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HomeMy WebLinkAbout1330 POINSETTIA LN; ; CB061927; Permit08-23-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Retaining Wall Permit Permit No CB061927 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title 1330 POINSETTIA LN CBAD RETAIN 2145500100 Lot# 0 $12420000 Construction Type NEW NC CALVARY 2400 SF RET WALLS Applicant JAMES THAYER 9891 IRVINE CENTER DR SUITE 140 IRIVINE, CA 92618 949-831-8110 Status Applied Entered By Plan Approved Issued Plan Check* Inspect Area Owner CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 ISSUED 07/06/2006 JMA 08/23/2006 08/23/2006 Building Permit Add'l Building Permit Fee Plan Check Add I Plan Check Fee Strong Motion Fee Renewal Fee Add I Renewal Fee Other Building Fee Additional Fees TOTAL PERMIT FEES $623 56 $000 $405 31 $000 $1242 $000 $000 $000 $000 $1 041 29 Total Fees $1 041 29 Total Payments To Date $1 041 29 Balance Due $000 BUDDING PLANS _^/IN STORAGE ATTACHED FINAL APPROVAL Inspector >PR< 2>W<Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of lees 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 [1 „. PROJECT INFORMATION J^i: p PLAN CHECK NO EST VAL PlanCk Deposit Validated By Date By ,O frV ^ ( b j ° ZO< x, -' ( . 'Z-lT 'if ^fOSi 3 ) Address (mcludeBldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parci Proposed Use Name I Address City 3 '**App3CA'NT' .CD,Contractorii:: : Q^g'entJpFJCbritractor n Qwher^JS.AgerTrfor Owner ? 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 # -4 Address License Class City State/Zip City Business License tt Telepndfie # Designer Name State License tt Address City tate/Zip _Telephone ftp Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~l 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 f~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) 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 ' " '" ' " 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)• .yt 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) CD 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 O YES f~lNO 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 ma|or 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 ^U^C -'•••^ ;S_/ iB!Js: o£PROPERTY OWNER SIGNATURE (jaA^^~ytf[ ^J&^tC**~XJ-L-^i DATE ^J^f ^ CCfMPLETEllHiS^ ;r™"l""' ,-. *' ^. ••-• ';- . ~ *SK"fh"" ' ^~S " " "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? CD YES {J, 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 CD NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' l~l YES \Si 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 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 «f, " " " 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 for>*t^riod of 180 days (SectjCA 106^4 Uniform Building Code) APPLICANT S SIGNATURE DATE File YELLQ^r Applicant PINK Finance Permit# CB061927 Type RETAIN Date Inspection Item 04/21/2008 69 12/05/200769 06/14/200761 06/12/200761 05/24/2007 61 05/23/2007 1 1 05/02/2007 12 03/29/2007 66 03/16/200766 03/09/2007 66 02/16/2007 11 02/08/2007 61 01/08/2007 66 01/02/2007 61 12/20/200661 12/13/2006 61 12/01/2006 61 11/27/2006 66 11/20/2006 66 11/14/200666 11/03/200666 11/02/200662 10/25/2006 11 10/20/200661 10/11/2006 65 Final Masonry Final Masonry Footing Footing Footing Ftg/Foundation/Piers Steel/Bond Beam Grout Grout Grout Ftg/Foundation/Piers Footing Grout Footing Footing Footing Footing Grout Grout Grout Grout Steel/Bond Beam Ftg/Foundation/Piers Footing Retaining Walls Inspector Act MC MC MC MC MC MC MC MC PC PC MC PC PC PS PC PC PC PC PC PC PC PC PC PC PC Fl NR NS CO NR PA PA PA AP PA PA PA PA AP PA PA PA AP PA PA PA PA PA PA NR NC CALVARY 2400 SF RET WALLS Comments NEED SOILS ENG DOCUMENTATION OF DRAINS NEED APPROVED WALL PLAN NEED RFI #4 BAR OUTSIDE OF 2FT 9IN DEEP KEY NO SUPER ON SITE 16IN CAISSONS AT GRID LINE 10 & 10 5 FOR FUTURE PARKING TERRACE 16IN CAISSON AT GRID LINE 13 135 14 & 15 FOR FUTURE PARKING TERRACE WALL4 6 & 8 TOP OUT 8FT LIFT WALL #6 CAST IN PLACE WALL 6 WALL #4 WALL #4 final wall footing #4 WALL #4 WALLS 4 5 SEE SITE PLAN SEE SPEC INSPMEMO SUPER NO AVAILABLE IN MEETING NO CARD TO SIGN TOP OUT #6 7 GROUT WALL #7 GROUT WALL #7 WALL #6 AND 8 WALL #7 Tuesday April 22 2008 Page 1 of 1 [SCHEDULED BUILDING INSPECTION DATE -3-1 Aflat- <?g> INSPECTOR PERMIT # 66 o k\ 3^ PLAN CHECK # JOB ADDRESS y *•' DESCRIPTION ,CODE DESCRIPTION ACT COMMENTS City of Carlsbad Bldg Inspection Request For 03/15/2007 Permit# CB052093 Title N COAST CALVARY CHAPEL-BRIDGE Description AT AVIARA DRIVEWAY ENTRY Sub Type OTHER 1330 POINSETTIALN Lot 0 Type MISC Job Address Suite Location APPLICANT CCALVARY CHAPEL NO COAST Owner Remarksf-p-irrpleaser Total Time J CD Description 11 Ftg/Foundation/Piers 12 Steel/Bond Beam Act Comment Inspector Assignment MC Phone 8582541068 Inspector Requested By TOM Entered By CHRISTINE teases Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 03/06/2007 11 Ftg/Foundation/Piers CA MC PER CONTRACTOR AFTER STOP ISTHt'.AnONAL ZacharyJ Evans CCKCOLTWL Structural Masonry Special Inspector UBC The individual named hereon is CERTIFIED in the category shown having been so certified pursuant to successful completion of the prescribed written requirements^ Expiration date July 31 2C NO 5028530 X4 Not y(aJlS-dnless signecTby*iEertificate holder ICC t (.riitu tiutm tuiL'tt''ri> i a upctint kmwlt'rl^t <>fi >iln anil * L, ,_, ... 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 COMPRESS1VE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12308 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 10/27/2006 11/17/2006 11/17/2006 12/15/2006 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 45 160 78330 82270 Strength (psi) 1,600 2770 2910 Type of Fracture Cone & Split Cone & Split Cone & Split Specified Strength 2,500 PSI Sampled By MIKI SANDERS Location FOOTINGS FOR SITE WALL #7 Concrete Supplier ROBERTSON'S READY MIX Mix No RS250T31 Ticket No 4879574 Water added at Site gal By Cement Type II/V Mix Time 65 mm ASTMC172 Date Sampled 10/20/2006 Date Received 10/24/2006 Concrete Temp 64 Ambient Temp 70 °F ASTM C1064 °F ASTM C1064 Slump 550 in ASTMC143 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 Q—w-& Eduardo Dizon, R C E 2840 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 Cl01 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 6-12309 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 56 Date Tested 10/27/2006 11/17/2006 11/17/2006 12/15/2006 12/15/2006 Nominal Size 6X12 6X 12 6X 12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 2827 Load (Ibs) 53850 95670 91 780 84420 84,040 Strength (psi) 1,900 3380 3250 2990 2970 Type of Fracture Cone & Shear Cone & Split Cone & Split Cone & Split Shear Specified Strength 2,500 PSI Sampled By MIKI SANDERS Location FOOTINGS FOR SITE WALL #7 Concrete Supplier ROBERTSON'S READY MIX Mix No RS250T31 Ticket No 4879608 Water added at Site 5 00 gal By DRIVER Cement Type II/V Mix Time mm ASTMC172 Date Sampled 10/20/2006 Date Received 10/24/2006 Concrete Temp 65 Ambient Temp 73 "F ASTM C1064 °F ASTM C1064 Slump 550 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT BYCOR GENERAL CONTRACTORS **LAB COPY** Respectfully Submitted, MTGL, Inc v—W-ft Eduardo Dizon, R C E 3320 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 6-12308 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 10/27/2006 11/17/2006 11/17/2006 12/15/2006 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 45160 78330 82270 Strength (psi) 1600 2770 2910 Type of Fracture Cone & Split Cone & Split Cone & Split Specified Strength 2,500 PSI Sampled By MIKI SANDERS Location FOOTINGS FOR SITE WALL #7 Concrete Supplier ROBERTSON'S READY MIX Mix No RS250T31 Ticket No 4879574 Water added at Site gal By Cement Type II/V Mix Time 65 mm ASTM Cl 72 Date Sampled 10/20/2006 Date Received 10/24/2006 Concrete Temp 64 Ambient Temp 70 °F ASTM C1064 "F ASTMC1064 Slump 550 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT BYCOR GENERAL CONTRACTORS **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 2840 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 6-12329 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD,CA Age (Days) 7 28 28 56 H Date Tested 11/1/2006 1 1/22/2006 1 1/22/2006 12/20/2006 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 69500 Strength (PSI) 2460 Type of Fracture Shear Specified Strength 2,500 PSI Sampled By MIKI SANDERS Location SITE WALL FOOTINGS #6 Concrete Supplier ROBERTSON'S READY MIX Mix No RS250T31 Ticket No 4879997 Water added at Site 000 gal By Cement Type II/V Mix Time 31 mm ASTM Cl 72 Date Sampled 10/25/2006 Date Received 10/26/2006 Concrete Temp 71 Ambient Temp 66 °F ASTM C1064 °F ASTMC1064 Slump 500 m 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 Q—WA Eduardo Dizon, R C E Corporate 2992 E La Palma Avenue Suite A, Anaheim CA 92806 Tel (714)6322999 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)8338100 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 6-12328 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 11/1/2006 1 1/22/2006 1 1/22/2006 12/20/2006 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 51,120 Strength (psi) 1 810 Type of Fracture Shear Specified Strength 2,500 PSI Sampled By MIKI SANDERS Location FOOTINGS FOR SITE WALL #8 Concrete Supplier ROBERTSON'S READY MIX Mix No RS250T31 Ticket No 4879929 Water added at Site gal By Cement Type II/V Mix Time 59 mm ASTMC172 Date Sampled 10/25/2006 Date Received 10/26/2006 Concrete Temp 70 Ambient Temp 66 °F ASTMC1064 "F ASTM C1064 Slump 600 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 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 6-12440 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CH1LDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 1 1/8/2006 11/29/2006 11/29/2006 12/27/2006 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 7 140 Strength (psi) 2270 Type of Fracture N/A Specified Strength 1,800 PSI Sampled By ZAC EVANS Location #7 RETAINING 1ST LIFT Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time 4 ASTMC172 Date Sampled 11/1/2006 Date Received Concrete Temp Ambient Temp °F ASTMC1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks RADIUS TO 2ND C J 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 CA92121 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12442 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD,CA Age (Days) 7 28 28 56 H Date Tested 11/10/2006 12/1/2006 12/1/2006 12/29/2006 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 900 900 900 900 Load (Ibs) 32730 Strength (psi) 3,640 Type of Fracture N/A Specified Strength 2,000 PSI Sampled By GLENADKTNSJR ASTM C172 Date Sampled 11/3/2006 Date Received Location @ WALL 7, 1ST LIFT, TYPE 4 RETAINING WALL (16x8xl6'5), PARKING LOT WALLS Concrete Supplier Mix No 386201 Ticket No 193329 Water added at Site 20 00 Cement Type GROUT VULCAN MATERIALS COMPANY gal By Mix Time 63 Concrete Temp Ambient Temp 62 63 °F ASTM C1064 °F ASTMC1064 Slump 600 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 CA92121 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12571 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF PO1NTSETTA/AVIRA CARLSBAD, CA Age (Days) 14 28 28 56 H Date Tested 1 1/22/2006 12/6/2006 12/6/2006 1/3/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 948 900 900 900 Load (Ibs) 36870 Strength (psi) 3890 Type of Fracture N/A Specified Strength 2,000 PSI Sampled By GLEN ADKINS JR Location TYPE 4 RETAINING WALL #6, 1ST LIFT Concrete Supplier PALOMAR TRANSIT MIX Mix No Ticket No Water added at Site 1500 gal By PK NEIL Cement Type GROUT Mix Time mm ASTMC172 Date Sampled 11/8/2006 Date Received 11/22/2006 Concrete Temp 72 Ambient Temp 69 °F ASTMC1064 °F ASTMC1064 Slump 800 in ASTM C143 Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc V Wfc 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 CA92121 Tel (858)537-3999 Fax (858)537-3990 Branch 14320 Elsvvorth 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-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12573 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) 14 28 28 56 H Date Tested 11/23/2006 12/7/2006 12/7/2006 1/4/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 314 Load (Ibs) 9660 11 520 12080 Strength (psi) 3070 3670 3850 Type of Fracture N/A N/A N/A Specified Strength 1,800 PSI Sampled By GLENADKINSJR ASTM C172 Date Sampled 11/9/2006 Date Received 11/22/2006 Location 2ND LIFT MORTAR JOINTS ON PARKING LOT RETAINING WALL #6 Concrete Supplier ORCO Mix No Ticket No Water added at Site gal By Cement Type ASTMC150 Concrete Temp 60 Ambient Temp 65 °F ASTM C1064 °F ASTM C1064 Mix Time 6 mm Slump in ASTM C143 Tested at San Diego Remarks TWINING LABS TEST RESULTS REFLECT AN AVERAGE COMPRESSIVE STRENGTH OF 4 750@7 DAYS& 5,710@28 DAYS Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc Q.—w-ft Eduardo Dizon, R C E 3760 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12448 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 Date Tested 11/10/2006 12/1/2006 12/1/2006 Nominal Size 8X8X16 8X8X16 8X8X16 Actual Area (Sq Inch) 6400 6400 6400 Load (Ibs) 156630 Strength (psi) 2,450 Type of Fracture N/A Specified Strength 2,000 PSI Sampled By GLENADKINSJR ASTM C172 Date Sampled 11/3/2006 Date Received 11/7/2006 Location @ WALL 7, 1ST LIFT, TYPE 4 RETAINING WALL( 16x8xl6'5), PARKING LOT WALLS Concrete Supplier VULCAN MATERIALS COMPANY Mix No 386201 Ticket No 193329 Water added at Site 2000 gal By Cement Type GROUT Mix Time 63 Concrete Temp 62 Ambient Temp 63 °F ASTMC1064 °F ASTMC1064 Slump 600 in ASTMC143 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 CA92121 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12571 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 14 28 28 56 H Date Tested 1 1/22/2006 12/6/2006 12/6/2006 1/3/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 948 967 955 900 Load (Ibs) 36870 45,840 45 130 Strength (psi) 3.890 4,740 4,730 Type of Fracture N/A N/A N/A Specified Strength 2,000 PSI Sampled By GLEN ADKINS JR Location TYPE 4 RETAINING WALL #6, 1ST LIFT Concrete Supplier PALOMAR TRANSIT MIX Mix No Ticket No Water added at Site 15 00 gal By P K NEIL Cement Type GROUT Mix Time mm ASTMC172 Date Sampled 11/8/2006 Date Received 11/22/2006 Concrete Temp 72 Ambient Temp 69 °F ASTM C1064 °F ASTMC1064 Slump 800 in ASTM C143 Te«ted nt 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 4740 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 Cl01 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12572 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 14 28 28 56 H Date Tested 11/28/2006 12/12/2006 12/12/2006 1/9/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 980 949 970 900 Load (Ibs) 29610 40,850 41,900 Strength (psi) 3020 4,310 4,320 Type of Fracture N/A N/A N/A Specified Strength 2,000 PSI Sampled By GLEN ADKINS JR Location 3RD LIFT/ TOP OF WALL #7 ASTMC172 Date Sampled 11/14/2006 Date Received 11/22/2006 Concrete Supplier Mix No 386201 Ticket No 196166 Water added at Site Cement Type II/V PALOMAR TRANSIT MIX Concrete Temp 62 Ambient Temp 58 °F ASTMC1064 °F ASTM C1064 15 00 gal By P K NEILL Mix Time 68 mm Slump 700 in ASTMC143 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 4320 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 CA92121 Tel (858) 537-3999 Fax (858) 537 3990 Branch 14320 Els worth 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 6-12573 File No N/A Permit No N/A Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 14 28 28 56 H Date Tested 11/23/2006 12/7/2006 12/7/2006 1/4/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 9,660 Strength (psi) 3070 Type of Fracture N/A Specified Strength 1,800 PSI Sampled By GLENADKINSJR ASTM C172 Date Sampled 11/9/2006 Date Received 11/22/2006 Location 2ND LIFT MORTAR JOINTS ON PARKING LOT RETAINING WALL #6 Concrete Supplier ORCO Mix No Ticket No Water added at Site gal By Cement Type ASTMC150 Mix Time 6 Concrete Temp 60 Ambient Temp 65 °F ASTM C1064 °F ASTMC1064 Slump Tested at in ASTM C143 Remarks TWINING LABS TEST RESULTS REFLECT AN AVERAGE COMPRESSIVE STRENGTH OF 4,750@7 DAYS& 5,710@28 DAYS Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc Q—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 CA92121 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12570 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AV1RA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 1 1/27/2006 12/18/2006 12/18/2006 1/15/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 986 951 995 900 Load (Ibs) 25810 38,110 40870 Strength (psi) 2620 4010 4110 Type of Fracture N/A N/A N/A Specified Strength 2,000 PSI Sampled By ZAC EVANS Location RETAINING WALL #8 (0-61) Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 197778 Water added at Site 20 00 gal By FOREMAN Cement Type Mix Time 60 ASTMC172 Date Sampled 11/20/2006 Date Received 11/22/2006 Concrete Temp 70 Ambient Temp 70 °F ASTMC1064 °F ASTMC1064 mm Slump 850 in ASTM C143 Tested at 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 4060 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 V Report of COMPRESSIVE STRENGTH-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12601 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 12/4/2006 12/25/2006 12/25/2006 1/22/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 936 961 942 900 Load (Ibs) 31 190 48480 47390 Strength (psi) 3330 5040 5030 Type of Fracture N/A N/A N/A Specified Strength 2,000 PSI Sampled By GLEN ADKINS JR Location 2ND LIFT, PARKING LOT RETAINING WALL#8 Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 198779 Water added at Site 1500 gal By P K NEILL Cement Type GROUT Mix Time 60 mm ASTM C172 Date Sampled 11/27/2006 Date Received 11/30/2006 Concrete Temp 54 Ambient Temp 62 °F ASTMC1064 °F ASTMC1064 Slump 750 in ASTM C143 Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc v—W4s Eduardo Dizon, R C E 5040 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 6-12705 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 12/20/2006 1/10/2007 1/10/2007 2/7/2007 Nominal Size 6X12 6X12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 44820 Strength (psi) 1,590 Type of Fracture Cone & Split Specified Strength 2,500 PSI Sampled By CHRIS GALLUP Location TRUCK Concrete Supplier ROBERTSON'S READY MIX Mix No Ticket No 4978895 Water added at Site gal By Cement Type Mix Time mm ASTMC172 Date Sampled 12/13/2006 Date Received 12/14/2006 Concrete Temp 68 Ambient Temp 68 °F ASTMC1064 °F ASTM C1064 Slump 3 50 in ASTM C143 Tested at San Diego Remarks CONCRETE PLACED AT EAST END OF NORTH SITE WALL FOOTING 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 CA92121 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 6-12705 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 12/20/2006 1/10/2007 1/10/2007 2/7/2007 Nominal Size 6X12 6X12 6X12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 44820 89520 90770 Strength (psi) 1,590 3170 3210 Type of Fracture Cone & Split Cone & Split Cone & Split Specified Strength 2,500 PSI Sampled By CHRIS GALLUP Location TRUCK Concrete Supplier ROBERTSON'S READY MIX Mix No Ticket No 4978895 Water added at Site gal By Cement Type Mix Time mi ASTMC172 Date Sampled 12/13/2006 Date Received 12/14/2006 Concrete Temp 68 Ambient Temp 68 °F ASTM C1064 °F ASTMC1064 Slump 350 in ASTMC143 Tested at Remarks CONCRETE PLACED AT EAST END OF NORTH SITE WALL FOOTING Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc u—w_& Eduardo Dizon, R C E 3190 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-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEFT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 6-12816 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) 21 28 28 Date Tested 1/5/2007 1/12/2007 1/12/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 12 100 15010 14540 Strength (psi) 3850 4780 4630 Type of Fracture N/A N/A N/A Specified Strength 1,800 PSI Sampled By JENNIFER JONES ASTM C 172 Date Sampled 12/15/2006 Date Received Location 3RD COURSE OF RETAINING WALL NORTH CENTER/RETENTION BASIN#5 WALL 1/2/2007 Concrete Supplier Mix No Ticket No Water added at Site Cement Type gal By Mix Time mm Concrete Temp Ambient Temp Stump Tested at °F ASTM C1064 °F ASTMC1064 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 Eduardo Dizon, R C E 4700 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 6-12812 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 14 28 28 56 H Date Tested 1/3/2007 1/17/2007 1/17/2007 2/14/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 77460 Strength (psi) 2740 Type of Fracture Shear Specified Strength 2,500 PSI Sampled By GLENADKINSJR Location 12" C I P STEM WALL® #5 FOOTING Concrete Supplier ROBERTSON'S READY MIX Mix No RS250T31 Ticket No 4875874 Water added at Site 1000 gal By TEAM C Cement Type II/V Mix Time 62 mm ASTMC172 Date Sampled 12/20/2006 Date Received 1/2/2007 Concrete Temp 61 Ambient Temp 65 °F ASTM C1064 °F ASTM C1064 Slump 450 in ASTM C143 Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc u Eduardo Dizon, R C E 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 C10I 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 6-12812 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 14 28 28 56 H Date Tested 1/3/2007 1/17/2007 1/17/2007 2/14/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 77460 94940 90710 Strength (psi) 2740 3360 3210 Type of Fracture Shear Shear Shear Specified Strength 2,500 PSI Sampled By GLEN ADKINS JR Location 12" C IP STEM WALL® #5 FOOTING Concrete Supplier ROBERTSON'S READY MIX Mix No RS250T31 Ticket No 4875874 Water added at Site 1000 gal By TEAM C Cement Type II/V Mix Time 62 mm ASTM C172 Date Sampled 12/20/2006 Date Received 1/2/2007 Concrete Temp 61 Ambient Temp 65 °F ASTM C1064 °F ASTMC1064 Slump 450 in ASTM C143 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 3280 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00012 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 1/9/2007 1/30/2007 1/30/2007 2/27/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 930 961 958 900 Load (Ibs) 26210 37320 38360 Strength (psi) 2820 3880 4000 Type of Fracture N/A N/A N/A Specified Strength 2,000 PSI Sampled By GLEN ADK1NS JR Location 1ST LIFT WALL #4 Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 206292 Water added at Site 000 gal By Cement Type II/V Mix Time 50 mm ASTMC172 Date Sampled 1/2/2007 Date Received 1/8/2007 Concrete Temp 62 Ambient Temp 65 °F ASTM CI064 °F ASTMC1064 Slump 650 in ASTM C143 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 3940 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)5373999 Fax (858)5373990 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 CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00204 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 2/16/2007 3/9/2007 3/9/2007 4/6/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load dbs) 71 540 Strength (psi) 2530 Type of Fracture Cone & Shear Specified Strength 3000 PSI Sampled By GUIDOGREINER Location BLDG A(COLUMN BASES) NW(PIT) ASTMC172 Date Sampled 2/9/2007 Date Received 2/14/2007 Concrete Supplier Mix No 42191 Ticket No 4947016 Water added at Site Cement Type IV ROBERTSON S READY MIX gal By Mix Time 41 mm Concrete Temp 76 Ambient Temp °F ASTM C1064 °F ASTM C1064 Slump 500 in ASTM C143 Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc U 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 CIOI Moreno Valley CA 92553 Tel (909)6534999 Fax (909)6534666 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 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 Si/e 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 66.110 Strength (psi) 2340 Type of Fracture Cone & Shear Specified Strength 3000 PSI Sampled By GUIDO GREINER Location FOOTING FOUNDATIOSIEQEWATCTI7 Concrete Supplier ROBERTSON S READY MIX Mix No 42191 Ticket No 4946972 Water added at Site 5 00 gal Cement Type IV ASTMC172 Date Sampled 2/9/2007 Date Received 2/14/2007 By DRIVER Mix Time 56 Concrete Temp 78 Ambient Temp °F ASTM C1064 "F ASTM C1064 Slump 450 in ASTM C143 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 Corporate 2992 E La Palrna 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 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 CH1LDR 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 (Ibs) 5 040 Strength (psi) 1 600 Type of Fracture N/A Specified Strength 1800 PSI Sampled By PAT SIMMONS Location (FIRST'COTJREE'@"WAllL_D-_O^LWES-T-ENDJ Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time 10 m ASTMC172 Date Sampled 2/14/2007 Date Received 2/16/2007 Concrete Temp Ambient Temp 50 °F ASTM C1064 °F ASTM C1064 Slump Tested at in ASTM C143 Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD BLDG INSPECTION DEPT TB PEN ICK & 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 CIO 1 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 7-00249 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name grORTFTCOAST CALVAR:Y_C_HAPEL^P"HfCHILDTO NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 2/23/2007 3/16/2007 3/16/2007 4/13/2007 Nominal Size 6X12 6X 12 6X 12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 60670 95 160 102210 Strength (ps.) 2,150 3370 3610 Type of Fracture Cone & Split Cone & Split Cone & Shear Specified Strength 3,000 PSI Sampled By PAT SIMMONS ASTMC172 Date Sampled 2/16/2007 Date Received 2/21/2007 Location MID POINT@16" C I P CONCRETE WALL&8 SPREAD FOOTINgSjgB'L'i3G~7r7 Concrete Supplier ROBERTSON'S READY MIX Mix No 42191 Ticket No 4947427 Water added at Site 5 00 gal By TEAM C Cement Type Mix Time 80 Concrete Temp 74 Ambient Temp 69 Slump 450 Tested at °F ASTM C1064 °F ASTM C1064 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 M.—W4s Eduardo Dizon, R C E 3490 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 SuiteG SanDiego CA92121 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 7-00260 File No N/A Permit No CB06-1927 Project No 6624A06 Proj ect Name NORTH COAST CALVARY CHAPEL-PH1 CH1LDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 2/28/2007 3/21/2007 3/21/2007 4/18/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 62830 Strength (psi) 2220 Type of Fracture Cone & Shear Specified Strength 3,000 PSI Sampled By PAT SIMMONS Location FOOTINGS@BLDG B-LINE G@5 Concrete Supplier HANSON AGGREGATES Mix No 3033500 Ticket No 157956 Water added at Site 1000 gal By CCI Cement Type Mix Time 85 mm ASTMC172 Date Sampled 2/21/2007 Date Received 2/22/2007 Concrete Temp 53 Ambient Temp 47 °F ASTMC1064 °F ASTMC1064 Slump 400 in ASTMC143 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 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 7-00260 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR NE CORNER OF POINTSETTA/AVIRA CARLSBAD,CA Age (Days) 7 28 28 56 H Date Tested 2/28/2007 3/21/2007 3/21/2007 4/18/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 62830 107540 108 690 Strength (psi) 2220 3800 3840 Type of Fracture Cone & Shear Cone & Shear Cone & Shear Specified Strength 3,000 PSI Sampled By PAT SIMMONS Location FOOTINGS@BLDG B-LINE G@5 Concrete Supplier HANSON AGGREGATES Mix No 3033500 Ticket No 157956 Water added at Site 1000 gal By CCI Cement Type Mix Time 85 mm ASTMC172 Date Sampled 2/21/2007 Date Received 2/22/2007 Concrete Temp 53 Ambient Temp 47 °F ASTM C1064 °F ASTMC1064 Slump 400 in ASTMC143 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 3820 PSI 28-day compression test complies with the specified strength Corporate 2992 E U Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7313 Carroll Road Suite G San Diego CA 92121 Tel (858)5373999 Fax (858)5373990 Branch 14320 Elsworth Street Suite CI01 Moreno Valley CA 92553 Tel (909)6534999 Fax (909)6534666 Branch 13010 San Fernando Road Unit 1 Sylmar CA 91342 Tel (818)833 8100 Fax (818)833 0085 Report of COM PRESS 1VE STRENGTH-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 700313 File No N/A Permit No CCB06 1-927- 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 3/5/2007 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 ) 8090 8740 7 110 Strength (psi) 2 580 2780 2,260 Type of Fracture N/A N/A N/A Specified Strength 1 800 PSI Sampled By PAT SIMMONS Location CMV WALL® 16 CIP RETAINING WALL 1ST COURSE Concrete Supplier RCP BLOCK & BRICK Mix No TYPES Ticket No 20402 Water added at Site gal By Cement Type Mix Time 10 nun ASTMC172 Date Sampled 2/26/2007 Date Received 3/1/2007 Concrete Temp Ambient Temp 54 °F ASTM C1064 "F ASTM C1064 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 vl—W4s Eduardo Dizon, R C E 2520 PSI 28-day compression lest 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00390 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CH1LDR NE CORNER OF P01NTSETTA/AVIRA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/16/2007 4/6/2007 4/6/2007 5/4/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 1066 900 900 900 Load (Ibs) 36830 Strength (psi) 3450 Type of Fracture N/A Specified Strength 2,000 PSI Sampled By PAT SIMMONS ASTM C172 Date Sampled 3/9/2007 Date Received 3/13/2007 Location (16X8X16.)