 s ~-co - s O CO X s o CO o> LL Q- Page 1 of 1 TIMELESS Ip ARCHITECTURE-ING TO T B Penick, Inc DATE February 12, 2007 FROM Timeless Architecture PROJECT North Coast Calvary Chapel Building B - Children's Ministry SUBJECT Architect's Supplemental Information B01 New Drinking Fountains, Hose Bibb and Shear Walls \ "VThe following clarifications and/or additional information to the Project Manual and/or Drawing shall apply to proposals made for and to the execution of the various parts of the work affected thereby and all other conditions shall remain the same Careful note of the Architect's Supplemental Information shall be taken by all parties of interest so that the proper allowances may be made in strict accordance with the ASI, and that all trades shall be fully advised in the performance of the work which will be required of them Bidder shall acknowledge receipt of this ASI in submission of the Bid In case of conflict between Drawings, Project Manual, and this ASI, this ASI shall govern ASI-B01 DRAWINGS All 1 Revised two dimensions at Electric Equipment Room 101. Added hose bibb and two drinking fountains at east side of classroom 130 Extended sewer (with wall cleanout and vent through roof) for new h.b.. and drinking fountains, as well as stubbing out for future lavatory, floor drain, and toilet Please note that cold water will need to be extended to drinking fountains and hose bibb, and both h.w and c.w should be stubbed for future water closet and lavatory. Added new hose bibbs (outside of classroom 105 and Storage/Equipment Rm 120) - Please note that these hose bibbs are added in close proximity to existing plumbing lines in order to minimize any additional cost impact Added new door (type 15) for future toilet room Shortened closet in Classroom 130 to line up with future toilet room wall Added pipe wing walls at new drinking fountains Sill Revised two dimensions at Electric Equipment Room 101. Revised Hardy Frame types and locations at gndline B between 9 and 10 Added door, revised shear wall and holdowns at gndline 6 4 between A and C S121 Revised two dimensions at Electric Equipment Room 101. Revised Hardy Frame types and locations at gridline B between 9 and 10 Added door (with header), revised shear wall and holdowns at gridline 6.4 between A and C. SI 31 Removed framing for louvered vent at gridline H/l 1, and relocated one of the 6 x 6 posts under the ridge beam S506 Added detail 16 showing a framing elevation with headers hung directly from Hardy Frames 9891 IRVINE CEiNTER'DIUVE;..SU,ITE. r40,',IRVINE, CA:S2618 rR,H''.949.-831:81i;0 ' PAX 949 9V5>2820 :', WA/VWiTMLSARCCOM PROVIDE 1 1/2" 0 PIPE WINA WALLS AT DRINK.INA FOUNTAINS PER C&C f\& 11B-3 5' O ">' O " STUB FOR FUTURE WATER 4-05ET FLOOR DRAIN ANDLAVATORY /i / ill \2&-?6 EQUIP EXTEND 4- 5EWER TO £ONN FIXTURES 702 ^F 200^: 548 5F 15066 2O1 4 1/2 TOILETS WITH DIMEN^ION^ SUITABLE FOR IMEN^ION UITABLE FDR 119-HALLWAY 932 5 FHILDREN' EED5- JJMBINA PLAN$ NEEDS - $EE PLUMBING PL HAP.DY1 FI^AME 1 18" W X IB" DP BM H/(2) a, 15" W X 10" 6P.ADEBM 5L0PE 5LAB 1/4VFT TOFL0OP. DP.AIN I— 3> X \6> LEDGER H/(4) - 1/2" 0 X 5 1/2" Ltf LA6 I 0 £ 1Z££&f3E~ •?£5Fa.!gg£' ,--' ---- v x xX. ^^ ILl CM X 2T 5S v\- £x x" g <£ j X 1 ^J ^k\ X ^J.X CM \- \L\ Q rjID z s: •* ^ X O O \ \\ X X i\^ 0 S.OCxi I«w l- uJ Q r\iu z s: •* "7 ^ — ., v— , c£ ^1 1 ill ~T- uJ^^! t E ^^^ A' . / Ut— >^j:- ^3>5 J6^ E^ ^$x: x <<M ^ X /J ^ S\ O O x x o B o ac £o CM <J\ v_/ 8^ 0:>/22/2007 17 12 7147777773 INLAND ENG PAGE 01 NLAND ENGINEERING DATE SUBJECT fifoRfH tvlW I fitWlD (r &) SHEET NO "T^ BY CHKD JOBNO o5?2,^ LINE B FLOOR •(290 5075 sft 5075 * 712 = 36153 + 67414 » 103568 # gov. ]• 125 * 1851 = 40489 + 43663 = 84152 # VD» a 4048.9 = 1396 #/' 290 V8W = 10356.8 a 15535 #/' 67 LINE C . (au )* 400 + 3900 s 8900 8ft Vs- 8900 * 712 = 63402 + 80064 = 143466 # flOV. Vw= 122SO # = 6340.2 = 1585 400 Vftw.= 143466 =8439 170 #/' TeC a 8439 • 90 =* 75953 + 50950 - 126903 # LINE P o 4 LINE C 02/22/2007 17.12 7147777773 INLAND ENG PAGE 02 INLAND ENGINEERING 8, CONSULTING 4883 E La Palma Am Suite 501-A Anaheim, CA 92807 Tel. (714)777-7700 Fax.:(7t4)777-7773 Title: NORTH COASTCBILD-Q) B-CARLSBAD CJ Job # 05828 Dsgnr. REZAMEHRANPOUR Date: S09PM, 22FEB07 Description: Scope ftiwliterKWOBOB188 VefSSO l-Dec-2003 Plywood Shear Wall & Footing Pag* 1 Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LIN!: B General Information # Plywood Layers 2 Plywood Grade Structwal I Nail See 10d ThiCrfnees 15/3?' Stud Spacing 16 00 irt Loads Vertical Loads... Point Load #1 OOOIbs Point Load f 2 000 Its Point Load #3 OOOIbs Uniterm Load #1 381 00 #/ft Uniterm Load* 2 OOOff/ft Lateral Loads uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Sin* Force Applied @ Top of wan Moment Applied @ Top of Wall CodeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA SOOO Base allowables tire user defined | Wall Length Wan Height Wan Weight Ht/ Length at at at 1,554 00 Ufflooo#m OOOIbs OOOIbs 000ft-* 6 670 ft Er»j Post Dimension 9000 ft Sasrroc Factor 14000 psf Nominal Sill Thick 1348 Ovwbunf en Low! over Footing 000 ft 000ft 000ft 000ft to 267ft 000ft to 000ft * 6670ft = 1036518 Ibs 6670ft = 000 Ibs 3 50 In 6210 300 . _, ^ 000 psf footing Past Left Edge of Wall 6 000 ft Concrete Weight Wall Length 6670 f! Rebar CoverPast Right Edge of Wan 18000ft fc Footing Length 30 670 ft Fy Footing Width 1 50 ft Mln. Steel As % Footing Thickness 18.00 in (summary j Wall Summary... Using 15/32" Thick Structural I on 2 sidete, Nailing is 10d at 2 in @ Edges, Applied Shear = 1 ,580 5#ffi, Capacity = 1 ,740 OOOWft -> OK Wall Overturning = 94,080 8ft-#. Resisting Moment * 4,160 9ft-#, End Uplift = 13,4 Max Soil Pressures @ Left - 1 ,062 8psf, @ Right - 734 1 psf Sill Bolting: 1/2" Bolts @ 6 41in, 5/8" Bolts @ 10 05in, 3/4" Bolts @ 14.44m Footing Summary.. Max Footing Shear = 27,21 psi, Allowable = I09,54psi ~> OK Bending Reinforcement Req'd @ Left = 0 40m2, @ Right - 1 27m2 Minimum Overturning Stability Ratio = 1 536 1 USOOpcf 300 in 3,000 00 psi 60,000 00 psi 000140 Design OK 10d at 12 in @ Field 81 25!bs | Simpson Hold Down Options oces r ie o a o ooing All Hold Downs for Post Size & Force Inadequa Choices for RIGHT Stde gf Wall to Footing AJ| Hold Downs for Po'st So:e & Force Inadequa '02/22/2007 17:12 7147777773 INLAND ENG PAGE 03 INLAND ENGINEERING & CONSULTING 4883 E. La Palma Ave. Suite 501-A Anaheim, CA 92807 Tel '(714)777-7700 Fax. (714)777-7773 Title: NORTH COAST(BLD'G) B-CARIS8AD Cf Job* 05828 Dsgnr: REZAMEHRANPQUR Date' S09PM, 22FEB07 Description * Scope- ftflu 58000^1Usnr KW-060B190, VIST S 8 0,1 -QncJfKB (01983-2003 ENEfrCmC EnamcCTlnq Plywood Shear Wall & Footing Page 2 Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LIN6- 6 Footing Analysis Soil Pressures „ ECO Of Resultant @ Footing Centerline Soil Pressure <§ LEFT Side of Footing Soil Pressure @ RIGHT S«Je of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Waif Edge Sheare.. vu/ S5 @ 'd1 from Left Wall Edge vu/ 85 @ 'd1 from Right Wall Edge Allowable vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio J-ateGrtJ^Jo^Jsto ToUft , 10374R 1062.83 psf 000 psf 20,15578ft* 18.293 29 ft* 2u474psi 24 202 psi 109545psi 109,893 32 n-# 168 750 35 tt-* 1536 1 To Right 8152ft 0 00 psf 734 06 psf 6,168 13 ft-# 80,892 34 n-# 6344 psi 27209psl 109S45p$i 109,893 32 ft-# 195111 71 ft-# 1775 1 ,-gft Page 1 of TIMELESS |£p ARCHITECTURE'INC BY APPROVED TO T B Penick, Inc DATE February 12, 2007 FROM Timeless Architecture PROJECT North Coast Calvary Chapel Building E- Parking Structure SUBJECT Architect's Supplemental Information E01 Caissons for future parking structure columns FEB £3 2007 City of CARLSBAD BUILDING DEPT The following clarifications and/or additional information to the Project Manual and/or Drawing shall apply to proposals made for and to the execution of the various parts of the work affected thereby and all other conditions shall remain the same Careful note of the Architect's Supplemental Information shall be taken by all parties of interest so that the proper allowances may be made in strict accordance with the ASI, and that all trades shall be fully advised in the performance of the work which will be required of them Bidder shall acknowledge receipt of this ASI in submission of the Bid In case of conflict between Drawings, Project Manual, and this ASI, this ASI shall govern ASI-E01 DRAWINGS AT 11 Add caissons now for future parking structure columns along gndline A at gndhnes 1 0, 1 0.5, 11 2, 1 3, 1 3 5, 1 4 and 1 5, so that they will be in place when the retaining wall is backfilled This will avoid future problems of surcharging these retaining walls when building the parking structure The caissons atlO, 10 5 and 1 1 .2 will bear on pad footings that will be 3'-6" sq x 12" deep, reinforced with (5) #4 each way at bottom The bottoms of these pads should be level with the top of the retaining wall footing. The caissons at gridlines 13, 13 5, 14 and 15 will bear on the retaining wall footing below o^V STOP BARS 1" CLEAR FROM BOT OF PARKING LOT SLAB.. •LENTON COUPLER EACH BAR REFER ICC REPORT ER 3967 •6 #6 VERT •16" DIAM COLUMN f'C 5,000 psi AT 28 DAYS 4-#6 DOWELS EMBED IN EXISTING RETAINING WALL FOOTING USING SIMPSON SET IN ACCORDANCE WITH ICC ER-1772 -, z X LAP: 18" FOR #3 TIES 24" FOR f4 TIES 12>5° HOOK @ ENDS AS AN ALTERNATE TO LAPPING, A CONTINUOUS SPIRAL WITH A PITCH EQUAL TO THE SPECIFIED SPACING MAY BE USED. 16" DIAM. ROUND COLUMN SECTION TO STIRRUP COLUMN CROSS SECTION SCALE: 3/4" « 1'-0 <7 Page 1 of TIMELESS ARCHITECTURE-INGAPPROVED TO T B Penick, Inc DATE February 12, 2007 FROM Timeless Architecture PROJECT North Coast Calvary Chapel Building E- Parking Structure SUBJECT Architect's Supplemental Information E02 Guardrail Detail at Ground Level Parking BY FEB2' City of CARLSBAD BUILDING DEPT The following clarifications and/or additional information to the Project Manual and/or Drawing shall apply to proposals made for and to the execution of the various parts of the work affected thereby and all other conditions shall remain the same Careful note of the Architect's Supplemental Information shall be taken by all parties of interest so that the proper allowances may be made in strict accordance with the ASI, and that all trades shall be fully advised in the performance of the work which will be required of them Bidder shall acknowledge receipt of this ASI in submission of the Bid In case of conflict between Drawings, Project Manual, and this ASI, this ASI shall govern ASI-E02 DRAWINGS All! Provided locations of new masonry guardrail details at ground level parking Added Detail 2 (Masonry Guardrail) ^o ^J3a. COO CM _*T> Oc o CDS §eQ. COo <u^3§E= ooo .a o o= >^Si©^ •<3- COtt <D _ 0 o ^1-CM © M iO•o in CD O-Q TO a-a <D °s? _ "to 3 O)c c CO1> en 1s^ 0)c ^3w X CD O "£ c CO iri CD<OZ) "co O3 E JS ^: O3 ^ LUW OU)Q. 8 0: g INLAND ENGINEERING DATF BY SUBJECT CHKD JOB NO 1>f A / ' */ INLAND ENGINEERING DATF SUBJECT BY CHKD JOB NO X' ' 16, INLAND ENGINEERING & CONSULTING, INC. Structural & Civil Engineering 4883 EAST LA PALMA AVENUE - SUITE 501-A ANAHEIM, CA92807 Tel (714) 777-7700 FAX (714)777-7773 SHT # JOB* DATE OF STRUCTURAL CALCULATIONS PREPARED FOR PROJECT INLAND ENGINEERING DATE SUBJECT (klo/f?^i"V( &i BY , CHKD > k <T SHEET NO 2-" JOB NO ^ A P^^h* GENERAL INFORMATION BUILDING CODE 2001 CBC MATERIAL PROPERTIES LUMBER (STRUG LUMBER DOUGLAS FIR LARCH) 2x AND 4x JOIST AND BEAM 6x BEAMS & THICKER . . 6x POSTS ..... GLU-LAMINATED BEAMS PSL-PARALLAMOREQ .- CONG SLAB ON GRADE.. .FOOTING GRADE No 2 No 1) SELECT No 1 NO I -24^F-V4" fc, ... 2500 psi ....2500_psi MASONRY CONG-BLOCK: REINF STEEL STRUG STEEL STRUG PLATES. PIPE COLS STL TUBES 1500'psi LARCH) Fb - Ft , 875 575 1000" 575 1450 -575 1350 675 1350 825 2400 1100 2800 1850 wt ISOpcf ISOpcf Fv 95 . -95 95 85 85 "165"" 285 ~ ,- - STO SMALLER GR ND LARGER - E 16xiOA6 17xlOA6 1 6x1 0X6 1 6xlOx6 ISxlO^" ••-' - -- 40 • j - • Fc i 1300 1 1300- •"- 1300j. *j\j \j 925 1000 "" . "1600 9700 - - -z, / y \j i ' GR. 60 Fy = 36 ksi Fy-35ksi Fy = 46ksi INLAND ENGINEERING DATE SUBJECT ^o/g-jTZj BY CHKD LOADS: SLOPED ROOF LOADS: RF'G .. t* 0 SHT'G . . / $ RR . . . -z 0 C J "^ ^5 CLG & INSUL . 3 C? SPRINKLER . . / 6 MISC DL Zo ^ PSF LL /& * PSF TOTAL LOAD . 3^ ^7 P S F. FLOOR LOADS: SHT'G .... . . z e> FJ 3 ^ CLG & INSUL . .3 ^ SPRINKLER / 5- MISC. . . . ^.£~ DL . . Z4 <?PSF TOTAL LOAD . . / j2^ ^ P S F DECK LOADS: DECK'G \+ & SHT'G . 2 ^ DJ . „ 3.<s> CLG & INSUL . . 3 e> SPRINKLER . ^ ^ D.L 24 p P S F LL . . lt>0 & PSF LATTTd^ L^p^ S:PL - S.^> psf ' (L&A&T .SHEET NO -^ JOB NO O *5 % 2. FLAT ROOF LOAD: RF'G . £ ^ SHT'G . / *T RR . . ' *} & CLG & INSUL 3 & SPRINKLER . . / £- MISC . D L 16> e> L L . . •2d=> «• TOTAL LOAD 3£» ^ BALCONY LOADS: FF ^ SHT'G . .^-^ FJ . . ^^ CLG & INSUl^ SPRINGER LL ... . TOTAL LOAD EXT. WALLS: 7/8" STUCCO . /& £- 2x4 STUDS / & DRYWALL . z^c, MISC £> r~ DL . . . i4-o INT. WALLS: DL A? ^? ^ PSF PSF PSF PSF PSF PSF P.SF o 0 csa DO efl CM O INLAND ENGINEERING DATE BY CHKD SUBJECT )Ho^--TV\SHEET NO JOB NO ' 3C. I, < y/ (j) t*.\* > 775^7 ,, M ""'^ fci. 5 7 (2. 614. "g a u x. t a- t? -f , INLAND ENGINEERING DATE_ BY SUBJECT CHKD SHEET NO JOB NO <• I f»* 2: 3-0 ^ 7-5 0 >ix > o - v-vv , = v \ ^ CJD INLAND ENGINEERING 4883 E. LA PALMA STE 501-A ANAHEIM, CA 92807 Title . NORTH COAST CALVARY Dsgnr Date Description Scope Job # 05828 Rev 5800MUser KW-0606198 Ver580 1-Dec-2003 (c)1983-2003 ENERCALC Engineenng Software General Timber Beam A...J»..AW.'»»..lm:,A.^at;.Mm.Jm!UhW-1-ii«<IWJtt. Page 1 north coast calvary ecvfCalculalions Description BM 8 General Information CodeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name Prtlm. 5.25x16.0 Beam Width 5250m Beam Depth 16000m Member Type Manuf/So Pine BmWt Added to Loads Load Dur Factor 1 250 Beam End Fixity Pin-Pin Wood Density 40 000 pcf Center Span 2500ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2 OE Fb Base Allow 2,900 0 psi Fv Allow 2900psi Fc Allow 650 0 psi E 2,000 Oksi Lu Lu Lu 000 ft 000ft 000 ft Full Length Uniform Loads Center Left Cantilever Right Cantlever Point Loads DL 80 00 #/ft DL #ffi DL #/ft Dead Load 7360 Ibs 7360 Ibs Ibs Live Load 9200 Ibs 9200 Ibs Ibs distance 7 50( | Summary Jft 17500ft 0000ft LL 6400 #/ft LL #/ft LL #/ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft Beam Design OK Span= 25 00ft, Beam Width = 5250m x Depth = 16 m, Ends are Pin-Pin Max Stress Ratio ° 377 1 Maximum Moment 25 5 k-ft Allowable 67 7 k-ft Maximum Shear Allowable Max Positive Moment 25 49 k-ft at 12500ft Shear Max Negative Moment 000 k-ft at 0000 Max @ Left Support Max @ Right Support Max M allow 000 k-ft 000 k-ft ft Camber 67 67 Reactions fb 1,365 69 psi fv 63 04 psi Fb 3,625 00 psi Fv 362 50 psi Deflections Center Span... Deflection Location Length/Defl Dead Load Total Load -0 436 in -0 822 in 12500ft 12500ft 687 5 364 95 Camber ( using 1.5 * D.L. Defl ) . @ Center ©Left ©Right 0 655 m 0 000 in 0000m LeftDL 203 k Right DL 2 03 k Left Cantilever.. Deflection Length/Defl Right Cantilever . Deflection Length/Defl *1 5 ©Left @ Right ©Left © Center ©Right Max Max Dead Load 0 000 m 00 0 000 in 00 53 k 305 k 375k 375k 0000 in 0655m 0000m 375k 375k Total Load 0 000 m 00 0 000 in 00 INLAND ENGINEERING 4883 E LAPALMA STE 501-A ANAHEIM, CA 92807 Title . NORTH COAST CALVARY Dsgnr Date Description Scope Job #05828 7 Rev 580004 User KW-0606198 Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engmeenng Software General Timber Beam Page 2 north coast calvary ecwCalculations Description BM 8 Stress Calcs Bending Analysis Ck 19049 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Beanng @ Supports Max Left Reaction Max Right Reaction Query Values 0000ft 0000 Max Moment 25 49 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 530k 14607in2 362 50 psi 375 k 375 k M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = Sketch & Diagram 000 ft 000 ft 000 ft Sxx 224 000 m3 Cl 0 000 Sxx Req'd 84 39 m3 0 00 m3 0 00 m3 @ Right Support 530k 14 607 in2 362 50 psi Beanng Length Req'd Beanng Length Req'd Moment 000 k-ft 0 00 k-ft 0 00 k-ft Area 84 000 in2 Allowable fb 3,625 00 psi 3,625 00 psi 3,625 00 psi 1 098 in 1 098 in Shear Deflection 3 75 k 0 0000 in 0 00 k 0 0000 in 0 00 k 0 0000 in •>**!> ,»iM.! 111 i I J«*t* 1 I i 111 1 i fesabs i I : i i l -..,..,14W * » U t M i U Mf • 1 + Mt»ttiUUt«»TtHtT*ffM 144*m iSEEFES Dmax = -0 822m 22 84 1 ...--I -i. 20391785 <J- 15 30 12 75 ! ~ a I ° ri 241 492 743 994 1245 1498 1747 1998 2249Bemliiiii Moments Location fftl Rmax = 3 7k Vmax@rt=37k 743 994 12 45 Location fttl 19 93 22 49 25 0 INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO JOB NO c,/ 2.1,37 INLAND ENGINEERING 4883 E LAPALMAAVE STE 501-A ANAHEIM, CA 92807 PR I " 680001 User KW 0606133 V«530 1 Dec 2003 j (c)1983-2003ENERCALCEngin«nngSoftvafi>— Title Dsgnr Description Scope Job# Date General Timber Beam Page 1 i north coast caluaru ecu CalculationsSSH Description RIDGE BM 9 | General Information: &3^-^sSES^mi-a'Sssm^ii5E^^3»^£,i3£^aBSKaffl3S:s: Section Name 5 125x18 Beam Width 5125m Beam Depth 18000m Member Type GluLam Bm Wt Added to Loads Load Dur Factor 1 250 Beam End Fixity Pin-Pin Wood Density 40 000 pcf Code Ref 2001 NDS,2003 IBC, 2003 NFPA 5000 Base allowables are user defined j?. Center Span 36 00 ft Lu 0 00 ft Left Cantilever ft Lu 0 00 ft Right Cantilever ft Lu 0 00 ft Douglas Fir, 24F - V4 Fb Base Allow 2,400 0 psi Fv Allow 240 0 psi Fc Allow 650 0 psi E 1,8000ksi j Full Length Uniform Loads Center DL 12000#/ft LL Left Cantilever DL #/ft LL - Right Cantilever DL #/ft LL 8400 #/ft #/ft #/ft ft SsariiJBJHSBasSiSsSrswjiJSfciSuai1 J Summary i Span= 36 00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1,612 98 psi Fb 2,729 63 psi = 5 125mx Depth = 18 in, 0591 1 37 2 k-ft 63 0 k-ft 37 20 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 6295 fv 61 83 psi Fv 300 00 psi Ends are Pin-Pin Maximum Shear * 1 18000ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 262 k 262k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 57 k 277 k 4 13k 413k 0000 in 1 841 in 0000 m 413k 413k \ Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left © Right i Stress Calcs Bending Analysis Ck 19865 Le Cv 0910 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -1 227 in 18000ft 351 9 Defl) 1 841 m 0 000 in 0 000 in , 0000ft 0000 Max Moment 37 20 k-ft 0 00 k-ft 0 00 k-ft © Left Support 570 k 19013 in2 300 00 psi 413 k 413 k Total Load Left Cantilever -1 936 m Deflection 18000ft Length/Defl 223 20 Rlght cantilever Deflection Length/Defl Sxx 276 750 m3 Area Cl 0 000 Sxx Rea'd 16354m3 0 00 m3 0 00 m3 @ Right Support 5 70 k 19013m2 300 00 psi Bearing Length Req'd Bearing Length Req'd Dead Load 0 000 in 00 0 000 in 00 i 92 250 m2 Allowable fb 2,729 63 psi 2,729 63 psi 2,729 63 psi 1 241 m 1 241 m \\ Total Load 0000 m 00 0 000 in 00 K INLAND ENGINEERING 4883 E LAPALMAAVE STE 501-A ANAHEIM, CA 92807 Title Dsgnr Description Scope Job# Date i Rev SSOOOt ! User KV-0606138 Vei 5 8 0 1-Dec 2003 L_ (c) 1383-2003 EIMERCALC EngaiMnng Software General Timber Beam Page 2 north coast calyai}.eca Calculations Description RIDGE BM 9 i Query Values fl, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-ft OOOk-ft Shear 413k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in I Sketch & Diagram snSE iTiTTiTTFTiTiTiTl iTrriTTTnTi'iTTncurT'f T ITTITTTTITffTTTIITTIITTITTITITTTTI Dmax = 1 936m Vmax <S kft = 4 Ik 3720 3348 2978 2604 S-2232 *; I860}- •-• 14 38' •E II 16 g 744 S 372 °—- Ben<liii<j Mon/ei.l«.7 ^10 70 14 31 17 S3 21 54 25 18 28 77 32 38 38 0 Location rftl „ i. 3 47 7 08 10 70 14 31 17 93 2154 25 18 28 77 32 39 36 0 Location rfti P U Q 3 47 7 08 10 70 14 31 17 93 2154 25 16 28 77 32 39 36 0 Location Wl INLAND ENGINEERING DATE BY CHKD SUBJECT J&£. TVf ^tfASTT SHEET NO JOB NO 0£ i n ">-& /fc 3' f ^. ?. -tl (^)_ i <r~~ | < dv u - If - fen INLAND ENGINEERING 4883 E LA PALMA AVE STE 501-A ANAHEIM, CA 92807 I Rev 58000' User KW 0606133 V« 5 8 0 1 Dec IOO j M1983 2003 ENERCALC Engineemg Software^<*«'™*' Title Dsgnr Description Scope Job# Date General Timber Beam Page 1 ;-^ri->!-raiE«J~7ET^l. north coast cat j£rt) ecw Calculations '- Description RIDGE BM 14 ! General Information ax-iilSSSSSS Section Name 5125x21 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density *&fjMti*,*^=i^M^-.^Mj*J->ji!1 5125m 21 000 in GluLam 1 250 Pin-Pin 40000pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 41 00ft ft ft 2,400 0 psi 240 0 psi 650 0 psi 1 ,800 0 ksi Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined!} Lu Lu Lu 000 ft 000 ft 000 ft i Full Length Uniform Loads Center Left Cantilever Right Cantilever DL 12000#/ft DL #/ft DL #/ft LL 8400 #/ft LL #/ft LL #/ft Span= 41 00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1,565 67 psi Fb 2,653 15 psi = 5 125in x Depth = 21 in 0590 1 49 1 k-ft 83 3 k-ft 49 15 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 8328 fv 61 48 psi Fv 300 00 psi , Ends are Pin-Pin Maximum Shear *1 20 500 ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 307 k 307k t 5 ©Left @ Right ©Left © Center @ Right Max Max team Design UK 66k 323 k 479k 479k 0000 in 2008m 0000 m 479k 479k | Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 @ Center ©Left @ Right Dead Load -1 339 in 20 500 ft 3675 ' D L Def I) 2 008 in 0 000 in 0 000 in Total Load -2 089 in 20 500 ft 23555 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl 0 000 in 00 0 000 in 00 0 000 in 00 0 000 in 00 Str SS2 Stress Calcs Bending Analysis Ck 19865 Le Cv 0 884 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable :y::~*~^.^reli»;~j^r.:s^^!:ri:-^ 0000ft 0000 Max Moment 49 15 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 662 k 22 056 m2 300 00 psi Sxx 376 688 m3 Cl 0 000 Sxx Req'd 222 29 m3 0 00 m3 0 00 m3 @ Right Support 662k 22 056 m2 300 00 psi Area 107625m2 Allowable fb 2,653 15 psi 2,653 15 psi 2,653 15 psi Bearing @ Supports Max Left Reaction Max Right Reaction 4 79 k 4 79 k Bearing Length Req'd Bearing Length Req'd 1 439 in 1 439 in INLAND ENGINEERING 4883 E LA PALM A AVE STE 501-A ANAHEIM, CA 92807 Rev 580001 Use. KV-0606I3S Vei580 1-Oec 2003 (c) 1983-2003 ENERCAIC Engmecnng Software Title Dsgnr Description Scope General Timber Beam Job* Date 13 Page 2 north coast C3lyarg.ecw Calculations Description RIDGE BM 14 i Query Values p — M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = 000 ft 000 ft 000 ft Moment OOOk-ft OOOk-ft 0 00 k-ft Shear 479k 000k 000k • : . . --• ' =~ 1 Deflection 0 0000 in 0 0000 in 0 0000 in [Sketch & Diagram i'lT'lTi iTI'i M'TTTMTflMTT iTn I i'iTiTi Dmax = 2 089in Vmax @ rt = 4 8k 14 74 (- 983' 491 OJOD 6en<lin<| Moments' a! 1 86 i 1-0 •>*>} j. r. ., G 395 807 1218 1630 2012 2153 2865DeflectionLocation ftt"! ?2 77 3688 110 INLAND ENGINEERING DATE_ BY CHKD SUBJECT N OY/-TVI £-0 SHEET NO JOB NO " !, J. 3r/a - 6. g INLAND ENGINEERING 4883 E. LA PALMA STE. 501-A ANAHEIM, CA 92807 Title NORTH COAST CALVARY Dsgnr: Date- Description Scope Job # 05828 "Sew- 580004 User KW-0606198 VerSSO 1-Dec-2003(c)1983-2003 ENERCALC Engmoenng Software General Timber Beam Page 1 north coast calvary ccwCalculations Description BM 20 General Information Full Section Name 5 125x18 Beam Width 5125m Beam Depth 18000m Member Type GluLam Bm Wt Added to Loads Load Dur Factor 1 250 Beam End Fixity Pin-Pin Wood Density 40 000 pcf Length Uniform Loads Center DL Left Cantilever DL Right Cantiever DL CodeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 12000#/ft LL #ffi LL #ffi LL 3100ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft 2,400 Opsi 2400psi 6500 psi 1,800 Oksi 9600 ft/ft Sffi #ffi f*VtojJ*rtuR**-'-'MteSh'*-fei:i-'->l*:rfWo^-''rt'S!'i!'4!r'1* Jl Summary | Span= 31 00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 ,258 55 psi Fb 2,770 75 psi = 5125mx Depth = 18m, 0454 1 29 0 k-ft 63 9 k-ft 29 03 k-ft at 000 k-ft at 000 k-ft 000 k-ft 6390 fv 55 05 psi Fv 300 00 psi Ends are Pin-Pin Maximum Shear * 1 15500ft 31 000 ft Reactions LeftDL Right DL Allowable Shear Camber 226 k 2.26 k 5 ©Left ©Right ©Left © Center ©Right Max Max Beam Design OK 51 k 277 k 375k 375k 0 000 in 1 012 in 0000 m 375k 375k Deflections Center Span. . Deflection Location Length/Defl Camber ( using 1 5 * D.L @ Center ©Left ©Right Stress Calcs Bending Analysis Ck 19865 Le Cv 0 924 Rb © Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Beanng @ Supports Max Left Reaction Max Right Reaction Dead Load -0 675 in 15500ft 5512 Deft)... 1012m 0 000 in 0000m -f)i»ifit'*-*iiiaait:>l-aBj.iarffiiii^'iJriiWii'toJV^ii 0000ft 0000 Max Moment 29 03 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 508k 16 928 in2 300 00 psi 375 k 375 k Total Load Left Cantilever . -1 120 in Deflection 15500ft Length/Defl 332 1 9 Rlgnt cantilever Deflection Length/Defl j.raa.1 ja''_ J-LnuSi^ f ..i.^-a . aaxuof*, -jwf* •.• .f ay tf^kM^ffiB'JjfiaSfk^ •'T-^'Wji'fa i'iiiri. Sxx 276 750 m3 Area Cl 0 000 Sxx Req'd 125 71 m3 0 00 m3 0 00 m3 © Right Support 508k 16 928 m2 300 00 psi Beanng Length Req'd Beanng Length Req'd Dead Load Total Load 0 000 m 0 000 in 00 00 0 000 in 0 000 in 00 00 1 92.250 in2 Allowable fb 2,770 75 psi 2,770 75 psi 2,770 75 psi 1 124 in 1 124 in INLAND ENGINEERING 4883 E LAPALMA STE 501-A ANAHEIM, CA 92807 Title : NORTH COAST CALVARY Dsgnr Date* Description Scope Job # 05828 Rev 580004 User KW-0606198 Vet580 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 north coast calvary ecwCalculations Descnption BM 20 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0 00 ft 0 00 k-ft @ Right Cant Location = 0 00 ft 0 00 k-ft @ Left Cant Location = 0 00 ft 0 00 k-ft Shear 375k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Sketch & Diagram Dmax= 1 120m Rmax = 3 7k Vmax@leR=37k Rtnax = 3 7k Vmax @ rt = 3 7k j Moments +—! h—i 3 72 L J__ J I I { L j L__T 9.21 12 33 15 44 13 55 2188 24 78 27 SO 310 9.21 1233 1544 1855 2168 2478 2789 310 Location fftl INLAND ENGINEERING 4883 E LA PALM A STE 501-A ANAHEIM, CA 92807 Title NORTH COAST CALVARY Dsgnr Date Description Scope Job #05828 I-7 Rev 580004 User KW-0606198 VerSBO 1-Dec-2003 (c)1983-2003 ENERCALC Engmeenng Software General Timber Beam Page 1 north coast calvary ecw Calculations Description BM 2! General Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA SOOO Base allowables are user defined Section Name 5125x12 Center Span 2300ft Lu 000ft Beam Width 5125m Left Cantilever ft Lu 000ft Beam Depth 12000m Right Cantilever ft Lu 000ft Member Type GluLam Douglas Fir, 24F - V4 BmWt Added to Loads Fb Base Allow 2,400 Opsi Load Dur Factor 1.250 Fv Allow 240 Ops) Beam End Fixity Pin-Pin Fc Allow 650 0 psi Wood Density 40000pcf E 1,8000ksi Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 12000#ffi LL #/ft LL #ffi LL 9600 JWft #/ft #/ft y Summary i Span= 23 00ft, Beam Width = Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max © Right Support Max M allow fb 1,503 67 psi Fb 2,972 83 pa 5 125m x Depth = 12 in, 0506 1 15 4 k-ft 30 5 k-ft 15 41 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 3047 fv 60 15 psi Fv 300 00 psi Ends are Pin-Pin Maximum Shear * 1 11 500ft 23 000 ft Reactions LeftDL Right DL Allowable Shear Camber 158 k 158k 5 ©Left © Right ©Left @ Center (gj Kignt Max Max Beam Design OK 37 k 185 k 268k 268k 0000 in 0975m 268k 268k Deflections Center Span.. Deflection Location Length/Deft Camber ( using 15* @ Center ©Left ©Right [stress Calcs Bending Analysis Ck 19865 Cv 0991 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load Total Load Left Cantilever. -0650m 11500ft 4248 DL. Defl) . 0975m 0 000 in 0 000 in Le 0 000 ft Rb 0 000 Max Moment 1541 k-ft 0 00 k-ft 0 00 k-ft © Left Support 370k 12 330 m2 300 00 psi 268 k 268 k -1 105 in Deflection 11500ft Length/Defl 249 83 R|ght cantilever . Deflection Length/Defl Sxx 123 000 m3 Area Cl 0 000 Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 61 500 m2 Sxx Req'd Allowable fb 62 21 m3 0 00 m3 0 00 m3 © Right Support 370k 12 330 m2 300 00 psi Beanng Length Req'd Beanng Length Req'd 2,972 83 psi 2,972 83 psi 2,972 83 psi 0 805 in 0 805 in INLAND ENGINEERING 4883 E. LA PALMA STE 501-A ANAHEIM, CA 92807 Title NORTH COAST CALVARY Dsgnr: Date Description. Scope Job # 05828 nRev- 580004UserKW-0606198 VerSSO 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Description BM 21 Page 2 north coast calvary ecw Calculations Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0 00 ft 0 00 k-ft @ Right Cant Location = 0 00 ft 0 00 k-ft ©LeftCant Location = 000 ft 000k-ft Shear 268k 000k 000k Deflection 0 0000 in 0 0000 in 0 0000 in Sketch & Diagram Dmax'- 1 105in Rfnax = 2 7k Vmax@left=27k Rmax = 2 7k Vmax@ct=27k 9 « 11 45 Location fftl 18 36 20 69 23 0 INLAND ENGINEERBNG DATE BY CHKD SUBJECT SHEET NO \"\ JOB NO <? S~ 2 2- 2- It, / /-. c ftf (^) -r 'S 7 ?