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Home My WebLink About1911 CALLE BARCELONA; 158; CB050266; Permitb * ~. L Od-18-2005 ' City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Building Inspection Request Line (760) 602-2725 Commercial/lndustriaI Permit Permit No: CB050266 Job Address: Permit Type: TI Sub Type: COMM Parcel No: 2550120400 Lot #: 0 Status: ISSUED Valuation: $276,830.00 Construction Type: NEW Applied: 01/27/2005 Occupancy Group: Reference #: Entered By: RMA Project Title: ANTHROPLOGIE-DEMO & REPLACE Plan Approved: 03/18/2005 SLAB,FACADE & STRUCT Issued: 0311 812005 191 1 CALLE BARCELONA CBAD St: 158 Inspect Area: Plan Check#: Applicant: Owner: NADEL ARCHITECTS STE 1025 625 BROADWAY 921 01 SMYRNA GA 30080 BORDERS INC <LF> FOURTH QUARTER PROPERTIES XXX L C/ BORDERS INC 300 VILLAGE GREEN CIR SE #200 61 9 232-8424 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Recl. Water Con. Fee $1,091.72 $0.00 $709.62 $0.00 $0.00 $58.13 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Meter Size Addl Recl. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,859.47 Total Fees: $1,859.47 Total Payments To Date: $709.62 Balance Due: $1,149.85 review, set aside, void, or annul their impositi \ FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO. CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 - Workers' Compensation Declaration. I hereby affirm under penalty of perjury one of the following declarations. 0 of t e work for which this permit IS issued. issued. My worker's compensation insurance carrier and policy number are Insurance Company (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS I$1001 OR LESS) 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 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 * KrJcrD Policy No \% \qq 67 -&%r Expiration Date 1- - ob d e performance of the work for which this permit is issued, I shall not employ any person in any manner SO as ines up to one hundred nd attorney's fees. of California. 0 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 Coda: 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) 1. 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 Caw) 0 1. I am exempt under Section Business and Professipns Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 2. 3. I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number I contractors license number): 4. number / contractors license number!: 5. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I ohone number I Woe of work): PROPERTY OWNER SIGNATURE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control distrct or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 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 OlSTRlCT 0 YES 0 NO YES 0 NO I hereby affirm that there is a construction lending agency for the performance of the work for whrch this permit is issued (Sec 3097(1) 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 Citt 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. itation and become null and void if the building or work k authorized by such permit is suspended or abandoned 6.4.4 Uniform Building Code). APPLICANT'S ;NATU DATE 61 )d5/os / I City of CarlsbaI Flnal Bulldlng lnspectlon Dept: Building Engineering Planning CMWD St Lite Plan Check #: Permit #: CB050266 Project Name: ANTHROPOLOGIE-DEMO & REPLACE Address: 191 1 CALLE BARCELONA #I 58 Lot: Contact Person: DON Phone: 61 92470221 Sewer Dist: LC WaterDist: 0 SLAB,FACADE & STRUCT I Date: Permit Type: Sub Type: 0 10/04/2005 TI COMM Date Inspected: '/Yb '7 Approved: t/ Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: ........................................................................................................................................................... Comments: City of Carlsbad Bldg Inspection Request For: 10/05/2005 Permit# CB050266 Inspector Assignment: PD Title: ANTHROPOLOGIE-DEMO & REPLACE Description: SLAB,FACADE & STRUCT Type: TI Sub Type: COMM Job Address: 191 1 CALLE BARCELONA Suite: 158 Lot 0 Location: APPLICANT NADEL ARCHITECTS Owner: Remarks: Phone: 6192470221 Total Time: Requested By: DON CD Description Comment Entered By: CHRISTINE 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs PCR05074 ISSUED ANTHROPOLOGIE; SEE 4 PAGE TRANSMITTAL DATED APRIL 12 PCR05162 ISSUED ANTHROPOLOGIE QUALITY CONTROL REVISIONS Inspection History Date Description Act lnsp 10/04/2005 89 09/07/2005 84 09/06/2005 17 09/06/2005 18 09/01/2005 18 09/01/2005 18 08/09/2005 18 08/09/2005 44 08/04/2005 16 08/04/2005 17 08/02/2005 13 07/29/2005 11 07/28/2005 11 07/27/2005 81 09/07/2005 1 a Final Combo Exterior LatIvUrywall Rough Combo Interior LatNDrywall Exterior LathIDrywall Exterior LatNDrywall Exterior LatNDrywall Exterior LaWDrywall Roug MDuctsIDampers Insulation Interior LaWDrywall Shear PanelsIHDs FtgIFoundatiodPiers FtgIFoundatiodPiers Underground Combo CA wc co wc co PA CA wc PA AP AP CA AP CA co PD PS PS PS PS PS PD PS PS PS PS PS PS PS PS Comments T-BAR NOT COMPLETE GRID LINES D-6 OK TO INSULATE TRUNKS NOTE ON CARD BY DON 7:50AM NORTH EAST AREA BY DON 7:45AM City of Carlsbad Bldg Inspection Request For: 07/27/2005 Permit# CB050266 Title: ANTHROPOLOGIE-DEMO & REPLACE Description: SLAB,FACADE & STRUCT Type: TI Sub Type: COMM Job Address: 1911 CALLE BARCELONA Suite: 158 Lot 0 Location: APPLICANT NADEL ARCHITECTS Owner: Remarks: am please - partial insp Total Time: Inspector Assignment: PS Phone: 6192470221 - Inspector: R5 t Requested By: DON Entered By: CHRISTINE nment Associated PCRs/CVs PCR05074 ISSUED ANTHROPOLOGIE; SEE 4 PAGE TRANSMITTAL DATED APRIL 12 Date 07/25/2005 07/20/2005 0711 912005 0711 912005 0711 912005 0711 812005 0711 812005 0711 812005 0711 512005 0711 4/2005 06/09/2005 06/03/2005 06/03/2005 06/02/2005 06/02/2005 0511 112005 05/02/2005 04/29/2005 Inspection Historv Description Act lnsp Comments 11 FtgIFoundationlPiers CA PS BYDON 13 Shear PanelsIHD's AP PS 14 Frame/SteellBolting/Welding CO PS NEED FIRE STOPPING PER UBC, CHAPTER 7 31 UndergroundIConduit-Wiring WC PS 13 Shear PanelslHD's CO PS 14 Frame/Steel/Bolting/Weiding CO PS 13 Shear PanelslHD's PA PS NOTEDONCARD 13 Shear Panels/HD's CO PS NAILING NOT COMPLETE 12 SteelIBond Beam AP PS GRADEBEAMS 1 1 FtglFoundationlPiers co PS 12 SteelIBond Beam co PS 11 FtgIFoundatiordPiers CO PS NO REPORT ON SHOP WELDING 84 Rough Combo wc PS 12 SteeVBond Beam AP BN FOOTING C & D PER PLAN S.I. REPORT IN FILE 11 FtgIFoundationlPiers PA PS 4padftgline6 12 SteeVBond Beam NR RB MISSING SPECIAL INSP REPORTS 21 UndergroundIUnder Floor wc PS wanted to hold his hand on fire stopping for the 2nd time 17 Interior Lath/Drywall co PS " ClTY OF CARLSBAD BUILDING DEPARTMENT OTICE (7601 602-2700 1635 FARADAY AVENUE Y FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE CODE ENFORCEMENT OFFICER @ I s City of Carlsbad Bldg Inspection Request For: 07/19/2005 Permit# CB050266 Inspector Assignment: PS Title: ANTHROPOLOGIE-DEMO & REPLACE Description: SLAB,FACADE & STRUCT Type: TI Sub Type: COMM Job Address: 191 1 CALLE BARCELONA Suite: 158 Lot 0 Location: Phone: 6195206308 Inspector: v> APPLICANT NADEL ARCHITECTS Owner: Remarks: AM PLEASE - UNSURE WHAT INSP GO TO WHICH Total Time: Requested By: BRAD Entered By: CHRISTINE CD Description 14 FramelSteeVBoltingNVelding ___ 21 Underground/Under Floor __. bc', 31 Underground/Conduit-Wiring ___ Associated PCRs/CVs PCR05074 ISSUED ANTHROPOLOGIE; SEE 4 PAGE TRANSMmAL DATED APRIL 12 Date 0711 812005 0711 812005 0711 a12005 0711 4/2005 0711 512005 06/09/2005 06/03/2005 06/03/2005 06/02/2005 06/02/2005 05/11/2005 05/02/2005 04/29/2005 lnsuection Historv Description 13 Shear PanelsIHD's 14 Frame/Steel/BoltingANelding 17 Interior Lath/Drywall 13 Shear PanelsIHD's 13 Shear PanelsIHD's 12 SteellBond Beam 11 FtglFoundationlPiers 12 SteellBond Beam 11 FtglFoundationlPiers 84 Rough Combo 12 SteeVBond Beam 11 Ftg/Foundation/Piers 12 SteelIBond Beam Act co co co PA co AP co co co wc AP PA NR lnsp Comments PS PS PS PS NOTED ON CARD PS NAILING NOT COMPLETE PS GRADE BEAMS PS PS PS PS BN PS RB MISSING SPECIAL INSP REPORTS wanted to hold his hand on fire stopping for the 2nd time NO REPORT ON SHOP WELDING FOOTING C & D PER PLAN S.I. REPORT IN FILE 4 pad ftg line 6 N ,?. c *' ' CITY OF CARLSBAD BUILDING DEPARTMENT OTIC E (760) 602-2700 1635 FARADAY AVENUE DATE 7-/? -0 TIME LOCATION / PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? a YES PHONE @ CODE ENFORCEMENT OFFICER c City of Carlsbad Bldg Inspection Request For: 07/18/2005 Permit# CB050266 Inspector Assignment: PS Title: ANTHROPOLOGIE-DEMO & REPLACE Description: SLAB,FACADE & STRUCT Type: TI Sub Type: COMM Job Address: 191 1 CALLE BARCELONA Suite: 158 Lot 0 Location: APPLICANT NADEL ARCHITECTS Owner: Remarks: Total Time: Phone: 6195206308 Requested By: BRAD MURRAY Entered By: CHRISTINE CD Description 13 Shear Panels/HD's 14 Frame/SteeVBolting/Welding 17 Interior Lath/Drywall Associated PCRs/CVs PCR05074 ISSUED ANTHROPOLOGIE; SEE 4 PAGE TRANSMmAL DATED APRIL 12 Inspection Histow Date Description 07/15/2005 13 Shear PaneWHD's 07/14/2005 13 Shear PaneWHD's 06/09/2005 12 Steel/Bond Beam 06/03/2005 1 1 Ftg/Foundation/Piers 06/03/2005 12 SteeVBond Beam 06/02/2005 1 1 Ftg/Foundation/Piers 06/02/2005 84 Rough Combo 0511 1/2005 12 Steel/Bond Beam 05/02/2005 1 1 Ftg/Foundation/Piers 04/29/2005 12 Steel/Bond Beam Act lnsp Comments PA PS NOTEDONCARD CO PS NAILING NOT COMPLETE AP PS GRADEBEAMS co PS co PS CO PS NO REPORT ON SHOP WELDING wc PS AP BN PA PS 4padftgline6 NR RB MISSING SPECIAL INSP REPORTS FOOTING C & D PER PLAN S.I. REPORT IN FILE '4 I N CITY OF CARLSBAD BUILDING DEPARTMENT OTICE (760) 602-2700 1635 FARADAY AVENUE TIME LOCATION 19 PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? 0 YES PHONE @ BUILDING INSPE~OR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg For: 05/02/2005 Permit# CB050266 Title: ANTHROPOLOGIE-DEMO & REPLACE Description: SLAB,FACADE & STRUCT Type: TI Sub Type: COMM Job Address: 191 1 CALLE BARCELONA Suite: 158 Lot 0 Location: APPLICANT NADEL ARCHITECTS Owner: Remarks: Total Time: Inspection Request inspector Phone: 6192470221 inspector: s- Requested By: DON Entered By: KAREN / -9 CD Description 11 Ftg/Foundation/Piers Associated PCRsCVs PCR05074 PENDING ANTHROPOLOGIE, SEE 4 PAGE TRANSMllTAL DATED APRIL 12 Date Description Inspection Histow Corporate: Branch Branch: Branch: Age (Days) 7 28 28 28 H 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 7313 Carroll Road, Suite G, San Diego, CA 92121 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 13010 San Fernando Road, Unit I, Sylmar, CA 91342 Tel: (714) 632-2999 Fax: (714) 632-2974 Tel: (858) 537-3999 Fax: (858) 537-3990 Tel: (909) 6534999 Fax: (909) 653-4666 Tel: (818) 833-8100 Fax: (818) 833-0085 Date Nominal Actual Area Load Strength Type of Tested Size (Sq. Inch) (Ibs.) (Psi) Fracture 611 712005 6X 12 28.27 101,130 3,580 Cone & Split 7/8/2005 6X 12 28.27 156,110 5,520 Cone & Split 7/8/2005 6X 12 28.27 157,490 5,570 Cone & Split 7/8/2005 6X 12 28.27 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 Client: A ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 SUMMIT BUILDERS Set No.: 5- 13972 File No.: Permit No.: Project No.: 8900A01 Project Name: ANTHROPOLOGY SHELL REMODEL 19 1 1 CALLE BARCELONA CARLSBAD, CA Specified Strength: 3,000 PSI Sampled By: JESSE RANDOLPH Location: FOOTING AT GRID LINE 6/B - 6/D Concrete Supplier: VULCAN MATERIALS COMPANY Mix No.: 303005 Ticket No.: 127140 Water added at Site: gal. By Cement Type: IIN MixTime: 59 min. Remarks: Distribution: THOMAS ENTERPRISES CITY OF CARLSBAD-BLDG INSPECTION DEPT **LAB COPY** A Date Sampled: 6/10/2005 Date Received: 6/14/2005 Concrete Temp: 76 "F Ambient Temp: 64 "F Slump: 4.00 in. Tested at: San Diego Respectfully Submitted, MTGL, Inc. Pi u Eduardo Dizon, R.C.E. 5540 PSI 28-day compression test complies with the specified strength. Corporate: Branch Branch Branch Age (Days) 7 28 28 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 73 13 Carroll Road, Suite G, San Diego, CA 92 12 1 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (714) 632-2999 Fax: (714) 632-2974 Tel: (858) 537-3999 Fax: (858) 537-3990 Tel: (909) 6534999 Fax: (909) 6534666 Tel: (818) 833-8100 Fax: (818) 833-0085 Date Nominal Actual Area Load Strength Type of Tested Size (Sq. Inch) (lbs.) (Psi) Fracture 5/19/2005 6X 12 28.27 83,360 2,950 Cone 6/9/2005 6x12 28.27 126,410 4,470 Cone & Split 6/9/2005 6x12 28.27 125.820 4.450 Cone & Split Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE CARLSBAD, CA 92008 Client: SUMMIT BUILDERS h Set No.: 5-13605 File No.: Permit No.: Project No.: 8900A01 Project Name: ANTHROPOLOGY SHELL REMODEL 19 1 1 CALLE BARCELONA CARLSBAD, CA A Specified Strength: 3,000 PSI Sampled By: RICHARD TORRES Location: SPREAD FOOTINGS AT GRID LINES B THRU F AND 7 THRU 8 Concrete Supplier: VULCAN MATERIALS COMPANY Mix No.: 303005 Ticket No.: 1 15626 Water added at Site: 20.00 gal. By CONTRACTOR Cement Type: I1 Mix Time: min. Remarks: Distribution: THOMAS ENTERPRISES CITY OF CAFLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Date Sampled: 5/12/2005 Date Received: 5/13/2005 Concrete Temp: 65 "F Ambient Temp: 74 "F Slump: 3.75 in. Tested at: San Diego Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. 4460 PSI 28-day compression test complies with the specified strength. Corporate: Branch Branch: Branch Age Date (Days) Tested 7 511 0/2005 28 513 1/2005 28 513 1 I2005 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 7313 Carroll Road, Suite G, San Diego, CA 92121 14320 Elsworth Street, Suite C101, Moreno Valley, CA 92553 13010 San Fernando Road, Unit I, Sylmar, CA 91342 Tel: (714) 632-2999 Tel: (858) 537-3999 Tel: (909) 653-4999 Tel: (818) 833-8100 Fax: (714) 632-2974 Fax: (858) 537-3990 Fax: (909) 653-4666 Fax: (818) 833-0085 Nominal Actual Area Load Strength Type of Size (Sq. Inch) (Ibs.) (Psi) Fracture 6X 12 28.27 65,830 2,330 Cone 6X 12 28.27 6X 12 28.27 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 File No.: ** CITY OF CAIUSBAD-BLDG INSPECTION DEPT. 1635 FARADAY AVENUE Permit No.: Project No.: 6620A02 Specified Strength: 3,000 PSI Sampled By: JAMES HAMILTON Location: FOOTING ON LINE 6 Concrete Supplier: SUPERIOR READY MIX Mix No.: 8258P Ticket No.: 600597 Water added at Site: gal. By Cement Type: IIN MixTime: 70 min. Remarks: Distribution: THOMAS ENTERPFUSES CITY OF CARLSBAD-BLDG INSPECTION DEPT. **LAB COPY** Date Sampled: 5/3/2005 Date Received: 5/4/2005 Concrete Temp: 68 "F Ambient Temp: 66 OF Slump: 4.00 in. Tested at: San Diego Respectfully Submitted, MTGL, Inc. Eduardo Dizon, R.C.E. 8RN 16-69 i, , \ I. JAMES E HAMILTON REINFORCED CONCRETE SPECIAL INSPECTOR The individual rimed hereon is CERTIFIED in the category shown, having heen so certified pursuant to successful completion of the prescribed written examination and ACI requirements Expiration date: January 26, 2008 NO. 5053705-49 ---% \\ ICc certification attesfs to competent knowledge of codes and stJndJrds. JAMES HAMILTON PRESTRESSED CONCRETE SPECIAL INSPECTOR The individual named hereon is CERTIFIED in the catepory shown, having been so certified pursuant to successful completion of the prescribed written examination. Expiration date: June 5, 2007 No, 5053735-92 .------"----- I ICC certification attestr to competent knowledge of codes and swndards. Thl> ." tu zertlfl that was awarded a +Pd -3 . ,'<w, Mertifirnte of @ampletion of Apprenticeship rn the occupation of at6wZcr e by the on Sc~&w&ZG ZGG CA4LIFORNIA APPRENTICESHIP COUNCIL Stdtr of Crlifumia DEPARTMENT OF INDUSTRIAL REL4TIONS DlVlSlOh OF APPRENTICLSHIP STANT)ARDs / SECRETARY / E6 4C'O: yzz-, DAS FORM 40-C L\-> THE CITY OF SAN DlEGO DEVELOPMENT SERVICES DEPARTMENT DlVlSlON OF BUILDING &SAFETY, INSPECTION SERVlCES Tel. (858) 492-5070 Fax (858) 492-SO98 SPECIAL INSPECTOR ID CARD Name: Certificate No.: James E. Hamilton 890 Expintion:D.ccmb.r31,2007 SEE RMRSE SlD€ FM1 MEIS) OF WORK AUTHMnZED Fell SPECIAL INSPECTION. County of Riverside Department of Building and Safety This card verifies that JAMES HAMILTON has been added to our current list of Special Inspectors. Names remain on list until date ofexpiration shown on Inspector's personal wallet cards qualifying the Inspector. San Diego/lmperial Coun Inland Empire: i 14320 Elsworth Street, Suite C101 Moreno Valley, CA 92553 Anaheim, CA 92806 San Diego, CA 921 21 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 909.653.4999 Fax: 71 4.632.2974 Fax: 858.537.3990 Fax: 909.653.4666 FlELD REPORT *\,I I SITE TIME START: SITE TIME FINISH: / I DO CERnFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT AhlD / OR THE APPR-PLANS, $PEClFICATlONS AND APPLICABLE SECTION OF THE BUlLDlNO INVESTIGATION RECOMMENDATIONS. THE DEFICIENCY REPORT 2 SOIL E TESTING, '.C : DATE: S-l? -05 7313 CARROLL RD # G, SAN DIEGO, CA 92121 858 537-3999 DESCRIPTIO~ OF WOR~NSPECTED:' FIELD ERE~TION 8 WELDING TIME ARRIVED: o 7% *o TIME DEPARTED: 3Jr-sa TOTALHRS: gT MTGL JOB NO. db ;2R-h0 1 DAILY INSPECTION REPORT FOR: REINFORCED CONCRETE UREINFORCED MASONRY X WELDING OFIREPROOFING - - PROJE~J~G- so z&& PLAN FILE NO.: ARCHITECT: / ENGINEER: LJ Ad G-eA- LOCATION OF WORK INSPEL I CY. I CERTIFIED WELDERS: b-&d [u-tsh.r&) &e--* P.E. RNlN UBC I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to the best of my knowfedge in compliance with the approved plans, specific ions and applicable sections of the governing building laws. DSA I hereby certify that I have inspected the above reported work in accordance with the requirements of DSA approved dwurnents. Sampling and testing were conducted in accordance with the requirements of the DSA approved documents. The work inspected complies with the DSA approved documents. Yes-No:- Inspector Initials Inspector Initials A$&-- - UT-1, Uhmsonic Ekaminafion Report I- Corporate: Branch: 2992 E. La Palrna Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 92121 (, FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGLOIL. MANUAL RETEW 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 AmACH A DEFICIENCY REPORT WHEN A DEFICIENCY,YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NUKE ON THE ORIGINAL DERCENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS c r MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) CONTRACTORS EWIPMEMT !MANPOWER USED a12 IhFE 113; J* - J AREA, GRID LINES, PIECES OBSERVED STRUCTURAL NOTES. DETAIL. OR RFIS USEG REWORK AS PERCFNT OF AI I WORK TODAY: PFRCFNT PROJECT COMPLFTION: WEATHER: SAMPLES TAKEN: TEMPERATURE: TESTS REOUIRED: SITE TIME START: &';kc HM LUNCH PERIOD: --?o M~1cp TRAVEL TIME: VERIFIED BY: SITE TIME FINISH: &%?CT.fl/"rJ 0 I DO CERTIW 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 AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT of.!: 77/3--@9 1CBO Certification Number City / County Certification Number Corporate: Branch : 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RES, ETC., FLL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND ~ SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS WIPMENT I MANPOWER USED: I STRUCTURAL NOTES, DETAIL. OR RFlS USED: I TEMPERATURE: TESTS REOUIRED: I SITE TIME START: i3cr AM SITE TIME FINISH:&*bffM LUNCH PERIOD: i A 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 CF- 72-/s-r- ICBD Certification Number City / County Certification Number Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 71 4.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 RFWORK AS PFRGFNT OF ALL WORK TODAY: PFRCFNT PROJFCT COMPLETION: W€4THER: SAMPLES TAKEN: TEMPERATURE: TESTS REWIRED: m SITE TIME FINISH: 2 /.?r t p SITE TIME START: Q/’c /@ TRAVEL TIME: VERIFIED BY: I I LUNCH PERIOD: - Mx’ A/ I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTtGATION RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT - LT /- 5 I /(- IO 5.- Date of Reoort /‘ ’ Pnnt Name - ICBO Certificatio<Number City / County Certification Number Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tei: 71 4.632.2999 Tel: 858.537.3999 Fax: 71 4.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 760.482.0650 Fax: IF THERE IS NON CONFORMWG WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS. ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITHYOIiRWEEKS REPORTS AREA, GRID LINES, PIECES OBSERVED +7-&k- H&+,Frr f GA& M// I REMARKS. IMUUOIIVO MWINGS: ORK AS PFRCWT OF AI I WORK TODAY: PFRCFNT PROJECTION: SAMPLES TAKEN: TESTS REOUIRED: H I LUNCH PERIOD: &/%- TRAVEL TIME: VERIFIED BY: I 00 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND /OR THE APPROVE9 PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT '35 /iLj/o~ c*-77/$--.D-- -/ Date of Report ICE0 Certification Number City I County Certification Number Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 71 4.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST 760.482.0600 Tel: Fax: 760.482.0650 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALNTGL SOIL., MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMITA COPY WITHYOURWEEKS REPORTS MATERIALS USED BY CONTPACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) sicz i3 &7/ 7-8 PFRCENT PROJFCT COMPI FTION: SAMPLES TAKEN: TEMPERATURE: TESTS REOUIREO. I ,< LUNCH PERIOD: ,3 H#.fl I DO CERTIM THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AN0 / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT City / County Certification Number Corporate: San Diegoflmperial County: Inland Empi Los AngeleslVentura County: 2992 E. La Palma Ave., Ste. A Anaheim, CA 92806 San Diego, GA 921 21 Mareno Valley, CA 92553 Sylrnar, CA 91342 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Tel: 81 8.833.8100 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 Fax: 818.833.0085 7313 Carroll Road, Suite G 14320 Elsworth Street, Ste. ClOl 13010 San Fernando Rd., Unit 1 FIELD REPORT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RF’lS, 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 WITHYOUR WEEKS REPORTS. MATERIALS USED BY CONFACTOR [INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Vom : SblpSsrJ JCYr22 tL00 sclq- ealJez&rs= Wl*d I4&.lk\3 3b.b aQ pbC WEATHER: d&m SAMPLES TAKEN: ~0 TEMPERATURE. -0 TRAVELTIME - THE P ROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OFTHE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 5 I le IVT )02-q@93” a3 3!J!!BL Date of Report fi- 1CBO Certifmbon Number City I County CerMication Number d ;dnatui fmc) 4- (8 ) &$8 -ss23 Pnnt Name Rev 7/97 Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT CONTINUED Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST 760.482.0600 Tel: Fax: 760.482.0650 Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 71 4.