(12X8X16)TOTAL 6 COURSES ON 16" C IP STEM WALL Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 219077 Water added at Site 20 00 gal By P K NEIL Cement Type Mix Time 80 mm Concrete Temp 71 Ambient Temp 65 °F ASTM C1064 °F ASTMC1064 Slump 800 in ASTM C143 Tested at Remarks @MID POINT BETWEEN WALL #4 AND WALL E 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-GROUT ASTM C1019 CITY OF CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00424 File No Permit No Project No Project Name N/A CB06-1927 6624 A06 NORTH COAST CALVARY CHAPEL-PH 1 CH1LDR CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/23/2007 4/13/2007 4/13/2007 5/11/2007 Nominal Size 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 930 1088 1122 Load (Ibs) 17,820 35220 36,790 Strength (psi) 1,920 3240 3,280 Type of Fracture N/A N/A N/A Specified Strength 2,000 PSI Sampled By PAT SIMMONS Location MID POINT OF CMV WALL ON 16" C IP STEM WALL Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 220759 Water added at Site 40 00 gal By P K NEIL Cement Type Mix Time 75 mm ASTMC172 Date Sampled 3/16/2007 Date Received Concrete Temp 65 Ambient Temp 58 °F ASTMC1064 "F ASTM C1064 Slump 900 in ASTMC143 Tested at Remarks BETWEEN WALL 4 AND WALL E 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 3260 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 7-00436 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR [JMO POINSETTIA 7 CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/26/2007 4/16/2007 4/16/2007 5/14/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 67060 100,360 95,180 Strength (psi) 2370 3,550 3370 Type of Fracture Cone & Shear Shear Cone & Shear Specified Strength 3,000 PSI Sampled By PAT SIMMONS Location NORTH SIDE® EAST CORNER OF RETURN ASTMC172 Date Sampled 3/19/2007 Date Received Concrete Supplier Mix No 3033500 Ticket No 164458 Water added at Site Cement Type HANSON AGGREGATES Concrete Temp 79 Ambient Temp 76 °F ASTMC1064 °F ASTM C1064 gal By Mix Time 60 mm Slump 400 in ASTMC143 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 3460 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 COMPRESS1VE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00437 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR (T340POINSETTIA—J CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/26/2007 4/16/2007 4/16/2007 5/14/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 76910 112010 108 290 Strength (psi) 2720 3960 3,830 Type of Fracture Cone & Shear Shear Cone & Shear Specified Strength 3,000 PSI Sampled By PAT SIMMONS ASTMC172 Date Sampled 3/19/2007 Date Received Location SOUTH SIDE® EAST END OF RETURN, AT BRIDGE FOOTINGS Concrete Supplier Mix No 3033500 Ticket No 164353 Water added at Site Cement Type HANSON AGGREGATES Concrete Temp 69 °F ASTM C1064 Ambient Temp 66 °F ASTM C1064 gal By Mix Time 65 Slump 400 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 Q—W-& Eduardo Dizon, R C E 3900 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 CA92121 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-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00521 File No Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL-PHI CHILDR CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 3/27/2007 4/17/2007 4/17/2007 5/15/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 314 Load (Ibs) 9050 8,830 9110 Strength (psi) 2880 2810 2900 Type of Fracture N/A N/A N/A Specified Strength 1,800 PSI Sampled By PAT SIMMONS Location MID POINT FINAL LIFT OF(8x8xl6)CMV Concrete Supplier RCP BLOCK & BRICK Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time mm ASTMC172 Date Sampled 3/20/2007 Date Received 3/27/2007 Concrete Temp Ambient Temp 58 Slump Tested at °F ASTMC1064 °F ASTM C1064 in ASTM C143 Remarks TROWEL READY MORTAR FROM RCP-TYPE S Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc v—W4s Eduardo Dizon, R C E 2860 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 Unil 1 Sylmar CA 91342 Tel (818)8338100 Fax (818)8330085 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 7-00556 File No Permit No Project No Project Name N/A CB06 1927 6624A06 NORTH COAST CALVARY CHAPEL PHI CHILDR CARLSBAD, CA Age (Days) 7 28 28 56H Date Tested 4/2/2007 4/23/2007 4/23/2007 5/21/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 7700 14730 9990 Strength (psi) 2,450 4690 3 180 Type of Fracture N/A N/A N/A Specified Strength 1800 PSI Sampled By PAT SIMMONS ASTM C172 Date Sampled 3/26/2007 Date Received 4/2/2007 Location WEST SIDE OF STAIRS® S COURSE ADDITTION TO TOP OF WALL Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time 10 mm Concrete Temp Ambient Temp 66 °F ASTM C1064 "F ASTM C1064 Slump Tested at in ASTM C143 Remarks ELEVATION WITH 8x8x16 CMV Distribution NORTH COAST CALVARY CHAPEL CITY OFCARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 3940 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 CA92121 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 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 A Set No 7 00540 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR .1340 POINSETTrA CAJRLSBAD. CA Age (Days) 7 28 28 56 H Date Tested 4/3/2007 4/24/2007 4/24/2007 5/22/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs ) 129 880 168710 166900 Strength (psi) 4.590 5970 5900 Type of Fracture N/A Shear Cone & Shear HANSON AGGREGATES Specified Strength 3000 PSI Sampled By PAT SIMMONS Location SPREAD FOOTING LINE C I @6 Concrete Supplier Mix No 5033504 Ticket No 16683 Water added at Site Cement Type ASTMC172 Date Sampled 3/27/2007 Date Received 4/2/2007 gal By Mix Time 90 mm Concrete Temp 61 Ambient Temp 59 °F ASTM C1064 °F ASTM C1064 Slump 4 00 in ASTM C143 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 5940 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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)6534999 Fax (909)6534666 Branch 13010 San Fernando Road Unit 1 Sylmar CA 91342 Tel (818)833 8100 Fax (818)833 0085 Report of COMPRESSIVE STRENGTH-GROUT ASTM CIO 19 CITY OF CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00548 File No Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL PH 1 CHILDR CARLSBAD CA Age (Days) 7 28 28 56 H Date Tested 4/5/2007 4/26/2007 4/26/2007 5/24/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 900 900 900 900 Load (Ibs) 31 180 64290 69 650 Strength (psi) 3460 7 140 7740 Type of Fracture Cone N/A N/A Specified Strength 2000 PSI Sampled By PAT SIMMONS Location WALL D ©RADIUS TOP OF WALL Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 223385 Water added at Site 5000 gal By Cement Type Mix Time 120 m ASTMC172 Date Sampled 3/29/2007 Date Received 4/2/2007 Concrete Temp 72 Ambient Temp 59 °F ASTM C1064 "F ASTM C1064 Slump 800 in ASTM C143 Tested at San Diego Remarks 5 COURSES GROUTED 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 7440 PSI 28 day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 I Sylmar CA 91342 Tel (818)8338100 Fax (818)8330085 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 7-00539 File No Permit No Project No Project Name N/A CB06-I927 6624A06 NORTH COAST CALVARY CHAPEL PH 1 CHILDR CARLSBAD CA Age (Days) 7 28 28 56 H Date Tested 4/6/2007 4/27/2007 4/27/2007 5/25/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 62,980 96 140 96 110 Strength (psi) 2230 3.400 3.400 Type of Fracture Cone Cone & Shear Cone & Shear Specified Strength 3000 PSI Sampled By PAT SIMMONS Location GRADE BEAM 6 2@H ASTMC172 Date Sampled 3/30/2007 Date Received 4/2/2007 Concrete Supplier Mix No 3033500 Ticket No 167615 Water added at Site Cement Type HANSON AGGREGATES gal By Mix Time 90 Concrete Temp 64 Ambient Temp 53 °F ASTM C1064 °F ASTM C1064 Slump 4 00 in ASTM C143 Tested at Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD BLDG INSPECTION DEPT TB PEN ICK& SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 3400 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-MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00595 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR CJ340 POINSETTIA_J CARLSBAD, CA Age (Days) 7 28 28 Date Tested 4/10/2007 5/1/2007 5/1/2007 4/10/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 314 Load (Ibs) 11490 Strength (psi) 3,660 Type of Fracture N/A Specified Strength 1,800 PSI Sampled By PAT SIMMONS Location WALL #4@TOP OF WALL ELEVATION 20 Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time 8 mm ASTMC172 Date Sampled 4/3/2007 Date Received 4/6/2007 Concrete Temp Ambient Temp 57 °F ASTMC1064 °F ASTM C1064 Slump Tested at in ASTM C143 Remarks COURSES FROM WEST END OF WALL 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 Avenue Suile A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 OF CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00595 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR fDTP PQ1NSETT1A 7 CARLSBAD CA Age (Days) 7 28 28 Date Tested 4/10/2007 5/1/2007 5/1/2007 4/10/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 1 1 490 14,550 15570 Strength (psi) 3660 4630 4960 Type of Fracture N/A N/A N/A Specified Strength 1 800 PSI Sampled By PAT SIMMONS Location WALL #4@TOP OF WALL ELEVATION 20 Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time 8 nun ASTMC172 Date Sampled 4/3/2007 Date Received 4/6/2007 Concrete Temp Ambient Temp 57 °F ASTM C1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks COURSES FROM WEST END OF WALL Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Ine Eduardo Dizon, R C E 4800 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7313 Carroll Road Suite G San Diego CA92I21 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)8338100 Fax (818)8330085 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 7-00598 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR 1340POINSETTIA CARLSBAD CA Age (Days) 7 28 28 56 H Date Tested 4/12/2007 5/3/2007 5/3/2007 5/31/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 80 200 113250 109230 Strength (psi) 2840 4010 3860 Type of Fracture Cone & Shear Cone & Shear Shear Specified Strength 3000 PSI Sampled By PAT SIMMONS Location ELEVATOR PIT-1ST LOAD Concrete Supplier ROBERTSON S READY MIX Mix No 42191 Ticket No 5458367 Water added at Site gal By Cement Type Mix Time 81 m ASTMC172 Date Sampled 4/5/2007 Date Received 4/10/2007 Concrete Temp 69 Ambient Temp 62 °F ASTM C1064 °F ASTM C1064 Slump 450 in ASTM C143 Tested at 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 3940 PSI 28 day compression test complies with the specified strength Corporate 2992 E La Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 00600 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL PH1 CHILDR 1340POINSETTIA CARLSBAD CA Age (Days) 7 28 28 56 H Date Tested 4/13/2007 5/4/2007 5/4/2007 6/1/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 52710 86 950 87.410 Strength (psi) 1 860 3,080 3090 Type of Fracture Cone & Shear Cone & Shear Cone & Shear Specified Strength 2,500 PSI Sampled By PAT SIMMONS Location G@10 SLAB ON GRADE Concrete Supplier HANSON AGGREGATES Mix No 3033500 Ticket No 170240 Water added at Site 1000 gal By CC1 Cement Type Mix Time 85 in ASTMC172 Date Sampled 4/6/2007 Date Received 4/9/2007 Concrete Temp 68 Ambient Temp 64 °F ASTM C1064 °F ASTM C1064 Slump 500 in ASTM C143 Tested at 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 3080 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima 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)5373999 Fax (858)5373990 Branch 14320 Elsworth Street Suite C101 Moreno Valley CA 92553 Tel (909)6534999 Fax (909)6534666 Branch 13010 San Fernando Road Unit 1 Sylmar CA9I342 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 700601 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR 1340POINSETTIA CARLSBAD CA Age (Days) 7 28 28 56 H Date Tested 4/13/2007 5/4/2007 5/4/2007 6/1/2007 Nominal Si/e 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 59 280 92560 93 200 Strength (psi) 2 100 3270 3300 Type of Fracture Cone & Shear Cone & Shear Shear Specified Strength 2,500 PSI Sampled By PAT SIMMONS Location C@64 SLAB ON GRADE Concrete Supplier HANSON AGGREGATES Mix No 3033500 Ticket No Water added at Site 10 00 gal By CCl Cement Type Mix Time 120 m ASTM C172 Date Sampled 4/6/2007 Date Received 4/9/2007 Concrete Temp 73 Ambient Temp 65 "F ASTM C1064 "F ASTM C1064 Slump 500 in ASTM C143 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 3280 PSI 28-day compression lest complies with the specified strength Corporate 2992 E La Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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)8338100 Fax (818)8330085 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 7-00630 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 Date Tested 4/17/2007 5/8/2007 5/8/2007 Nominal Si/e 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 5460 6280 6440 Strength (psi) 1 740 2000 2,050 Type of Fracture N/A N/A N/A Specified Strength 1800 PSI Sampled By PAT SIMMONS Location TRASH ENCLOSURE-ELECTRICAL ROOM Concrete Supplier Mix No TYPE S Ticket No 20454 Water added at Site Cement Type RCP BLOCK & BRICK gal By Mix Time ASTMC172 Date Sampled 4/10/2007 Date Received 4/13/2007 Concrete Temp 64 Ambient Temp 58 °F ASTM C1064 "F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks 1ST COURSE Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD BLDG INSPECTION DEPT TB PENICK & SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Di/on, R C E 2020 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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)8338100 Fax (818)8330085 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 00695 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR IMOPOINSETTIA' CARLSBAD CA Age (Days) 14 28 28 Date Tested 5/1/2007 5/15/2007 5/15/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load dbs) 8440 9.660 9640 Strength (psi) 2690 3070 3070 Type of Fracture N/A N/A N/A Specified Strength 1 800 PSI Sampled By PAT SIMMONS Location ELEVATOR PIT® BLDG A Concrete Supplier RCP BLOCK & BRICK Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time mm ASTMC172 Date Sampled 4/17/2007 Date Received Concrete Temp Ambient Temp 59 "F ASTM C1064 "F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks SIX COURSES TO TOP OF WALL ELEVATOR 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 3070 PSI 28-day compression tesl 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)5373990 Branch 14320 L'lsworth 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 STRENGTII-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00678 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CH1LDR 1340POINSETTIA CARLSBAD. CA Age (Days) 7 28 28 56 H Date Tested 4/25/2007 5/16/2007 5/16/2007 6/13/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 67,790 104840 107520 Strength (psi) 2400 3710 3800 Type of Fracture Cone & Shear Shear Cone & Shear Specified Strength 3 000 PSI Sampled By RICK CAMP Location Concrete Supplier ROBERTSON'S READY MIX Mix No 42191 Ticket No 5441249 Water added at Site gal By Cement Type Mix Time 69 mm ASTMC172 Date Sampled 4/18/2007 Date Received 4/23/2007 Concrete Temp 71 Ambient Temp 65 °F ASTM C1064 °F ASTM C1064 Slump 475 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TBPENICK&SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc ^Eduardo Dizon, R C E 3760 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 CIO 1 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 7-00677 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI C1IILDR I340POINSETTIA CARLSBAD, CA Age (Days) 7 28 28 56 H Date Tested 4/25/2007 5/16/2007 5/16/2007 6/13/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (IDS) 78810 115960 114800 Strength (psi) 2790 4100 4060 Type of Fracture Shear Shear Cone & Split Specified Strength 3,000 PSI Sampled By RICK CAMP Location Concrete Supplier ROBERTSON'S READY MIX Mix No 42191 Ticket No 5441276 Water added at Site gal By Cement Type Mix Time 60 mm ASTM Cl 72 Date Sampled 4/18/2007 Date Received 4/23/2007 Concrete Temp 68 Ambient Temp 70 °F ASTM C1064 "F ASTM CI064 Slump 400 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TBPENICK.&SONS INC **LAB COPY** Respectfully Submitted, MTGL, Inc v—W-fo Eduardo Dizon, R C E 4080 PSI 28-day compression lest complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7313 Carroll Road Suite G San Diego CA 92121 Tel (858)537 3999 Fax (858)537 3990 Branch 14320 Elsworth Street Suite C10I Moreno Valley CA 92553 Tel (909)6534999 Fax (909)6534666 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 BUTCH NAVARRO CITY OF CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client ENCINA WASTE WATER AUTHORITY Set No 7 00685 File No Permit No Project No 7160A01 Project Name ENCINA WASTEWATER FACILITY £6200-A V'EN I CARLSBAD CA Age (Days) 7 14 28 28 56 H Date Tested 5/1/2007 5/8/2007 5/22/2007 5/22/2007 6/19/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 2827 Load (Ibs) 98 110 Strength (psi) 3470 Type of Fracture Shear Specified Strength 4000 PSI Sampled By JOSH COOPER Location 2ND FLOOR WALKWAY LINES 1-191 1 I/WEST OF N ASTMC172 Date Sampled 4/24/2007 Date Received 4/25/2007 Concrete Supplier Mix No 4083502 Ticket No 175086 Water added at Site Cement Type II/V HANSON AGGREGATES gal By Mix Time 110 Concrete Temp 65 Ambient Temp 67 "F ASTM C1064 °F ASTM C1064 Slump 400 in ASTM C143 Tested at San Diego Remarks Distribution PLATT / WHITELAW ARCHITECT INC JAYNES CORPORATION HANSON AGGREGATES - PACIFIC SOUTHWEST DUDEK & ASSOCIATES INC CITY OF CARLSBAD BLDG INSPECTION DEPT SIMON WONG ENGINEERING **LAB COPY** Respectfully Submitted, MTGL, Inc Q—w-fo Eduardo Dizon, R C E Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7313 Carroll Road Suite G San Diego CA92121 Tel (858)537 3999 Fax (858)537 3990 Branch 14320 Elsworth Street Suite C10I Moreno Valley CA 92553 Tel (909)6534999 Fax (909)6534666 Branch 13010 San Fernando Road Unit 1 Sylmar CA 91342 Tel (818)833 8100 Fax (818)833 0085 Report of COMPRESSIVE STRENGTH GROUT ASTM C10I9 CITY OF CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 700816 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL PH1 CHILDR ,^ r J^HfPOINSEfTIA ; ARLSBAD CA Age (Days) 7 28 28 56 H Date Tested 5/7/2007 5/28/2007 5/28/2007 6/25/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 1088 11 56 900 900 Load (Ibs) 33580 36.110 Strength (psi) 3090 3,120 Type of Fracture N/A N/A Specified Strength 1,800 PSI Sampled By Location Concrete Supplier Mix No Ticket No Water added at Site gal By Cement Type Mix Tune ASTMC172 Date Sampled 4/30/2007 Date Received 7/9/2007 Concrete Temp Ambient Temp °F ASTM C1064 "F ASTM C1064 ,? n.,. in ASTMC143 1 fb'ed 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 Q—w-& Eduardo Dizon, R C E 3120 PSI 28-day compression lest complies with the specified strength Corporate 2992 E La Palma Avenue Suile A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 GROUT ASTM CIO 19 CITY OF CARLSBAD-BLDG INSPECTION DEFT 1635 FARADAY AVENUE CARLSBAD C A 92008 Client NORTH COAST CALVARY CHAPEL Set No 7 00746 File No Permit No Project No Project Name N/A CB06 1927 6624A06 NORTH COAST CALVARY CHAPEL-PHI CHILDR CARLSBAD CA Age (Days) 7 28 28 56H Date Tested 5/7/2007 5/28/2007 5/28/2007 6/25/2007 Nominal Size 3X3X6 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 900 909 894 900 Load (Ibs) 30.980 37 600 35 200 Strength fpsi) 3440 4 140 3940 Type of Fracture N/A N/A N/A Specified Strength 2000 PSI Sampled By BRYAN DUMAS Location ELEVATOR PIT CMU WALLS Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No Water added at Site 1500 gal By PUMP Cement Type Mix Time 60 mil ASTMC172 Date Sampled 4/30/2007 Date Received 5/2/2007 Concrete Temp 70 Ambient Temp 75 °F ASTM C1064 °F ASTM C1064 Slump 1000 in ASTM C143 Tested at San Diego Remarks ONE SET OF THREE 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 4040 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)6534999 Fax (909)653-4666 Branch 13010 San Fernando Road Unit 1 Sylmar CA 91342 Tel (818)833 8100 Fax (818)833-0085 Report of COMPRKSS1VE 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 1340POINSETTIA CARLSBAD. CA Age (Days) 7 28 28 56 1 1 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) 115420 Strength (ps.) 4080 Type of Fracture Cone & Split 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 ASTM C172 Date Sampled 5/4/2007 Date Received 5/10/2007 Concrete Temp 76 Ambient Temp 69 °F ASTMC1064 °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 Q—wj>> Eduardo Dizon, R C E Corporate 2992 E I .a Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)632-2974 Branch 7313 Carroll Road Suite G San Diego CA92121 Tel (858)537-3999 Fax (858)5373990 Branch 14320 Elsworth Street Suite CIO 1 Moreno Valley CA 92553 Tel (909) 653 4999 Fax (909) 653-4666 Branch 13010 San Fernando Road Unitl Sylmar CA 91342 Tel (818)833-8100 Fax (818)8330085 Report of COMPRESS1VR STRENGTH-CONCRETE AS I'M C39 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00853 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CIIAPEL-PH1 CHILDR 1340POINSETTIA CARLSBAD. CA Age (Days) 7 28 28 5611 Date Tested 5/17/2007 6/7/2007 6/7/2007 7/5/2007 Nominal Size 6X 12 6X 12 6X12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 109530 Strength (psi) 3870 Type of Fracture Cone & 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 gal By Mix Time 90 Concrete Temp 80 Ambient Temp 73 °F ASTM C1064 °F ASTM C1064 Slump 400 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 (L 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 7-00902 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PHI CHILDR rl340PblNSETtIA "CARLSBAD, CA Age (Days) 7 28 28 Date Tested 5/24/2007 6/14/2007 6/14/2007 Nominal Size 6X 12 6X 12 6X12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 76670 103 050 104 820 Strength (ps.) 2710 3640 3710 Type of Fracture Cone & Shear Cone & Shear Shear Specified Strength 2,500 PSI Sampled By JOSH HOFFMAN ASTM Cl72 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 Concrete Temp 68 Ambient Temp °F ASTM C1064 °F ASTMC1064 gal By Mix Time 84 Slump 475 in ASTMC143 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 v—^4s Eduardo Dizon, R C E 3680 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 7-00903 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR fi340p6lNSETTIA; CARLSBAD, CA Age (Days) 7 28 28 Date Tested 5/24/2007 6/14/2007 6/14/2007 Nominal Size 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 73360 107 150 111 130 Strength (psi) 2590 3790 3930 Type of Fracture Shear Shear Shear Specified Strength 2,500 PSI Sampled By JOSH HOFFMAN Location BUILDING A, SLAB ON GRADE AT GRID LINES 1 25/B 25 ASTMC172 Date Sampled 5/17/2007 Date Received 5/18/2007 Concrete Supplier Mix No 1300 Ticket No 5430644 Water added at Site Cement Type ROBERTSON'S READY MIX Concrete Temp 68 Ambient Temp °F ASTMC1064 °F ASTM C1064 gal By Mix Time 132 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 u Eduardo Dizon, R C E 3860 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 73)3 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 7-00954 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR rT34~0"POINSETTIA CARLSBAD,'CA Age (Days) 7 28 28 28 H Date Tested 5/31/2007 6/21/2007 6/21/2007 6/21/2007 Nominal Size 6X 12 6X12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 142 150 163 630 163 780 Strength (psi) 5030 5790 5790 Type of Fracture Shear Shear Shear Specified Strength 5,000 PSI Sampled By JOSH HOFFMAN ASTMC172 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 Concrete Temp 68 Ambient Temp °F ASTM C1064 °F ASTMC1064 mm 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 Q—w^ Eduardo Dizon, R C E 5790 PSI 28 day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7 313 Carroll Road Suite G San Diego CA92121 Tel (858)5373999 Fax (858)5373990 Branch 14320 Elsworlh Street Suite C101 Moreno Valley CA 92553 Tel (909)6534999 Fax (909)6534666 Branch 13010 San Fernando Road Unit 1 Sylmar CA 91342 Tel (818)8338100 Fax (818)8330085 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 N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR r~l340PblN~SETTIA CARLSBAD CA Age (Days) 7 28 28 28 H Date Tested 6/5/2007 6/26/2007 6/26/2007 6/26/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs ) 9820 10950 10880 Strength (psi) 3 130 3490 3460 Type of Fracture N/A N/A N/A Specified Strength 1 800 PSI Sampled By CHRIS GALLOP Location SITE WALL ABUTTING S E CORNER OF BRIDGE 48 HIGH Concrete Supplier Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time nun ASTMC172 Date Sampled 5/29/2007 Date Received 5/31/2007 Concrete Temp Ambient Temp Slump in Tested at San Diego °F °F ASTM C1064 ASTM C1064 ASTM C143 Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD BLDG INSPECTION DEPT TB PEN1CK & SONS INC O DAY CONSULTING, INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted. MTGL, Inc Eduardo Dizon, R C E 3480 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 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 MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 700981 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR ,-- •1340POINSETTIA CARLSBAD, CA Age (Days) 7 28 28 28 H Date Tested 6/6/2007 6/27/2007 6/27/2007 6/27/2007 Nominal Size 2X4 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 3 14 Load (Ibs) 6470 10340 10990 Strength (psi) 2060 3290 3 500 Type of Fracture N/A N/A N/A Specified Strength 1800 PSI Sampled By CHRIS GALLOP 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 Cement Type gal By 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 PEN1CK & SONS INC O DAY CONSULTING INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc V W-ft Eduardo Dizon, R C E 3400 PSI 28 day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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)8338100 Fax (818)8330085 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 00985 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL PH1 CHILDR (3l340P6iNSETTIA j CARLSBAD CA Age (Days) 7 28 28 Date Tested 6/7/2007 6/28/2007 6/28/2007 Nominal Size 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 125500 152010 162870 Strength (psi) 4440 5380 5 760 Type of Fracture Cone & Shear Shear Cone & Shear Specified Strength 5000 PSI Sampled By CHRIS GALLOP Location 1ST 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 Tune 80 mm Concrete Temp 78 Ambient Temp "F ASTM C1064 °F ASTM 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 O DAY CONSULTING INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 5570 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)8338100 Fax (818)8330085 Report of COMPRESSIVE STRENGTH-GROUT ASTM C1019 CITY OF CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-00995 File No Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL PH 1 CHILDR CARLSBAD CA Age (Days) 7 28 28 Date Tested 6/8/2007 6/29/2007 6/29/2007 Nominal Size 3X31 X 6 3X3X6 3X3X6 Actual Area (Sq Inch) 96 10 946 961 Load (Ibs) 24460 32880 35050 Strength (psi) 250 3480 3650 Type of Fracture N/A N/A N/A Specified Strength 2000 PSI Sampled By JESSE RANDOLPH Location WALL Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 239424 Water added at Site 6 00 gal By P K NEILL Cement Type Mix Time mm ASTMC172 Date Sampled 6/1/2007 Date Received 6/4/2007 Concrete Temp 76 Ambient Temp 68 "F ASTM C1064 °F ASTM C1064 Slump 900 in ASTM C143 Tested at San Diego Remarks 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 3560 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)5373999 Fax (858)5373990 Branch 14320 Elsworlh 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 OF CARLSBAD BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01009 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD r;i340P6lNSETTIA > CARLSBAD CA Age (Days) 7 28 28 Date Tested 6/1 1/2007 7/2/2007 7/2/2007 Nominal Size 6X4 6X4 6X4 Actual Area (Stj Inch) 2827 2827 2827 Load (Ibs) 11 060 12.980 13 110 Strength (psi) ;~390 J ' 'I460J "7460 ' Type of Fracture N/A N/A N/A Specified Strength ,1 800 PSI Sampled By CHRIS GALLOP Location TOP 4 OF WALL ABUTTING BRIDGE Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time mm ASTM C172 Date Sampled 6/4/2007 Date Received 6/6/2007 Concrete Temp Ambient Temp "F ASTM C1064 "F ASTM C1064 Slump in ASTM C143 Tested at Sun Diego Remarks 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 460 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)5373999 Fax (858)5373990 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 701009 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD n~346"POINSETTIA (CARLSBAD CA Age (Days) 7 28 28 Date Tested 6/1 1/2007 7/2/2007 7/2/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 1 1 060 12.980 13,110 Strength <psi) 3520 4 130 4170 Type of Fracture N/A N/A N/A Specified Strength 1 800 PSI Sampled By CHRIS GALLOP Location TOP 4 OF WALL ABUTTING BRIDGE Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time nun ASTMC172 Date Sampled 6/4/2007 Date Received 6/6/2007 Concrete Temp Ambient Temp °F ASTM C1064 °F ASTM C1064 Slump in ASTM C143 Tested at San Diego Remarks Distribution NORTII 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 4150 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 Bld» 2A Riverside CA 92518 Tel (951)653 4999 Fax (951)653 4666 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 701056 File No N/A Permit No CB06-I927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD r--1340POINSEn;iA v- CARLSBAD CA Age (Days) 7 28 28 Date Tested 6/20/2007 7/1 1/2007 7/11/2007 Nominal Size 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 73 620 104.750 101 520 Strength (psi) 2 600 3 700 3 590 Type of Fracture Shear Cone & Spin Shear Specified Strength 3250 PSI Sampled By CHRIS GALLOP ASTM C172 Date Sampled 6/13/2007 Date Received 6/14/2007 Location LOWER 1/3 OF SLAB ON GRADE BETWEEN BRIDGE WALLS Concrete Supplier HANSON AGGREGATES Mix No 3233502 Ticket No 188835 Water added at Site gal By Cement Type Mix Time 60 Concrete Temp 78 Ambient Temp 68 "F ASTM C1064 "F ASTM C1064 Slump 400 in ASTM C143 Tested at San Diego Remarks I SET OF 5 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 V W-ft Eduardo Dizon, R C E 3640 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 Drego CA92I2I Tel (858)537 3999 Fax (858)537 3990 Branch 14320 Els worth Street Suite C101 Moreno Valley CA 92553 Tel (909)6534999 Fax (909)6534666 Branch 13010 San Fernando Road Unit 1 Sylmar CA 91342 Tel (818)8338100 Fax (818)8330085 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 7-01082 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL PH1 CHILDR cl340~POfNSETTIA CARLSBAD CA Age (Days) 7 28 28 28 H 28 H Date Tested 6/25/2007 7/16/2007 7/16/2007 7/16/2007 7/16/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 2827 Load (Ibs) 84.980 Strength (psi) 3010 Type of Fracture Cone & Shear Specified Strength 3000 PSI Sampled By CHRIS GALLOP ASTM C172 Date Sampled 6/18/2007 Date Received 6/19/2007 Location FOOTING FOR RETAINING WALL ON EAST SIDE OF NORTH BRIDGE WALL #3 Concrete Supplier ROBERTSON S READY MIX Mix No Ticket No 5435740 Water added at Site gal By Cement Type Mix Time 75 Concrete Temp 76 Ambient Temp "F ASTM C1064 "F ASTM C1064 Slump 400 in ASTM C143 Tested at San Diego Remarks 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 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 7-01119 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD p346TOJNSETTIA j '"CARLSBAD, CA Age (Days) 7 28 28 Date Tested 6/26/2007 7/17/2007 7/17/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 8670 9750 9850 Strength (psi) 2760 3 100 3 140 Type of Fracture N/A N/A N/A Specified Strength 1.800 PSI Sampled By CHRIS GALLOP Location WEST LEAD OF SITE WALL#3, 0 TO 4'-8" Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time mm ASTMC172 Date Sampled 6/19/2007 Date Received Concrete Temp Ambient Temp °F ASTMC1064 °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 O1 DAY CONSULTING INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Q.