-• INLAND ENGINEERING 4883 E LAPALMA STE 501-A ANAHEIM, CA 92807 Title NORTH COAST CALVARY Dsgnr Date: Description. Scope. Job #05828 Rev 580004 User KW-0606198 VerSSO 1-Dec-2003 (c) 1983-2003 ENERCALC Engineenng Software - General Timber Beam Page 1 north coast calvary ecwCalculations Description BM22 General Information Section Name 5.125x25.5 Beam Width Beam Depth Member Type 5125m 25500m GluLam Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Center Left Cantilever Right Cantilever 1250 Pin-Pin 40000pcf Loads DL DL DL Code Ref 1997/2001 NDS, 2000/2003 1BC, 2003 NFPA 5000 Base allowables are user defined Center Span 4100ft Lu 000ft Left Cantilever Right Cantilever Douglas Fir, 24F-V4 Fb Base Allow Fv Allow Fc Allow E 208 00 #ffi LL#m LL #/ft LL ft Lu 0 00 ft ft Lu 0 00 ft 2,4000 psi 2400psi 650 0 psi 1,8000ksi 18200 #/ft #/ft #rtt | Summary | Span= 41 00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max © Right Support Max M allow fb 1,935 32 psi Fb 2,602 13 psi Deflections lii-Jii-iSraj^&i^afc-^fci^ 5 125m x Depth = 25 5m 0744 1 89 6 k-ft 120 4 k-ft 89 58 k-ft at 000 k-ft at 000 k-ft 000 k-ft 12044 fv 90 68 psi Fv 300 00 psi , Ends are Pin-Pin Maximum Shear * 1 Allowable 20 500 ft 0000 ft Reactions LeftDL Right DL ..:•-» .:,:.v.r't::,.^*-l.:^~.-,:-~--'**,:..f Shear Camber 501 k 501 k 5 ©Left ©Right ©Left © Center @ Right Max Max Beam Design OK 119 k 39.2 k 874k 874k 0000 in 1 828 in 0000 m 874k 874k Center Span. . Deflection Location Length/Defl Camber ( using 1 5 * © Center ©Left © Right [ Stress Gales Bending Analysis Ck 19865 Cv 0 867 @ Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load Total Load Left Cantilever... -1219m 20500ft 4038 D.L. Defl ) . 1 828 in 0 000 in 0 000 in j », «.«i_v._. -^.j. Le 0 000 ft Rb 0 000 Max Moment 89 58 k-ft 0 00 k-ft 0 00 k-ft © Left Support 11 85 k 39 501 m2 300 00 psi 874 k 874k -2 126 in Deflection 20 500 ft Length/Defl 23139 Right Cantilever. Deflection Length/Defl *. Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 E-iiwJrt^iirtjASSli1^*^^^^ Sxx 555422m3 Area 130688m2 Cl 0 000 Sxx Req'd 41309m3 0 00 m3 0 00 m3 © Right Support 1185k 39 501 m2 300 00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,602 13 psi 2,602 13 psi 2,602 13 psi 2 623 in 2 623 in INLAND ENGINEERING 4883 E LA PALM A STE 501-A ANAHEIM, CA 92807 Title . NORTH COAST CALVARY Dsgnr Date Description. Scope Job # 05828 nRev 580004 User KW-0606198 VerSSO 1 Dec-2003(c)1983-2003 ENERCALC Engmeenng Software General Timber Beam Page 2 north coast calvary ecwCalculations Description BM22 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0 00 ft 0 00 k-ft @ Right Cant Location = 0 00 ft 0 00 k-ft @ Left Cant Location = 0 00 ft 0 00 k-ft Shear 874k 000k 000k Deflection 00000 00000 00000 Sketch & Diagram Dmax= 2.126m Rmax = 8 7k Vmax@left = 87k 8958 80 62 f- 7 1 68 > ------ •- D .0 . . 3 OS 8 07 12 18B«III|III<I Moments 16 30 20 42 21 53 Location f«f> 32 77 36 88 41 0 16 30 20 42 24 53 Location fftl INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO _ JOB NO 0 3 5.J 'M-'Z--M -7 H Q HO (2. INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO Z 3> JOB NO O jT % 2- \ K ^1-4- ., Lf e,,_ + ! H I! ^ . ( - ^ - * 5 jp +-. II, C* INLAND ENGINEERING DATE_ BY SUBJECT (2-OA.S. CHKD SHEET NO JOB NO 0 DO O q • ¥ r-t 1.5. 8 >- ^ - r ^ ; 7 "A? * 31 2. / 3 2- L<'7 INLAND ENGINEERING DATE_ BY CHKD SUBJECT SHEET NO 2-is JOB NO O M• r . t K'Cc.).t-X X- ff (b^Zt ^ |2: i h' Iff _ v INLAND ENGINEERING 4883 E LAPALMA STE 501-A ANAHEIM, CA 92807 Title NORTH COAST CALVARY Dsgnr: Date Description: Scope Job # 05828 n: Rev 580006User KW-0606198 vorSSO 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software" •""•"• Timber Beam & Joist l£^i&^^^^<l^&^&!^&^^^lJ^i&^&^>^&—^™> Page 1 north coast catvary ecw'Calcutafrons Description FLR BMS 30-38 Timber Member Information -tto&-Ja&Bigiai3LiL'iSaadiii^^ ^jCodeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined hKi^aiid-a^M^-ai^a^^ BM 30^BH 33 BM 37 BM 38 Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X [Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LU Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in ft psi psi ksi ~Jatai*a. ft #ffim. Ibs Ibs ft Ibs Ibs ft Ratio = in-k ft psi psi psi psi Ibs Ibs Ibs Ibs Ibs Ibs in in in ft 3125x24 3125 24000 000 Douglas Hr, MF- V4 2,400 0 2400 1,8000 1 000 GluLam No 900 24800 95000 0.2516 14556 450 4852 2,400 0 Bending OK 604 2400 Shear OK 1,11600 4,275 00 5,391 00 1,11600 4,275 00 5,391 00 Rate OK -0006 19,1164 -0022 4,990 4 -0027 4500 3,957 3 Prllm 5.25x160 5250 16000 000 Truss 3oist - MacMillan, 2,900 0 2900 2,000 0 1000 Manuf/Pine No 900 80000 2,500 00 3,067 00 3,833 00 3000 09270 53476 382 2,387 3 2,900 0 Bending OK 2688 2900 Shear OK 5,64467 1380533 1944999 4,622 33 12527 66 1714999 Deflection OK -0052 2,070 9 -0127 8509 -0179 4392 6031 5 125x24 5125 24000 000 Douglas Fir, 24F - V4 2,400 02400 1 ,800 0 1 000 GluLam No 900 32400 5,000 00 4,000 00 1500 5,000 00 4,000 00 7000 04734 23300 605 4736 2,400 0 Bending OK 1136 2400 Shear OK 6,735 78 4,222 22 1095800 6,18022 3,777 78 9,958 00 Deflection OK -0018 5,9548 -0011 9,899 7 -0029 4536 3,7182 5125x24 5125 24000 000 Douglas Fir, 24F- V4 2,400 0 2400 1 ,800 0 1 000 GluLam No 1200 32400 5,000 00 4,000 00 5000 5,000 00 4,000 00 10000 0 6380 | 47236 499 9601 2,368.2 Bending OK 1531 2400 Shear OK " 1 5,694 00 3,000 00 8,694 00 8,19400 5,000 00 1319400 Deflection OK -0056 2,551 7 -0034 4,2645 -0090 6048 1,5965 INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO JOB NO (10 X. > its. M =- I- L 4 ,' V-f. f •£ \/ M INLAND ENGINEERING DATE BY CHKD SUBJECT |\| pfj SHEET NO JOB NO / ) -f- * .3 ^£-5'' A LT^v>i P-i L I $_"». -•»5 v/ * 3 .r -- 14 INLAND ENGINEERING DATE BY CHKD SUBJECT !M<sV2-Tli SHEET NO JOB NO : L ^C p. HO/2... / 5- USE- 92?; r x^, 5 INLAND ENGINEERING DATE SUBJECT ^0<2-^ C0A--&T" SHEET NO £> £? - @L BY CHKD JOB NO ill -f-fOPli*5( INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO gfl -A JOB NO £>- IF,'U [T \7 ' 5 I/A » I b INLAND ENGINEERING 4883 E LAPALMA STE 501-A ANAHEIM, CA 92807 Tltte NORTH COAST CALVARY Dsgnr Date Description. Scope Job #05828 Rev 580006User KW-0606198 VerSSO 1-Dcc-2003(c)1983-20Q3 ENERCALC Engineering Software Timber Beam & Joist Page 1 north coast calvary ecwCalculations Description FLR BMS 39-52 | Timber Member Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point #1 DL LL @X BM 39 BM 40 in in ft. psi psi ksi 5125X24 5125 24000 000 SouglasRr, 24F- V4 2,400 0 2400 1,8000 1000 GluLam No ft ttffi #/ft #m #/ft ft ft Ibs Ibs ft 2300 16500 5,240 00 4,000 00 8000 Results Ratio = 0 6386 Mmax @ Center in-k@x = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft psi psi psi psi 69718 800 1,4170 2,2190 Bending OK 927 2400 Shear OK Ibs Ibs Ibs Ibs Ibs Ibs 5,314 89 2,608 70 7,923 59 3,72011 1 ,391 30 5,11141 5125x24 5125 24000 000 Douglas fir, 24F- V4 2,400 0 2400 1,8000 1000 GluLam No 2450 16500 5,240 00 3,200 00 9000 06584 71429 902 1,451 8 2,205 0 Bending OK 858 2400 Shear OK 5,336 35 2,024 49 7,360 84 3,94615 1,17551 5,121 66 HDR 41 Prtlm 35x95 3500 9500 175 Truss Joist - MacMillan, 2,900 0 2900 2,000 0 1000 Manuf/Pme No 350 40400 1,60000 4,300 00 3,623 00 1750 09174 12001 175 2,279 7 2,887 5 Bending OK 2660 2900 Shear OK 2,857 00 4,611 50 7,468 50 2,857 00 4,611 50 7,468 50 Ratio OK Deflection OK Deflection OK m in in ft -0.288 -0 363 9588 -0146 1,8967 -0433 10764 6370 8102 -0145 2,026 5 -0508 11564 5789 HDR. 43 Prtlro 3J5X140 3500 14000 000 Truss Joist - MacMillan, 2,900 0 2900 2,000 0 1000 Manuf/Pme No 700 62400 1,60000 1 ,674 00 1 ,426 00 5500 HOR. 46 Prtlm 5.25x11 875 5250 11875 000 Truss Joist - MacMillan, 2,900 0 2900 2,000 0 1000 Manuf/Pme No 1100 10400 54200 5500 11000 89000 3,674 50 5500 08093 06112 19255 21869 381 1,6841 2,900 0 Bending OK 2347 2900 Shear OK 2,542 71 5,905 57 8,448 28 3,499 28 6,720 43 1021971 Deilecho:i OK -0016 -0029 2,625 4 -0022 1,9106 -0038 1 750 1,1058 2,907 5 -0061 1,3850 -0090 3556 938.2 550 1,7724 2,900 0 Bending OK 1074 2900 Shear OK 1,76225 1,83725 3,599 50 3,25275 1,83725 5,090 00 HDR 49 Prllm 35x95 3500 9500 000 Truss Joist - MacMillan, 2,900 0 2900 2,000 0 1000 Manuf/Pme No 350 38400 1,80000 5,000 00 4,000 00 3000 05282 71 67 234 1,361 4 2,900 0 Bending OK 1532 2900 Shear OK 1,38629 3,721 43 5,10771 4,957 71 6,578 57 1153628 BM 52 3125x24 3125 24000 000 Douglas fir,24f- V4 2,400 0 2400 1,8000 1000 GluLam No 1800 40600 57700 06665 47774 900 1,5925 2,389 4 Bending OK 1387 2400 Shear OK | 3,654 00 5,19300 8,847 00 3,654 00 5,19300 8,847 00 Deflection OK Deflection OK Dellectton OK -0114 -0009 -0148 1,1613 -0120 1,0985 -0234 5588 5649 4,601 1 -0017 2,423 4 -0026 1 862 1,5888 1,4596 -0.210 1,0271 -0358 9000 6029 M Inland Engmeenng, Inc SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 at 2 11 PM north coast truss r2d Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 158PM a^ Checked By ^ -^ Global Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation Merge Tolerance (in) P-Delta Analysis Tolerance 5 97 Yes 12 0 50% Hot Rolled Steel Code Cold Formed Steel Code .- NDS Wood Code NDS Temperature Concrete Code AISC ASD 9th AISI 99 ASD NDS 91 ASD <100F AC I 1999 Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Unused Force Warnings 4 4 Rectangular Yes No Yes Hot Rolled Steel Properties rrr Label A500 46 E[ksi] I 29000 G [ksi] 11154 Nu 3 Therm ME5R I 65 Densrty[k/ftA3] 49 Yieldfksi] 46 I Hot Rolled Steel Section Sets Label Shane Desion List Tvoe Material Desian Rules ARn21 I (90.270Hi.. I (0.180) fin41 1 2 3 T/C B/C HR3 TU7X7X4 TU7X7X4 TU6X6X4 Tube Tube Tube Beam Beam VBrace A500 46 A500 46 A500 46 Typical Typical Typical 659 659 559 494 494 303 494 494 303 Member Primary Data Label I Joint J Joint Rotate(dea) Section/Shane Desian List Tvoe Material Desian Rules 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 M18 N2 N2 N3 N4 N1 N2 N7 N6 N9 N8 N11 N10 N3 N12 N13 N14 N15 N16 N1 N3 N4 N5 N5 N7 N6 N9 N8 N11 N10 N12 N12 N13 N14 N15 N16 N17 HR3 T/C . T/C ,HR3 B/C HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube VBrace Beam Beam VBrace Beam VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical RISA-2D Version 60 [C \RISA\north coast truss r2d]Pagel Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By Member Primary Data (Continued) Label I Joint J Joint Rotatefdea) Section/Shaoe Desian List Tvoe Material Desian Rules 19 20 M19 M20 N17 N18 N18 N4 HR3 HR3 Tube Tube VBrace VBrace A500 46 A500 46 Typical Typical Joint Coordinates and Temperatures Label Xrftl Yfftl TemDTR 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 0 0 21 42 42 3 3 9 9 15 15 21 27 27 33 33 39 39 0 3 983 3 0 4 0 6 0 787 0 0 787 0 6 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Joint Boundary Conditions Joint Label XFk/inl YFk/inl Rotationfk-ft/radl 1 2 N1 N5 Reaction Reaction Reaction Hot Rolled Steel Design Parameters Label Shape Lenathfftl Lb-ouUftl Lb-mfftl Lcomotoor .LcomoboU. K-out K-m Cm Cb Outs .Inswav 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 HR3 T/C T/C HR3 B/C HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 3 22083 22083 3 42 4243 4 7211 6 8485 787 9896 983 9896 787 8485 6 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 2 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By Hot Rolled Steel Design Parameters (Continued) Label Shape 18 19 20 M18 M19 M20 HR3 HR3 HR3 Lenathfftl Lb-outfftl Lb-mFftl Lcomo tooF Lcomo botf K-out K-in Cm Cb Out s In swav 7211 4 4243 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Joint Loads and Enforced Displacements (BLC 1: PL) Joint Label L.D.M Direction Maanrtudefk.k-ft in.rad k*sA2/ftl 1 2 3 4 5 6 7 8 9 N2 N6 N8 N10 N3 N13 N15 N17 N4 L L L L L L L L L Y Y Y Y Y Y Y Y Y -35 -35 -35 -35 -35 -35 -35 -35 -35 Joint Loads and Enforced Displacements (BLC 2: LL) Joint Label L.D.M Direction Maanitudefk.k-ft in.rad k*sA2/ftl 1 2 3 4 5 6 7 8 9 N2 N6 N8 N10 N3 N13 N15 N17 N4 L L L L L L - L L L Y Y Y Y Y Y Y Y Y -29 -29 -29 -29 -29 -29 -29 -29 -29 Joint Loads and Enforced Displacements (BLC 3: LAT) [T Joint Label N1 _L,DJ¥L Direction Magnrtude[k,k-ft in.rad k*sA2ffl] 67_ _U Basic Load Cases BLC Descnution Cateqorv X Gravttv Y Gravrtv Joint Point Distnbuted 1 2 3 DL LL LAT DL LL EL -1 9 9 1 2 2 Load Combinations Descnotion Sol . PD . SR .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 2 DL+LL DL+LL+LAT Yes Yes DL DL 1 1 LL LL 1 1 EL 1 RISA-2D Version 60 [C \RISA\north coast truss r2d]PageS Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 158PM Checked Bv Joint Deflections (Bv Combination) LC Joint Label Xfml Yfml Rotation fradl 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 2 2 • 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 0 -062 031 125 063 195 0 2 009 043 02 031 019 042 -137 053 -133 062 0 -008 -429 -008 0 037 039 -25 -247 -429 -428 -435 -429 -428 -25 -247 037 039 1 898e-3 1 173e-3 0 -1 173e-3 -1 898e-3 -4 878e-3 -1 034e-3 -2 555e-3 -3 814e-3 -66e-4 -1 078e-3 0 66e^ 1 078e-3 2 555e-3 3 814e-3 4 878e-3 1 034e-3 Joint Reactions (By Combination) LC Joint Label Xfkl Ylkl MZFk-ftl 1 2 3 4 2 2 2 2 N1 N5 Totals COG (ft) -67 0 -67 X 21 30824 30 824 61648 Y 5562 0 0 Member Section Forces LC Member Label Sec AxialFkl Shearfkl MomenUk-ftl 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2 2 2 2 2 M1 M2 M3 M4 M5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 37009 .37 023 37038 37052 37066 30334 30296 30258 28239 28201 28201 28239 30258 30296 30334 37009 37023 37038 37052 37066 -1 201 -1 201 -1 201 -1201 -1201 -1201 1 372 1 254 1 137 -1 009 -1 127 1 127 1 009 -1 137 -1254 -1 372 1 201 1 201 1 201 1 201 1201 -6242 -3276 -2375 -1 475 -574 326 11 091 3842 -2758 -3521 2373 2373 -3521 -2758 3842 11 091 3276 2375 1 475 574 -326 326 RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 4 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By j Member Section Forces (Continued) LC Member Label Sec Axialfkl Shearfkl Momentfk-ftl 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 2 2 2 2 2 2 2 2 2 2 - M6 M7 MS M9 M10 M11 M12 M13 M14 M15 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 -2945 -29134 -2945 -1 201 -33 336 -33 322 -33307 -33 293 -33 279 8777 8758 8739 872 8701 -4918 -4899 -488 -4861 -4842 6495 6467 6438 641 6381 74 768 797 825 854 1 258 1 221 1 183 1 146 1 108 3381 3418 3455 3493 353 -8902 -8855 -8809 -8762 -8715 353 3493 3455 3418 3381 1 108 1 146 1 183 1 221 255 -1 418 -255 6242 -5161 -5176 -519 -5204 -5218 4377 4377 4377 4377 4377 -513 -542 -57 -599 -627 -1 027 -1 027 -1 027 -1 027 -1 027 713 685 656 628 599 -712 -712 -712 -712 -712 -103 -132 -16 -189 -217 0 0 0 0 0 217 189 16 132 103 712 712 712 712 -4 21 1 2332 ^211 326 -7815 -2333 3164 8676 14204 14617 10241 5864 1 488 -2889 -2889 -1 938 -935 119 1 224 -4362 -2821 -1 28 261 1 802 1 802 32 -1 102 -2464 -3765 -3125 -1 725 -324 1 076 2476 -1 106 -815 -454 -022 48 0 0 0 0 0 48 -022 -454 -815 -1 106 2476 1 076 -324 -1 725 RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 5 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By Member Section Forces (Continued) LC Member Label Sec Axialfkl Shearfkl Moment[k-ftl 75 76 77 78 79 80 81 82 63 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 2 2 2 2 2 M16 M17 M18 M19 T M20 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 258 854 825 797 768 74 6381 641 6438 6467 6495 ^842 -4861 -488 -4899 -4918 8701 872 8739 8758 8777 -33 279 -33 293 -33 307 -33 322 -33 336 712 -599 -628 -656 -685 -713 1 027 1 027 1 027 1 027 1 027 627 599 57 542 513 -4377 -4377 -4377 -4377 -4377 5218 5204 519 5176 5161 -3125 -3765 -2464 -1 102 32 1 802 1 802 261 -1 28 -2821 -4362 1 224 119 -935 -1 938 -2889 -2889 1 488 5864 10241 14617 '14204 8676 3164 -2333 -7815 Member Section Stresses LC Member Label Sec Axialfksil Shearfksil TOD Bendmalksil Bot Bendinafksil 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 2 2 2 2 M1 M2 M3 M4 M5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 6621 6623 6626 6628 6631 4603 4597 4591 4285 4279 4279 4285 4591 4597 4603 6621 6623 6626 6628 6631 -182 -4469 -4 -4 -4 -4 -4 392 358 325 -288 -322 322 288 -325 -358 -392 4 4 4 4 4 -1 783 073 3892 2822 1 752 682 -388 -9429 -3 266 2345 2993 -2018 -2018 2993 2345 -3266 -9429 -3892 -2822 -1 752 -682 388 -277 358 -3892 -2822 -1 752 -682 388 9429 3266 -2345 -2993 2018 2018 -2993 -2345 3266 9429 3892 2822 1 752 682 -388 277 -358 RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 6 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58PM Checked By _ Member Section Stresses (Continued) 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 ; 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 LC 2 2 2 2 f 2 2 2 2 2 2 Member Label M6 M7 M8 •• M9 M10 M11 M12 M13 M14 M15 Sec 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 ,5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 Axialfksi] -4421 -4469 -182 -5963 -5961 -5958 -5956 -5953 1 57 1 567 1 563 1 56 1 556 -88 -876 -873 -87 -866 1 162 1 157 _| 1 152 1 147 1 142 132 137 143 148 153 225 218 212 205 198 605 611 618 625 632 -1592 -1 584 -1 576 -1 567 -1 559 632 625 618 611 605 198 - 205 212 218 225 Sheartksi] -405 -073 1 783 -1 72 -1 725 -1 73 -1 735 -1739 1 459 1459 1 459 1 459 1 459 -171 -181 -19 -2 -209 -342 -342 -342 -342 -342 238 228 219 209 2 -237 -237 -237 -237 -237 -034 -044 -053 -063 -072 0 0 0 0 0 072 063 053 044 034 237 237 237 237 237 Top Bending[Ksi]. -1 983 358 -277 9285 2772 -3759 -10 309 -16 876 -17 367 -12 167 -6967 -1 767 3432 3432 2302 1 111 -141 -1 455 5182 3351 1 521 -31 -2141 -2141 -38 1 31 2927 4473 3713 2049 385 -1 278 -2942 1 314 969 539 026 -571 0 0 0 0 0 -571 026 539 969 1 314 -2942 -1 278 385 2049 3713 Bot Bendmg[ksi] 1 983 -358 277 -9285 -2772 3759 10309 16876 17367 12167 6967 1 767 -3432 -3432 -2302 -1 111 141 1 455 -5182 -3351 -1 521 31 2141 2141 38 -1 31 -2927 -4473 -3713 -2049 -385 1 278 2942 -1 314 -969 - 539 -026 571 0 0 0 0 0 571 -026 -539 -969 -1 314 2942 1 278 -385 -2049 -3713 RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 7 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By Member Section Stresses (Continued) LC Member Label Sec Axialfksil Shearfksil TOD Bendmafksil Bot Bendmafksil 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 2 2 2 2 2 M16 M17 M18 M19 'M20 1 2 3 4 5 1 2 3 4 5 1' 2 3 4 5 1 2 3 4 5 1 2 3 4 5 153 148 143 137 132 1 142 1 147 1 152 1 157 1 162 -866 -87 -873 -876 -88 1 556 1 56 1 563 1 567 1 57 -5953 -5956 -5958 -5961 -5963 -2 -209 -219 -228 -238 342 342 342 342 342 209 2 19 181 171 -1459 -1459 -1 459 -1459 -1 459 1 739 1 735 1 73 1 725 1 72 4473 2927 131 -38 -2141 -2141 -31 1521 L 3351 5182 -1455 -141 1 111 2302 3432 3432 -1 767 -6967 -12 167 -17 367 -16876 -10309 -3759 2772 9285 -4473 -2927 -1 31 38 2141 2141 31 -1 521 -3351 -5182 1 455 141 -1111 -2302 -3432 -3432 1 767 6967 12 167 17367 16876 10309 3759 -2772 -9285 Member Section Deflections (By Combination) LC Member Label Sec xfml vfml (m L/v Ratio 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2 2 2 2 2 M1 M2 M3 WI4 M5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 008 006 004 002 0 -062 -072 -083 -093 -103 162 153 142 132 121 008 006 004 002 0 0 012 031 -062 -05 -034 -017 0 011 -072 -298 -426 -417 -398 -407 -279 -052 031 125 112 097 08 063 0 -31 -435 NC NC NC NC NC NC NC 2786 636 2288 745 NC NC 2288 745 2786 628 NC NC NC NC NC NC NC NC 1623353 1158465 RISA-2D Version 60 [C \RISA\north coast truss r2d]PageS Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58PM Checked By _ Member Section Deflections (By Combination) (Continued) LC Member Label Sec xfml vfinl (n)Uv Ratio 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 2 2 2 2 2 2 2 2 2 2 2 M6 M7 M8 M9 ' M10 M11 M12 M13 M14 . M15 M16 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 051 063 -038 -035 -033 -03 -028 039 039 038 037 037 142 143 143 144 145 -247 -248 -248 -249 :-25 318 318 318 318 317 -428 -429 -429 -429 -429 368 367 366 366 365 429 43 432 433 435 -327 -328 -328 -329 -329 429 429 429 429 428 -273 -31 0 -05 -026 003 025 028 0 -027 -075 -134 -195 139 042 -042 -121 - 2 -009 -069 -116 -157 -2 -036 -107 -181 -246 -289 -02 -035 -037 -036 -043 -226 -239 -243 -241 -239 031 031 031 031 031 -289 -291 -293 -289 -276 019 027 026 028 042 -333 1623 353 NC 655' 527 946 022 2052 107 NC NC NC 176637 644403 360 002 246 023 NC 7183851 7374 592 NC NC NC 6048 794 6357312 NC NC NC NC 5315702 4977 342 NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC 4123731 NC RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 9 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 05828 NORTH COAST Mar 17, 2005 1 58 PM Checked By T Member Section Deflections (By Combination) (Continued) 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 LC 2 2 2 2 Member Label M17 M18 M19 M20 Sec 2^ 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 x [in] -273 -273 -273 -274 25 249 248 248 247 -093 -092 -091 -091 -09 -037 -037 -038 -039 -039 072 075 077 08 082 y [in] -29 -226 -151 -08 -137 -094 -053 -006 053 -235 -156 -077 007 104 -133 -071 -012 035 062 -016 -019 -041 -07 -094 (n) L/y Ratio 4977 342 5315702 NC NC NC NC 6357 312 6048 794 NC NC NC 7374 592 7183851 NC 246 023 360 002 644 403 176637 NC NC NC 2052107 946 022 655 527 Member ASP Steel Code Checks (By Combination) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 .LC 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Member Shape UC Max LocFftl Shear DC Locfftl Fafksil Ftfksil Fbfksil Cb Cm Eon M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 M18 M19 M20 TU6X6X4 TU7X7X4 TU7X7X4 TU6X6X4 TU7X7X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 TU6X6X4 368 541 541 368 649 772 629 145 213 153 130 065 058 065 130 153 213 145 629 772 0 0 22083 0 38938 4243 0 0 0 8485 0 0 0 9896 787 0 6 7211 4 0 022 021 021 022 098 095 079 011 019 013 013 004 000 004 013 013 019 011 079 095 0 0 22083 0 39375 4243 0 7211 0 0 0 9896 0 0 0 8485 0 0 0 0 26513 19884 19884 26513 25505 2594 26057 24313 25019 23511 23906 22556 22602 22556 23906 23511 25019 24313 26057 2594 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 276 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 3036 1 858 1 539 23 1 858 1 73 23 1 969 2249 2235 23 23 2263 1 75 2263 23 23 2235 2249 1 969 23 56 85 85 56 85 85 521 85 435 85 283 85 6 85 283 85 435 85 521 85 H1-2 H1-1 H1-1 H1-2 H2-1 H2-1 H1-2 H2-1 H1-2 H1-2 H1-2 H1-2 H2-1 H1-2 H1-2 H1-2 H1-2 H2-1 H1-2 H2-1 RISA-2D Version 60 [C \RISA\north coast truss r2d]Page 10 Inland Engmeenng, Inc SN 05828 NORTH COAST -? Mar 29,2005 at 11:06 AM TR-2t2d Company Inland Engineering, Inc. Designer SN Job Number 05828 NORTH COAST Checked Bv f f" G/oba/ Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation Merge Tolerance (in) P-Delta Analysis Tolerance 3 99 Yes 12 0 50% Hot Rolled Steel Code Cold Formed Steel Code , NDS Wood Code NDS Temperature Concrete Code AISC ASD9th AISI 99 ASD NDS 91 ASD <100F ACI 1999 Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Unused Force Warnings 4 4 Rectangular Yes No Yes Hot Rolled Steel Properties Label 1 I A500 46 E[ksi] 29000 G [ksi] 11154 Nu 3 Therm (\1E5F) 65 Densitv[k/ftA3] 49 Yieldfksi] 46 | Hot Rolled Steel Section Sets Label Shape Desian List Tvoe Material Desian Rules A tm21 I (90.270} li . (0.180) fm41 1 2 3 T/C B/C WEB TU4X4X4 TU4X4X4 TU3X3X4 Tube Tube Tube Beam Beam VBrace A500 46 A500 46 A500 46 Typical Typical Typical 359 359 259 822 822 3 16 822 822 316 Member Primary Date Label I Joint J Joint Rotatefdecri Section/Shane Desian List Tvoe Material Desian Rules 1 2 3 4 5 6 7 8 9 10 11 12 M1 M2 M3 M4 M5 M6 M7 MS M9 M10 M11 M12 N1 N2 N3 N4 N5 N6 N7 N8 N8 N9 N10 N11 N2 N3 N1 N5 N6 N7 N8 N2 N9 N10 N11 N12 T/C T/C B/C WEB WEB WEB WEB WEB WEB WEB WEB WEB Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Beam Beam Beam VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace VBrace A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 A500 46 Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Joint Coordinates and Temperatures Label XFftl Yfftl TemofR 1 2 N1 N2 0 15 0 5 0 0 RISA-2D Version 60 [C \JOBS-05\05828\TR-2 r2d]Pagel Company Designer Job Number Inland Engineering, Inc. SN 05828 NORTH COAST Checked By Joint Coordinates and Temperatures (Continued) Label Xfftl YFftl TemofFl 3 4 5 6 7 8 9 10 11 12 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 30 3 3 9 9 15 21 21 27 27 0 0 1 0 3 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 Joint Boundary Conditions Joint Label XtWinl YFk/ml Rotationfk-fl/radl 1 2 N1 N3 Reaction Reaction Reaction Hot Rolled Steel Design Parameters 1 2 3 4 5 6 7 8 9 10 11 12 __JLabe! M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 Shape T/C T/C B/C WEB WEB WEB WEB WEB WEB WEB WEB WEB Lengthfft] Lb-otrtfftl Lb-mfftl Lcomotoof Lcomobotf K-oul K-in Cm Cb 15811 15811 30 1 6083 3 6708 5 6708 3 6083 1 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment 0 0 Segment Segment Segment Segment Segment Segment Segment Segment Segment Segment Quts In sway Joint Loads and Enforced Displacements (BLC1: PL) Joint Label LD.M Direction Maanitudefk.k-ft m.rad k*sA2/ffl 1 2 3 4 5 N5 N7 N2 N9 N11 L L L L L Y Y Y Y Y -1 68 -1 68 -1 68 -1 68 -1 68 Joint Loads and Enforced Displacements (BLC 2: LL) Joint Label L.D.M Direction Maanrtudefk.k-fi in.rad k*sA2/ftl 1 2 3 4 5 N5 N7 N2 N9 N11 L L L L L Y Y Y Y Y -1 15 -1 15 -1 15 -1 15 -1 15 RISA-2D Version 60 [C UOBS-05\05828\TR-2 r2d]Page 2 Company Designer Job Number Inland Engineering, Inc. SN 05828 NORTH COAST Checked By Basic Load Cases BLC Descntrtion Cateoorv X Gravitv Y Gravitv Joint Point Distributed 1 2 DL LL DL LL -1 5 n 5 I Load Combinations Descnotion Sol PD SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ] DL+LL LYesJ DL ! 1 | LL 1 |I | Joint Deflections LC Joint Label Xfml Yfml Rotation fradl 1 2 3 4 5 6 7 8 9 10 11 12 1 1 1 1 1 1 1 1 1 1 1 1 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 0 032 064 007 034 02 041 032 023 043 03 057 0 -19 0 -125 -125 -188 -188 -194 -188 -188 -125 -125 -3 95e-3 0 3 95e-3 -2 438e-3 -2 275e-3 -2 636e-4 -2 325e-4 0 2 325e-4 2 636e-4 2 275e-3 2 438e-3 Joint Reactions LC Joint Label XTkl YFkl MZfk-ffi 1 2 3 4 1 1 1 1 N1 N3 Totals COG (ft) 0 0 0 X 15 7621 7621 15243 Y 2505 0 0 Member Section Forces 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LC 1 1 1 1 1 Member Label M1 M2 M3 M4 M5 Sec 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 Axtal(k] 20601 17777 12591 12591 17777 20 601 | -19 366 ' -16677 -19366 756 752 747 2946 2951 2955 Shearfk] 56 -231 -101 101 231 -56 -576 -069 576 -469 -469 -469 -052 -079 -105 Moment[k-ft] -011 -203 181 181 -203 -011 -011 -06 -011 -338 -104 131 -423 -224 055 RISA-2D Version 60 [C \JOBS-05\05828\TR-2 r2d]PageS Company Inland Engineenng, Inc. Designer SN Job Number 05828 NORTH COAST Checked By Member Section Forces (Continued) LC Member Label Sec AxiaHkl Shearfkl Momentfk-ftl 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 1 1 1 1 1 1 1 M6 M7 M8 M9 M10 M11 M12 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 -884 -898 -911 5242 5255 5269 -4898 -492 -4942 5269 5255 5242 -911 -898 -884 2955 2951 2946 747 752 756 261 261 .261 026 0 -027 0 0 0 027 0 -026 -261 -261 -261 105 079 052 469 469 469 384 -007 -398 006 -037 009 0 0 0 009 -037 006 -398 -007 384 055 -224 -423 131 -104 -338 Member Section Stresses LC Member Label Sec Axialfksil Shearfksil TOD Bendinarksil Bot Bendmafksil 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 1 1 1 1 1 1 1 1 1 M1 M2 M3 M4 M5 M6 M7 M8 M9 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 5738 4952 3507 3507 4952 5738 -5395 -4645 -5395 - 292 29 289 1 138 1 139 1 141 -341 -347 -352 2024 2029 2034 -1 891 -1 899 -1 908 2034 2029 2024 28 -116 -05 05 116 -28 -288 -034 288 -313 -313 -313 -035 -052 -07 174 174 174 017 0 -018 0 0 0 018 0 -017 033 591 -529 -529 591 033 033 174 033 1926 591 -745 2407 1 275 -315 -2189 038 2264 -033 21 -052 0 0 0 -052 21 -033 -033 -591 529 529 -591 -033 -033 -'174 -033 -1 926 -591 745 -2407 -1 275 315 2189 -038 -2264 033 -21 052 0 0 0 052 -21 033 RISA-2D Version 60 [C \JOBS-05\05828\TR-2 r2d]Page 4 Company Inland Engineering, Inc. Designer SN Job Number 05828 NORTH COAST Checked By Member Section Stresses (Continued) LC Member Label Sec Axialfksil Shearfksil TOD Bendmafksil Bot BendmaFksil 28 29 30 31 32 33 34 35 36 1 1 1 M10 M11 M12 1 2 3 1 2 3 1 2 3 -352 -347 -341 1 141 1 139 1 138 289 29 292 -174 -174 -174 07 052 035 313 313 313 2264 038 -2189 -315 1275 2407 -745 591 1 926 -2264 -038 2189 315 -1 275 -2407 745 -591 -1 926 Member ASP Steel Code Checks (By Combination) LC Member Shape UC Max Locfftl Shear UC LocffH Fafksil FHksil Fbfksil Cb Cm Eon 1 2 3 4 5 6 7 8 9 10 11 12 1 1 1 1 1 1 1 1 1 1 1 1 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 TU4X4X4 TU4X4X4 TU4X4X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 TU3X3X4 369 369 343 074 126 087 112 069 112 087 126 074 3065 12746 27245 0 0 3 3354 5 3354 0 6083 1 015 015 016 017 004 009 001 000 001 009 004 017 0 15811 30 0 6083 0 6708 0 0 0 0 0 25628 25628 25755 26882 20361 24836 19279 22098 19279 24836 20361 26882 276 276 276 276 276 276 276 276 276 276 276 276 3036 3036 3036 3036 3036 3036 276 3036 276 3036 3036 3036 1 1 1 758 2201 1 893 23 1 1 75 1 23 1 893 2201 85 85 85 445 85 213 85 6 85 213 85 445 H1-2 H1-2 H2-1 H1-2 H1-1 H2-1 H1-1 H2-1 H1-1 H2-1 H1-1 H1-2 RISA-2D Version 60 [C \JOBS-05\05828\TR-2 r2d]Page 5 INLAND ENGINEERING DATE_ BY SUBJECT /V0f?rH Co AST [GUILOtf/fr R) SHEET NO CHKD JOB NO LATERAL ANALYSIS SEISMIC WIND V = 3.C, . W R R Fact = V = 2- Story. 0440 45 1 4 (Na=10) (Rcant col = 2 2) 300 x.044 = 021 45x14 WRF WFL DL [psf] 20 24 PART [psf] ; * | i 10 ] TOTAL [psf] 25 34 I-Level 70 ft (average) 140 ft 90 ft VRF = 021 x 25 VFL = 021 x 34 5.24 psf 7.12 psf P =Ce.Cq.qs.lw (70 mph, EXPO "C") cq ~ Iw = ,RF Ce,RF = r T19 1 30 1260 [psf] 'e,FL= , . 