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 IF THERE IS NON CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS. ETC , FTLL OUT AND A?TACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO WTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS WEATHER: TEMPERATURE: SAMPCES TAKEN: TESTS REQUIRED: SITE TIME START:I~.~V~M SITE TIME FINISH: 2 mrR* I LUNCH PERIOD: L?e )fii'k. TRAVEL TIME: 5g- VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMFLIES 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 c-j- 1 j2 I Ox>'- Date at Report Pnnt Name /F. A3- ICBO Certification Number City I County Certification Number Corporate: San Diego/lmperial County: Inland Empire: 2992 E. La Palma Ave., Ste. A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 FIELD REPORT ENGINEER . PG OF IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RRS. ETC., FILL OUT AND A?TACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITHYOUR WEEKS REPORTS. REWORK AS PER; WEATHER: SAMF'LES TAKEN: TEMPERATURE: TESTS REWIRED: LUNCH PERIOD TRAVELTIME I 00 CERTIN THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES GTH THE SOIL INVESTlGATlON RECOMMENDATIONS. NOTED IN THE DEFICIENCY REPORT +@ 213 -$--g I Date of Report JCBO Certification Number *E8523 City / County Gertification Number Rev: 7/97 LF ---- --- San Diego/lmperial Countv: 2992 E. La Palrna Avi, Ste. A 7313 Carroll Road, Suite G- Anaheim, CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 71 4.632.2974 Fax: 858.537.3990 14320 ElswoZh Street, Ste. ClOl Moreno Valley, CA 92553 Tel: 951.653.4999 Fax: 951.653.4666 (. FIELD REPORT . 1- REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALA~TGL 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 AlTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR’S, IS CORRECTED, SO N& QN THE ORIGINAL DEFICIENCY REPORT AND SUBMITA COPY WITH YOUR WEEKS REPORTS. dfPd p/q TEMPERATURE: TESTS REOUIRED: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, APPROVED PLANSFICCATIONS AND APPLICABLE SECTION OF THE BUiLDlNG CODE, UNLESS OTHERWiSE NOTED IN THE DEFICIENCY REPORT .- ”: L 454 z. \S-F,R iCB0 Certification Numbsr . A Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 71 4.632.2999 Fax: 71 4.632.2974 Branch: 441 W. State Street El Centro, CA 92243 Branch: 731 3 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Toll Free: 877.563.TEST Fax: 858.537.3990 Tel: 760.482.0600 Fax: 760.482.0650 =PORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOIL, MANUAL IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING h4TRS. AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REFQRT AND REVIEW PREVIOUS REPORTS AND LISTS SUBhaA COPY WITHYOUR WEEK'S REPORTS. -r"-- MATERIALS USED BY CONTRACTOR [INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): 2 -Asto R A36 - A49 CONTRACTORS EQUIPMENTI MANPOWER USED O fd>e/L7FeX WEATHER TEMPERATURE: SAMPLES TAKEN: ESTS REWIRED: SITE TIME START: 8; 38 A M SITETIMEFINISH: : 30 ,f *r? I LUNCH PERIOO: abm c IP TRAVELTIME: .8- VERIFIED BY: .f I DO CERTIN THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTlGATlON RECOMMENDATIONS. AND/OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT os /-/o log- Date of Report 0- ICBO Certification Number City I County Cartifieation Number San Diegoflmperial County: Inland E 2992 E. La Palma Ave., Ste. A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 FIELD REPORT REPORTING REOUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGL SOIL MANUAL - REVIEW PREVIOUS REPORTS AND LISTS - IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND AlTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS. MATERIALS USE0 BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERM TEST REPORTS): u CONTRACTORS EQUIPMENT/ MANPOWER USED T r WEATHER: SAMRES TAKEN: TEMPERATURE: TESTS REauiREo: a 1.. PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, It PUBS, SPECIFIQITIONS APAPPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 7105- Date of Re ort Print Name IC80 Certification Number City / County Certification Number Rsv: 7/97 . I Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 92121 FlELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 S, AND RFIS, ETC. THE ORIGINAL D ORK AS P-OF AI I W-Y: PERCFNT PROJFCT COMPI EJION: SAMPLES TAKEN TEMPERATURE: TESTS REWIRED: I I LUNCH PERIOD: TRAVEL TIME: VERlFlEO BY: I DO CERTIN THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT os4 109 105 Date of Report City / County Certifiition Number Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 921 21 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT APPROVED SHOP DRAWING (VI (N) APPROVED PLANS ('f) (N) =PORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGL SOIL, MANUAL IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC , FILL OUT AND A'ITACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND REVIEW PREVIOUS REPORTS AND LISTS SUBMIT A COPY WITH YOUR WEEK'S REPORTS , - :ONTRACTORS EQUIPMENT/ MANPOWER USED ' td?=/~Lxktc ,L?f &#&, c /si99 MA,& EA, GRID LINES, PIECES OBSERM~ PFRCFNT PROJFCT GQMPLFTION: WV\THER: SAMPLES TAKEN: TEMPERATURE: TESTS REWIRED SITE TIME START: dj@Aw SITE TIME FINISH: KAqo./ 47 I LUNCH PER100: - ??@=/.Kg TRAVEL TIME: A VERIFIED BY: I DO CERTIN THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT cA>-Iar= 145- e&= 77Ad<J3-- Date of Report ICE0 Cettlfiition Number DAd hhm. City I County Cerdification Number Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 921 21 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND F3IS, ETC , FLU OUT AND ATTACH A DEFICIENCY WPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS. IS CORRECTED, SO NOTE ON THE ORlGINAL DEFICIENCY REPORT AND STRUCTURAL NOTES, DETAIL, OR RFlS USECI: REMARKS. waumm ma PFRCFNT PROJFCT COMPI FTION: WEATHER: SAMPLES TAKEN: TEMPERANRE: TESTS REWIRED: SITE TIME START: d cHM SITE TIME FINISH:2 x40 p* VERIFIED BY: I LUNCHPERIOD: 3 HP% TRAVEL TIME: -9- I 50 CERTIMTHAT I HAVE PERSONALLY OBSERVED ALL OFME WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUlLDlNG CODE. UNLESS OTHERWISE NOTED IN THE DEFiClENCY REPORT C?5--lC9 Icd- c.&= 77FC- Date of Report ICBO Certification Number Cii I Gounty Ccrtification Number . U Corporate: Branch: Branch: 2992 E. La Palrna Ave , Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Toll Free: 877.563.TEST Fax: 714.632.2974 Fax: 858.537.3990 Tel: 760.482.0600 Fax: 760.482.0650 7313 Carroll Road, Suite G San Diego, CA 921 21 441 W. State Street El Centro, CA 92243 A FIELD REPORT lEPORTWG REQUIREMENTS: ICBO FIELD INSPECTION MANUALJMTGL SOIL, MANUAL IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS. AND RFIS, ETC , FILL OUT AND AlTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND REVIEW PREVIOUS REPORTS AND LISTS SUBhtIT A COPY WFTH YOUR WEEK'S REPORTS - MATERIALS USE0 BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL EST REPORTS) A FVZ, ACs*?<,,IB4C a- *c'7/r/ E7/72 r CONTRACTORS HXIIPMENTI MANPOWER USED STAUCTURAL NOTES. DnAJC. OR RFIS USEG: 5FWORK AS PPmION: WEATHER: SAMPLES TAKEN: TEMPERATURE: TESTS REOUIRED: SITE TIME START: 68 dd-4 LUNCH PERIOD: 30 r h TRAVEL TIME: VERIFIED BY: SITE TIME FINISH: 2 fzop& / I I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND MATTHIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT c4s-77/c- py- ICBO Certification Nurnbar City I County Certification Number . Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 71 4.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 921 21 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 REVIEW PREVIOUS REPORTS AND LISTS ~EPORTING ~~EQUIREMENTS: ICBO FIELD INSPECTION MANUAI~MTGL SOIL, MANUAL 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 REF’ORT WHEN A DFFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMITACOPYWITHYOURWEEKS REPORTS. UATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REPORTS) A P92, 426, Als2mA E= /&c&t& R ?w- - /. Lr7/7= mZJ0 A#.S4!0 E”ic-,n*Alr/Aza.P, -Afb/&&-& CONTRACTORS EQUIPMENT I MA“6WER USED / / Go /ddd&B I a9 RN 2P=, &*%//I@.. 4 RPd // c&r /Jfl.&9.+ & Y-AT / &“&2,2%$-/ .- r /-A* / 1-8 A WEATHER TEMPERATURE SAMPLES TAKEN: TESTS REOUIRED: I I LUNCH PER100: mrfM TRAVEL TIME: VERIFIED BY: I I DO CERTIFYTHAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THATTHIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND /OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 05-IC3 1aF- G%=Z2/$&5-- Signature Date of Report ICBO Certification Number - Print Nnmr City I County Certification Number . 1 Corporate: Branch: 2992 E. La Palrna Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 UIPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGL SOIL, MANUAL IF THERE IS NON-CONFORMIh’G WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC , FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL. DEFICIENCY REPOW AND REVIEW PREVIOUS REPORTS AND LISTS SUBMITACOPYWITHYOURWEEKSREPORTS pls --.ID II MATERIALS USED BY CONMCTOR (INCLUDE RESEARCH REPORT NO OR MATERW TEST REPORTS) A 992. A *Y€, As” &e& €/! cfkk >JT E 7/7-/ /*p/79 - FWP, KJ sr/d&Q-9 I 6Cd &? @d* nra h-d&aP&,C=A E r5 %e t CONTRACTORS EQUIPMENT I MANPOWER USED I / AREA, GRID LIYES. PIECES OBSERVED PW-fdd alrd ff2 K/A& ,% .l9A?t%-A& -.3 Cs%/~/? %A’2 - -/+l+d, #[-- f/ /,.de B&.5/, Bar s47&.4rJ & 9 &#&EA CI STRUCTURAL MOTES, DETAIL, OR RFIS US& n,d%,‘b /H&d fr/WA- &P A%k-cB .@kY$d/r’& RENQRWEK-Ar PFRCFNT PROJFCT COMPLFTION: WEATHER: SAMPLES TAKEN: TEMPERATURE TESTS REWIRED: I SIT€ TIME START 4 LUNCH PERIOD: -90 Me t TRAVELTIME: e VERIFIED BY SITE TIME FINISH: 2;33 ,!?* I I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLtES WITH THE SOIL INVESTlGATtON RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT CE-le& t- 0- Date of Repart ICBO Cettifition Number City I County Certification Number ir' + p '3 ~ Sam Diago/lmperial County: lnla San Diego, CA 921 21 Moren Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 FIELD REPORT REPORTING REQUIREMENTS ICBO FIELD INSPECllON MANUAUMTGL SOIL MANUAL -REVIEW PREVIOUS REFQRTS AND LISTS WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS. IS CORRECTID, SO NOTE ON THE ORIGINAL DEFtClENCY REPORT AND IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MIRS. AND RRS, ETC , FIU. OUT AND ATTACH A DEPICIENCY REPORT SUBhfIT A COPY \KITH YOUR WEEKS REPORTS YATERNS USED BY COWTRACTOR (INCLUE RESZARCH REPORT MI. DR UATERUL EST REPORTS). PZTA-4 -h, Lis *I-- (z ct' ,c);ubi( , hJc, 5, \{ n L 1 SITE TIME FINISH. I 5% LUNCH PERIOO. TRAVELTIME: I'f>wJ c.h VERlFlEO B W CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENOATIONS. ND I OR ME APPWO PLANS, SPECIFICATIONS AND APWGABLE SECTION OF THE BWUING CODE, UNLESS OTHERWISE NOTE0 IN THE DEFICIENCY REPORT ICBO Certflicsbkn Number mv: 7/97 , ". $ > - -.* Corporate: San Diegoflmperial County: Inland Em 2992 E. La Palma Ave., Ste. A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 14320 Elsworth Street, Ste. C101 Moreno Valley, CA 92553 FIELD REPORT I I IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND A'ITACH A DEFICIENCY REPORT PECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND P CONTRACTORS EQUIPMENT I MANPOWER USED: WEATHER: TEMPERATURE: SAMP&TAKEN: TESTS RECUIREO: SITE TIME START: LUNCH PERIOD: SITE TIME FINISH: I ~ I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WIGTHE SOIL INVESTIGATION RECOMMENDATIONS, ND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ICBO Certification Number + ,--q 0 5 Date of Report Print Name City I County Certification Number Rsv 7/91 ~ . I Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 71 4.632.2999 Tel: 858.537.3999 Fax: 71 4.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243. Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 YPE OF WORK lEPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL'MTGL SOIL., MANUAL. WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL. DEFICIENCY REPORT AND REVIEW PREVIOUS REF'ORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AMJ RFIS, EX, FILL OUT AND APACH A DEFICENCY REPORT SUBMIT A COPY W!TH YOUR WEEKS REPORTS - - - MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL TEST REWRTS) _. CONTRACTORS EQUIPMENT/ MANPOWER USE0 60 d&/krn#Cs GJO &P dr 2 p#aH &+&/H/ rC-iA //At KA" j 4 A9 r%9/?-& &-e!& dd ,/ & /h4.f2%& *. rr/ ST*J <3-c* 9-4 3-6 1 #- bb B c -e C 9 &%/& STRUCTUAAL NOTES. DETAIL. OR RFlS USEG O!k& k3G-J 3"2kH& as &,fc e&- /c;t &-AT LA PFRCFNT PROJFCT COMPLFTION: WEATHER: SAMPLES TAKEN: TEMPERATURE: TESTS REWIRED I SITE TIME START 4yfl8A SITE TIME FINISH: -2 Ph+ I LUNCHPERIOD: z@ &?/ TRAVEL TIME: * VERIFIED BY: rJd I DO CERTIN THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THATTHIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT cy 13 p 1CC-r CS5=?7P -CY* Dale of Report ICBO Certification Number City I County Certification Number Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tei: 714.632.2999 Tel: 858.537.3999 Fax: 71 4.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 921 21 FlELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 REPORTING REQUIREMENTS: ICBO FEW INSPECTION MANUAUMTGL SOU, MANUAL. REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING ms, AND ms, ETC., FILL om AND ~ACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REFORT AND SUBMIT A COPY Wll" YOUR WEEKS REPORTS. - - - MATERIALS USEO BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Acs'P&&- A 992 A. -rL fl I. REMARKS. IllcLUolYp yEIIIY0s.- RK AS PFRCENT OF AI I WORK TODAY: PFRCFNT PROJECT COMPLEI": WEATHER: TEMPERATURE: SAMPLES TAKEN: TESTS REWIRED: SITE TIME START: A fcfl AM SITE TIME FINISH: 3. .9e Pm I LUNCH PERIOD: -?oAX<.M TRAVEL TIME: -8- VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THATTHIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT City I County Certification Number A CorDorate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 731 3 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 760.482.0650 Fax: FlELD REPORT INSPECTION ADDRESS ADDRESS OF PR XEEPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAJJMTGL SOL, MANUAL IF THERE IS NONCONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC , FLLL OUT AND ATTACH A DEFICIENCY REPORT W" A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS. IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND REVIEW PREVIOUS REPORTS AND LISTS SUBMIT A COPY WITH YOUR WEEKS REPORTS AZ? 2 ,-Am@ A, R.3-C -rzo u/% /dLruL E /& fk5A L?= m-/A - ?/rev - CONTRACTORS EdJIPMENT/ MANPOWER-USED FNT OF AI L WORK TODAY: PFRCENT PROJECT CQMPLFTION: WEATHER: SAMPLES TAKEN: TEMPERATURE TESTS REOUIRED. SITE TIME START: /ecAe SITE nME FINISH: 2 /Jc, PLfl VERIFIED BY: LUNCH PERIOO: 3 c &/.'A9 TRAVEL TIME: 4% I I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OFTHE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT y 127 I&"- Date of Report Print Name City / County Certification Number San DiegoAmperial County: Inland te. A 7313 Carroll Road, Suite G 14320 San Diego, CA 92121 Anaheim, CA 92806 Moreno Valley, CA 92553 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 FIELD REPORT REPORTING REQUIREMENTS: ICBO F’IELD INSPECTION MANUALMTGL 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 AlTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS. I I CONTRACTORS EQUIPMENT/ MANPOWER USED: WEATHER: SAMPLES TAKEN: TEMPERATURE: TESTS REOUIAED: I SITE TIME START ~-~~S,~~lFl~~S~lCABLE r SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT -2 Signature h \ Date of R~DOII ICBO Certifiition Number Ci / County Certification Number Rsv: 7/97 A Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 71 4.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 AWRWED PLANS tEPORTING REQUIREMENTS ICBO FIELD INSPECTION MANIJAL'MTGL SOL, MANUAL WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND 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 A'lTACH A DEFICIENCY REPORT SUBMIT A COPY WlTH YOUR WEEKS REPORTS MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO OR MATERIAL EST REPORTS) R 992. ~~~L9& e& f /- CONTRACTORS EQUIPMENT/ USED *. 1- &A Q AYL3f&iAr&/dR.+"d - AREA. GRlO CINES. PIECES OBSERVED: STRUCTURAL NOTES. DETAIL. OR RFIS USED: BFW- TODAY: PFRCFNT PROJFCT CWI ETION: WEATHER: SAMFiES TAKEN: TEMPERATURE: TESTS REOUIRED: SITE TIME START: 6 Ct SITE nME FINISH: R ~c?~.PB I LUNCH PERIOO: -3-'(= hfi b TRAVEL TIME: e VERIFIED BY: I DO CERTIM THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUlLDlNG CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT y IA& 'CLS" Dab of Report c?w- 77ASr-4f- ICBO CertgicatMn Number City / County Certification Number Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 7313 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 I SAMPLES TAKEN: TEMPERATURE: TESTS REWIRED: SITE TIME FINISH:, 3 pm SITETIMESTART :Jedfi . I LUNCH PERIOD: -. TRAVELTIME: e/- VERIFIED BY: I DO CERTIN THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED PLANS. SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT #?9C-77/3=B%- ICBO Certification Number City I County Certification Number . Corporate: Branch: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 71 4.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 731 3 Carroll Road, Suite G San Diego, CA 92121 FIELD REPORT Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 DPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALMTGL SOIL, MAMJAL 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 W" A DEFICIENCY. YOURS OR A PREVIOUS INSPECTORS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND REVIEW PREVIOUS REPORTS AND LISTS SUBMlT A COPY WITH YOUR WEEKS REPORTS -c t MTERIALS USED er CONTRACTOR (IwiuoE RESEARCH REPORT NO OR MATERIAL TEST REWRTS) P 6! X YZZB/ cfi As Ab-a?J #.AS c ~jbtk, A.@?P- k-es9f mi=&f%?L?A E717 c f zor &rt,rP &MA &42f&.d a# , L3tM c, >ONTRACTDAS ECUIPMENT/ MANPOWER USM / SRVC GRID LINES. PIECES OBSERVE0 STRUCTURAL NOTES. DETAIL. OR RFIS US=: SAMPLES TAKEN: TEMPERATURE: TESTS REWIRED: I LUNCH PERIOO: TRAVELTIME e VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WrH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BULLOING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 REPORTING REQUIREMENTfh ICBO FIELD INSPECTION MANUAUMTGL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECIYIR'S, IS CORREXXTD, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS m STTn/\ - h cav% ai&-, *- P - p* CONTRAcmAS HXIIPMENTI RumwJm USED: DO CERTIFY THAT I HAVE PERSONALLY OBSERVED AIL OF THE WORK USED ABOVE AND THAT THIS WORK COMPLIES Wm THE SOIL INVESTIGATION RECOMMENDATIONS, ND I OR THE APPeED PLANS, SPECIFICATIONS AND APPLICABLE SECTtON OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN TIE DEFICIENCY REPORT ICBO CartfficPbkn Number Sen Dlego/lmperial County: Inland E Anaheim, CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Tel: 951.653.4999 Fax: 714.632.2974 Fax: 858.537.3990 Fax: 951.653.4666 . A 7313 Carroll Road, Suite G 14320 E eet, Ste. C101 Moreno Valley, CA 92553 FIELD REPORT REPORTING REQUIRE ME^ ICBO FIELD INSPECTION MANuAuMTeL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF "HERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT REPORTING REQUIRE ME^ ICBO FIELD INSPECTION MANuAuMTeL SOIL MANUAL -REVIEW PREVIOUS REPORTS AND LISTS IF "HERE 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 INSPEClDRS, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMITACOPYWITHYOURWEEK'S REPOFSS. MERIALS USED BY CONlFiACTOR (INCLUDE RESEARCH REPORT NO. MI MATERIAL TEST REPORTS): CoMRAcmRs EGUIPMNTIMMIPOWOP USED: MAMER: TEMPERATURE: TESTS REWIRED SITE TIME START SITE nw FINISH: ICBO Ce-n Number City I County CsrWiatlon Number Rev: 7/97 I 1, *I " , -- I ._A*-., & ._L.jl.*ll_l_.I. . Carlsbad 050266 3/8/05 EsGil Corporation In Partncrsliip with Government for Builiiilrg Safety DATE: 3/8/05 J U R I S D I CTI 0 N : Carlsbad PLAN CHECK NO.: 050266 SET: 11 PROJECT ADDRESS: 1911 Calle Barcelona (Bldg #4) Suite 158 PROJECT NAME: Structural Remodel of Suite #158 0 0 0 0 0 SNT 0 PLANREVIEWER 0 FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building 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 informatiori. 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: TelephoW Date contacted: (by: ) Fax #: REMARKS: Mail Telephone Fax In Person By: Chuck Mendenhall Enclosures: Esgil Corporation GA 0 MB 0 EJ PC 3/1/05 trnsrntl.dot - EsGil - Corporation In !Partnership dtfi ~oucrnmcnt for Building Safety DATE: 2/9/05 JURIS DI CTf ON : CarIsbad PLAN CHECK NO.: 050266 OPLAN REVIEWER 0 FILE SET I PROJECT ADDRESS: 1911 CaUe Barcelona (Bldg #4) Suite 158 PROJECT NAME: Structural Remodel of Suite #158 0 The plans transmitted herewith have been corrected where necessary and substantially comply 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes with the jurisdiction’s building codes. when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant’s copy of the check list has been sent to: Nadel Architects, Att’n: Hanna Scott 625 Broadway#1025, San Diego, CA 92101 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contactez /-laTa Scott Telephone #: (61 9) 232-8424 Date contacted: /Q &by,&%$ Fax #: (619) 232-7179 Mail 1/ Telephone /Fax hn Person 0 REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 1 /31/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (858) 560-1468 4 Fax (858) 560-1576 Carlsbad 050266 2/9/05 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS OCCUPANCY: M USE: Retail TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: unlimited ACTUAL AREA: 8930 TI Only STORIES: no change HEIGHT: no change SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURI SDl CTl ON : OCCUPANT LOAD: Undetermined DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/31/05 DATE INITIAL PLAN REVIEW COMPLETED: 2/9/05 PLAN REVIEWER: Chuck Mendenhall LL FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a COPY) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC) tiforw.dot Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciaVindustrial 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/repor&s 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 calculationdreports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Include on the cover sheet of the plans the scope of work included with this plan submittal. It appears that the work is structural only with no interior improvements. There is no disabled access parking, path of travel or curb ramps shown on the plans. There are no rest rooms, HVAC or electrical shown within the tenant space. Please clarify. 