—w-fe Eduardo Dizon, R C E 3120 PSI 28-day compression test complies with the specified strength Corporate 2992 E La I'alma Avenue Suile A, Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7313 Carroll Road Suite G San Diego CA 92121 Tel (858)537-3999 Fax (858)5373990 Branch 14467 Meridian Parkway Hldg 2A Riverside CA 92518 Tel '(951) 653 4999 Fax (951) 653 4666 Report of COMPRF.SSIVE STRENGTH-CONCRETE ASTM C39 CITY OF CARLSBAD-BLDG INSPECTION DFPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01122 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEI, CARLSBAD Q340 POTNShiTTIA CARLSBAD, CA Age (Days) 7 28 28 Date Tested 6/27/2007 7/18/2007 7/18/2007 Nominal Size 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 75810 104840 99 470 Strength (psi) 2680 3710 3520 Type of Fracture Shear Cone & Shear Shear Specified Strength 3.000 PSI Sampled By CHRIS GALLOP ASTMC172 Date Sampled 6/20/2007 Date Received 6/22/2007 Location FOOTINGS FOR RETAINING WALL AT SDG&E PAD ON AVIAR Concrete Supplier ROBERTSON'S READY MIX Mix No 42191 Ticket No 5435983 Water added at Site 1000 gal By TRAM C Cement Type Mix Time 75 Concrete Temp Ambient Temp ASTMC1064 ASTM C1064 Slump 450 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CUT OF CARLSBAD-BLDG INSPECTION DEPT TBPENICK.&SONS INC O'DAY CONSULTING INC TIMELESS ARCI1ITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 3620 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Tax (714)6322974 Branch 7313 Carroll Road Suite G San Diego CA 92121 Tel (858)5373999 Fax (858)5373990 Branch 14467 Meridian Parkway Bldg 2A Riverside CA 92518 Tel (951)6534999 l;ax (951)653-4666 Report of COMPRESSTVE STRENGTH-MORTAR ASTM C270 CITY Ol; CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01129 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTII COAST CALVARY CHAPEL CARLSBAD f-1340POlNSETTiA CARLSBAD, CA' Age (Days) 7 28 28 Date Tested 6/27/2007 7/18/2007 7/18/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 8340 12080 12010 Strength (ps.) 2 650 3850 3820 Type of Fracture N/A N/A N/A Specified Strength 1,800 PSI Sampled By CHRIS GALLOP Location SITE WALL #3 2'- 8" TO 4' 8" HIGH Concrete Supplier ORCO Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time mi ASTMC172 Date Sampled 6/20/2007 Date Received 6/22/2007 Concrete Temp Ambient Temp "F ASTM C1064 "F ASTM C1064 Slump in ASTMC143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OE CARLSBAD-BLDG INSPECTION DEPT TB PEN ICK.& SONS INC O' DAY CONSULTING INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Q.—w-ft Eduardo Dizon, RC E 3840 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima Avenue Suile A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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)8338100 Fax (818)8330085 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 7-01122 File No Permit No Project No Project Name N/A CB06 1927 6624A06 NORTH COAST CALVARY CHAPEL PH 1 CHILDR ARLSBAD CA Age (Days) 7 28 28 Date Tested 6/27/2007 7/18/2007 7/18/2007 Nominal Size 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 75.810 Strength (psi) 2680 Type of Fracture Shear Specified Strength 3000 PSI Sampled By CHRIS GALLOP Location FOOTINGS FOR RETAINING WALL AT SDG&E PAD ON AVIAN Concrete Supplier ROBERTSON S READY MIX Mix No 42191 Ticket No 5435983 Water added at Site 10 00 gal Cement Type ASTMC172 Date Sampled 6/20/2007 Date Received 6/22/2007 By TEAM C Mix Time 75 nun Concrete Temp Ambient Temp "F "F ASTM C1064 ASTM C1064 Slump 450 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD BLDG INSPECTION DEPT TB PEN1CK & SONS INC O DAY CONSULTING INC TIMELESS ARCHITECTURE **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)5373999 Fax (858)5373990 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 COMPRESS1VE STRENGTH MORTAR ASTM C270 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 701129 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL-PH1 CHILDR A.I340POINSETT1A CARLSBAD CA Age (Days) 7 28 28 Date Tested 6/27/2007 7/18/2007 7/18/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 8340 Strength (psi) 2650 Type of Fracture N/A Specified Strength 1 800 PSI Sampled By CHRIS GALLOP Location SITE WALL #3 2 8 TO 4 8' HIGH Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time mi ASTMC172 Date Sampled 6/20/2007 Date Received 6/22/2007 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 O DAY CONSULTING INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Di/on, 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 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 7-01174 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD (1340 POINSETTIA CARLSBAD, CA Age (Days) 8 28 28 Date Tested 6/29/2007 7/19/2007 7/19/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 6,810 8,990 9150 Strength (psi) 2 170 2860 2910 Type of Fracture N/A N/A N/A Specified Strength 1,800 PSI Sampled By CHRIS GALLOP Location 4'-8" TO 11'-4" OF SITEWALL #3 Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time mm ASTMC172 Date Sampled 6/21/2007 Date Received 6/29/2007 Concrete Temp Ambient Temp °F ASTMC1064 °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 O' DAY CONSULTING INC TIMELESS ARCHITECTURE **LAB COPY** Respectfully Submitted, MTGL, Inc Eduardo Dizon, R C E 2880 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 7-01174 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL PH1 CHILDR rjf340 POINSETTIA j CARLSBAD CA Age (Days) 8 28 28 Date Tested 6/29/2007 7/19/2007 7/19/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 6810 Strength (psi) 2 170 Type of Fracture N/A Specified Strength 1 800 PSI Sampled By CHRIS GALLOP Location 4-8 TO 11 4 OF SITEWALL #3 Concrete Supplier ORCO Mix No TYPES Ticket No Water added at Site gal By Cement Type Mix Time mm ASTMC172 Date Sampled 6/21/2007 Date Received 6/29/2007 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 O DAY CONSULTING INC TIMELESS ARCHITECTURE **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 CA92121 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01172 File No Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD CARLSBAD, CA Age (Days) 7 28 28 Date Tested 7/3/2007 7/24/2007 7/24/2007 Nominal Size 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 946 927 936 Load (Ibs) 24 140 32570 32210 Strength (psi) 2550 3510 3440 Type of Fracture N/A N/A N/A Specified Strength 2,000 PSI Sampled By CHRIS GALLOP Location GROUT SITE WALL #3 ASTM C172 Date Sampled 6/26/2007 Date Received 6/28/2007 Concrete Supplier Mix No 386201 Ticket No 223231 Water added at Site Cement Type PALOMAR TRANSIT MIX Concrete Temp Ambient Temp °F ASTM C1064 °F ASTM C1064 35 00 gal By FOREMAN Mix Time 60 mm Slump 1000 in ASTMC143 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 3480 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Palma Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7313 Carroll Road Suite G San Diego CA92I2I Tel (858)537 3999 Fax (858)537 3990 Branch 14467 Meridian Parkway Bldg 2A Riverside CA 92518 Tel (951)6534999 Fax (951)6534666 Report of COMPRESSIVE STRENGTH-GROUT ASTM CI019 CITY OFCARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01172 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD p-1340POINSETTIAj "CARLSBAD CA Age (Days) 7 28 28 Date Tested 7/3/2007 7/24/2007 7/24/2007 Nominal Size 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 946 900 900 Load (Ibs) 24 140 Strength (psi) 2550 Type of Fracture N/A Specified Strength 2000 PSI Sampled By CHRIS GALLOP Location GROUT SITE WALL #3 Concrete Supplier PALOMAR TRANSIT MIX Mix No 386201 Ticket No 223231 Water added at Site 35 00 gal Cement Type ASTMC172 Date Sampled 6/26/2007 Date Received 6/28/2007 By FOREMAN Mix Time 60 mm Concrete Temp Ambient Temp "F ASTM C1064 "F ASTM C1064 Slump 1000 in ASTM C143 Tested at San Diego Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OFCARLSBAD-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 La Palma Avenue Suile A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 (95I) 653 4666 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 701165 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD rH340POINSETTIA "CARLSBAD CA Age (Days) 7 28 28 Date Tested 7/4/2007 7/25/2007 7/25/2007 Nominal Size 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs ) 122570 Strength (psi) 4340 Type of Fracture Cone & Shear Specified Strength 4500 PSI Sampled By CHRIS GALLOP Location SOUTH CENTER PANEL OF BUILDING P ASTMC172 Date Sampled 6/27/2007 Date Received 6/28/2007 Concrete Supplier Mix No 375P Ticket No 42201 Water added at Site Cement Type SUPERIOR READY MIX gal By Mix Time 50 mm Concrete Temp Ambient Temp 72 °F ASTM CI064 "F ASTM C1064 Slump 8000 in ASTM C143 Tested at San Diego Remarks 213 YARDS OF 270 YARDS 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 v! v^-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 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 CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01165 File No Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD •W8-PO1NSETTIA CARLSBAD, CA Age (Days) 7 28 28 Date Tested 7/4/2007 7/25/2007 7/25/2007 Nominal Size 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 122 570 156910 157240 Strength (psi) 4340 5550 5,560 Type of Fracture Cone & Shear Cone & Shear Cone & Shear Specified Strength 4,500 PSI Sampled By CHRIS GALLOP Location SOUTH CENTER PANEL OF BUILDING P Concrete Supplier SUPERIOR READY MIX Mix No 375P Ticket No 42201 Water added at Site gal By Cement Type Mix Time 50 mm ASTMC172 Date Sampled 6/27/2007 Date Received 6/28/2007 Concrete Temp Ambient Temp 72 °F ASTMC1064 °F ASTM C1064 Slump 8000 in ASTMC143 Tested at San Diego Remarks 213 YARDS OF 270 YARDS 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 5560 PSI 28-day compression test complies with the specified strength Corporate 2992 E La Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 Branch 7313 Carroll Road Suile G San Diego CA 92121 Tel (858)5373999 Fax (858)5373990 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 CARLSBAD-BLDG INSPECTION DEFT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 701235 File No Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD •SB^POINSETTIA CARLSBAD CA Age (Days) 7 28 28 Date Tested 7/16/2007 8/6/2007 8/6/2007 Nominal Size 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 106.980 136570 125340 Strength (psi) 3780 4830 4430 Type of Fracture Shear Shear Cone & Shear Specified Strength 3000 PSI Sampled By NIELTORSTENBO Location 2ND DECK OVER METAL DECKING NORTH/EAST Concrete Supplier ROBERTSON S READY MIX Mix No VAC 16681 Ticket No 5494461 Water added at Site 1000 gal By Cement Type II/V Mix Time 60 mm ASTMC172 Date Sampled 7/9/2007 Date Received 7/10/2007 Concrete Temp 76 Ambient Temp 70 "F ASTM ClOfi "F ASTM C1064/ Slump 450 in ASTM C143 Tested at San Diego Remarks LITEWEIGHT CONCRETE 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 4630 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 CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01235 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD O340"P"OINSETf[A~ \ CARLSBAD, CA Age (Days) 7 28 28 Date Tested 7/16/2007 8/6/2007 8/6/2007 Nominal Size 6X12 6X12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 106 980 Strength (psi) 3780 Type of Fracture Shear Specified Strength 3,000 PSI Sampled By NIEL TORSTENBO Location 2ND DECK OVER METAL DECKING NORTH/EAST Concrete Supplier ROBERTSON'S READY MIX Mix No VAC 16681 Ticket No 5494461 Water added at Site 1000 gal By Cement Type II/V Mix Time 60 mm ASTMC172 Date Sampled 7/9/2007 Date Received 7/10/2007 Concrete Temp 76 Ambient Temp 70 °F ASTM C1064 °F ASTMC1064 Slump 450 in ASTM C143 Tested at San Diego Remarks LITEWEIGHT CONCRETE Distribution NORTH COAST CALVARY Cl IAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PENICK & SONS INC O'DAY CONSULTING INC TIMELESS ARCHITECTURE **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 CA92121 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 CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01236 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD r—1340POINSETTIA " 'CARLSBAD, CA Age (Days) 7 28 28 Date Tested 7/16/2007 8/6/2007 8/6/2007 Nominal Size 6X12 6X12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 Load (Ibs) 69.980 Strength (psi) 2480 Type of Fracture Shear Specified Strength 3,000 PSI Sampled By TORSTENBO ASTM C172 Date Sampled 7/9/2007 Location FOOTING FOR FUTURE BASEMENT CMU WALL ADJACENT TO LARGE STEEL TUBE Concrete Supplier Mix No 42191 Ticket No 5494537 Water added at Site Cement Type II/V ROBERTSON'S READY MIX gal By Mix Time 55 mm Concrete Temp Ambient Temp Date Received II \ 0/2007 °F ASTM C1064 °F ASTM C1064 Slump 400 in ASTM C143 Tested at San Diego Remarks COLUMN S/E CORNER Distribution NORTFI 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 Q—w& Eduardo Dizon, R C E Corporate 2992 E La Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 CA92518 Tel (951) 653 4999 Fax (951) 653 4666 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 7-01239 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD f~1340POINSETTIA CARLSBAD CA .1 Age (Days) 1 2 28 28 Date Tested 7/1 1/2007 7/12/2007 8/7/2007 8/7/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 67780 97,930 Strength (psi) 2400 3460 Type of Fracture Shear Shear Specified Strength f5:000 j PSI Sampled By TORSTEN BO Location PT BRIDGE DECK CENTER OF BRIDGE ASTMC172 Date Sampled 7/10/2007 Date Received Concrete Supplier Mix No 5033504 Ticket No 195614 Water added at Site Cement Type II/V HANSON AGGREGATES gal By Mix Time 45 nun Concrete Temp 75 Ambient Temp 72 °F ASTM C1064 "F ASTM C1064 Slump 400 in ASTM C143 Tested at San Diego Remarks 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 V W-& Eduardo Dizon, R C E Corporate 2992 E La Raima Avenue Suite A Anaheim CA 92806 Tel (714)6322999 Fax (714)6322974 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 CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01238 File No N/A Permit No CB06 1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD C~J340 POINSETTIA CARLSBAD CA Age (Days) 1 2 28 28 Date Tested 7/11/2007 7/12/2007 8/7/2007 8/7/2007 Nominal Size 6X 12 6X 12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load dbs) 70370 86 670 Strength (psi) 2490 3070 Type of Fracture Shear Shear Specified Strength f5 000 PSI Sampled By TORSTENBO ASTM C172 Location PT BRIDGE ELEVATOR DECK WESTERN 1/3 @ CENTER OF BRIDGE Date Sampled 7/10/2007 Date Received Concrete Supplier Mix No 5033504 Ticket No 195549 Water added at Site Cement Type Il/V HANSON AGGREGATES gal By Mix Time 60 Concrete Temp Ambient Temp 75 70 Slump 400 in Tested at San Diego °F ASTM C1064 "F ASTM C1064 ASTM C 143 Remarks Distribution NORTH COAST CALVARY CHAPEL CITY OF CARLSBAD-BLDG INSPECTION DEPT TB PEN1CK & SONS INC O DAY CONSULTING INC TIMELESS ARCHITECTURE **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 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 CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01238 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD (T340 POINSETTIA -•> CARLSBAD, CA Age (Days) 1 2 7 28 Date Tested 7/11/2007 7/12/2007 7/17/2007 8/7/2007 Nominal Size 6X12 6X12 6X12 6X12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 70370 86670 120320 Strength (psi) 2490 3070 4260 Type of Fracture Shear Shear Cone & Shear Specified Strength 5,000 PSI Sampled By TORSTENBO ASTM C172 Location P T BRIDGE ELEVATOR DECK WESTERN 1/3 (ffi CENTER OF BRIDGE Date Sampled 7/10/2007 Date Received Concrete Supplier Mix No 5033504 Ticket No 195549 Water added at Site Cement Type II/V HANSON AGGREGATES gal By Mix Time 60 mm Concrete Temp Ambient Temp 75 °F ASTMC1064 70 °F ASTM C1064 Slump 400 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 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 CA92121 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 CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01239 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTHCOAST CALVARY CHAPEL CARLSBAD f-1340"POiNSETTIA "CARLSBAD, CA Age (Days) 1 2 7 28 Date Tested 7/11/2007 7/12/2007 7/17/2007 8/7/2007 Nominal Size 6X12 6X12 6X 12 6X 12 Actual Area (Sq Inch) 2827 2827 2827 2827 Load (Ibs) 67780 97930 121 700 Strength (ps.) 2400 3,460 4300 Type of Fracture Shear Shear Cone & Split Specified Strength 5,000 PSI Sampled By TORSTENBO Location P T BRIDGE DECK - CENTER OF BRIDGE ASTMC172 Date Sampled 7/10/2007 Date Received Concrete Supplier Mix No 5033504 Ticket No 195614 Water added at Site Cement Type II/V HANSON AGGREGATES gal By Mix Time 45 mm Concrete Temp 75 Ambient Temp 72 °F ASTMC1064 °F ASTM C1064 Slump 400 in ASTM C143 Tested at San Diego Remarks 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 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)6534666 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 Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD j^WPOINSETTIA- 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) 7850 Strength (ps.) 2500 Type of Fracture 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 TYPE S Ticket No Water added at Site Cement Type SPECIFIED MIX gal By Mix Time 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 O1 DAY CONSULTING INC TIMELESS ARCHITECTURE **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 14467 Meridian Parkway Bldg 2A, Riverside CA 92518 Tel (951)653-4999 Fax (951)6534666 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 7-01311 File No Permit No Project No Project Name N/A CB06-1927 6624A06 NORTH COAST CALVARY CHAPEL CARLSBAD f^WPOINSETTIA CARLSBAD,CA Age (Days) 7 28 28 Date Tested 7/25/2007 8/15/2007 8/15/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 10640 Strength (psi) 3390 Type of Fracture N/A Specified Strength 1,800 PSI Sampled By CHRIS GALLOP Location STAIRWAY 12" WALL 4'-8" TO lO'-O" ASTMC172 Date Sampled 7/18/2007 Date Received 7/20/2007 Concrete Supplier Mix No TYPE S Ticket No Water added at Site Cement Type SPECIFIED MIX gal By Mix Time mm Concrete Temp Ambient Temp °F ASTM C1064 °F ASTMC1064 Slump in ASTM C143 Tested at San Diego Remarks 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 La Palma Avenue Suite A. Anaheim CA 92806 Tel (714) 632 2999 Fax (714) 632 2974 Branch 7313 Carroll Road Suite G San Diego CA9212I 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 CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD. CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01312 File No Permit No Project No Project Name N/A CB06-1927 6624 A06 NORTH COAST CALVARY CHAPEL CARLSBAD CARLSBAD, CA Age (Days) 7 28 28 Date Tested 7/26/2007 8/16/2007 8/16/2007 Nominal Size 2X4 2X4 2X4 Actual Area (Sq Inch) 3 14 3 14 3 14 Load (Ibs) 9840 Strength (psi) 3.130 Type of Fracture N/A Specified Strength 1,800 PSI Sampled By CHRIS GALLOP ASTM C172 Date Sampled 7/19/2007 Date Received 7/20/2007 Location STAIRWAY WALLS TO FUTURE BASEMENT 10'-8" TO 12'-8" Concrete Supplier SPECIFIED MIX Mix No TYPE S Ticket No Water added at Site gal By Cement Type Mix Time mm Concrete Temp Ambient Temp °F ASTMC1064 °F ASTMC1064 Slump in ASTM C143 Tested at San Diego Remarks 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 vl—W-& Eduardo Dizon, R C E Corporate 2992 E La Palma Avenue, Suite A, Anaheim, CA 92806 Tel (714) 632 2999 Fax (714) 632 2974 Branch 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-GROUT ASTM C1019 CITY OF CARLSBAD-BLDG INSPECTION DEPT 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client NORTH COAST CALVARY CHAPEL Set No 7-01359 File No N/A Permit No CB06-1927 Project No 6624A06 Project Name NORTH COAST CALVARY CHAPEL CARLSBAD ^1340POINSETTIAj ^"CARLSBAD, CA Age (Days) 4 28 28 Date Tested 7/27/2007 8/20/2007 8/20/2007 Nominal Size 3X3X6 3X3X6 3X3X6 Actual Area (Sq Inch) 970 900 900 Load (Ibs) 26160 Strength (psi) 2700 Type of Fracture N/A Specified Strength 2,000 PSI Sampled By CHRIS GALLOP Location STAIRWALL TO FUTURE BASEMENT Concrete Supplier ROBERTSON'S READY MIX Mix No RS200G44 Ticket No 5489173 Water added at Site gal By Cement Type Mix Time 80 mm ASTMC172 Date Sampled 7/23/2007 Date Received Concrete Temp Ambient Temp 68 °F ASTM C1064 °F ASTMC1064 Slump 900 in ASTMC143 Tested at San Diego Remarks EARLY BREAK REQUEST PER CLIENT 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, (nc o Eduardo Dizon, R C E Corporate 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, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 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 TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLAN^rt? (N)APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECJ NO ENGINEER REPORT NO PG OF INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO UhLt) INSPECTION MANUAL/MTGi. SOIL.MANUAL - Rl-VlhW PREVIOUS REPORTS AND LISTS IFTHFRE IS NON CONFORMING WORK AT THE END OFTHF. WORK DAY OR MISSING MTRS AND RHS 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 WITT 1 YOUR WEEK S REPORTS MMtHIHLMMU .LUDiHES'kAHCH HtHUHl N8-6R-MEFHAL-TCR-My t ,• UbhU REMARKS IHCLUPIHO MlETiNSSCEJIHUS / kjpc/ / / a ff/ REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE y SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD SITE TIME FINISH /ot OO TRAVEL TIME VERIFIED I DO CERTIFY THAT I HAJ AND / OR THE APPEKrt/ED PL/NS SPJ ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS fS AND AP/LICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Num Print Name ^ ., / I City / County Certification Number / /' -^ tjni O-. -7/m MTGi Corporate 2992 E La Raima Ave Ste A Anaheim, ^A 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Com 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 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 '^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 ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTORTfeAr'l - INSPECTION ADDRESS F PROJECT '^PORTING KLQUIKI MFATS ICHO HELD INSPECTION MANUAL/MTGi SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS It- THERE IS NON CONFORMING WORK AT THE FIND OK THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND AT 'ACI 1 A DEFICIENCY RhPORT 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) 1S&O ? i Su PCX,* so CONTRACTORS EQUIPMENT/ MANPOWER USED TRUCTURAL NOTES DETAIL OR RFIS USED e fees^- ) INCLUDING MEETINGS 4* REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER f TEMPERATURE SAMPLES TAKEN '£_ *S£:" /"ft SITE TIME START ..ZL_o_G_^L SITE TIME FINISH l*2~<6 C> TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE^ERSpALLyOBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLAM SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT TY, fijnajfjref^j \Urtl\ti£M& Date of Report ICBO Certification Number rmt Name City / County Certification Number 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 CA92121 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 TYPE OF WORK JNNSPECTOR G TECHNICIAN AVAILABLE SOIL REPORT (Y) (gj> APPROVED PLANS UM^) SPECS 1 APPROVED SHOP DRAWING (Y)( ARCHITECT J^u FOR WEEK ENDING PROJECT NO ENGINEER REPOBT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIKKMENTS 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 RF1S F.TC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON Tl IE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) ££10 COI ORS EQUIPMENT/MANPOWER U AREA GRID LINES PIECES OBSE 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 SITE TIME FINISH TRAVEL TIME /t//«J VERIFIED BY ..._^ I DO CERTI AND / OR T! I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS ROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature J3 Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 rCorporate 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 CA92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empi) 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK MfiC$C»J(l>J ARCHITECT ' J^NSPECTOR DTECHNICIAN AVAILABLE APPROVED PLAN SOIL REPORT (Y)flJL^' );N) SPECS APPROVED SHOP DRAWING (Y) ( FOR WEEK ENBING PROJECT N ENGINEER REPORT NO PG OF NTRACTORT &PLAN FILE NOFILE NO CJ &f^ PERMIT NO SUB CONTRACTOR PROJECT NAME INSPECTION 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 RAY 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 USEDONTRACTOF ^ AREA GRID LINES PIECES OBSERVED STR DETAIL OB RFIS U REMARKS INCLUDING MEETINGS fiO REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE / _ SAMPLES TAKEN TESTS REQUIRED SITF TIMF START niNnHPFRinn SITE TIME FINISH TRAVEL TIME _! ^> / S _____ *• '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 / OBJHtf AP/ROVgD,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 C San Diego/Imperial County Inland Empc 2992 E La Raima Ave Ste A 7313 Carroll Road Suite G Anaheim CA 92806 Tel 7146322999 Fax 7146322974 San Diego CA92121 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 jtf lNSPECTOR O TECHNICIAN AVAIUBLE SOIL REPORT (Y) \fa*S APPROVED PLANS^J5?(N)APPROVED SHOP DRAWING (Y) ( M FOR WEE&ENDI PROJECT NO REPORT NO P6 °F CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS f 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 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) CON S EQUIPMENT /MANPOWER USED AREA^IDJ.INES PIECES OBSERVED 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 _ SITE TIME FINISH TRAVEL TIME VERIFIED BY ^i I DO CERTIFY THOTI HAVE AND^etf^OTROVjjD SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /) i /-S / O& £>3<g>f£>3-' —ydr" Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate v 2992 E La Raima Ave Ste A Anaheim CA 92806 Tel 714 632 2999 Fax 7146322974 San Diego/Imperial County 7313 Carroll Road Suite G San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empl. 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK (SlNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y APPROVED PLAN^fY^I) SPECS^N) APPROVED SHOP DRAWING (Y)1E5 FOR WEEK END ]/ots PROJECT NO PLAN FILE PERMIT NO SUB CqjtTRACTORCqjtTRACTORf Y- INSP 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 BILCONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS), NPOWER Um AREA ..,DUHB P.ECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USEO REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE U -"7 ^ SAMPLES TAKEN TESTS REQUIRED SITE TIME START . LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME _VERIFIED BY ±L \ DO CERTIFY T^AT 1 ftAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE RPPflflVED B.AN5 SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certrtication Number Print Name City / County Certification Number 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 Empr. 14320 Elsworth Street, Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK SPECTOR a TECHNICIAN AVAILABLE SOIL REPORT (Y APPROVED PLANS/Y^(N) SPECStffl (N) APPROVED SHOP DRAWING (Yjj ARCHIT FOR WEEK [NDING PROJECT °F PUNFILEtNO SUB CONTRACTOR PROJECNAME INSPETION ADDRESS ADDRESS OF PROJECT REl'ORTING REQUIREMENTS ICBO RKLD INSPECTION MANUAL7MTGL 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 F.TC FILL OUT AND ATTACH A DEFICIENCY REPORT WHHN 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 CQNTRACTOFUIflCLUDE RESEARCH REPORTED OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWEFJ.USED '£•57 TFMpgtZ^S AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS M/r5Q>f-£ lrfri£>C~*) M3D {$} C£>4fo£>bS> REWORK AS PFRCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED fi SITE TIME START .. LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME ' *>VERIFIED BY I DO CERTIFY T| AND/OR I PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS pIFICATIONS 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 7313 Carroll Road Suite G Anaheim, CA 92806 San Diego CA 92121 Tei / 7146322999 Fax 7146322974 San Diego/Imperial County Inland Empi 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 NSPECTION ADDRESS * AVAILABLE '; SOIL REPORT (Y)Jjp APPROVED PLANSYWN) REI'ORTING REQUIRKMENTS 1CBO FIELD INSPECTION MANUAUMTGt SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERK IS NON CONFORMING WORK AT THE END OF TUP. WORK DAY OR MISSING MTKS 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 (INCLUDEAF.SEARCH REPORT NO OR MATERIAL TEST REPORTS) /fcTM- " ' " ' ' ~ PS/ R USED AREA_GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS MCLUDmG REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE / 2. SAMPLES TAKEN TESTS REQUIRED SITE TIME START -L(J~^ -' LUNCH PERIOD SITE TIME FINISH TRAVEL TIME te VERIFIED BY I DO CERTIFT THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OJHP A^|P/IOVEO FjCVi?) 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 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 Inland Emp 14320 Elsworth Street Ste C10 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK INSPECTOR QTECHNICIAN AVAILABLE SOIL REPORT (Y)/ APPROVED PLAN^f (N) SPECS VlffN) APPROVED SHOP DRAWING (Y)/ ARCHITECT FOR WEEK ENDI PROJECT NO ENGINEER PG OF CONTRACTI PLAN FILE NO PERMIT-NO SUB COWFfcCTOR K Ki » N- ,. PROJECT NAME INSPECTION ADDRESS 1^50 ADDRESS OF PROJECT REPORTING REQUIREMENTS 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 Rl-TS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORKEC 1'hD SO NO FE ON I HE ORIGINAL DEHC1ENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO J3RMATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ My ISED AREA GRID LINES PIECES OBSER' STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS ' ffc- 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 If IS VERIFIED BY I DO CERTIFY AND / OR TH HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS IFICATIONS 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 San Diego/Imperial County 7313 Carroll Road Suite G San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empl, 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 '^l3 ^Ln^£- ^M*—- I~^~~~~IV~K FIELD REPORT TYPE OF WORK ^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y((NJ/ APPROVED PLAN^)(N) SPECS£(V/(N) APPROVED SHOP DRAWING (Y)/ ARCHITECT M FOR WEEK ENWNG PROJECT NO ENGINEER REPORT NO PG °F CONTRACT^PLAN FILE NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMPATS 1CBO FIELD INSPECTION MA.NUAI./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 WF.F.K S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USEDONTRACTO-T AREA GRID LINES PIECES OBSERVED : 1.2.. \ S STRUCTURAL NOTES DETAIL OR RFIS USED 1-t REMARKS HCLUDHHHEEtmU 7 U\O&± &^T A (0 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 ._M/J f£,T VERIFIED BY I DO CERTIFY THAT I AND / OR THE APR Signai 1 OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS D APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT n / 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 TYPE OF WORK ^NSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING , I "2- ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR PRQJECT NAME n4 C INSPECTION ADDRESS ADDRESS OF PROJECT 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 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) CONTRACTORS EQU1BMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED INCLUDING MEETINGS IX^^2-\^MCg Cr\Ncgj£rE9r[LL IN REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER C U E TEMPERATURE r-T1 SAMPLES TAKEN TESTS REQUIRED SITE TIME START . UNCH PERIOD _IS SITE TIME FINISH TRAVEL TIME VERIFIED BY ^TIFY THAT I HAVE^6fiSONA(lY OBSERVED ALL fa THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS "PPROVfD PLAN\SPEfeineATIONS 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 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 fo INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT -J _ CA , HDOivi -Q FOR WEEK ENDINGrz - r PROJECT NO REPORT NO PG OF SUBCONTRACTOR PROJECTWAME INSPECTION 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 MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USEDMANPOWER USED <^t \)t AREA GRID LINES. PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS OP \C- ra u fi REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. . WEATHI f 7 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 AEPRQJ*?D PLANS, SPECIFICATIONS AJQ^PF>#flBLE 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 Palma Ave Ste A Anaheim CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/lmperia! County 7313 Carroll Rd Ste G San Diego, CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 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 tlNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER a REPORT NO OF CONTRACTOR ^.