1 00 j 1 19 x 1 30 x 1260 1.13 100 =1949 psf ,FL 113 x 130 x 1260 x 100 = 18.511 psf INLAND ENGINEERING DATE BY CHKD SUBJECT /V0JTH foA^T (Gl, > ^lOW/fr P, ) SHEET NO JOB NO O fo 5gZ^ ROOF LINE 1 A = Vs = V = [ V = COL 160 2 960 160 2 6238 100 10286 2 I * 120 524 = 5029 * 4_5 22 40 * 1949 = 624 #/' = 514 3 # per column 960 Sft 10286 # gov 6238 # LINE 2 A =160 2 120 + 840 = 1800 sft Vs= 1800 = f V. 160 + 140 2 2 524 = 9429 40] * J 4_5 22 1949 19286 # gov. 11695 # VDa = 11695 = 1170 100 V = 19286 = 9643 COL 2 #/' # per column LINE LINE ti INLAND ENGINEERING DATE BY CHKD SUBJECT /V0%>H foA^f (Quiio/Mf'~ Q ) SHEET NO Si JOB NO £>£T£?Z/? LINE 3 = f 160 ROOF 20 * 300 + 840 = 3840 Sft Vs= 3840 * 524 = 20114 # Vw= f 160 + 140 I * 100 * 1949 2 2 = 29238 # gov VDa = 29238 = 1125 #/' 260 Vsw = 29238 = 3249 #/' 90 TFC = 3249 * 160 = 51979 # LINE 4 A = Vs = Vw = VDa = 350 + 20 * 440 2 8580 * 524 = 44943 # 140 * 1949 = 858 0 sft [350 = 47756 # gov 47756 = 1405 #/' 340 Vsw = 47756 = 2221 #/' 21 5 TeC = 2221 * 140 = 31097 # LINE 3 LINE 4 O&L- INLAND ENGINEERING DATE BY SUBJECT CHKD SHEET NO JOB NO ROOF LINE 5 = f 290 + 20 1 * 370 + 3000 == 9105 sft Vs= 9105 * 524 = 47693 # Vw = fg9J) + 160 1* 140 * 1949 = 61400 # gov Vpa = 61400 = 1498 #/' 41 0 Vsw = 61400 = 4093 #/' 150 TFC = 409 3 * 14 0 = 5730 7 # LINE 5 LINE 6 = f 35_Q "I •790 + 12675 = 26500 sft Vs= 26500 * 524 = 13881 0 # gov Vw = f 350 + 400 1 * 140 I 2 2 J VDa = 13881 0 = 1851 #/' 750 Vsw = 13881 0 = 2026 #/' 685 TVC = 2026 * 140 = 28370 # 1949 = 102334 # LINE 6 INLAND ENGINEERING DATE BY CHKD SUBJECT f^O^'H (Gf\'^r [Qwioirff~Q\ SHEET NO JOB NO ( b'o >sgz% - LINE 7 UPPER ROOF A = f 41 0 + 20 1 * Vs= 6300 * 524 = Vw =)' ROOF 280 33000 # 160 * 1851 = 630 0 sft = 6071 1 # gov VDa = 6071 1 = 2335 #/' 260 Vsw = 6071 1 = 4857 #/' 125 TeC = 4857 * 170 = 82567 # LINE 7 UPPER ROOF TKt? LINE 7 LOWER ROOF A = Vs = Vw = VDa = Vsw = 41 0 + 20* 29 0~T J 6525 * 524 = 34179 # = 652 5 sft [410 1* 140 * 1851 =53122 # gov 53122 = 1832 #/' 290 53122 = 2125 #/' 250 LINE 7 LOWER ROOF TFC = 2125 * 140 = 29748 # INLAND ENGINEERING DATE BY CHKD SUBJECT <H (pfi c: T ( ft U I JO Wf~ R } SHEET NO JOB NO ROOF LINE 8 UPPER ROOF = f 4100 + 20 * 280 = 630 0 sft Vs = 630 0 * 5 24 Vw = = 6071 1 = 2335 260 = 33000 # 160 * 1851 #/' = 60711 # gov Vsw = 6071 1 = 7142 #/' 85 TeC = 7142 * 170 = 121422 # LINE 8 UPPER ROOF LINE 8 LOWER ROOF = f 410 + 20 1 Vs= 6525 * 524 = /w= f 41 0 2 290 34179 # 140 * 1851 = 652 5 sft = 53122 # gov VDa = 53122 = 1832 #/' 290 Vsw = 53122 = 171 4 #/' 31 0 T£C = 1832 * 140 = 25645 # LINE 8 LOWER ROOF v/f INLAND ENGINEERING DATE BY SUBJECT S7" [fiU)LO/r/^R\ SHEET NO O CHKD JOB NO flSg Zg LINE 9 = f 400 1 * ROOF 670 + 11850 = 25250 sft Vs= 25250 * 524 = 132262* gov vw= f 400 + 300 | * 140 * 1949 2 2 = 95512 # Voa = 132262 = 1787 #/' 740 Vsw = 132262 = 1931 #/' 685 TeC = 1931 * 140 = 27032 # LINE 10 = f 2A = | 290 + 2 0 | * 38 0 2 = 627 0 sft Vs= 6270 * 524 = 32843 # Vw = [290 ]* 140 * 1949 = 39569 # gov 2 VDa = 39569 = 1131 #/' 350 Vsw = 39569 = 2638 #/' 150 TSC = 263 8 * 140 = 36931 # LINE 9 LINE 10 INLAND ENGINEERING DATE BY SUBJECT CHKD SHEET NO JOB NO ROOF LINE 11 = f 360 + 20 1 *41 0 = 820 0 sft Vs = 820 0 vw = f 360 VDa = 49120 280 * 524 = 42952 # 1* 140 * 1949 = 1754 #/' = 49120 # gov Vsw = 4912 Q = 8187 #/' 60 TFC = 8187 LINE 11 THe 140 = 114614 # LINE 12 = I" 190 + 1 0 1 * 24 0 +3485 = 6005 sft Vs= 6005 * 524 = 31455 # gov Vw = f 190 ]* 140 * 1949 = 25925 # Voa = 31455 = 1573 #/' 200 Vsw = 31455 = 2860 #/' 11 0 TPC = 2860 * 160 = 45752 # LINE 12 Ttt£= vffi-UL INLAND ENGINEERING DATE SUBJECT /V0/?)f/ Co A^T ( QUlLO/^- BY CHKD ROOF LINE 13 f "\ A- I 190 + 10 I * 240 =2520 sft " l 2 J Vs= 2520 * 524 = 13200 # V,., - f 190 1* 140 * 1949 = 25925 # gov I "^2 J VDa = 25925 =1296 #f 200 R] SHEET NO 57 / JOB NO O5%7-% - LINE 13 <?> D&lr ^n/t? vs/ rt$r ^ e%.&* oP Tf{& vfftil- Vsw = 25925 = 1620 #/' 160 TEC = 162 0 * 160 = 2592 5 # INLAND ENGINEERING DATE BY CHKD SUBJECT //0/?!ff Co) •> <Kr (GUILOW-R}v /SHEET NO JOB NO £1 OSZZ% ROOF LINE A -(740 + 20 2 330 = 12870 stt Vs= 12870 * 524 = 67414 # gov. ' Vu = [140 1949 = 38205 # 6741 4 290 = 232 5 # / = 481 5 140 T,;C = 481 5 * 14 0 = 6741 4 # LINE B A = Vs = f 740 '- 2 2 0 330 = 12870 sfi 1287 0 320 5741 4 290 140 481 5 * 5 24 = S741 4 # gov 1 * 140 * 1949 = 43663 # - 232 5 # / ' = 481 5 fr/1 " 140 = 6741 4 # LINE A I v// LINE B INLAND ENGINEERING DATE_ BY SUBJECT /VyrtTH CoA^T [G>U\io/f/^R\ SHEET NO 0 CHKD JOB NO LINE C A = VE = Vw = f 650 2 15285 f 90IT ROOF 410 + 1960 = 15285 sft 524 = 80064 # gov 1 * 140 * 1949 = 12280 # VD, = 30064 = 1953 #/' 41 0 vsw = 8006 4 = 3539 #/' 220 TeC = 3639 * 140 = 50950 # LINE D -A = | 250 + 20 * 200 2 2800 * 524 = 15190 # = 290 0 sft \/ ?*> n* W ~ fc-J " 2 VDa = 2923 8 160 120 * 1949 = 29238 # gov = 1827 #/' LINE C IT I i—i H I- LINE D /\ INLAND ENGINEERING DATE_ BY SUBJECT /V0%lH [GU)LflW/'~ R) SHEET NO JOB NO ROOF LINE E A =f 100 + 1 0 I * 160 + 770 = I „ J = 1730 sft - ( 2 1730 100 2 524 = 9062 140 4_5 2 2 1949 18536 # gov 13645 # VDa = 18536 = 300 618 #/' V = 18536 = 9268 # per column LINE F f 250 + 20 ] *A = I 250 2 200 = 290 0 sft Vs = 2900 * 524 = 15190 # 120 * 1949 = 29238 # gov]* VD3 = 29238 160 = 1827 #/' LINE E LINE F INLAND ENGINEERING DATE_ BY SUBJECT f/o*TH CoA^T CHKD SHEET NO 6?) JOB NO ROOF LINE G A= ! 740 + 20 * 1160 + 6300 = 51540 stt 2 V8 = 51540 * 524 = 269971 # gov Vw = f 740 }* 140 * 1949 Vn, - 26997 1 = 2348 #/' = 100970 # 'Da = 1150 Vsw = 26997 1 = 391 3 #/' 690 TCC = 391 3 " 140 = 54777 # LINE H = f 190 + 2 0 1 *21 0 + 396 0 = 637 5 sft Vs = 637 5 * 5 24 = 3339 3 # gov 140 * 1949 = 25925 # Vba = 33393 = 1758 #/" 190 Vsw = 33393 = 2385 #/' 140 T=C - 2385 160 = 38163, # LINE G LINE H INLAND ENGINEERING DATE_ BY SUBJECT /V0ltlH CoA*>r SHEET NO CHKD JOB NO OS'S. ROOF LINE I = f 190 + 20 1 21 0 = 241 5 sft V. = 241 5 * 524 = 12650 # = f 190 1 *^ „ J 140 1949 = 25925 # gov VD3 = 25925 = 1364 #/' 190 Vsw = 25925 = 324 1 #f 80 T,-C = 324 1 * 160 = 51849 LINE K A = f 250 + 30 "1 460 = 7130 sft ' (» 7130 * 524 = 37348 # 0 V 165 1851 = 38176 # gov 38176 = 41 0 93 1 # / ' Vsw = 38_H6 = 1735 #/' 220 T.C = 1735 * 170 = 29499 # LINE I II M^r ko LINE K INLAND ENGINEERING DATE BY CHKD SUBJECT ffotflH (oft^T •> (QUlLD/fSfr P, ) SHEET NO (jf 5 JOB NO OS'S 2-% FLOOR LINE 1 A - I 160 I* 120 = 960 sftI 2 \ Vs= 960 ' 712 = 6839 * A_5 = 13989 # gov 2 2 V,,- fl60 V 40 * 1851 = 5923 #i I V 2 ' Vn» - 6839 = 684 #/' 100 V - 13989 = 6994 # per column COL 2 LINE 2 f -\A - i 160 T 120 + 840 = 1800 sfti. 2 ) V8= 1800 * 712 = 12823 * 4_5 = 26229 # gov 22 V, - f 160 + 140 1* 40 * 1851 = 11106 #, • j ^2 2 J Vn= - 12823 = 1282 #/' 100 V = 26229 - 13114 # per column COL 2 LINE 1 ,,«£• ('5>-£-<i2- Column O-feZfy-n <S if««f. (2) ) "l^O/S^" fftJ!^- LINE 2 O_ ty 1* §^3^3,' £^ INLAND ENGINEERING DATE_ BY SUBJECT /VJWTH CHKD SHEET NO (f l] JOB NO 0 LINE 3 A -]' FLOOR 260 + 840 =2920 sft Vs = 2920 * 712 = 20802 + 20114 = 40916 # Vw = f 160 + 140 1* 90 * 18.51 = 24988 + 29238 = 54226 # gov >a = 24988 = 961 #/' 260 Vsw = 54226 = 9859 #/' 55 r,=C = 3859 * 30 = 88733 f 513732 = 140713 # LINE 3 LINE 4 A = f 51 0 V 31 0 +57 0 = 847 5 sft V3 = 8475 * 712 = 60374 + 44943 =105317 # = [=10 ]'125 * 1851 = 58999 + 47756 = 106755 # gov oa = 60374 = 1830 #/' 330 Vsw = 106755 = 4745 #/' 225 T,C = 4745 * 30 = 42702 1-310963= 7379 3 # - c.blr Zz LINE 4 SNLAND ENGINEERING DATE BY" SUBJECT Cofi^T (Q>U)Lowr~-R\ SHEET NO Is '^ CHKD JOB NO LINE 5 A= f 290 2 FLOOR 440 + 2125 = 8505 sft Vs = 8505 * 712 = 60588 + 47693 =108281 # gov V = [290 1* L J 125 * 1851 = 33548 + 61400 = 94949 # VDa = 60588 = 1731 #/' 350 Vsw = 108281 = 401 0 #/' LINE 5 & S7T/0 27 0 T,.C = 401 0 * 90 = 3609 4 + 5730 71 = 9340 1 # (l LINE 6 A = f 290 V 440 + 3500 = 9880 sft Vs = 9880 * 712 = 70383 + 138810=209193 # gov Vw = | 290 I* 125 * 1851 = 33548 + 102334= 13588 2 # 2 J VDa = 70383 = 201 1 #/' 350 Vsw = 209193 = 11308 #/' 185 1,-C = 11308 * 90 = 101769 -r 28370 = 130139 # LINE 6 INLAND ENGINEERING DATE BY SUBJECT CHKD SHEET NO JOB NO"5 FLOOR LINE 61 A =260 2 300 = 390 0 sft Vs= 3900 * 712 = 27783 # Vw =260 2 125 * 1851 = 30078 # gov VDa = 30078 = 1003 #/' 300 Vsw = 30078 = 1880 #/' 160 IfC = 1880 * 90 = 1691 9 # LINE 62 A = Vs = 390 + 4875 = 14820 sft VDa = 14820 * 712 = 105575 # gov 51 0 + 250 I* 125 * 1851 = 87920 # 2 2 J 1D5575 = 263 9 # / ' 400 Vsw = 105575 = 351 9 #/' 300 T.=C = 351 8 * 90 = 31672 # LINE 6 1 LINE 6.2 INLAND ENGINEERING DATE SUBJECT ffoifl H foA^>T(B> BY CHKD " MOWfrR] SHEET NO JOB NO ( / -7 1 /s •s ^ ^S t^- £3 LINE 6.3 FLOOR 350 + 3500 = 7000 sft Vs= 7000 * 712 = 49867 # gov. VDa = 49867 = 191 8 #/' 260 Vsw = 49867 = 1956 #/' 255 T1=C = 1956 * 90 = 17600 # LINE 6 4 A =260 2 300 = 3900 sft Vs = 390 0 - [260 712 .= 27783 # 1* 125 * 1851 = 30078 # gov VDa = 30078 = 1003 #/' 300 Vsw = 30078 = 1880 #/' 160 TCC = 1880 * 90 = 1691 9 # LINE 6 3 LINE 6 4 INLAND ENGINEERING DATE BY CHKD SUBJECT SHEET NO (# 2 JOB NO 058,2-% LINE 8 = r 220 2 330 FLOOR = 3630 sft 3630 * 712 = 25859 + 34179 = 60038 # 125 * 1851 = 40489 + 53122 = 93611 # gov/w = f 35 0 1* l~T" J = 40489 = 1265 #/' 320 = 9361 1 = 5851 #/' 160 = 5851 * 90 = 52656 + 25645 = 78301 # LINE 8 \fffi- U- LINE 9 A = 29 0 J 440 + 3500 = 9880 sft Vs = 9880 * 712 = 70383 + 132262 =202645 # gov Vw = ^290 1* 125 * 1851 = 33548 + 95512 = 129060 # VDa = 70383 = 201 1 #/' 350 Vsw = 20264 5 = 5333 #/' 380 T,,C = 5333 * 90 = 47995 + 27032 = 75027 # LINE 9 INLAND ENGINEERING DATE_ BY SUBJECT CHKD SHEET NO JOB NO LINE 10 *.(290 )• FLOOR 440 + 840 = 722 0 sft Vs- 7220 * 712 = 51434 + 32843 = 84277 # gov /w= [290 125 * 1851 = 33548 + 39569 = 73117 # VDa = 51434 = 1470 #/' 350 Vsw = 84277 = 421 4 #/' LINE 10 200 T..C = 421 4 * 90 = 3792 5 + 3693 1 = 7485 6 # LINE 11 - f 360 V I T~ J 170 = 306 0 sft Vs = 3060 * 712 = 21799 + 42952 = 64751 # gov Vw = f 7_Q 1* 125 * 1851 = 8098 + 49120 = 57218 # I 2 J VDa = 21799 =779 #/' 280 Vsw = 64751 = 10792 #/' 60 T,C = 10792 * 90 = 97127 + 114614 = 211741 # LINE 11 ft, &, or INLAND ENGINEERING DATE BY SUBJECT Fft>%\\])lDW/.'f*'R*\ SHEET NO CHKD JOB NO 0 5 g Z- £ LINE 12 A =200 2 FLOOR 200 + 3780 = 5780 sft Vs = 5780 200 2 712 = 41176 + 31455 5 * 18511* 12! 7263 0 # gov. 23137 + 25925 = 49061 # Vna = 41176 = 2059 #/' 200 Vsw = 72630 = 8545 #/' 85 ^-C = 8545 * 90 = 76903 + 45752 = 122655 # LINE 12.1 = rA = | 220 2 V 33 0 +1080 = 4710 sft Vs ^ 4710 * 712 = 33553 # gov Vw = f 9_0 1* 125 * 1851 = 10412 # VDa = 33553 = 1459 #/' 230 Vsw = 33553 = 1459 #/' 230 T..C = 1459 * 90 = 13129 # LINE 12 LINE 121 tto .&, oF TH-e INLAND ENGINEERING DATE SUBJECT BY CHKD SHEET NO JOB NO OS'S FLOOR LINE 12.2 A = f 9_Q ^ 2 Vs= 1080 Vw= | 9_0 240 = 1080 sft 712 = 7694 # 1* 125 * 1851 = 1041 2 # gov VDa = 10412 = 453 #/' 230 Vsw = 1041 2 = 3899 #/' 27 T£C = 3899 * 90 = 35095 # LINE 13 A = Vs = Vw = 200 2 200 = 200 0 sft 2000 * 712 = 14248 + 13200 = 27448 # 200 2 LINE 12.2 6 w 125 * 1851 = 23137 + 25925 = 49061 # gov VDa - 23137 = 1157 #/' 200 Vsw = 49061 = 9199 #/' LINE 13 53 TCC - 9199 * 90 = 82791 + 25925 = 108716 # INLAND ENGINEERING DATE_ BY SUBJECT /V0f(!H P.J SHEET NO 7 2- CHKD JOB NO FLOOR LINE AO A =1*260 = 390 0 sft Vs = 390 0 * 7 12 = 2778 3 # I"125 * 1851 = 34705 # gov V0a = 34705 = 1335 #/' 260 Vsw = 34705 = 3471 #/' 100 TCC = 3471 * 90 = 31235 # LINE A A =290 = 507 5 sft Vs= 5075 * 712 = 36153 + 67414 = 103568 # gov 40489 + 38205 = 78694 #V,= f 350 1* ^ „ J 125 * 1851 = VDa = 40489 = 1396 #/' 290 Vsw = 103568 = 7967 #/' 130 TeC = 7967 * 90 = 71701 + 67414 = 139115 # LINE AO wA-U, LINE A - oF INLAND ENGINEERING DATE BY SUBJECT /V031H CHKD SHEET NO JOB NO "• LINE B A =}'290 FLOOR = 507 5 sft Vs= 5075 * 712 = 36153 + 67414 = 103568 # gov Vu = f 125 * 1851 = 40489 + 43663 = 84152 # VDa = 40489 = 1396 #/' 290 Vsw = 10356 8 = 12946 #/' 80 TeC = 12946 * 90 = 116514+ 67414 = 183928 # LINE B LINE C A =* 400 + 3900 = 8900 sft Vs= 8900 * 712 = 63402 + 80064 = 143466 # gov Vw= 12280 # VDa = 63402 = 1585 #/' 40 0 Vsw = 14346 6 =8439 #/' 170 TeC = 843 9 * 90 = 7595 3 + 5095 0 = 12690 3 # LINE C TrfF INLAND ENGINEERING DATE SUBJECT (vft^T (&U}lO>r/!'~R\ SHEET NO "I 1 BY CHKD JOB NO LINE C1 = f 350 1 FLOOR * 1050 + 5250 = 23625 sft Vs = 2362 5 * 712 = 16830 0 # gov /w = [350 + 180 I* 125 * 1851 = 61312 # 2 2 VDa = 16830 0 = 1603 #/' 1050 Vsw = 16830 0 =2214 #/' 760 TCC = 221 4 * 90 = 1993 0 # LINE C 2 A =* 1050 + 5250 = 21525 sft Vs= 21525 * 712 = 15334 0# gov = [31 0 125 * 1851 = 35862 # VDa = 153340 = 1460 #/' 1050 Vsw = 153340 = 2738 #/' 560 = 2738 * 90 = 24644 # LINE C1 LINE C.2 INLAND ENGINEERING DATE BY CHKD SUBJECT flforfiH CoA^T (GU)Lo^/^R}v -/ *** SHEET NO JOB NO •—"7 S*~ 0$%Z% FLOOR LINE D = f 210 V 170 = 212 5 sft Vs = 212 5 *.. (250 2 712 = 15138 # 125 * 1851 = 28921 # VDa = 28921 = 1808 #/' 160 LINE E = f 100 1 160 + 770 = 1570 sft Vs= 1570 V, 712 = 11184 * 4_5 22 ' 1851w = [lOO 1* 40 VDa = 11184 = 37 3 # /' 300 V = 22877 = 11439 # per column X)L 2 = 22877 # gov = 370 2 # gov LINE D LINE E o iw INLAND ENGINEERING DATE BY CHKD SUBJECT tfoXTH foA^T (QU)i > OW~- R } SHEET NO "7^ V JOB NO 05^,2-^ FLOOR LINE F A =. f 250 "I*170 = 212 5 sft Vs = 212 5 Vw = 712 = 15138 # 125 * 1851 = 28921 #gov VDa = 28921 = 1808 #/' 160 LINE F rrvt?) LINE G A =)*1050 + 3360 = 19635 sft Vs= 19635 vw= 712 = 139876 + 269971 = 409847 # gov 1* 125 * 1851 = 35862 + 10097 0 = 13683 2 # VDa = 139876 =1332 #/' 1050 Vsw = 40984 7 = 6831 #/' LINE G 600 = 6831 90 = 61477 + 54777 = 116254 # INLAND ENGINEERING DATE BY SUBJECT /V0f?lH Cofl^T (ftU)LDW//r-R} SHEET NO "? 7 CHKD JOB NO LINE H A =;]• FLOOR 200 + 3780 = 5780 sft Vs= 5780 * 712 = 41176 + 33393 = 74568 * 4_5 2 2 Vw = [200 + 140 1* 125 * 1851 = 39332 + 25925,, 1 2 2 J VDa = 41176 = 205 9 #/' 200 V = 152526 = 76263 # per column ;OL 2 152526 #jgov ir^f"' 135257 # LINE H LINE I = r 200 200 + 3300 = 5300 sft Vs= 5300 * 712 = 37756 + 12650 Vw = [200 + 240 1* 125 * 1851 L 2 2 J VDa = 50901 = 2545 #/' 200 Vsw = 76825 = 3940 #/' 195 TCC = 3940 * 90 = 35458 + 51849 = 87307 # 5040 6 # 50901 + 25925 = 76825 #gov LINE I INLAND ENGINEERING DATE BY SUBJECT //g J? I ft CO CHKD SHEET NO JOB NO LINE L k-= f 320 V 31 0 + 350 = Vs = 531 0 * 7 12 = 3782 7 # = 531 0 sft g°v Vw = '"' 125 * 1851 ='3701 9 # Vn.V 3782'7 = 1455" #/"' ;, .-260- "| - - -V Vsw = 3782"7 ="5820 ; #/' r^C = 5820 * > 90 ,= 52376 # LINE L INLAND ENGINEERING DATE SUBJECT //£/?/ f/ (o fi^ (BU^lO/WrR] SHEET NO ~7 BY CHKD " JOB NO $5% 2 §" 2- Ta>$> * 3? INLAND ENGINEERING DATE BY SUBJECT [%l/l 1*6 ///&*&) SHEET NO CHKD JOB NO STL. 1311, e ti OD •^•^—^ - 2..C> * 9 ~ -I- 5"5"1! '3 1). * I/./ « c - \*- -f o, INLANUCNUINtEKINU DATE BY SUBJECT CHKD SHEET NO <? I JOB NO <• . 3JLl_ C6c 16(2.• vv>. -f- |,0 E Vvw " - 13 C A = |if'^' '**"/ r"'S r, -iI1' TTnT^ J 3.P3 )XT fflL*\tf.i! CMe*. INLAND ENGINEERING DATE BY CHKD SUBJECT r (RU}lo;r>/frR\ SHEET NO JOB NO 2^ t- ± L v GO - 144k/ft 2924k 2892k xmxxxxxffixxxxxxxm M4 93 -2 9 Loads LC 2, DL+LL+LAT Results for LC 2, DL+LL+LAT Reaction units are k and k-ft CN N4 N6 Inland Engmeenng, Inc RE2A MEHRANPOUR 05828 NORTH COAST CALVARY CHAPEL-CARLSBAD.CA Sept 12, 2005 at 1003AM FRAME #1 r2d Company Inland Engineering, Inc. Designer REZA MEHRANPOUR Job Number 05828 NORTH COAST CALVARY CHAPEL-CARLSBAD.CA Sept 12, 2005 10.01 AM Checked By _ Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 2 3 DL LL LAT DL RLL , WL -1 2 1 1 Joint Boundary Conditions Joint Label X[k/in1 Y [k/inl Rotaton[k-ft/rad]1 2 N1 N3 Reaction Reaction , Reaction .Reaction , Reaction Reaction Hot Rolled Steel Design Parameters Label Shape Lenqthfftl Lb-outtftl Lb-infffl Lcomptopf Lcompbotf K-out K-m Cm Cb Outs In sway 1 2 3 4- M1 . M2 M3 M4 SEC1 SEC 1 SEC 2 SEC 2 30 30 15 15 •., -. ; 1 < .• .; Joint Coordinates and Temperatures Label Xfft]Y[ft]Temp [F] 1 :2 3 4 5 •6 N1 •'•."' N2 - - N3 N4 N5 '..,.. N6 0 :-0 15 15 0-,15 , 0 '30 0 30 9 9 0 0 0 0 0 0 Joint Deflections (By Combination} LC Joint Label Xfinl Yfinl Rotation [rad] 1 2 3 4 5 6 2 2 2 2 2 2 N1 • * N2 N3 .N4 N5 ,N6 0 ,1 53 0 1 529 25 249 0 002 0 -006 001 -003 0 -1 955e-3 - 0 -1 047e-3 -2184e-3 -221e-3 Joint Reactions (By Combination) LC Joint Label X[k] Y[k] MZ[k-ft] 1 2 3 4 2 2 2 2 N1 N3 Totals COG (ft) -2947 -2869 -5816 X 75 -287 7762 4893 Y 22337 17322 17127 RISA-2D Version 60 [C \RISA\JOBS-05\Commencal\05828\FRAME #1 r2d]Page 1 Company Inland Engineenng, Inc Designer REZA MEHRANPOUR Job Number 05828 NORTH COAST CALVARY CHAPEL-CARLSBAD.CA Sept 12, 2005 10 01 AM Checked By _ Load Combination Design Description ASIF CD Service Hot Rolled Cold Formed NDSWood Concrete 1 2 DL+LL DL+LL+LAT 1 25 133 Yes Yes \ Load Combinations Description Solve PD SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 •• 2 , DL+LL DL+LL+LAT Yes Yes Y DL DL 1 1 RLL RLL 1 1 WL 1 .. Member Distributed Loads (BLC 1: DL) Member Label Direction Start Magnitudefk/ft, End Magnrtudefk/ft,d Start Locafaonfft.%1 End Locatonfft.%1 1 I M3 W1 -08 -08 0 | 0 Member Distributed Loads (BLC 2: LL) Member Label Direction Start Magnrtudefk/ft. End Magnrtudefkfft.d Start Locatonfft.%1 End Locatonfft.%1 M3 -064 -064 Joint Loads and Enforced Displacements (BLC 3: LAT) Joint Label L.D.M Direction Magnrtude[k,k-ft in.rad k*sA2tfH1 2- N2 N5 L L X . ' - X - ' :, 2924 2892 Material Takeoff Matenal Size Pieces Lenqthfft] WeightfK] 1 2 3 4 Hot Rolled Steel A36 A36 Total HR Steel TU8X6X6 W10X26 2 2 4 '60 30 90 .2 8 27 Hot Rolled Steel Properties Label Etksil G fksil Nu Therm (\1E5F) DensiMk/fTOl Yieldfksi] 1 2 3 4 5 A36 A572Grade50 A992 A500 42 A500 46 29000 29000 29000 29000 , * 29000 11154 11154 11154 11154 11154 3 3 3 3 3 65 65 65 65 65 49 49 49 49 49 36 50 50 42 46 Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Design List Type Matenal Design Rules 1 2 3 4 M1 M2 M3 M4 N1 N3 N2 N5 N2 N4 N4 N6 SEC1 SEC1 SEC 2 SEC 2 Tube Tube Wide Flange Wide Flange Column Column Beam Beam A36 A36 A36 A36 Typical Typical Typical Typical RISA-2D Version 60 [C \RISA\JOBS-05\Commencal\05828\FRAME #1 r2d]Page 2 Company Inland Engineering, Inc. Designer REZA MEHRANPOUR Job Number 05828 NORTH COAST CALVARY CHAPEL-CARLSBAD.CA Sept 12, 2005 1001 AM Checked By _ Member Advanced Data Label I Release J Release I Offsetfm] J Offsetf ml T/C Only Physical TOM Inactive 1 2 3 4 M1 M2 M3 M4 Yes Yes Yes Yes Member Section Deflections 1C Member Label Sec x [in] y fin] (n) L/y Ratio 1 2 3 4 5 6 7 8 9 10 11 12 2 2 2 2 • M1 M2 M3 M4 1 2 3 1 2 3 1 2 3 1 2 3 0 001 002 0 -004 -006 1 53 1 53 1 529 25 25 .249 0 -556 -1 53 0 -569 -1 529 002 -032 -006 001 -002 -003 NC 647215 235 223 NC 63217 235418 NC 6057 689 NC NC NC NC Member Section Forces LC Member Label Sec Axialfkl Shearfkl Moment[k-ft11 2 3 4 5 6 7 8 9 10 11 12 2 2 2 2 M1 M2 M3 M4 1 2 3 1 2 3 1 2 3 1 2 3 -287 -37 -859 7762 3896 3407 1 552 1 552 1 552 1 317 1 317 1 317 294 1 37 1 37 2886 1 571 1 571 -859 -2133 -3407 -2989 -3183 -3377 17322 598 -14 567 17127 6134 -17424 -14567 -335 17424 -2334 -194 24408 Member Section Stresses LC Member Label Sec Axialfksil Shearfksil Top Bendmgfksfl Bot Bendinqfksil 1 2 3 4 5 6 7 8 9 10 2 2 2 2 M1 M2 M3 M4 1 2 3 1 2 3 1 2 3 1 -3 -039 -09 81 407 356 204 204 204 173 49 228 228 481 262 262 -32 -794 -1 269 -1 113 -9934 -343 8354 -9822 -3518 9993 627 1442 -75 10046 9934 343 -8354 9822 3518 -9993 -627 -1 442 75,. , -10046 RISA-2D Version 60 [C \RISA\JOBS-05\Commencal\05828\FRAME #1 r2d] Company Inland Engineering, Inc Designer REZA MEHRANPOUR Job Number 05828 NORTH COAST CALVARY CHAPEL-CARLSBAD,CA Sept 12, 2005 10 01 AM Checked By _ Member Section Stresses (Continued) LC Member Label Sec Axialfksil Shearfksi]Top Bendingfksi] Bot Bendinqfksi]11 12 •• 2 3 173 173 -1 185 -1 257 084 -10506 -084 10506 Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules Afin2] I (90.270) [i I (0.180) [in4.1 -2 SEC1 SEC 2 TU8X6X6 W10X26, Tube Wide Flanqe Column Beam A36 'A36 Typical Typical 958 - 761 535 -14:1 •; 837 144 Member ASP Steel Code Checks (By Combination) LC Member Shape UCMax Locfftl Shear UC Locfftl Fafksil Ftfksil Fbfksil Cb Cm Eqn1 2 3 -4 2 2 2 2- M1 M2 M3 M4 TU8X6X6 TU8X6X6 W10X26 W10X26 432 451 371 507 0 0 15 15 034 033 088 087 0 0 15 15 6435 6435 854 854 21 6 21 6 21 6 21 6 2376 2376 21 6 ,21 6 23 .23 23 23 264 207 85 85 H2-1 H1-2 H1-3 H1-3 RISA-2D Version 60 [C \RISAVJOBS-05\Commencal\05828\FRAME #1 r2d]Page 4 INLAND ENGINEERING DATE BY SUBJECT |J 0 IVTVI CHKD SHEET NO JOB NO .-I -f, 3,p,»• ^7 7 - . X "fc,* .Z, * " ff PAO A-rv •> A <' 7 INLAND ENGINEERING DATE SUBJECT frs* P(UT\A (L^.^ S. > SHEET NO BY CHKD JOB NO /o Sjy x^r?, » 3 O.SCT '10 INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 1017AM, 13 SEP 05 Description Scope Rev 580000User KW-0606198 Ver 5 8 0 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software Combined Footing Design Page 1 05828 ecw Calculations Description DESIGN GRADE BEAM @ LINE 2 (worst case) General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden 3,000 0 psf 4 1450pcf 133 000 psf Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 fc 3,000 0 psi Fy 60,000 0 psi Mm As Pet 00014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Dimensions Footing Size Distance Left Dist BetwnCols Distance Right Footing Length Width Thickness 100 ft 1000ft 100ft 1200ft 150ft 1800m Column Support Pedestal Sizes #1 Square Dimension 0 00 m Height 000 m #2 Square Dimension 0 00 in Height 000 in Loads Note load factonna suooorts 2003 IBC and 2003 NFPA 5000 bv virtue of their references to ACI 318-02 for concrete desian Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads & Left Column fl) Riant Column Dead Load 5 680 k 5 680 k Live Load 8 520 k 8 520 k Short Term Load k k Applied Moments Dead Load Live Load Short Term Load Applied Shears Dead Load Live Load Short Term Load k-ft k-ft 33 020 k-ft k k 2280k k-ft k-ft 33 020 k-ft k k 2280k L^f^^lfZ^^-^-J Length = 12 00ft, Width = 1 50ft, Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stability Thickness = 1800m, Dist Left = 3,835 35 psf 3,990 00 psf 54 44 psi 93 1 1 psi 2660 1 1 00ft, Btwn =10 00ft, Steel Req'd @ Steel Req'd @ Steel Req'd @ Footing Design OK Dist Right = 1 00ft Left Center Right 0 389 m2/ft 0 623 m2/ft 0 389 in2/ft Soil Pressures Soil Pressure @ Left Actual Dead + Live Dead+Live+Short Term Soil Pressure @ Right End Dead + Live Dead+Live+Short Term Stability Ratio 1,7953 00 1,7953 3,8353 27 1 Allowable 3,0000 psf 3,990 0 psf 3,000 0 psf 3,990 0 psf AC Eq C-1 Eq C-2 Eq C-3 Eq C-1 Eq C-2 Eq C-3 Factored 2,797 4 psf 00 psf 00 psf 2,797 4 psf 5,369 5 psf 1,631 6 psf Eccentricity 0000ft 2255ft 0000ft 2255ft INLAND ENGINEERING & CONSULTING 4883 E LaPalmaAve Suite 501A Anaheim,CA 92807 TEL "(714)777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.CX Job # 05828 Dsgnr REZA MEHRANPOUR Date 1017AM, 13 SEP 05 Description • Scope Rev 580000User KW 0606198 Ver580 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Combined Footing Design Page 2 05828 ecwCatculations Description DESIGN GRADE BEAM @ LINE 2 (worst case) Moment & Shear Summary Moments Mu @ Col #1 Mu Btwn Cols Mu © Col #2 One Way Shears Vn Allow* 085 Vu © Col #1 Vu Btwn Cols Vu @ Col #2 Two Way Shears Vn Allow* 085 Vu © Col #1 Vu @ Col #2 ACI C-1 1 25 k-ft/ft -29 91 k-ft/ft 1 25 k-ft/ft 93 113 psi OOOOpsi 54 442 psi OOOOpsi 186 226 psi 22 350 psi 22 350 psi ( values for moment are given per unit width of footing ) ACI C-2 -01 5 k-ft/ft -38 95 k-ft/ft 2 45 k-ft/ft 93 113 psi OOOOpsi 20611 psi OOOOpsi 186 226 psi 23 81 9 psi 15761 psi Reinforcing (values given per unit width of footing) © Left Edae of Col #1 Ru/Phi ACI C-1 6 59 psi ACI C-2 080 psi ACI C-3 052 psi As Req'd 0389in2ffl -0389m2/ft -0389m2/ft Between Columns Ru/Phi ©Bottom 158 09 psi ©Top 205 84 psi ©Top 170 79 psi As Req'd -0580m2/ft ©Top -0623m2/ft ©Top 0580m2/ft ©Bottom ACI C-3 -010 k-ft/ft 32 32 k-ft/ft 0 69 k-ft/ft 93113 psi 0000 psi 0000 psi 0000 psi 186 226 psi 6989 psi 3 864 psi © Riant Edae of Col #2 Ru/Phi As Req'd 6 59 psi 0389m2ffi ©Bottom 12 96 psi 0389in2/ft ©Bottom 3 67 psi 0389m2/ft ©Bottom ACI Factors (per ACI, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST seismic = ST * 1400 1700 1700 1 100 ACI C-2 Group Factor 0750 ACI C-3 Dead Load Factor 0 900 Additional Seismic "1 4" Factor 1 400 Additional Seismic "0 9" Factor 0 900 ACI C-3 Short Term Factor 1 300 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.CX Job # 05828 Dsgnr REZA MEHRANPOUR Date 1017AM, 13 SEP 05 Description Scope Rev 580000 User KW 0606198 Ver 5 8 0 1 Dec-2003 Jc)1983-2003 ENERCALC Engineering Software Combined Footing Design Page 3 05S28 ecwCalculations Description DESIGN GRADE BEAM @ LINE 2 (worst case) Sketch & Diagram i 02 II ft" 2:00 3"00 '400 S'OO 600" I —800 900 ' 081 i ..__ . . 6"4ij~ 020 r- MomenTDL=00 LL=00 ST=330k-lt rtLd DL=57 LL=8 5 ST=0 Ok Shear Load (k)Location Along Member (ft)v_xIJ 069 "1 00 ~ 200 3~00 ~"400, ' i 052 • ; 0 35 017 ffiB i r i ! 1 1 I ' \ / \\ -inn r?nn Trm aitn ioft jjj «jj *98 ' . i 12ft A : ' I :U 11 97 ,1498 ; :i7~95- H ' i .2094 • ; -23W ! " 7n ' i 2692 i I Bending Moment (kft) "~ r" r r"rt|' ! " l ; ; > : ., illlllllll i* f '. I ; fl'-n----;- j !| • : - i ; o" • i , Shear Load (k) Location Along Member (ft) Shear Load (k) 32:28 h'OO 200 300 ~400 SOB 6~"00 700 BOO 900 1000 32.32 TOO 200 3~00 400§,i I JjjrHt-j --•ef? H II Itli ; i000 i 'jiiiiiii i•II) ; ,1558 ••., 2337 I I 31 16 i Bonding Moment (k ft) ...... i "fjfh h j 1293 IffT 1 " ~i | ' 1 1 1 'Mili i eiiir 'ii r ' ttriii" "" |. boo . i ' ||| ! II 1 ; . j1 ! if 1889 -- - -Hi il ! ' f ,2518 ' ' I | J I HjVIffilfl!1 i i i 1 ; 1 ! If •;•• JP - — i ' ' i Location Along Member (ft) i ' " i j . i i i i Location Along Member (ft) '500 6"00 700 800 900 1000 ! j ! 1 j ! i : un T "'Iflf 1 ' ' ' tl Location Along Member (ft) Bending Moment (kft) Location Along Member (ft) INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title • NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 1117AM, 13 SEP 05 Description Scope -73 Rev 580000User KW-0606198 VerSSO 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Combined Footing Design Page 1 05828 ecwCalculations Description DESIGN GRADE BEAM <ffi LINE H General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 3,000 0 psf 4 1450pcf 133 000 psf f-c 3,000 0 psi Fy 60,000 0 psi Mm As Pet 00014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Dimensions Footing Size Distance Left Dist BetwnCols Distance Right Footing Length Width Thickness 100 ft 1800ft 1 00ft 2000ft 150ft 1800m Column Support Pedestal Sizes #1 Square Dimension Height #2 Square Dimension Height 000 in 000 m 000 in 000 in Loads Note load factonno suooorts 2003 IBC and 2003 NFPA 5000 bv virtue of their references to ACI 31 8-02 for concrete desian Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads @ Left Column fl) Right Column Dead Load 1710k 1710k Live Load 7140k 7140k Short Term Load k k Applied Moments. Dead Load Live Load Short Term Load Applied Shears Dead Load Live Load Short Term Load k-ft k-ft 68640 k-ft k k 7630 k k-ft k-ft 68 640 k-ft k k 7630k Lr£f^^!2L^I Length = 20 00ft, Width = 1 50ft, Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stability Thickness = 1800m, Dist Left = 1 3, 177 66 psf 3,990 00 psf 44 10 psi 93 11 psi 1 512 1 00ft, Btwn = 18 00ft, Dist Right = 1 Steel Req'd @ Left Steel Req'd @ Center Steel Req'd @ Right Footing Design OK 00ft 0 389 m2/ft 1 180 m2/ft 0 389 m2/ft Soil Pressures Soil Pressure @ Left Actual Dead + Live Dead+Live+Short Term Soil Pressure @ Right End Dead + Live Dead+Live+Short Term Stability Ratio 8075 00 8075 3,1777 1 5 1 Allowable 3,000 0 psf 3,990 0 psf 3,000 0 psf 3,990 0 psf ACI Factored Eq C-1 1,2733 psf Eq C-2 0 0 psf Eq C-3 0 0 psf Eq C-1 1 ,273 3 psf Eq C-2 4,448 7 psf Eq C-3 1,1741 psf Eccentricity 0000ft 6612ft 0000ft 6612ft INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD,C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 11 17AM, 13 SEP 05 Description Scope Rev 580000User KW-0606198 VerSSO 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Combined Footing Design Page 2 05828 ecw Calculations Description DESIGN GRADE BEAM @ LINE H Moment & Shear Summary Moments Mu @ Col #1 Mu Btwn Cols Mu © Col #2 One Way Shears Vn Allow* 085 Vu @ Col #1 Vu Btwn Cols Vu @ Col #2 Two Way Shears Vn Allow* 085 Vu © Col #1 Vu @ Col #2 ACI C-1 0 48 k-ft/ft -38 75 k-ft/ft 0 48 k-ft/ft 93 113 psi OOOOpsi 44097 psi 0000 psi 186226 psi 15597 psi 15597 psi ( values for moment are given per unit width of footing ) ACI C-2 -01 5 k-ft/ft -70 87 k-ft/ft 2 00 k-ft/ft 93 113 psi 0000 psi 6 783 psi OOOOpsi 186 226 psi 15261 psi 8 377 psi ACIC-3 -010 k-ft/ft 6931 k-ft/ft 0 47 k-ft/ft 93113 psi 0000 psi 0000 psi 0000 psi 186226 psi 2 374 psi 0353 psi Reinforcing (values given per unit width of footing) B> Left Edae of Col #1 Ru/Phi ACI C-1 2 56 psi ACI C-2 080 psi ACIC-3 052 psi As Req'd 0389m2/ft -0389in2/ft -0389m2/ft Between Columns Ru/Phi ©Bottom 204 79 psi @Top 374 52 psi ©Top 366 27 psi As Req'd -0620m2/ft ©Top -1 180m2/ft @ Top 1 152m2/ft © Bottom @ Right Edge of Col #2 Ru/Phi As Req'd 2 56 psi 0389in2/ft 10 57 psi 0389m2/ft 2 48 psi 0389m2/ft © Bottom © Bottom ©Bottom AC 1 Factors (per ACI , applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST seismic = ST * 1 400 1700 1 700 1 100 ACI C-2 Group Factor 0750 ACI C-3 Dead Load Factor 0 900 Additional Seismic "1 4" Factor Additional Seismic "0 9" Factor 1400 0900 ACI C-3 Short Term Factor 1 300 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 FAX (714)777-7773 Title • NORTH COAST(BLD'G) B-CARLSBAD.CX Job # 05828 Dsgnr REZA MEHRANPOUR Date. 11 17AM, 13 SEP 05 Description Scope Rev 580000 User KW 06061 98 Ver580 1 Dec2003 (c)1 983-2003 ENERCALC Engmeenng Software _ . . . _ . Combined FOOtindOUIIIUIIIBU FUUUMIJ D,-_ o 9 05828 ecw Calculations Description DESIGN GRADE BEAM @ LINE H Sketch & Diagram p"71 T80""360 540- 720- 800 HBW 12"60" «40 1620 057 j" p~43r- 028 f 6"14~" "j ..._ DL=00 LL=00 ST=68Jli;l Ld DL=1 7 LL=7 1 ST=00[f ® [M arlSL=00 LL=00 ST=76k:J-1 - - i:;s: 0 LL=00 ST=76k JShear Load (k) -T1 63 ^i55b -; JitfW" T"I :23"25 i " -27i3 •-; ;""' ^31 00 i5488 --- ' ------------ 1— Locaton Alona Member (ft) Bending Moment (kft) I 1L_L_L Location Along Member (ft) 036" " ii'80 360 540 i7"2~0 900 .1080 "T260 " 3440 ~rT620 1B 00 6 II!