2. Revise the Summary section on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. 3. Specify on the plans the thickness and type of new glass you intend to install in the new store front construction. 4. Specify in detail 4/A3 the spacing of the draft stops along the length of the enclosed pitched roof. The note ”Per UBC criteria” is not sufficient. 5. When special inspection is required,as listed on sheet S1, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, Le., plan sheet, note or detail number, calculation page, etc. 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 Chuck Mendenhall at Esgil Corporation. Thank you. ESGIL CORP .- Fax : 18585601576 Feb 10 2005 9:32 P. 05 SPECIAL INSPECTION PROGRAM I, as the owner, or agent of the owner (Contractors may employ the special inspector), onsible for employing the special ection 1701.1 for the construction UBC Section 106.3.5. \I I, a3 the e&ineer/architect of record, certify that I have prepared the following special inspection program as required by USC Section 106.3.5 for the construction project located at En W~rnlhCrlW aL-non I 1. List of work requiring Especial Inspection: leld Welding Hhh Strength Bo1 ~n/Epoxy Anchors w3olb Compflancr Prior to Foundation Inspection f?hructutal Concrete Over 2500 PSI Flnproofing Other ULW SO we Qlil3-L hcu, TvQP-Pe.3 - 0 Prestressed Concrete Structural Masonry Designer Specifled I. Name@) of Indlvidual(s) or firm&) responslble for the special inspections Ilsted we: B. C. I 9. Dutiei of the special inspectors for the work listed above; A. 9w -Ab \ttsp@no4 .m+l& OrJ QktEfx Q\. B. c. , , Carlsbad 050266 2/9/05 VALUATION AND PLAN CHECK FEE J U Rl SD l CTl ON : Carlsbad PLAN CHECK NO.: 050266 PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 1911 Calle Barcelona (Bldg #4) Suite 158 BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: VN DATE: 2/9/05 Jurisdiction Code Icb By Ordinance Bldg. Permit Fee by Ordinance I I 'I I Plan Check Fee by Ordinance I 1 Type of Review: El Complete Review 0 Repetitive Fee 3 Repeats 0 Structural Only 0 Other Hourly n Hour * Esgil Plan Review Fee 0 $1.091.72 I $709.62 I I $61 1.361 Comments: Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERlNG APPROVALS :: * PERMIT NUMBER CB s)-. 26b DATE a RESIDENTIAL TENANT IMPROVEMENT RESlDENTiAL ADDITION MINOR PLAZA CAMINO REAL (<$I o,ooa.oo) CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING Oocs/Mislormr/Planning Engineering Approvals 050266 Carlsbad Fire Department 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 03/07/2005 Reviewed by: Name: Nadel Architects 625 Broadway Suite 1025 San Diego CA 921201 Address: City, State: Job#: 050266 Plan Checker: Job Name: Anthropologie Bldg #: CB050266 Job Address: 191 1 Calle Barcelona Ste. or Bldg. No. 158 Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. 0 Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID FD Job # 050266 FD File # ~ 1635 Faraday Ave. -- Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 01/31/2005 Reviewed by: Plan Review Requirements Category: Building Plan Date of Report: 01/31/2005 Reviewed by: Nadel Architects f Name: Address : 625 Broadway Suite 1025 City, State: San Diego CA 921201 Plan Checker: Job#: 050266 Job Name: Ant h ropolog ie Bldg #: CB050266 Job Address: 191 1 Catle Barcelona Ste. or Bldg. No. 158 0 Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. 0 Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1 st 2nd 3rd Other Agency ID FD Job # 050266 FD File # ~ Requirements Category: Building Plan ~ Requirement: Pending 05.22 Exit Door Hardware Requirement: Pending 05.21 Exit Doors Exit doors shall be of the pivoted type or side hinged swinging type. Exit doors shall swing in the direction of exit travel when serving an occupant load of 50 or more. Special Doors - Revolving, sliding and overhead doors shall not be used as required exits. Power-operated doors complying with UBC Standard 7-8 may be used for exit purposes. Additional Doors -When additional doors are provided for egress purposes, they shall conform to all the provisions of UBC Chapter IO. See item 32 for specific requirements for your exit doors. In accordance with CA building Code requirement 1003.3.1.8 Type of Lock or Latch, Does not permit the use of 'Manual' flush bolts. Information provided indicates the use of manual flush bolts on passive side of doors, this item must be revised to included 'Automatic' flush bolt or other locking arrangement in accordance with Chapter 10 of the CBC. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exception: In group B occupancies, key locking hardware may be used on the Main Exit when the main exit consists of a single door or pair of doors if there is a readily visible, durable sign on or adjacent to the door stating, "This door to remain unlocked during business hours." For State Fire Marshal, sign shall read, "This door to remain unlocked whenever the building is occupied.'' See item 32 for additional exit door hardware requirements. In accordance with CA building Code requirement 1003.3.1.8 Type of Lock or Latch, Does not permii the use of 'Manual' flush bolts. Information provided indicates the use of manual flush bolts on passive side of doors, this item must be revised to included 'Automatic' flush bolt or other locking arrangement in accordance with Chapter 10 of the CBC. Page I 0 1/31 /05 . . . Y MESRI ENGINEERING STRUCTURAL CONSULTING PROJECT: THE ANTHROPOLOGIE T.I. ROOF LOADS (FLAQ DEAD LOAD ROOFING 3.0 (NO GRAVEL) PLYWOOD 1.8 RAFTERS 3.0 CLG. + INSULATION 3.0 SPRINKLER 2.0 MISC. 2.2 ROOF LOADS ISLOPEDk ROOFING 12.0 PLYWOOD 1.5 JOISTS OR 3.0 CLG. + INSULATION 0.0 SPRINKLER 0.0 MISC. 1.5 15.0 PSF DEADLOAD 18.0 PSF LIVE LOAD 20.0 PSF LIVE LOAD 16.0 PSF TOTAL LOAD 35.0 PSF TOTAL LOAD 3 WALL (Em.): 16.0 PSF BEAMS: #I JOIST & BLOCKING#2 OR #I WALL (INT.): 10.0 PSF POSTS: #I STUDS & PLATES: #2 OR #1 U.ON. ALL CONCRETE TO BE A MIN. OF 3000 PSI AT 28 DAYS STRENGTH. (SEE PLANS FOR SPECIAL INSPECTION REQUIREMENTS) SEISMIC ZONE 4 ,Na=l.O, Sd, Cp.44, R4.5 SOIL PRESSURE: 2500 psf @ 18” BELOW GRADE ALL MASONRY TO BE, fm= 1500 psi U.O.N.(SEE PLANS FOR SPECIAL INSPECTION REQUIREMENTS, PRISM TESTS ARE REQUIRED WHEN SPECIAL INSPECTION IS SPECIFIED). WIND UBC97EXP.B BY SOUTHERN CALIFORNIA GEOTECHNICAL ALL GLUE-LAMINATED BEAMS ARE 2400F-V4 (SIMPLE SPAN), AND 2400F-V8 (CANTILEVER SPAN). BALCONY LIVE LOAD: N/A EXITKORRIDOR LIVE LOAD: N/A { FTHEPRINP F THE MESRl ENGINEERING. 3 D HE 1N P IF1 DBYTHE LIENTANDD N fl IMPLY A PROVAL OF ANY BYTHISOFPI E. JOB NO.: 0461 DATE: 01- DESIGNED BYM CHECKED BY PAGE:I * ?---- 2 7 b . 1 046 1 1 2 3 4 5 6 7 8 9 10 0.000 0.000 25.000 25.000 49.500 49.500 52.500 52.500 73.000 73.000 0.000 F 20.000 20.000 20.000 20.000 20.000 0.000 F 0.000 F 0.000 F 0.000 F 1 4 6 8 10 2 3 5 7 20.000 20.000 20.000 20.000 20.000 25.000 24.500 3.000 20.500 90.00 90.00 90.00 90.00 90.00 0.00 0.00 0.00 0:oo 1 1 1 1 1 2 2 2 2 * 1 W12X58 2 W18X50 29000.00 17.000 475.000 29000.00 14.700 800.000 Description : Node List : 1 FORCE Description : Node List : 1 FORCE Units : K Ft SEISMIC 2 41.20 ROOF 3,7 0.00 K Ft 0.00 -19.00 Ft -K Deg 0.00 0.00 LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 1 1 2 3 4 5 6 7 8 9 10 0.0000 0.8730 0.8493 0.0000 0.8321 0.0000 0.8307 0.0000 0.8264 0.0000 0.0000 0.0022 -0,0099 0.0000 0.0101 0 .oooo -0.0179 0.0000 -0.0029 0.0000 0.0000 -0.1212 -0 -0488 0.0000 -0.0545 0.0000 -0.0473 0.0000 -0.0940 0.0000 LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 1 1 1 4.4638 7.4050 -84.1647 2 4.4638 7.4050 63.9356 0.1062 5.43 2 1 4 -20.3419 8.9326 -93 -4009 3 -20.3419 8.9326 85.2517 0.0896 4.66 3 1 6 20.6598 8.5856 -90.4038 5 20.6598 8.5856 81.3078 0.0889 4 I73 4 1 8 -36.8284 8.7493 -91.4402 7 -36.8284 8.7493 83.5451 0.0875 4.66 5 1 10 -5.9533 7.5275 -83.1221 9 -5.9533 7 I5275 67.4282 0.0960 5.18 6 1 2 -33.7950 -4.4638 63.9356 6.88 3 -33.7950 -4.4638 -47.6594 -0.0766 7 1 3 -24.8624 -3.1219 37.5923 5 -24.8624 -3.1219 -38.8941 0.0299 19.12 8 1 5 -16.2768 -23.7817 42.4138 7 -16.2768 -23.7817 -28.9313 -0.0008 0.87 9 1 7 -7.5275 -5.9533 54.6138 9 -7.5275 -5.9533 -67.4282 0.0487 15.19 4.4638 -84.1647 1 1 7.4050 4 1 8.9326 -20.3419 -93.4009 6 1 8.5856 20.6598 -90.4038 8 1 8.7493 -36.8284 -91.4402 10 1 7.5275 -5.9533 -83.1221 , 0 (I ' e' 0.000 0.000 16.000 16.000 0.000 17.000 17.000 0.000 F F 1 2 3 1 4 2 2 3 3 17.000 90.00 17.000 90.00 16.000 0.00 1 1 1 1 TS12X6X1/2 29000.00 16.400 287.000 Description : ROF Element List : 3 1 UNIF GLO DIST B 0.00 E 16.00 0.00 0.00 -0.40 -0.40 0.00 0.06 3escription : SEISMIC Node List : 2,3 1 FORCE 9.00 0.00 0.00 LOAD COMBINATIONS : CCMB 1 : 1.00 X CASE 1 1 0.0000 1.0796 1.0794 0 0 0000 0.0000 0.0022 -0.0049 0.0000 0.0000 -0 -2001 -0.1531 0.0000 LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 1 1 1 2 2 3 1 1 4 3 2 3 5.0523 8.5089 -84.2015 5.0523 8.5089 60.4494 -11.4523 -11.4523 -0.4911 -0.4911 9.4911 9,4911 -5.0523 -11.4523 -89.7610 71,5881 60.4494 -71.5881 0.1360 4.75 0.1270 4.4E -0.0776 4.01 1 4 1 1 8.5089 9.4911 5.0523 -11.4523 -84.2015 -89.7610 1 0.000 0.000 F 2 0.000 17.000 3 18.000 17.000 4 18.000 0.000 F 1 1 2 17.000 90.00 1 2 4 3 17.000 90.00 1 3 2 3 18.000 0.00 1 Description : ROF Element List : 3 1 UNIF GLO DIST E 0.00 0.00 -0.20 0.00 E 16.00 0.00 -0.40 0.00 3escription : SEISMIC Ncde List : 2,3 1 FORCE 9.00 0.00 , 0.00 LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 1 1 0.0000 0.0000 0.0000 2 1.1132 0.0016 -0.2254 3 1.1129 -0.0043 -0.1656 4 0.0000 0.0000 0.0000 LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 1 1 1 3.6554 8.3757 -84.5683 2 3.6554 8,3757 57.8192 0.1442 4.94 2 1 4 -10.0554 9.6243 -91.6339 3 -10.0554 9.6243 71.9786 0.1323 4.51 3 1 2 -0.6243 -3.6554 57.8192 3 -0.6243 -10.0554 -71.9786 -0.1026 4.74 1 4 1 1 8.3757 9.6243 3.6554 -10.0554 -84.5683 - 91.6339 I -4 \7 /’ I , To Specify your title block on these five lines, use the SETTINGS selection on the main menu and ri : Dsgnr: DescrlpUon : Job # Date: 513PM. 28 NOV01 enter your title block information Scope: will be printed on each page. b JoQol Single Span Beam Analysis -~~ ~ Description LACOSTA BUILDING #4 #AL b+7 I General Information I Center Span 42.00 ft Moment of Inertia 17,600.000 in4 Left Cantilever 8.00 ft Elastic Modulus 1,700 ksi Right Cantilever 8.00 ft Beam End Fixity Pin-Pin [Uniform Loads c On Center Span ... On Left Cantilever ... On Right Cantilever ... #I 0.801 Wft #I 0.801 k/ft #I 0.801 klft I Point Loads c Magnitude 16.500 k 1.800 k . 14.500 k Location -8.000 ft 21.000 ft 50.000 ft k k ft ft 1 Query Values -c Center Location 0.000 ft Left Cant 0.000 R Right Cant 0.000 R Shear 18.10 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moment -157.63 k-ft 0.00 k-ft 0.00 k-ft Momen ts... , Shea rs... Reactions ... Max+ Q Center 45.89 k-ft at 21.00ft @Left 22.81 k @ Left 41.01 k Max - Q Center -157.63 k-ft at 0.00 ft @ Right 20.82 k Q Right 38.25 k Q Right Cant -141.63 k-ft Deflections ... Maximum 22.81 k Q Left Cant -157.63 k-ft @ Center -0.130 in at 21.58ft Q Left Cant. -0.431 in at -8.00 R Q Right Cant -0.353 in at 50.00 ft Maximum = 157.63 k-ft (c) 198S98 ENERCALC KW-0603482, VW 5.0.6, l!j-Jul-l998, Win32 10 \%\ &- \4 ' To 'specify your title block on these fnre lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Ti : Dsgnr: Description : scope : Job # Date: 5:14PM, 28 NOVO1 Single Span Beam Analysis page 1 Description LACOSTA BUILDING #4 DL 0 c kl4q-t LW69 I General Information 1 Center Span 42.00 ft Moment of Inertia 17,600.000 in4 Left Cantilever 8.00 ft Elastic Modulus 1,700 ksi Right Cantilever 8.00 ft Beam End Fi Pin-Pin LUniform Loads 1 On Center Span ... On Left Cantilever ... On Right Cantilever ... #I 0.801 km #I 0.471 kBt #I 0.471 klft I Point Loads c Magnitude 9.100 k 1.800 k 8.000 k k k Location -8.000 ft 21.000 ft 50.000 ft ft ft I QuervValues h Center Location 0.000 ft Left Cant 0.000 ft Righ Cant 0.000 ft Shear 17.93 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moment -87.87 k-ft 0.00 k-ft 0.00 k-ft Moments... Shears.. . Reactions ... Max + Q Center 112.05 k-ft at 21 .OO ft Q Left 17.93 k Q Left 30.80 k Max - Q Center -87.87 k-ft at 0.00 ft Right 17.51 k Q Right 29.28 k Q Right Cant -79.07 k-ft Deflections ... Maximum 17.93 k Q Left Cant -87.87 k-ft Q Center -0.972 in at 21.12ft Q Left Cant. 0.305 in at -8.OOft @ Right Cant 0.349 in at 50.00 ft Maximum = 1 12.05 k-ft (c) 1983.98 ENERCALC KW-06: ~ 32, Ver 5.0.6,15Jul-I998, Win32 />\ .9, I k It , To Specify your title block on Tie : Job # Dsgnr: Date- 5:14PM, 28 NOVO1 Description : scope : these five lines, use the SETTINGS selection on the main menu and will be printed on each page. enter your tile block information Rm 306oOI Single Span Beam Analysis page 1 Description LACOSTA BUILDING #4 Pm ‘&fig7 I General Information - c Center Span 42.00 ft Moment of Inertia 17,600.000 in4 Left Cantilever 8.00 ft Elastic Modulus 1,700 ksi Right Cantilever 8.00 ft Beam End Fm Pin-Pin LUniformLoads 1 On Center Span ... On Left Cantilever ... On Right Cantilever ... #I 0.471 k/ft #I 0.471 Wft #I 0.471 klft 1 Point Loads 1 Magnitude 9.100 k k 8.000 k k k Location -8.000 ft ft 50.000 ff fl ft I Querv Values h Center Location 0.000 ft Shear 10.10 k Deflection 0.00000 in Moment -87.87 k-ft Momen ts... Max + @ Center 20.43 k-ft at 21.46 ft Max - Q Center -87.87 k-ft at 0.00 ft Q Left Cant -87.87 k-ft Q Right Cant -79.07 k-ft Maximum = 87.87 k-ft Left Cant 0.000 ft Right Cant 0.000 ft 0.00 k 0.00 k 0.00000 in 0.00000 in 0.00 k-ft 0.00 k-ft Shears. .. Reactions.. . Q Left 12.81 k Q Left 22.97 k Q Right 11.71 k Q Right 21.45 k Maximum 12.81 k Deflections ... Q Center 0.043 in at 5.10ft Q Left Cant. -0.255 in at -8.OOft Q Right Cant -0.216 in at 50.00 ft (c) 1983-98 ENERCALC Kw-0603482, Ver5.0.6,15Jul-I998. Win32 I! \ k” !1. Type "H to H2" Bus- (Worst Case Loading Shown) TJ-3eam(TM)6 06 Serial Number 7002112237 User 4 3/19/2003 11 25 20 AM 16" TJl@/L65 ?aqe 1 Engine Version 1 6 44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLlCATlON AND LOADS LISTED @ 32" olc Ftlernber Slope: 375112 Roof Slope.375E12 I 1 * Q d 27' s All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 20.0 Live at 125 % duration. 15.0 Dead Vertical Loads: Type Class Live Dead Point(lbs) Roof(1.25) 0 178 SUPPORTS: 1 2 Glulam or solid sawn lumber beam Glulam or solid sawn lumber beam Location Application Comment 22' 1600# Mech. Unit Over 9 Joists Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length LlvelDeadIUplifVTotaI Depth 3.50" Hanger 721 I 573 IO I 1293 1 14.00" NIA Top Mount Hanger None 3.25" Hanger 719 I686 I 0 I 1405 1 14.01" NIA Top Mount Hanger None -Web stiffeners are required at support(s): 1. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. HANGERS: Simpson Strona-Tie@ Connectors support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species Top Mount Hanger LBV316XR45 .375112 45 (Right) N/A No 0 Douglas Fir Top Mount Hanger ITT316 .375112 0 N/A No 0 Douglas Fir $$ -Nailing for Support 1: Face: 2-Nl0, Top 4-Nl0, Member: 2-Nl0 -Nailing for Support 2: Face: 2-10d , Top 4-10d. Member: 2-Nl0 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1380 -1380 2912 Passed (47%) Rt. end Span 1 under Roof loading Vertical Reaction (Ibs) 1380 1380 2356 Passed (59%) Bearing 2 under Roof loading Moment (Ft-Lbs) 8582 8582 I1 169 Passed (77%) MID Span 1 under Roof loading Live Load Defl (in) 0.684 1.323 Passed (U464) MID Span 1 under Roof loading Total Load Defl (in) 1.268 1.763 Passed (U250) MID Span 1 under Roof loading -Deflection Criteria: MINIMUM(LL:L/24O.TL:U180). -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' t 1" o/c unless'detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: The Forum at Carlsbad OPERATOR INFORMATION: Steve Bennett Building 4 Roof Trus Joist Carlsbad. CA SC02E02064 27042 Towne Centre Drive Suite 200 Foothill Ranch, CA 92610 Phone : 949-455-8252 Fax :949-616-1616 bennetsa@trusjoist .com Copyright 2003 by Trus Joist, a Weyerhaeuser Business TJI* and TJ-Beam* are registered trademarks of Trus Joist. e-I Joisc",Pro- and TJ-Pro' are trademarks of TNO Joist. Simpson srrong-Tie. Connectors ita a registered trademark of Sirnpeoo Strong-Tie Company, Inc G:\TJCADD\JOB\SC02EOZ064\Dtsigns\Sizing\PavBldg~\TypeH LCl.8ms 7 * To ;pecify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent vour title block information. Title : Dsgnr: Description : scope : Job # Date: 11:37AM, 21 JAN 05 Page 1 Rev: 550100 (c)l083-2001 ENERCALC Engiing soffwan, User: KWGO4834, Vw 5.5.0, 25Sep2001 Pole Embedment in Soil Description Circilar pole with Point & Uniform Loads LGeneral Information Allow Passive 350.00 pd Applied Loads ... Max Passive Load duration factor Pole is Circular Diameter Restrained Q Surface Moments'@ Su rface... Point load Distributed load With Surface Restraint ... Req'd Depth Pressure Q Ba se... Actual Allowable Surface Restraint Force 2,500.00 Psf 1.330 36.000 in Point Load distance from base Distributed Load distance to top distance to bottom 0.00 Ibs o.oO0 A 293.00 #m 20.500 A 10.000 n 0.00 A* Total Moment 46.916.63 Total Lateral 5.227 ft 2,433.01 psf 2,433.01 psf 14,172.32 Ibs 46,916.63 A# 3,076.50 Ibs I' /ATION: +0'-6" I -AREA OF 4 M %='L I 1 f-t I/ LEXTERIOR STONE VENEER FINISH, S€E ELEVATION 52'4" I + 3'4' I WORK BEING PERFORMED FOR FUT PARTIAL SHEET AI= SHOWING NEW PLUMBING FORUM = ANTHROPOLOGIE 1911 CALLE BARCELONA, SUITE #I58 '/e"= I '0 " (-1 =-Ism% Ipo -, rn 108 .IIcIIDpyIcToI YDODIX sun m-muenn chitects Inc CARLSBAD, CA ..---~-------------.--.----- oe -Z66 GSO Online Shipping Label D 1 Page 1 of 1 Address Information: Ship Fm: DEANA CANER0 THE NADEL ARCHlTECrS 625 BROADWAY 1025 SD, CA 92101 Ship To: RAENETTE ABBY CITY OF CARLSBAD 1635 FARADAY AVENUE CARLSBAD, CA 92008 senrice: I COD PDS I$O.OO i rracklng Number: 502006392 Billing Reference: 34404.00 R Deiivery Insbuctions: 1 Send Label To Printer I -1 LABEL INSTRUCTIONS: STEP 1 - Use the "Print" menu option in your browser to send this page to a laser or inkjet printer. STEP 2 - Fold this page in half. STEP 3 - Securely attach this label to your package, do not cover the barcode. PLEASE NOTE: Do not copy or reprint this label for additional shipments, each package must have a unique barcode. TERMS AND CONDITIONS: By giving us your shipment to deliver, you agree to all the service terms and conditions desaibed in this section. Our liability for loss or damage to any package is limited to your actual damages or $100 whichever is less, unless you pay for and declare a higher authorized value. If you Mare a higher value and pay the additional charge, our liability will be the lesser of your dedared value or the actual value of your loss or damage. In any event, we will not be liable for any damage, whether direct, incidental, special or consequential, in excess of the dedared value of a shipment whether or not we had knowledge that such damage might be incurred including but not limited to loss of income or profit. We will not be liable for your acts or omissions, including but not limited to improper or insufficient packaging, securing, marking or addressing. Also, we will not be liable if you or the recipient violates any of the terms of our agreement. We will not be liable for loss, damage or delay caused by events we cannot control, including but not limited to acts of God, perils of the air, weather conditions, act of public enemies, war, strikes, or civil commotion. The highest dedared value for our GSO Priority Letter or GSO Priority Package is $500. For other shipments the highest dedared value is $25,000 unless your package contains items of "extraordinary value", in which case the highest declared value we allow is $500. Items of "extraordinary value" indude, but or not limited to, artwork, jewelry, furs, precious metals, tickets, negotiable instruments and other items with intrinsic value. http://www.shipgso.com/applabel.aspx?shipid=l5 10688 1 /27/2005 . I MESRI ENGINEERING INC. STRUCTURAL CONSULTING 2180 GARNET AVE., SUITE 2E <7’ .--.-- s 8 i i I j i ! j j i ! ! i I ! i Thomas Enterprises, Inc. 3604 Carleton Street San Diego, California 921 06 November 8,2001 Project No. 01 G216-1 Attention: Mr. Me1 Kuhnel Vice President, Development ,- Subject: Geotechnical Investigation and Liquefaction Evafuation Proposed Retail Development The Pavilion at La Costa Carlsbad Tract No. 92-08, Lot 4 Carlsbad, California Dear Mr. Kuhnel: In accordance with your request, we have conducted a geotechnical investigation of the subject site. We are pleased to present this report summarizing the conclusions and recommendations developed from our investigation. We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Respectfully Submitted, (4) Mayers and Associates, Attn: DIU Mayers 3? 