(\M «r\ 'ROJECTNjiMffrfirEWSUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO H1KLD INSPECTION MANTJAL/MTGi. SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THE \\ ORK DAY OR MISSING MTRS AND RF1S ETC FILL OUT AND ATTAC11 A DEHCIKNCY 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 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 INCLUDING MEETINGS 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 / OR THi APPROVED PLANS^SPECIFICATIONS >ND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Nanlf City / County Certification Number Rev 7/97 www mtglinr com Orange County/Los Angeles San Dlego/lmpenal County Corporate Branch 7^13 Carroll Hd Ste G 2992 E La Raima Ave Ste A San Diego CA 92121 Anaheim, CA 92806 Tel 858 537 3999 Tel 714 632 2999 Fax 858 537 3990 Fax 7146322974 DSA / OSHPD REPORT Inland Empire 14320 Elsworth Si Ste C101 Moreno Valley CA 92553 Tel 951 6534999 Fax 951 653 4666 TYPE Or WORK U ltl<HNI(,lAN FNCINFrR SUBUJNrftAUTOR" £"\ tr INSPErilUNADDRtib PLAN HLE NO FOR wf fK nimr APPLICA71QN NO . IWJJH.TNO irPORT NO AVAIL AaiF "nn RrranT(Y) [V| (Nj APPROVED SHOP DRAWING (Y) (N| liOJtLI NAMt 0 C ! nr pnii HI ••OHIIM Kigl;lk>MiMS Id VII w Ps^/USlll M Ml KlA(-IM)(>niMfNTS PRI VIOHS HI ."OKI SAM) I ISIS II III1KI ISNON (ONIOKMINf.WOKK AT HIM ^11) (II 11II VtOKK I)\V OK MISSINK, DSVUSIII'D M IMU1VI n IXX HM1 N I S K) IS I II III I l>l>l ANDAlTAf M A IM IK II N( \ Itl I'OKI VMI! N ADI IK II N( •> H)l KM IK A I hi V|(ills |NM'| I IllKS IS ( OKKM I M> NO1I ON I III Kl IJOH I ANDSIMIMII A ( Ol Wl-FKSRI PORTS MAItlllALS UitU ar (,0\'fftAi.ll)B (!Nl,LUD6 nESeAf((,N aS UB-P SUNIHAtlUHbtUUiroitN I/ MANPOWER USED 4FirA BRiniiNr ib1, IN i tutu <!TRUCTURAi OR RH- i;rco RFMARKS IHCLUOIHGMEETINGS REWORK AS PERCENT OF ALL WORK TODAY wrATHtn (g*j- AMPITTAKIN 5 TEMPFSATimr PERCENT PROJECT COMPLETION WORK rrnrenMED LCMM LihS WITH OSA/OSHPO APPRTOLD onruMENiu D IMOI1K i'hllrUKMtU DOES NOT COMP! V WITH nw.Y- h.i'l) Al'l HOVED OOCUMENTS d •SITE TIME START LUNCH PFRinO bllt IIMLIINISiH TRAVFI TIME VFRIFIED BY Thu ib to certify thdl the above reported mspfTtions were made in duorciance with the DSA/OSHPD approved documents and the rules and regulation ol the I Geriewl bervioeb (Title 24) I comfy imrifi penalty of perjury tfut I prepaid these reports and^hSTjl! ol l/ie above stafomonK ire true ~L&n Number USA/OSHPD Certif:cition Number at 30 ii- DEC 15,2006 09 32A JUNIORS#INSPECTIONS 6192955645 page 4 Corporate 2992 E La PalmaAve Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County Inland EmplP ' 7313 Carroll Road, Suite G San Diego CA92121 Tel 8b8 537 3999 Fax 858 537 14320 Elbwurth Street, Sle C101 Moreno Valley, CA9W1 Tel 951 653 4999 Fax 9516534666 FIELD REPORT D TECHNICIAN AVAII A&l f APPROVED PU SPFC^jX (N) APPROVED SHOP DRAWING (VI FOR WEEK END PRl RCI I" I PLAN f II ^ f SUB CON' O HbH INSPECTION ADDRESS RFPORTINC. RFOl'IRFMFNTS ICBO HFI DINSPrCTION MAKUAIAfTGi SOU MANUA1 -RrvirwpRfVIfrtlS RFPORTS ANDIISTS II lilbRbliNONCONI-OKMINGWOKKM mt hNOOHIHb WOKk L1AY ORMIbMNO MIRS ANDRUW ETC HLLOUI ANL)Al lAlll AUI lit II NC Y 111 IUKI WHhNALH-NllhNlY YOUKS UR A FRFVIUU& INSPFCTdk S IS CORRFX.TFH SdNi/PFUN IHh UKIOINAL DhHl ItNLY KHtJKI AND SIJHMM A OJI'Y \\ITII YOUR Wl IK'S HI PORT'S MA1EHIALS USfcD BVCONIRAC10R (INCLUDE :H REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USED (_£) A«EA GAID LINES PlECf 5 OBSERVED STRUCTURAL NOTES DETAIL OR RfIS USED REWORK AS PERCENT QF ALL WORK TODAY PERCENT PROJECT COMPLETION. WEATHER IfcMPEHATUR; SAMPLES TAKEN TESTS KfQlllRED SITE TIME START / 53G LUNCH PERIOD SITF TIME FINISH TRAVEL TIME _..VERIFIED BY AVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVF AND THAT THIS WORK COMPLIES Wl m THE SOIL INVESTIGATION RECOMMENDATIONS ECIFICATIONS AND APPLICABLE SECTION OF I HE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Dalit ol Report Print Wf me ICBO Certification Numtmr So City / County Cenltlnilon Number 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 CA92121 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 TYPE OF WORK ISPECTOR D TECHNICIAN AVAILABLE APPROVED PLAN SOIL RE APPROVED SHOP DRAWING (Y)J FOR WEEK ENDWG j•4m PROJEC PG i OF CONTI PLAN FILE NO !/S_ WJECTTMI MIT NO SUBCONTRACTOR PRGJECTNAME A/. INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIRKMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - RKVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK ATTHE END OI-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) CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS rt> REWORK AS PERCENT OF. ALL WORK TODAY.PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD -^ SITE TIME FINISH TRAVEL T,ME VERIFIED BY I DO CERTIFY TH/ff/l HAViPERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR TH^-APPOJ/EO PLANS! SPECIFICATIONS ANDAPPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number 1 f7 Print Name City / County Certification Number RPU 7/07 Corporate 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 Inland Empk 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK ^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (St> APPROVED PLANS^Y£|N) SPECS I APPROVED SHOP DRAWING (Y) flTS ARCHITECT FOR WEEK ENDINGM PROJECT NO ENGINEER OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS 1CBO FIELD INSPECT ION MANUAL/MTGr, 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 WIT] 1 YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CON S EQUIPMENT/ MANPOWERUSED AREA. GRID LINES PIECES OBSERVED 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 / / "/A-/ SITE TIME START LIINHH PFRIOD / 1 &() SITE TIME FINISH TRAVEL TIME wtJ. £.rr VFRIFIEDBY I DO CERTIFY THAT I HA< AND / OR THE API ALLY OBSERJ/ED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS ID 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 F?alma Ave Ste 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 858 537 3990 Inland Empii 14320 Elsworth Street Ste C101 Moreno Valley. CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK ^INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Yjijtt/' APPROVED PLANST^XN) SPECS CYXN) APPROVED SHOP DRAWING (?)JN£ ARCHITECT FOR WEEK ENDIEK ENDING / IZ/gjg/^g PROJECT NO OF CONTRACTORT&PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTINC REQUlRKMhNTS ICBO Flh.LD INSPECTION M ANUAL/MTGt SOIL MANUAL - RhVIEW PREVIOUS REPORTS AND LISTS IF THERfi IS -NON CONFORMING WORK AT THE KNU OF THb WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DKHCIENCY 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 INCLUDING Mff }^ 65 REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD 1 ' /0 SITE TIME FINISH TRAVEL TIME VERIFIED BY xil I DO CERTIFY/ AND/OR THE HAT I,,HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS ;D PLAN? AERIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT i Ob i Ob 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 CA92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empi. 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT -r77T"7Vl"Z TYPE OF WORK HflNSPECTOR DTECHNICIAN AVAILABLE SOIL REPORT (v) APPROVED PLAN 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 WHFIN A DF:FICIENCY 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 £Y CONTRACTOR (INCLUDE RESEARCH REPORT NO ---- ERIAL-iTEST REPORTS) CON'S EQUIPMENT /MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER 7^'^ TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD / ' $@ "/ SITE TIME FINISH I TRAVEL TIME I *VERIFIED BY I DO CERTIFY AND / OR Tl ALLY. OBSEWED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS 'NS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Dale of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 rCorporate 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 Empi'i 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK D TECHNICIAN AVAILABLE _^ SOIL REPORT (Y)^NJ^ APPROVED PLANSm/IN)APPROVED SHOP DRAWING m ARCHIT M FOR WEEK END PROJECT NO ENGINEER REPORT NO PG CONTHAC:PLAN FILE NOgrfcfV PERMIT SUB CONTRACT! INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTCt 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 WITII YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USED (ft) AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USECi REMARKS INCLUDING MEETINGS TO REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE £^/ fsl fsj M SAMPLES TAKEN TESTS REQUIRED SITE TIME START __/ LUNCH PERIOD SITE TIME FINISH . TRAVEL TIME __VERIFIED BY 'EDIFICATIONS 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 San Diego/Imperial County Inland Empi, 7313 Carroll Road Suite G 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 QF WORK D TECHNICIAN AVAILABLE SOIL REPORT (Y)gjJJ) APPROVED PLANSflwN)APPROVED SHOP DRAWING (Y)< ARCHITECT FOR WEEK ENDING PROJECT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIRLD INSPECTION MANUAL/MTGL SOIL MANUAL - RRVIEW PRRVIOUS UKPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE KND 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 WEF.K S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USEi AREA, GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH VERIFIED BY ISONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS tS 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 San Diego/Imperial County 2992 E LaiPalmaAve Ste A 7313 Carroll Road Suite G Anaheim GA 92806 Tel 714:6322999 Fax 7146322974 San Diego CA92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empi. 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK VlNSPECTOR REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAIVMTGL SOU. MANUAI - RHVIF.W PREVIOUS REPORTS AND LISTS IF THKRE IS NON CONFORMING WORK AT THF. END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AM) 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 (1NCOJDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) AREA GRID LINES PIECES OBSERVED' C l. STRUCTURAL NOTES DETAIL OR RFIS USED BEWDRKASPERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION SITE TIME START ../ 0>4^>i- LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CERTIFY/HAT I ilAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / O^fHaXpPR/j/EQ PlANi SWCIFICATIONS 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 < San Diego/Imperial County Inland Empl 2992 E LalpalmaAve 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 951 653 4666 FIELD REPORT TYPE OF WORK PECTOR DTECHNICIAN AVAILABLE APPROVED PL SOIL REPORT (Y) (/ N) SPECS APPROVED SHOP DRAWING f ARCHITECT FOR WEEK EWDING PROJECT NO ENGYNEER REPORT PG OF PLAN FILEC / SUBCONTRACTOR, INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION M ANUAUMTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORM ING WORK AT' TI IE 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) CONIHACTORS EQUIPMENT/ MANPOWER US AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS mcLuoms REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE \l SAMPLES TAKEN TESTS REQUIRED SITE TIME START _, LUNCH PERIOD . SITE TIME FINISH TRAVEL TIME VERIFIED BY I DO CEPjFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS ?PRO/i/gbAANSJ3PECIFICATIONS 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 rCorporate | 2992 E LaiPalmaAve Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 San Diego/Imperial County Inland Empi, 7313 Carroll Road Suite G 14320 Elsworth Street, Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 San Diego CA92121 Tel 858 537 3999 Fax 858 537 3990 FIELD REPORT TYPE OF WORK .^INSPECTOR D TECHNICIAN AVAILABLE /a SOIL REPORT W APPROVED PLAN^>) (N) SPE<S''(YJ>I) APPROVED SHOP DRAWING (Y) FOR WEEK END PROJECT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUBCONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL'MTGL SOU. MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THHRF. 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 / AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE f tf C SAMPLES TAKEN TESTS REQUIRED SITE TIME START O~J&Q fiMrfP SITE TIME FINISH TRAVEL TIME _ I DO CERTIFJjTHAy I/IAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OjTnTrWEBVfDiPL/yMsPEtlFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Name Ciry / 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 CA92121 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 D TECHNICIAN AVAILABLE APPROVED PLAN SOIL REPORT (Y)^/ (N) SPECS(JV) (N) APPROVED SHOP DRAWING (Y) ARCHITECT FOR WEEK ENDING< ENDING / •I&I/06 PROJECT NO ENGINEER PG OF / 'CONTRACTOR T. &\6lt- PLAN FILE NO PERMIT NO SUB CONTRACTO <?. K. PROJECT NAME INSPECTION ADDRESS 1530 AODRESS OF PROJECT RETORTING 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 KILL 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 / MA2-R USEDf AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETA.L OR RFIS USED REMARKS IHCLUDINB 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 _, 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 San Diego/Imperial County 7313 Carroll Road Suite G San Diego CA92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empi. 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYfEOFWORK /INSPECTOR'DTECHNICIAN AVAILABLE SOIL RE APPROVED PLAN)'(N) SPECS ^Yj,'(N) APPROVED SHOP DRAWING (1 C?J29CI PLAN FILE NOc/iry PERMIT MO,,C&fo SUB CONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IFTHERE 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) CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS IHCLUDIHS MEETINGS REWORK AS PERCENT OF ALL WORK TODAY. / / TesV7"" ?2~A "J PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE J — •& SAMPLES TAKEN TESTS REQUIRED & * M SITE TIME START .£Z_"Z/A___ A//A/£T-LUNCH PERIOD /^ SITE TIME FINISH TRAVEL TIME _ PECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Pnnt 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 Inland Empu 7313 Carroll Road Suite G 14320 Elsworth Street Ste C101 San Diego CA92121 Moreno Valley CA 92553 Tel 858 537 3999 Tel 951 653 4999 Fax 858 537 3990 Fax 951 653 4666 FIELD REPORT TYPE OF WORK ISPECTOR D TECHNICIAN AVAILABLE APPROVED PLAN SOIL REPORT (Y) figs SPECS£JY?(N) APPROVED SHOP DRAWING (Y)$SD ARCHITECTd>M ENGINEER CONTRAI PLAN FILE NO SUB CONTRACTOR PROJECT NAME INSPECTION ADORES!ADDRESS OF PROJECT REPORTING REQUIRF.MENTS 1CBO FIELD INSPECTION MANUAL/MI GL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF TIIERE 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)ft^l Aistf ^TJ^^^t^rr^ an EQUIPMENT /MANPOWER USED AREA LINES PIECES OBSERVEDwm^ STRUCTURAL NOTES DETAIL OR HFIS USED REMARKS mCLUBINS MEETINGS. fa) REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD . SITF TIMF FIMIRH TRAVEL ™E I DO CERTIFY THAT I AND / OR THE APR iJSONALLY OBSERVEQ.ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS RND 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 rCorporate I 2992 E La| Raima Ave.Ste A Anaheim CA 92806 Tel 7146322999 Fax 7146322974 X / San Diego/Imperial County Inland Empi\ 7313 Carroll Road, Suite G San Diego CA92121 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 /SPECTOR D TECHNICIAN AVAILABLE ^__SOIL REPORT (Y^Np' SI APPROVED PLAN/fTYJ/N) APPROVED SHOP DRAWING ( FOR WEEK ENDINIK ENDINa /2-y '?J3 i I ' { PROJECT. NO REPOR PG / OF / 'PUN FILE PROJECT <AMEVO&ffr C^/BT"~ C^i INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQLTREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THfi liND OF THE WORK. DAY OR MISSING MTRS AND RFIS ETC FILL Ol.'T 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 INCLUDING MEETINGS REWORK AS'PERCENT OF ALL WORK tODAY.PERCENT PROJECT COIvlPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD . SITE TIME FINISH TRAVEL TIME _1.VERIFIED BY I DO CERTIFY Tl AND/OR THE |TE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS fECIFICATIONS 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 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 S'INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS(j?pN)APPROVED SHOP DRAWING (Y) (N) ARCHITECT "777^9 FOR WEEK ENDING PROJECT NO <££' ENGINEER REPORT MO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR INSPECTION ADDRESS "Pbi ADDRESS OF PROJECT " /575Q REPORTING REQUIREMENTS 1CBO HELD INSPECTION MANUAL/MTGi. SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OFTHEWORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY RETORT WHHN 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 INCLUDING MEfTWGS O/V 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 AMW-efrmf APPRWETliLAlSlSJSRECIFICATIONS-AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / ,3 : Date of Report 1CBO 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 921 21 Tel 858 537 3999 Fax 858 537 3990 Inland Emph_ 14320 Elsworth Street Ste C1 01 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WOR . XtoSSPECTORl DTECHNICIAN AVAILABLE SOIL REPORT (Y) APPROVED PLAI (N) SPECS'^) (N) APPROVED SHOP DRAWING (Y) ( ARCHITECT M PROJECT NO CONTRACTOR ADDRESS OF PROJECT REPORTING REQUIRLMUN 1'S 1CBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - KRV1EW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONTORMING WORK AT THE F.ND OF THE WORK DAY OR MISSING MTRS AND RF1S F:TC 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 f$Mf*&l<& * (~& AREAOR.DUNESPIECESOBSERVEO fa STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS RB/VCRK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECTCQMPI ETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REOUiRED £(40*5 SITE TIME START LUNCH PERIOD _ SITE TIME FINISH f ( r VERIFIED BY I DO CERTjfY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND/6RWteWpROV£D>PLffVNSl SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 3 , 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 731 3 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 D TECHNICIAN AVAILABLE APPROVED PLAN SOIL REPORT (Yjjjljj) (N) SPECS/fJJ (N) APPROVED SHOP DRAWING (Y) {$7 ARCHITECT FOR WEEK ENDING /-6-0-7 PROJECT NO REPORT NO PG . OF . PLAN FILE NO PERMIT NO INSPECTION ADDRESSmo //w<f~ADDRESS OF PROJECT /33in REPORTING REQUIREMENTS ICBO PIELD INSPECTION MANUAUMTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LIS'I S IF THERE IS NON CONFORMING WORK AT TI IE END OF THE WORK DAY OR MISSING MTRS AND RF1S ETC FILL OUT AMD 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) CON/MOTORS EQUIPMENT / MANPOWER USED ^(3) T^/DC^ES AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE °/I/O 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 !>THE APPROVEJjVJibANSv 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 LaPalmaAve 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 921 21 Tel 8585373999 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 ^IINSPECTOR!D TECHNICIAN AVAILABLE SOIL REPORT (YlgJJ> APPROVED PLANS^T) (N) SPECS 00 (N) APPROVED SHOP DRAWING (Y) / ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT MO PG CONTRACTOR , _ „TR PLAN FILE NO PERMIT NO SUB CONTRACTOR - ..tic'PROJECT NAME INSPECTION ADDRESS 133£> ADDRESS OF PROJECT REPORTING REQUIREMENTS 1CBO FTFLD INSPECTION MANUAI../MTGI. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT TI IE 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.t AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS IHO.UDIHB MffHWCS VIA REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE ~~J f~\ 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!QRIH£jy>PROVED 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 •-- -~-f —„'• /m.' . .^rfjJLliAjdsr-iA 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 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 DTECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF CONTRACTTRACTOR l l> PLAN FILE NO PERMIT NO SUBCONTRACTOR ** C.. PROJECT NAME &SffINSPECTION A'DDRESS ADDRESS OF PROJECT // REPORTING REQUIREMENTS 1CBO HbLU INSPECTION MANUAL/MTGi. SOIL MANUAL RF.VIF.W PREVIOUS REPORTS AND LISTS ii THERE is NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MI us AND REIS ETC FILL OUT AND ATTACH A DEI ICILNCY 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)NTRACi ARCH REPOfan CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIECESiOBSERVEO / -nsJ f)&iLy JWj? /in" f #M /J Ofp - n f a= ^—^Vfcrf' * -^ W -' - "— CM /REMARKS lydUDING MEETINGS 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 / OR-THE APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT (/ s-) 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 TYPE OF WORK INSPECTOR D TECHNICIAN AVAILABLE Sptt REPORT (Y) (N) APPROVED PLANS C<(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 NO OR MATERIAL TfST REPORTS) CONTRACTORS EQUIPMENT / MANPOWER USE nA^i— STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING Mf£77*IOS RFWQRK AS. PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED SITE TIME START fe_£_ 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 m. APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /Z7/ 07 Signature Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 Corporate'c San Diego/Imperial County Inland Empire 2992 E La Raima Ave , Ste A 7313 Carroll Road Suite G Anaheim CA 92806 San Diego CA92121 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 TYPE OF WORK BNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (>f(N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) 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 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) IPMENT/ MANPOWER USED \i ) /0a REMARKS IHCLUOmomfTlHSS ££&&• O REWORK ASERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER r— vTEMPERATURE Of" SAMPLES TAKEN TESTS REQUIRED (t ) *3- 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 iW THE APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ,26, #7 in 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 a-fNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS !*<fN) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N)W£FOR WEEK ENDING PROJE ENGINEER3..REPORT NO PG OF PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME I/ ^V^O\Ay^ iNSPECflON 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 CONTRACTORS EQUIPMENT ((MANPOWER USED '«***/&&',AREA BRIO LINES PIECESJOBSER REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION WEATHER TEMPERATURE ^ V t/"~ ~~ ($ H~ SAMPLES TAKEN TESTS REQUIRED SITE TIME START 2 ^i! LUNCH PERIOD SITE TIME FINISH TRAVEL TIME I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WfftfTHE SOIL INVESTIGATION RECOMMENDATIONS AND / ORyfflf APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 11,67 IIJ Signature DateofReport ICBO Certification Number Print Name City / County Certification Number Rev 7/97 MTCi Corporate 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 714|6322974 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 Q-ffoSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (trftf? SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) 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 DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND n <• " SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO flR MATERIAL TEST REPORTS STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE £ t/° SAMPLES TAKEN TESTS REQUIRED <S// SITE TIME START // « frLUNCH PERIOD SITE TIME FINISH TRAVEL TIME ? IP rtf^ .-. ST.^ 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 / ORJfffi 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 64/24/2007,_8_7 06 7605979527 LUSARDI CONSTRUCTION PAGE 04/06 Corporate' 299aE LaPalmaAve Ste A Anaheim, CA 92806 Tel 714 632 2999 Fax 714 632 2974 Dispatch 800 491 2990 San Diego/lmpenal County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 8585373999 Fax 858 537 3990 Dispatch 8888445060 inland Empire 14467 Meridian Pkw,, BWg 2-A Riverside, CA 92508 - Tel 951 653 4999 Fax 9516534666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK DTFfHNICIAN AVAILA8LI: KPfROVFD PLAI SOIL REPORT (Y) (N) APPROVED SHOP 0R4WIHS (V) (N| ARCHITECT FOR WFEK REPORT NO Pfi OF PLAN FILE NO INSPECTION ADDRESS ADDRESS Or PBOJECT REPORTrNG RrQUIREMhNTS rCROFfEU> INSPECTIONMANUAIATTGt SOILMANIWL-RPVICWPRFVfOUS Rl'PORTS AND USTS tPTlTRETSNON-CONroRMINCWORKATTHEBNOOPTHr WORKDAY ORMISSWOMPRS ANDRFTS rTC FfM OUT AND ATTACH A Dfl ICtENCY REPOm WHEN A nl FICtENOY YOURS OR A PRPVrOU". INSPECTOR S IS CORRFCTED, SO NOTC ON THE ORrOINAl DEFtCUjNCY RfPORT AND SUBMIT A COPY WITH YOUR WEEK ? REPORTS MMERIALS.U&EO BVCON1HACTOR (INflLUOEPESSAflCHHfl'OflTNO Oft MATERIAL TEST REPORTS) NPOWER OSEO .. AREA qmo LINES, pieces cEA qmo LINES, p PWD A. L NOTES DETAIL OH REWORK AS PERCENT.QF ALL WORK TODAY,PERCENT PROJECT CQMPLgpQM. WEATHjn TEMPERATURE SAMPLES TAKEN TKT9 REOUIRCD SITC TIME START LUNCH PERIOD . SITE TIME FINISH VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOV£ AND THAT THIS WORK COMPLIES WITH THE. SOIL INVESTIGATION RECOMMENDATIONS AND / OB THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date a< 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 858 537 3999 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 WE OF WORK;ISPECTOR Q TECHNICIAN AVAILABLE SOIL REPORT (Y) IN) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING 3//7/Q 1. PROJECT NO .fc ENGINEER r. REPORT NO CONTRACTOR T b/ PLAN FILE NO PERMIT NO B CONTRA PROJECT NAME INSPECTION ADORES J& "2**& ADDRESS OF PROJECT17^0 =£= REPORTING REQUIREMENTS 1CB(.) HELD INSPECTION MANUAL/MTGi SOIL MANUAL - REVIEW PREVIOUS RLT'ORTS AND LISTS II 'THERE IS NON CONFORMING WORK AT THE END OK THE WORK DAY OR MISSING MTRS AND RFIS ETC TILL OUT AND ATTACH A DITICH-NCY RI-PORT WHEN A DFFICIENCY 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) A £i™ / " ' "~" CONTRACTORS EQUIPMENT/ MANPOWER USED /AREA &RID LINES PIECES OBSERWWHH REMARKS INCLUDING MIET1NGS 1 *T^JA. REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE -- - Of _7/V [^ SAMPLES TAKEN TESTS REQUIRED SITE TIME START "il^.Q-C // fl[ SITE TIME FINISH TRAUFI TIMF 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 / QRiTHE APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 3 /67 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 (WW SPECS (Y) (N) 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 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 PR MATERIAL TEST REPORTS) 7^-r i> A/. CONWACTORS EQUIPMENT/ MANPOWER.USED N* ^- r" AREA GRID LINES PIECES 06SER STRUCTURAL NOTES DETAIL OR RFIS USED &4^UAn/hC>. REMARKS INCLUDING MEETINGS. REWORK AS.PERC PERCENT PROJECT COMPLETION. SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD _ AM (t\A< 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 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 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 4666 Dispatch 800 491 2990 TYPE OF WORK HfNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO r PG CONTRACTOR T* PLAN FILE NO PERMIT NO CONTRACTOR PROJECT NAME NSPECTION ADDRESS ADDRESS OF PROJEW 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 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 MATERIA^. TEST REPORTS) \J -_'._. ."_' CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR HFIS USED REMARKS mcLuama MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START (g ''^CL-V)/V| SITE TIME FINISH LUNCH PERIOD TRAVEL TIME '/frf VERIFIED BY I DO CERTIFY THAT 11 AND / OR/fi? APPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Y /*• / Date of Report ICBO Certification Number Print Name City / County Certification Number 7/q? 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 aXNSPECTOR D TECHNICIAN AVAILABLE APPROVED PLANS SOIL REPORT (Y) (N)SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER i_ REPORT NO PG OF PLAN FILE NO PERMIT NO FRAk.PROJECT NAME INSPECTION ADDRESS i ADDRESS OF PROJECT REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTCn. 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. MM* REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE ^ (j <S SAMPLES TAKEN TESTS REQUIRED SITE TIME START I LUNCH PERIOD 0 ? f$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 / OEffHt 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, CA 92121 Tel 8585373999 Fax 858 537 3990 Dispatch 888 844 5060 Inland Empire 14467Meridian Pkw.Bldg 2 A Riverside CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK /01flSPECTOR D TECHNICIAN AVAILABLE APPR°VED PlAW SOIL REPORT (Y) (N)SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE NO !Sa£/£zz SUB CONTRACTOR /:PROJECT NAMEt/ 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 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 B CH REPORT NO sv a/7 £ AREA GRID LINES PIECES S»SERVE i£ZSTRUCTURAL NOJES DETAIL OR RFIS USED f Of "•' REMARKS 7 f REWORK AS PERCENT 0f ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE A A J> SAMPLES TAKEN TESTS REQUIRED / S *" S I/? SITE TIME START C2.-i/Cs LUNCH PERIOD SITE TIME FINISH TRAVEL TIME £&. VFRlFlFn I DO CERTIFY THAT I HAVE PpSCTlALLY OBSERVED ALL Of THE WOBK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROV^Bl^N/SP^CIFIC/if (grfs flWD/ftPPLICABI/E 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 7313 Carroll Rd Ste G San Diego, CA92121 Tel 858 537 3999 Fax 858 537 3990 Dispatch 8888445060 Count 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 WORK ^NSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO REPORT NO PG OF CONTRACTOR PLAN FILE NO PERMIT NO SUBCONTRACTORP. k., .11 PROJECT NAME Of. INSPECTION ADDRES ADDRESS OF PROJECT 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 MATERIALS USED BY CONTRACTOR ONpLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS/X. atSiGH ^ 3® blot, 2o0& 0s, .f~ ^ L?0 CONTRACTORS EQUIPMENT / MANPOWER USED AREA GRID LINES PIKES OBSERVED GM'it !'