- : I i ' ' I TfaOO ' "360 640" 720 ""SOO :i080 1260" h4~40 - 16.20 .1800 6ft3r "1"80 360 540" 720 "9"dO' • ' Bending Moment <k-ft)Location Along Member (ft)Bending Moment (kft)Location Along Member (ft) INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim,CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.CX Job# 05828 Dsgnr REZA MEHRANPOUR Date 1117AM, 13 SEP 05 Description Scope Rev 580000User KW-0606198 VerSSO 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Combined Footing Design Page 1 05828 ecw Calculations Description DESIGN GRADE BEAM FOR MOM FRAME @ LINE D & F General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden 3,000 Opsf 4 1450pcf 1 33 000 psf Code Ref ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 fc 3,000 0 psi Fy 60,000 0 psi Mm As Pet 00014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Dimensions Footing Size . Distance Left Dist BetwnCols Distance Right Footing Length Width Thickness 425ft 1500ft 425ft 2350ft 200ft 1800m Column Support Pedestal Sizes #1 Square Dimension 0 00 >n Height 000 in #2 Square Dimension 000 in Height 0 00 in Loads Note load factonno suooorts 2003 IBC and 2003 NFPA 5000 bv virtue of their references to ACI 31 8-02 for concrete desian Factonng of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Vertical Loads (3> Left Column <S) Right Column Dead Load k 1 560 k Live Load k 3510k Short Term Load -2 900 k 2 730 k Applied Moments. Dead Load Live Load Short Term Load Applied Shears Dead Load Live Load Short Term Load 1 710 k-ft 3 420 k-ft 11990 k-ft k k 2900 k 1 710 k-ft 3 420 k-ft 11 970 k-ft k k 2900k Summary Footing Design OK Length = 23 50ft, Width = 2 00ft, Thickness = 18 00m, Dist Left = 4 25ft, Btwn = 15 00ft, Dist Right = 4 25ft Maximum Soil Pressure 1,398 22 psf Allowable 3,990 00 psf Steel Req'd @ Left 0 389 m2/ft Max Shear Stress 24 08 psi Steel Req'd @ Center 0 389 m2/ft Allowable 9311 psi Steel Req'd @ Right 0 389 m2/ft Mm Overturning Stability 1 552 1 Soil Pressure @ Left Actual Allowable Dead + Live 631 3,000 0 psf Dead+Live+Short Term 0 0 3,990 0 psf Soil Pressure @ Right End Dead + Live 587 7 3,000 0 psf Dead+Live+Short Term 1,3982 3,990 Opsf Stability Ratio 1 6 1 Eq C-1 Eq C-2 Eq C-3 Eq C-1 Eq C-2 Eq C-3 ACI Factored 926 psf 00 psf 00 psf 863 2 psf 1 ,957 5 psf 958 5 psf Eccentricity 3157ft 8145ft 3157ft 8145ft INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim,CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZAMEHRANPOUR Date 11 17AM, 13 SEP 05 Description Scope Rev 580000User KW-0606198 VerSSO 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Combined Footing Design Page 2 05828 ecw Calculations Description DESIGN GRADE BEAM FOR MOM FRAME @ LINE D & F Moment & Shear Summary Moments. Mu@Col#1 Mu Btwn Cols Mu@Col#2 One Way Shears... Vn Allow* 085 Vu © Col #1 Vu Btwn Cols Vu@Col#2 Two Way Shears . Vn Allow* 085 Vu © Col #1 Vu@Col#2 ACI C-1 -1 49 k-ft/ft -3 82 k-ft/ft 4 63 k-ft/ft 93113 psi 2 832 psi 7 452 psi 8 895 psi 186226psi 0126 psi 8877 psi Reinforcing (values given per unit width of footing) ( values for moment are given per unit width of footing) ACI C-2 -2 75 k-ft/ft 12 20 k-ft/ft 1261 k-ft/ft 93 113 psi 5 323 psi 3 296 psi 24 084 psi 186 226 psi 4 299 psi 10972 psi & Left Edge of Col #1 Between Columns Ru/Phi As Req'd Ru/Phi As Req'd ACI C-1 7 89 psi -0389in2/ft @ Top 20 16 psi -0389m2ffi ©Top ACI C-2 14 53 psi -0389m2/ft ©Top 64 49 psi 0389m2/ft ©Bottom ACI C-3 9 34 psi -0389m2/ft ©Top 48 09 psi 0389in2/ft ©Bottom ACI C-3 -1 77 k-ft/ft 9 10 k-ft/ft 5 75 k-ft/ft 93113 psi 3422 psi 0186 psi 10977 psi 186226 psi 4487 psi 5310 psi ygjisrE^e^.^jf^^il^^3!ilL^&KSSS£lSiilii:Sit. 'H^M^^f^^S 6> Right Edge of Col #2 Ru/Phi As Req'd 24 45 psi 0389m2/ft 66 66 psi 0389in2/ft 30 41 psi 0389m2/ft __\!JE j^&imuBjm jjjjjg @ Bottom ©Bottom © Bottom ACI Factors (per ACI, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST seismic = ST * 1400 1700 1 700 1 100 ACI C-2 Group Factor 0 750 ACI C-3 Dead Load Factor 0 900 ACI C-3 Short Term Factor 1 300 Additional Seismic "1 4" Factor Additional Seismic "0 9" Factor 1400 0900 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim,CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 11 17AM, 13 SEP 05 Description Scope Rev 580000 UserKW0606198 Ver580 1 Dec-2003 (c)1983-2(X8 ENERCALC Engineering Software _ . . . CombinedWUIMUIIIBU Page 3 05828 ecwCalculations Description DESIGN GRADE BEAM FOR MOM FRAME @ LINE D & F Sketch & Diagram 014 j!50"" irijT" 6"T6™I 008 "' S06~ 004 450 "600 750 BOO 10"50 TI200 1350 1500 DL=1 7 LL=3 4 ST=12 Ok ft Ld DL=1 6 LL=3 5 ST=2.7k LL=00 ST=2.9k Locabon Along Member (ft) JTSO SWT "450 £"00 7"50" B"00" WBD~-1ZI» rl3TSO—11500 flZf- TST Bemf ng Moment (k-ft)Location Along Member (ft) 01 1 50 3 00 4 50 I jrt 1 •-•:• 6 00 .7 50 S 00" T IllllJlnl i : < -. i LZljjIj ro-j --j pi jo?- j r — T" II; | i I - -•-'; | • •• i IH | : i : 113 i " T" r — j :"" ill '1050 1200 1350 J1500 0 _..J ! f • • h ! 02 rl 50 3 00 4 50 6 00 7 50 9 00 00 '"'''IIUUIJ i i Ir-'-M •••••••••;•••:•!••;[ - M[! lip1! i003 ^ ' • i ; : '-eos ; " ] i -007 < ^ i] I4 o j - — $ 09 .... _...._. | . . . 10 "•• '; '"" " T ' ; , -° 1Z i ' I HO 50 11200 1350 1500 '.::::. :'::/..: i : Shear Load (k) $220 160ttthrwt ' "::fii i .6 78' 1 1 m 27 'itl j pOO Locabon Along Member (ft) fam 4.50 800 750 - Inn- -:--! II !;,•,, III piiil»ji.!'! Lliiii Till.. . . :'jii!iin,Li.iii linn ill i"" 'Tiiifl"1" ^! FT WOO -tO 50 |1200 rl350 1 __l ' }p--- ;---- - : - - .; I __ ..! II III, : : •Hum Bending Moment (k-ft) Locabon Along Member (ft) Shear Load (k)Location Along Member (ft) am"Lit'.J "4~50 ~~J600 T50 "900-— TOSO ;i200 — T3~50 1500 mm ii,. Bending Moment (kft)Locabon Along Member (ft) INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim,CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 1241PM, 13 SEP 05 Description Scope Rev 580003 User KW 0606198 VerSSO 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Plywood Shear Wall & Footing 1 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 7(UPPER ROOF) General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Grade C-D 8d 15/32" 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 12500ft 17000ft 14000 psf 1 360 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 in 0210 300 Loads Vertical Loads Point Load # 1 Point Load #2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 0 00 Ibs 0 00 Ibs 000 Ibs 18000 #m 000 #/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 486 00 #/tt 0 00 #/ft 0 00 Ibs 000 Ibs OOOft-# 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing 000 psf to to 1250ft 000ft 12500ft 12500ft 6,07500 Ibs 000 Ibs Footing Past Left Edge of Wall 8 000 ft Wall Length 12500ft Past Right Edge of Wall 8 000 ft Footing Length Footing Width Footing Thickness Summary 28500 ft 150ft 1800 in Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500pcf 300 in 3,000 00 psi 60,000 00 psi 000140 Design OK Wall Summary... Using 15/32" Thick Grade C-D on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 536 0#/ft, Capacity = 640 000#/ft -> OK Wall Overturning = 108,585 4ft-#, Resisting Moment = 32,656 3ft-#, End Uplift = 6,074 33lbs Max Soil Pressures @ Left = 1,061 4psf, @ Right = 1,061 4psf Sill Bolting 1/2" Bolts @ 18 91 in, 5/8" Bolts @ 29 63m, 3/4" Bolts @ 42 58m Footing Summary. Max Footing Shear = 29 02psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 72m2, @ Right = 0 72m2 Minimum Overturning Stability Ratio = 1 744 1 I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs Choices for RIGHT Side of Wall to Footing HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job# 05828 Dsgnr REZA MEHRANPOUR Date 1241PM, 13 SEP 05 Description Scope Rev 580003 User KW 0608198 Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 7(UPPER ROOF) Footing Analysts Soil Pressures. Ecc of Resultant @ Footing Centerhne Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Left Wall Edge vu/ 85 @ 'rf from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left To Right 8169ft 8169ft 1,061 40 psf 000 psf 35,471 76 ft-* 10,962 00 ft-# 29 025 psi 9 329 psi 109545psi 118,63500ft-# 206,954 53 ft-# 1744 1 000 psf 1,061 40 psf 35,471 76 ft-# 10,962 00 ft-# 9 329 psi 29 025 psi 109545 psi 118,63500ft-# 206,954 53 ft-# 1 744 1 INLAND ENGINEERING & CONSULTING 4883 E LaPalmaAve Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 1242PM, 13 SEP 05 Description Scope Rev 580003User KW 0606198 VerSSO 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 8(UPPER ROOF) General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Grade C-D 10d 15/32" 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht/ Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 8500ft 17000ft 14000psf 2000 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 m 0210 300 Loads Vertical Loads Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 OOOIbs 000 Ibs 000 Ibs 18000 If/ft 0 00 #/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 71400#/tt 0 00 #/ft OOOIbs 000 Ibs OOOft-# 000ft 000ft 000ft 000ft 000 ft Overburden Load over Footing OOOpsf to to 850ft 000ft 8500ft 8500ft 6,06900 Ibs 000 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 13250ft 8500ft 7000ft 28 750 ft 1 50ft 1800 in Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500pcf 300m 3,000 00 psi 60,000 00 psi 000140 Summary Design OK Wall Summary- Using 15/32" Thick Grade C-D on 1 side/s, Nailing is 10d at 2 in @ Edges, 10d at 12 in @ Field Applied Shear = 764 0#/ft, Capacity = 770 000#/ft -> OK Wall Overturning = 106,784 1ft-#, Resisting Moment = 15,100 3fM*, End Uplift = 10,786 33lbs Max Soil Pressures @ Left = 923 6psf, @ Right = 1,275 5psf Sill Bolting 1/2" Bolts @ 13 27in, 5/8" Bolts @ 20 79m, 3/4" Bolts @ 29 87m Footing Summary... Max Footing Shear = 33 92psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 1 07m2, @ Right = 0 66m2 Minimum Overturning Stability Ratio = 1 500 1 I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD12, Capacity = 10965lbs HD15, Capacity = 11080lbs HD14A, Capacity = 11080lbs Choices for RIGHT Side of Wall to Footing HD12, Capacity =10965lbs HD15, Capacity = 11080lbs HD14A, Capacity = 11080lbs INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZAMEHRANPOUR Date 1242PM, 13 SEP 05 Description Scope Rev 580003 User KW 0606198 Ver580 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 sow Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 8(UPPER ROOF) Footing Analysis Soil Pressures Ecc of Resultant @ Footing Centerlme Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing MomentsActual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Lett Wall Edge vu/ 85 @ 'd' from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Lett 8152ft 92358psf 0 00 psf 68,648 99 ft-# 15,886 34 ft-# 33916psi 7 836 psi 109 545 psi 116,52480ft-# 197,01051 ft-# 1691 1 To Right 9869ft 000 psf 1,275 50 psf 32,846 83 ft-# 30,070 56 ft-# 17165psi 29665 psi 109545psi 116,52480ft-# 174,804.26 ft-# 1500 1 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 400PM, 13 SEP 05 Description Scope Rev 580003 User KW 0606198 VerSSO 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 1 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 3 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 2 Grade C-D 8d 15/32" 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 5500ft 9000ft 14000psf 1 636 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 in 0210 300 Loads Vertical Loads. Point Load #1 Point Load # 2 Point Load #3 Uniform Load # 1 Uniform Load # 2 000 IDS 0 00 Ibs 000 IDS 606 00 #/ft 0 00 #/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 986 00 #/ft 000#/ft 000 Ibs 000 Ibs OOOft-# 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing 0 00 psf to to 550ft 000ft 5500ft 5500ft 5,423 00 Ibs 0 00 Ibs Footing Past Left Edge of Wall 1 0 000 ft Wall Length 5 500 ft Past Right Edge of Wall 1 0 000 ft Footing Length Footing Width Footing Thickness ;i Summary 25500ft 1 25ft 1800m Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500 300 3,000 00 60,000 00 000140 pcf in psi psi Design OK Wall Summary. Using 15/32" Thick Grade C-D on 2 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear =1,012 5#/ft, Capacity = 1,280 000#/ft -> OK Wall Overturning = 49,461 9ft-*, Resisting Moment = 11,071 5ft-*, End Uplift = 6,980 07lbs Max Soil Pressures @ Left = 782 Opsf, @ Right = 782 Opsf Sill Bolting 1/2" Bolts @ 10 01m, 5/8" Bolts @ 15 68m, 3/4" Bolts @ 22 54m Footing Summary... Max Footing Shear = 24 99psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 62m2, @ Right = 0 62m2 Minimum Overturning Stability Ratio = 2 417 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs HD10A, Capacity = 9540lbs HD9, Capacity = 8565lbs Choices for RIGHT Side of Wall to Footing HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs HD10A, Capacity = 9540lbs HD9, Capacity = 8565lbs INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 /' Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job# 05828 Dsgnr REZA MEHRANPOUR Date 400PM, 13 SEP 05 Description Scope Rev 580003 User KW-0606198 Ver 5 8 0 1 Dec 2003 (c)1983-20Q3 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 3 Footing Analysis Soil Pressures Ecc of Resultant @ Footing Centertme Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing MomentsActual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Lett Wall Edge vu/ 85 @ 'd' from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 5276ft 781 97 psf OOOpsf 30,83819 ft-# 11,65966ft-# 24991 psi 9 008 psi 109545psi 57,81468ft-# 139,724 86 ft-# 2417 1 To Right 5276ft OOOpsf 781 97 psf 30,83819 ft-# 11,65966ft-# 9 008 psi 24991 psi 109545 psi 57,81468ft-# 139,724 86 ft-# 2417 1 INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 851AM, 14 SEP 05 Description Scope* Rev 580003 User KW-0608198 VerSSO 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software Plywood Shear Wall & Footing 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 6 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 2 Grade C-D 8d 15/32" 1600m Code Ref 1997/2001 Wall Length Wall Height Wall Weight Ht/ Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 5000ft 9000ft 14000 psf 1800 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 m 0210 300 Loads Vertical Loads. Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 000 Ibs 000 Ibs 000 Ibs 336 00 #/ft 000 #/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 1,13100#/ft 000#/ft 000 Ibs 000 Ibs OOOft-# 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing 0 00 psf to to 500ft 000ft 5000ft 5000ft 5,65500 Ibs 000 Ibs Footing Past Left Edge of Wall 9 000 ft Concrete Weight Wall Length 5 000 ft Rebar Cover Past Right Edge of Wall 9 000 ft f c Footing Length 23 000 ft Fy Footing Width 1 25 ft Mm Steel As % Footing Thickness 1800 in I Summary I Wall Summary... Using 15/32" Thick Grade C-D on 2 side/s, Nailing is 8d at 2 in @ Edges, 8d Applied Shear = 1 ,1 57 5#/ft, Capacity = 1 ,280 000#/ft -> OK Wall Overturning = 51,490 4ft-#, Resisting Moment = 5,775 Oft-*, End Uplift = 9,143 Max Soil Pressures @ Left = 1 ,021 Opsf, @ Right = 1 ,021 Opsf Sill Bolting 1/2" Bolts @ 8 76m, 5/8" Bolts @ 13 72m, 3/4" Bolts @ 19 72m Footing Summary... Max Footing Shear =27 OSpsi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 64m2, @ Right = 0 64m2 Minimum Overturning Stability Ratio = 1 637 1 14500pcf 3 00 in 3,000 00 psi 60,000 00 psi 000140 Design OK at 12 in @ Field 07lbs Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD10A, Capacity = 9540lbs HD12, Capacity = 109651 bs HD15, Capacity =11080lbs HD14A, Capacity = 11080lbs Choices for RIGHT Side of Wall to Footing HD10A, Capacity = 9540lbs HD12, Capacity = 10965lbs HD15, Capacity = 11080lbs HD14A, Capacity = 11080lbs INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 851AM, 14 SEP 05 Description Scope Rev 580003User KW 0606198 VerSSO 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 6 Footing Analysis Soil Pressures. Ecc of Resultant @ Footing Centerlme Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing MomentsActual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Left Wall Edge vu/ 85 @ 'd1 from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 7027ft 1,020 97 psf OOOpsf 31,462 67 ft-# 11,561 48 ft-# 27 034 psi 10822psi 109 545 psi 60,17130ft-# 98,475 94 ft-* 1637 1 To Right 7027ft OOOpsf 1,020 97 psf 31,462 67 ft-# 11,56148ft-# 10822 psi 27034psi 109545 psi 60,171 30 ft-# 98,475 94 ft-# 1 637 1 7 INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim.CA 92807 TEL .(714)777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job* 05828 Dsgnr REZA MEHRANPOUR Date 909AM, 14 SEP 05 Description Scope Rev 580003 User KW 0606198 Ver 5 8 0 1 Dec-2003 (c)1983 2003 ENERCALC Engmeenng Software Plywood Shear Wall & Footing Page 1 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 11 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing CodeRef 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 2 Grade C-D 8d 15/32" 1600m Wall Length Wall Height Wall Weight Ht / Length 6 000 ft End Post Dimension 9 000 ft Seismic Factor 1 4 000 psf Nominal Sill Thick 1500 3 50 m 0210 300 Loads Vertical Loads Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 OOOIbs 000 Ibs 000 IDS 360 00 #/ft 000#/ft at at at 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing to 600ft to 000ft 0 00 psf Lateral Loads Uniform Shear @ Top of Wall 1,079 00 #/ft Uniform Shear @ Top of Wall 0 00 #/ft Strut Force Applied @ Top of Wall 0 00 Ibs Strut Force Applied @ Top of Wall 0 00 Ibs Moment Applied @ Top of Wall 0 00 ft-# 6000ft 6000ft 6,47400 Ibs 000 Ibs Footing Past Lett Edge of Wall 8 000 Wall Length 6 000 Past Right Edge of Wall 8 000 Footing Length Footing Width Footing Thickness KiSiSiis>asu8imatiHMmut*it*aami«uin | Summary 1 22000 150 1800 ft ftft ft ft in Concrete Weight Rebar Cover fc FYMm Steel As % 14500pcf 300 in 3,000 00 psi 60,000 00 psi 000140 Design OK Wall Summary- Using 15/32" Thick Grade C-D on 2 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 1,105 5#/ft, Capacity = 1,280 OOOtfffi -> OK Wall Overturning = 58,980 4ft-#, Resisting Moment = 8,748 Qft-#, End Uplift = 8,372 07lbs Max Soil Pressures @ Left = 1,075 5psf, @ Right = 1,075 5psf Sill Bolting 1/2" Bolts @ 9 17m, 5/8" Bolts @ 14 37m, 3/4" Bolts @ 20 65m Footing Summary.. Max Footing Shear = 26 OSpsi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 66m2, @ Right = 0 66m2 Minimum Overturning Stability Ratio = 1 611 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD10A, Capacity = 9540lbs HD9, Capacity = 8565lbs HD12, Capacity = 10965lbs HD15, Capacity = 11 OBOIbs Choices for RIGHT Side of Wall to Footing HD10A, Capacity = 9540lbs HD9, Capacity = 8565lbs HD12, Capacity = 10965lbs HD15, Capacity = 11 OSOIbs INLAND ENGINEERING & CONSULTING 4883 E LaPalmaAve Suite 501A Anaheim.CA 92807 TEL. (714)777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZAMEHRANPOUR Date 909AM, 14 SEP 05 Description Scope Rev 580003 User KW 0606198 VerSSO 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 11 Footing Analysis Soil Pressures Ecc of Resultant @ Footing Centerhne Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing MomentsActual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears. vu/ 85 @ 'd' from Left Wall Edge vu/ 85 @ 'd1 from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 6829ft 1,075 55 psf 0 00 psf 32,671 08 ft-# 10,962 00 ft-# 26 076 psi 9 329 psi 109545psi 68,929 56 ft-# 111,028 50 ft-# 1611 1 To Right 6829ft 000 psf 1,075 55 psf 32,671 08 ft-# 10,962 00 ft-# 9 329 psi 26 076 psi 109 545 psi 68,929 56 ft-# 111,02850ft-* 1 611 1 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anahetm.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD,C/ Job# 05828 Dsgnr REZA MEHRANPOUR Date 923AM, 14 SEP 05 Description Scope Rev 580003User KW-0606198 Ver 5 8 0 1 Dec 2003 (0)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 1 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 12 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht/ Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 8 soon 9000ft 14000 psf 1059 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 m 0100 300 Loads Vertical Loads. Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 000 IDS 000 Ibs 000 Ibs 360 00 #/ft 000#/ft Lateral Loads . Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 855 00 #/ft 0 00 #/ft 000 Ibs 0 00 Ibs 000ft-* 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing 000 psf to to 850ft 000ft 8500ft 8500ft 7,26750 Ibs 000 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 13000ft 8500ft 11000ft 32500ft 1 25ft 1800m Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500pcf 300 in 3,000 00 psi 60,000 00 psi 000140 Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 2 in @ Edges, 10d at 12 in @ Field Applied Shear = 867 6#ffi, Capacity = 870 OOOtfffi -> OK Wall Overturning = 65,889 5ft-#, Resisting Moment = 17,556 8ft-#, End Uplift = 5,686 20lbs Max Soil Pressures @ Left = 650 3psf, @ Right = 691 8psf Sill Bolting 1/2" Bolts @ 11 68in, 5/8" Bolts @ 18 30m, 3/4" Bolts @ 26 31m Footing Summary... Max Footing Shear = 25 61 psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 75m2, @ Right = 0 65m2 Minimum Overturning Stability Ratio = 2 685 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs Choices for RIGHT Side of Wall to Footing PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs /fS INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.CX Job # 05828 Dsgnr REZA MEHRANPOUR Date- 923AM, 14 SEP 05 Description: Scope Rev 580003 User KW-0606198 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 12 Footing Analysis Soil Pressures Ecc of Resultant @ Footing Centerlme Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments.Actual Mu @ Lett Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd' from Lett Wall Edge vu/ 85 @ 'd1 from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Lett 5616ft 65033psf OOOpsf 39,782 52 ft-# 15,264 55 ft-# 25 610 psi 8 438 psi 109 545 psi 76,951 35 ft-# 214,84373ft-# 2792 1 To Right 6253ft 000 psf 691 78 psf 32,163 86 ft-# 18,148 78 ft-# 10592 psi 24 274 psi 109 545 psi 76,951 35 ft-# 206,581 73 ft-# 2685 1 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.CX Job# 05828 Dsgnr REZA MEHRANPOUR Date 938AM, 14 SEP 05 Description Scope Rev 580003User KW 0606198 VerSSO 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 1 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 13 General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 2 Structural I 10d 15/32" 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 2670ft 9000ft 14000psf 3371 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 in 0210 300 Loads Vertical Loads. Point Load # 1 Point Load #2 Point Load #3 Uniform Load # 1 Uniform Load # 2 000 IDS 000 Ibs 000 Ibs 228 00 #/ft 000#/ft Lateral Loads. Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 920 00 #/ft 0 00 #/ft 000 Ibs 000 Ibs OOOft-# 000ft 000ft 000 ft 000ft 000ft Overburden Load over Footing OOOpsf to to 267ft 000ft 2670ft 2670ft 2,45640 Ibs 000 Ibs Footing Past Left Edge of Wall 1 2 000 ft Wall Length 2 670 ft Past Right Edge of Wall 2 000 ft Footing Length Footing Width Footing Thickness I Summary 16670ft 125ft 1800m Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500 300 3,00000 60,00000 000140 pcf in psi psi Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 10d at 4 in @ Edges, 10d at 12 in @ Field Applied Shear = 946 5#/ft, Capacity = 1,020 000#/ft -> OK Wall Overturning = 22,425 5ft-#, Resisting Moment = 1,261 8ft-#, End Uplift = 7,926 48lbs Max Soil Pressures @ Left = 662 2psf, @ Right = 1,087 6psf Sill Bolting 1/2" Bolts @ 10 71m, 5/8" Bolts @ 16 78m, 3/4" Bolts @ 24 11m Footing Summary... Max Footing Shear = 14 04psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 47m2, @ Right = 0 32m2 Minimum Overturning Stability Ratio = 1 561 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD10A, Capacity = 9540lbs HD9, Capacity = 8565lbs HD12, Capacity = 10965lbs HD15, Capacity = 11080lbs Choices for RIGHT Side of Wall to Footing HD10A, Capacity = 9540lbs HD9, Capacity = 8565lbs HD12, Capacity = 10965lbs HD15, Capacity = 11080lbs X/2 INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.CX Job # 05828 Dsgnr REZA MEHRANPOUR Date 938AM, 14 SEP 05 Description • Scope Rev 580003 User KW-0606198 Ver580 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE 13 Footing Analysis Soil Pressures Ecc of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments. Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd' from Left Wall Edge vu/ 85 @ 'd' from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 3923ft 66218 psf 0 00 psf 23,629 65 ft-# 3,425 63 ft-# 13 563 psi 0 373 psi 109545psi 26,21609ft-# 50,379 50 ft-# 1922 1 To Right 5649ft 000 psf 1,087 62 psf 2,079 04 ft-# 19,392 10 ft-# 14 043 psi 1 486 psi 109 545 psi 26,21609ft-# 40,927 70 ft-# 1 561 1 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 1051AM, 14 SEP 05 Description Scope Rsf 580003 User KW-0606198 VerSSO 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE A General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 13000ft 9000ft 14000 psf 0692 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 m 0210 300 Loads Vertical Loads Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 OOOIbs 000 Ibs 000 Ibs 381 00 #/ft 0 00 #/ft Lateral Loads. Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 797 00 #/ft 0 00 #/ft 000 Ibs OOOIbs OOOft-# 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing 0 00 psf to to 1300ft 000ft 13000ft 13000ft 10,361 00 Ibs 000 Ibs Footing Past Left Edge of Wall 1 6 000 ft Wall Length 13000ft Past Right Edge of Wall 2 000 ft Footing Length Footing Width Footing Thickness | Summary 31000ft 1 50ft 1800 in Concrete Weight Rebar Cover re Fy Mm Steel As % 14500 300 3,00000 60,000 00 000140 per in psi psi Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 2 in @ Edges, 10d at 12 in @ Field Applied Shear = 823 5#ffi, Capacity = 870 000#/ft -> OK Wall Overturning = 94,796 9ft-#, Resisting Moment = 42,841 5ft-#, End Uplift = 3,996 57lbs Max Soil Pressures @ Left = 628 6psf, @ Right = 1,216 7psf Sill Bolting 1/2" Bolts @ 12 31 in, 5/8" Bolts @ 19 28m, 3/4" Bolts @ 27 72m Footing Summary.. Max Footing Shear = 29 66psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 1 05m2, @ Right = 0 38m2 Minimum Overturning Stability Ratio = 1 920 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD5A, Capacity = 4010lbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs HD6A, Capacity = 5105lbs Choices for RIGHT Side of Wall to Footing HD5A, Capacity = 401 Olbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs HD6A, Capacity = 51 OSIbs INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim,CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZAMEHRANPOUR Date 1051AM, 14 SEP 05 Description Scope , Rev 580003User KW-0606198 VerSSO 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecwCalculatrons Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE A Footing Analysis Soil Pressures. Ecc of Resultant @ Footing Centerime Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments.Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Left Wall Edge vu/ 85 @ 'd1 from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 3874ft 628 62 psf 8987psf 67,627 59 ft-# 5,151 27 ft-# 29 664 psi 0210 psi 109 545 psi 110,854 38 ft-# 305,060 63 ft-# 2752 1 To Right 9398 ft 000 psf 1,21671 psf 3,12525ft-# 43,19757ft-# 20701 psi 1 766 psi 109545psi 110,854 38 ft-# 212,78663ft-# 1 920 1 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr- REZA MEHRANPOUR Date 1056AM, 14 SEP 05 Description Scope Rev 580003 User KW 0606198 VerSSO 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 1 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE B General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 2 Structural 1 10d 15/32" 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 2670ft 9000ft 14000 psf 3371 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 in 0210 300 Loads Vertical Loads Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 OOOIbs 000 Ibs 000 Ibs 38100#/ft 000#/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 1,295 00 #ffi 000#/ft 000 Ibs 000 Ibs 000ft-* 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing 000 psf to to 267ft 000ft 2670ft 2670ft 3,45765 Ibs 000 Ibs Footing Past Left Edge of Wall 1 3 000 ft Wall Length 2 670 ft Past Right Edge of Wall 2 000 ft | "S^F^S Footing Length Footing Width Footing Thickness Summary 17 670 ft 150ft 1800 in . Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500pcf 3 00 in 3,000 00 psi 60,000 00 psi 000140 Design OK Wall Summary. Using 15/32" Thick Structural I on 2 side/s, Nailing is 10d at 3 in @ Edges, 10d at 12 in @ Field Applied Shear = 1,321 5#/ft, Capacity = 1,330 000#ffi -> OK Wall Overturning = 31,436 Sftntf, Resisting Moment = 1,807 2fMf, End Uplift = 11,097 23lbs Max Soil Pressures @ Left = 670 1 psf, @ Right = 1,203 2psf Sill Bolting 1/2" Bolts @ 7 67m, 5/8" Bolts @ 12 02m, 3/4" Bolts @ 17 27m Footing Summary... Max Footing Shear = 15 65psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 68m2, @ Right = 0 38m2 Minimum Overturning Stability Ratio = 1 510 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing All Hold Downs for Post Size & Force Inadequa Choices for RIGHT Side of Wall to Footing All Hold Downs for Post Size & Force Inadequa INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 1056AM, 14 SEP 05 Description Scope Rev 580003User KW-0608198 Ver 5 8 0 1 Dec 2003 (c)1983 2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE B Footing Analysis Soil Pressures. Ecc of Resultant @ Footing Centertme Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing MomentsActual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Left Wall Edge vu/ 85 @ 'd' from Right Wall Edge Allowable Vn Overturning . Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 4114ft 670 12 psf OOOpsf 33,900 00 ft-# 4,453 31 ft-# 14 875 psi 0 373 psi 109545psi 36,729 21 tt-* 70,337 49 ft-# 1915 1 To Right 6206ft 000 psf 1,203 22 psf 2,837 83 ft-# 27,591 44 n-# 15 647 psi 1 690 psi 109 545 psi 36,72921 ft-# 55,446 90 ft-# 1 510 1 // INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr. REZA MEHRANPOUR Date 11 21AM, 14 SEP 05 Description Scope Rev 580003 User KW 0606198 Ver 5 8 0 1-Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE C General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32' 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user denned 17000ft 9000ft 14000 psf 0529 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 m 0200 300 Loads Vertical Loads Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 000 Ibs 000 Ibs 000 Ibs 530 00 #/ft 000#/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 84400#/ft 0 00 #/ft 000 Ibs 000 Ibs OOOft-# 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing 0 00 psf to to 1700ft 000ft 17000ft 17000ft 14,34800 Ibs 000 Ibs Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 12000 ft 17000ft 12000ft 41 000ft 125ft 1800m Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500pcf 3 00 in 3,000 00 psi 60,000 00 psi 000140 Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 2 m @ Edges, 10d at 12 in @ Field Applied Shear = 869 2#/ft, Capacity = 870 000#ffi -> OK Wall Overturning = 131,059 8ft-*, Resisting Moment = 94,792 Oft-*, End Uplift = 2,133 40lbs Max. Soil Pressures @ Left = 872 6psf, @ Right = 872 6psf Sill Bolting 1/2" Bolts @ 11 66m, 5/8" Bolts @ 18 27m, 3/4" Bolts @ 26 26m Footing Summary.. Max Footing Shear = 40 71 psi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 89m2, @ Right = 0 89m2 Minimum Overturning Stability Ratio = 2 983 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 361 Olbs HD5A, Capacity = 401 Olbs Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 361 Olbs HD5A, Capacity = 401 Olbs /' INLAND ENGINEERING & CONSULTING 4883 E. La Raima Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 11 21AM, 14 SEP 05 Description Scope Rev 580003 User KW-0606198 VerSSO 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE C Footing Analysis Soil Pressures. Ecc of Resultant @ Footing Centerime Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing MomentsActual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Left Wall Edge vu/ 85 @ 'd' from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 6871 ft 87263psf 000 psf 57,062 85 ft-# 12,374 79 ft-# 40 714 psi 7 450 psi 109545psi 153,224 40 ft-# 457,12694ft-# 2983 1 To Right 6871 ft 000 psf 872 63 psf 57,062 85 ft-# 12,374 79 ft-# 7450 psi 40714psi 109 545 psi 153,224 40 ft-# 457,126 94 ft-# 2983 1 INLAND ENGINEERING & CONSULTING 4883 E La Palma Ave Suite 501A Anaheim.CA 92807 TEL (714) 777-7700 FAX (714)777-7773 Title . NORTH COAST(BLD'G) B-CARLSBAD.C/ Job# 05828 Dsgnr REZA MEHRANPOUR Date 11 39AM, 14 SEP 05 Description: Scope Rev 580003User KW 0606198 VerSSO 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE G General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Structural I 10d 15/32" 1600m Code Ref 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined 6750ft 9000ft 14000psf 1333 End Post Dimension Seismic Factor Nominal Sill Thick 3 50 m 0210 300 Loads Vertical Loads. Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load #2 OOOIbs 000 Ibs 000 IDS 41400#/ft 000#/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at 68300#/ft 000#/ft OOOIbs OOOIbs OOOft-# 000ft 000ft 000ft 000ft 000ft Overburden Load over Footing OOOpsf to to 675ft 000ft 6750ft 6750ft 4,61025 Ibs 000 Ibs Footing Past Left Edge of Wall 9 000 ft Wall Length 6 750 ft Past Right Edge of Wall 4 000 ft Footing Length Footing Width Footing Thickness I Summary 19750ft 125ft 1800 in Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500pcf 3 00 in 3,000 00 psi 60,000 00 psi 000140 Design OK Wall Summary.. Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 2 in @ Edges, 10d at 12 in @ Field Applied Shear = 709 5#/ft, Capacity = 870 000#/ft -> OK Wall Overturning = 42,296 Oft-#, Resisting Moment = 12,301 9fNf, End Uplift = 4,443 57lbs Max Soil Pressures @ Left = 890 8psf, @ Right = 1,424 4psf Sill Bolting 1/2" Bolts @ 14 28m, 5/8" Bolts @ 22 38m, 3/4" Bolts @ 32 17m Footing Summary.. Max Footing Shear = 24 72psi, Allowable =109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 57m2, @ Right = 0 32m2 Minimum Overturning Stability Ratio = 1 615 1 Choices for LEFT Side of Wall to Footing PHD5, Capacity = 4685lbs HD6A, Capacity = 5105lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs Choices for RIGHT Side of Wall to Footing PHD5, Capacity = 4685lbs HD6A, Capacity = 51 OSIbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim,CA 92807 TEL (714) 777-7700 FAX ' (714) 777-7773 Title : NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 11 45AM, 14 SEP 05 Description. Scope Rev 580003User KW-0806198 Ver580 1-Dec 2003 (0)19832003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 1 05828 ecw Calculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing 1 Grade C-D 8d 15/3Z1 1600m CodeRef 1997/2001 Wall Length Wall Height Wall Weight Ht / Length NDS, 2000/2003 IBC, 19500ft 9000ft 14000 psf 0462 2003 NFPA 5000 Base allowables are user defined End Post Dimension Seismic Factor Nominal Sill Thick 3 50 m 0210 300 Loads Vertical Loads Point Load #1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 000 IDS 000 IDS 000 IDS 474 00 #/no oo #/ft Lateral Loads Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall at at at 39400#/ft 000#/ft OOOIbs 000 Ibs OOOft-# 000 ft 000ft 000ft 000ft 000ft Overburden Load over Footing 000 psf to to 1950 ft 000ft 19500ft 19500ft 7,68300 Ibs 000 IDS Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 1000ft 19500ft 1000ft 21500ft 1 25ft 1800m Concrete Weight Rebar Cover fc Fy Mm Steel As % 14500pcf 300m 3,000 00 psi 60,000 00 psi 000140 Design OK Wall Summary. Using 15/32" Thick Grade C-D on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear = 420 5#/ft, Capacity = 490 000#/ft -> OK Wall Overturning = 71,468 9ft#, Resisting Moment = 114,075 Oft-*, End Uplift = 0 OOlbs Max Soil Pressures @ Left = 1,565 9psf, @ Right = 1,565 9psf Sill Bolting 1/2" Bolts @ 24 10m, 5/8" Bolts @ 37 77m, 3/4" Bolts @ 48 00m Footing Summary.. Max Footing Shear = 0 OOpsi, Allowable = 109 54psi -> OK Bending Reinforcement Req'd @ Left = 0 32m2, @ Right = 0 32m2 Minimum Overturning Stability Ratio = 2 252 1 INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501A Anaheim,CA 92807 TEL (714) 777-7700 FAX - (714) 777-7773 Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date. 11 45AM, 14 SEP 05 Description • Scope Rev 580003User KW-0606198 VerSSO 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Plywood Shear Wall & Footing Page 2 05828 ecwCalculations Description FOOTING DESIGN FOR UPLIFT FOR SHEAR WALL @ LINE I Footing Analysis Soil Pressures Ecc of Resultant @ Footing Centertine Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears vu/ 85 @ 'd1 from Left Wall Edge vu/ 85 @ 'd' from Right Wall Edge Allowable Vn Overturning Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left 4774ft 1,565 94 psf OOOpsf 92273ft-# 14273ft-# 0000 psi 0000 psi 109 545 psi 83,767 32 ft-# 188,61211 ft-# 2252 1 To Right 4774ft OOOpsf 1,565 94 psf 922 73 ft-# 14273ft-# 0 000 psi 0000 psi 109545 psi 83,767 32 ft-# 188,61211 ft-# 2252 1 ill Uloa:ou.z LUo: LU N (0 COo O O LL. 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SHOT PINS AT 32"CO%CMit-SHOT PINS, ICBO REPORJEU OF STRUCTO SMT'G IN 1USE C-DX, C-C, OSB OR SOD SHALL BE11 PLYWOOD ALLPLYWOEQUIREECIES MAY RDOUGLAS FIR OTHER SPCHANGES_iASHERSAT/sUSE 2X2X3/16 PLATE WSHEAR WALLSi WEDGEXQLUCCUJffl AT EXIST'G FOOTINGS, UJo l__ITH SILL BOL"ANCHORS TO COMPLY WCM"o5OmoccLUCu^m SIZE & SPACING 7-1/2" EMtO 0o£ X Om =LYWOOD IS APPLIED ONLUcc LU 2 LESS TH/LL AND NAILS SPACING IS1< LL 0 d w CO NEITHER SIDE, PANEL JC0 O fo C9 T FRAMIN'ET TO FALL ON DIFfERENCOLLU.O UJ CO _J <J*1 ~z.sCO S OR FRAMING SHALL BE .CC LUrn LU5 E SHALL<ER & NAILS ON EACH SIDO X ccO GEREDCD£« CD NTERIORTINUOUS EXTERIOR AND IOO I_J< o X S2IO UJ WALL FOOTINGS TO HAVCD in CD 1 CD X£CM X CM X I oor ©to CO oz Z) COcc UJ CO<?i TO HAVERIOR NON-BEARING FTGSUJ z — 1_j ^RWALLS MUST BEX CO D O 0 ALL EDGES OF PLYWT- CD OO CD Q O BLOCKED WITH 2X Si? NAILING WHEREUL. 0 CD Z 5o DESIGNATES SILL B« csr BE APPLIED TOO CO CD T SHEAR WALL SHEAT1BOTH SIDES OF WALEXPANDING METAl1 CC LL PAPER BACKED SELFCO icc LATH WITH ICBO APPEDGES SHALL BELUz D. C3 FRAMING AT ADJOIN-<r AILS SHALL BEccLU Q 3-INCH NOMINAL ORa:o UL Q 1u.© UJs to X STAGGERED (USES.3LF 2x SILL PLATESCO 1 SHEAR LOADS LESSQ LU CO LUm REPORT GEOTECHNICAL INVESTIGATION PROPOSED NORTH COAST CALVARY CHAPEL BUILDING PROJECT AVIARA PARKWAY AND POINSETTIA LANE CARLSBAD, CALIFORNIA GEOTECHNICAL PROFESSIONALS INC REPORT GEOTECHNICAL INVESTIGATION PROPOSED NORTH COAST CALVARY CHAPEL BUILDING PROJECT AVIARA PARKWAY AND POINSETTIA LANE CARLSBAD, CALIFORNIA Prepared for North Coast Calvary Chapel 7220 Avenida Enemas, Suite 204 Carlsbad, California 92009 Prepared by Geotechnical Professionals Inc 6640 Lusk Boulevard, Suite A204-C San Diego, California 92121 (858) 623-9551 Project No 20151 March 2, 2005 North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 2015 I TABLE OF CONTENTS 1 0 INTRODUCTION 1 1 GENERAL 1 2 PROPOSED DEVELOPMENT 1 3 PURPOSE OF INVESTIGATION 1 4 PREVIOUS GEOTECHNICAL REPORTS 2 0 SCOPE OF WORK 3 0 SITE CONDITIONS 3 1 SURFACE CONDITIONS 3 2 SUBSURFACE CONDITIONS 3 3 SITE GEOLOGIC CONDITIONS 34 GROUNDWATER AND CAVING 4 0 CONCLUSIONS AND RECOMMENDATIONS 4 1 GENERAL 4 2 SEISMIC CONSIDERATIONS 4 2 1 General 422 Strong Ground Motion Potential 423 Ground Rupture 424 Liquefaction 425 Seismic Ground Subsidence 4 3 EARTHWORK 431 Clearing and Grubbing 432 Excavations 433 Subgrade Preparation 434 Material for Fill 435 Placement and Compaction of Fills 436 Shrinkage and Subsidence 437 Trench and Retaining Wall Backfills 438 Observation and Testing 4 4 FOUNDATIONS 4 4 1 General 442 Allowable Bearing Pressures 443 Minimum Footing Width and Embedment 444 Estimated Settlements 445 Lateral Load Resistance 446 Foundation Concrete 447 Footing Excavation Observation 4 5 BUILDING FLOOR SLABS 4 6 RETAINING WALLS 4 7 SLOPES 4 8 DRAINAGE 4 9 EXTERIOR CONCRETE AND MASONRY FLATWORK 410 PAVED AREAS 4 1 1 GEOTECHNICAL OBSERVATION AND TESTING 5 0 LIMITATIONS PAGE 1 1 1 2 2 3 4 4 4 5 6 7 7 8 8 9 9 9 9 10 10 10 12 12 13 13 13 14 14 14 14 15 15 16 16 16 16 17 18 19 19 19 20 21 REFERENCES 2015-I-03R (3/05) North Coast Calvary Chapel Proposed Building Project, Carlsbad California March 2, 2005 GPI Project No 20151 TABLE OF CONTENTS - CONTINUED APPENDICES A EXPLORATORY BORINGS B LABORATORY TESTS LIST OF FIGURES FIGURE NO 1 2 3 4 Site Location Map Site Plan Fill Slope Detail Backdram Detail APPENDIX A A-1 to A-8 Logs of Borings APPENDIX B B-1 to B-2 B-3 to B-5 Consolidation Test Results Direct Shear Test Results 2015-I-03R (3/05) North Coast Calvary Chapel March 2 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I 1.0 INTRODUCTION 1 1 GENERAL This report presents the results of a geotechnical investigation performed by Geotechnical Professionals Inc (GPI) for the proposed church campus in Carlsbad, California The geographical location of the site is shown on the Site Location Map, Figure 1 1 2 PROPOSED DEVELOPMENT The project will consist of the design and construction of a new church campus with a multi-purpose/family center, chapel, and other associated buildings The project will be located on an undeveloped 26-acre parcel on the northeast corner of Pomsettia Lane and Aviara Parkway The proposed site of the buildings is situated on a relatively level area with 14 buildable acres above slopes cut during the grading of Pomsettia Lane and Avaria Parkway We understand the project will be constructed in phases The first phase will include the Multi-Purpose Building/Family Center with a footprint of approximately 29,000 square feet, and a Preschool Building with a footprint of approximately 12,260 square feet The second phase will include the Chapel Building with a footprint of 11,557 square feet, a Youth Building with a footprint of 6,978 square feet and a Gymnasium (7,770 square feet) connecting to the Multi-Purpose Building The buildings will be located in the center of the site surrounding the plaza area and playground areas surrounding the buildings On the perimeter of the buildmgs/plaza/playground areas, there will be parking spaces for 842 cars The parking areas will extend north of the building areas along the edge of Aviara Parkway and be connected over a lower level entrance road by a single-span bridge The bridge will span approximately 45 feet between the abutments and will include approach slabs and wingwalls The lower level entrance will be cut through the existing slopes from Aviara Parkway An existing entrance into the site through the slopes north of the proposed bridge site will be filled Adjacent to the parking area on the north development line of the project will be an unpaved access roadway and stormwater retention basin The development line for the project will be a minimum of 20 feet from the edge of the parking lot A storm dram will run under the access road to the retention basin, which outlets into the adjacent canyon The total paved parking area will be approximately 264,000 square feet In addition, concrete flatwork for the project will cover approximately 43,000 square feet A retaining wall with heights of up to 11 feet will be required between the buildings and the lower level parking area to the east of the buildings This wall may consist of mechanically stabilized embankment (MSE) Current project plans appear to indicate that the northeast wall of the Multi-Purpose Building/Family Center will be supported near the edge of the proposed retaining wall At other areas of the site, smaller retaining walls typically less than 6 feet high will also be required The second phase will expand the facility including a gymnasium connecting to the Multi-Purpose Building/Family Center, a bookstore/Chapel Building, and a Youth Building A future elevated parking deck is planned above the phase 1 parking area to the north and east of the Multi-Purpose building/Family Center The second phase buildings and parking deck will not likely be developed for several years 2015-I-03R (3/05) North Coast Calvary Chapel March 2, 2005 Proposed Building Project, Carlsbad California GPI Project No 2015 I We have assumed metal framing and studs for the construction of the Multi- Purpose/Family Center and masonry block or wood-frame construction for the Preschool Building With the exception of a partial basement at the Multi-Purpose Building, basement construction for the other buildings is not planned, however, minor amounts of cut and fill are anticipated to develop the site as discussed below The proposed site configuration is shown on the Site Plan, Figure 2 Based upon preliminary information provided by the Structural Engineer, we have assumed maximum isolated column and continuous wall loads of 86 kips and 2 kips per lineal foot, respectively Structural loading information for the bridge, future parking deck, or gymnasium was not available at the time this report was prepared For the bridge structure, we have assumed vertical abutment loads of approximately 13 kips/linear foot We have assumed the future parking deck will have typical interior and exterior column loads of 150 and 75 kips, respectively For the gymnasium, column loads of 150 to 200 kips are anticipated The finished floor of the buildings will be vary from about Elevation 303 to 304 feet, which is within about 2 feet of the existing site grades in the vicinity of all buildings except the family center At the site of the proposed family center, fills of on the order of 8 to 9 feet will be required The recommendations given in this report are based upon preliminary structural and grading information We will need to review more detailed plans as the project progresses when the actual loads and/or grade changes are known to either confirm or modify our recommendations 1 3 PURPOSE OF INVESTIGATION The purpose of this investigation and report is to provide an evaluation of the existing geotechnical conditions at the site, as they relate to the design and construction of the proposed improvements More specifically, this investigation was aimed at providing geotechnical recommendations for earthwork and design of foundations, retaining structures, and pavements 1.4 PREVIOUS GEOTECHNICAL REPORTS A geotechnical investigation was previously performed at the site (Reference 1 and 2) We reviewed the information provided in the reports 2015-1-03R (3/05) North Coast Calvary Chapel March 2, 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I 2.0 SCOPE OF WORK Our scope of work for this investigation consisted of review of existing geotechnical reports, field exploration, laboratory testing, geologic and engineering analysis, and the preparation of this report The field exploration consisted of eight (8) exploratory borings and nineteen (19) test pits The locations of the subsurface explorations are presented on the Site Plan, Figure 2 The borings were drilled using bucket auger equipment and extended to depths ranging between 20 to 35 feet below existing site grades Two of the deepest borings were downhole- logged by our certified engineering geologist The test pits were excavated using a backhoe to depths of 4 to 13 feet below existing site grades A description of field procedures and logs of borings are presented in Appendix A Laboratory soil tests were performed on selected representative soil samples as an aid in soil classification and to evaluate the engineering properties of the soils The geotechnical laboratory testing program included determinations of moisture/density, shear strength (direct shear), compressibility (consolidation), expansion potential, compaction, gradation, R-value, and corrosion potential Laboratory testing procedures and results are summarized in Appendix B R-value testing was performed by GeoLogic, Inc under subcontract to GPI The test results are presented in Appendix B A soil corrosivity study was performed by M J Schiff and Associates under subcontract to GPI The results are provided in Appendix B of this report A geologic evaluation of the site was performed by our consulting certified engineering geologist The evaluation included downhole-loggmg of two of our exploratory borings and review of available published and unpublished data The geologic-seismic evaluation is incorporated herein Engineering evaluations were performed to provide earthwork criteria, foundation, retaining structure, and slab design parameters, and assessments of seismic hazards The results of our evaluations are presented in the remainder of this report 2015-I-03R (3/05) North Coast Calvary Chapel March 2, 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I 3.0 SITE CONDITIONS 3 1 SURFACE CONDITIONS The site is bounded by Aviara Parkway to the west, Pomsettia Lane to the south, a relatively flat empty lot to the east, and a downward sloping, undeveloped parcel to the north The majority of the property is located above slopes cut during the construction of Aviara Parkway and Pomsettia Lane Based on existing topographic information, the existing ground surface grades in the building and parking areas range from approximately Elevation 305+ feet near the southwest side of the site to Elevation 275+ at the southeastern site limit The existing ground surface grades at the bottom of the slopes along Aviara Parkway range from approximately Elevation 270+ feet on the south limit of the site to Elevation 285+ at the north limit of the site The existing ground surface grades at the bottom of the slopes along Pomsettia Lane range from approximately Elevation 285+ feet on the west limit of the site to Elevation 290+ at the east limit of the site At the time of our field investigation, the site was undeveloped with much of the surface soils vegetated with grasses and small brush and in a very loose condition We understand the property was used for agricultural purposes in the past We observed abandoned fragmented plastic pipes from past agricultural uses of the property buried in the upper surface soils At the northeastern portion of the site, we observed dumped fill material A gravel access road entering the site exists along the northern portion of the site and cuts through the slopes from Aviara Parkway The most significant site feature is the 25 to 30+ feet high slope descending to Aviara Parkway and Pomsettia Lane along the western and southern site limits These slopes are unvegetated and exhibit moderate to significant gullies from erosion due to ram water falling on the slopes or flowing over the sides of the slopes An abandoned water line crosses the site from the northeastern portion of the site to the center of the site to the slopes above Aviara Parkway Based upon discussions with an engineer from the City of Carlsbad, we understand this pipe to be a 24-inch diameter steel pipe with about 3+ feet of cover We understand the pipe was abandoned without backfilling the interior of the pipe with grout 3.2 SUBSURFACE CONDITIONS Our field explorations disclosed a subsurface profile generally consisting of undocumented fills and natural materials Detailed descriptions of the materials encountered are shown on the Log of Borings and Test Pits, Appendix A The geologic conditions are also discussed in a following section The natural materials encountered at the site consisted predominately of relatively thin layers of residual soils/colluvium underlain by the sedimentary bedrock In general, the site is covered with 1 to 4 feet of residual/colluvium soils with the exception of the cut slopes and roadway from Aviara Parkway and the undocumented fill at the northeastern end of the site The residual/colluvium soils general consist of predominately clayey sand and silty sand with varying amounts of clay In general, these materials are very loose to loose with moisture contents from very moist to wet These soils are very compressible in their present state As the site was previously used for agricultural uses, we anticipate topsoils will have varying amounts of organics and may be expansive 2015-I-03R (3/05) 4 North Coast Calvary Chapel March 2, 2005 Proposed Building Project Carlsbad, California GPI Project No 2015 I The underlying sedimentary bedrock general consists predominately of sandstone composed of silty sands with varying degrees of cementation In general, these materials are dense to very dense with moisture contents from slightly moist to moist The bedrock soils exhibit low compressibility and moderate to high strength characteristics In general, the sandstone materials exhibit a low potential for expansion Traces of clay materials were observed in the sandstone Past investigations (References 1 and 2) encountered a highly expansive siltstone bed at an elevation ranging from approximately 275+ feet to 290+ feet Fill soils were encountered at the northeastern portion of the site as shown in Figure 2 and in one of our borings and a test pit (Boring B-1 and Test Pit TP-4) The depths of this fill material in our explorations range from 8 to 121/2 feet below existing grades The fill soils generally consist of silty sands and trace construction debris in a loose to very loose state No oversize material was observed in the fill but should be anticipated during grading The moisture content of the fill soils encountered was moist to saturated The depth of fill appears to increase towards the undeveloped parcel to the north and is shallower towards the proposed building and parking areas This fill material appears to extend outside the property development line 3 3 SITE GEOLOGIC CONDITIONS The project site is located in coastal San Diego County just north of Batiquitos Lagoon in the City of Carlsbad, California The site has a maximum elevation of approximately 305 feet, and published maps (Reference 3) correlate the area to the highest of four marine terraces (QU) that occur in the local coastal area Much of the site is in a more-or-less natural condition, although the property has been used for agricultural purposes in the past, and remnants of plastic pipes etc are found on the site Previous grading includes controlled grading of 25- to 30-foot high cut slopes along Aviara Parkway (west facing) and Pomsettia Avenue (south, southeast facing) along the west and south margins of the property Other grading includes what appears to be a borrow site cut in the northwest corner, and an access driveway cut into the cut slope along Aviara Parkway Undocumented fill, with a maximum thickness of at least 121/2 feet, has been placed in the canyon area in the north-portion of the site adjacent to Parcel 1, planned for open space uses (Figure 2, Site Plan) This undocumented fill appears to be uncompacted and includes construction rubble and trash The site is underlain by bedrock of the Santiago Formation, which generally consists of poorly cemented, fine to medium-grained, light gray to yellowish brown sandstone with lenses of rounded, cobble conglomerate, and beds of gray, green and red claystone and siltstone The sandstone is generally massive to very poorly bedded, but is locally cross-bedded Based on mapping of a continuous claystone/siltstone bed in the existing cut slopes along Aviara Parkway and Pomsettia Lane, bedding in the formation is approximately horizontal Based on existing exposures in the cut slopes, as well as from the borings on site, the uppermost 10 feet of the sandstone, below existing surface grades, oxidizes to an orange brown rust color Previous reports (Reference 1) have classified this oxidized zone as a terrace deposit Based on our observations, the oxidized zone observed is a weathering phenomenon on the upper surface of the Santiago Formation No terrace deposits were observed Mantling the bedrock are topsoil and residual soils, ranging in thickness from 1 to 4 feet, consisting of very moist to saturated, dark brown silty sand 2015-I-03R (3/05) North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 2015 I 3.4 GROUNDWATER AND CAVING Perched groundwater was encountered in one exploratory boring (Boring B-1) at the contact of the undocumented fill and the bedrock deposits This perched groundwater was encountered at depths of 8 feet below existing grades, which corresponds to an elevation of approximately +274 feet above mean sea level The source of the perched groundwater is likely from infiltration of ram runoff and past irrigation practices The depth to permanent groundwater at the site is expected to occur at depths greater than 50 feet Minor caving was encountered in our exploratory borings in saturated native soils immediately above the bedrock contact in Boring B-1 2015-I-03R (3/05) I I I I I I I I I I I I I I I I I I I North Coast Calvary Chapel March 2 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I 4 0 CONCLUSIONS AND RECOMMENDATIONS 41 GENERAL Based on the results of our investigation, it is our opinion that, from a geotechnical viewpoint, it is feasible to develop the site as proposed, provided the recommendations contained herein are