3 1260 North Hancock Street, Suite 101 Anaheim. California 92807-1951 17141 777- I GEOTECHNICAL IWESTIGATION AND LIQUEFACTION EVALUATION PROPOSED RETAIL DEVELOPMENT The Pavilion at La Costa Carlsbad Tract No. 92-08, Lot 4 Carlsbad, California for Thomas Enterprises, Inc. I I I TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY 1 2.0 SCOPE OF SERVICES 3 3.0 SITE AND PWECT DESCRIPTION 4 3.1 Site Conditions 3.2 Proposed Development 3.3 Background and Previous Studies 4 5 5 4.0 SUBSURFACE EXPLOMTION 8 4.1 Scope of Exploration/Sampling Methods 4.2 Geotechnical Conditions 4.3 Geologic Conditions 8 8 9 5.0 LABORATORY TESTING 10 6.0 CONCLUSIONS AND RECOMMENDATIONS 13 6.1 6.2 6.3 6.4 6.5 6.6 6.7 6.8 6.9 Seismic Design Considerations Geotechnical Design Considerations Site Grading Recommendations Construction Considerations Foundation Design and Construction Floor Slab Design and Construction Retaining Wall Design and Construction Exterior Flatwork Design and Construction Pavement Design Parameters 13 16 19 21 22 23 24 26 27 ( 7.0 [IWERAL COMMENTS 30 8.0 REFERENCES 31 The Pavilion at La Costa - Carlsbad. CA Project No. OlG216-1 APPENDICES A Plate 1 : Site Location Map Plate 2: Boring Location Plan Plate 3: Site Geologic Map B BOringLogs C Laboratory Test Results D Grading Guide Specifications E UBCSEIS and FRISKSP Output F Liquefaction Analysis Spreadsheets The Pavilion at La Costa - Carlsbad, CA Project No. OlG216-1 1.0 EXECUTIWE SUMMARY Presented below is a brief summary of the conclusions and recommendations of this investigation. Since this summary is not all inclusive, it should be read in complete context with the entire report. Geotechnical Design Considerations The subsurface profile at the subject site consists of engineered fill soils extending to depths of 8 to 30+ feet. These fill soils were placed during recent grading operations, as monitored by Leighton and Associates, and generally consist of medium dense to dense sands and silty sands. The fill soils are underlain by medium dense alluvium comprised of silts and sands and/or sandstone of the Torrey Sandstone. We have reviewed the final as-graded report of rough grading prepared for this site by Leighton and Associates. During previous mass grading of the subject site, the previously existing cutlfill transitions were mitigated, by overexcavating the cut portions of the site to depths of at least 8 to lo_+ feet. All fill soils on the site have reportedly been compacted to at least 90 percent of the ASTM D-1557 maximum dry density. A large ascending fill slope is located along the south half of the western property line and near the eastern end of the south property line. This fill slope was reportedly constructed as a stability fill, not as a buttress fill. Based on the geologic conditions reported by Leighton, as well as geotechnical research performed by SCG, no adverse geologic bedding is present in this area. The proposed development will inctude segmental retaining walls along the south portion of the west property and along some areas of the south property line. A detailed analysis and design of these walls will be presented in an addendum report. Subsurface Conditions and Site Preparation Initial site preparation should consist of removal of the existing vegetation. Based on conditions observed at the time of the subsurface exploration, stripping will require removal of the existing grass, weeds and brush. These materials should be disposed of off-site. The existing soils within the proposed building area should be overexcavated to a depth of at least 2 feet below existing grade, to remove the existing weathered and softened fill soils. No significant overexcavation is recommended for the proposed parking areas. Subgrade preparation in these areas may be limited to scarification to a depth of 10 to 12 inches, moisture conditioning and recompaction. .Once the overexcavation depths have been achieved, the resulting subgrades should be evaluated by the geotechnical engineer to identify any additional soils that should be removed to a level of competent subgrade soils. The excavated soils may be replaced as compacted structural fill. The Pavilion at La Costa - Carlsbad. CA Project No. 01G216-1 Page 1 Building Foundations 0 Conventional Shallow Foundations supported in existing or newly placed structural fill. 0 2,500 psf maximum allowable soil bearing pressure. 0 Minimum Reinforcement in Strip Footings: Four No. 5 bars (2 top and 2 bottom) additional reinforcement may be necessary for structural considerations. Building Floor Slabs 0 Conventional Slabs-on-Grade, 5-inch minimum thickness 0 Minimum Reinforcement: No. 3 bars at 18-inches on-center, in both directions, additional reinforcement may be necessary for structural considerations. Pavements 0 Asphaltic Concrete (Assumed R=30): 0 Auto Traffic Only: 3 inches asphaltic concrete, 3 inches aggregate base. 0 Auto Drive Lanes: 3 inches asphaltic concrete, 6 inches aggregate base 0 Light Truck Traffic: 3% inches asphaltic concrete, 7 inches aggregate base. 0 Moderate Truck Traffic: 4 inches asphaltic concrete, 10 inches aggregate base. 0 Less than 4 trucks per day (TI = 6.0): 5.0 inches Portland Cement Concrete Less than 14 trucks per day (TI = 7.0): 6.0 inches Portland Cement Concrete 0 Less than 42 trucks per day (TI = 8.0): 7.0 inches Portland Cement Concrete 0 Portland Cement Concrete (PCC): The Pavilion at La Costa - Carlsbad. CA Project No. 01G216-1 Page 2 * 2.0 SCOPEOFSERVICES The scope of services performed for this project was in accordance with our Proposal No. OlP269, dated August 24, 2001. The scope of services included a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the design of the building foundations, building floor slabs, and parking lot pavements along with site preparation recommendations and construction considerations for the proposed development. Based on the location of the subject site, this investigation also included a site specific liquefaction evaluation. The evaluation of environmental aspects of this site was beyond the scope of services for this geotechnical investigation. The Pavilion at La Costa - Carfsbad, CA Project NQ. 01G216-1 Page 3 . 3.0 SITE AND PROJECT DESCRlPllOhl 3.1 Site Conditions The subject site is located on the south and east sides of Calle Barcelona, approximately 1,000 feet north of Leucadia Boulevard, in Carlsbad, California. Calle Barcelona forms a 90 degree curve at the northwestern corner of the site, and bounds the subject site on the west and north sides. The site has been identified as Lot 4 of Carlsbad Tract No. 92-08. The site is bordered to the south by a wildlife undercrossing and a drainage easement, with an Expo Design Center located further to the south. Calle Barcelona borders the site to the north and west, and a drainage easement borders the site to the east. The subject site is approximately 18.3 acres in size, and is a portion of the La Costa Glen Development in Carlsbad, California. The subject site is generally rectangular in shape. At the time of the subsurface exploration, the site consisted of a vacant parcel that appears to have been sheet graded to its present topography. Ground surface over consists of exposed soil with sparse to moderate native grass, weed and brush growth. Other than the appearance that the site was previously graded, no evidence of previous development was observed. Topographic data for the project was provided by Mayers and Associates, the project civil engineer. This data indicates that site topography generally consists of gently sloping terrain, dropping from southwest to northeast; Site grades within the sheet graded portion of the site range from El. 106+ near the southwestern property corner to El. 92* at the northeastern corner. Large ascending slopes are located along the south portion of the east property line and east portion of the south property line. These. slopes are up to 30k feet in height and possess inclinations of 2 horizontal to 1 vertical (2h:lv). A descending slope is also located within the property boundary along the east portion of the south property line. This slope possesses an inclination of 2h:tv+ and a height of 30 to 15* feet. A descending slope is also located on the easterly adjacent site, bordering most of the eastern property line. This slope ranges from 20 to 3Ok feet in height and possesses an inclination of approximately 2h: 1 v. Other topographic features noted during the site reconnaissance include a desilting basin located in the northeastern region of the subject site, descending to El. 84.5. This desilting basin was dry at the time of the subsurface exploration. It should be noted that the topography illustrated on the provided plan, in the vicinity of Building 6, including the area of Boring B-10, does not represent the currently existing site conditions. Apparently, the topographic survey was performed at a time when a These ascending slopes are located within the property boundary. The Pavilion at La Costa - Carlsbad. CA Project No. OlG216-1 Page 4 c large stockpile was present in this area of the site. This stockpile is no longer present, and site grades in the area of Boring 6-6 are consistent with those of the surrounding area. 3.2 Proposed Development Preliminary site plans depicting the proposed development have been provided to our office by Mayers and Associates. These plans indicate that the proposed development will consist of eight (8) new retail buildings. These buildings will range in size from 6,OOOk f? to 58,523k f?. These buildings are indicated to be 1 to 2 stories in height. One or two of the larger buildings will also include loading dock areas. Although not specified on the site plan, it is assumed that the proposed structures will not include any significant below grade construction. Detailed structural information regarding the new buildings has not been provided. However, it is assumed that most of the larger buildings will be of concrete tilt-up or masonry block construction. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 75 kips and 5 kips per linear foot, respectively. Some of the smaller out buildings may be of wood frame construction, and maximum column and wall loads on the order of 30 kips and 2 kips per linear foot are assumed for these buildings. All of the floor slabs are assumed to be subjected to loads of less than 150 psf. Preliminary grading information is included on the site plan provided to our office. This plan indicates that grading for the new development will generally require maximum cuts and fills on the order of 1 to 3+ feet. The plan also indicates that new retaining walls will be located along the south portion of the east property line as well as most of the south property line. These walls will be up to 25k feet in height. Consideration has been given to the use of a segmental retaining wall system in these areas. This report presents preliminary information for design of conventional retaining walls. However, a supplementary report is currently being prepared to address the design of segmental retaining walls. The site plan indicates that most of the areas outside of the proposed buildings will be developed with asphaltic concrete pavements. Limited areas of these pavements will be subjected to heavy truck traffic. 3.3 Backaround and Previous Studies Prior to preparation of this geotechnical report, we obtained .a copy of a previous grading report with coverage of the subject site. This report is identified as follows: Final As Graded ReDort of Rouah Grading. Green Vallev. CT 92-08 (Proposed La Costa Glen), Catisbad, California, prepared by Leighton and Associates for The Pavilion at La Costa - Carkbad. CA Project No. OlG216-1 Page 5 Continuing Life Communities, LLC, dated January 28, 1999, Leighton Project No. 49601 34-002. This report presents a summary of observations, field and laboratory test results, and the geotechnical conditions encountered and created during rough grading of the subject site. This grading generally was performed to achieve sheet graded pads as well as the widening of a portion of El Camino Real. Rough grading operations for the subject site were performed during the period of August 1998 through January 1999. As stated by Leighton, rough grading operations generally included the removal of potentially compressible soils and undocumented fill soils to a depth of competent material, the preparation of areas to receive fill, placement of new fill soils, the construction of fill slope keys, the excavation of formational material to achieve design grades, overexcavation of transition lots, and subdrain placement. Prior to grading, the areas of proposed development were reportedly stripped of surface vegetation and organic debris. Removals of unsuitable and potentially compressible soil, including undocumented fill, topsoil/colluvium/alluvium, slopewash and weathered formational material were made to a depth of competent material in all areas proposed for new structural fill. Removal areas with slopes flatter than 5h:lv or within 1 foot of the encountered water table were scarified to a depth of 12 inches and moisture conditioned as needed, to obtain a near optimum moisture content, and then recompacted at least 90 percent of relative compaction. The steeper natural hill sides were benched to expose competent material prior to fill placement. The geotechnical maps included within the Leighton report identified the overexcavation bottom elevations throughout the proposed development. Removals of the topsoil/colluvium/alluvium and weathered formational materials were generally on the order of 5 to 10 feet in thickness, as recommended in the original Leighton geotechnical report. Any existing undocumented fill was removed to a depth of competent formational materials and/or competent engineered fill. Prior to construction of new fill soils, including fill over cut slopes, fill slope keys were constructed. The keys were excavated at least 5 feet into competent material along the toe of slope, at least I5 feet wide, angled a minimum of 2 percent into slope. The locations of the fill slope keys are indicated on the Leighton geotechnical maps. One of these fill slope keys was located along the extreme western end of the south property line as well as along the southern one-half of the western property line. The location of this fill slope is indicated on Plate 2 included in Appendix A of this report. New fill soils were placed in 6 to 8 inch thick lifts of loose soil, compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Due to the presence of a steep alluvium/bedrock transition in many areas of proposed development, an overexcavation was made where the transition was encountered. This overexcavation generally consisted of a IO-foot removal and recompaction in order to reduce the effects of differential settlement, due to the differing engineering The Pavilion at La Costa - Carlsbad. CA Project No. 01G216-1 Page 6 characteristics of the alluvium versus the bedrock. Such an excavation was performed in the western region of the subject site, including Buildings 1, 4, 5, 6 and 8. As such, the entire site is generally underlain by at least 8 to IO+ feet of compacted structural fill. In their report, Leighton presents a preliminary discussion of the liquefaction potential of the on-site soils. Leighton indicates that within the western portion of the project, shallow groundwater conditions were not encountered. As such, the potential for seismically induced liquefaction in this area of the site was considered to be very low. However, the alluvial soils in the eastern portion of the subject site generally were identified to consist of loose, clean, silty fine to medium grained sands with groundwater present at depths of 2 to 10 feet below the previously existing ground surface. As a result of their liquefaction analysis, Leighton concludes that no special foundation design considerations are warranted, based on the presence of a layer of surficial compacted fill that will overly the potentially liquefiable soils. This recommendation is also made on the basis that the proposed structures will be relatively lightly loaded. During the grading operations on the La Costa Glen site, Leighton performed eight (8) expansion index tests, in accordance with UBC Standard 18-2. These tests indicated very low to low expansion potentials. The Pavilion at La Costa - Carlsbad, CA Project No. OlG216-1 Page 7 4.0 SUBSURFACE EXPLORATIOIY 4.1 Scope of ExpIoratiodSamplinq Methods ! I I The subsurface exploration conducted for this project consisted of sixteen (16) borings advanced to depths of 5 to 50& feet below currently existing site grades. The number and approximate locations of the borings were specified by the client. These borings were logged during excavation by a member of our staff. The borings were advanced with hollow-stem augers, by a truck-mounted drilling rig. Representative bulk and in-situ soil samples were taken during drilling and trenching. Relatively undisturbed in-situ samples were taken with a split barrel "California Sampler" containing a series of one inch long, 2.416+ inch diameter brass rings. This sampling method is described in ASTM Test Method D-3550. In-situ samples were also taken using a 1.4+ inch inside diameter split spoon sampler, in general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches. The blow counts obtained during driving are recorded for further analysis. Bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in motded plastic sleeves that were then sealed and transported to our laboratory. The approximate locations of the borings are indicated on the Boring Location Plan, included as Plate 2 in Appendix A of this report. The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as the results of some of the laboratory testing, are included in Appendix B. 4.2 Geotechnical Conditions . The soils encountered at and immediately below the existing ground surface at all sixteen boring locations consist of engineered fill soils. These fill soils extend to depths of 8 to at least 3W feet below currently existing site grades. The fill soils generally consist of medium dense to dense fine sands and fine to medium sands with trace to some silt, trace to little clay and occasional fine gravel content. The fine gravel, where encountered, generally consists of sandstone fragments. The fill soils are somewhat variable in composition, and some zones of clayey fine sand and fine sandy clay were encountered at the boring locations. The fill soils also contained occasionaf silt and clay clasts. Borings B-I, B-2, B-7, 8-11, 8-14 and B-16 were terminated within the engineered fill materials at depths ranging from 5 to 30 feet below grade. Most of the borings encountered native alluvial soils beneath the engineered fill soils. These alluvial materials generally consist of medium dense silty fine to medium sands The Pavilion at La Costa - carlsbad, CA Project No. 01G216-I Page 8 ! I with occasional trace clay content. Borings B-6, B-8, B-9, and B-I3 were terminated within these alluvial soils at depths of 15 to 40+ feet. The remaining borings were extended into the formational bedrock that underlies the western portion of this site. This bedrock consists of the Torrey Sandstone. The sandstone was encountered at Borings B-3, 8-4, B-5, B-10, B-12, and €3-15. At these boring locations, the sandstone extends to at least the maximum depth explored of 5W feet. The Torrey Sandstone generally consists of dense to very dense light brown to white fine grained sandstone with trace silt. Occasional zones of siltstone and sandy siltstone were encountered within the Torrey Sandstone materials. Most of the borings did not encounter any free water during drilling, nor was any water observed within the open boreholes immediately after the completion of drilling. However, water was measured at a depth of 29.5+ feet within Boring B-12, 24 hours after completion of drilling. However, this water may represent seepage, since the moisture contents of the Torrey Sandstone between depths of 20 and 5& feet are not indicative of saturated conditions. No free water was encountered during or after drilling at any of the other fifteen boring locations. 4.3 Geolonic Conditions The general geologic conditions of the subject site were determined by review of available geologic literature. The primary reference applicable to the subject site is the Geologic Maps of the Northwestern Part of San Diego County, California, published by the California Division of Mines and Geology, Department of Conservation, authored by Siang S. Tan and Michael P. Kennedy, dated 1996. The map indicates that the subject site is generally underlain by alluvial deposits consisting of unconsolidated silt, clay, sand and gravel. These materials are primarily located within the Encinitas Creek drainage course. Prior to disturbance as a result of recent grading, Leighton indicated that these soils consisted of medium to dark brown, moist to wet, loose to medium dense, clayey to silty fine sands and fine sandy clays. The upper 3 to 5 feet of this unit was typically characterized by abundant organic debris. The Torrey Sandstone underlies the western portion of the subject site. In some areas, the Torrey Sandstone was encountered beneath the alluvial soils. The Torrey Sandstone is Tertiary aged, light brown to white, fine grained silty sandstone. Occasional interbeds of sandy siltstone and clayey sandstone are also present within this unit. Bedding attitudes within the Torrey Sandstone, as mapped by Tan and Kennedy are relatively flat lying, ranging from 5 to 10 degrees, generally dipping to the west. Plate 3, enclosed in Appendix A of this report, presents a portion of the referenced geologic map. f Southern Caltfmla Gwtschalcal The Pavilion at La Costa - Carlsbad, CA Project No. 01G216-1 % Page 9 . 