/"/ / (s 0 1 ' JL / /^7 ft T2V£4 KZ^? 17 K^l -£ 3STRUCTUBAL NOTES DETAIL OR RFIS USED REMARKS IHCiUDIHG y*r^-ft*r'**/ ' Zuf- 3 REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN / ' $tsf $ tt TESTS REQUIRED SITE TIME START . PERIOD _ SITE TIME FINISH / TRAVEL TIME VERIFIED BY *^^iI P(E) CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS | PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 0& 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 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 INSPECTOR /^TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLAN^(Y])(N) SPECS (@QJN) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REORT NO PG j OF CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR PRWECT NAME^ INSPECTION ADD 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 A*3)d Qfil-% ' 7~.$. 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WEATHER TEMPERATURE -J i 0 ,- SAMPLES TAKEN /!/«?/</»"" TESTS REQUIRED \/f £ <,'#<_ 1 (Jt - SITE TIME START J^L LUNCH PERIOD 7 <J ^SITE TIME FINISH TRAVEL TIME _& 1 53 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 / OR THE'hPPROVEQ PLA^IS SPECIRWjbNS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THEDEFICIENCY REPORT- ' -" ^ ' -' (o 7 Date of Report Pnnt Name ICBO Certification Number Or levfei JZ JS b ^ City / County Certification frumber Rev 7/97 Client Date REPORT OF ULTRASONIC INSPECTION Project WELD LOCATION AND IDENTIFICATIO SKETCH Couplant /?.£*. 0* -„., Calibration Blocks Frequency Surface Conditions hnician IsJiLA-iftr* (Indicate X-Y Markings) X Y MARKERS * Use Leg 1, II or II Level hnician Leve,-3L Interpreter Level * Gain in Db a b-c=d "Attenuat on in Db b-a-c=d vlARKS Signature Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 rSan Diego/Imperial County 7313 Carroll Rd Ste G San Diego, CA 92121 Tel 858 537 3999 Fax 8585373990 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 WORK $ INSPECTOR D TECHNICIAN AVAILABLE APPROVED PlAl SOIL REPORT (Y) (N) lQ|]j(N) SPECS\ (N) APPROVED SHOP DRAWING |Y) |H) ARCHITECT ENGINEEB(7Q?y C0r CONTRACTOR .-J[ T~ FOR WEEK ENDING PROJECT REPORT NO PG OF PLAN FILE NO PERMIT N SUB CONTRACTOR w-U-INSPECTION ADDRESS , i 030 t>aWo<d',e."A ADDRESS OF PROJECT U> REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK AT THE END OF THF. 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 TE Q> e- a ST REPORTS) CONTRACTORS EQUIPMENT /MANPOWER USED ", t\"2»-hevAjfisrls AREA GRID LINES PIECES OBSERVED 4" STRUCTURAL NOTES DETAIL OR RFIS USED SREMARKS INCLUDING MffTWGS V , REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION WEATHER TEMPERATURE SAMPLES TAKEN ( TESTS REQUIRED SITE TIME START <L LUNCH PERIOD _ SITE TIME FINISH —^&^C/C/ TRAVEL TIME VFRIFIFD I DO CERTIFY THAT I HAVE PERSONALLY OBSERVES ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPjjeSg&gKNS SPECIFICi^NSJ^ftf 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 r Corporate 2992 E La Raima Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800491 2990 San Diego/Imperial Coumy 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 92518 Tel 951 653 4999 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) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PR ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE NO PE SUB CONTRACTOR INSPECTION 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 MTKS 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 ^-7 „ ~ y ~n"7*i REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED ^r SITE TIME START . LUNCH PERIOD _ 0'*? <9 SITE TIME FINISH TRAVEL TIME £ f W W BY I DO CftflPY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS $fE APPROVED PLANS SPJCHtSATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT O7 Signature $4^ Date of Report ICBO Certrficatioo 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 Coui 7313 Carroll Rd Ste G San Diego CA92121 Tel 858 537 3999 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 SfclNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO REPORT NO PG OF CONTRACTOR -r- ,-JT, 0 . r-e irAT c? n PLAN FILE NO PERMIT NO SUBCONTRACTOR A fc M PROJECT »y C'£rf.pe/ INSPECTION ADDRESS ADDRESS OF PROJECT /3JgP - 1 c«.cf REPORTING RKQUIRL'MENTS ICBO HELD INSI'KCTION MANUAL/MTGi. SOIL MANUAL- RKV1KW PREVIOUS REPORTS AND LISTS IFTJIHJfi IS NON CONFORMING WORK AT THE END OF Til K WORK DAY OR MISSING MTRS AND Rl-TS ETC FILL OUT AND ATTACH A DEFICIHNCY RLI'OKT WHI_;N A DEFICIENCY YOURS OR A PKKVIOUS (NSW-CTOK s is CORRECTED so NOTK ON THI- ORIGINAL nwicihNCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT HO OR MATERIAL TEST REPORTS) A (o If CrV ^xXt?, &.£> ^-^r*(Y^^"Ax' CONTRACTORS EQUIPMENT/ MANPOWER USED £=>£*/" AREA fiR LINES PIECES OBSERVED ^ STRUCTURAL NOTES DETAIL OR RFIS USED -4- REMARKS INCLUDING MEETINGSARKS INCL O k></~ F«*- of fto* REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER °^TEMPERATURE ~J ^ _,. p. SAMPLES TAKEN TESTS REQUIRED SITE TIME START 7 sJ>-¥ LUNCH PERIOD SITE TIME FINISH S3° TRAVEL TIME .' :ji__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 7 / ol Date of Report ICBO Certification Number Print Name City / County Certification Number Rev 7/97 rCorporate 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 92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT REPORT NO PG OF CONTRACTOR PLAN FILE NO | PERMJim SUBCONTRAC / INSPECTION 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 -NO OR MATERIAL JEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER US6ff STRUCTURAL NOTES DETAIL OR RFIS USED *&-&-REMARKS INCLUDING MFfTWCS REWORK AS PERCENT OF ALL WQEK 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 / OR THE APPBOVEftftANS SPECIFICATIONS AND APPLiQ^E^Sie^ON OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification fJumber 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 f San Diego/Imperial County 7313 Carroll Rd Ste G San Diego CA92121 Tel 858 537 3999 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 WORK INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) |N) NDIN^, /ARCHITECT V, FOR W PROJECT NO ENGINEER REPORT NO PG OF CONTRACTOR~\J PLAN FILE NO SUB CONTRACTOI PROJECT NAM INSPECTION ADDRESS L\\ ADDRESS OF PROJECT-Ut\ 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) CONTRACTORS EQUIPMENT/ MANPOWER USED STRUCTURAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PBDJECTJ1QMBLEI1QI\L WEATHER C. TEMPERATURE S\5 U- A V\ ^J SAMPLES TAKEN /. TESTS REQUIRED M . 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 Af£ft8Vjip'ptANS SPECULATIONS HtJ&JwtffifaLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Namfe'City / County Certification Number Rev 7/97 r 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 858 537 3999 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 WO |NSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) A££HraCTVv FOR WEEK ENDING PROJECT NO ENGINEER DM REPORT NO PG OF CONTRACTOR PLAN FILE NO SUBCiWJv.i PERMIT Ni I REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS 1FTHEREISNON 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 RKPORT 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 ^S STRUCTURAL NOTES DETAIL OR RFIS USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT CQMPLEHOIM WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START LUNCH PERIOD SITE TIME FINISH TRAVEL TIME VERIFIED I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH[THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROVED PLANS SPECIFICATIONS^D/5^0CABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number Print Name r City / County Certification Number Rev 7/97 r r Corporate 2992 E La Palma 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 858 537 3990 Dispatch 888 844 5060 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 WOR NSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT^ U FOR WEEK ENDING PROJECT NO REPORT NO PG OF CONTRACTOR 1 . PLAN FILE NO SUBCO INSPECTION ADDRESS ADDRESS OF PROJECT U\ REPORTING REQUIREMENTS ICBO HELD INSPECTION MANUAL/MTGi. SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS IH 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 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 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 \jflTH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THE APPROy£B'PLAN£1 SPECIFICATIONS AND>^PULE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 71/7107 Date of Report Print Name 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 Count, 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 CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 FIELD REPORT TYPE OF WORK fj INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG S <=£=> CONTRACTOR i PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT r REPORJING'REQUIREMI-NTS ICBO FIELD INSPECTION MANUAL/MTGi. SOIL MANLAL - REVIEW PREVIOUS REPORTS AND LISTS IF THfilfp NON CONFORMING WORK AT THE END OF THE WORK DAY OR MISSING MTRS AND RFIS ETC FILL OUT AND ATTACH A DEFICIENCY REPORT WHEI'F/lijEFICIENCY YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK S REPORTS MATERIALISED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EQUIPMENT/ MANPOWER USED s r-fc-i-pf? ^fe^-— AREA GRID LINES PIECES OBSERVEDHt- ARKS INCLUDING MEHINQS Wrn4 REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER C-S- TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START SITE TIME FINISH TRAVEL TIME 2£>c? ^MV 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 / 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 Print Name City / County Certification Number Rev 7/97 Corporate c San Diego/Imperial County Inland Empiir..Los Angeles/Ventura County 2992 E La Raima Ave , Ste A 7313 Carroll Road Suite G 14320 Elsworth Street, Ste C101 13010 San Fernando Rd Unit 1 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 951 653 4666 Sylmar,CA91342 Tel 8188338100 Fax 8188330085 FIELD REPORT TYPE OF WORK PECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR REPORT NO ( ?ENGINEER PG CONTRACTOR PLAN FILE NO -CONTRACTOR ' INSPECTION 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 A,\D 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 ~JWAREA GRID L,NES REWORK AS PERENT OF ALL WORK TODAY. f PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE Q SAMPLES TAKEN /t/2?- TESTS REQUIRED &= SITE TIME START. LUNCH PERIOD _ •£SITE TIME FINISH TRAVEL TIME // 1 DO CERTIFY THAT 1 HAVE PERSONALLY OBSERVEOALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THt4TPR6EP PLANS SPECIFlQIWB^PfUCABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /CC Date ot Report ICBO Certification Number Print Name lity/County CertrficationiJumber Rev 7/97 San Diego/Imperial Counties 7313 Carroll Road Suite G San Diego CA 92121 Tel 858 537 3999 Fax 858 537 3990 Los Angeles/Anaheim 2992 E La Raima Ave Suite A Anaheim CA 92806 Tel 714 632 2999 Fax 7146322974 Inland Empire 14467 Meridian Pkwy Bldg 2A Riverside CA 92508 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT TYPE OF WORK INSPECTOR TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS (Y) (N) APPROVED SHOP DRAWINGS (Y) (N) ARCHITECT WEEKENDING ENGINEER CONTRACTOR REPORT NO PG PRQJECTNO OF PLAN FILE NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT /L/v 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 MSSING 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 REMAKRS INCLUDING MEETING.ft PC To ~I J~ o -i 2 x / f 3 - To REWORK AS PERCENT OF ALL WORK TODAY PERCENT PROJECT COMPLETION WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START "/7/" 0 LUNCHPERIOD SITE TIME FINISH TRAVEL TIME VERIFIED I DO CERTIFY THAT I HAVE PERSONNALY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND/QJTTHE APPROVED PLANS 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 Corporate ( 2992 E La Raima Ave Ste A Anaheim CA 92806 Tel 7141632 2999 Fax 714'632 2974 San Diego/Imperial County 7313 Carroll Road Suite G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland I 14320 Elsworth Street, Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT Los Angeles/Ventura County 13010 San Fernando Rd, Unit 1 Sylmar,CA91342 Tel 8188338100 Fax 8188330085 TYPE OF WORK INSPECTOR O TECHNICIAN /-' AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR^£EI««8KilG l~7U t (3 PROJECT NO ENGINEER REPORT NO PG OF / CONTRACTOR PLAN FILE NO SUB CONTRACTOR A- INSPECTION ADDRESS OF-PflOJE REPORTING REQUIREMENTS JCBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS JF 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 AREA GRID LINES PIECES OBSERVED STRUCTURAL NOTES DETAIL OR RFIS USED REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER <Z~ •*• •<• TEMPERATURE "7^5 SAMPLES TAKEN TESTS REQUIRED SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME J / I DO CERTIFYTHAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / OR THTAPPW^ED PLANS. SPfCWetfTljJf^sV^APPUCABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED (N THE DEFICIENCY REPORT /#7 Date of Report Print Name I(?BO Certification Number /I ? County Certification Number Rev 7/97 Corporate v, 2992 E La Palma Ave Ste A Anaheim, CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Count> 7313 Carroll Rd Ste G San Diego CA92121 Tel 858 537 3999 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 D INSPECTOR DTECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG OF CONTRACTOR PLAN FILE NO SUB CONTRACTOR (grLe, INSPECTION ADDRESS PROJECT NAMEk ADDRESS OF PROJECT REPORTING REQUIREMENTS !CBO 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) CONTRACTORS EQUIPMENT/ MANPOWER USED STRUCTl/RAL NOTES DETAIL OR RFIS USED REMARKS INCLUDING MEETINGS:*<"Ggr? REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED 1 £~>&-\ £> H Y \~2- SITE TIME START ..£SITE TIME FINISH TRAVFI TIUF ~«"^ ' KVl 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 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 714:632 2974 Dispatch' 800 491 2990 San Diego/Imperial County 7313 Carroll Rd Ste G San Diego CA92121 Tel 8585373999 Fax 8585373990 Dispatch 8888445060 FIELD REPORT FIREPROOFING THICKNESS TESTS Inland Empire*"^ 14467 Meridian Pkw.Bldg 2 A Riverside CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 MEASUREMENT LOCATIONS MEASUREMENT PROCEDURES MEMBER Columns Beams Decking & Walls Density D ASTM E605 2 sets of 12 (#1 thru #12) 2 sets of 9 (#1 thru #9) 1 set of 10 (#1 thru #10) 1 set of 10 (144 sq inches) T% UBC 438 1 set of 6 {#4, #5, #7 #8, #9 & 11) 1 set of 5 (#4, #5 »7, #8 & #9) 1 set of 5 (#1 thru #5) 1 set of 10 (144 sq inches) _V!Acceptance all measurements > spec 1/8", ana average > spec (measurements > spec +1/8" not to be used in average) FES NO LOCATION 10 11 12 AVG SPEC WZI*HH RUMAJZV 'I V I'fe 'fe I'fe I" WZMxIl?34 \' r I" *£ 74" P.D \P/g C.. 8/0,6"S* JD q?TQ PiO£2 z""\ JHK & A Form J 25 3 O0 CD O 2 O CD £ Q. "TI O 0 CD O =O CD O O- 0"~T^r~6'X1&-X r (\. I\ xj " " ~^ -^~*>. 0^ 3 O 0 CD O =O (D O Q- "* w c"Ui 2S ^ 4 o' "«03^5,^i (r-^*J~7 V^- " oy r^/\* vj^. " 3 o 0 CD O =O » O Q- "" | c 0 rvf O^ si -^ fs G>*"T"A1T_f f-*^fX^j ^ ^ •- " s/^ 1^^«— L •; TI Q o ca o = O CD O O-"•I ft) •-• in,3! op 3 "^ \ w 1 C/) D0) 0)3 rocFQ.3»i?N 3(D 13 (D cn H "D —"1 Oo *• CT 3 (D (D(A (AU> r §°a& fl ^3(D n "« 0 0| (D 0 C) H 1 £ (Q S D &§(/> (A C 05" < TI ,-,ro 5 2-£. 31 CDa c0)CD r -, rL! 0 f 11 I f 0)oro S 1 c 05 O 3CDOCDT3OO^5(Q tf0 fl C/> D C CDcr =• O CDS 3 &)O CD % n) w S °" "S «_. CD r* r\ ^ - - Mr ^^ t-^p— s 5. ^si IR-j ? ^ 73O rCorporate 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 CA92121 Tel 858 537 3999 Fax 8585373990 Dispatch 888 844 5060 FIELD REPORT Inland Empire 14467 Meridian Pkw Bldg 2 A Riverside CA92518 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 A hAulTlPOC-POSg TYPE OF WORK &ARCHITECT Tjl ENGINEER D INSPECTOR D TECHNICIAN CONTRACTOR SUB CONTRACTOR P^UVCJA. ? INSPECTION ADDRESS AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING REPORT NO PG OF PLAN FILE NO PERMIT NO PROJECT NAME K\o< ADDRESS OF PROJECT REPORTING REQUIREMENTS JCBO HELD 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 JS 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 REMARKS INCLUDING MIETIHSS REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START 31 SITE TIME FINISH TRAVEL TIME _>A\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 12. 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 Rd Ste G San Diego, CA 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empire 14467 Meridian Pkw Bldg 2 A Riverside CA 92508 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT o*-|Z-e>? FIREPROOFING THICKNESS TESTS &6Z-H - A°& i 2 : TEST NO * ^ ^T "^ ^e ¥ *• MEASUREMENT LOCATIONS 11If!Ls^ryp r U~/'f~Jj} f ff} t 4 5 HOz.,< LOCATION $eo.*«*fl«_ H/fc 1 ft £>.Q ^>l7£' Cci_ fi/¥ TV"? iDXIt?*^ COi_ TV*. 10*10 r3/8ae>(-. Cr 7d? / T-1/ C?l I \0j fl o PltX* CLf)\ F/10IB00 P\9E- C0u- wiMirSS COL- > ) — t — 6 0 9 B MEASUREMENT PROCEDURES MEMBER Columns Beams Decking & Walls Density D ASTM E605 R UBC 438 2 sets of 12 (#1 thru #12) 1 set of 6 (#4, #5, #7, #8, #9 & 11) 2 sets of 9 (#1 thru #9) 1 set of 5 (#4, #5, #7, #8 & #9) 1 set of 10 (#1 thru #10) 1 set of 5 (#1 thru #5) 1 set of 10 (144 sq inches) 1 set of 10 (144 sq inches) Acceptance al measurements > spec 1/8", and average 5 spec (measurements ? spec + 1/8" not to be used in average) 1 |3/g jYuj \ )'/(f l% lvert/ 2 \^ \{L\ 1*1 [Vg '/C| 't 't / 3 \\\y&5fe \Sf 1%r^rt/ 4 I4f I''*! |?/6 Vg l?fe 1 ^'fe 1't 1 lyty 5 1 "5/12 3& !/8 l?/fe Vii % \ 1 3^3 6 % "MVii //4i % 't I '/ / 7 I'£ VM P/0 V£ I3fe 't 't l3/f 8 \]'s \ l'^ % lVg 1% tfz_r/z- 9 / / / / / / / ?/g 10 / / / / / / / / 11 / / /~ / / / / T4. 12 / / / / / / / / AVG /(I I ty "l % % \% \ \ SPEC 1*1 r/H r/d< 1^4 1% ]ly^ 1V/M l/r^ Corporate \ 2992 E La Palma Ave Ste Anaheim CA 92806 Tel 7146322999 Fax 7146322974 Dispatch 800 491 2990 San Diego/Imperial Coun 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 WORK CD INSPECTOR DTECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO PG / OF 7 CONTRACTOR PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME C&fr&r INSPECTION ADDRESS ADDRESS OF PROJECT 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 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 Mio £ TO •IVtl) / H/< t.O ^TP. Pt?£. STRUCTURAL NOTES DETAIL OR RFIS USED CfrAL>/ REMARKS INCLUDING MEETINGS ~ G. REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START. LUNCH PERIOD _ & (2s SITE TIME FINISH J^ TRAVEL TIME ^ Kl ^u".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 K / Date of Report ICBO Certification Number Pnnt 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 888 844 5060 FIELD REPORT FIREPROOFING THICKNESS TESTS Inland Empire 14467 Meridian Pkw.Bldg 2-A Riverside, CA 92508 Tel 951 653 4999 Fax 951 653 4666 Dispatch 800 491 2990 MEASUREMENT LOCATIONS MEASUREMENT PROCEDURES MEMBER Columns Beams Decking & Walls Density D ASTM E605 2 sets of 12 (»1 thru »12) 2 sets of 9 (#1 thru #9) 1 set of 10 (#1 thru »10) 1 set of 10 (144 sq inches) G?UBC 438 1 set of 6 (#4, #5, #7, #8, #9 & 11) 1 set of 5 {#4, #5, #7, #8 & #9) 1 set of 5 (#1 thru #5) 1 set of 10 (144 sq inches) A'ccepTanc'e' ail"measurements > spec 1/8", and average > spec (measurements > spec +1/8" not to be used in average) FES NO LOCATION 10 11 12 AVG SPEC r I'/f 'i,\ 0/3.1 Cou 2Mf O O STf.IC/H I'M V'H '*! JS" t.t> "STO Z r \ C.OL Z'fe C-OU fi" Kt>. 5TS 'W 1% '4.("Y •L MAw J'4,I'm MOT JHK & A Form J 25 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 CA92121 Tel 858 537 3999 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 WORK O INSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (V) (N) SPECS (Y)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT ENGINEER REPORT NO PG PLAN FILE NO PERMIT NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS 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 AREA GRID LINES PIECES OBSERVED UfeefetlJLG- 1 V) ZM*PS2. VEKSfe -_ KioTUlM^r- RK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START . LUNCH PERIOD 1-7 <9O SITE TIME FINISH I £- TRAVEL TIME %O Ml 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 Date of Report ICBO Certification Number Print Name 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 92121 Tel 858 537 3999 Fax 858 537 3990 r*'Inland Empiu. 14320 Elsworth Street Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT Los Angeles/Ventura County 13010 San Fernando Rd Umt1 Sylmar, CA91342 Tel 8188338100 Fax 8188330085 TYPE OF WORK INSPECT D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) Kf NOREPOKf NO PG OF. , CONTRACTOR SUBCONTRACTOR -> .y-> .c *~WSrtf- INSPECTION ADDRESS AtfDRESS 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 DFJFICIENC Y YOURS OR A PREVIOUS INSPECTOR S IS CORRECTED SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEKK 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 U •/- REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE "J $ SAMPLES TAKEN TESTS REQUIRED ^ -«£• SITE TIME START. LUNCH PERIOD _ SITE TIME FINISH TRAVEL TIME -H- I DO CERTIFY THAT I HAVE PERSONALLY OBSERVET^WJF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND /-9R4UE APPROVED PLANS^SPECI5ICAI101^AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT eft i f* Date of Report -t^ee- Certification Number Print Name /CityT'County Certification Number Rev 7/97 r^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 92121 Tel 858 537 3999 Fax 858 537 3990 Inland Empiv - 14320 Elsworth Street Ste C101 Moreno Valley CA 92553 Tel 951 653 4999 Fax 951 653 4666 Los Angeles/Ventura County 13010 San Fernando Rd, Unit 1 Sylmar CA91342 Tel 8188338100 Fax 8188330085 FIELD REPORT TYPE OF WORK ~*«SPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ENGINEER REPORT NO P6 "1 CONTRACTOR PLAN FILE NO SUBCONTRACTOR INSPECTION ADDRESS ADDRESS OF PROJECT 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 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 ^,/$A*X (tJ &J&K. STRUCTURAL NOTES tei&0, REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED &• X f 1 **3= SITE TIME START _ / /fa¥L LUNCH PERIOD SITE TIME FINISH 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 /JW-ffltiyPROVED PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICB5 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 !SPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) FOR WEEK ENDING PROJECT N ENGINEER.REPORT NO PG CONTRACTOI PLAN FILE NO SUB CONTRACTOR PROJECT NAME INSPECTION ADDRESS., REPORTING REQUIREMENTS ICBO FIELD INSPECTION MANUAL/MTGL SOIL MANUAL- REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON CONFORMING WORK ATTHE END OFTHE WORKDAY OR MISSING MTRS AND RFIS ETC 1-ILLOUTAND 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 INCLUDING WffTWfiS *~i\ — REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLETION. WEATHER TEMPERATURE SAMPLES TAKEN TESTS REQUIRED SITE TIME START __?'. LUNCH PERIOD SITE TIME FINISH S 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 TKE-AEBBGvID PLANS SPECIFJ£AT40NS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 7 /2- 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 CA92121 Tel 858 537 3999 Fax 858 537 3990 cInland Empi) 14320 Elsworth Street Ste C101 Moreno Valley, CA 92553 Tel 951 653 4999 Fax 951 653 4666 FIELD REPORT Los Angeles/Ventura County 13010 San Fernando Rd Unit 1 Sylmar CA91342 Tel 8188338100 Fax 8188330085 TYPE OF WORK >&iNSPECTOR D TECHNICIAN AVAILABLE SOIL REPORT (Y) (N) APPROVED PLANS (Y) (N) SPECS (Y) (N) APPROVED SHOP DRAWING (Y) (N) REPORT NO PG OF / SUB CONTRACTOR / ADDRESS OF PmjECT 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) CONTRACTORS EQUIPMENT/ MANPOWER USED AREA GRID LINES PIECES OBSERVED REMARKS INCLUDING REWORK AS PERCENT OF ALL WORK TODAY.PERCENT PROJECT COMPLELON. WEATHER TEMPERATURE ( SAMPLES TAKEN TESTS REQUIRED 4*0. SITE TIME START -n-SITE TIME FINISH TRAVEL TIME VERIFIED I DO CERTIFY THAT 1 HAVE PERSONALLY OBSERVEIXALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS AND / O'RTFORPBO'VED PLANS SPEDPICXLIOJ&AWCI 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 EsGil Corporation In (Partnership with government for <Bmfding Safety DATE 8/17/O6 a APPLICANT x-Hi^jtjKI^^ JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 061927 SET II PROJECT ADDRESS 1330 Poinsetta Lane PROJECT NAME Retaining Walls at North Coast Calvary Chapel AJ 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 D REMARKS By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 8/10 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 EsGii Corporation In (Partnership with government for (Buihfing Safety DATE 7/19/06 Q APPLICANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 061927 SET I PROJECT ADDRESS 1330 Poinsetta Lane PROJECT NAME Retaining Walls at North Coast Calvary Chapel J 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 IXl 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 X] The applicant's copy of the check list has been sent to James Thayer 9891 Irvine Center Dr Suite 140 Irvine, CA 92618 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 James Thayer Telephone # 949-831-8110 2o/Date contacted " 2o° <* (by&& ) Fax # <?<jq - <7_57- A Mail Telephone ^F:ax \/In Person REMARKS By David Yao Enclosures Esgil Corporation D GA D MB D EJ D PC 7/11 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 *• (858)560-1468 4 Fax (858) 560-1576 City of Carlsbad 061927 7/19/O6 GENERAL PLAN CORRECTION LIST JURISDICTION City of Carlsbad PROJECT ADDRESS 1330 Poinsetta Lane DATE PLAN RECEIVED BY ESGIL CORPORATION 7/11 REVIEWED BY David Yao PLAN CHECK NO 061927 DATE REVIEW COMPLETED 7/19/06 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 • To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located on the plans Have changes been made not resulting from this list? Yes No City of Carlsbad O61927 7/19/06 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 3 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 4 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation Section 106 3 3 5 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 6 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report) 7 Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation 8 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" 9 Show height of retained earth on all foundation walls City of Carlsbad 061927 7/19/06 10 Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements 11 The site plan (A010a) reference some of the retaining wall details Does the retaining wall without the reference not been used'? Please clarify 12 Does the drainage on the back of the retaining wall comply with the recommendation from the soil report? Please check 13 The calculation for the 9 feet retaining wall with level and slope backfill shows the top stem reinforced with #5@16"oc Detail 4,9/5501, 4,9/8502 shows #4(o)16"oc Please check 14 Note on sheet S501 shows all retaining walls are sized for wheel load surcharges The calculation did not show any surcharge load Please check 15 Page 28 of the calculation for the retaining wall shows toe width is 4 75 feet, heel width is 2 5 feet and total footing width is 7 25 feet Detail 10/S502 shows different information 16 The footing size for retaining wall 11', 9', 5' and 3' are different between the calculation and detail 5, 4, 2,1/S502 Please check 17 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 David Yao at Esgil Corporation Thank you f City of Carlsbad O61927 7/19/O6 «tf- (#02 ££"58 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO 061927 PREPARED BY David Yao DATE 7/19/O6 BUILDING ADDRESS 133O Poinsetta Lane BUILDING OCCUPANCY TYPE OF CONSTRUCTION (BUILDING PORTION retaining walls Air Conditioning Fire Sprinklers TOTAL VALUE Junsdidion Code AREA (Sq Ft) 6900 cb Rlrin Pwmffr FBF hv OrHmanrA JWWS Valuation Multiplier 1774 By Ordinance Reg Mod VALUE ($) 122,406 122,406 $617 40 Plan Check Fee by Ordinance Type of Review E DRepefahveFee^Repeats. _y Comments Complete Review D Other Q Structural Only D Hourly JHour' Plan Revl«w Fae $40131 $345 74| Sheet 1 of 1 macvalue dcx: ZOO/ TOO d 6E LI OOOZ ET City of Carlsbad O61927 7/19/06 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PLAN CHECK NO 061927 PREPARED BY David Yao DATE 7/19/O6 BUILDING ADDRESS 133O Poinsetta Lane BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION I 1 retaining walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 6900 cb Valuation Multiplier 1774 By Ordinance Reg Mod VALUE ($) 122,406 122,406 Hdg Permit Fee by Ordinance dMJ Plan Check Fee Dy Ordinance Type of Review D Repetitive FeeJ=Repeats Complete Review D Other ,-, Hourly Structural Only ] Hour Esgll Plan R«vl«w Fae Comments $617 401 $401 311 $345 74| Sheet 1 of 1 macvalue doc 200/ TOO €6E 0003 ET City of Carlsbad Pub I i c Wo r ks C— E n g i n e e r i n g BUILDING PLANCHECK CHECKLIST RETAINING WALL BUILDING PLANCHECK NUMBER CB BUILDING ADDRESS / 33® f 7 PROJECT DESCRIPTION Retaining Wall ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans information and/or specifications provided in your submittal therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached as failure to comply with instructions in this report can resulUn suspension of permit to build Date DENIAL Please see the,attached report of deficiencies marked withJsi 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 ATTACHMENTS Right-of-Way Permit Application ENGINEERING DEPT CONTACT PERSON NAME JOANNE JUCHNIEWICZ City of Carlsbad ADDRESS 1635 Faraday Avenue Carlsbad, CA 92008 PHONE (760) 602-2775 H VWnRrannr.mf-.HKI S-nPcummj Wall RmMlng Plan,-*,.,-!, rirlo Pn™ I I H™ 1635 Faraday Avenue «• Carlsbad, CA 92OO8-7314 • (76O) 602-2720 • FAX (76O) 6O2-8562 BUILDING PLANCHECK CHECKLIST RETAINING WALLS -|STV Q Q oND/ Q oRD/O Q 1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures (dimensioned from street) C Property Lines 2 Show on site plan A Drainage Patterns B Existing & Proposed C Existing Topography Include on title sheet A Site Address B Assessor's Parcel Number C Legal Description D Grading Quantities Cut _ D Easements E Retaining Wall (location and height) (Grading Permit and Haul Route Permit may be required) 4 Project does not comply with the following Engineering Conditions of approval for Project No Conditions were complied with by Date MISCELLANEOUS PERMITS 5 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 A separate Right-of-Way issued by the Engineering Department is required for the following Please obtain an application for Right-of-Way permit from the Engineering Department Page 1 \\LASPALMAS\SYS\LIBRARY\ENG\WORD\OOCS\CHKLST\Retaining Wall Building Plancheck Cklsl Forni JJ doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER TB ad- /DAT! ADDRESS / RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE ENGINEER DATE 08/08/2006 15 29 7142202122 QPI PAGE 02/02 GEOTECHNICAL PROFESSIONALS INC August 8, 2006 North Coast Calvary Chapel 7220 Avenida Enemas, Suite 204 Carlsbad, California 92009 Attention Mr Jack Shubm Project Manager Subject Review of Foundation Plans North Coast Calvary Chapel Building Project NEC of Pomsettia Lane and Aviara Parkway Carlsbad, California GPI Project No 2015 C Dear Mr Shubm In accordance with the request of Mr Alan Rinderer of Timeless Architecture, we have reviewed the retaining wall plans prepared by Timeless Architecture for the proposed Multi-Purpose Building/Family Center at the subject site Specifically, we reviewed Sheets S501, S502, and A010a dated July 26,2006 In addition to the active soil pressure, the walls should be designed for any surcharges for pavements and slopes behind the walls If the top of the building footings project at 1 1 into any retaining wall, a uniform lateral pressure equal to one-third of the anticipated foundation pressure should be added to the wall All walls should be backfilled with select, granular fill Based upon our review, the retaining wall design substantially conforms to the recommendgtions provided in our geotechnical investigation report dated March 2, 2005 Based upon our review of the plans, we take no exception provided the plans are reviewed and approved by the project civil engineer The opportunity to be of service is appreciated If you have any questions, please call Very truly yours, Ge<als Inc. Donald A Cords, Associate DAC sph cc Mr Alan Rinderer, Timeless Architects AUG - 8 2006 2015-C-02L (8/06) 5736 Corporate Avenue • Cypress, CA 9O©3O • (714] aSO-SS11 FAX [71 A} 1-3 rr? 