incorporated into the design and construction of the project The major geotechnical constraints related to the proposed construction are as follows • Prior to placement of fills or construction of buildings, all existing undocumented fills and any natural soils above the bedrock in the proposed building areas should be removed and replaced as properly compacted fill Any topsoils with organic matter should be removed from the site or disposed of in landscape areas These materials need to be densified to provide adequate support for the building foundations The depths of removal and details regarding excavations are provided in the "Earthwork" section of this report • Uncompacted fills were encountered in our explorations within the Phase 1 parking area (and phase 2 parking deck) north of the buildings to depths of between 5 and 121/2 feet below existing grades The upper natural soils (residual and colluvium) encountered immediately beneath the fill have variable strength and consolidation characteristics As such, these soils are not considered to be suitable for support of the planned future parking deck foundations, pavement, and compacted fills We recommend that all undocumented fills be removed and replaced as properly compacted fill, where not removed by cut The depths of removal and details regarding excavations are provided in the "Earthwork" section of this report • The uncompacted fills extend beyond the development line limit in the northeast portion of the project We estimate the fills and compressible soils at the development line limit may be up to 10 feet deep The base of removals for the undocumented fill should extend laterally beyond the unpaved access roadway line a minimum distance of 5 feet or the depth of overexcavation/compaction below finished grade (i e , a 1 1 projection below finished grade of access road), whichever is greater If environmental constraints do not allow removal of undocumented fill outside the development line, we recommend the fills be excavated from the development line to firm and competent natural material (bedrock) If uncompacted fill remains within the lateral distance described above from the access road line, periodic maintenance of the unpaved road can be anticipated The depths of removal and details regarding excavations are provided in the "Earthwork" section of this report • Some of the on-site residual soils and colluvium soils may be expansive and should not used as retaining wall backfill or within the upper 3 feet of building pads or hardscape areas These soils should be incorporated into deeper fills or pavement areas • Fill soils under the future parking deck and within the existing access road cut from Aviara Parkway should consist of on-site or imported sandy soils and should be compacted to at least 95 percent of the maximum dry density (ASTM D 1557) to help 2015-I-03R (3/05) 7 I I I I I I I I I I I I I I I I I I I North Coast Calvary Chapel March 2, 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I mitigate differential settlements and long-term fill settlement • The bridge footings adjacent to descending slopes should be deepened to allow for a lateral distance of at least one-half of the slope height, but not less than 15 feet, between the base of the footing and the face of the slope • We recommend that MSE walls be avoided under structures as lateral displacements inherent in these types of walls could result in settlement of buildings Retaining walls support in structures should be designed for at-rest pressures and the surcharge loads due to the structures An alternate method of design would be to deepen the structure foundations to avoid surcharging the wall GPI should review the geotechnical aspects of the design of the walls when details are available • The footings for the parking structure will be founded on bedrock and a variable thickness of compacted fill The footings may be supported directly on the bedrock and fill However, we recommend the footing bearing on fill be deepened such that no more than 5 feet of fill will remain between the bottom of the footing and the top of the bedrock The recommendation is intended to help mitigate the potential differential settlements Survey control during grading will be needed to document the elevation of the bedrock during removals • As noted in the geologic assessment of the site, the bedrock encountered in our explorations and observed in the existing cut slopes was noted to be horizontally bedded As such, the stability of excavations extending into the bedrock material is not anticipated to be adversely affected by the potential for adverse bedding We recommend that our geologist be on-site during the excavation of the new access road into the site to confirm the actual subsurface conditions encountered • Some repair of the existing eroded slopes at the site is anticipated Thin sliver fills should not be placed over the existing slope face Recommendations for fill placement are provided are provided in the "Slopes" section of this report • Slopes should be seeded or planted as soon as possible to reduce the erosion potential We recommend deep-rooted plants adapted to semi-arid climates be used Other protective measures, such as installing drains and grading the top of the slope to dram away from the slope face, should be taken 4.2 SEISMIC CONSIDERATIONS 4.21 General The site is located in a seismically active area typical of Southern California and is likely to be subjected to strong ground shaking due to earthquakes on nearby faults We assume the seismic design of the proposed development will be in accordance with California Building Code (CBC)/Uniform Building Code (UBC) criteria The site is located within SeismicZoneNo 4 For the 2001 CBC/1997 UBC, a Site Soil Profile Sc may be used ATypeB Seismic Source with a distance to seismic source of approximately 8 kilometers should be used 2015-I-03R (3/05) 8 North Coast Calvary Chapel March 2, 2005 Proposed Building Project, Carlsbad, California GPI Project No 20151 with Tables 16Sand 16T Na = 1 0 Nv = 1 0 The actual method of seismic design should be determined by the Project Structural Engineer 4 2.2 Strong Ground Motion Potential Based on published information presented in Reference 4, the most significant fault in the proximity of the site is the Coronado Bank Fault, which is located approximately 6 kilometers from the site Based on information provided in Reference 5, the site could be subjected to strong ground motion on the order of 0 32g This acceleration has a 10 percent chance of being exceeded in 50 years 4 2.3 Ground Rupture There are no known active faults crossing or projecting toward the site The site is not located in an Alquist-Pnolo Earthquake Fault Zone Based on this information, the potential for ground rupture at the site is considered remote 4 2.4 Liquefaction Liquefaction is a phenomenon in which saturated soils undergo a temporary loss of strength during severe ground shaking and acquire a degree of mobility sufficient to permit ground deformation In extreme cases, the soil particles can become suspended in groundwater, resulting in the soil deposit becoming mobile and fluid-like Liquefaction is generally considered to occur primarily in loose to medium dense deposits of saturated sands and silts Thus, three conditions are required for liquefaction to occur (1) a sand or silt of loose to medium density, (2) saturated conditions, and (3) rapid, large strain, cyclic loading, normally provided by earthquake motions The site is not located within an area identified by the State of California as having a potential for soil liquefaction The subsurface materials remaining m-place after construction of the buildings will consist of dense to very dense granular soils, and bedrock The only groundwater encountered was perched on top of the bedrock Based on these findings, we do not anticipate liquefaction to adversely impact the proposed development 4 2.5 Seismic Ground Subsidence Seismic ground subsidence, not related to liquefaction, occurs when loose, granular (sandy) soils are densified during strong earthquake shaking Significant subsidence during a strong earthquake is not expected to occur if the recommended earthwork is performed because the on-site sandy soils are predominantly dense to very dense 2015-I-03R (3/05) North Coast Calvary Chapel March 2, 2005 Proposed Building Project. Carlsbad California GPI Project No 2015 I 4 3 EARTHWORK The earthwork anticipated at the project site will consist of clearing and grubbing, excavations, subgrade preparation, and the placement and compaction of fill 43.1 Clearing and Grubbing Prior to grading, the areas to be developed should be stripped of vegetation, cleared of all debris from past agricultural uses, old foundations, and abandoned utilities, etc All deleterious material generated during the clearing operation should be removed from the site Where appropriate, existing underground utilities should be removed in their entirety and properly capped Should cesspools or other buried obstructions be encountered in the building areas during construction, they should be removed in their entirety The resulting excavations should be backfilled as recommended in the "Subgrade Preparation," "Material for Fill," and "Placement and Compaction of Fill" sections of this report As an alternative, any cesspools can be backfilled with lean sand-cement slurry At the conclusion of the clearing operations, the Geotechnical Engineer should observe and accept the site prior to any further grading 4.3.2 Excavations Excavation at the site will include removal of existing undocumented fill and compressible natural soils, excavation to finish subgrade, footing excavations, and trenching for utility lines Prior to placement of fills or construction of buildings, all existing undocumented fills and any natural soils above the bedrock in the proposed building areas should be removed and replaced as properly compacted fill These materials need to be densified to provide adequate support for the building foundations Any topsoils with organic matter should be removed from the site or disposed of in landscape areas For planning purposes, we recommend that removals within building areas extend to a depth of 3 feet below existing grades or 2 feet below footings, whichever is deeper The proposed buildings, except the parking deck, should be supported on at least 2 feet of compacted fill over the bedrock The bridge foundations are expected to be supported in bedrock material excavated at depths of at least 3 feet below the existing site grades For support of the foundations of the future parking deck, excavation depths of at least 2 feet below the finished grade can be anticipated except in compacted fill areas, where the footing excavations may be deeper Deeper removals may be required in localized thicker zones of compressible soils The actual depths of removals will need to be determined during grading in the field by a representative of GPI If any building pad areas will be located on a cut-fill transition, we recommend the cut side of the pad be overexcavated a minimum of 3 feet below all footings throughout the entire building pad area This will allow the entire building to be supported on compacted engineered fill and help mitigate potential differential settlement The base of removals should extend laterally beyond the building line or perimeter footings a minimum distance of 5 feet or the depth of overexcavation/compaction below foundations (i e , a 1 1 projection below the bottom edge of footings), whichever is greater Building lines include all canopies, loading docks, site walls, and other foundation supported improvements 2015-I-03R (3/05) 10 North Coast Calvary Chapel March 2, 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I Uncompacted fills were encountered in our explorations within the Phase 1 parking area (Phase 2 parking deck) north of the buildings to depths of between 5 and 12>2 feet below existing grades The upper natural soils (residual and colluvium) encountered immediately beneath the fill have variable strength and consolidation characteristics As such, these soils are not considered to be suitable for support of the planned future parking deck foundations, pavement, and compacted fills We recommend that all undocumented fills be removed and replaced as properly compacted fill, where not removed by cut The uncompacted fills extend beyond the development line limit in the northeast portion of the project We estimate the fills and compressible soils at the development line limit may be up to 10 feet deep The base of removals for the undocumented fill should extend laterally beyond the unpaved access roadway line a minimum distance of 5 feet or the depth of overexcavation/compaction below finished grade (i e , a 1 1 projection below finished grade of access road), whichever is greater If environmental constraints do not allow removal of undocumented fill outside the development line, we recommend the fills be excavated from the development line to firm and competent natural material (bedrock) If uncompacted fill remains within the lateral distance described above from the access road line, periodic maintenance of the unpaved road can be anticipated The base of removals for the undocumented fill should extend laterally beyond the edge of the proposed parking lot a minimum distance of 5 feet or the depth of overexcavation/compaction below finished grade (i e , a 1 1 projection below finished grade of parking lot), whichever is greater The lateral limits of any removals should be confirmed and certified by the project surveyor GPI does not practice surveying, therefore, we cannot confirm any lines, grades or limits of earthwork Where not removed by the aforementioned excavations, existing utility trench backfill should be removed and replaced as properly compacted fill This is especially important for deeper fills such as existing sewers and storm drains For planning purposes, removals over the utilities should extend to within 1 foot of the top of the pipe For utilities that are 5 feet or shallower, the removal should extend laterally 1 foot beyond both sides of the pipe For deeper utilities, the removals should include a zone defined by a 1 1 projection upward (and away from the pipe) from each side of the pipe Any abandoned utility pipes should be removed or backfilled with a sand-cement slurry The actual limits of removal will be confirmed in the field We recommend that all known utilities be shown on the grading plan Excavations in sandstone materials will require light to moderate ripping Localized cemented layers in the sandstone materials will require moderate to heavy ripping Temporary construction excavations may be made vertically without shoring to a depth of 5 feet below adjacent grade For deeper cuts up to 20 feet within the existing fill soils, the slopes should be properly shored or sloped back to at least 1 1 or flatter No surcharge loads should be permitted within a horizontal distance equal to the height of cut from the top of the excavation or five feet from the top of the slopes, whichever is greater, unless the cut is properly shored Excavations that extend below an imaginary plane inclined at 45 degrees below the edge of any adjacent existing building or settlement sensitive structure should be properly shored to maintain support of such adjacent elements All excavations and shoring systems 2015-I-03R (3/05) 11 North Coast Calvary Chapel March 2 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I should meet the minimum requirements given in the most current State of California Occupational Safety and Health Standards Based on the results of our borings and laboratory testing, the topsoils, residual, and fill soils encountered on the site exhibit moisture contents from moist to very moist Drying and mixing of the wet materials may be required during grading and should be included in the earthwork bids The grading contractor should determine the equipment most suited to the site conditions 4.3.3 Subgrade Preparation Prior to placing fills, the subgrade should be scarified to a depth of 12 inches, moisture- conditioned, and compacted to at least 90 percent (95 percent for granular soils) of the maximum dry density in accordance with ASTM D 1557 and to a firm and unyielding condition In areas to receive pavements, the top 12 inches below the pavement base should be scarified, moisture conditioned, and compacted to a minimum of 95 percent of the maximum dry density 4.3.4 Material for Fill With the exception of minor amounts of topsoil, in general, the on-site soils are suitable for use as compacted fill However, any on-site clays, if encountered, should not be used as retaining wall backfill or within the upper 3 feet of building pads or hardscape areas Drying and mixing of some of these materials will be required to obtain near optimum moisture conditions prior to placement and compaction Some of the on-site residual soils and colluvium soils may be expansive and should not used as retaining wall backfill or within the upper 3 feet of building pads or hardscape areas These soils should be incorporated into deeper fills We expect that non-expansive soils, derived from the sandstone and some on-site soils, are available from cut materials Provided it is acceptable to the reviewing governmental agencies and owner, crushed, inert demolition debris, such as concrete and asphalt, may be used in fills outside the building pads provided it is crushed to a well graded mixture with maximum particle size of 11/2 inches and blended with the on-site soils The undocumented fill at the site may be suitable for use as fill material, provided organic debris, and other deleterious material is removed Imported fill material should be predominately granular (contain less than 40 percent fines- portion passing the No 200 sieve) and non-expansive (an Expansion Index of 20 or less) The Geotechnical Engineer should be provided with a sample (at least 50 pounds) and notified of the location of any soils proposed for import at least 72 hours in advance of importing Each proposed import source should be sampled, tested and accepted for use prior to delivery of the soils to the site Soils imported prior to acceptance by the Geotechnical Engineer may be rejected if not suitable Both imported and existing on-site soils to be used as fill should be free of deleterious debris and particles larger than 6 inches in diameter 2015-I-03R (3/05) 12 North Coast Calvary Chapel March 2 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I 4.3.5 Placement and Compaction of Fills Fill soils should be placed in horizontal lifts, moisture-conditioned, and mechanically compacted to at least 90 percent (silts and clays) of the maximum dry density (ASTM D 1557) Granular soils (sands, silty sands, and clayey sands) should be compacted to at least 95 percent Fill soils under the future parking deck and within the existing access road cut from Aviara Parkway should be compacted to at least 95 percent of the maximum dry density (ASTM D 1557) to help mitigate differential settlements and long-term fill settlement The optimum lift thickness will depend on the compaction equipment used and can best be determined in the field The following uncompacted lift thickness can be used as preliminary guidelines Plate compactors, track equipment 4-6 inches Small vibratory or static rollers 6-8 inches Scrapers and heavy loaders 8-12 inches The maximum lift thickness should not be greater than 12 inches Each lift should be thoroughly compacted and accepted prior to placement of the next lift of fill The moisture content of the clayey fill materials should be within 2 to 4 percent over the optimum moisture content to readily achieve the required degree of compaction and reduce the potential for moisture related swell or subsidence For the sandy fill materials, the moisture content should be within 0 to 2 percent over the optimum moisture content The moisture content of existing near surface soils, in general, is variable and will require both drying and moistening prior to compaction Earthwork contractors should include moisture conditioning of the existing soils prior to recompaction in the bids During backfill of excavations, the fill should be properly benched into the construction slopes of greater than 5 1 (horizontal vertical) as it is placed in lifts Benching should be at least 10-foot wide with a minimum of 4 feet vertically between benches within firm natural ground, competent bedrock or engineered compacted fill 436 Shrinkage and Subsidence Shrinkage is the loss of soil volume caused by compaction of fills to a higher density than before grading Subsidence is the settlement of m-place subgrade soils caused by loads generated by large earthmovtng equipment For earthwork volume estimating purposes, an average shrinkage value of 10 to 15 percent may be assumed for the existing on-site soils Fills derived from the bedrock may bulk on the order of 5 percent Subsidence of the bedrock is expected to be negligible These values are estimates only and exclude losses due to removal of vegetation, debris, or existing underground structures Actual shrinkage and subsidence will depend on the types of earthmovmg equipment used and should be determined during grading 4.3.7 Trench and Retaining Wall Backfills Utility trench and wall backfill should be mechanically compacted in lifts Wall backfill should consist of the on-site or imported silty sands or sands Some moisture conditioning of the on- site soils should be anticipated prior to replacement as trench backfill Lift thickness should not exceed those values given in the "Compacted Fill" section of this report Jetting or flooding of backfill materials should not be permitted A representative of GPI should observe and test all 2015-I-03R (3/05) 13 North Coast Calvary Chapel March 2 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I trench and wall backfills as they are placed In backfill areas where mechanical compaction of soil backfill is impractical due to space constraints, sand-cement slurry may be substituted for compacted backfill The slurry should contain one sack of cement per cubic yard and have a maximum slump of 5 inches The slurry placed within the building areas should contain two sacks of cement per cubic yard When set, these mixes typically have the consistency of compacted soil 4 3.8 Observation and Testing A representative of GPI should observe all excavations, subgrade preparation and fill placement activities Sufficient m-place field density tests should be performed during fill placement to evaluate the overall compaction of the soils Soils that do not meet minimum compaction requirements should be reworked and tested prior to placement of any additional fill A geologist should observe the conditions exposed during the mass excavation If conditions are different than expected, alternate recommendations, based on the actual conditions encountered, may be required 4 4 FOUNDATIONS 441 General The proposed structures may be supported on conventional isolated and/or continuous shallow footings provided the subsurface soils are prepared in accordance with the recommendations given in this report All footings for the church buildings should be supported on properly compacted fill All footings for the bridge structure should extend at least 2-feet into the undisturbed bedrock The footings for the future parking deck may be supported on properly compacted fill and bedrock, provided the footings are supported on no more than 5 feet of fill Deepening of some of the footings may be needed to achieve this recommendation 4.4.2 Allowable Bearing Pressures Based on the shear strength and elastic settlement characteristics of the recompacted on-site soils (new fills), a static allowable bearing pressure of up to 3,000 pounds per square foot (psf) may be used for the continuous footings and isolated column footings for the church buildings, retaining walls, and future parking deck Based on the shear strength and elastic settlement characteristics of the undisturbed on-site bedrock, a static allowable bearing pressure of up to 5,000 pounds per square foot (psf) may be used for the bridge structure abutment footings These bearing pressures are for dead load-plus-live loads, and may be increased one-third for short-term, transient, wind and seismic loading The actual bearing pressure used may be based on economics and structural loads, and will determine the minimum width for footings as discussed below The maximum edge pressures induced by eccentric loading or overturning moments should not be allowed to exceed these recommended values 2015-I-03R (3/05) 14 North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2, 2005 GPI Project No 2015 I 443 Minimum Footing Width and Embedment The following minimum footing widths and embedment are recommended for the corresponding allowable bearing pressure Church Buildings, Retaining Walls and Parking Deck Static Bearing Pressure (psf) 3,000 2,500 Minimum Footing Width (inches) 24 18 Minimum Footing* Embedment (inches) 24 18 Bridge Structure Static Bearing Pressure (psf) 5,000 4,000 Minimum Footing Width (inches) 24 24 Minimum Footing* Embedment (inches) 36 24 * Refers to minimum depth below lowest adjacent grade Footings adjacent to descending slopes should be deepened to allow for a lateral distance of at least one-half of the slope height, but not less than 15 feet, between the base of the footing and the face of the slope We should be provided with the foundation and grading plans to review the footing conditions relative to the proposed adjacent grades prior to bidding the project We recommend that MSE walls be avoided under structures as lateral displacements inherent in these types of walls could result in settlement of buildings Retaining walls support in structures should be designed for at-rest pressures and the surcharge loads due to the structures An alternate method of design would be to deepen the structure foundations to avoid surcharging the wall GPI should review the geotechnical aspects of the design of the walls when details are available Minimum footing widths and depths of 18 inches should be used even if the actual bearing pressure is less than 2,500 psf 4.4.4 Estimated Settlements Based on the load information assumed for the buildings (column loads of 75 kips or greater), the total static foundation settlement is estimated to range from about >2 to % inches Maximum differential settlements between similarly loaded adjacent footings are expected to be on the order of % to 1/2-mch Based on the load information assumed for the bridge structure (abutment loads of 13 kips/lineal foot), the total static foundation settlement is estimated to range from about % to 1/2 inches Maximum differential settlements between similarly loaded abutment footings are expected to be on the order of %-inch Based on the load information assumed for the parking deck (column loads of 150 kips) and 2015-I-03R (3/05) 15 North Coast Calvary Chapel March 2, 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I foundation support previously described, the total static foundation settlement is estimated to range from about1/ to % inches Maximum differential settlements between similarly loaded adjacent footings are expected to be on the order of 1/2-mch The majority of the above estimated settlements are anticipated to occur during construction The above estimates are based on the assumption that the recommended earthwork will be performed and that the footings will be sized in accordance with our recommendations 4.4.5 Lateral Load Resistance Soil resistance to lateral loads will be provided by a combination of fnctional resistance between the bottom of footings and underlying soils and by passive soil pressures acting against the embedded sides of the footings For fnctional resistance, a coefficient of friction of 0 35 may be used for design of the church building footings and parking deck footings supported on the properly compacted fills A coefficient of friction of 0 40 may be used for design of the bridge structure footings supported on the undisturbed bedrock In addition, an allowable lateral bearing pressure equal to an equivalent fluid weight of 300 pounds per cubic foot may be used for the church buildings and parking deck, provided the footings are poured tight against compacted fill soils An allowable lateral bearing pressure equal to an equivalent fluid weight of 400 pounds per cubic foot may be used for the portion of the bridge structure footings that are poured tight against the undisturbed bedrock These values may be used in combination without reduction 4.4 6 Foundation Concrete Laboratory testing and corrosivity analyses were performed by M J Schiff and Associates The results of their work are presented in Appendix B Based on the test results, concrete in contact with the on-site soils should conform to the requirements outlined in Table 19-A-4 of the 1997 