5.0 LABORATORY TESTtNG The soil samples recovered from the subsurface exploration were returned- to our laboratory for further testing to determine selected physical and engineering properties of the soils. The tests are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths. Classification i I i i. All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report. In-situ Density and Moisture Content The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM 0-2216, and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs. Consotidation Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM D-2435. The testing apparatus is designed to accept either natural or remolded 'samples in a oneinch high ring, approximately 2.416 inches in diameter. Each sample is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave. The results of the consolidation testing are plotted on Plates C-1 through C-12 in Appendix C of this report. Soluble Sulfates Representative samples of the near-surface soils were submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes into contact with these soils. The results of the The Pavilion at La Costa - Carlsbad. CA Project No. OlG216-1 Page 10 !. soluble sulfate testing are presented below, and are discussed further in a subsequent section of this report. Sample Identification Soluble Sulfates (%) UBC Classification 8-3 @ 0 to 5 feet B-I3 @ 0 to 5 feet Expansion Index 0.007 0.046 Negligible Negligible The expansion potential of the on-site soils was determined in general accordance with Uniform Building Code (UBC) Standard 18-2. The testing apparatus is designed to accept a 4-inch diameter, I-in high, remolded sample. The sample is initially remolded to 50 k 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot. The sample is then inundated with water, and allowed to swell against the surcharge. The resultant swell or consolidation is recorded after a 24-hour period. The results of the El testing are as follows: ! Sample Identification Expansion Index Expansive Potential 8-3 @ 0 to 5 feet 8-7 @ 0 to 5 feet B-15 @ 0 to 5 feet 23 Low 0 Very Low 15 Very Low Maximum Dry Densitv and Optimum Moisture Content Representative bulk samples have been tested for their maximum dry density and optimum moisture content. The results have been obtained using the Modified Proctor procedure, per ASTM D-1557. These tests are generally used to compare the in-situ densities of undisturbed field samples, and for later compaction testing. Additional testing of other soil types or soil mixes may be necessary at a later date. The results of this testing are plotted on Plates C-13 and C-14 in Appendix C of this report. Direct Shear A direct shear test was performed on two selected soil samples to determine their shear strength parameters. The test was performed in accordance with ASTM 0-3080. The testing apparatus is designed to accept either natural or remolded samples in a one- inch high ring, approximately 2.416 inches in diameter. Three samples of the same soil are prepared by remolding them to 9Ok percent compaction and near optimum moisture. Each of the three samples are then loaded with different normal loads and the resulting shear strength is determined for that particular normal load. The shearing of the samples is performed at a rate slow enough to permit the dissipation of excess pore water pressure. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The results of the direct shear tests are presented on Plate C-I 5 and C-16. The Pavilion at La Costa- Carlsbad, CA Project No. OlG216-1 Page 11 Grain Size Analvsis Limited grain size analyses have been performed on several selected samples, in accordance with ASTM D-1140. These samples were washed over a #200 sieve to determine the percentage of fine-grained material in each sample, which is defined as the material which passes the #200 sieve. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on the test boring logs. The Pavilion at La Costa - Carlsbad. CA Project No. 01G216-1 Page 12 6.0 CONCLUSIONS AND RECOMMENDATIONS I I ! I Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint. The recommendations contained in this report should be taken into the design, construction, and grading considerations. The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record. The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated into the project specifications. The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development. 6.1 Seismic Design Considerations The subject site is located in an area which is subject to strong ground motions due to earthquakes. Numerous faults capable of producing significant ground motions are located near the subject site. Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible to earthquake damage. Therefore, significant damage to structures may be unavoidable during large earthquakes. The proposed structure should, however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life. Faultinn and Seismicity Research of available maps indicates that the subject site is not located within an Alquist-Priolo Earthquake Fault Zone. Therefore, the possibility of significant fault rupture on the site is considered to be low. Seismic Desian Parameters The proposed development must be designed in accordance with the requirements of the latest edition of the Uniform Building Code (UBC). The UBC provides procedures for earthquake resistant structural design that indude considerations for on-site soil conditions, seismic zoning, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the seismic zone, soil profile, and the proximity of known faults with respect to the subject site. The 1997 UBC Design Parameters have been generated using UBCSEIS, a computer program published by Thomas F. Blake (January 1998). The table below is a compilation of the data provided by UBCSEIS, and represents the largest design values i The Pavilion at La Costa - Carlsbad, CA Project No. 016216-1 Page 13 1 presented by each type of fault. A copy of the output generated from this program is included in Appendix E of this report. A copy of the Design Response Spectrum, as generated by UBCSEIS is also included in Appendix E. Based on this output, the following parameters may be utilized for the subject site: Nearest Type A Fault: Nearest Type B Fault: Soil Profile Type: Seismic Zone Factor (Z): Seismic Coefficient (Ca): Seismic Coefficient (G): Near-Source Factor (Na) Near-Source Factor (N,) Elsinore-Julian (41+ km) Rose Canyon (8+ km) SO 0.40 0.44 0.69 1 .o 1.1 The design procedures presented by the Uniform Building Code (UBC) are intended to protect life safety. Structures designed using these minimum design procedures may experience significant cosmetic damage and serious economic loss. The use of a significantly higher lateral acceleration (Ca factor) such as 0.7 to 0.8 would be necessary to further reduce the risk of economic loss. However, since these values are much higher than those specified by the UBC, owners and structural engineers often regard them as impractical for use in structural design and with respect to the economics of the project. Ultimately, the structurat engineer and the project owner must determine what level of risk is acceptable and assign appropriate seismic values to be used in the design of the proposed structure. Ground Motion Parameters , As part of the liquefaction analysis performed for this study, we have generated a site specific peak ground acceleration, as required by CDMG Special Publication 117. This probabilistic analysis was performed using FRISKSP v4.00, a computer program published by Thomas F. Blake (2000). FRISKSP estimates probabilistic seismic hazards using threedimensional farlhts as earthquake sources. The program uses a seismotectonic source model, published by the California Division of Mines and Geology (CDMG), to estimate seismic hazards at the subject site. The program originated from the original FRISK program (McGuire, 1978) published by the United States Geological Survey. FRISKSP generates site specific ground motion data based on generalized soil conditions (soil or bedrock), site location relative to nearby faults, accepted attenuation relationships, and other assumptions made by the geotechnical engineer. The attenuation relationships used by FRISKSP include a one standard deviation measure of uncertainty. Peak accelerations have been determined for both magnitude weighted and unweighted conditions. A magnitude weighting relationship accounts for the fact that earthquakes of lower magnitudes are considered to result in fewer cycles of strong ground motion than those of higher magnitudes. The magnitude weighting relationship used in this analysis is described by ldriss (1998). The Pavilion at La Costa - Carlsbad. CA Project No. 016216-1 Page 14 The peak ground acceleration at the site was determined using an appropriate attenuation relationship (Campbell, K. W., 1997) using parameters for a "deep soil" site, which is considered appropriate for the subject site. Appendix E of this report contains the peak acceleration results, in graphical form. The graphical output consists of four plots: a probability of exceedence plot for 25, 50, 75 and 100 year return periods; and an average return period vs. peak acceleration plot, for both magnitude weighted (M = 7.5) and unweighted analyses. The UBC requires that the selected return period should have at least a 10 percent chance of exceedence in 50 years, which is equal to a 475-year return period. Based on the plot included in Appendix E, this would be 0.279 for the subject site, weighted to a magnitude 7.5 earthquake. Appendix E also contains the tabulated results of the FRISKSP analysis. Liquefaction Liquefaction is the loss of the strength in generally cohesionless, saturated soils when the pore-water pressure induced in the soil by a seismic event becomes equal to or exceeds the overburden pressure. The primary factors which influence the potential for liquefaction include groundwater table elevation, soil type and grain size characteristics, relative density of the soil, initial confining pressure, and intensity and duration of ground shaking. The depth within which the occurrence of liquefaction may impact surface improvements is generally identified as the upper 40 feet below the existing ground surface. Liquefaction potential is greater in saturated, loose, poorly graded fine sands with a mean (dw) grain size in the range of 0.075 to 0.2 mm (Seed and Idriss, 1971). Clayey (cohesive) soils or soils which possess clay particles (d<O.O05mm) in excess of 20 percent (Seed and Idriss, 1982) are generally not considered to be susceptible to liquefaction, nor are those soils which are above the historic static groundwater table. The liquefaction analysis was conducted in accordance with the requirements of Special Publication 117 (CDMG, 1997), and currently accepted practice (SCEC, 1997). The liquefaction potential of the subject site was evaluated using the empirical method originally developed by Seed, et al. (Seed and ldriss 1971). This method predicts the earthquake-induced liquefaction potential of the site based on a given design earthquake magnitude and peak ground acceleration at the subject site. This procedure essentially compares the cyclic resistance ratio (CFR) [the cyclic stress ratio required to induce liquefaction for a cohesionless soil stratum at a given depth] with the earthquake-induced cyclic stress ration (CSR) at that depth from a specified design earthquake (defined by a peak ground surface acceleration and an associated earthquake moment magnitude). The current version of a generally accepted baseline chart (Youd and Idriss, 1997) is used to determine CRR as a function of the corrected SPT N-value (N&o. The factor of safety against liquefaction is defined as CRWCSR. The current version of a generally accepted baseline chart (Youd and Idriss, 1997) is used to determine CRR as a function of the corrected SPT N-value (N&o. The Pavilion at La Costa - Carlsbad, CA Project No. 0162161 Page 15 Guidelines to determine the appropriate factor of safety against liquefaction have been presented as Table 7.1 of the SCEC publication, “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California.” This table is reproduced below: FACTORS OF SAFETY FOR LIQUEFACTION HAZARD ASSESSMENT Consequence of /N,)a (clean sand) factor of Safety Liquefaction Sefflement Surface Manifestations Lateral Spread <=l 5 >=30 <=15 >=30 <=15 >=30 1 .I 1 .o 1.2 1 .o 1.3 1 .o The liquefaction analysis procedure is tabulated on the spreadsheet form included in Appendix F of this report. The liquefaction analysis was performed for Boring B-1, which was drilled to a depth of 50k feet. The liquefaction potential of the site was analyzed utilizing a maximum peak site acceleration of 0.279 for a magnitude 7.5 seismic event. The analysis was performed using groundwater at 30 feet, which is expected to be representative the average groundwater elevation at the subject site. Conclusions and Recommendations The liquefaction analysis, documented in Appendix F of this report, has not identified any potentially liquefiable zones of soil within the subsurface profile at the two analyzed boring locations. All of the encountered soils are either above the groundwater table, consist of engineered fill soils, or possess factors-of-safety in excess of 1.2. Therefore, no design considerations related to liquefaction or liquefaction induced settlements are considered warranted. A 6.2 Geotechnical Design Considerations General The subsurface profile at the subject site generally consists of engineered fill soils extending to depths of 8 to 30+ feet, underlain by medium dense alluvial sands and/or dense to very dense sandstone bedrock. Previous grading, as monitored by Leighton and Associates, included overexcavation of the previously existing fill/bedrock transitions. Therefore, each of the proposed building areas is underlain by at least 8 to 102 feet of recently placed compacted structural fill. The Pavilion at La Costa - Carlsbad, CA Projed No. 01G216-1 Page 16 I' The existing engineered fill soils are considered suitable for support of the foundations and floor slabs of the new structures. The suitability of the engineered fill soils is based on data obtained performed from borings performed by Southem California Geotechnical and our review of the previous grading report prepared by Leighton and Associates. However, the existing fill soils were placed 2 to 3 years ago. Since the time of placement, the surficial fill soils have become softened and weathered. Therefore, limited amounts of remedial grading will be necessary to remove and replace these near surface weathered fill soils. Significant amounts of remedial grading are not expected to be necessary. Gradinq and Foundation Plan Review As discussed previously, detailed grading or foundation plans are not available at this time. Numerous assumptions were made in preparing the preliminary conclusions and recommendations presented below. Once grading and foundation plans have been developed, it is recommended that these documents be provided to our office for review with regard to the assumptions, conclusions and recommendations presented herein. Near-Surface Settlements The near surface soils at this site generally consist of engineered fill materials, extending to depths of at least 8 to IW feet. With the exception of the near surface zone of weathered and softened fill materials, representative samples of these soils generally exhibit favorable consolidation characteristics when exposed to moisture infiltration and when exposed to loads in the range of those that will be exerted by the foundations of the new structures. Provided that the recommendations presented in this report are implemented in the design and construction of the proposed development, the post-construction settlements due to the near surface materials are expected to be within the structural tolerances of the proposed buildings. Settlement of Existina Fill Soils As discussed above, the proposed development area is underlain by engineered fill soils, extending to depths of 8 to 3Ok feet. These filf soils were monitored during placement and have been certified by Leighton and Associates. Based on their composition, these fill soils will be susceptible to only minor amounts of secondary (long-term) consolidation. Furthermore, the recently completed grading has removed any sharp transitions between relatively shallow fill soils in the deeper areas of fill, further reducing the potential for differential settlements due to secondary consolidation. Based on these considerations, the long-term secondary settlement of the existing fill soils is not considered to be problematic for the proposed structures. Expansive Soils Expansion index testing performed by Southern California Geotechnical as part of this study, as well as testing completed by Leighton and Associates during the previous The Pavilion at La Costa - Carlsbad, CA Project No. 016226-1 Page 17 grading, indicates that the on-site soils possess low to very low expansion potentials. Therefore, no design considerations related to expansive soils are considered warranted for this project. ! Shrin kaqe/Su bsidence The proposed development area is entirely underlain by existing structural fill soils. Therefore, no significant shrinkage or subsidence is expected to occur during grading operations. However, due to local variations in compaction, shrinkage and/or bulking of 0 to 3 percent could occur in some areas. Sulfates The results of soluble sulfate testing, as discussed in Section 5.0 of this report, indicate negligible levels of sulfates within the selected soil samples, in accordance with Uniform Building Code (UBC) and Portland Cement Association (PCA) guidelines. Therefore, specialized concrete mix designs are not expected to be necessary, with regard to sulfate protection purposes. However, the soils present at finished pad grade may vary from those encountered at the boring locations. It is therefore recommended that additional soluble sulfate testing be conducted at the completion of rough grading to verify the soluble sulfate concentrations of the soils that are present at pad grade within the building areas. Slope Stability The site is bordered on portions of the south and west property lines by an ascending fill slope. Leighton indicates that the as-graded slopes are both grossly and surficially stable from a geotechnical standpoint. These slopes currently possess inclinations of 2h:lv. Descending fill slopes are located along the east property line and portions of the south property line. Leighton has also determined these slopes to be grossly and surficially stable. New fill slopes constructed with inclinations of 2h:lv or less are expected to possess adequate stability from both a gross and surficial standpoint. The Leighton report identifies the location of a stability fill, constructed along the southern half of the west property line and the western end of the south property line. The preliminary site plan indicates that some or all of the stability will be removed as part of the proposed grading. Leighton indicates that this fill was constructed as a stability fill, not as a buttress fill. No evidence of adverse geologic conditions are mapped on the as-graded geotechnical map included within the Leighton compaction report. The stability fill is therefore serving to provide adequate surficial stability for this slope, and/or stability of any alluvium and/or slope wash materials in this area. The proposed segmental retaining wall that is proposed to replace the stability fill will provide a similar stabilizing effect and therefore removal of the stability fill is not considered problematic. The geologic structure identified by Leighton, as documented The Pavilion at La Costa - Carlsbad, CA Project No. OtG216-1 Page 18 A in the rough grade compaction report indicates that bedding on the site is flat lying to slightly dipping to the southwest. With regard to the stability fill, this would represent favorable (into slope) bedding. This bedding is consistent with the geology mapped by Tan and Kennedy as referenced in Section 4.3 of this report. 6.3 Site Grading Recommendations The grading recommendations presented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development. We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of this report, unless superseded by site-specific recommendations presented below. Site Striwing All surficial vegetation as well as any soils with 'excessive organic content should be stripped from the site prior to the start of grading operations. Based on conditions observed at the time of the subsurface exploration, removal of moderate grass, weed and shrub growth will be required. No significant topsoil was encountered at the boring locations. The actual extent of site stripping should be determined in the field, during grading, by the geotechnical engineer. As part of the initial grading operations, remedial grading should be performed within the existing retention/desilting basin, located in the northeastern area of the site. No standing water was present within the basin at the time of the subsurface exploration, although evidence of previous standing water as well as some silt deposits were observed. It is expected that overexcavation to a depth of 2 to 3 feet will be required in this area to reach of level of suitable subgrade soils. This overexcavation should be done under the observation of the geotechnical engineer. Treatment of Existinq Soils: Buildinq Areas The proposed building areas are generally underlain by existing structural fill soils, extending to depths of 8 to 30+_ feet. Based on the time that has elapsed between the original placement of these fill soils and the present, and the results of the consolidation/collapse testing, some softening and weathering of these materials has occurred. It is therefore recommended that the existing fill soils be overexcavated to a depth of at least 2 feet below existing grade, to remove the existing weathered/softened fill soils. The areas of overexcavation should extend at least IO feet beyond the building perimeters. If the proposed structures include any exterior columns, such as for a canopy or overhang, the area of overexcavation should also encompass these footings. Following completion of the overexcavations, the subgrade soils within the building areas should be evaluated by the geotechnical engineer to verify their suitability to The P?viliin at La Costa - Carlsbad, CA Project No. 01G216-1 Page 19 ' sewe as the structural fill subgrade, as well as to support the foundation loads of the new structure. This evaluation should include proofrolling with a heavy rubber-tired vehicle to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if loose, porous, or low density soils are encountered at the bottom of the overexcavation. The overexcavation subgrade soils should then be scarified to a depth of 12 inches, moisture conditioned to within 2 percent of optimum moisture content, and recompacted. Treatment of Existinq Soils: Parkinq Areas Subgrade preparation in the remaining new parking areas should initially consist of completion of cuts where required. The geotechnical engineer should then evaluate the subgrade to identify any areas of additional unsuitable soils. Based on conditions observed at the site at the time of drilling, additional overexcavation is expected to be necessary at isolated locations within the new parking areas. The subgrade soils should then be scarified to a depth of 12k inches, moisture conditioned to within 2 percent of optimum, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill Placement Fill soils should be placed in thin (6* inches), near-horizontal lifts, moisture conditioned to within 2 percent of optimum moisture content, and compacted. On-site soils may be used for fill provided they are cleaned of any debris to the satisfaction of the geotechnical engineer. All grading and fill placement activities should be completed in accordance with the requirements of the Uniform Building Code and the grading code of the City of Carlsbad. All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill soils should be well mixed. Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content. These tests are intended to aid the contractor. Since the tests are taken at discrete locations and depths, they may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications. Imported Structural Fill All imported structural fill should consist of low expansive (El <30), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No. 200 sieve). Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D. The Pavilion at La Costa - Carlsbad, CA Project No. OlG216-I Page 20 P Utilitv Trench Backftll In general, all utility trench backfill should be compacteb to at least 90 percent c the ASTM D-1557 maximum dry density. As an alternative, a clean sand (minimum Sand Equivalent of 30) may be placed within trenches and compacted in place (jetting or flooding is not recommended). Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the Clty of Carlsbad. All utility trench backfills should be witnessed by the geotechnical engineer. The trench backfill soils should be compaction tested where possible; probed and visually evaluated elsewhere. Utility trenches which parallel a footing, and extending below a 1h:lv plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard. Pea gravel backfill should not be used for these trenches. 6.4 Construction Considerations Moisture Sensitive Subarade Soils Some of the near surface soils possess appreciable silt content and may become unstable if exposed to significant moisture infiltration or disturbance by construction traffic. In addition, based on their granular content, some of the on-site soils will also be susceptible to erosion. The site should, therefore, be graded to prevent ponding of surface water and to prevent water from running into excavations. ' Excavation Considerations It is expected that some excavations for this project will encounter predominantly granular soils. Such soils will be susceptible to caving. Flattened excavation slopes may be sufficient to mitigate caving of shallow excavations, although deeper excavations may require some form of external stabilization such as shoring or bracing. All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations. Special excavation considerations may be warranted during construction of the segmental retaining walls along the south and east property lines. These considerations will be addressed in the subsequent segmental retaining wall design report. Groundwater Groundwater was encountered within only one of the borings, at a depth of 30+ feet. Based on the elevation of Boring B-12, this would indicate a static groundwater table at The Pavilion at La Costa - Carlsbad, CA Project No. OlG216-I Page 21 . El. 71+. Based on these conditions, groundwater proposed grading or foundation construction activities. is not expected to impact the 6.5 Foundation Design and Construction Based on the preceding grading recommendations, it is assumed that the building pads will be underlain by existing structural fill soils, placed during mass grading of the subject site, or newly placed structural fill soils used to replace weathered materials or used to raise site grades. Based on this subsurface profile, the proposed structures may be supported on conventional shallow foundation systems. Foundation Design Parameters New square and rectangular footings may be designed as follows: Maximum, net allowable soil bearing pressure: 2,500 Ibs/ft*. Minimum wall/column footing width: 14 inched24 inches. Minimum longitudinal steel reinforcement within strip footings: Four (4) No. 5 rebars (2 top and 2 bottom). It is recommended that a grade beam footing be constructed across all exterior doonvays. This footing should be founded at a depth similar to the adjacent building foundations. Any flatwork adjacent to the exterior doors should be doweled into this grade in a manner determined by the structural engineer. Minimum foundation embedment: 12 inches into suitable structural fill soils, and at least 18 inches below adjacent exterior grade. Interior column footings may be placed immediately beneath the floor slab. The allowable bearing pressure presented above may be increased by 1/3 when considering short duration wind or seismic loads. The minimum steel reinforcement recommended above is based on geotechnical considerations; additional reinforcement may be necessary for structural considerations. The actual design of the foundations should be determined by the Structural engineer. Foundation Construction The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6.3 of this report. It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or concrete placement. Within the new building areas, soils suitable for direct foundation support should consist of existing or newly placed structural fill, compacted to at least The Pavilion at La Costa - Carlsbad, CA Project No. 01G216-1 Page 22 90 percent of the ASTM D-1557 maximum dry density. Any unsuitable materials should be removed to a depth of suitable bearing compacted structural fill or medium dense to dense relative sands, with the resulting excavations backfilled with compacted fill soils. As an alternative, lean concrete slurry (500 to 1,500 psi) may be used to backfill such isolated overexcavations. The foundation subgrade soils should also be properly moisture conditioned to within 2 percent of the Modified Proctor optimum, to a depth of at least 18 inches below bearing grade. Since it is typically not feasible to increase the moisture content of the floor slab and foundation subgrade soils once rough grading has been completed, care should be taken to maintain the moisture content of the building pad subgrade soils throughout the construction process. - Estimated Foundation Settlements Post-construction total and differential movements (settlement and/or heave) of shallow foundations designed and constructed in accordance with the previously presented recommendations are estimated to be less than 1.0 and 0.5 inches, respectively. Differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0.002 inches per inch, which is considered within tolerable limits for the proposed structures, provided that the structural design adequately considers this distortion. Lateral Load Resistance Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces: .. . Passive Earth Pressure: 350 Ibdft3 0 Friction Coefficient: 0.35 The recommended passive earth pressure and friction include an appropriate factor of safety. A one-third increase in these values may be used for short duration wind or seismic loads. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume that footings will be poured directly against suitable structural compacted fill. The maximum allowable passive pressure is 3,000 Ibs/f?. 6.6 Floor Slab Desiqn and Construction Subgrades which will support new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report. Based on the anticipated grading which will occur at this site, the floors of the new structures may be constructed as conventional slabs-on-grade supported on The Pavilion at La Costa - Carlsbad, CA Project No. 016216-1 Page 23 1 i I ! i I 1 1 I ! I i I j existing or newly placed structural fill. Based on geotechnical considerations, the floor slabs may be designed as follows: Minimum slab thickness: 5 inches Minimum slab reinforcement: No. 3 bars at 18 inches on-center, in both directions. The actual floor slab reinforcement should be determined by the structural engineer, based on the imposed loading. Slab underlayment: 2 inches of clean sand overlain by a 10-mil vapor barrier, overlain by 2 inches of clean sand. Where moisture sensitive floor coverings are not anticipated, the vapor barrier and upper 2-inch layer of sand may be eliminated. Moisture condition the Mor slab subgrade soils to within 2 percent of the Modified Proctor optimum moisture content, to a depth of 18 inches. Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks. The actual design of the floor slabs should be completed by the structural engineer to verify adequate thickness and reinforcement. 6.7 Retaining Wall Desiqn and Construction Although not indicated on the conceptual grading and drainage plan provided to our office, some small retaining walls may be required to facilitate site grades. The parameters recommended for use in the design of these walls are presented below. These values should not be used for design of segmental retaining walls. A site specific segmental retaining wall design will be presented in a subsequent geotechnical report. Retaininq Wall Desiqn Parameters Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site. We have provided parameters for two different types of wall backfill: on-site soils comprised of sands and silty sands as well as imported select granular material. These parameters are based on site specific direct shear testing. The Pavilion at La Costa - Catisbad, CA Project No. 01G216-1 Page 24 Design Parameter Soil Type Imported I On-Site Sands RETAINING WALL DESIGN PARAMETERS Internal Friction Angle (+) Aggregate Base and Silty Sands 38" 32" 30 Ibslft3 Active Condition (level backfill) Equivalent Active Condition Fluid Pressure: (2h:lv backfill) At-Rest Condition (level backfill) 44 Ibs/ft3 50 1bs/ft3 Unit Weight I 1301bs/ft3 I 1251bs/ft3 I 38 lbslft3 58 1bdft3 58 1bs/ft3 i I Regardless of the backfill type, the walls should be designed using a soil-footing coefficient of friction of 0.35 and an equivalent passive pressure of 350 Ibs/ft3. The structural engineer should incorporate appropriate factors of safety in the design to the retaining walls. i I i The active earth pressure may be used for the design of retaining walls that do not directly support structures or support soils that in turn support structures and which will be allowed to deflect. The at-rest earth pressure should be used for walls that will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly. i I Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper I foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure. Retainina Wall Foundation Desiqn The retaining walls should be supported within existing or newly placed compacted structural fill. Foundations to support new retaining walls should be designed in accordance with the general Foundation Design Parameters presented in a previous section of this report. ! Backfill Material It is recommended that a minimum 1 foot thick layer of freedraining granular material (less than 5 percent passing the No. 200 sieve) should be placed against the face of the retaining walls. This material should be approved by the geotechnical engineer. If the layer of freedraining material is not covered by an impermeable surface, such as a The Pavilion at La costa - Cartsbad, CA Project No. 016216-1 Page 25 * structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the underlying soils. All retaining wall backfill should be placed and compacted under engineering controlled conditions in the necessary layer thicknesses to ensure an in-place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM 01557-91). Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided. Subsurface Drainaqe As previously indicated, the retaining wall design parameters are based upon drained bacMill conditions. Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material. Subsurface drainage may consist of either: A weep hole drainage system typically consisting of a series of 4-inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center spacing. A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of drain placed behind the wall, above the retaining wall footing. The gravel layer should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines. The footing drain should be extended to daylight or tied into a storm drainage system. 6.8 Exterior Flatwork Design and Construction Subgrades which will support new exterior slabs-on-grade for patios, sidewalks and entries should be prepared in accordance with the recommendations contained in the Grading Recommendations section of this report, as recommended for the parking areas. Based on the anticipated grading which will occur at this site, exterior flatwork will be supported by a minimum 1 foot thick layer of compacted structural fill. Based on geotechnical considerations, exterior slabs on grade may be designed as follows: 0 Minimum slab thickness: 4 inches, 5 inches where subjected to infrequent vehicular traffic. 0 Minimum slab reinforcement: Driveway slabs or other flatwork which may be subjected to vehicular traffic should include conventional welded wire mesh (6x6- Wl.4xW1.4 WWF) or No. 3 bars at 18 inches on center, in both directions. Reinforcement in other exterior flatwork is not required, with respect to geotechnical conditions. The Pavilion at La Costa - Carlsbad. CA Project No. 01G216-1 Page 26 0 The flatwork at building entry areas should be structurally connected to the grade beam that is recommended to span across the door opening. This recommendation is designed to reduce the potential for differential movement at this joint. 0 Moisture condition the flatwork subgrade soils to a moisture content of 2 to 4 percent above optimum, to a depth of at least 12 inches. Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks. ! '! 0 Control joints should be provided at a maximum spacing of 8 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking. Minor cracking of exterior concrete slabs on grade should be expected. Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement. 6.9 Pavement Desim Parameters Site preparation in the pavement area should be completed as previously recommended in the Site Grading Recommendations section of this report. The subsequent pavement recommendations assume proper drainage and construction monitoring, and are based on either PCA or CALTRANS design parameters for a twenty (20) year design period. However, these designs also assume a routine pavement maintenance program to obtain the anticipated 20-year pavement service life. Pavement Subqrades It is anticipated that the new pavements will be supported on existing or newly placed structural fill soils. The existing structural fill soils are expected to consist of sands and silty sands. These materials are expected to exhibit good pavement support characteristics, with estimated R-values of 30 to 50. Since R-value testing was beyond the scope of services for this project, these materials have been assigned an R-value of 30. At the completion of grading, it is recommended that R-value testing be performed in a representative number of the proposed pavement areas to determine the actual R- value of the as-graded subgrade. The R-value test results may indicate higher R-values within the as-graded pavement subgrades, resulting in a thinner pavement section. Any fill material imported to the site should have support characteristics equal to or greater than that of the on-site soils and be placed and compacted under engineering controlled conditions. The Pavilion at La Costa - Cadsbad, CA proiect No. OlG216-1 Page 27 Asphaltic Concrete 5.0 The pavement designs are based on the traffic indices (TI’S) indicated. The client and/or civil engineer should verify that these TI’S are representative of the anticipated traffic volumes. If the client and/or civil engineer determine that the expected traffic volume will exceed those recommended herein, we shoutd be contacted for supplementary recommendations. The design traffic indices equate to the following approximate daily traffic volumes over a 20-year design life, assuming 5 operational traffic days per week: Per Day 1 I Traffic Index (TI) I Number of Heavy Trucks 1 6.0 7.0 4 14 I 8.0 I 42 I I 9.0 I 112 I For the purposes of the traffic volumes above, a truck is defined as a 5-axle tractor- trailer unit, with one 8-kip axle and two 32-kip tandem axles. All of the traffic indices allow for 1000 automobiles per day. Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base. It should be noted that the TI = 6.0 section only allows for 4 trucks per day. Therefore, all significant heavy truck traffic must be excluded from areas where this thinner pavement section is used; otherwise premature pavement distress may occur. I ASPHALT PAVEMENTS UNDERLAIN BY ENGINEERED FILL (R = 35) I I Thickness (inches) I Auto Parking Lanes Materials Asphalt Concrete Aggregate Base Aggregate Subbase I - Heavy Truck Traffic (TI = 7.0) Light Truck Traffic I = 6.0 I 7 I 10 I t Compacted Subgrade I 12 I 12 I 12 I . 12 I The aggregate base course should be compacted to at least 95 percent of the ASTM D- 1557 maximum dry density. The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM 0-2726. j lhe Pavilion at La Costa - Cadsbad. CA Project No. 01 G216-1 Page 28 ' Portland Cement Concrete The preparation of the subgrade soils within concrete pavement areas should be performed as previously described for proposed asphalt pavement areas. The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows: Automobile Parking and Drive Areas 5 inches Portland Cement Concrete over 0 Light Truck Traffic Areas (TI = 6.0) 6.0 inches Portland Cement Concrete Heavy Truck Traffic Areas (TI = 7.0) 7.0 inches Portland Cement Concrete The concrete should have a 28day compressive strength of at least 3,000 psi. Reinforcing within all pavements should consist of at least heavy welded wire mesh (6x6-W2.9xW2.9 WWF) placed at mid-height in the slab. The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness. The Paviri at La Costa - Cadsbad, CA Project No. 016216-1 Page 29 7.0 GENERAL COMMENTS This report has been prepared as an instrument of service for use by the client, in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, civil engineer, and/or structural engineer. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party's sole risk, and we accept no responsibility for damage or loss which may occur. The-analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and sample depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein. This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed. ! The Pavilion at La Costa - Carlsbact. CA Project No. 01G216-1 Page 30 1. 8.0 REFERENCES Blake, Thomas F., FRlSKSP. A Computer Pmqram for the Probabilistic Estimation of Peak Accelemfion, and Uniform Hazaml Spectra Usina 3-0 Faults as Earthquake Sources, Version 4.00,ZOOO. California Division of Mines and Geology (CDMG), "Guidelines for Evaluating and Mitigating Seismic Hazards in California," State of California, Department of Conservation, Division of Mines and Geology, Special Publication I1 7, 1997. i Campbell, K.W., "Imperical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pseudo- Absolute Acceleration Response Spectra", Seismoloaical Research Letters, Seismological Society America, Volume 68, Number 1, January/February 1997, pp. 154-1 79. National Research Council (NRC), "Liquefaction of Soils During Earthquakes," Committee on Earthquake Enaineerinq, National Research Council, Washington D. C., Report No. CETS-EE-O01,1985. Seed, H. B., and Idriss, 1. M., "Simplified Procedure for Evaluating Soil Liquefaction Potential using field Performance Data," Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, September 1971 , pp. 1249-1 273. Southern California Earthquake Center (SCEC), University of Southern California, "Recommended Procedures for Implementation of DMG Special Publication I 17, Guidelines for Analyzing and Mitigating Liquefaction in California," Committee formed 1997. Tokimatsu K., and Seed, H. B., "Evaluation of Settlements in Sands Due to Earthquake Shaking," Journal of the Geotechnical Enaineerinq Division, American society of Civil Engineers, Volume 113, No. 8, August 1987, pp. 861-878. Tokimatsu, K. and Yoshimi, Y., 'Empirical Comlafions of Soil Liquefaction Based on SPT N-value and Fines Content, Seismoloaical Research Letters, Eastern Section Seismological Society Of America, Volume 63, Number 1, p. 73. Youd, T. L. and Idriss, 1. M. (Editors), "Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils," Salt Lake City, UT, January 5-6 1996, NCEER Technical Report NCEER-97-0022, Buffalo, NY. The Pavilion at La Costa - Carlsbad, CA Pmject No. 010216-1 Page 31 i APPENDIX A SITE LOCATION MAP BORtNG LOCATIQN PLAN SlTE GEOLOGIC MAP ! 1' = 2m THOHAS GUIDE. 