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 2015! 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 3 4 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 441 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 4 10 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 2015-1 03R (3/05) r 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 r 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 Kjj •ti 2015-I03R (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 Avana 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 wmgwalls 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 Mum-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 l?n. 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 2015-1 03R (3/05) | t;.i North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California _ GPI Project No 20151 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 1 3 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 pe reviewed the information provided in the reports Iff, A geotechnical investigation was previously performed at the site (Reference 1 and 2) We E ,v 2015 I 03R (3/05) J- Bl North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 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 1 3 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 ST; Proposed Building Project Carlsbad California GPI Project No 20151 ^ 3 0 SITE CONDITIONS ™ . 31 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 p 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 f], 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 _, A 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 32 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 12% 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 Iff 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 12% 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) •y I I I 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) H I North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 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 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 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-I03R (3/05) 7 I I I I I I p North Coast Calvary Chapel March 2 2005 I Proposed Building Project Carlsbad California GPI Project No 2015 I p. .-< mitigate differential settlements and long-term fill settlement f* £ • 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, P between the base of the footing and the face of the slope • We recommend that MSE walls be avoided under structures as lateral displacements p inherent in these types of walls could result in settlement of buildings Retaining walls U 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 P foundations to avoid surcharging the wall GPI should review the geotechnical aspects I* of the design of the walls when details are available jf? • The footings for the parking structure will be founded on bedrock and a variable L< 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 P than 5 feet of fill will remain between the bottom of the footing and the top of the 1,5 bedrock The recommendation is intended to help mitigate the potential differential settlements Survey control during grading will be needed to document the elevation of |T the bedrock during removals • As noted in the geologic assessment of the site, the bedrock encountered in our 0 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 Weerecommend that our geologist be on-site during the excavation of the new access road into the site to confirm the actual subsurface conditions encountered 0 » 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 g'3J jy • 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 2 1 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 2015-1 03R (3/05) 8 I I •i 1 I li I I I! 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 422 Strong Ground Motion Potential I rI, 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 423 Ground Rupture There are no known active faults crossing or projecting toward the site The site is not located in an Alquist-Priolo Earthquake Fault Zone Based on this information, the potential for ground rupture at the site is considered remote 424 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 iis 425 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 li fffi, 2015-I03R (3/05) 9 North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 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 431 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 432 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 p If any building pad areas will be located on a cut-fill transition, we recommend the cut side of the 's.s 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 f mitigate potential differential settlement li 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 I I I 2015-1 03R (3/05) 10 I I I I I I North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 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 12Vz 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/compactton 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 IIP? 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 p 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 I I I I If I I I North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 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 433 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 434 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 fe 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 I 2015-1 03R (3/05) 12 I. North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 435 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 l|,. 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 J wide with a minimum of 4 feet vertically between benches within firm natural ground, competent |? bedrock or engineered compacted fill 436 Shrinkage and Subsidence I Vs I I I I £-' 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 •f! large earthmoving equipment For earthwork volume estimating purposes, an average I* 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 "IS vegetation, debris, or existing underground structures Actual shrinkage and subsidence will depend on the types of earthmoving equipment used and should be determined during grading Iff•|| 437 Trench and Retaining Wall Backfills |i I I 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 20151 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 438 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 j7 requirements should be reworked and tested prior to placement of any additional fill L A geologist should observe the conditions exposed during the mass excavation If conditions 'p are different than expected, alternate recommendations, based on the actual conditions11 ' encountered, may be required 1 4 4 FOUNDATIONS El•i!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 mi. 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 442 Allowable Bearing Pressures li I II 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 IIP L piIk 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 Peck 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 444 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 Y* 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 about % to 3A 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 445 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 jf? 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 446 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 447 Footing Excavation Observation Prior to placement of concrete and steel, a representative of GPI should observe and approve all footing excavations III I 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 2015-1 03R (3/05) 16 I I E I 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 affectfng 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 1/2-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) Fora 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-I03R (3/05) 17 North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 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 dram 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 11 4 7 SLOPES f. Based on the available information, the cut slopes descending to Aviara Parkway and I, 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 p 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 IP blanketed with a new zone of compacted fill, properly benched into the existing slope This 1^ 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/Hnch gravel The backdram pipe may be 4-inch 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-inch 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-I03R (3/05) 18 i 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 410 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 — — |r•isii I 2015-I03R (3/05)19 North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2 2005 GPI Project No 20151 PAVEMENT SECTION I I PAVEMENT AREA Asphalt Concrete Collector Light Industrial Secondary Arterial Major Arterial ASSUMED TRAFFIC INDEX 6 7 8 85 SECTION THICKNESS (inches) ASPHALT CONCRETE 4 4 4 5 AGGREGATE BASE COURSE 6 6 7 6 The pavement subgrade underlying the aggregate base or concrete should be properly prepared and compacted in accordance with the recommendations outlined under "Subgrade Preparation" The concrete used for paving should have a modulus of rupture of at least 550 psi (equivalent to an approximate compressive strength of 3,700 psi) at the time the pavement is subjected to truck traffic The pavement base course should be compacted to at least 95 percent of maximum density (ASTM D-1557) Aggregate base should conform to the requirements of Section 26 of the California Department of Transportation Standard Specifications for Class II aggregate base (three-quarter inch maximum) or Section 200-2 of the Standard Specifications for Public Works Construction (Green Book) for untreated base materials, except processed miscellaneous base The above recommendations are based on the assumption that the base course and compacted subgrade will be properly drained The design of paved areas should incorporate measures to prevent moisture build-up within the base course which can otherwise lead to premature pavement failure For example, curbing adjacent to landscaped areas should be deep enough to act as a barrier to infiltration of irrigation water into the adjacent base course 4 11 GEOTECHNICAL OBSERVATION AND TESTING We recommend that a representative of GPI observe all earthwork during construction to confirm that the recommendations provided in our report are applicable during construction The earthwork activities include grading, compaction of all fills, subgrade preparation, pavement construction and foundation excavations If conditions are different than expected, we should be afforded the opportunity to provide an alternate recommendation based on the actual conditions encountered it I 2015-I03R (3/05)20 I I t; 1C I: Ir I r r* j- 1C ic 1C E c 1C North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2 2005 GPI Project No 2015 I 5 0 LIMITATIONS The report, exploration logs, and other materials resulting from GPI's efforts were prepared exclusively for use by North Coast Calvary Chapel and their consultants in designing the proposed development The report is not intended to be suitable for reuse on extensions or modifications of the project or for use on any project other than the currently proposed development as it may not contain sufficient or appropriate information for such uses If this report or portions of this report are provided to contractors or included in specifications, it should be understood that they are provided for information only Soil deposits may vary in type, strength, and many other important properties between points of exploration due to non-uniformity of the geologic formations or to man-made cut and fill operations While we cannot evaluate the consistency of the properties of materials in areas not explored, the conclusions drawn in this report are based on the assumption that the data obtained in the field and laboratory are reasonably representative of field conditions and are conducive to interpolation and extrapolation Furthermore, our recommendations were developed with the assumption that a proper level of field observations and construction review will be provided by GPI during grading, excavation, and foundation construction If field conditions during construction appear to be different than is indicated in this report, we will need to assess the impact of such conditions on our recommendations If construction phase geotechnical services are provided by others, the use of this report and its contents will be solely at their risk In addition, the firm will need to accept full responsibility for all geotechnical aspects of the project, including the recommendations contained herein Our investigation and evaluations were performed using generally accepted engineering approaches and principles available at this time and the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical engineers practicing in this area No other representation, either expressed or implied, is included or intended in our report Respectfully submitted, GeotecrwHcal Professionals ln( No GE 2529 I m Exp 6/30/07 / 33 Donald A Cords, G E Senior Enamee Thomas G Hill, C E G Consulting Engineering GeqlpgfeteD James E Principal 2015 I 03R(3/05) North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 20151 REFERENCES 1 Leighton & Associates, Inc, February 13, 1998 (Revised May 14, 1998), "Geotechnical Investigation, Proposed Carlsbad Commercial Site, Carlsbad, California," Project No 498005-001 2 Leighton & Associates, Inc , January 27, 2004, "Update Geotechnical Evaluation, Proposed North Coast Calvary Chapel Northeast of the Intersection of Pomsettia Avenue and Aviara Parkway, Carlsbad, California," Project No 980005- 003 3 Tan, S S , and Kennedy, M P , 1996, "Geologic Maps of the Northwestern Part of San Diego County, California, Plate 2, Geologic Maps of the Encmitas and Rancho Santa Fe 7 5' Quadrangles," California Division of Mines and Geology, Open File Report 96-02, Map Scale 1 24,000 |f, 4 Blake, T F (1989), "EQFA UL T, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults," Unpublished Private Program Updated 2000 5 Blake, T F (2000), "FRISKSP, A Computer Program for the Probabilistic Estimation of Uniform-Hazard Spectra Using Faults as Earthquake Sources, User's Manual," Version 4 00 6 City of Carlsbad (2004), "Standard Drawings," Department of Public Works, Supplemental Standard No GS-17, June, 2004 II IE IL I 2015-I-03R (3/05) .FW-iTTse ,'•'.'.'Vi (\U,vliiV' " .. JL,».- t^.Jl 8 Carlsbad .%'»U *i- *".-^.^--- cs • ir-^'/-^•<, *,-,, -4T-f*fe '/ ^ " -':'"'>t - ^^i-:^-?' ' ': |L*[Li1w) ': • ^"'^rok^;?--, ' ''ff,f^^i^''-:^> '!£/ (I _-> \ \S,r— f/ \ .~ ^ \\^1 ^"iji ttfULM r- ' -siQ---' - ' ^i;'\ ^\ ' -iL • ' Si-i1?1,^" "H // '< '-~—"~i/ )r^\\^^/\\,;:• 1 .•• .-^^• /fe^; ^l;r5//^t^'^\\ ¥--v^>^- -/ -----\.:^/:St• W^^%"vf • •"; '& ^:n^-" "U^^^^^^^^^^™^,';, , = '.;:',;; I* )/^ :;'-/'-:''•'. "'.'.-':- V •'-•.::.;:': ••:'-'-'V SITE LOCATION MAP REPRODUCED FROM MS STREETS 98 GEOTECHNICAL PROFESSIONALS INC NCCC-CARLSBAD GPI PROJECT NO 20151 NO SCALE SITE LOCATION MAP FIGURE 1 I IL t I 1 \% " A ' '^ : '• '"AVx v "PARCEL J\ ~no'K B-1 EXPLANATION APPROXIMATE LOCATION AND NUMBER Q{PROVIDED BY ODAY CONSULTANTS DATED DECEMBER 2003 1 • 1 •*.. ..; LP:1 APPROXIMATE LOCATION AND NUMBER OlI I SITE PLAN FIGURE 2B s \->y\\ ^\v! Av^v^,>./> *\x \ s , *x\\.v ,. • i, • ' i .--.?,.' • Hi- B-1 + EXPLANATION APPROXIMATE LOCATION AND NUMBER OF.'ROVIDED BY O DAY CONSULTANTS DATED DECEMBER 2003 7P-- APPROXIMATE LOCATION AND NUMBER OF— UNDOCUMENTED FILL SITE PLAN (FIGURE 2A FINAL NATURAL SLOPE LIMITS OF FINAL EXCAVATION •TOE OF SLOPE SHOWN ON GRADING PLAN 10* TYPICAL BENCH WIDTH VARIES COMPETENT EARTH MATERIAL TYPICAL BENCH HEIGHT16' MINIMUM BASE KEY WIDTH MINIMUM DOWNSLOPE KEY DEPTH PROVIDE BACKDRAIN AS REQUIRED PER RECOM- MENDATIONS OF SOILS 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 I GPI PROJECT NO GEOTECHNICAL PROFESSIONALS INC NOT TO SCALE FILL SLOPE ABOVE NATURAL GROUND DETAIL FIGURE 3 FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAL FOOT APPROVED FILTER R OCK*OR 3 CUBIC FEET PER LINEAL FOOT OF 3/4' GRAVEL WRAPPED IN NON-WOVEN FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) COMPACTED FILL 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 1' 3/4" 3/8' N0.4 NO.30 NO.50 NO.200 100 90-100 40-100 25-40 5-15 0-7 0-3 GEOTECHNICAL PROFESSIONALS INC PROJECT NO NOT TO SCALE TYPICAL BACKDRAIN DETAIL FIGURE I I r 1C IT I I I! IJFT. I APPENDIX A i r I•i I. I Ir L Ifi>. North Coast Calvary Chapel March 2 2005 Proposed Building Project Carlsbad California GPI Project No 2015 I I: 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- inch In addition, relatively disturbed bulk samples were obtained at various depths IPi; ^ | T;f |) I I I I I I I 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 li 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 2015-1 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 71/2-8 0-1/2 1/2-3 3-4 0-121/2 121/2-13 GROUND SURFACE ELEV (ft) 291 305 295 281 MOISTURE CONTENT 131% @ 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 Santiago 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 Santiaqo 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 Santiaqo 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 -contmued- 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 1-31/2 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 Residua! Soil Silty Sand (SM), dark brown, very moist, very loose, with trace of clay Santiago 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 Santiaqo 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- t t t: I.. i i i i TEST PIT NO TP-9 TP-10 TP-11 TP-12 DEPTH (ft) 0-1 1-3/2 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 20151 •ii I f•fci 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 1 1 0% @ 3-4 ft 79% @ 7-8 ft DESCRIPTION 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 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 Santiaqo Formation Sandstone (SM), yellow brown, moist, dense Sandstone (SP-SM), mottled yellow brown - beige, moist, dense Total Depth 8 feet I I 2015l-03Xdoc(3/05)A-5 North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2 2005 GPI Project No 20151 1C I: E E E E C II 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 I 2015-I-03X doc (3/05)A-6 North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2 2005 GPI Project No 20151 TABLE A-1 LOGS OF TEST PITS -contmued- I I 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 I i i 2015-I-03X doc (3/05)A-7 MOISTURE(%)88 49 81 1b 1 DRY DENSITY(PCF)114 105 124 \\2.PENETRATIONRESISTANCE(BLOWS/FOOT)1 Push 8/11" 8/9"SAMPLE TYPED D .._... ~D~ IE%± 10- 15- 20- DESCRIPTION OF SUBSURFACE MA TERIALS This summary applies only at the location of this boring and at the time of drilling Subsurface conditions may differ at other locations and may change at this location with the passage of time The data presented is a simplification of actualconditions encountered ____. ~=:==- -=^~ ^^~ SAMPLE TYPES DATE DRILLED [C] Rock Core 1-27-05 [S] Standard Split Spoon EQUIPMENT USED (5) Dr,ve Sample 30 Bucket Auger P Bulk Sample GROUNDWATER LEV ffl Tube Sample Perched water at 7-! Undocumented Fill SILTY SAND (SM) dark brown, very moist, very loose, trace clay, fine to medium grained sand @ 4 to 5 feet, metal fragments Residual Soil SILTY SAND (SM) dark brown, moist, very loose, minor pmhole porosity, fine grained sand @ 8 feet, water, perched on bedrock contact Santiaqo Formation SANDSTONE (SM) yellow-brown and light olive-grey, moist, very dense, mottled, fine grained sand i@ 20 feet, moist to very moist, dense, trace clay and r \cobbles (well-rounded) / Total Depth 20 feet Hole belled and caved from 6 to 9 feet Backfilled with cuttings and tamped ^^^[""Hl PROJECT NO 201£ELEVATION(FEET)280 275 270 265 I =?Y EL (ft) LOG OF BORING NO B-1 ifeet FIGURE A-1 MOISTURE(%)92 67 193 176 72 £ COzcrHI CJ Qo.£a 115 116 108 104 PENETRATIONRESISTANCE(BLOWS/FOOT)1 8/8" 8 3 8/10"SAMPLE TYPED D B D D B U &s£ 5- 10— 15- 20- 25- DESCRIPTION OF SUBSURFACE MA TERIALS This summary appl es only at the location of this boring and at the time of drilling Subsurface conditions may differ at other locations and may change at thislocation with the passage of time The data presented is a simplification of actual conditions encountered ~"_^I , __—-" ~T: ^=~ ~^:.~— .--E^" — — = . ' -=~ -=rIT SAMPLE TYPES DATE DRILLED [C] Rock Core 1-27-05 [S] Standard Split Spoon EQUIPMENT USED [D] Drive Sample 30 Bucket Auger \B\ Bulk Sample GROUNDWATER LEV 13 Tube Sample Not Encountered Residual Soil SILTY SAND (SM) dark brown, very moist, very loose, \trace clay / Santiaqo Formation SANDSTONE (SM) yellow-brown and light olive-grey very moist, loose to medium dense, fine grained sand, mottled @ 5 feet, moist, very dense, fine to medium grained sand @ 10 feet, fine to coarse grained sand, trace fine gravel (rounded) @ 12 to 14 feet claystone, red and light grey-brown, moist, hard, mottled, pocket penetrometer > 4 5 tsf @ 15 to 25 feet, light grey, moist, dense, micaceous Total Depth 25 feet Backfilled with cuttings and tamped ^^^f^El PROJECT NO 2015 ELEVATION(FEET)305 300 295 290 285 I <Y EL (ft) LOG OF BORING NO B-2 FIGURE A-2 13 MOISTURE(%)103 108 £ CO „ztrliJOQ9b o:Q 115 113 PENETRATIONRESISTANCE(BLOWS/FOOT)Push 8/6" 8 6 8 SAMPLE TYPED D D ~D~ D t£8e 5- 10- 15— 20- 25- 30- 35- DESCRIPTION OF SUBSURFACE hIA TERIALS This summary applies only at the location of this boring and at the time of drilling Subsurface conditions may differ at other locations and may change at thislocation with the passage of time The data presented is a simplification of actual conditions encountered — .~^ J 1 -=EL — ~ ;— ..==^ ' ~ ~~ ~^=- — ~ — " ~^- — — — ~'- —— —~ _^_ ~^=^ ~^==. SAMPLE TYPES DATE DRILLED [C] Rock Core 1-27-05 [S] Standard Split Spoon EQUIPMENT USED [D] Dnve Sample 30 Bucket Auger [I Bulk Sample GROUNDWATER LE [T] Tube Sample Not Encountered —- Residual Soil SILTY SAND (SM) dark brown, very moist to wet, very \loose, trace clay / Santiago Formation SANDSTONE (SM) yellow-brown and light grey-brown, moist, very loose, massive, mottled, fine grained sand @ 4 to 7 feet, yellow-brown, very dense, cemented, fine to coarse grained sandstone @ 5 feet, very dense, fine to medium grained sand @ 7 to 12 feet, very dense, massive, fine to coarse sandstone, irregular lower contact near horizontal @ 12 to 25 feet, light grey, fine to coarse grained, micaceous @ 14 feet, light olive-grey, fine grained sand @ 15 feet, light olive-grey, moist, very dense, massive @ 24 to 24 1/z feet, clayey sandstone @ 25 to 26 % feet, claystone, red and light grey-brown, hard, massive @ 27 feet, light olive-grey, moist, very dense, massive @ 30 feet, 6 to 12-mch thick, cross-bedded sandstone, micaceous Total Depth 35 feet Backfilled with cuttings and tamped Backfilled with Bentonite as follows 5-7 feet, 9-10 feet, 19-20 feet, 29-30 feet, and 33-35 feet EVEL (ft) f^f^J PROJECT NO 2015 — -^S-J— = N COAST CALVAF ELEVATION(FEET)305 300 295 290 285 280 275 1 ?Y LOG OF BORING NO B-3 FIGURE A3 MOISTURE(%)96 71 133 DRY DENSITY(PCF)99 102 113 PENETRATIONRESISTANCE(BLOWS/FOOT)8/6" 8/10" 8 8/11" 8 SAMPLE TYPED D ___ D 5- 10- 15- 20- DESCRIPTION OF SUBSURFACE MA TERIALS This summary applies only at the location of this boring and at the time of drillingSubsurface conditions may differ at other locations and may change at this location with the passage of time The data presented is a simplification of actualconditions encountered -LL — ~==^r _JZ^ — r=_ "~~_ _^=~ —=^~ ^EET ^=== -. ~~=- =^ — ~^=— SAMPLE TYPES DATE DRILLED [Cj Rock Core 1-27-05 (!) Standard Split Spoon EQUIPMENT USED [D] Drive Sample 30 Bucket Au9er [Bl Bulk Sample GROUNDWATER LEV @ Tube Sample Not Encountered Residual Soil SILTY SAND (SM) dark brown, very loose, wet trace f\clay f Santiaao Formation SANDSTONE (SM) yellow-brown, moist to very moist, very dense, fine to coarse grained sand, trace fine to medium gravel (rounded), massive @ 1 1 feet, light grey, moist, fine grained sand, massive, micaceous @ 16 to 17 feet, red claystone Total Depth 22 feet Backfilled with cuttings and tamped ELEVATION(FEET)300 295 290 285 f^^^^fl PROJECT NO 20151 ' = = EL (ft) LOG OF BORING NO B-4 FIGURE A 4I I SAMPL ED R(Us (D]D [B]B [T]T MOISTURE(%)101 73 80 150 272 DRY DENSITY(PCF)110 111 112 105 95 PENETRATIONRESISTANCE(BLOWS/FOOT)7 8/10" 8 2 Push SAMPLE TYPE jD B ~D~ D ~D~ D ££§£ 0.... 5- 10- - 15- 20- 25- 30- or-_oo DESCRIPTION OF SUBSURFACE MA TERIALS This summary applies only at the location of this boring and at the time of drilling Subsurface conditions may differ at other locations and may change at this location with the passage of time The data presented is a simplification of actualconditions encountered .- — — _ — ~~ .... —^.-. i-~ , _~_^r_ --=-• — - — =_ — - ~^=~-. — — •=_ 1E==- -~=- _=•_- ~^=— • — - —— E TYPES DATE DRILLED ock Core 1 28-05 tandard Split Spoon EQUIPMENT USED we Sample 30' Bucket Auger ulk Sample GROUNDWATER LEV! ube Sample Not Encountered Residual Soil SILTY SAND (SM) dark brown, very loose, wet, trace \clay . [ Santiago Formation SANDSTONE (SM) yellow-brown, moist, very dense, massive, fine grained sand @ 7 to 14 feet, alternating fine and fine to coarse grained sandstone beds, contacts are irregular, gradational, near horizontal @ 10 to 11 feet, fine to coarse grained sand, trace medium grained gravel (rounded) @ 12 to 14 feet, cobbles (up to 6-mches in diameter) @ 14 feet, tan, 2-inch thick sandstone bed, continuous, irregular, near horizontal @ 17 Vi feet, light olive-grey, very moist, fine grained sand, trace clay @ 18 to 24 1/2 feet, mterbedded sandstone and claystone, with relatively steeply dipping bedding, cross @ 18 feet, B N55E, 18SE @ 19 feet, B N60E, 15SE J CLAYSTONE (CL) light grey-brown, pocket ipenetrometer = 3 5 tsf n 1@21 feet, B N57E, 17SE / SANDSTONE (SM) yellow-brown, fine to coarse grained sand @ 30 7i to 32 % feet, conglomeratic sandstone, dark rust color @ 32 Vz feet, light grey fine grained sandstone Total Depth 35 feet Backfilled with cuttings and Bentonite at 5-7 feet, 9-10 feet, 19-20 feet, 29-30 feet, and 33-35 feet f*"fcf^[ PROJECT NO 2015 ELEVATION(FEET)305 300 295 290 285 280 275 1 \i EL (ft) LOG OF BORING NO B-5 FIGURE A 5 I MOISTURE(%>72 65 160 139 157 £ ^UJUQ t trQ 106 113 111 110 PENETRATIONRESISTANCE(BLOWS/FOOT)8/11" 8/11" 8 8 8 SAMPLE TYPED ~5" D ~D~ D ££Ss 0_. 5- 10- 15- - 20- 25- DESCRIPTION OF SUBSURFACE MA TERJALS This summary applies only at the location of this boring and at the time of drilling Subsurface conditions may differ at other locations and may change at this location with the passage of time The data presented is a simplification of actual conditions encountered .. T=^_ '" " _— — " -..-=L- — rrr_ _, ~ 7- — -T.-_ 1 ""=:=;^. __-=~ ^E^T ^-. "H;^ ~ .^ — ^ • • • , ^T- —•^r^ SAMPLE TYPES DATE DRILLED |C] Rock Core 1-28-05 \S] Standard Split Spoon EQUIPMENT USED [D] Drive Sample 30 Bucket Au9er LBJ Bulk Sample GROUNDWATER LEV |T] Tube Sample Not Encountered Residual Soil SILTY SAND (SM) dark brown, very moist to wet, soft, \trace clay / Santiago Formation SANDSTONE (SM) yellow brown, moist to very moist, dense to very dense, massive @ 5 feet, fine to coarse grained sand @ 12 feet, light brown-grey, fine grained sand, trace clay @ 24 to 25 feet, with clay Total Depth 27 feet Backfilled with cuttings and tamped ELEVATION(FEET)305 300 295 290 285 280 ^"^fcf^fl PROJECT NO 20151 ;=_Hg_. = N COAST CALVARY EL (ft) LOG OF BORING NO B-6 FIGURE A 6 MOISTURE(%)72 108 158 139 156 DRY DENSITY(PCF)117 115 114 113 116 PENETRATIONRESISTANCE(BLOWS/FOOT)8 5 8 8 8/11"SAMPLE TYPED ..___ ~"D D D fc£§£ 0... 5— 10- 15- 20- 25- DESCRIPTION OF SUBSURFACE MATERIALS This summary applies only at the location of this boring and at the time of drilling Subsurface conditions may differ at other locations and may change at thislocation with the passage of time The data presented is a simplification of actual conditions encountered ~=_ ^^ ~-^"_ "IF—- -— ~ -=^ ^IrEr- 1 — -=~^ ~=^- _^-~ == __r SAMPLE TYPES DATE DRILLED [C] Rock Core 1-28-05 (U Standard Split Spoon EQUIPMENT USED [D] Drive Sample 30 Bucket Auger m Bulk Sample GROUNDWATER LEV Tij Tube Sample Not Encountered Residual Soil 1SILTY SAND (SM) dark brown, very moist, very loose, I" \trace clay | Santiaqo Formation SANDSTONE (SM) yellow brown, moist, dense to very dense, fine grained sand massive @ 6 feet, medium to coarse grained sand @ 1 1 to 12 !4 feet, light olive-grey, fine grained sand, mterbedded with sandy claystone, massive @ 12 V2 feet, light olive-grey, moist, very dense, fine grained sand, massive @ 22 to 24 feet, claystone and siltstone, red and light olive-grey @ 24 feet, light olive-grey, moist, very dense, massive Total Depth 26 feet Backfilled with cuttings and tamped ELEVATION(FEET)305 300 295 290 285 280 f™ %••%• PROJECT NO 20151 ==_.SS-__. == N COAST CALVARY EL (ft) LOG OF BORING NO B-7 FIGURE A 7 II1 MOISTURE(%)108 92 106 106 £ £trUJOD i- crQ 113 115 111 109 PENETRATIONRESISTANCE(BLOWS/FOOT)Push 6 8 8/11" 8/10"SAMPLE TYPED D D ..