UBC (Table 19-A-A-4 of the 2001 CBC) for negligible levels of soluble sulfate exposure 4.4.7 Footing Excavation Observation Prior to placement of concrete and steel, a representative of GPI should observe and approve all footing excavations 4.5 BUILDING FLOOR SLABS To help mitigate the potential for slab heaving due to expansive soils, slab-on-grade floors should be supported on a minimum of 24 inches of granular (sandy) non-expansive, compacted soils as discussed in the "Placement and Compaction of Fill" section Based on our explorations, these materials may be available on-site A vapor/moisture barrier should be placed under any slabs that are to be covered with moisture- sensitive floor coverings (parquet, vinyl, tile, etc ) Currently, common practice is to use 10-mil polyethylene as a vapor barrier, placed either directly on the subgrade or over a thin layer of sand Recently, other types of vapor barriers with much lower permeance and higher puncture resistance have become available and should be considered as an alternative Polyolefin in 10-mil or 15-mil thickness is such a material and could be considered for this project This material should be covered by a layer of clean sand (less than 5 percent by weight passing the 2015-I-03R (3/05) 16 North Coast Calvary Chapel March 2 2005 Proposed Building Project, Carlsbad, California GPI Project No 20151 No 200 sieve) having a minimum thickness of 2 inches Based on our explorations and laboratory testing, the soils at the site are not suitable for this purpose The function of the sand layer is to protect the vapor barrier during construction and to aid in the uniform curing of the concrete This layer should be nominally compacted using light equipment The sand placed over the vapor barrier should only be slightly moist If the sand gets wet (for example as a result of rainfall or excessive moistening) it must be allowed to dry prior to placing concrete It should be noted that the material used as a vapor barrier is only one of several factors affecting the prevention of moisture accumulation under floor coverings Other factors include maintaining a low water cement ratio for the concrete used for the floor slab, effective sealing of joints and edges (particularly at pipe penetrations) as well as excess moisture in the concrete The manufacturer of the floor coverings should be consulted for establishing acceptable criteria for the condition of the floor surface prior to placing moisture-sensitive floor coverings For the elastic design of slabs supporting sustained concentrated loads, a modulus of subgrade reaction (k) of 200 pounds per cubic inch (pounds per square inch per inch of deflection) may be used For lateral resistance design, a coefficient of friction value of 0 35 between the properly compacted subgrade soils and concrete may be used For a slab on a moisture barrier (such as polyethylene or polyolefin), a coefficient of 0 1 should be used 4 6 RETAINING WALLS The cut between the buildings and parking areas is planned to be supported by an independent retaining system near the Preschool Building and by the exterior basement wall of the Multi- Purpose Building The following recommendations are provided for walls 11 feet in height or less Active earth pressures can be used for designing cantilevered walls that can yield at least 1/z-inch laterally in 10 feet under the imposed loads For cantilever walls with level backfill comprised of granular soils, the magnitude of active pressures are equivalent to the pressures imposed by a fluid weighing 35 pounds per cubic foot (pcf) For sloping backfill with a 2 1 inclination, the active pressure would be about 52 pcf For restrained walls that remain rigid enough to be essentially non-yielding, an at-rest lateral earth pressure should be used for design For restrained walls with level backfill comprised of granular soils, the magnitude of at-rest pressure is equivalent to the pressure imposed by a fluid weighing 52 pounds per cubic foot (pcf) For a seismic earth pressure, we recommend using an inverted triangular distribution of 15H in pounds per square foot, where H is the height of the wall in feet Walls subject to surcharge loads should be designed for an additional uniform lateral pressure equal to one-third and one-half the anticipated surcharge pressure for unrestrained and restrained walls, respectively We can provide more specific lateral earth pressures resulting from surcharge loads when further details on the surcharge load are available 2015-I-03R (3/05) 17 North Coast Calvary Chapel March 2 2005 Proposed Building Project, Carlsbad, California GPI Project No 2015 I The recommended pressures are based on the assumption that the supported earth will be fully drained, preventing the build-up of hydro-static pressures For traditional backfilled retaining walls, a drain consisting of perforated pipe surrounded by gravel and wrapped in filter fabric should be used As a minimum, one cubic foot of rock should be used for each lineal foot of dram The fabric (non-woven filter fabric, Mirafi 140N or equivalent) should be lapped at the top The Structural Engineer should specify the use of select, granular wall backfill on the plans for conventional retaining walls Wall footings should be designed as discussed in the "Foundations" section 4.7 SLOPES Based on the available information, the cut slopes descending to Aviara Parkway and Pomsettia Lane will have minor grading as part of the development of the site All permanent slopes at the site should be constructed at an inclination of 2 1 (horizontal to vertical) or flatter All slopes and modifications to the existing slopes should be overbuilt by at least 3 feet during rough grading and trimmed back to a hard and unyielding surface The existing slopes with significant gullying and erosion should also be trimmed back to a hard and unyielding surface or blanketed with a new zone of compacted fill, properly benched into the existing slope This blanket should also be overbuilt by at least 3 feet during rough grading and trimmed back to a hard and unyielding surface Slope rolling to achieve a finished compacted surface should not be used A keyway at least 3 feet deep and equal in width to one-half the slope height, but not less than 10 feet, should be excavated prior to filling the slope Details of typical slope construction are shown in Figure 3 As noted in the geologic assessment of the site, the bedrock encountered in our explorations and existing cut slopes was noted to be horizontally bedded As such, the stability of excavations extending into the bedrock material is not anticipated to be adversely affected by the potential for adverse bedding We recommend that our geologist be on-site during the excavation of the new access road into the site to confirm the actual subsurface conditions encountered Setbacks of structures from the top and toe of the planned slopes should be maintained as directed by the regulatory agency We recommend a backdram be placed along the bedrock contact in the benching where over 10 feet of fill will be placed over the bedrock The backdram should consist of at least 3 cubic feet/foot of Class 2 permeable material or fabric wrapped 3/i-inch gravel The backdram pipe may be 4-mch Schedule 40 PVC or similar with 8 uniformly spaced perforations per foot placed 90 degrees offset on underside of pipe We recommend the backdram be outletted at spacmgs limited to 100 feet The outlet pipe should be non-perforated 4-mch Schedule 40 PVC or similar Details for typical slope backdram are shown in Figure 4 Slopes should be seeded or planted as soon as possible to reduce the erosion potential We recommend deep-rooted plants adapted to semi-arid climates be used Other protective measures, such as installing drains and grading the top of the slope to dram away from the slope face, should be taken We recommend that the condition of the existing slopes on-site be periodically reviewed to confirm that the erosion protection measures are in good repair 2015-I-03R (3/05) 18 1 I I I I 1 North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2, 2005 GPI Project No 20151 4 8 DRAINAGE Positive surface gradients should be provided adjacent to all structures so as to direct surface water run-off and roof drainage away from foundations and slabs toward suitable discharge facilities Long-term ponding of surface water should not be allowed on pavements or adjacent to structures Subsurface drainage should be provided on walls below grade as discussed in a previous section 4 9 EXTERIOR CONCRETE AND MASONRY FLATWORK Exterior concrete and masonry flatwork should be supported on a zone of non-expansive compacted fill if differential heave is not tolerable The use of clayey soils within 3 feet of slab subgrade is not recommended Prior to placement of concrete, the subgrade should be prepared as recommended in "Subgrade Preparation" section 4.10 PAVED AREAS Preliminary pavement design has been based on an R-value of 50 The California Division of Highways Design Method was used for design of the recommended preliminary pavement sections These recommendations are based on the assumption that the pavement subgrades will consist of the existing silty sands or clayey sand on-site soils Locally, lower R-value soils may be exposed in deeper cut We recommend that a cap having a minimum thickness of 12 inches of on-site silty sands be placed in areas of cuts where lower R-value soils are exposed during grading Final pavement design should be based on R-value testing performed near the conclusion of rough grading and may change from those provided below The following pavement sections are recommended for planning purposes only PAVEMENT SECTIONS PAVEMENT AREA Asphalt Concrete Auto Parking Auto Circulation Drives (light trucks) Truck Driveways Portland Cement Concrete Auto Parking Auto Circulation Drives (light trucks) Truck Driveways ASSUMED TRAFFIC INDEX 4 5 6 4 5 6 SECTION THICKNESS (inches) ASPHALT CONCRETE 3 3 3 CONCRETE 55 60 60 AGGREGATE BASE COURSE 4 4 5 — — — 2015-I-03R (3/05)19 13TJ§1m5oo>oCDm;oOTlmCO 8 m O3) TJ332mo M O O § TJ33§1m5o>oCDm3JOmv-/-1O73CDOO mXT3 s 0) Hm •o m•o oo o o i I o CO wIoo8m CDm o I O) \\v,' . ,;,)• \ orav s«<' • A\s MA \ (\\ PARCEL . ' N-\ "S; *" 4 \ V'\ MO AC B-1 EXPLANATION APPROXIMATE LOCATION AND NUMBER O.=>ROVIDED BY 0 DAY CONSULTANTS DATED DECEMBER 2003 TP-1, APPROXIMATE LOCATION AND NUMBER Or SITE PLAN FIGURE 2B FINAL NATURAL SLOPE LIMITS OF FINAL EXCAVATION •TOE OF SLOPE SHOWN ON GRADING PLAN 10' TYPICAL BENCH WIDTH VARIES COMPETENT EARTH MATERIAL TYPICAL BENCH HEIGHT15* MINIMUM BASE KEY WIDTH MINIMUM DOWNSLOPE KEY DEPTH PROVIDE BACKDRAIN AS REQUIRED PER RECOM- MENDATIONS OF 6OIL6 ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 6:1 OR LESS. BENCHING IS NOT NECESSARY. HOWEVER. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUIT- ABLE MATERIAL. GPI PROJECT NO GEOTECHNICAL PROFESSIONALS, INC NOT TO SCALE FILL SLOPE ABOVE NATURAL GROUND DETAIL FIGURES FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAL FOOT APPROVED FILTER R OCK*OR 3 CUBIC FEET PER UNEAL FOOT OF 3/4" GRAVEL WRAPPED IN NON-WOVEN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) COMPACTED FILL 2%MINIMUM A—1 GRADIENT 4' MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIRE- MENTS DURING GRADING •4* MINIMUM APPROVED PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET •BENCH INCLINED TOWARD DRAIN -TYPICAL BENCHING DETAIL A-A -TEMPORARY FILL LEVEL 12" MINIMUM COVER- COMPACTED BACKFILL -4* MINIMUM DIAMETER APPROVED SOLID OUTLET PIPE 12* MINIMUM- **APPROVED PIPE TYPE: SCHEDULE 40 POLYVINYL CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI. *FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE PERCENTAGE PASSING 100 00-100 40-100 25-40 6-15 0-7 0-3 GEOTECHNICAL PROFESSIONALS, INC PROJECT NO NOT TO SCALE TYPICAL BACKDRAIN DETAIL FIGURE _ APPENDIX A North Coast Calvary Chapel March 2, 2005 Proposed Building Project Carlsbad, California GPI Project No 20151 APPENDIX A EXPLORATORY BORINGS The subsurface conditions at the site were investigated by drilling and sampling eight exploratory borings The borings were advanced to depths of 20 to 35 feet The boring locations are shown on the Site Plan, Figure 2 The borings were drilled using bucket auger truck-mounted bucket auger equipment Relatively undisturbed samples were obtained using a brass-ring lined sampler (ASTM D3550) The ring samples were driven into the soil by a 3,500-pound hammer dropping 12 inches At depths below 25 feet, the hammer weight was approximately two-thirds of the aforementioned weight The number of blows needed to drive the sampler into the soil was recorded as the penetration resistance It is noted that the number of blows, in this case, is much lower than Standard Penetration Resistance, because of the greater driving weight One blow with the 3,500-pound Kelly bar (upper 25 feet) typically provides equivalent penetration of 10 to 16 blows in the Standard Penetration Test The drive sampler has an inside diameter of 2 42 inches and an outside diameter of 3 25 inches The brass rings have an inside diameter of 2 42 inches and a height of 1- mch In addition, relatively disturbed bulk samples were obtained at various depths The field explorations for the current investigation were performed under the continuous technical supervision of GPI's representative, who visually inspected the site, maintained detailed logs of the borings, classified the soils encountered, and obtained relatively undisturbed samples for examination and laboratory testing The soils encountered in the borings were classified in the field and through further examination in the laboratory in accordance with the Unified Soils Classification System Detailed logs of the borings are presented in Figures B-1 to B-8 in this appendix Borings B-3 and B-5 were down-hole logged by our engineering geologist to evaluate bedding conditions All borings were backfilled with cuttings from the holes and the backfill compacted with a stomper The deeper borings were backfilled with soil and layers of bentonite in general conformance of the requirements of the County of San Diego for large diameter borings Nineteen backhoe test pits were performed at the site The test pits were excavated with a Cat 436C with an 18-inch wide bucket The test pits were logged by a staff engineer The test pits extended to depths of 4 to 13 feet below the existing grades The test pits were backfilled with soil without compaction and a PVC pipe placed within the backfill to identify during grading of the site The subsurface conditions encountered in the test pits are described in Table A-1 of this appendix The borings and test pits were laid out in the field by GPI The ground surface elevations shown on the boring logs were estimated based on the topographic plan provided by O'Day Consultants 2015-I-03X doc (3/05) A-1 North Coast Calvary Chapel Proposed Building Project Carlsbad, California March 2 2005 GPI Project No 20151 TABLE A-1 LOGS OF TEST PITS TEST PIT NO TP-1 TP-2 TP-3 TP-4 DEPTH (ft) 0-4 0-2 2-71/2 7/2-8 0-1/2 1/2-3 3-4 0-121/2 12/2-13 GROUND SURFACE ELEV (ft) 291 305 295 281 MOISTURE CONTENT 13 1% @ 1-2 ft 1 1 4% @ 3-4 ft 79% @3-4ft 105% @3-4ft 1 1 4% @ 1-2 ft 92% @ 3-4 ft DESCRIPTION Santiaao Formation Sandstone (SP-SM), yellow/brown, slightly moist, dense Total Depth 4 feet Residual Soil Silty Sand (SM), dark brown, very moist, very loose, with trace of clay Santiaao Formation Sandstone (SP), red/brown/gray, slightly moist, dense Sandstone (SM), yellow brown, slightly moist, dense Total Depth 8 feet Residual Soil Silty Sand (SM), dark brown, very moist, very loose, with trace of clay Santiaqo Formation Sand w/Silt (SP-SM), yellow/brown and red/brown, moist, dense Sandstone (SM), yellow brown and beige, moist, dense Total Depth 4 feet Undocumented Fill Silty Sand (SM), dark brown, moist to very moist, loose, with pieces of asphalt concrete, concrete, trash Santiaao Formation Sandstone (SP), yellow brown, moist, dense Total Depth 13 feet 2015-I-03X doc (3/05)A-2 North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2 2005 GPI Project No 20151 TABLE A-1 LOGS OF TEST PITS -continued- TEST PIT NO TP-5 TP-6 TP-7 TP-8 DEPTH (ft) 0-1 5 1 5-8 0-1 1-4 0-1 1-31/2 31/2-4 0-1 1-3/2 31/2-4 GROUND SURFACE ELEV (ft) 305 300 303 292 MOISTURE CONTENT 108% @ 3-4 ft 1 1 0% @ 1-2 ft 141 @ 1-2 ft 63% @ 3-4 ft DESCRIPTION Residual Soil Silty Sand (SM), dark brown, very moist, very loose, with trace of clay Santiaqo Formation Sandstone (SM), yellow/brown, slightly moist, dense, trace clay Total Depth 8 feet Residual Soil Silty Sand (SM), dark brown, very moist, very loose, with trace of clay Sandstone (SP), red/brown, slightly moist to moist, dense Total Depth 4 feet Residual Soil Silty Sand (SM), dark brown to brown/gray, very moist, very loose, with trace of clay Santiaao Formation Sand (SP), brown/gray, moist, dense, with clay Sandstone (SP), red/brown, wet, dense Total Depth 4 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sand (SP), brown/gray, moist, dense, with clay Sandstone (SM), yellow brown, slightly moist, dense, silty Total Depth 4 feet 2015-I-03X doc (3/05)A-3 North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2, 2005 GPI Project No 20151 TABLE A-1 LOGS OF TEST PITS -continued- TEST PIT NO TP-9 TP-10 TP-11 TP-12 DEPTH (ft) 0-1 31/2-4 0-1 1-8 0-1 1-8 0-1 1-8 GROUND SURFACE ELEV (ft) 303 305 303 303 MOISTURE CONTENT 78% @ 3-4 ft 156% @ 3-4 ft 62% @ 7-8 ft 68% @ 7-8 ft DESCRIPTION Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sand (SP), brown/gray, moist, dense, with clay Sandstone (SP), red/brown, moist, dense Total Depth 4 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sandstone (SP), red/brown, slightly moist, dense, with sandy clay lenses Total Depth 8 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sandstone (SP), red/brown, moist, dense Total Depth 8 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sandstone (SP), red/brown, slightly moist, dense, Total Depth 8 feet 2015-I-03X doc (3/05)A-4 North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2, 2005 GPI Project No 2015 I TABLE A-1 LOGS OF TEST PITS -continued- TEST PIT NO TP-13 TP-14 TP-15 DEPTH (ft) 0-21/2 21/2-8 0-2 2-7/2 71/2-8 0-2 2-6 6-8 GROUND SURFACE ELEV (ft) 303 301 284 MOISTURE 108% @ 3-4 ft 78% @ 7-8 ft 11 0% @ 3-4 ft 79% @ 7-8 ft DESCRIPTION Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiago Formation Sandstone (SP), red/brown, moist, dense Total Depth 8 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiago Formation Sandstone (SP), red/brown, slightly moist, dense Sandstone (SM), orange-yellow/brown, slightly moist, dense Total Depth 8 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiago Formation Sandstone (SM), yellow brown, moist, dense Sandstone (SP-SM), mottled yellow brown - beige, moist, dense Total Depth 8 feet 2015-I-03X doc (3/05)A-5 North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2, 2005 GPI Project No 20151 TABLE A-1 LOGS OF TEST PITS -continued- TEST PIT NO TP-16 TP-17 TP-18 DEPTH (ft) 0-1 1/2 r/2-4 4-6 0-1 1/2 11/2-9 0-2 2-7 7-9 GROUND SURFACE ELEV (ft) 298 307 302 MOISTURE CONTENT DESCRIPTION Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sandstone (SM), tan, moist, dense Sandstone (SP-SM), mottled tan and rust/brown, moist, dense Total Depth 6 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sandstone (SP-SM), tan, moist, dense - at 9 feet becomes more cemented Total Depth 9 feet Residual Soil Silty Sand (SM), brown/gray, very moist, very loose, with trace of clay Santiaqo Formation Sandstone (SP-SM), yellow-orange brown, moist, dense Sandstone (SP-SM), tan/gray, moist, dense Total Depth 9 feet 2015-I-03X doc (3/05)A-6 I I I I I I I I I I I I I I I I I I I North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2, 2005 GPI Project No 20151 TABLE A-1 LOGS OF TEST PITS -continued- TEST PIT NO TP-19 DEPTH (ft) 0-51/2 51/2-6 GROUND SURFACE ELEV (ft) 289 MOISTURE CONTENT DESCRIPTION Residual Soil/Colluvium Silty Sand (SM), brown, very moist, very loose, with trace of clay Santiago Formation Sandstone (SM), tan/beige, moist, dense Total Depth 6 feet 2015-I-03X doc (3/05)A-7 APPENDIX B North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2, 2005 GPI Project No 20151 APPENDIX B LABORATORY TESTS INTRODUCTION Representative undisturbed soil samples and bulk samples were carefully packaged in the field and sealed to prevent moisture loss The samples were then transported to our Cypress office for examination and testing assignments Laboratory tests were performed on selected representative samples as an aid in classifying the soils and to evaluate the physical properties of the soils affecting foundation design and construction procedures Detailed descriptions of the laboratory tests are presented below under the appropriate test headings Test results are presented in the figures that follow MOISTURE CONTENT AND DRY DENSITY Moisture content and dry density were determined from a number of the ring samples The samples were first trimmed to obtain volume and wet weight and then were dried in accordance with ASTM 2216-71 After drying, the weight of each sample was measured, and moisture content and dry density were calculated Moisture content and dry density values are presented on the boring logs and test pit logs in Appendix A PERCENT PASSING NO 200 SIEVE A total of three soil samples were dried, weighed, soaked in water until individual soil particles were separated, and then washed on the No 200 sieve That portion of the material retained on the No 200 sieve was oven-dried and weighed to determine the percentage of the material passing the No 200 sieve The results are tabulated as follows BORING NO B-4 TP-7 TP-8 DEPTH (ft) 7-8 1-2 3-4 SOIL DESCRIPTION Sandstone (SM) Silty Sand (SM) Sandstone (SM) PERCENT PASSING NO 200 SIEVE 15 24 18 2015-I-03X doc (3/04)B-1 North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2, 2005 GPI Project No 20151 CONSOLIDATION One-dimensional consolidation tests were performed on undisturbed ring samples in accordance with ASTM D 2435 After trimming the ends, the samples were placed in the consolidometer and loaded to up to 0 4 ksf Thereafter, the samples were incrementally loaded to a maximum load of up to 12 8 ksf The samples were inundated under a maximum load of 3 2 ksf Sample deformation was measured to 0 0001 inch Rebound behavior was investigated by unloading the sample back to a minimum of 0 4 ksf Results of the consolidation tests, in the form of percent consolidation versus log pressure are presented in Figures B-1 and B-2 DIRECT SHEAR Direct shear tests were performed on selected undisturbed samples in accordance with ASTM D 3080 The samples were placed in the shear machine, and a normal load comparable to the m-situ overburden stress was applied The samples were inundated, allowed to consolidate, and then were sheared to failure Shear stress and sample deformation were monitored throughout the test The results of the direct shear tests are presented in Figures B-3 to B-5 EXPANSION INDEX Expansion index tests were performed on bulk samples The tests were performed in accordance with ASTM 4829 to assess the expansion potential of the on-site soils The results of the tests are summarized below BORING NO B-5 B-6 DEPTH (ft) 4-5 0-2 SOIL DESCRIPTION Silty Sand (SM) Clayey Sand (SC) EXPANSION INDEX 7 23 COMPACTION TEST Maximum dry density/optimum moisture tests were performed in accordance with ASTM D1557 on a representative bulk sample of the surficial soils The test results are as follows BORNG NO B-2 DEPTH (ft) 5-6 SOIL DESCRIPTION Silty Sand (SM) OPTIMUM MOISTURE (%) 11 MAXIMUM DRY DENSITY (pcf) 1225 2015-I-03X doc (3/04)B-2 North Coast Calvary Chapel Proposed Building Project, Carlsbad, California March 2 2005 GPI Project No 2015 I R-VALUE Suitability of the near-surface soils for pavement support was evaluated by conducting an R-Value test The test was performed in accordance with ASTM D 2844 by Geologic Associates under subcontract to GPI The result of the test is as follows BORING NO B-2 DEPTH (ft) 5 SOIL DESCRIPTION Silty Sandy (SM) R-VALUE BY EXPANSION 63 CORROSIVITY TESTING Soil corrosivtty testing was performed by M J Schiff and Associates on soil samples provided by GPI The test results are enclosed in Table 1 of this Appendix 2015-I-03X doc (3/04)B-3 0 5 10 s? 2 | 15 (a 20 25 30 1C)0 <>-— __ •^ • — --•. *-., -^» 1,000 10,000 1( STRESS, psf Sample inundated at 3200 psf Sample Location • PROJECT rai k. B-7 60 N COAST CALVARY 31 ••"-""• E j Classification SANDSTONE (SM) DD.pcf 115 MC,% 108 i D5 PROJECT NO 20151 CONSOLIDATION TEST FIGURE B-1 ^ 0 5 10 5? I 15 w 20 25 301CJO • PROJECT r=i k. <i — —-< « >- >- — — *-^— - — .•-_ • — ' — -^«-: — -- —— .^=-« 1,000 10,000 1< STRESS psf Sample inundated at 3200 psf Sample Location B-8 190 Classification SANDSTONE (SM) DD.pcf MC,% 1 3s N COAST CALVARY PROJECT NO 20151 31- — • =j CONSOLIDATION TEST 5 FIGURE B-2 ^ 6,000 5,000 4,000 *«a. X O | 3,000 w (£.< LU CO 2,000 1,000 0( < / < > / / / / I 4 / »/ i ) 1,000 2,000 3,000 4,000 5,000 6,000 NORMAL PRESSURE, psf Friction Angle= 44 degrees Cohesion= 0 psf Sample Location Classification • B-3 100 SANDSTONE (SM) DD.pcf MC,% 113 108 PROJECT N COAST CALVARY PROJECT NO 20151 r=m k DIRECT SHEAR TEST RESULTS FIGURE B-3 . 6,000 5,000 4,000 t>ex O jc 3,000 wo:<LU CO 2,000 1,000 0 ( i / \ < / \ / /<I ) 1,000 2,000 3,000 4,000 5,000 6,000 NORMAL PRESSURE psf Friction Angle= 40 degrees Cohesion^ 808 psf Sample Location Classification •_ B-6 120 SANDSTONE (SM) DD.pcf MC,% 160 PROJECT N COAST CALVARY PROJECT NO 20151 r=m DIRECT SHEAR TEST RESULTS FIGURE B-4 6,000 5,000 4,000 *«Q. i" o | 3,000 COtr<LJ W 2,000 1,000 0( 4 / Ix /j K • » ) 1,000 2,000 3,000 4,000 5,000 6,000 NORMAL PRESSURE, psf Friction Angle= 36 degrees Cohesion^ 432 psf Note Sample remolded to 95% of maximum dry density Sample Location Classification • TP-6 DD.pcf MC,% 116 PROJECT N COAST CALVARY PROJECT NO 2015 I r=m DIRECT SHEAR TEST RESULTS FIGURE B-5 M. J. Schiff & Associates, Inc. Consulting Corrosion Engineers - Since 1959 431 W Baseline Road Claremont, CA91711 Phone (909) 626-0967 Fax (909)626-3316 E-mail lab@mjschiffcom website mjschiff com Table 1 - Laboratory Tests on Soil Samples GPI NCCC, Carlsbad, CA Your #20151, MJS&A W5-0095LAB 28-Jan-05 Sample ID B-5 @4-5' Sand Resistivity Units as-received ohm-cm saturated ohm-cm PH Electrical Conductivity mS/cm Chemical Analyses Cations 9,100 1,200 7 1 014 calcium magnesium sodium Anions carbonate bicarbonate chloride sulfate Other Tests ammonium nitrate sulfide Redox Ca Mg2+ Na1+ CO32' HC03'- ci1- S04 2' NH4 1+ NOj1' s2- mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg qual mV 16 24 72 ND 88 55 142 na na na na 3£«a_»s-^jiif|,.4|i.