1998 D~~ RB CHKD GKM SCG PROJECT 01G216-1 PLATE 1 Southern California Geotechnical 1260 North Ham& Street, Suite 101 Anaheim. California 92807 Phone: (714) 777-0333 Fax: (714) 777-0398 SOURCE: CQMG OFR -2 KENNEDY AND TAN. 1996 Southern California Qeotechnical I APPENDIX B BORING LOliS BORING LOG LEGEND SAMPLE TYPE - cot. GRAPHICAL SAMPLE DESCRIPTION SYMBOL NR DEPTH: Distance in feet below the ground surface NO RECOVERY: THE SAMPLING AlTEMPT DID NOT RESULT IN RECOVERY Of ANY SIGNIFICANT SOIL OR ROCK MATERW 0 SAMPLE: Sample Type as depicted above. BLOW COUNT Number of blows required to advance the sampler 12 inches using a.140 Ib hammer with a 30-inch drop. 5013" indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. POCKEN PEN.: Approximate shear strength of a cohesive soil sample as measured by the pocket penetrometer. GRAPHIC LOG: Graphic soil symbol, a5 depicted on the following page. DRY DENStTY: Dry Density of an undisturbed or relatively undisturbed sample. MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight. LIQUID LIMIT: The moisture content above which a soil behaves as a liquid. PLASTIC LIMIT PASSING #200 SIEVE: The moisture content above which a soil behaves as a plastic. The percentage of material finer than the #200 standard sieve. UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. SOIL CLASSIFICATION CHART MAJOR DIVISIONS COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMAUERTHAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE I SYMBOLS I GRAPH I LElTER SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE IIIII ML SliTS AND CLAYS LIQUID LIMIT LESS THAN 50 HIGHLY ORGANIC SOILS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS - TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITRE OR NO FINES POORLY-GRADED GRAVELS, OR NO FINES GRAVEL - SAND MIXTURES. LilTLE SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES WELL-GRADED SANDS, GRAVELLY SANDS. LIlTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LllTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WIll-4 SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY. GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT. HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Southern California Geoteshnical BORING NO. 6-1 i i 5 a T + < < i i D IOB NO.: 016216 'ROJECT: La Costa Pavilion BCATION: Carlsbad. California DRILLING DATE: lOIw01 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Romeo Balbas WATERDEPTH: Dry CAVEDEPTH: None READING TAKEN: at Cornoletion 'IELD RESULT! am (3 s 0 -.- DESCRIPTION (3 SURFACE ELRIATION: 94 feet MSL W: Ught Bm toBrdwn line to medium Sand, trace to me Silt, trace Clay, medium dense to dense - damp Boring Terminated at S I LABORATORYRESULJS E w E H 0 .o TEST BORING LOG PLATE B-I Southern California Geotechnical - 2" w9 & ti" yc gE BORING NO. B-2 $ 0 , .. ..I .. ..I . ,. ..I Ab. ..* . .. ..a .. .. .:. :: ..a .., ..< ..a ..I .. .. .. .. .. JOB NO.: 016216 PROJECT: La Costa Pavilion DRILLING DATE: 10125/01 DRILLING METHOD: Hdlow Stem Auger LOCATION: Carlsbad. C IELD RESULTS~ fomia LOGGED BY: Romeo Balk DESCRIPTION SURFACE ELEVATION: 96 feet MSL FI11: Light EM he to medium Sand, some Silt, Htlle Clay, ELM: Ut Bm to Gray Brown Silty fine to medium Sand, trace clay, medii dense - moist loosetomediumdeme-dy Boring Terminated at 5' WATERDEPM: Dry CAVEDEPTH: None READINGTAKEN: at LABORATORY RESULTS wnpletion TEST BORING LOG PLATE B-2 Southern California Geotechnisal BORING NO. B-3 JOB NO.: 016216 DRILLING DATE: 10/25/01 'ROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger -EATION: Carlsbad. California LOGGED BY: Romeo Balbas 'IELD RESULT: E W I W t t n - 5 10. 15 28 4/ 0 - DESCRIPTION IE z w SURFACE ELEVATION: 97 feet MSL Light Brown fine Sand. little medium Sand, little to trace d (3 .. !3t,mediumdense-drytodamp occasionalsandstonefragments,mediumdense-moist W Bmm to Light Bm fine Sand, trace to some Silt, little - occasional Clayey fine Sand clasts at 7 to 8 feet ... ... TORREY SANDSTONE FORMATION: Light Gray fine grained Sandstone. occasional iron oxide stains, dense to wry dense - moist 93 118 99 110 106 ::::I .... 1 97 BoringTminated at 20' - OR 5 ms 28 - Ut- $ - 6 11 10 12 10 13 15 - WATERDEPTH: Dry CAVEDEPTH: 16.5' READING TAKEN: at Comdetion f I 0 0 TEST BORING LOG PLATE B-3 z Southern California Geotechnisal BORING NO. B-4 JOB NO.: 01G216 DRILLING DATE: 10/25/01 WATERDEPTH: Dfy PROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 11.5 LOCATION: carlsbad. California LOGGED BY: Romeo Balbas READING TAKEN: at Completion .ES - 5 8 9 I) 3 rn - 67 47 57 70 57 61 - DESCRIPTION -weathered SandstonelClaystone dasts at 3 to 4 feet - some Silty Cby dasts at 7 to 8 feet clasts, medium dense to dense - damp to I Boring Terminated at 15’ I TEST BORING LOG OR iz 25 28 - u- 5k - 9 12 18 22 14 12 L PLATE B-4 Southern California Geoteshnieal BORING NO. B-5 JOB NO.: 01G216 'ROJECT: La Costa Pavilion DRILLING DATE: 10/25/01 DRILLING METHOD: Hollow Stem Auger -0CATION: Carlst 4ELD RESULT: - I- z 3 8 9 3 m - 61 58 58 62 45 42 34 38 56 48 - I, California LOGGED BY: Romeo Balbas DESCRl PTI ON SURFACE ELEVATION: 99 feet MSL ... .-.e. .. *,medium dense - dry to damp m: Light Brown to Brown fine to medium Sand, loose to / .- FILL; Dark Brown Silty fine Sand, medium dense - damp to . moist I-' - Dark Brown fine Sandy Clay to Silty Clay, very stiff - moist at 3 to 4 feet - Brown to tight Brown Silty fine Sand, occasional Clay dasts, medium dense - moist at 5 to 6 feet llll - .. :.' :. .: :.,- .. . ,. ' - Dark Brown fine to medium Sand, trace to some Silt, trace Clay, dense - moist at 7 to 8 feet . .. .. .. .. - .. . .. .. . .. . .' . . .. . .. .. .. . .. .. - .. . .. . -1 ;:.: ALLUVIUM: Brown to tight Brown Silty fine Sand, trace . . '_ .. . medium Sand, medium dense - moist to very moist .._, . .. .. .. . .. . .. . .. - trace Clay at 19 to 20 feet - Clayey fine Sand at 24 to 25 feet - Clayey fine Sand at 29 to 30 feet - moist at 29 to 30 feet - Clayey fine Sand - moist to very moist at 34 to 35 feet WATER DEPTH: Dry CAVE DEPTH: 36' READING TAKEN: at Completion LABORATORY RESULTS 105 114 106 107 102 104 96 96 111 / s ?E % 2W I- EO 10 13 17 14 8 13 9 17 15 17 - TEST BORING LOG PLATE B-5a Southern California Geotechnical BORING NO. B -5 JOB NO.: 01G216 PROJECT: La Costa Pavilion LOCATION: Carisbad, California c3 s 0 a I DESCRl PTlON (3 $1 (Continued) medium Sand, medium dense - moist to very moist fine Sand, very stiff - moist to very moist .. .. ... .. .. ..... ...... .. .... .... ' ' TORREY SANDSTONE FORMATION: Brown to Gray Brown .... . fine grained Sandstone, slightly Silty, dense to very dense - .... .... very moist .... Boring Terminated at 45' DRILLING DATE: 10/25/01 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Romeo Balbas WATER DEPTH: Dry CAVE DEPTH: 36' READING TAKEN: at Completion TEST BORING LOG PLATE B-5b BORING NO. B -6 Southern California Geoteehnical JOB NO.: 016216 PROJECT: La Costa Pavilion DRILLING DATE: 10/25/01 WATER DEPTH: Dry DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 16.5' LOCATION: Carisbad. California LOGGED BY: Romeo Balbas -IELD RESULTS~ I DESCRIPTION SURFACE ELEVATION: 97 feet MSL :-:-:.: u: Light Brown fine to medium Sand, me Gravel, *,Asphaltic Concrete fragments, loose -dry - .. .- FILL: Light Brown to Light Gray Brown Silty fine Sand, ::'< .. : :-. medium dense to dense - damp .__ . - . - Dark Brown to Brown fine Sand, little Silt, medium dense to .-. ::. . :. dense - damp at 3 to 4 feet :::I:-. : - Dark Brown fine Sand, little Clay, medium dense - damp to ;.:. :. ... moist at 5 to 6 feet . . .. . ' .. - Gray fine to medium Sand, little to trace Silt at 6 to 7 feet 1::' : . . : - Dark Brown fine to medium Sand, little Clay, occasional Clay -_..,.. .. . .. clasts, medium dense -moist at 7 to 8 feet c . .. . .. .. . ... .. . .. . - .. .. .. , .. ._ ._. . : .. .. . . . .. .. ._ .. . .. .. . . .. . .. .. .. .. ._ ... .. ._. . . . . .. , . - Brown to Dark Brown fine Sand, little Clay, trace fine Gravel, -.,:. '.. - medium dense - very moist at 9 to 10 feet . . .. .. .. .. .. . .. . . .. .. . . .. .. -.. .. . .. .. ._. : . .. .. . . .. . .. . READING TAKEN: at LABORATORY RESULTS 109 107 113 104 103 109 111 1 03 - ompletion v, t- z w 2 2 0 0 TEST BORING LOG PLATE B-6 Southern California Geoteshnical BORING NO. B -7 JOB NO.: 01G216 DRILLING DATE: 10/26/01 PROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger LOCATION: Carlsbad, California LOGGED BY: Romeo Balbas WATER DEPTH: Dry CAVE DEPTH: 22' READING TAKEN: 15 minutes -IELD RESULTS] I DESCRIPTION SURFACE ELEVATION: 97 feet MSL - trace Organics (fine root fibers) at 14 to 15 feet - fine to medium Sand at 20 to 23 feet LABORATORY RESL - s :5 ;: 2w EO - 11 14 17 11 11 8 6 14 12 TEST BORING LOG PLATE B-7 BORING NO. B-8 Southern California Geoteshnical r I= k I-! a. W W I- w. O( -- JOB NO.: 01G216 DRILLING DATE: 10/26/01 WATER DEPTH: Dry PROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 26' 1 LOCATION: Carlsbad, California LOGGED BY: Romeo Balbas -IELD RESULTSI 1 15 - .. .... .... .... ... .... ... .... .... ... .... ... ..... ... .... ... .... .... ... .... ... .... .... .... ... .... ... ..... ... .... ... .... .... .... ... .... ... .... .... .... ... .... ... .... .... - I- Z 3 8 s 3 m - 70 49 54 47 40 55 58 64 49 30 - 11 DESCRl PTl ON SURFACE ELEVATION: 98 feet MSL - occasional Clayey fine Sand dasts - moist at 3 to 4 feet - Dark Brown Clayey fine Sand to fine Sandy Clay - very moist to moist at'5 to 6 feet - Dark Red Brown fine Sand - moist at 7 to 8 feet - Gray Brown Clayey fine sand, occasional Sandstone fragments - moist at 9 to 10 feet - Dark Red Brown Silty fine Sand, medium dense - damp at 14 to 15 feet - Dark Red Brown Silty fine Sand, trace fine Sandy Clay clasts, medium dense - moist at 19 to 20 feet - Brown to Black fine to medium Sand, trace Silt, trace Organics, strong organic odor, dense at 24 to 25 feet ALLUVIUM: Brown to Dark Brown fine to medium Sand, trace to some Silt, medium dense to dense - very moist to wet READING TAKEN: 1.5 Hour LABOR 108 108 113 103 107 107 Ill 110 106 - c s zg % IW I- 20 - 10 14 10 8 11 6 8 9 15 24 - TEST BORING LOG PLATE B-8a Southern California Geotechnisal BORING NO. B-8 JOB NO.: 01G216 PROJECT: La Costa Pavilion LOCATION: Carlsbad. California - (3 s 0 I 3 0 - .. ... .. ... .. ... .. *.. ** ,.. .* ... .. ... .. ... .. ... .. r.. .. r.. .. ... .. ... I DRILLING DATE: 10/26/01 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Romeo Balbas LABOF DESCRl PTlON (Continued) ALLUVIUM: Brown to Dark Brown fine to medium Sand, trace to some Silt, medium dense to dense - very moist to wet Boring Terminated at 40' WATER DEPTH: Dry CAVE DEPTH: 26' RfZADING TAKEN: 1.5 Hour (I) t- Z w E I 0 u TEST BORING LOG PLATE B-8b s ? c c 6 c 5 : c f a P BORING NO. B -9 Southern California Geotechnical JOB NO.: 01 G216 DRILLING DATE: 10/25/01 PROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger -0CATION: Carlsbad. California LOGGED BY: Romeo Balbas I ~~ :IELD RESULT! - 5 9 3 0 u 3 m - i0/5 5/1 c 77 71 58 48 - DESCRIPTION SURFACE ELEVATION: 101 feet MSL - FILL: Light Brown fine to medium Sand, some Silt, loose to w: tight Brown to Light Gray Brown fine Sand, trace to little Silt, occasional fine Sandstone fragments, dense - damp to moist \medium dense - dry - trace Clay at 5 to 6 feet - moist J . J. .. . _. .. . - Clayey fine Sand, very moist at 9 to 10 feet .; ... : .. . _. ._ . : .. - .. . .. . ed Brown fine to medium Sand, trace Silt, I Boring Terminated at 15’ WATER DEPTH: Dry CAVE DEPTH: 13’ READING TAKEN: al LABORATORY RESULTS mpletion v) I- z W 2 I 0 0 TEST BORING LOG PLATE B-9 BORING NO. B-I 0 Southern California Geotechnical JOB NO.: 01G216 DRILLING DATE: 10/25/01 PROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger LOCATION: Carlsbad. California LOGGED BY: Romeo Balbas 'IELD RESULT: - i= tL, n a W W I I- w - 5 10- $5- - t- z 3 0 0 3 m 9 - 54 27 35 67 81 72 - 4/ 0 I DESCRIPTION SURFACE ELEVATION: 104 feet MSL .. .. .. ._ . - trace fine Gravel at 3 to 4 feet . : . . -, . .. ._. . .. ._ .. . ._ .. . .. .. . . .. _. . . .. . .. .. ,..:.:. .' '- trace fine Gravel, little Silt at 7 to 8 feet .... TORREY SANDSTONE FORMATION: Liaht Brown to Liaht ' . ' ' .. .. . - .... .... .... . Gray Brown fine grained Sandstone, little gilt. very dense'- .... .... mist to very moist .... .... .... .... .... .... .... .... ,... _... . . . .I .... ,... - Light Gray to White, trace Silt at 13 to 15 feet .... ,... ,... _... Boring Terminated at 15' WATER DEPTH: Dry CAVE DEPTH: 106 feet READING TAKEN: at Comdetion LABORATORY RESULTS v) I- Z I 0 0 2 TEST BORING LOG PLATE 8-10 Southern California Geotechnical BORING NO. B-I 1 IO6 NO.: 01G216 'ROJECT: La Casta Pavilion .OCATION: Carlsl IELD RESULT: DRILLING DATE: 10/26/01 DRILLING METHOD: Hollow Stem Auger ifomia LOGGED BY: Romeo Balbas DESCRIPTION SURFACE ELEVATION: 106 feet MSL ,damp I - FILL: Light Brown fine Sand, loose to medium dense - dry to FILL: Light Brown fine Sand, little Silt, medium dense to dense - damp to moist Boring Terminated at 5' WATER DEPTH: Dry CAVE DEPTH: None READING TAKEN: at LABORATORY RESULTS ompletion rn I- z w E E 0 u TEST BORING LOG PLATE B-11 BORING NO. , B-I 2 Southern California Geotechnical JOB NO.: 01G216 PROJECT: La Costa Pavilion DRILLING DATE: 10/25/01 DRILLING METHOD: Hollow Stem Auger LOCATION: Carlsl 3ELD RESULT! 1. California LOGGED BY: Romeo Balbas 0 9 DESCRIPTION 0 I SURFACE ELEVATION: 101 feet MSL 9 0 b: :-: - FILL: Light Brown fine to medium Sand, little to some Silt, 1-, - :-. loose to medium dense - dry - extensive Clay clasts, some Silt, dense - damp to moist at 3 - Brown to Dark Brown fine Sand, trace to little Silt, trace Sand, dense to very dense -moist at 5 to 12 feet ... ... ... grained Sandstone, dense to very dense -hoist ... .... ... ... . . - - extensive Sandstone, Claystone seams at 14.5 to 15 feet - ... ... moist to very moist ... ... ... ... ... .... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... .... ... ... ... ... ... ... ... ... ... ... .. .- ... ... ... ... .. _.. ... ~. . .. ... .... ... - Gray to Light Gray. trace to some Silt, very dense at 28 to 30 ... ... . feet-moist ... ... ... I . .- ... .. ... ... ... ... ... ... ... ... .... ... - Red Brown fine grained Sandstone at 33 to 35 feet ... ... -.. ... ... WATER DEPTH: 29.5' CAVE DEPTH: 42 feet READING TAKEN: 24 LABORATORY RESULTS - + - - n z u 3, +k 3, rg - 116 106 114 109 106 107 104 s u- -w I- $5 - 8 13 11 12 9 15 11 17 9 19 3urs v1 I- z w 2 5: 0 0 TEST BORING LOG PLATE B-12a Southern California Geotechnical BORING NO. B-I 2 IOB NO.: 01G216 DRILLING DATE: 10/25/01 'ROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger .OCATION: Carlsbad. California LOGGED BY: Romeo Balbas IELD RESULTS~ I II z* us n co 32 0 (Continued) DES C RI PTlO N WI si2 3 ' ' TORREY SANDSTONE FORMATION: Light Brow fine . grained Sandstone, dense to very dense - moist 1.5+ ... .... ... ... ... ... ... ... ... ... ... ... .. .- ... ... ... ... ... ... ... ... ... ... .... ... ... ... ... ... ... .. .- ... ... ... ... ... ... ... ... ... ... .... ... - Light red Brown fine Grained Sandstone at 38 to 40 feet - Red Brown Siltstone, Claystone. dense to very dense at 43 to 45 feet 1.5+ - ; ; .I Y :,Claystone. very dense - moist Torrey Sandstone Formation: Dark Gray Black weathered ---- Boring Terminated at 50' WATER DEPTH: 29.5' CAVE DEPTH: 42 feet READING TAKEN: 24 hours SULTS TEST BORING LOG PLATE B-12b Southern California Geotechnical BORING NO. B-I 3 JOB NO.: 01G216 DRILLING DATE: 10/25/01 PROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger LOCATION: Carlsbad, California LOGGED BY: Romeo Balbas -IELD RESULTS~ I F s W W nul 5- 10- 15 - 20 - - I- z 3 8 3 3 m - 59 111 1 71 43 24 80 46 - - II - Orange Brown fine Sand, dense at 5 to 6 feet - Dark Brown to Brown tine Sand, trace Silt, little Clay - moist at 9 to 10 feet - Dark Brown Silty fine Sand, little Clay, trace Organics, medium dense - moist at 14 to 15 feet II WATER DEPTH: Dry CAVE DEPTH: 20.5' READING TAKEN: at Completion 3RATORY F listurbed ample iisturbed ample TEST BORING LOG PLATE B-I3 Southern California Geoteshnical BORING NO. B-I 4 108 NO.: 016216 DRILLING DATE: 10/26/01 'ROJECT: La Costa Pavilion DRILLING METHOD: Hollow Stem Auger .OCATION: Carfsbad, California LOGGED BY: Romeo Balbas I IELD RESULT! E W I I- w 0 !5 n - 5 6- DESCRIPTION SURFACE ELEVATION: 100 feet MSL m: tight Brown to Brown fine tb medium Sand, trace silt, -. medium dense - damp to moist - Light Brown fine Sand, medium dense - moist at 5 to 6 feet - tight Gray Brown fine Sand, occasional Clayey fine Sand c clasts - moist at 9 to IO feet Boring Terminated at 10' WATER DEPTH: Dry CAVEDEPTH: 8' READING TAKEN: ai LABORATORY RESULTS mpletion TEST BORING LOG PLATE B-I4 Southern California Geotechnical BORING NO. 6-1 5 JOB NO.: 01G216 DRILLING DATE: 10/26/01 F'ROJECT: La Costa Pavilion DRILLING METHOD: Hdlow Stem Auger BCATION: Carlsbad. California LOGGED.BY: Romeo Balbas WATER DEPTH: Dry CAVE DEPTH: 12' READING TAKEN: at ComDletion 4ELD RESULT! (3 9 0 n I DESCRl PTlON SURFACE ELEVATION: 105 feet MSL 3 (3 [It: - FILL; Light Brown fine sand, trace Silt, trSce medium Sand, occasional Sandstone fragments, medium dense to dense - I .. _. .... . . - trace Clay - moist at 3 to 4 feet .;. - ... ... - .. - trace Clay - moist at 5 to 6 feet - Brown to tight Brown, trace Clay - moist at 7 to 10 feet .... ... ... - .. .... ... ... I .... .... TORREY SANDSTONE FORMATION: Light Brown to White .... .... . fine grained Sandstone, trace Silt, dense to very dense - moist .... .... ..... .... ... .... .... !4 ... .... :::I .... .... :::{ .... .... . -I ... :::it .... ::::I .... Boring Terminated at 20' LABORATORY RESULTS c s v) z W n, >k - 106 102 107 98 112 99 TEST BORING LOG PLATE 8-15 P Southern California Geotechnical BORING NO. B-16 JOB NO.: 016216 PROJECT: La Costa Pavilion DRILLING DATE: 10/26/01 WATER DEPTH: Dry DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: None LOCATION: Carlsbad. California LOGGED BY: Romeo Balbas ~IELD RESULTS~ I TEST BORING LOG __ READING TAKEN: at LABORATORY RESULTS 3mpletion PLATE B-A6 1 ! i APPENDIX C LABORATORY TESTING Consolidation/Collapse Test Results Costa Pavilion iris bad, California oject No. 01G216 ,ATE C- 2 0 2 4 A E -6 E iz C c 0 m .- - E m C 0 0 - 08 10 12 14 Southern California Geotechnical 1260 North Hancock Stntet. Sub 101 Anaheim, Califomla 92807 Phone: (714) 777-0333 Fax: (714) 7ll-0398 0.1 1 10 Load (ks9 100 Classification: Dark Brown to Brown fine Sand, little Silt ring Number: 6-6 imple Number: --- ?pth (ft) 3 to 4 )ecimen Thickness (in) 1 .o )ecimen Diameter (in) 2.4 Initial Moisture Content (Yo) Final Moisture Content (Yo) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (YO) 12 11 111.6 123.7 0.45 ConsolidationlColiapse Test Results 0 2 4 s -6 e iz - K K 0 m 73 z8 In c 0 0 - c - 10 12 14 0.1 1 10 Load (ks9 100 ring Number: imple Number: ?pth (ft) )ecimen Diameter (in) ,ecimen Thickness (in Classification: Dark Brown fine Sand, little Clay B-6 --- 5 to 6 2.4 1 .o Initial Moisture Content (%) 10 Final Moisture Content (YO) 10 Initial Dry Density (pcf) 116.4 Final Dry Density (pcf) 128.6 Percent Collapse (%) 0.20 Costa Pavilion I Southern California Geotechnical irlsbad, California oject No. 01 G216 LATE C- 3 1260 North Hancock Street. Suite 101 Anaheim, California 92807 Phone: (714) 7774333 Fax: (714) 7774398 I ConsolidationlCollapse Test Results 0 2 4 - s -6 E z v c C 0 m .- + E za v) C 0 0 10 12 14 0.1 1 10 Load (ksf) 100 Classification: Dark Brown fine to medium Sand, little Clay, occasional Clay clasts ring Number: B-6 imple Number: --- ?pth (ft) 7 to 8 becimen Thickness (in) 1 .o becimen Diameter (in) 2.4 Initial Moisture Content (%) 9 Final Moisture Content (YO) 12 Initial Dry Density (pcf) 103.1 Final Dry Density (pcf) 117.0 Percent Collapse (%) 1.33 Costa Pavilion Southern California Geotechnica~ trlsbad, California 3 oject No. 01G216 -ATE C- 4 1260 North Hancock Street. Suite 101 Anaheim. Califomla 92807 Phone: (714) 7774333 Fax: (714) 7770398 ConsolidationlCollapse Test Results .a Costa Pavilion :arkbad, California 'roject No. 01 G216 'LATE C- 5 0 2 4 - E -6 E Gi c c 0 m D - c - z8 a K 0 0 10 12 14 Southern California Geotechnical - 1260 North Hancock Slreet. Suite 101 Anaheim. Californb 92807 Phone: (714) 7774333 Fax: (714) 777-0395 0.1 1 10 Load (ksf) 100 Classification: FILL: Light Brown to Brown fine Sand, trace to little Silt {oring Number: B-IO ;ample Number: --- Iepth (ft) 1 to2 ;pecimen Thickness (in) 1 .o jpecimen Diameter (in) 2.4 Initial Moisture Content (%) 8 Final Moisture Content (%) 12 Initial Dy Density (pcf) 109.2 Final Dry Density (pcf) 11 9.3 Percent Collapse (%) 0.97 ConsolidationlCollapse Jest Results Costa Pavilion rlsbad, California iject No. 01 G216 ,ATE C- 6 0 2 4 s -6 c! G - C C 0 m U v1 C 0 0 I Y - Z8 10 12 14 Southern California Geotechnical 2 1260 North Hancock Street Suite 101 Anaheim. Califomla 92807 Phone: (714) 777-0333 Fax: (714) 777-0398 0.1 1 10 Load (ksf) 100 Classification: FILL: Light Brown to Brown fine Sand, trace to little Silt, trace fine Gravel ring Number: B-I 0 mple Number: --- Pth (fit) 3 to 4 ecimen Thickness (in) 1 .o ecimen Diameter (in) 2.4 initial Moisture Content (YO) 9 Final Moisture Content (Yo) 13 Initial Dry Density (pcf) 98.2 Final Dry Density (pcf) 11 6.6 Percent Collapse (YO) 2.73 ConsolidationKollapse Test Results C La Costa Pavilion Southern California Geotechnical Carlsbad, California k Project No. 01 G216 PLATE C- 7 1260 North Hancock Sbsef Suite 101 Anaheim, California 92807 Phone: (714) 7770333 Fax: (714) 7770398 0 2 4 5 -6 E 5 c C 0 m - c I! 58 cn C 0 0 10 12 14 0.1 1 10 Load (ksf) 100 Classification: FILL: Light Brown to Brown fine Sand, trace to little Silt Boring Number: €3-1 0 Sample Number: --- Specimen Diameter (in) 2.4 Specimen Thickness (in) 1 .o Depth (fit) 5 to 6 Initial Moisture Content (Oh) 10 Final Moisture Content (%) 12 Initial Dry Density (pcf) 11 3.7 Final Dry Density (pc9 126.8 Percent Collapse (%) 0.25 ConsolidationlCollapse Test Results Costa Pavilion irlsbad, California oject No. 01G216 ATE C- 8 0 2 4 s 36 L - c c v) c 0 m .