___ _____ ££s£ 5— 10- 15- on ....zu DESCRIPTION OF SUBSURFACE MA TERIALS This summary appl es only at the location of this boring and at the time of drillingSubsurface conditions may differ at other locations and may change at this location with the passage of time The data presented is a simplification of actual conditions encountered ^=^~ -^=~ ~-=^- ^=ET _^__. • — ~~... ._^_ SAMPLE TYPES DATE DRILLED [C] Rock Core 1-28-05 [S] Standard Split Spoon EQUIPMENT USED (D] Drive Sample 30 Bucket Auger [B] Bulk Sample GROUNDWATER LEV ffl Tube Sample Not Encountered Residual Soil/Colluvium SILTYSAND (SM)dark brown, moist, loose, trace gravel x@ 5 feet, brown / Santiaqo Formation SANDSTONE (SM) yellow brown, moist, dense fine to medium grained sand, trace fine to coarse gravel (well rounded), massive @ 9 feet, fine grained sand @ 1 1 feet, light grey-brown, moist to very moist, fine grained sand, massive Total Depth 20 feet Minor caving, 1 1/2 to 4 feet Backfilled with cuttings and tamped ELEVATION(FEET)^•^^^%| PROJECT NO 20151 =J^_ ~= N COAST CALVARY EL (to LOG OF BORING NO B-8 FIGURE A-8 li I! ir r ir: ic ic I r APPENDIX B I North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2 2005 GPI Project No 20151 I APPENDIX B LABORATORY TESTS I 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 I c i:2015-I-03X doc (3/04)B-1 North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2 2005 GPI Project No 2015 I •1. 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 04 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 t I: t t II 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 •Li 2015-I-03X doc (3/04)B-2 North Coast Calvary Chapel Proposed Building Project Carlsbad California March 2 2005 GPI Project No 20151 1C If; 1C I; I; n IT 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 corrosivity testing was performed by MJ Schiff and Associates on soil samples provided by GPI The test results are enclosed in Table 1 of this Appendix c I 1 2015-I-03X doc (3/04)B-3 0 5 10 z | 15 to 20 25 30 1C)0 • PROJECT ^ I 4 l~~~— — _— —•— ^~\-^\ ^. 1,000 10,000 10a STRESS psf Sample inundated at 3200 psf Sample Location B-7 60 Classification SANDSTONE (SM) DD,pcf 115 MC,% 108 N COAST CALVARY PROJECT NO 20151 31 z \ CONSOLIDATION TEST 5 FIGURE B 1 ^ 0 5 10 I 15 W 20 25 30 1()0 • PROJECT * \ «\- ~-»— |k_c - — 1,000 10,000 STRESS psf Sample inundated at 3200 psf Sample Location B-8 190 Classification SANDSTONE (SM) — DD.pcf 1 MC,% D5 N COAST CALVARY PROJECT NO 20151 3 1 CONSOLIDATION TEST , — = = FIGURE B-2 6,000 5,000 4,000 K 3,000 COct<111 CO 2,000 1,000 1,000" Friction Angle= 44 degrees Cohesion= 0 psf 2,000 3,000 4,000 NORMAL PRESSURE psf 5,000 6,000 Sample Location • B-3 100 Classification SANDSTONE (SM) DD.pcf 113 MC,% 108 PROJECT N COAST CALVARY PROJECT NO 20151 DIRECT SHEAR TEST RESULTS FIGURE B-3 6,000 5,000 4,000 *wQ. 1 jr! 3,000 w Ct<LU U) 2,000 1,000 0 ( i / \ i / / > / /<) ) 1,000 2,000 3000 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 j 6,000 5,000 4,000 CL X o 3,000 LLJ OT 2,000 1,000 1,000 Friction Angle= 36 degrees Cohesion* 432 psf 2,000 3,000 4,000 NORMAL PRESSURE psf 5,000 "6",000 Note Sample remolded to 95% of maximum dry density Sample Location • TP-6 Classification DD.pcf 116 MC,% PROJECT N COAST CALVARY PROJECT NO .2015 I DIRECT SHEAR TEST RESULTS FIGURE B-5 M J Schiff & Associates, Inc. Consulting Corrosion Engineers - Since 1959 431 W Baseline Road Claremont, CA917J1 Phone (909) 626-0967 Fax (909)626-3316 E-mail lab@mjschiff com website mjschiff com Table 1 - Laboratory Tests on Soil Samples GPI NCCC, Carlsbad, CA Your #20151, MJS&A M5-0095LAB 28-Jan-05 I I! I! I I I Sample ID . . Resistivity as-received saturated pll Electrical Conductivity Units ohm-cm ohm-cm mS/cm B-5 @4-5' Sand 9,100 1,200 7 1 014 Chemical Analyses Cations calcium magnesium sodium Anions carbonate bicarbonate chlonde sulfate Other Tests ammonium nitrate sulfide Redox Ca2t Mg2+ Na1+ C032 HCO3' Cl1 SO4 2 NR,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 Electrical conductivity in millisiemens/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 09-29-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06165 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Applicant JAMES THAYER 949831-8110 1330 POINSETTIA LN CBAD PCR 2145500100 Lot# $0 00 Construction Type CB061927 0 NEW NORTH COAST CALVARY-4 NEW WALL 3 WALLS=3600 SF@POINSETTIA & 1 WALL=780 Status ISSUED Applied 09/15/2006 RMA 09/29/2006 09/29/2006 Entered By Plan Approved Issued Inspect Area Owner CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 Plan Check Revision Fee Additional Fees $747 22 $000 Total Fees $747 22 Total Payments To Date $747 22 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 ^PROJECT: INFORMATION FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By. Date I I L Address (includFBIcfg/Suite #)Business Name (at this address) Lot No Subdivision Name/Number Unit No Phase No Total # of units Description of Work '"CONTACT PERSON (if different from applicant) S(S,FT #of Stones "# of'Bedroomse?N><jfof Bathroom /-A te/ZipName 3 .. APPLICANT JQ Contract Address City Ageht^br£bntractor:|i: Q Owner f~l Agent for Owner State Telephone # Name 4 PROPERTY OWNER Address City State/Zip Telephone # Address City State/Zip Telephone #Name 5 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 !$500l) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name Address City State/Zip Telephone State License # _ :6 WORKERSliCOMPENSATION " Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations O 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 [TJ 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:;:: , ^ ..... f :• ' : : 4f .'"*' ' I hereby affirm that I am exempt from the Contractor s License Law for the following reason |~1 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) [~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) f~| 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 l~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 ~, ""*" ~ T 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? l~l YES l~1 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 D YES d NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' d 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 itiCONSfRUCiriON LENDING AGENCY1 ....... ^^,2,^ ....... ;«;;^ 7 ....... : -"**- 7Ii:, "A """ 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 APPLICANT CERTIFICATION ,^si.. ""::":':'":" ,:.,'"'••• , ,f~*. :s :« - - 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 foj^a period of 180 days (Section 1Q6-4 4L|niform Building Code) I'SIGNATURE -"WHITE File—YELLOW £ f'*^~ ] iw-AnXcicant—PINK Finance EsGil Corporation In Partnership with government for Quitting Safety DATE 9/25/06 a APPLICANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 061927 rev(PCR06165) SET I PROJECT ADDRESS 1330 Poinsetta Lane PROJECT NAME Retaining Walls at North Coast Calvary Chapel Revision XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to 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 REMARKS By David Yao Enclosures original approved plan Esgil Corporation D GA D MB D EJ D PC 9/18 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 Cit>" of Carlsbad 061927 rev(PCR06165) 9/25/06 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad rev(PCR06165) PREPARED BY David Yao BUILDING ADDRESS 1330 Pomsetta Lane PLAN CHECK NO 061927 DATE 9/25/06 BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION retaining walls Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 4380 cb Valuation Multiplier 1774 3y Ordinance Reg Mod VALUE ($) 77,701 77,701 Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance $452 861 $294 36 Type of Review Complete Review Structural Only Repetitive Fee w ] Repeats Comments Other Hourly Esgil Plan Review Fee Hour $253 60 Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS DAT! APDBBSS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10, 000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VRLACB FAIRS COMPUTE OFFICE BUILDING OTHER PLANNER DATE I-& DATE 09*41/2006 10 35 7147777773 INLAND ENG PAGE 03 8 in Mas w/ #4 @ 16 in o/c Solid Grout 09/13/2386 0S 40 7147777773 INLAND EN6 PAGE 01 INLAND ENGINEERING 4883 E LAF-ALMA STE 501-A ANAHEIM CA Title NCCC Job # 05835 Description 13 FT RET WALL Dsgrtr Page Date SEP 7.2006 This Wall m File c Vpfogram files\rp2005\nQrth coast fpS Retain Pro 2005 1 November 20D5 (C) 1989 ZOOSwww retainpro com/support for lat^t release CantSlevered Retaining Wall Design Registration # RP11392S5 200S002 ' Code 1997 UBC Criteria | Retained Height = 1300ft Wall height above soil = 0 00 ft Slope Behind Wall = Ooo 1 Height of Soil over Toe - 4 00 in Water height over heel = o 0 ft Wind on Stem = 0 0 psf Surcharge Loads | Surcharge Over Heel = o 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem b Axial Dead Load = 950 0 Ibs Axial Live Load = 744 0 Ibs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load | ' *Deslgn Summary | Wall Stability Ratios Overturning c 4 18 OK Sliding = 1 55 OK Total Bearing Load = 20 140 Ibs resultant eec = 13 94 In Soil Pressure @ Toe = 2 991 psf OK Soil Pressure @ Heel = 671 psf OK Allowable - 3 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,394 psf AC) Factored @ Heel = 761 psf Footing Shear @ Toe = 0 0 psi OK Footing Shear @ Heel = 17 6 psi OK Allowable = 76 0 psi hdmg Calcs (Vertical Component NOT Used) Lateral Sliding Force ^ 4 893 5 Ibs less 1 00% Passive Force = - 1 909 4 Ibs less 100% Friction Force - 6 429 5 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK oad Factors ..... Building Code UBC1997 Dead Load 1 200 Live Load 1 600 Earth. H 1 600 Wind W 1 600 Seismic, E 1 000 Soil Data | Footing Dimensions & Strengths | Allow Soil Bearing - 3 000 0 psf Toe Width = 100ft Equivalent Fluid Pressure Method Heel Width = 1000 Heel Active Pressure = 35 0 psf/ft Total Footing Width = 1 1 00 Toe Active Pressure - 35 0 psf/ft Footing Thickness = 18 00 in Passive Pressure - 300 0 psf/ft SoUDensity = 11000pcf gWidjh . 12 00 in Footing||Soil Fnction = 0350 Key Distance from Toe = 100ft S0forhpasst|ve pressure - 4 00 In fl= ~ ^200°PnSl , ** c ?°°2°P9IFootirg Concrete Density = 15000pcf Mm Ps% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Lateral Load Applied to Stem | | Adjacent Footing Load | Lateral Load = 60 0 #/ft Adjacent Footing Load = 0 0 Ibs Height to Top = 1 3 00 ft Footing Width = 0 00 ft Height w Bottom = 000ft Eccentricity = 000m Wall to Ftg CL Dlst = 0 00 ft Footing Type Line Load at Back of Wall = uun Poissdn's Ratio = 0 300 -p/Wp Weight Multiplier = 0300g Added seismic base force 492 9 Ibs ! Stem Construction | Top Stem 2nd 3rd 4th Design Height Above Ft£ ft= 9 98 732 466 000 Wall Material Above Ht = Masonry Masonry Masonry Concrete Thickness = 800 t200 1600 1600 Rebar Size =#4 #6 #6 #6 Rebar Spacing = 1600 1 6 00 800 800 Rebar Placed at = Edge Edge Edge Edge fb/FB4fa/Fa = 0863 0803 oflis OSS1 Total Force @ Section lbs= 3910 1,0258 19310 6,0018 Moment Actual ft-#= 5100 2,1395 62171 255750 Moment Allowable ft-#= 9054 2,'M1 7 67922 37,5750 Shear Actual psi= 60 94 125 366 Shear Allowable p$i= 194 194 194 671 Wall Weight psf= 780 I240 1640 2000 Rebar Depth d m= 525 900 1300 1363 LAP SPLICE IF ABOVE m= 2400 C'6 00 3600 3139 LAP SPLICE IF BELOW ,n= 2400 J6 00 3139 HOOK EMBED INTO FTG m = 14 09 Masonry Data fm psi= 1,500 1500 1500 Fs psi= 24,000 2^1000 24000 Solid Grouting = Yes Yes Yes Special Inspection = No No No Modular Ratio n = 2578 J578 2578 Short Term Factor = 1 000 1 000 1 000 Equlv Solid Thick in= 760 1160 1560 Masonry Block Type = Medium Weight Concrete Data fc psi = 2,000 0 Fy psi = 60 000 0 09/13/2086 08 40 7147777773 INLAND ENG PAGE 02 INLAND ENGINEERING 4883 E LA PALMA STE 601-A ANAHEIM, CA Title NCCC Job # 05835 Description 13 FT RET WALL Dsgnr Page Date SEP 7,2006 This Wall In Fllo i \program files\rp20QS\north coast rp6 Retain Pro 2005 1 November 2005 (c) 1989 2005retainpro com/support for latest release Cantilevered Retaining Wall Design3 °Registration <t RP 1139285 2005002 Code 1997 UBC Footing Design Results j Toe Heel Factored Pressure = 3 394 761 psf Mu Upward = 1,657 Oft* Mu' Downward = 157 0 ft-# Mu Design = 1 500 25 575 ft-# Actual 1 Way Shear = 0 00 17 57 psi Allow 1 -Way Shear = 7603 7603psl Other Acceptable Sizes & Spacings Toe Reinforcing = #5 @ 18 00 in Toe Not req d, Mu < S * Fr , Heel Reinforcing - # 6 @ 1 0 50 in Heel #4@ 4 75 in #5@ 7 50 irff #6@ 1 0 50 in ffi Key Reinforcing = #5 @ 19 25 in Key #4© 12 50 in, #5@ 19 25 in #S@ 2-725 in Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 36794 483 17,7836 Soil Over Heel = Toe Active Pressure = 58 8 0 61 35 9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 780 0 8 00 6 240 0 Axial Dead Load on Stem = Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe _ Seismic Stem Self Wt = 4929 635 31317 Stem Weight(s) Total = 4,8935 OTM = 271194 Footing We.ghl I Resisting/Overturning Ratio = 418 Key Weight .. Vertical Loads used for Soil Pressure = 20,1396 Ibs Vert ComP°nent Vertical component of active pressure used for soil pressure ° '@1425in,#fl@1875 #7@ 37 25 In RESISTINGForce Distance Ibs ft 12,393 3 6 67 950 0 1 67 36 7 0 50 1 933 6 1 60 3190 205 2,475 0 5 50 262 5 1 50 1.0255 1100 193956" Ibs RM" in, #9@ 23 Momentft-* 82 622 2 1,5833 183 30892 6543 13.6125 3938 11,2801 113,2537" DESIGNER NOTES 09ill/2006 10 35 7147777773 INLAND ENG PAGE 04 DL= 950 , U--?44 *, Ecc= 0 In 60p3i 670 86psf 29SO 9pSf INLAND ENGINEERING & CONSULTING, INC. Structural & Civil Engmeenng 4883 EAST LA PALMA AVENUE - SUITE 501-A ANAHEIM CA92807 Tel (714) 777-7700 FAX (714)777-7773 SHT # [__ OF JOB# DATE STRUCTURAL CALCULATIONS PREPARED FOR •SSf 0 PROJECT INLAND ENGINEERING 4883 E LAPALMA STE '501 A ANAHEIM, CA Title North Coast Job # 05835 Description Dsgnr Page Date MAR 1,2006 This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005 www retampro com/support for latest release Catitilevered Retaining Wall Design Registration* RP 1139255 2005002 __ Code 1997 UBC Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 500ft 000ft 000 1 4 00 in 00ft • Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method I i Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 35 0 psf/ft 35 0 psf/ft = 300 0 psf/ft = HOOOpcf = 0350 = 4 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 100ft 275 375 1800m 000 in 000 in 000ft f c = 2 000 psi Fy = 60 000 psi Footing Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in i Surcharge Loads I | Lateral Load Applied to Stem | \ Adjacent Footing Load Lateral Load Height to Top Height to Bottom Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning ' Axial Load Applied to Stem Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in WeighVSeismic Load | FP / wp We|9ht Multiplier 0 0 #/ft Adjacent Footing Load = 0 0 Ibs 0 00 ft Footing Width = 0 00 ft 0 00 ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ~ Poisson s Ratio = 0 300 = 0 300 g Added seismic base force 83 1 Ibs i *Design Summary Wall Stability Ratios Overturning = Sliding = Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soil Pressure @ Heel = | i Stem Construction | J 316 OK 1 57 OK 2 622 Ibs 3 75 in 1 049 psf OK 350 psf OK Allowable = 3 ooo psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 1 159 psf 387 psf 4 2 psi OK 5 5 psi OK 76 0 DSI Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 763 6 Ibs less 100% Passive Force = - 487 5 Ibs less 100% Friction Force = - Added Force Req d = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 845 7 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1000 Design Height Above Ftc ft = Wall Material Above ' Ht Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment. Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight = Rebar Depth 'd in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m =; HOOK EMBED INTO FTG in = Masonry Data ~ - - f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = 'op Stem Stem OK 000 Masonry 800 # 5 1600 Edge 0885 5186 9366 1 0580 78 194 780 525 3000 11 74 1 500 24000 Yes No 2578 1000 760 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = _ INLAND ENGINEERING Title North Coast 4883 E LAPALMA Job* 05835 STE'501 A Description ANAHEIM, CA This Wall in File Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration* RP 1139255 2005002 a s : Footing Design Results | Toe Heel Factored Pressure = 1 1 59 387 psf Mu' Upward = 735 0 ft-# Mu Downward = 214 0 ft-# Mu Design = 521 1 166ft-# Actual 1 -Way Shear = 418 545psi Allow 1 -Way Shear = 7603 76 03 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 16 00 in Toe Not req d Mu < S * Fr Heel Reinforcing = # 6 @ 16 00 in Heel Not reqd Mu < S * Fr Key Reinforcing = #6 @ 18 00 in • Key No key defined 1 Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 7394 217 16020 Soil Over Heel = Toe Active Pressure = -58 8 0 61 -35 9 Sloped Soil Over Hee! = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ Se.smic Stem Self Wt = 831 400 3323 Stem Weight(s) -•• — — Earth @ Stem Transitions _ Total = 763 6 O T M = 1 898 3 Footing Weighl Resisting/Overturning Ratio = 316 Key Weight Vertical Loads used for Soil Pressure = 2 622 3 Ibs Vert ComP°nent Total =Vertical component of active pressure used for soil pressure Page __ Dsgnr Date MAR 1,2006 c \program files\rp2005\north coast.rpS Code 1997UBC 1 RESISTING Force Distance Moment Ibs ft ft-# 11458 271 31033 000 367 050 183 390 0 1 33 520 0 843.8 1 88 1 582 0 206 1 3 75 772 8 26223 Ibs RM= 59964 DESIGNER NOTES 8 in Mas w/ #5 @ 16 in o/c Solid Grout #5@16m @Toe #6@16 in @Heel Designer select, all honz remf - See Appendix A, 5-0 : 5-0 i 1-6 3'-9" Pp= 487 5# 739 37# 349 95psf 10486psf INLAND ENGINEERING 4883 E LAPALMA STE 501-A ANAHEIM, CA Title North Coast Job # 05835 Description Dsgnr Date Page MAR 1,2006 This Wall in File c \program files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005retampro com/support for latest release Cantilevered Retaining Wall Design Registration # RP 1139255 2005002 Code 1997 UBC Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 700ft 000ft 000 1 4 00 in 00ft • Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method • Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 35 0 psf/ft 35 0 psf/ft = 300 0 psf/ft = 11000pcf = 0350 = 4 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 100ft 275 375 1800m 1200m 1200m 1 00ft f c = 2 000 psi Fy = 60 000 psi Footing Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load *Design Summary Wall Stability Ratios Overturning Sliding • Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load Height to Top Height to Bottom Fp / wp Weight Multiplier 0 0 #/ft Adjacent Footing Load = 0 0 Ibs 0 00 ft Footing Width = 0 00 ft 0 oo ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil _ ft at Back of Wall Poisson s Ratio = 0 300 = 0 300 g Added seismic base force 142 4 Ibs Total Bearing Load resultant ecc 1 97 OK 1 55 OK 3 558 Ibs 882 in Soil Pressure @ Toe = 2 080 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3 °°° psf Soil Pressure Less Than Allowable AC I Factored @ Toe = 2 137 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8 6 psi OK Footing Shear @ Heel = 10 9 psi OK Allowable = 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1 347 9 Ibs less 100% Passive Force = - 1 187 5 Ibs less 100% Friction Force = Added Force Req d for 1 5 1 Stability Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 1 121 9 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1 000 Stem Construction 1 T°P stem Design Height Above Ftc ft = Wall Material Above ' Ht' Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment .Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG in = Masonry Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = oiem vjr\266 Masonry 800 # 5 1600 Edge 0599 401 7 6333 1 0580 59 194 780 525 3000 3000 1 500 24000 Yes No 2578 1 000 760 2nd Qtom OWoiem ufs 000 Masonry 1200 # 5 1600 Edge 0953 9979 24423 25630 87 194 1240 900 3000 11 74 1 500 24000 Yes No 2578 1 000 1160 Masonry Block Type = Medium Weight Concrete Data - - f c psi = Fy psi = INLAND ENGINEERING 4883 E LAPALMA STE 501 A ANAHEIM, CA Title North Coast Job # 05835 Description Dsgnr Date Page I MAR 1,2006 This Wall in File c \program files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005 -www retampro com/support for latest release Cantllevered Retaining Wall DeSIQPRegistration # RP 1139255 2005002 ~ °Code 1997 UBC- Footing Design Factored Pressure Mu Upward Mu Downward Mu Design Actual! -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Results | = Toe 2137 1 466 245 1221 860 7603 #5@1600m #6 @ 1600m #6 (§1800 in Heel Opsf 486ft-# 3 375 ft-# 2 889 ft-# 10 87 psi 76 03 psi Other Acceptable Sizes & Spacmgs Toe Not req d Mu < S * Fr Heel Not req d Mu < S * Fr Key Not req'd Mu < S * Fr Summary of Overturning & Resisting Forces & Moments tern leel Active Pressure = "oe Active Pressure = OVERTURNING Force Distance Ibs ft 1 264 4 2 83 -58 8 0 61 Moment ft-# 35824 -359 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 1 347 5 Sloped Soil Over Heel = 2 88 3 874 1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 1424 460 6552 Total = 1 347 9 O T M = 4 201 7 Resisting/Overturning Ratio = 1 97 Vertical Loads used for Soil Pressure = 3 557 8 Ibs Vertical component of active pressure used for soil pressure Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weighl _ Key Weight Vert Component _ Total = 000 367 050 183 668 4 1 42 946 1 1591 183 2917 843 8 i 88 1 582 0 1500 150 2250 352 4 3 75 1 321 5 35578 Ibs RM= 82587 DESIGNER NOTES 8 in Mas w/#5 @ 16 in o/c Solid Grout 12 in Mas w/#5@ 16 in o/c Solid Grout 4' : #5@16 in @Toe Designer select #6@16m all horiz remf @Heel See Appendix A 1-0 ; 1-0' 1-9 7-0" : 7-0 1-0 2'-9 3'-9" 12644* 2080 psf INLAND ENGINEERING 4883 E LAPALMA STE 501 A ANAHEIM CA Title North Coast Job # 05835 Description Dsgnr SN Date Page±£ FEB 28,2006 This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997UBC Criteria Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 900ft 000ft 000 1 4 00 in 00ft I Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method J| Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 35 0 psf/ft 35 0 psf/ft 300 0 psf/ft HOOOpcf 0350 4 00 in Toe Width = 1 00 ft Heel Width = 5 00 Total Footing Width = 6 00 Footing Thickness = 18 00 in Key Width = 1200m Key Depth = 1200m Key Distance from Toe = 1 00 ft f c = 2 000 psi Fy = 60 000 psi Footing Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads • Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 0 0 psf Lateral Load = 00 #/ft Adjacent Footing Load - 0 0 Ibs Used To Resist Sliding & Overturning Height to Top = 0 00 ft Footing Width = 0 00 ft Surcharge Over Toe = 0 0 psf .. Height to Bottom = 000ft Eccentricity = 0 00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0 00 ft Axial Load Applied to Stem | Axial Dead Load Axial Live Load = Axial Load Eccentricity = : Stem Weight Seismic *Design Summary Wall Stability Ratios Overturning = Sliding Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soi' Pressure @ Heel = 00 Ibs 00 Ibs 00 in Load 1 FP 1 317 OK 1 51 OK 7 125 Ibs 7 19 in 1 899 psf OK 476 psf OK Allowable = 3 uou psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 1 990 psf 498 psf 8 8 psi OK 14 6 psi OK 76 0 DSI Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2 095 0 Ibs less 100% Passive Force = - 1 187 5 Ibs less 1 00% Friction Force = - Added Force Req d = for 1 5 1 Stability = Load Factors - — - Building Code Dead Load Live Load Earth H Wind W Seismic E 2 305 5 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1 000 Footing Type Line Load Dioci A KfM/A/DalfMA* Qml at Back of Wall U Poisson s Ratio / Wp Weight Multiplier = 0 0300 300 g Added seismic base force 224 4 Ibs Stem Construction I Top stem Design Height Above Ftc ft = Wall Material Above Ht Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth d in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG m = Masonry Data .._-.. f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = j LCI u wr\ 533 Masonry 800 # 5 1600 Edge 0378 2967 4002 1 0580 42 194 780 525 3000 3000 1 500 24000 Yes No 2578 1 000 760 2nd Cram r}Koiem vjtv. 266 Masonry 1200 # 5 1600 Edge 0724 8349 1 8554 25630 72 194 1240 900 3000 3000 1 500 24000 Yes No 2578 1 000 11 60 3rd 000 Masonry 1600 # 6 1600 Edge 0959 1 6400 50945 53124 100 194 1640 1300 3600 1409 1 500 24000 Yes No 2578 1 000 1560 Masonry Block Type = Medium Weight Concrete Data —f c psi = Fy psi = _ _.. INLAND ENGINEERING 4883 E LAPALMA STE 501-A ANAHEIM, CA Title North Coast Job # 05835 Description Dsgnr SN Date Page _\\ FEB 28,2006 This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005retampro com/support for latest release Cantilevered Retaining Wall Design Registration # RP 11392SS 2005002 Code 1997UBC Footing Design Results Factored Pressure Mu' Upward Mu Downward Mu Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = = = = = = = = = Toe 1 990 1 670 279 1 391 883 7603 #5 @ 1600 in #6 @ 16 00 in #6 @ 18 00 in Heel 498 psf Oft-# Oft-# 6 804 ft-* 14 56 psi 76 03 psi Other Acceptable Sizes & Spacings Toe Not req d Mu < S * Fr Heel #4@ 7 25 in #5@ 11 25 in #6@ 16 00 in #7@ 21 75 in #8@ 28 50 in #9@ 36 Key Not req'd Mu < S * Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Ibs ft ft-# 1 9294 -588 350 061 67528 -359 Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 2244 525 11788 Total = 20950 OTM = 78957 Resisting/Overturning Ratio = 317 Vertical Loads used for Soil Pressure = 71250 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Ibs ft Soil Over Heel = Sloped Soil Over Hee! = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions.. Footing Weigh! _ Key Weight _ Vert Component _ Total = 36300 367 1 0536 3670 1 3500 1500 5377 71250 Ibs 4 17 000 050 1 52 204 300 1 50 600 RM = Moment ft-# 151250 183 1 6054 7504 40500 2250 32264 25 000 4 DESIGNER NOTES 8 in Mas w/#5@ 16 in o/c Solid Grout XV Vs" 12 in Masw/#5@ 16.mo/c Solid Grout 16 in Mas w/ #6 @ 16 in o/c Solid Grout #5@16 in @Toe ; Designer select; #6@16 in a|| horlz reinf | @Heel See Appendix A 3-8 9-0 9-0' 2-8 ; I 2-8 ; 1-6 1-0 1 0 1-0" i 1-0 4'-0" 5-0" 6-0' Pp=11875# 19294# 475 79psf 18992psf II - i!z5«_iun 3 t is'8i-!si l < as ~~> illife<,vago55l£ z (o a -i ^ ^Q•^. v^l ,>rXJ H ^<Z3 U ^^ &^^c IQ) ^ § 'V} ^ 1 ,ti ^ \Q A v S^ CO •N -^ 5 i , o 09-29-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06175 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Applicant JIM THAYER 949831-8110 1330 POINSETTIA LN CBAD PCR 2150703600 Lot# $0 00 Construction Type CB061927 N COAST CALVARY-REVISE 8 RET WALLS-POURED TO MASONRY 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area Owner CALVARY CHAPEL NO COAST 7188AVENIDAENCINAS CARLSBAD CA 92011 ISSUED 09/29/2006 RMA 09/29/2006 09/29/2006 Plan Check Revision Fee Additional Fees $000 $000 Total Fees $0 00 Total Payments To Date $0 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date Address (include Bldg/Suite ft)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total tt of units Assessor s Parcel #Existing Use Proposed Use "v£ Description of Work SQ FT #of Stories # of Bedrooms tt of Bathrooms .CONTACT PERSON (if different from applicant) \ iff Name ~ ' • • J, • 'A^dTIss ' 3 APPLICANT Q Contractor O Agent foriCpntractori:Owner City -•:;;-:;;;;^:*:";* ;:;'::"-Agent for Owner State/Zip TeTephorjp #fax tt Name 4 PROPERTY OWNER Address City State/Zip Telephone tt Name Address City State/Zip Telephone tt 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 tt Address License Class City State/Zip City Business License tt Telephone # Designer Name Address City State/Zip Telephone State License tt 6 WORKERS COMPENSATION " -°: i: ".! ™-:i—™~ Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q 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 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 [$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 " " I hereby affirm that I am exempt from the Contractor s License Law for the following reason PI 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) l~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 d YES DNO 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 COMPLETE THIS SECTION DATE ^ .. 2 •=:.,'"*' ,,:*. £. i" 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? f~l YES l~l NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? d 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,fflSfRUCTION LENDING AGENCY : "': " .•.._; " "^ B* 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 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 it 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 commencecLfor a period cO80 d/f^s (Section 106 4 4 Uniform Building Code) /I ^1*1/1 s / ./APPLICANT S SIGNATURE WHITE JsS ^^t-y "/ Bfle YELIILLOW Applicant PINK Finance -L>ATE-^ sucrypermit is s id /'-, TIMELEBB ARCHITECTURE Revision Log North Coast Calvary Chapel - Retaining Walls Phase Rev 1 - (9/oa/& 5501 - Replaced concrete slab at bottom of retaining walls with option of earth or parking lot section on all details 5502 - Replaced concrete slab at bottom of retaining walls with option of earth or parking lot section on all details 5504 - Added entire sheet 5505 - Added entire sheet 5506 - Added entire sheet Rev 2 - (9/28/06} 3501 - Revised details 4, 5, 9 and 10 to be all masonry S502 - Revised details 4 5, 9 and 10 to be all masonry 9891 Irvine Center Drive Suite 140 Irvine CA 92618 7h 949 831 81 10 Fdx 949 951 2820 INLAND ENGINEERING & CONSULTING, INC Structural Design - Planning 4883 E LaPalmaAve Ste #501-A Anaheim, CA 92807 Tel (714)777-7700 Fax (714)777-7773 Job No l Date °t- Sheet No. / of STRUCTURAL CALCULATIONS PROJECT - C C CLIENT, INLAND ENGINEERING ,4.883 EfLA 'r*ALMA STE^Ol A ' " * ANAHEIM, CA Title NC CALVARY CHAPEL Job # 05835 R Dsgnr Description Page J_ Date JUN 2,2006 This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005 www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997 UBC Criteria Retained Height - 1100ft Wall height above soil = 0 00 ft Slope Behind Wall = 0 00 1 Height of Soil over Toe = 4 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf I Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method • Footing Dimensions & Strengths | Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 35 0 psf/ft 35 0 psf/ft = 300 0 psf/ft = HOOOpcf = 0350 = 4 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = 425ft 233 658 1800m 1200m 43 00 in 425ft f c = 2 000 psi Fy = 60 000 psi Footing Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads I Lateral Load Applied to Stem | Adjacent Footing Load I Lateral Load Height to Top Height to Bottom Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem • Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load | FP / wp weight Multiplier 60 0 #/ft Adjacent Footing Load = 0 0 Ibs 11 00 ft Footing Width = 0 00 ft 0 00 ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ~ Poisson s Ratio = 0 300 = 0 300 g Added seismic base force 298 2 Ibs *Design Summary I Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc 1 60 OK 1 57 OK 5 840 Ibs 1749 in Soil Pressure @ Toe = 2 122 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2 086 psf Opsf 23 3 psi OK 15 8 psi OK 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req d = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 3 633 8 Ibs 4 384 4 Ibs 1 777 3 Ibs 0 0 Ibs OK 00 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1 000 Stem Construction | T°P stem Design Height Above Ftc ft = Wall Material Above Ht Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = oitri n wr\ 700 Masonry 800 # 6 1600 Edge 0512 5737 9607 1 8751 124 250 630 525 3600 3600 . 