- •"-•- X±- Electncal conductivity in milhsiemens/cm and chemical analysis were made on a 1 5 soil-to-water extract mg/kg = milligrams per kilogram (parts per million) of dry soil Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed Page 1 of 1 NOV-09-2006 THU 10'41 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 02 FiAbimiiEs DISTRICT" No. i NON-RESIDENTIAL CERTIFICATE. NoN-RESIDENTlAL LAND OWNER. PLEASE READ THIS OPTION CAREFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND BEFORE SIGNING THE OPTION YOU CHOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY THIS OPTION IS AVAILABLE ONLY AT THE TIMS OF THE FIRST BUILDING PERMIT ISSUANCE PROPERTY OWNER SIGNATURE IS REQUIRED BEFORE SIGNING YOUR SIGNATURE IS CONFIRMING THE ACCURACY OF ALL INFORMATION SHOWN NORTH COAST CALVARY CHAPEL. NAME OF OWNER 7188 AVEN1DA ENCINA5 ADDRESS 760-929-0029 TELEPHONE 134OPOINSETTIAL.N CARUSBAD CA 920O9 PROJECT ADDRESS CARLSBAD, CA 92O09 CITY, STATE 215O7036OO ZIP CITY. STATE ZIP ASSESSOR PARCEL NUMBER(S) OR APN(S) AND LOT NUMBE«S<S) IF NOT YET SUBDIVIDED BY COUNTY ASSESSOR CBO52O92 BUILDING PERMIT NUMBER(S) AS CITED BY ORDINANCE No NS-155 AND ADOPTED BY THE CITY OF CARLSBAD, CALIFORNIA. THE CITY is AUTHORIZED TO LEVY A SPECIAL TAX IN COMMUNITY FACILITIES DISTRICT No 1 ALL NON-RESIDENTIAL PROPERTY, UPON THE ISSUANCE OF. A BUILDING PERMIT, SHALL HAVE THE OPTION TO (1) PAY THE SPECIAL DEVELOPMENT TAX ONE TIME OR (2) ASSUME THE ANNUAL SPECIAL TAX ~ DEVELOPED PROPERTY FOR A PERIOD NOT TO EXCEED TWENTY- FIVE (25) YEARS PLEASE INDICATE YOUR CHOICE BY INITIALIZING THE APPROPRIATE LINE BELOW OPTION (i). OPTION (2), I ELECT.TO PAY THE SPECIAL TAX • ONE TIME NOW, AS A ONE-TIME PAYMENT AMOUNT OF ONE-TIME SPECIAL TAX.' $ 21,237.10 OWNER'S INITIALS! I ELECT TO PAY THE SPECIAL DEVELOPMENT TAX ANNUALLY FOR A PERIOD NOT TO EXCEED TWENTY-FIVE (25) YEARS MAXIMUM ANNUAL SPECIAL TAX. $ 2,932.85 OWNER'S INITIALS I DO HEREBY CERTIFY UNDER PENALTY OF PER JURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT 1 UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE TITLE A DATE THE CITY OF CARUSBAD HAS NOT INDEPENDENTLY VERIFIED THE INFORMATION SHOWN ABOVE THEREFORE WE ACCEPT NO RESPONSIBILITY A$ TO THE ACCURACY OR COMPLETENESS OF THIS INFORMATION LAND USE. FY, FACTOR CHURCH 5/9 T 1,06 X SQUARE FT. 2O,O35= $21,237.10 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school distncts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant Information 13 HP Number of New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area Date SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD aflsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331-5000) EnciiTttas-lImonSchooI District 101 South Rancho"! Encimtas, CA 92024 (944-4300 ext 166) San Marcos Unified School District 2l5MataWay San Marcos, CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) San Dieguito Union High School District 710 Encimtas Blvd Encimtas, 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 Revised 4/20/00 1635 Faraday Avenue • Building Counter Carlsbad, CA 92008-7314 • (76O) 602-270O (760) 602-2719 • FAX (760) SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(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 NAME OF SCHOOL DISTRICT DATE PHONE NUMBER WALTER FRE ASSISTANT SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD. CA 92009 Revised 3/30/2006 ]CARLSBAD UNIFIED SCHOOL DISTRICT \ \ JEFFERSON ELEMENTARY \ \ AVIARA OAKS ELEMENTARY | | CARLSBAD HIGH SCHOOL | | CARLSBAD VILLAGE ACADEMY | | VALLEY MIDDLE SCHOOL | | BUENA VISTA SCHOOL \ J MAGNOLIA ELEMENTARY \ \ AVIARA OAKS MIDDLE SCHOOL \ | CALAVERA HILLS SCHOOL \ \ PACIFIC RIM \ \ KELLEY SCHOOL \ \ CALAVERA HILLS MIDDLE SCHOOL \ \ HOPE SCHOOL \ \ OTHER _ R6C8lpt NO O 1 Pj "3 "7 RECEIVED FROM (If Applicable) PARENT OF CWpJ DATE PAYMENT FOR a is - ACCOUNT NUMBER AMOUNT RECEIVED BY CASH CHECK #TOTAL .04 b ifoS sS"£< UJ STATE OF CALIFORNIADEPARTMENT OF INDUSTRIAL RELATKON OF OCCUPATIONAL SAFETYEMPORARY PERMIT TO OPERATE AN(Sections 7301-7315 of the Labor Code)tfr•^ ^MQ 3 1 vii (X- 5 I A 7- l_ 8. _£t 35 Oa.w0)DC i1 1 | 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 | 1 1 fe£w<j 0 6 N o o CNf VQ 0- d u 1 rvJV 0 J 1 o- T3 O> I Date of Inspectiono PoiA/sfiTta L,fl*/r£ . CA&UX IT^ E ^^— • z m c a: * Z i '?0 <u 1 z•oc Oi(U w w 0) 0 ~5 ir> X L. § TT 1 * 0jvy inco 10 0) -J (/) ^^T3 ^SC (fl O f-a. -i> "3 1 "^ to vj E T,_ c ^ TTo o S. £ cc o cc p <>T UJ[- _i Q. -1 UJ ? ^Z0) -r- — 1 Q0 Q HI Passenger, Freight, etc " MaSTATE OF CALIFORNIADEPARTMENT OF INDUSTRIAL RELATIONSDIVISION OF OCCUPATIONAL SAFETY ANRARY PERMIT OR COPY MUSXBEPQST_,-..„ .-sTir-s ^"^ v-— ^-^^^2^ LU 1- v/* X > « -o ^, ""£ 0 (D ^— o o •LU _J _J s00OJ c COo '•f: ^— \\ cr 0 0 V 1 1 ^ 05-07-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07156 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title Applicant THAYER JIM 949831-8110 1340 POINSETTIA LN CBAD PCR 2150704700 Lot# $0 00 Construction Type CB06-1926 0 NEW CALVARY CHAPEL REVISE 2ND FLOOR EXITING, ADD OFFICE Status Applied Entered By Plan Approved Issued Inspeo Area Owner CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 ISSUED 08/20/2007 MDP 05/07/2008 05/07/2008 Plan Check Revision Fee Additional Fees $240 00 $000 Total Fees $240 00 Total Payments To Date $240 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees'exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required in'ormation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar -jr\y 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 Building Department Plan Check Revision No. ) Project Address _.. Contact j^Al M Address General Scope of Work -ol-VC^%• "j,^^ ^X*^"^ I C^ .Original Plan Check No 6r6ato~ \~f^^ Date- " I — M »_- tr \/ **^ ' I I ^^ I •*• f * • * "• V **^ *^ ^ / *• S-^I^. ^^ * fff *~~\^Original plans prepared by'an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised Plans Calculations Soils Energy I I Other __________ Describe revisions in detail /!'. /9V? i/<«eA7~~ List page(s) where each revision is shown List revised sheets that replace existing sheets ^33=~T~t <> is ^/ 77 % O Does this revision, in any way, alter the exterior of the project? Q Yes O Does this revision add ANY new floor area(s)? [/^ Yes Q No /I 7 Does this revision affect any fire related issues? I3(Yesj I I No 8 Is this a complete set? |~~] Yes. D^l No ^Signature 1635 Faraday Aye^rJe, Carlsbad, CA 920£Phone 760-602-2717/2718/2719/2721 Fax 760-602-8558 EsGil Corporation In <PartnersRip with government for <Bui[<Cing Safety DATE August 29, 2007 Q APPLICANT JURISDICTION Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO 052092 Rev 3 (PCR07-156) SET I PROJECT ADDRESS 1340 Poinsettia PROJECT NAME North Coast Calvary Chapel - Children's Ministry Center - Bldg B X] 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 /<] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS Revision 3 includes Architect's Supplemental Information B14 dated August 3, (jv. 2007 By Abe Doliente Enclosures Esgil Corporationn GA n MB n EJ n PC 8/23/0? 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad O52092 Rev 3 (PCRO7-156) August 29, 2OO7 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad (PCRO7-156) PREPARED BY Abe Doliente BUILDING ADDRESS 1340 Poinsettia BUILDING OCCUPANCY A-3/E-3 PLAN CHECK NO 052092 Rev 3 DATE August 29, 2007 TYPE OF CONSTRUCTION V-1HR BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Rlrln Pprmit FPP hv Orrlina AREA ( Sq Ft ) cb nrp ^ Valuation Multiplier By Ordinance Reg Mod VALUE ($) . Plan Check Fee by Ordinance $240 001 Type of Review PI Repetitive Fee Repeats D Complete Review D Other m Hourly Structural Only Hours * Esgil Plan Review Fee $192 00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER 07- If '6 DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE oaa/MBrarra/PtMning tnafntwtng Appravaft Page 1 of 2 TIMELESS ARCHI'TECTURE-INC TO T B Penick, Inc DATE August 03, 2007 FROM Timeless Architecture PROJECT North Coast Calvary Chapel Building B - Children's Ministry SUBJECT Architect's Supplemental Information B14 Revisions to Building B The following clarifications and/or additional mformationA/6 the Project Manual and/or Drawing shall apply to proposals made for and to the execution of the various parts of the work affected thereby and all other conditions shall remain the same Careful note of the Architect's Supplemental Information shall be taken by all parties of interest so that the proper allowances may be made in strict accordance with the ASI, and that all trades shall be fully advised in the performance of the work which will be required of them Bidder shall acknowledge receipt of this ASI in submission of the Bid In case of conflict between Drawings, Project Manual, and this ASI, this ASI shall govern ASI-B14 A001 - Added Doors 25, 26 and 27 to Door Schedule Added Hardware Set 116 to Hardware Schedule Added Window Type D to Window Schedule, All 1 - Added new Toilet Room in southeast corner of Classroom 130 Please note that the plumbing for this Toilet RoorrThas already been roughed-in, and that Door 15 is already in place Door 8 between Classroom 125 and Classroom 130 will be closed, and Door 7 between new Toilet Room and Classroom 130 will be added The finishes for the interior of the new Toilet Room will be the same as those in Toilet Rooms 123 and 128 A121 - Added new exterior Door 26 and alcove at Entry 212 to the exterior stair Removed Door 10 between Corridor 200 and Entry 212 Revised Door 1 between Classroom 201 and Entry 212 to be Door 27 Added Window Type D at west wall of Entry 212. Finishes in revised Entry 212 will be by the Interior Designer, Cindy Voorhees Added new interior Door 25 between Corridor 200 and Entry 213 Relocated drinking fountains at southwest corner of Entry 213 to opposite side of wall (exterior side) Finishes in revised Entry 213 will be by the Interior Designer, Cindy Voorhees JS9891 IRVINE CENTER DRIVE, SUITE 140, IRVINE, CA 92618 PH ,949 831 8 VI0 i ; FAX, 949; 951,282.Q!;':::WE.|s WWW.TMISARC.COM 0.A(L -jfcS §5•K oo:•octtf LULUi i£s*• *^SSt ou. _ ,»^:o ,o LUo o QQ O o:o: LU uj ti aoQ. n LU CN < LiJO "5o o: a. _j i Vj* ^,p ^ ^ ^£ Q % a ? ^to<X-f ^ V "2 £~ ?i°\ ^ 1 (^ 0— >_Q- N~~ Oo ^J^l^ 12-18-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06174 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Applicant JIM THAYER 949831-8110 1340 POINSETTIA LN CBAD PCR 2150703600 Lot# $0 00 Construction Type N COAST CALVARY-BLDG B-CHILD MINISTRY-VARIOUS ARCH REVISIONS V1 Status Applied Entered By Plan Approved Issued Inspect Area Owner CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 ISSUED 09/29/2006 RMA 12/18/2006 12/18/2006 Plan Check Revision Fee Additional Fees $240 00 $000 Total Fees $240 00 Total Payments To Date $240 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes trie' 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 ; PROJECT'iNFQRMAfION FOR OFFICE USE ONLY PLAN CHECK NO A\/{fl> / 7 / EST VAL Plan Ck Deposit Validated B Date Address (include Bldg/Suite #)Business Name fat this address) ^ ^r Onit No Phase No v '"total # of unitsLegal Description Lot No Subdivision Name/Number & Iff;Assessor s Parcel #Existing Use Proposed Use ^~^i. Description of Work SQ FT /M*-/^- Iy*l'*sfr1 /^u/Cf/£>vt-f BCONTACT PERSON (if different from applicant) iff #of Stories t ffoi oiones *\ t*44f?,.l~f-*rt ^fi /tv-t/i'vtg ervJr\\.j£ iH/fW # of Bedrooms Name I "AHdress" Clt ;35llh': APPLICANT OH Contractor Q Agent foriGolittactpr C] Owner [^Agent for Owner Name Address City State/Zip Telephone PROPERTY OWNER Address City State/Zip Telephone #Name 5. ,ffetfNTRACf OR ,-, COMPANY NAME ,-YJ...,,- :^m.;' JiSlE . - ' ^ .. ""i' '" Q*l (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business 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 a civil penalty of not more than five hundred dollars ($500)) Name State License ff Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued l~l I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) l~] CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code interest and attorney's fees SIGNATURE DATE 7. OWNWBUILDER DECLARATION ': . • •••' .•::''«"" . ;:;fttff . ..., -A- ''W* . I hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) f~l I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) n I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR WO/VW?ES/OfW7Mi BUILDING PERMITS ONLY ,." ;!: l!f Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? Q YES fj NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? F~1 YES I") NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? |~l YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8. CONSTRUMlON LENDING AGENCY ^,i 4v v :- *" '" I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commencecLwiJhin 180 days from the da)e of such permit or if the building or work authorized by such permit is suspended or abandoned 'at any time after the work is commencecLflJ^rperiod of 180 dava^Seodon 106 4 4 Uniform Building Code) /sjf^T^sl^7 ss sr^*APPLICANT'S SIGNATURE A J EsGil Corporation In Partnership witK. government for <BwCtfing Safety DATE October 11, 2O06 O_AP_PJJCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO O52092 Rev 1 (PCRO6174) SET I PROJECT ADDRESS 1340 Poinsettia Lane PROJECT NAME North Coast Calvary Chapel - Children's Ministry Center-Bldg B The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes PLEASE SEE REMARKS BELOW. 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 I | 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 [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person XI REMARKS Revision 1 includes deltas 4 through 9 per transmittal dated Sept 27, 2006 Please revise sheet A201, delta 9 to show that legend item 3 is changed from 'S' tile to barrel tile. By Abe Doliente Enclosures Esgil Corporation D GA D MB D EJ D PC 10/3/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad O52O92 Rev I (PCR06174) October 11, 2O06 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad (PCRO6174) PREPARED BY Abe Doliente PLAN CHECK NO 052092 Rev 1 DATE October 11, 2006 BUILDING ADDRESS 1340 Poinsettia Lane BUILDING OCCUPANCY A-3/E-3 TYPE OF CONSTRUCTION V-1HR BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb RIHn Dormif Foo hv Hrrlinanro W Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance Type of Review D Complete Review $240 00 Structural Only F~l Repetitive Fee Repeats * Based on hourly rate Comments D Other i—i Hourly Hours Esgil Plan Review Fee $192 00 Sheet 1 of 1 macvalue doc TIMELESS ARCHITECTURE- INC Wednesday, September 27, 2006 EsGil Corporation 9320 Chesapeake Drive, Ste 208 San Diego, CA92123 Re North Coast Calvary Chapel Children's Ministry Bldg B 1340 Pomsettia Lane, Carlsbad Plan Check No 052092 Abe Doliente Since the plans for the Children's Ministry Building were approved on March 2, 2006 we have made several minor revisions to the drawings These revisions are identified on the plans with Deltas 4 through 9. Please note that previous Deltas 1 through 3 were on the plans that were approved as of 03/02/06 The following is a list of the revisions made since 03/02/06 and the sheets on which they can be found, separated into architectural/structural revisions and plumbing./mechanical revisions We are submitting these revisions for your review, as we would like the approved set to reflect the latest status of the plans. Architectural and Structural Corrections Deltas (05/01/06^ Sheet A001 - Revised Door Schedule and Door Hardware Schedule Sheet All! - Added Door 14 at west wall of Classroom 118. Revised Doors 18 & 19 into Isolation Room 108 and Office 107 Sheet A121 - Revised Doors 20 into Storage Rooms 202 and 204. Revised Gate 22 into Sound Booth in Classroom 205 Sheet A502 - Added Detail 17 Delta 6 (05715/06) Sheet SI 11 - Added numerous dimensions as requested by G C Delta 7 COS/15/06^ 9191 IRVINE CENTER DRIVE, SUITE 140, IRVINE, CA 92618 PH 949 831 8110 FAX 949 951 2820 WEI WWW.TMLSARC.COM Sheet S001 - Revised Engineering Notes 1 and 4, Foundation Note 1, and Grading Note 3.to reflect 95% compaction Sheet SI 21 - Added ledger and bolts at four locations Delta 8 (08/28/06) Sheet A001 - Revised Window Frame finish to MBA (medium bronze anodization). Sheet S511 - Revised Trellis framing members on Details 1, 2 & 5, revised Trellis B layout, adding two new columns, revised pipe columns on Details 2, 3 & 4. Delta 9 (09/06/06") Sheet A032 - Added details 3 and 4 - enlargements of site stairs Sheet Al 31 -Revised note 4 - changed 'S' tile to barrel tile Sheet A201 -Changed Legend item 3, from 'S' tile to barrel tile Plumbing and Mechanical Corrections* Rev 4 f 04/10/06^ Sheet P2 1 - Revised layout to match architectural plans Sheet P2 2 - Revised layout to match architectural plans Sheet P3 1 - Revised layout to match architectural plans Sheet P3 2 - Revised layout to match architectural plans. Sheet M2 1 - Revised layout to match architectural plans Sheet El 0 - Added light fixtures A2 and A2E to fixture schedule. Sheet E2.1 - Revised layout to match architectural plans Sheet E3 1 - Revised layout to match architectural plans Sheet E3 2 - Revised layout to match architectural plans Sheet E3.3 - Revised layout to match architectural plans. Sheet E3 4 - Revised layout to match architectural plans Rev 5 (07/28/06) Sheet M2.1 - Added ventilation to I/T Closet 131. Sheet El 0 - Revised Single Line Diagram; added Load Schedule and Transformer Schedule to sheet Sheet E2 1 - Revised layout to match architectural plans Sheet E3 2 - Revised panels in Storage Closet 214. Sheet E3.3 - Revised layout to match architectural plans; added Theatrical Lighting Note. Sheet E3 4 - Revised layout to match architectural plans, added Theatrical Lighting Note, added Panels T and TL. Sheet E4 0 - Revised Panels A, B, and PA Respectfully, Alan D Rinderer, Architect Timeless Architecture r*rvs -1^^ ^r~^i !P •^ "^k, k-r^F fc*. r S^ ^0 ^^>° f - 03-12-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 N Plan Check Revision Permit No PCR07046 Building Inspection Request Line (760) 602-2725 Job Address 1340 POINSETTIA LN CBAD Permit Type PCR Status ISSUED Parcel No 2150703600 Lot# 0 Applied 02/28/2007 Valuation $0 00 Construction Type NEW Entered By JMA Reference* CB052092 Plan Approved 03/12/2007 Issued 03/12/2007 Project Title NCCALVARY REVISE ROOF GLULAMS Inspect Area TO ALASKAN YELLOW CEDAR(ONLY BEAMS EXTENDING OUR Applicant Owner JIM THAYER CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 949-831-8110 Plan Check Revision Fee Additional Fees $12000 $000 Total Fees $12000 Total Payments To Date $12000 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition of fees dedications reservations, or other exactions hereafter collectively referred to as 'fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 \ddi -PROJECT INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Existing Use Proposed Use Description of Work SO. FT #of Stones tt of Bedrooms '•>«» IT i i ». i£"-» 1 U M # of Bathrooms (T/^K ^^ *?&Z?^;:U Agent foriOwner;; ; • l ^fFMtftw- Telephone #Fax* fff-?3/-^/0 Name 4 PROPERTY OWNER Address City State/Zip Telephone tt Address City State/Zip Telephone ttName S CONTRACTOR - COMPANY NAME **;:•• ->";- (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business 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 a civil penalty of not more than five hundred dollars [$5001) Name State License # Address License Class City State/Zip City Business License # Telephone tt Designer Name Address City State/Zip Telephone State License # i6, WORKERS'COMPENSATION * . ' ,..,," ' ""'* - "..:::!;*;,-ai" v .. „,. •'',. -,-:~*.^.. A. -'—"•m Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations n I have and will maintain a certificate of consent to self insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) n CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE :7 OWNER-BUILDER DECLARATION „„:,, ; ^ ""•" "'"' :™ii!» : ^ • ^ ^.i^*-... -^ : I hereby affirm that I am exempt from the Contractor's License Law for the following reason d I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) 0 I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES flNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? d YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES l~l NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? O YES O NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT £i^ CONSTRUCTION LENDING AGENCY „»",." .^ ,...;:,:„! . '•" '' ...,:... " . .,.• J. "".'.' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER'S ADDRESS 9. APPLICANliCERTIfiCATlON „ :."":"".-:.. ' "' ..... I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commejiBeTjrwphin 180 days from thedatfsyeff permit or if the building or work authorized by such permit is^uspended or abandoned at any time after the work is commej APPLICANT'S SIGNATURE riod of 180 days 4 4 Uniform Building Code) DATE WHITE File '/' 'YELLOyj Applicant PINK Finance Carlsbad O52092 Rev 2 (PCRO7046) MVarch 8, 20O7 ... JURIS EsGil Corporation In (Partnership with government for (Buifding Safety DATE March 8, 2007 JURISDICTION Carlsbad PLAN CHECK NO 052092 Rev 2 (PCR07046) SET I PROJECT ADDRESS Error! Reference source not found. PROJECT NAME North Coast Calvary Chapel - Children's Ministry Center - Bldg B a PLAN REVIEWER a FILE 1X1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes PLEASE SEE REMARKS BELOW. 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 X] Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Mail Telephone Fax In Person ><] REMARKS Wote on the plans that "An A.I.T.C. CejK&tate of Compliance for glued laminated wood members shall be given to the^uilding inspector prior to installation. By Abe Doliente Esgil Corporation D GA D MB D EJ Enclosures PC 3/1/07 trnsmtl dot Garlsbad 052O92 Rev 2 (PCRO7046) ' March 8, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad (PCRO7O46) PLAN CHECK NO O52O92 Rev 2 PREPARED BY Abe Doliente DATE March 8, 2007 BUILDING ADDRESS Error' Bookmark not defined. BUILDING OCCUPANCY A-3/E-3 TYPE OF CONSTRUCTION V-1HR BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) cb Rlfla Pprmtf Fpe hv Orrlinanrp W Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $12000 Type of Review l~~[Repetitive FeeRepeats Complete Review D Other r-n Hourly Structural Only 1 Hour* Esgil Plan Review Fee $9600 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc Page 1 of 1 TIMELESS MB ARCHITECTURE-ING Monday, February 26, 2007 City of Carlsbad Building and Safety Division Re. North Coast Calvary Chapel Children's Ministry Building We are sending you copies of revisions to the roof framing plan for the North Coast Calvary Chapel Children's Ministry Building at 1340 Poinsettia Lane in Carlsbad, CA These plans were checked and approved by EsGil Corporation in the latter part of 2006 (EsGil Plan Check No 052092). There are two locations on the roof framing plan where the GLB purlins extend outside the building to support the roof overhang The General Contractor has requested us to provide an alternate using Alaskan Yellow Cedar GLB members Since Alaskan Yellow Cedar does not have the strength in bending that Douglas Fir does, our structural engineer has redone his calculations using the values for Alaskan Yellow Cedar and has resized the GLBs and their camber accordingly The roof framing plan has been revised in light of the new GLBs We are sending a new copy of sheet SI 31 as well as a copy of the engineer's revised calculations and a copy of the Architect's Supplemental Information ASI-B03 that was issued for these revisions (as a means of itemizing the changes that were made to the drawings - please see the highlighted Delta items 13 on the plans) We request that these revisions as shown on the selected accompanying pages from the plans and calculations be reviewed and approved Thank you in advance for your cooperation Respectfully, Alan D Rinderer, Architect Timeless Architecture 9891 IRVINE CENTER DRIVE, SUITE 140, IRVINE, CA 92618 I PH 9498318110 2820 (• "^Z7JV••"', T M .'-S A R «*"O M-^=^ /£ (^j //\vs n ~~ - _02,i£3/2007 13 31 7147777773 INLAND ENG PAGE 02 INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501-A Anaheim, CA 92807 Tel (714)777-7700 Fax (714)777-7773 5W004User KW-OW819B VerSSO 1 One 2003 feM 883-2003 ENERCALC EnolrtWflna Trtte NORTH COAST(BLD-G) B-CARLSBAD.C* Job* 05828 Dsgnr REZA MEHRAlNPOUR Date* 10139AM, 23FEB07 Description i Scope General Timber Beam Page 1 Description BEAM 9 i General Information Section Name Beam Width Seam Depth Member Type BmWt Added to Loads Load Dur Factor Beam End Fixity Wood Density S125x22 6 5123 In 22 SCO in GluLam 1 250 Pm-PIn 40 ooo per Code Ret 1997/2001 NDS, 2000/2003IBC 2003 NFP A 5000 Base allowables are uger defined"^ Center Span 3600ft Left Cantilever ft Right Cantilever ft Alaska Cedar, 20F-VI3 FbBase Allow 2 0000 per FvAltow 2400 pa PC Allow SSOOpsI E 1,500 Oka Lu Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 1 Summary 1 Span= 36 OOR, Beam Width - Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,061 lOpfei Fb 2,224 SO pel 12000*/ft LL #/ft LLaft LL 5 1 25ln x Depth = 22 Sin, Ends are Pln-Pm 0477 1 8400 #/ft#m#/ft SB 2 R-rt Maximum Shear * 1 SO 2 k-ft 3824k-ft at 18000ft OOOk-ft at 0000ft 000 k-ft 000 k-ft 80 16 Reactions fv 4952 psi LeftDL Fv 300 00 pel Right DL Allowable Shear Camber 274 K 274k 5 ©Left ©Right @Left @ Center @ Right Max Max Beam Design OK 57 k 346 k 425k 425k OOOOm 1 181 in 0 000 in 425k 425k Deflections Center Span .. Dead Load Deflection -0 787 in Location 18000ft Length/Defl 5487 Camber ( using 1 S * D.L. Deft > „ @ Center 1 181 in ©Left OOOOm @ Right 0 000 In [ Stress dales ~ ~ BftirclinQ Analysts Ck 19865 Le Cv 0890 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable 0000ft 0000 MaxJMoment 38.24 k-ft oook-ft OOOk-ft @ Left Support 57'J R 19034in2 300 00 psi rotal Load Left Cantilever Dead Load -1.222 in Deflection OOOOm 18000ft Length/Den 00 353 41 Right Cantilever Deflection 0 000 in Length/Pen 0 0 Sxx 432422 tn3 Area 1l5313ln2 Cl 0000 5>OJ5eg£ Allowable (b 206^7 m3 2,224 50 psi 000in3 2,224 50 psi 000ir>3 2,224 SO psi @ Right Support 571k 19034<n2 300 00 psi Total Lpafl 0000 in 00 0000 in 00 ' Hi ® JO 1 ftBearing @ Supports Max Left Reaction Max Right Reaction 4 25 k 4 26 k Bearing Length Req'd Bearing Length Req'd 1480 In 1480 in e.* 02^23/2807 13 31 7147777773 INLAND ENG PAGE 03 INLAND ENGINEERING & CONSULTING 4883 E La Raima Ave Suite 501-A Anaheim, CA 92807 Tel (714)777-7700 Fax (714)777-7773 Us«- KW-OflOOHMJ V*rS60 Title . NORTH COAST(BLOG) B-CARLSBAD,C/ Job # 05828 Dsgnr REZA MEHRANPGUR DaW. 1039AM, 23FEB07 Description . Scope General Timber Beam OSBaSecirCateuUtlons Page 2 I CateuUtlons j Descnption BEAM 9 Query Values M, V, & D @ Specified Locations @ Center Spun Location - ©Right Cant Ljocatwit = @ Left Cant Location = 000 ftooo n 000 ft Moment OOOk-ft OOOMt OOOk-R Shear 4ISk OCIOK OCIOK Deflection OOOOOrn 00000 In 00000 in I Sketch & Diagram &***= - < 2V >70 1131 1T 03 Loeotion . k- 02423/2807 13 31 7147777773 INLAND ENG PAGE 0G INLAND ENGINEERING & CONSULTING 4883 E La Palms Ave Suite 501-A Anaheim, CA 92807 Tel (714)777-7700 Fax (714)777-7773 User KW OB0619S V*f 5 8 0 1 Dee-2D03(e)1 OB3-2003 ENERCAIC Eiwiflwrtng Satoam Title NORTH COAST(BLtrG) B-CARLSBAD.C/ Job # 05828 Dsgnr REZA MEHRANPOUR Date 1Q-36AM, 23FEB07 Description Scope General Timber Beam Page tens I Description BEAM 21 General Information Section Name S 125x1$ Beam Width Beam Depth Member Type BmWt Added to Loads Load Our Factor Beam End Fixity Wood Density CodeRef 1997/2001 NDS 2000/2003 IBC, 2003 NFF'A 5000 Base allowables are user defined | 5 125 In 15000m GluLam 1250 Pin-Pin 40QOOpcf Center Span Left Cantilever Right Cantilever Alaska Cedar 20F-V13 Fb Base Allow FvAltew Fc Allow E 2300ft ft ft 2,000 Opsi 2400pa 560 Ops. iSOOOksi Lu Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 1 Summary | Span= 23 00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ (.eft Support Max Q Right Support Max. M allow fb 979 98 psi Fb 2,422 69 pw 5125inx i20oo#/n #/fturn LL LL LL 9600 #/R #/ft m Depth = 15 m, Ends are Pin-Pin 0405 -J I37k-tt 388k-ft 1570k.ft at000 Ml at 000 000 3880 fv Fv h-ft k-ft 47 72 psi 300 00 psi Maximum Shear * 1 11500 f( 23000ft Reactions LeftDL Right DL Allowable Shear- Camber 163 k 163k 5 ©Left @ Right @Left @ Center @ Right Max Max k Beam Design OK 37 k 231 k 273 K 273k 0000 In 0617 In 0000 in 2.73k 273k Deflections Center Span-. Deflection Location Length/Deft Camber (using 15* ©Center @ Left @ Right I Stress Cafes &&ncnn<3 Anolysis Ck 19665 Cv 0969 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Rparmrt IDi £iinnnrte Dead Load -0412m 11500ft 6705 Duoefl) 0617 In 0000 in OOOOtn Le 0000ft Rb 0000 ~~ ~1570k-ft OOOk-ft oook-n @ Left Support 367k 12228 H12 300 00 psi Total Load Left Cantilever.. Dead Load Total Load -0 691 m Deflechon 0 000 in (5 000 in 11500ft Length/Deft 00 00 398 31 Right Cantilever... Deflection 0000m 0000 in Length/Defl o 0 g 0 | Sxx 192.138 in3 Area f6875 m2 Cl 0000 77 74 In3 2.4'£2 69 pa 0 00 in3 Z422.69 psi 0 00 in3 2,4122 69 psi @ Right Support 367k 1222Sin2 300 00 pel \-7\\\ ^'/I^H— f £k,*f )5ji. M £46 Max Lett Reaction Max Right Reaction 273k 273k Bearing Length Req'd Bearlnq Length Retfd m 3951 In \'B2&23/2007 13 31 7147777773 INLAND ENG PAGE 07 INLAND ENGINEERING & CONSULTING 4883 E. La Palma Ave Suite 501-A Anaheim, CA 92807 Tel (714)777-7700 Fax (714)777-7773 PR, U!IM ~580flfl4User (W-OSOS198 Vet5SO i-Dec-2003(C11983-2W3 ENERCALC BwlnwmTW Software Title NORTH COAST(BLD'G) B-CARLSBAD.C/ Job # 05638 Dsgnr REZA MEHRANPOUR Date- 1Q-36AM, 23FEB07 Description* Scope General Timber Beam Page 2 f 1 Description BEAM 21 Query Values M,V,8iO@ Specified Locations @ Center Span Location = @ Right Cant Location - @ Left Cant. Location = [Sketch & Diagram 000 ftooo n 000 ft Moment 000 Ml000 Ml 000 Ml Shear 000k 000k Deflection ooooo m 00000 in 00000m U'lITTu I UTTu] »* J iTITi'u I i i JL Beiril^M&RHtl9 "•arei1 ™ *»*"*««*.' Loe«nw» f ftl Page 1 of 1 TIMELESS ARCHITECTURE INC TO T B Penick, Inc DATE February 26, 2007 FROM Timeless Architecture PROJECT North Coast Calvary Chapel Building B - Children's Ministry SUBJECT Architect's Supplemental Information BOS Revised GLB's - Alaskan Yellow Cedar The following clarifications and/or additional information to the Project Manual and/or Drawing shall apply to proposals made for and to the execution of the various parts of the work affected thereby and all other conditions shall remain the same Careful note of the Architect's Supplemental Information shall be taken by all parties of interest so that the proper allowances may be made in strict accordance with the ASI, and that all trades shall be fully advised in the performance of the work which will be required of them Bidder shall acknowledge receipt of this ASI in submission of the Bid In case of conflict between Drawings, Project Manual, and this ASI, this ASI shall govern ASI-B03 DRAWINGS S131 Revised roof GLB sizes and cambers in two separate areas in order to allow for an alternate use of Alaskan Yellow Cedar in place of Douglas Fir where the GLBs project outside the buiding in support of the roof overhang These locations are between C 1 and G and 9 and 10, and between 7 and 8, South of line L 9*91 IRVINE CENTER DRIVE, SUITE 140, IRVINE, CA 92S1S fH 949 131 *110c_-/rAX 949 951 2120 WEI WWW.TMLSARC.COM o §k 0 (X> 00 '