3000 24000 No No 1289 1 000 580 2nd Qfam C\VfOlClTl Ur\ 300 Masonry 1600 # 6 800 Edge 0811 1 7934 55082 67922 11 7 194 1640 1300 3600 3600 1 500 24000 Yss No 2578 1 000 1560 3rd Ct-rim f\Uoiem uis 000 Masonry 1600 # 6 800 Edge 0937 30738 127329 135844 202 387 1640 1300 3600 1409 .. _ 1 500 24000 Yes Yes 2578 1 000 1560 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = INLAND ENGINEERING 4SS3 E STE 501-A ANAHEIM, CA Title NC CALVARY CHAPEL Job# 05835 R Dsgnr Description Date Page 2. JUN 2,2006 This Wall in File c \program files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005www retainpro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997 UBC Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 Way Shear Allow 1 Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing _ Toe 2086 15831 3298 12533 2326 7603 #6 @ 16 25 in #5@1800m #5 @ 1925m Heel Opsf 1 ft-# 2 750 ft-# 2 749 ft-# 1581 psi 76 03 psi Other Acceptable Sizes & Spacmgs Toe #4@ 7 75 in #5@ 12 00 in #6@ 17 00 in #7@ 23 00 in #8@ 30 50 in #9@ 38 Heel Notreqd Mu < S * Fr Key #4@ 12 50 in #5@ 19 25 in #6@ 27 25 in #7@ 37 25 in Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force Ibs 27344 -588 6600 OVERTURNING Distance ft 417 061 700 Moment ft-# 11 393 2 -359 46200 Force Ibs RESISTINGDistance ft Seismic Stem Self Wt = Total Resisting/Overturning-Ratio 298 2 5 99 1 786 2 36338 OTM = 177635 1 60 Vertical Loads used for Soil Pressure = 5 840 0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions.. Footing Weighl _ Key Weight Vert Component _ Total = 1 2100 1558 1 4000 2933 1 481 3 5375 7621 58400 Ibs 608 000 213 486 525 329 475 658 RM = Moment ft-# 7 3608 331 1 67993 1 5400 48758 25531 5017 1 28 477 3 DESIGNER NOTES 8 in Mas w/ #6 @ 16 in o/c 16 in Mas w/ #6 @ 8 in o/c Solid Grout 16 in Mas w/ #6 @ 8 in o/c Solid Grout Spc Insp ill 4-0 11-0 11-0 4-0 #6@1625m @Toe Designer select #5@18m allhonz reinf @ Heel See Appendix A 3-0 2' ,. » i 3-7 T T 4 3 V-0" 1-4-»-« ^-* - - 43 2'-4 6 7 eopsfj 2734 4# Pp= 4384 4# 21222psf INLAND ENGINEERING 4883 E'LA PALMA STE 501 A ANAHEIM, CA Title NC CALVARY CHAPEL Job # 05835 R Dsgnr Description Date Page ^ JUN 2,2006 This Wall in File c \program files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005 www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997 UBC Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 900ft 000ft 000 1 4 00 in 00ft • Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method I Footing Dimensions & Strengths | Wind on Stem Surcharge Loads 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 35 0 psf/ft 35 0 psf/ft 300 0 psf/ft 11000pcf 0350 4 00 in • Lateral Load Applied to Stem | Lateral Load Height to Top Height to Bottom Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem | Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load | FP /W P Weight Multiplier 60 0 #/ft 900ft 000ft Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2000psi Fy = Footing Concrete Density = Mm As % Cover @ Top = 2 00 in @ Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson s Ratio = 300ft 233 533 1800m 1200m 33 00 in 300ft 60 000 psi 15000pcf 00018 Btm = 3 00 in 1 00 Ibs 000ft 000 in 000ft Line Load 0 0 ft 0300 = 0 300 g Added seismic base force *Design Summary I Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc 1 57 OK 1 57 OK 4 684 Ibs1558m Soil Pressure @ Toe = 2 282 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2 280 psf Opsf 19 3 psi OK 125 psi OK 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req d = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 2 663 8 Ibs 3 134 4 Ibs 1 451 2 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1 000 Stem Construction | Top stem Design Height Above Ftc ft = Wall Material Above Ht Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data - - - - fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth d in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = oiein \Jt\ 566 Masonry 800 # 5 1600 Edge 0609 451 1 6447 1 0580 71 194 780 525 3000 3000 1 500 24000 Yes No 2578 1 000 760 2nd C»ai-_i f\Lfbtem Or\ 233 Masonry 1600 # 5 1600 Edge - 0762 1 3506 35368 46428 82 194 1640 1300 3000 3000 ... 1 500 24000 Yes No 2578 1 000 1560 3rd Ctom t~\lfolern LJr\ 000 Masonry 1600 # 6 1600 Edge 0983 22088 76486 77787 138 387 1640 1300 3600 1409 1 500 24000 Yes Yes 2578 1 000 1560 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = 253 2 Ibs INLAND ENGINEERING 4SC3 E 1_A PALNIA STE 501-A ANAHEIM, CA Title NC CALVARY CHAPEL Job # 05835 R Dsgnr Description Date Page (g JUN 2,2006 This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005 www retampro com/support for latest release Cantll6V6t6Cl Retaining Wall DeSICjnRegistration # RP 1139255 2005002 _ °Code 1997UBC Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 -Way Shear Allow 1 Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = Toe 2280 9241 1 744 7496 1929 7603 #6 @ 17 00 in #5@ 1800m #5 @ 1925m Heel 0 psf OfW* 2 156 ft-# 2156ft-# 12 46 psi 76 03 psi Other Acceptable Sizes & Spacmgs Toe #4@ 7 75 in #5@ 12 00 in #6@ 17 00 in #7@ 23 00 in #8@ 30 50 in #9@ 38 Heel Not req d Mu < S * Fr Key #4@ 12 50 in #5@ 19 25 in #6@ 27 25 in #7@ 37 25 in Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force Ibs 1 9294 -588 5400 OVERTURNING Distance ft 350 061 600 Moment ft-# 67528 -359 32400 Force Ibs RESISTING Distance ft Seismic Stem Self Wt = Total Resisting/Overturning Ratio 253 2 5 32 1 346 1 2 663 8 O T M = 11 303 0 1 57 Vertical Loads used for Soil Pressure = 4 683 9 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Hee: = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions.. Footing Weighl Key Weight Vert Component _ Total = 9900 1100 1 1888 2449 1 2000 4125 5377 483 000 1 50 359 400 267 350 533 Moment ft-# 47850 4 683 9 Ibs R M = 1650 4271 9 9797 32000 14438 2 867 9 17713~3~ DESIGNER NOTES 8 in Masw/#5@ 16 in o/c Solid Grout 16 in Mas w/#5 @ 16 in o/c Solid Grout 16 in Mas w/#6 @ 16 in o/c Solid Grout, Spc Insp #6@17m @Toe Designer select #5@18m a,|horiz reinf @ Heel See Appendix A 3-4" 9-0' i 9-0 3'-4" 2* —i- ' f : 1-6' : 2-9 3-0 1-0 1-4 3 0 2-4 5 4 60 psl 19294* Pp=31344# 2281 6psf INLAND ENGINEERING 4883 E "LA PftLMA STE 501 A ANAHEIM, CA Title NC CALVARY/SLAB Job # 05835 R Dsgnr Description Date Page L_ JUN 22006 ,. This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2Q05 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall" DesignRegistration # RP 1139255 2005002 Code 1997 UBC Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 900ft 000ft 000 1 400 in 00ft J Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method I Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 35 0 psf/ft 35 0 psf/ft = 300 0 psf/ft = 11000pcf = 0350 4 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = = = fc = 2 000 psi Fy = Footing Concrete Density = Mm As% Cover @ Top = 2 00 in @ 1 00ft 458 558 1800m 1200m 24 00 in 1 00ft 60 000 psi 15000pcf 00018 Btm = 3 00 in Surcharge Loads • Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load Height to Top Height to Bottom Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem • Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load | Fp / wp Weight Multiplier 60 0 #/ft Adjacent Footing Load = 0 0 Ibs g 00 ft Footing Width = 0 00 ft 0 00 ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ~ U ° " Poisson s Ratio = 0 300 = 0 300 g Added seismic base force 253 2 Ibs "Design Summary J Stem Construction Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc ft = 1 96 OK 1 50 Ratio < 1 6 782 Ibs 1440 in Soil Pressure @ Toe = 2 840 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 3 015 psf Opsf 136 psi OK 20 0 psi OK 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req d = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 2 663 8 Ibs 2 187 5 Ibs 2 185 4 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1 000 Design Height Above Ftc Wall Material Above Ht 51 Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth d LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick • Top Stem Stem OK 566 Masonry 800 # 5 1600 Edge 2nd Stem OK 233 Masonry 1600 # 5 1600 Edge 3rd Stem OK 000 Masonry 1600 # 6 1600 Edge = lbs = ft-# = ft-# = psi = psi = psf = in = in = m = 0609 451 1 6447 1 0580 7 1 194 780 525 3000 3000 0762 1 3506 35368 46428 82 194 1640 1300 3000 3000 0983 22088 76486 77787 138 387 1640 1300 3600 1 500 24000 Yes No 2578 1 000 760 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = psi = psi = m = 1 500 24000 Yes No 2578 1 000 1560 1409 1 500 24000 Yes Yes 2578 1 000 1560 INLAND ENGINEERING 4883 E LA PALMA STE 501-A ANAHEIM, CA Title NC CALVARY/SLAB Job # 05835-R Dsgnr Description Date Page JUN 2,2006 Jhis Wall in File c Vprogram files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997UBC Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 3015 2431 279 2152 1363 7603 = #6 @ 17 00 = #6 @ 16 00 = #5 @ 19 25 Heel 0 psf 2 249 ft-# 12 157 ft-# 9 907 ft-# 1998psi 76 03 psi in in in Other Acceptable Sizes & Spacmgs Toe Not req d Mu < S * Fr Heel #4@ 7 25 in #5@ 11 25 in #6@ 16 00 in #7@ 21 75 in #8@ 28 50 in #9@ 36 Key #4@ 12 50 in #5@ 19 25 in #6@ 27 25 in #7@ 37 25 in Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance em Ibs ft eel Active Pressure = 1 929 4 oe Active Pressure = -58 8 350 061 Moment ft-# 67528 -359 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 32175 Sloped Soil Over Hee: = 396 127359 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = Total 5400 600 253 2 5 32 26638 OTM = 32400 1 3461 11 303 0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1 96 6 781 8 Ibs Vertical component of active pressure used for soil pressure Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weighl _ Key Weight Vert Component _ Total = 367 1 1888 2449 1 2563 3000 5377 6781 8 Ibs 000 050 1 59 200 279 1 50 558 RM = 183 1 8944 4899 35070 4500 30023 22 097 9 DESIGNER NOTES 8 in Mas w/#5 @ 16 in o/c Solid Grout y/y 2 3/4" 16 in Mas w/ #5 @ 16 in o/c Solid Grout 3-4 9-0" i 9-0 3'-4 16 in Mas w/ #6 @ 16 in o/c Solid Grout Spc Insp #6@17m @Toe Designer select #6@16m allhonz remf @ Heel See Appendix A 2' y A 2-4 ! r-61 2-0' 1-0 1-0 1-0 3'-7' 4-7 5-7 eopsi 19294* 2840 4psf INLAND ENGINEERING 4883 E. LA PALMA STE 501-A ANAHEIM, CA Title n c /slab Job # 05835 R2 Description Dsgnr Page Date JUN 28,2006 This WaM m File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005 www retampro com/support for latest release Cantilevered Retaining Wall Design"Registrations RP 1139255 2005002 Code 1997 UBC Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 900ft 000ft 200 1 4 00 in 00ft J Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method • Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 52 0 psf/ft 35 0 psf/ft 300 0 psf/ft 11000pcf 0350 4 00 in Surcharge Loads Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load *Design Summary Wall Stability Ratios Overturning Sliding • Lateral Load Applied to Stem | Lateral Load Height to Top Height to Bottom 00#/ft 000ft 000ft Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = f c = 2 000 psi Fy = Footing Concrete Density = Mm As % Cove. @ Top = 2 00 in @ Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson s Ratio = 100ft 550 650 1800m 1200m 41 00 in 1 00ft 60 000 psi 15000pcf 00018 Btm = 3 00 in 1 00 Ibs 000ft 0 00 in 000ft Line Load 0 0 ft 0300 Fp / Wp Weight Multiplier = 0 300 g Added seismic base force 253 2 Ibs Total Bearing Load resultant ecc 226 OK 1 52 OK 10 106 Ibs 11.23 in Soil Pressure @ Toe = 2 89a psf OK Soil Pressure @ Heel = 211 psf OK Allowable = 3 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2 685 psf 196 psf 12 4 psi OK 31 2 psi OK 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 4311 2 Ibs 4 117 7 Ibs 2 816 7 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1600 1 600 1 600 1 000 Stem Construction | Top stem Design Height Above Ftc ft = Wall Material Above Ht Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth d in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = oiem ur\ 566 Masonry 800 # 5 1600 Edge 0393 3455 4156 1 0580 52 194 780 525 3000 3000 1 500 24000 Yes No 2578 1 000 760 2nd Qi — —- f~\Lfotem UK 233 Masonry 1600 # 5 1600 Edge 0655 1 3285 30429 46428 80 194 1640 1300 3000 3000 1 500 24000 Yes No 2578 1000 1560 3rd Qtd-n f~\lfoism Un. 000 Masonry 1600 # 6 1600 Edge 0936 23573 72841 77787 148 387 1640 1300 3600 1409 1 500 24000 Yes Yes 2578 1 000 1560 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = 8 in Mas w/#5 @ 16 in o/c Solid Grout 16 in Mas w/#5 @ 16 in o/c Solid Grout 16 in Mas w/ #6 @ 16 in o/c Solid Grout Spc Insp #6@17tn @Toe Designer select #6@16m allhonz remf @ Heel See Appendix A A ' " A A 3 4 9'-0 , 9-0 : 3 4 2 4 1 6 3 5 .1L . . T 1-0 1'-0 4-6'...... — - 5-6 6-6 Pp= 41177* 4116 8# 211 33psf 2898 3psf INLAND ENGINEERING 4883 E 1LA (*ALMA STE 501 A ANAHEIM, CA Title n c /slab Job # 05835-R2 Description Dsgnr Page 7 Date JUN 28 2006 This Wall in File c \program files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997 UBC Criteria Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 11 00ft 000ft 200 1 4 00 in 00ft I Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Ftaid Pressure Method I Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 52 0 psf/ft 35 0 psf/ft 300 0 psf/ft HOOOpcf 0350 4 00 in Surcharge Loads • Lateral Load Applied to Stem | Lateral Load Height to Top Height to Bottom Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem • Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Stem Weight Seismic Load | FP / wp Weight Multiplier 00#/ft 000ft 000ft Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = f c = 2 000 psi Fy = Footing Concrete Density = Mm As % = Cover @ Top = 2 00 in @ Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson s Ratio = 1 75ft 825 1000 1800m 1200m 54 00 in 1 75ft 60 000 psi 15000pcf 00018 Btm = 3 00 in 1 00 Ibs 000ft 000 in 000ft Line Load 00ft 0300 0 300 g Added seismic base force *Design Summary I Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc 310 OK 1 54 OK 17 738 Ibs 728 in Soil Pressure @ Toe = 2 420 psf OK Soil Pressure @ Heel = 1 128 psf OK Allowable = 3 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2314 psf 1 079 psf 18 9 psi OK 45 0 psi OK 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req d = for 1 5 1 Stability Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 6 873 5 Ibs 6 000 0 Ibs 5 049 5 Ibs 0 0 Ibs OK 00 Ibs OK UBC 1997 1 200 1600 1600 1 600 1 000 Stem Construction | Top stem Design Height Above Ftc ft = Wall Material Above Ht1 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth d in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = oiem wr\ 700 Masonry 800 # 6 1600 Edge 0579 4825 6876 1 1872 76 194 780 525 3600 3600 1 500 24000 Yes No 2578 1 000 760 2nd Ctrtm f*\\fbtem UK 300 Masonry 1600 # 6 800 Edge 0753 1 8702 51155 67922 121 194 1640 1300 3600 3600 1 500 24000 Yes No 2578 1 000 1560 3rd Ctorn f~\bfbtem UK 000 Masonry 1600 # 6 800 Edge 0956 34550 129891 135844 229 387 1640 1300 3600 1409 1 500 24000 Yes Yes 2578 1 000 1560 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = 311 Olbs INLAND ENGINEERING 4883 E t_A PALMA STE 501 A ANAHEIM, CA Title n c /slab Job # 05835-R2 Description Dsgnr I &Page Date JUN 28,2006 This Wall in File c \proaram files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall Design Registration # RP 1139255 2005002 Code 1997UBC Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 Way Shear Allow 1 Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2314 4835 681 4153 1888 7603 #5@1800in #5@ 1050m #5 @ 19 25 in Heel 1 079 psf Oft-# Oft-# 18456ft-# 45 01 psi 76 03 psi Other Acceptable Sizes & Spacmgs Toe Not req d Mu < S * Fr Heel #4@ 6 75 in #5@ 10 50 in #6@ 14 75 in #7@ 20 00 in #8@ 26 25 in #9@ 33 Key #4@ 12 50 in #5@ 19 25 in #6@ 27 25 in #7@ 37 25 in Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Ibs ft ft-# 66214 -588 532 061 35 222 1 359 Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 3110 618 19204 Total = 68735 OTM = 371065 Resisting/Overturning Ratio = 310 Vertical Loads used for Soil Pressure = 17 737 9 Ibs Vertical component of active pressure used for soil pressure Force Ibs RESISTING Distance ft Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions _ Footing Weighl _ Key Weight Vert Component _ Total = 83692 1 3156 642 14600 2933 22500 6750 33106 177379 Ibs 654 769 000 088 235 275 500 225 1000 RM = Moment ft-# 54 748 3 101229 561 34243 8067 11 250 0 1 5188 331059 1150329 DESIGNER NOTES 8 in Mas w/ #6 @ 16 in o/c _, Solid Grout 16 in Mas w/#6 @ 8 in o/c Solid Grou* 16 in Mas w/#6@ 8 in o/c Solid Grout Spc Insp /_// #5@18m @Toe Designer select #5@105m allhonz remf @ Heel See Appendix A » | .,. 4-0 4 0 3 0 1-6 4 6 19 1-0i •—« •- 1-9 7'-3" 8'-3 10-0" Pp= 6000 # 1128psf 24196psf INLAND ENGINEERING 4883 E J.A PALMA STE 501-A ANAHEIM, CA Title NC2 Job # 05835-R2 Description Dsgnr Page Date JUN 28,2006 This Wall in File c \program files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall Design Registration # RP 1139255 2005002 - Code 1997UBC Criteria Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 900ft 000ft 200 1 4 00 in 00ft • Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method • Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 52 0 psf/ft 35 0 psf/ft = 300 0 psf/ft = 11000pcf = 0350 = 4 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 300ft 233 533 1800m 1200m 41 00 in 300ft f c = 2 000 psi Fy = 60 000 psi Footing Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads • Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 0 0 psf Lateral Load = 0 0 #/ft Adjacent Footing Load - 0 0 Ibs Used To Resist Sliding & Overturning Height to Top = 0 00 ft Footing Width = 0 00 ft Surcharge Over Toe = 00 psf Height to Bottom = 000ft Eccentricity = 000 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0 00 ft Axial Load Applied to Stem | Footing Type Line Load Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Stem Weight Seismic 'Design Summary Wall Stability Ratios Overturning = Sliding = Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 00 Ibs 00 Ibs 00 in Load I Fp / Wp Weight Multiplier = 0 (-ra^><v r\u\j vc< Lsduwv \S\JH r\ r\ ti at Back of Wall ° ° tt Poisson s Ratio = 0 300 300 g Added seismic base force 253 2 Ibs 1 Stem Construction I Top stem 1 85 OK 1 56 OK 5 847 Ibs 968 in 2 091 psf OK 102 psf OK 3 000 psf Allowable 1 729 psf 84 psf 16 2 psi OK 20 3 psi OK 76 0 DSI Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3 340 4 Ibs less 1 00% Passive Force = - 4 1 1 7 7 Ibs less 1 00% Friction Force = - Added Force Req d = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 1 495 8 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1 000 Design Height Above Ftc ft = Wall Material Above Ht Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth d in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = Masonry Block Type = Medium Concrete Data fc psi = Fy psi = oiem wr.566 Masonry 800 # 5 1600 Edge 0393 3455 4156 1 0580 52 194 780 525 3000 3000 1 500 24000 Yes No 2578 1 000 760 Weight 2nd 233 Masonry 1600 # 5 1600 Edge 0655 1 3285 30429 46428 80 194 1640 1300 3000 3000 1 500 24000 Yes No 2578 1 000 1560 3rd C+cim C\\(oiem ur\ 000 Masonry 1600 # 6 1600 Edge 0936 23573 7284 1 77787 148 387 1640 1300 3600 1409 1 500 24000 Yes Yes 2578 1 000 1560 INLAND ENGINEERING Title NC2 4883 E .LA PALMA Job # 05835-R2 STE 501 A Description ANAHEIM CA This Wall m File Retain Pro 2005 1 November 2005 (c) 1989 2005 www retampro com/support for latest release Catltllevered Retainind Wall DeSIQII Registration # RP 1139255 2005002 a ° Footing Design Results | Toe Heel Factored Pressure = 1 729 84 psf Mu Upward = 7701 197 ft-# Mu Downward = 1 744 3 835 ft-# Mu Design = 5956 3 638 ft-# Actual 1 Way Shear = 1616 20 27 psi Allow 1 Way Shear = 76 03 76 03 psi Other Acceptable Sizes & Spacings Toe Reinforcing = #6 @ 17 00 in Toe Not reqd Mu < S * Fr Heel Reinforcing = #5@1800m Heel Not reqd Mu < S * Fr Key Reinforcing = #5 @ 1925m Key #4@ 12 50 in #5@ 19 25 in #6@ 27 25 Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 31460 367 115353 Soil Over Heel Toe Active Pressure = -58 8 0 61 -35 9 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ Seismic Stem Self Wt = 2532 532 13461 Stem Weight(s) Earth @ Stem Transitions _ Total = 33404 OTM = 128455 Footing Weighl Resisting/Overturning Ratio = 1.85 Key Weight Vertical Loads used for Soil Pressure = 5 846 6 Ibs Vert ComP°nent Total =Vertical component of active pressure used for soil pressure Dsgnr Date Paae ^ JUN 28,2006 c \program files\rp2005\north coast rp5 -Code 1997 UBC in #7@ 37 25 in 1 RESISTING Force Ibs 9900 275 1100 1 1888 2449 1 2000 5125 1 5730 58466 Ibs Distance ft 483 500 000 1 50 359 400 267 350 533 RM = Moment ft-# 47850 1375 1650 4271 9 9797 32000 1 7938 83891 23 722 0 DESIGNER NOTES 8 in Mas w/ #5 @ 16 in o/c Solid Grout 16 in Mas w/ #5 @ 16 in o/c Solid Grout 16 in Mas w/ #6 @ 16 in o/c Solid Grout Spc Insp Designer select #5@18m allhonz remf @ Heel See Appendix A 3 4 9-0 9-0 3 4' 2-4 4 VSA<VS<VS<VSAA<VV////VVVVSAAAA^AAcv' X / / , #6@17m ; " | @Toe ; . ^ I I. ! 16IT, _ —* ^ I 3-5 T T 30 1-0 1'-4 3 0 2-4 5-4 Pp= 41177* 101 78psf 2090 7psf INLAND ENGINEERING 4863 E J.A PALMA STE 501 A ANAHEIM, CA Title NC2 Job # 05835-R2 Description Dsgnr Date Page JUN 28,2006 This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997 UBC Criteria Retained Height Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = 11 00ft 000ft 200 1 4 00 in 00ft J Soil Data Allow Soil Bearing = 3 000 0 psf Equivalent Fluid Pressure Method I Footing Dimensions & Strengths | Wind on Stem 00 psf Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footmg||Soil Friction Soil height to ignore for passive pressure 52 0 psf/ft 35 0 psf/ft = 300 0 psf/ft = 11000pcf = 0350 4 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 475ft 250 725 1800m 12 00 in 54 00 in 475ft f c = 2 000 psi Fy = 60 000 psi Footing Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in Surcharge Loads • Lateral Load Applied to Stem | Adjacent Footing Load Lateral Load Height to Top Height to Bottom Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem • Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 00m Stem Weight Seismic Load | FP / wp Weight Multiplier 0 0 #/ft Adjacent Footing Load = 0 0 Ibs 0 00 ft Footing Width = 0 00 ft 0 00 ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil _ ft at Back of Wall ~ Poisson s Ratio = 0 300 = 0 300 g Added seismic base force 3110 Ibs *Design Summary J Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc 212 OK 1 59 OK 7 908 Ibs 728 in Soil Pressure @ Toe = 1 638 psf OK Soil Pressure @ Heel = 543 psf OK Allowable = 3 000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Hee! = Allowable = 1 340 psf 444 psf 196 psi OK 26 9 psi OK 76 0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req d = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 4 702 7 Ibs 6 000 0 Ibs 1 989 0 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1600 1 000 Stem Construction I Top stem Design Height Above Ftc ft = Wall Material Above Ht Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear .Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth d in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio n = Short Term Factor = Equiv Solid Thick in = Old n wrv 700 Masonry 800 # 6 1600 Edge 0579 4825 6876 1 1872 76 194 780 525 3600 3600 1 500 24000 Yes No 2578 1 000 760 2nd Qtam D\foTem (jr\ 300 Masonry 1600 # 6 800 Edge 0753 1 8702 51155 67922 121 194 1640 1300 3600 3600 1 500 24000 Yes No 2578 1 000 1560 3rd C+tim OWoiem ur\ 000 Masonry 1600 # 6 800 Edge 0956 34550 129891 135844 229 387 1640 1300 3600 1409 1 500 24000 Yes Yes 2578 1 000 1560 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = INLAND ENGINEERING 48!ft E «i.A PALMA STE 501-A ANAHEIM, CA Title NC2 Job # 05835 R2 Description Dsgnr Date Page -*_ JUN 28,2006 This Wall in File c \program files\rp2005\north coast rpS Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall DesignRegistration # RP 1139255 2005002 Code 1997 UBC Footing Design Results Factored Pressure Mu Upward Mu Downward Mu Design Actual 1 Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = Toe 1 340 14608 4057 10551 1960 7603 #6 @ 17 00 in #5 @ 11 25m #5 @ 1925m Heel 444 psf 569ft-# 6 126 ft-# 5 557 ft-# 26 95 psi 76 03 psi Other Acceptable Sizes & Spacmgs Toe #4@ 7 75 in #5@ 12 00 in #6@ 17 00 in #7@ 23 00 in #8@ 30 50 in #9@ 38 Heel Notreqd Mu < S * Fr Key #4@ 12 50 in #5@ 19 25 in #6@ 27 25 in #7@ 37 25 in Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment em Ibs ft ft-# eel Active Pressure oe Active Pressure 4 450 5 -588 436 061 194092 -359 Soil Over Heel Sloped Soil Over Hee: = RESISTINGForce Distance Ibs ft 1 411 7 374 667 686 Moment ft-# 9411 1 2568 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 3110 618 19204 Total = 47027 OTM = 212936 Resisting/Overturning Ratio = 212 Vertical Loads used for Soil Pressure = 7 908 0 Ibs Vertical component of active pressure used for soil pressure Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions., Footing Weighl _ Key Weight Vert Component _ Total = 1742 1 4600 2933 1 631 3 6750 22252 79080 Ibs 000 238 535 575 363 525 725 RM = 4136 78043 1 6867 59133 35438 16 1326 45 1622 DESIGNER NOTES f - 8 in Mas w/#6@ 16 in o/c Solid Grout 23/4' A A A 4 0 16 in Mas w/#6 @ 8 in o/c Solid Grout 16 in Mas w/ #6 @ 8 in o/c Solid Grout Spc Insp #6@17m @Toe Designer select #5@11 25m allhoriz remf @ Heel See Appendix A 11-0 11 0 4 0 3-0 1-6 4'-6 4-9 4-9 7-3 4450 5# Pp= 6000 # 543 07psf 16385psf INLAND ENGINEERING 4933 t» LA PALMA STE 501 A ANAHEIM CA / i Title NORTH COAST Page &-fl Job# 05835 Dsgnr SN Date SEP 9,2005 Description This Wall in File c \program files\rp2005\north coast rp5 Retain Pro 2005 1 November 2005 (c) 1989 2005www retampro com/support for latest release Cantilevered Retaining Wall Design Code 1997 UBC Registration* RP 1139255 2005002 a a Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = Wind on Stem = Surcharge Loads Surcharge Over Heel = 1 11 00ft 000ft 000 1 400 in 00ft 00 psf 1 00 psf Used To Resist Sliding & Overturning Surcharge Over Toe =00 psf Used for Sliding & Overturning Axial Load Applied to Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Stem Weight Seismic *Design Summary Wall Stability Ratios Overturning = Sliding = Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soil Pressure @ Heel = Stem | 950 0 Ibs 744 0 Ibs 0 0 in Load | 1 235 OK 1 61 OK 10712 Ibs 1268 in 2 91 6 psf OK 144 psf OK Allowable = •* uuu psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 3 231 psf 160 psf 28 3 psi OK 21 5 psi OK 76 0 DSI Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3 644 9 Ibs less 100% Passive Force = - 3 134 4 Ibs less 100% Friction Force = - Added Force Req d = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth H Wind W Seismic E 3 222 0 Ibs 0 0 Ibs OK 0 0 Ibs OK UBC 1997 1 200 1 600 1 600 1 600 1000 Soil Data Allow Soil Bearing =3 000 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35 0 psf/ft Toe Active Pressure = 35 0 psf/ft Passive Pressure = Soil Density = Footmg||Soil Friction = Soil height to ignore for passive pressure = 300 0 psf/ft 11000pcf 0350 400 in Lateral Load Applied to Stem Lateral Load = Height to Top = Height to Bottom = Fp / Wp Weight Multiplier Stem Construction Design Height Above Wall Material Above Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa 60 0 #/ft 11 00ft 000ft = 0300 | Footing Dimensions Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = f c = 2 000 psi Fy Footing Concrete Density = Mm As % Cover @ Top = 2 00 in i & Strengths | 200ft 500 700 1800m 12 00 in 33 00 in 200ft 60 000 psi 1 50 00 pcf 00018 @ Btm = 3 00 in J Adjacent Footing Load | Adjacent Footing Load Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Qoeo Ahn\/^/RAlri\A/ ^rtilDdDC MUUVc/DclUW OUII at Back of Wall Poisson s Ratio = g Added seismic base force • Top Stem 2nd 3rd Ftc ft= 800 566 333 Ht = Masonry Masonry Masonry m = = = = _ Total Force @ Section Ibs = Moment Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth d ft-# = ft-# = psi = psi = psf = m = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio n Short Term Factor Equiv Solid Thick Masonry Block Type Concrete Data fc Fv psi = 800 1200 1600 #4 #6 #6 1600 1600 800 Edge Edge Edge 0 555 0 689 0 738 387 3 931 1 1 682 7 5023 20074 50156 905 4 2 91 1 7 6 792 2 59 85 109 194 194 194 780 1240 1640 525 900 1300 24 00 36 00 36 00 24 00 36 00 36 00 1 500 1 500 1 500 psi = 24 000 24 000 24 000 = = = = m = Yes Yes Yes No No No 25 78 25 78 25 78 1 000 1 000 1 000 760 1160 1560 00 Ibs 000ft 000m 000ft Line Load 00ft 0300 309 4 Ibs 4th Qtom C\\(oiem (jr\ 000 Masonry 1600 # 6 800 Edge 0839 30849 1 1 394 0 135844 202 387 1640 1300 3600 1409 1 500 24000 Yes Yes 2578 1 oqp 1560 = Medium Weight psi = DSI = * *• 8,nMasw/*4@16,no/c Solid Grout Y/s 23/4 12 in Mas w/ #6 @ 16 in o/c Solid Grout 16 in Mas w/ #6 @ 8 in o/c Solid Grout 16 in Mas w/ #6 @ 8 in o/c Solid Grout Spc Insp #6@18in @Toe Designer select #6@16m allhonz remf @ Heel See Appendix A T A 3-0 2-4 J 11-0 11-0 2-4 3-4 2 9 2-0' 1-0 2 0 4-0 5-0' 7-0' DL= 950 11= 744 # Ecc= 0 in / eopsfl 2734 4# Pp=31344# 14443psf 2916 1psf V '•o'0iplfi=J i o £ 3 3 •^3z £ icoo. ui u.:8^S8O "" «0 O Zg£ui35 lo:OK000O_|0IS!Mj<<d e^ — LUz o: > ^00^ V ^ 0Q_ 15 --- ^D ^O ^-sic^r-