- - 0 - 08 In c 0 V 10 12 14 Southern California Geotechnical - 1260 North Hancock Street, Suite 101 Anaheim. California 92807 Phone: (714) i"7-0333 Fax: (714) 777-0398 0.1 1 10 Load (ksf) 100 Classification: FILL: Light Brown to Brown fine Sand, trace fine Gravel, little Silt ring Number: B-I 0 imple Number: --- ?pth (ft) 7 to 8 tecimen Thickness (in) 1 .o tecimen Diameter (in) 2.4 Initial Moisture Content (%) 12 Final Moisture Content (%) 12 Final Dry Density (pcf) 121.1 Initial Dry Density (pcf) 105.8 Percent Collapse (%) 1.30 ConsolidationlCollapse Test Results 0 2 4 I is -6 e iz v C C 0 m - c E 08 ln C 0 0 - 10 12 14 0.1 1 10 Load (ksf) 100 Classification: FILL: Light Brown fine Sand ring Number: B-I 2 imple Number: --- ?pth (fl) 1 to 2 iecimen Thickness (in) 1 .o iecimen Diameter (in) 2.4 Initial Moisture Content (Yo) 8 Final Moisture Content (%) 11 Final Dry Density (pcf) Initial Dry Density (pcf) 117.5 I 27.8 Percent Collapse (YO) 0.41 Costa Pavilion irlsbad, California oject No. 01 G216 ,ATE C- 9 Southern California Geotechnical 1260 North Hancock Street. Sub 101 Anaheim, California 92807 I Phone: (714) 7770333 Fax: (714) 7770398 ConsolidationlCoIlapse Test Results Costa Pavilion irlsbad, California 0 2 4 s F6 tj 1 c L C 0 m D 08 tn C 0 u - w .- - 10 12 14 Southern California Geotechnical - 0.1 Dject No. 01 G216 ,ATE C- 10 1 10 Load (ksf) w 1260 North Hancock Street, Suite 101 Anaheim. California 92807 Phone: (714) 7774333 Fax: (714) 7774398 100 Classification: FILL: Brown fine to medium Sand, extensive Clay clasts, some Silt Iring Number: B-12 mple Number: --- pth (ft) 3 to 4 ecimen Thickness (in) 1.0 ecimen Diameter (in) 2.4 Initial Moisture Content (YO) 13 Final Moisture Content (Y) 14 Initial Dry Density (pcf) 101.9 Final Dry Density (pcf) 112.6 Percent Collapse (YO) 0.25 ~~ ConsolidationlCollapse Test Results 0 2 4 6 8 10 12 14 0.1 1 10 Load (ksf) 100 Classification: FILL: Brown to Dark Brown fine Sand, trace to little Silt, trace medium Sand )ring Number: B-I 2 imple Number: --- ?pth (fi) 5 to 6 )ecimen Diameter (in) 2.4 jecimen Thickness (in) 1 .o Initial Moisture Content (%) 11 Final Moisture Content (%) 12 Initial Dry Density (pcf) 111. Final Dry Density (pcf) Percent Collapse (%) 123.5 0.83 Costa Pavilion irlsbad, California oject No. 01G216 LATE C- I1 Southern California Geotechnical 1- IZM) ~01th Hancock streat Suite 101 Anaheim, California 92807 I Phone: 1714) 77770333 Fax: (714) 777-0398 ConsolidationlCollapse Test Results Costa Pavilion irlsbad, California 0 2 4 A s '6 e z I C 0 m .- c s 08 v) C 0 0 - 10 12 14 Southern California Geotechnical : 0.1 1 10 Load (ksf) 100 Classification: FILL: Brown to Dark Brown fine Sand, trace to little Silt, trace medium Sand ring Number: B-12 tmple Number: --- ?pth (ft) 7 to 8 becimen Thickness (in) 1 .o iecimen Diameter (in) 2.4 Initial Moisture Content (%) a Final Moisture Content (%) 13 Initial Dry Density (pcf) 103.9 Final Dry Density (pcf) 112.5 Percent Collapse (YO) 1.04 oject No. 01 G216 ATE C- 12 v 1260 North Hancock Street. Suite 101 Anaheim. Caiifomb 92807 I Phone: (714) 7774333 Fax: (714) T774398 ConsolidationlColiapse Test Results Costa Pavilion irlsbad, California 0 2 4 h s 56 L iz C C 0 m 73 z8 In C 0 u - 4 - 10 12 14 Southern California Geotechnlcal fi 0.1 oject No. 01G216 ATE C- 1 1 10 Load (ksf) v 12613 North Hancock Slraet. Suite I01 Anaheim. Caliomh 92807 Phone: (714) 7770333 Fax: (714) 7770398 100 Classification: Light Brown to Light Gray Brown Silty fine Sand ring Number: B-6 imple Number: -- !pth (ft) 1 to2 lecimen Diameter (in) 2.4 lecimen Thickness (in) 1 .o Initial Moisture Content (YO) 10 Final Moisture Content (%) 13 Initial Dry Density (pcf) 104.0 Final Dry Density (pcf) 116.4 Percent Collapse (YO) 0.82 MoisturelDensity Relationship ASTM D-1557 he Pavilion at La Costa :adsbad, California 'roject No. 01G216 '[-ATE (3-13 132 130 128 126 124 122 120 118 116 114 112 110 Southern California Geotechnfcal 1260 No* tiancock SbeeI, Sulte 101 Anahelm, Californla 92807 Dhnnn 171A\ 777A772 Fir. 17141 77763911 4 6 8 10 12 14 16 18 20 Moisture Content (YO) Soil IDNumber 1 B-11 ODtimum Moisture (Yo) I 12.5 1 Maximum Drv Densitv(ocf) I 119 1 I . \I I I Soil Yellow Brown Silty fine I 1 I I Classification I Sand fB-11 69 0 to 3.5') M oistu re/Densi ty Relationship ASTM D-I557 146 144 142 140 138 136 134 132 130 128 126 124 0 2 4 6 8 10 12 14 16 Moisture Content (%) Soil ID Number I B-12 OPtimum Moisture (%I 1 9.5 Classification medium Sand -he Pavilion at La Costa :adsbad, California 'roject No. 01 G216 ,I ATF Tt-Id Southern California Geotechnical 1260 North Hancock Street, Suite 101 Anahelm, Califomla 92807 --- *-.. c. 174.1 -7- -10- Direct Shear Test Results 5000 4000 3000 2000 1000 0 0 1000 2000 3000 4000 5000 6000 Normal Stress (psf) 7 Ultimate Sample Description: 6-1 1 at 0 to 3.5 feet Classification: Silty fine to medium Sand Sample Data molded Moisture Content 13 ial Moisture Content !molded Dry Density 107.1 *** rcent Compaction 0 ial Dry Density iecimen Diameter (in) 2.4 iecimen Thickness (in) 1.0 *** le Pavilion at La Costa irlsbad, California oject No. Project No. 01 G216 ,ATE C-I5 Test Results Peak Ultimate 33.0 33.0 430 200 Southern California Geotechnical 1260 North Hancock Weec Suite 101 Anahelm, California 92807 Phone: (714) 777-0333 Fax: (714) 7776398 Direct Shear Test Results 5000 4000 3000 2000 1000 0 0 1000 2000 3000 4000 5000 6000 Normal Stress (psf) Jltirnate 1 Sample Description: 6-12 at 5 to 10 feet Classification: Clayey fine to medium Sand Sample Data ?molded Moisture Content 10 ial Moisture Content ?molded Dry Density 116.6 *** :rcent Compaction 0 *** ial Dry Density ,ecimen Diameter (in) 2.4 becimen Thickness (in) 1 .o Test Results Peak Ultimate 0 ("1 33.0 33.0 c (Pa 425 200 oject No. Project No. 01 G216 -ATE C-I6 1260 North Hancodc Street Suite 101 hahelm, California 92807 I Phone: (714) 7779333 Fax: (714) 777-0398 APPENDIX D GRADING GUIDE SPECIFICATIONS i Grading Guide Specifications Page 1 GRAD IN G GUIDE SPEC IF I CAT IONS These grading guide specifications are intended to provide typical procedures for grading operations. They are intended to supplement the recornmendations contained in the geotechnical investigation report for this project. Should the recommendations in the geotechnical investigation report conflict with the grading guide specifications, the more site specific recommendations in the geotechnical investigation report will govern. General The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechnical reports, and in accordance with city, county, and Uniform Building Codes. The Geotechnical Engineer is the representative of the Owner/Builder for the purpose of implementing the report recommendations and guidelines. These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by the Contractor. The Earthwork Contractor is required to notify the Geotechnical Engineer of the anticipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone if personnel have not been scheduled in advance. The Earthwork Contractor is required to have suitable and sufficient equipment on the job- site to process, moisture condition, mix and compact the amount of fill being placed to the specified compaction. In addition, suitabte support equipment should be available to conform with recommendations and guidelines in this report. Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, subdrains and benches should be observed by the Geotechnical Engineer prior to placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical Engineer of areas that are ready for inspection. Excavation, filling, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or water seepage encountered during grading or foundation construction for possible revision to the recommended construction procedures andlor installation of subdrains. Site Preparation The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site preparation for the project in accordance with the recommendations of the Geotechnical Engineer. If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and OwnerlBuilder should be notified immediately. 0 Major vegetation should be stripped and disposed of off-site. This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer. Grading Guide Specifications Page 2 Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or state agencies. If such structures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated. Any topsoil, stopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement. Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc., should be excavated and filled with compacted fill. Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of IO to 12 inches, moisture conditioned and compacted The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Geotechnical Engineer. Depending upon field conditions, this may require air drying or watering together with mixing andlor discing. Compacted Fills Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in the material being classified as "contaminated," and shall be low to non-expansive with a maximum expansion index (El) of 50. The top 12 inches of the compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6- inch particle size, except as noted below. All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high expansion potential, low strength, poor gradation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer. Rock fragments or rocks greater than 6 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer. Acceptable methods typically include windrows. Oversize materials should not be placed within the range of excavation for foundations, utilities, or pools to facilitate excavations. Rock placement should be kept away from slopes (minimum distance: 15 feet) to facilitate compaction near the slope. Fill materials approved by the Geotechnical Engineer should be placed in areas previously prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in loose thickness, or as otherwise determined by the Geotechnical Engineer. Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer. After proper mixing andlor drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density in compliance with ASTM D-I557 unless otherwise indicated. Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined by the Geotechnical Engineer. These tests are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, Grading Guide Specifications Page 3 equipment effectiveness and site conditions. The Earthwork Contractor is responsible for compaction as required by the Geotechnical Report(s) and governmental agencies. After compacted fills have been tested and approved by the geotechnical engineer, the contractor should moisture condition the soils as necessary to maintain the compacted moisture content. Compacted fill soils that are allowed to become overly dry or desiccated may require removal and/or scarification, moisture conditioning and replacement. Soils with medium to high expansion indices are especially susceptible to desiccation. Sandy soils that are allowed to dry can also lose density Fill areas unused for a period of time may require moisture conditioning, processing and recompaction prior to the start of additional filling. The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made. Fill placed on ground sloping at a 540-1 inclination (horizontal-to-vertical) or steeper should be benched into bedrock or other suitable materials, as directed by the Geotechnical Engineer. Typical details of benching are illustrated on Plates G-2, G-4, and G-5. Cutlfill transition lots should have the'cut portion overexcavated to a depth of at least 3 feet and rebuilt with fill (see Plate G-l), as determined by the Geotechnical Engineer. 0 All cut lots should be inspected by the Geotechnical Engineer for fracturing and other bedrock conditions. If necessary, the pads should be overexcavated to a depth of 3 feet and rebuilt with a uniform, more cohesive soil type to impede moisture penetration. Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture penetration. 0 Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support. Backfill along walls must be placed and compacted with care to ensure that excessive unbalanced lateral pressures do not develop. The type of fill material placed adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design. Foundations 0 0 0 Fill Slopes 0 0 The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and then proceeding downward at a % horizontal to 1 vertical (0.5:l) inclination. Where overexcavation beneath a footing subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above. Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade. Compacted fill within the interior of structures should extend to the floor subgrade elevation. The placement and compaction of fill described above applies to all fill slopes. Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core. Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slope. Upon completion of slope construction, the Grading Guide Specifications Page 4 slope face should be compacted with a sheepsfoot connected fo a sideboom and then grid rolled. This method of slope compaction should only be used if approved by the Geotechnical Engineer. Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face. All fill slopes should be keyed into bedrock or other suitable material. Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope. For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate G-5). All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling. The cut portion of fill over cut slopes should be made first and inspected by the Geotechnical Engineer for possible stabilization requirements. The fill portion should be adequately keyed through all surficial soils and into bedrock or suitable material. Soils should be removed from the transition zone between the cut and fill portions (see Plate G-2). Cut Slopes All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization. The Earthwork Contractor should noti the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in recommendations. 0 Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical Engineer for possible stabilization recommendations. AI1 stabilization excavations should be cleared of loose slough material prior to geotechnical inspection. Stakes should be provided by the Civil Engineer to verify the location and dimensions of the key. A typical stabilization fill detail is shown on Plate G-5. Stabilization key excavations should be provided with subdrains. Typical subdrain details are shown on Plates G-6. Subdrains Subdrains may be required in canyons and swales where fill placement is proposed. Typical subdrain details for canyons are shown on Plate G-3. Subdrains should be installed after approval of removals and before filling, as determined by the Soils Engineer. Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent. Pipe should be protected against breakage, typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer. Filter material for subdrains should conform to CALTRANS Specification 68-1.025 or as approved by the Geotechnical Engineer for the specific site conditions. Clean %-inch crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feet and 8 inches for the downstream continuations of longer runs. Four-inch diameter pipe may be used in buttress and stabilization fills. i CUT LOT / t L OVEREXCAVATE AND RECOMPACT COMPFTENT MATERIAL ACCEPTABLE .. . i0 THE SOIL ENGINEER CUT FILL LOT (TRANSITION) RECOMMENOEO BY THE SOIL ENGINEER IN STEEP TRANSITIONS. COMPFTENT MATERIAL ACCEPTABLE TO THE SOIL ENGINEER TRANSITION LOT DETAIL CUT/FILL CONTACT SHOWN ON GRADING PLAN COMPACTED FILL 7 CUTlFllL CONTACT TO BE SHOWN ON 'AS-BUILr IATURAL GRADE -- MINIMUM 1' TILT BACK (WHICHMR IS GREATER) BEDROCK OR APPAOMD COMPETENT MAlERiAL CUT SLOPE TO BECONSTRUCTEO PRIOR TO PLACEMENT OF FILL KEYWAY IN COMPETENT MAT- ERIAL MINIMUM WIOTH OF 15 FEET OR AS RECOMMENOEO BY THE SOIL ENGINEER FILL ABOVE CUT SLOPE DETAIL PLATE G-2 / 6" DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE PIPE DEPTH OF FILL MATER1 AL OVER SUBDRAIN ADS (CORRUGATED POLETHYLENE 8 TRANS ITE UNDERDRAIN 20 PVC OR ABS: SDR 35 35 SDR 21 100 SCHEMATIC ONLY NOT TO SCALE CANYON SUBDRAIN DETAIL i PLATE G-3 Southern California Geotechnical OMRFll COMPACTED FILL REQUIREMENTS - - PER PUT€ N0.4 PUCE COMPACTED BACKFILL TO ORlG MAL GRADE MAY MOT BE REOWRED IF FILL SLOPE IS LESS THAN S IN NOTE HEIGHT. AS RECOUMEHDED BY WE SOIL ENGINEER WHEN NAWURAl SLOPES ARE ' BENCHING SHALL BE REWIRED EOUAL TO OR STEEPER THAN 53 OR WHEN RECOMMENOEO BY .. . THE SOIL ENGINEER FILL ABOVE NATURAL SLOPE DETAIL Southern California Geotechnical i 3' lYPlcAl BLANKET FILL IF RECOMMENDED BY ME SOIL ENGINEER 1 15' Minimum FACE OF FINISHED SLOPE OMPETENT MATERIAL MINIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOM- MENDED BY THE SOIL ENGI- NEER :.. MINIMUM t* nu BACK OR 2 PERCENT (%) SLOE (WHICHMR IS GREATER) \ 15' Minimum or + Slope Height STABILIZATION FILL DETAIL PLATE G-5 DESIGN OUTLETS TO BE SPACED AT 100' MAXIMUM INTEfl- VAG. ENEND 12 INCHES BEYOND FACE OF SLOPE AT TlME OF ROUGH GRAD- ING CONSTRUCTION. NEER 44KH DIAMETER MON-PERFORATED OUTLET PIP€ TO BE LOCATED IN FIELO BY THE SOIL ENGINEER . ... * . FILTER MATERIAL- TO MEET FOLLOWING SPECIFI- NlON OR APPROVED EOUNALENT: (CONFORMS TO !MA ST[). PUN 323) 'GRAVEL' TO MEET FOLLOWING SPEClFlCAnON OR APPROVED EOUNALEHT: UAXIYUM SIM SlZE PERCENTAGE PASSING SIM SUE PERCENTAGE PASSING 1" 100 1 H' 100 w4- 90-100 NO. 4 50 30" 40-100 NO. 200 8 NO. 4 2540 NO. a 18-33 NO. 30 5-15 NO. 50 0-7 NO. 203 0-3 Olmn PIPE TD BE CON- NECTED TO SUBDRAIN PlPE WITH TEE OR ELBOW SAN r EOUNALENT - MINIMUM OF 50 FILTER MATERIAL - MINIMUM OF FIVE CUBIC FEEl PER FOOT OF PIPE SEE ABM FOR FILTER MATERIAL SPECIFI- mort ALTERNATIVE IN LIEU OF FILTER MAT- ERIAL FNE CUBIC FER OF GRAVEL PER FOOT OF PIPE MAY BE ENCASE0 IN FILTER FABRIC. SEE ABOVE FOR FILTER FABRIC SHALL BE MlRAFl 140 OR EOUNMEHT. FILTER FABRIC SHALL BE UPPED A MINIMUM OF 12 INCHES .ON AUJOIHIS. NCH DIAMETER WC SCH 40 OR ABS CUSS SDR 35 WlTH GRAVEL spEctmnott A CRUSHIMG STRENGTH OF AT LEASE 1.000 POUNDS. WITH A MINIMUM OF I UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTAU0 WITH PERFOMTIONS ON BOlTOM OF PIPE. PROVIDE CAP AT Uf'STREAU END OF HpE. SLOPE AT 2 PERCENT TO OUTLET PIPE. $(otES: '. 'OR Om P'PES To WITH ON-SITE SOIL STABILIZATION FILL SUBDRAINS , PLATE G-6 APPENDIX E UBCSEIS AND FRISKSP COMPUTER PROGRAM OUTPUT JOB NUMBER: 01G216 ....................... * * * UBCSEIS * * * * Version 1.03 * * * ....................... COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS DATE : 10 -2 6 -2 0 0 1 JOB NAME: The Pavilion LC FAULT-DATA-FILE NAME: CDMGUBCR-DAT SITE COORDINATES: SITE LATITUDE: 33.0710 SITE LONGITUDE: 117.2642 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SD NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 41.3 km NEAREST TYPE B FAULT: NAME: ROSE CANYON DISTANCE: 8.0 km NEAREST TYPE C FAULT: NAME : DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.0 Ca: 0.44 Cv: 0.69 Ts: 0.628 To: 0.126 Nv: 1.1 .................................................................... * CAUTION: The digitized data points used to model faults are * * limited in number and have been digitized from small- * * the estimated fault-site-distances may be in error by * * scale maps (e.g., 1:750,000 scale). Consequently, * * several kilometers. Therefore, it is important that * * the distances be carefully checked for accuracy and * * . adjusted as needed, before they are used in design. * .................................................................... ABBREVIATED FAULT NAME ___-_________-___----------------- ____________________----_---_--_-- ROSE CANYON NEWPORT-INGLEWOOD (Offshore) CORONADO BANK ELSINORE-JULIAN ELSINORE-TEMECULA ELSINORE-GLEN IVY EARTHQUAKE VALLEY PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK ELSINORE-COYOTE MOUNTAIN NEWPORT-INGLEWOOD (L.A.Basin) CHINO-CENTRAL AVE. (Elsinore) ELSINORE-WHITTIER SAN JACINTO - BORREGO SAN JACINTO-SAN BERNARDINO SAN ANDREAS - Southern PINTO MOUNTAIN SAN JOSE CUCAMONGA SIERRA MADRE (Central) SUPERSTITION MTN. (San Jacinto) BURNT MTN. NORTH FRONTAL FAULT ZONE (West) ELMORE RANCH EUREKA PEAK SUPERSTITION HILLS (San Jacinto) CLEGHORN NORTH FRONTAL FAULT ZONE (East) RAYMOND VERDUGO LANDERS HOLLYWOOD BRAWLEY SEISMIC ZONE ELSINORE-LAGUNA SALADA SAN ANDREAS - 1857 Rupture CLAMSHELL-SAWPIT HELENDALE - S. LOCKHARDT LENWOOD-LOCKHART-OLD WOMAN SPRGS SANTA MONICA JOHNSON VALLEY (Northern) IMPERIAL MALIBU COAST SIERRA MADRE (San Fernando) EMERSON SO. - COPPER MTN. APPROX . DISTANCE (km) _ - - _ - - - _ - - - - - - - - 8.0 18.0 32.1 41.3 41.3 64.1 64.8 67.0 78.0 81.1 82.5 84.9 85.5 87.5 93.7 100.7 105.2 110.2 120 - 8 120.8 124.7 125.1 125.4 127.6 131.4 131.5 132.0 133.1 133.8 134.4 137.5 140.0 140.1 140.4 144.1 144.9 147.3 148 - 3 149.1 154 - 2 154.9 157.1 158.2 158.9 159.2 165.0 SOURCE TYPE (A,B,C) B B B A B B B B A B B B B B B B B A B B A B B B B B B B B B B A B B B B B B B B B B B A B B - - - _ - - - - _ _ _ _ _ - MAX. I SLIP (Mw) 1 (mm/yr) MAG. I RATE ------ -----_I========= 7.4 I 3.00 7.1 I 5.00 6.9 1 1.50 6.9 I 1-50 6.8 I 5.00 6.8 I 5.00 6.5 I 2.00 7.1 I 3.00 7.2 I 12.00 6.9 1 12.00 6.8 I 4.00 6.8 I 4.00 6.9 I 1-00 6.7 I 1.00 6.8 I 2.50 6.6 I 4.00 6.7 12.00 7.4 I 24.00 7.0 I 2.50 6.5 I 0.50 7.0 1 5.00 7.0 I 3.00 7.0 I 1.00 6.6 I 5.00 6.5 1 0.60 6.6 I 1-00 6.5 I 0.60 6.6 I 4.00 6.5 I 3.00 7.0 I 3.50 6.7 I 0.50 6.5 I 0.50 6.5 I 0.50 6.7 I 0.50 7.3 I 0.60 6.5 I 1.00 6.5 25.00 7.1 I 0.60 7.3 I 0.60 6.6 1 1-00 6.9 I 0.60 6.7 } 0.60 7.0 I 20.00 6.7 1 0.30 7.8 I 34.00 6.7 I 2.00 FAULT TYPE (SS, DS, BT) ss ss ss ss ss ss ss ss ss ss ss ss ss DS ss ss ss ss ss DS DS DS ss ss DS ss ss ss ss ss DS ss DS DS DS ss DS ss ss ss DS ss ss ss DS DS _---___--- ---__----- ABBREVIATED. FAULT NAME ____________________-------_------ __-_____-_-_-__-----___I_____I____ PISGAH-BULLION MTN.-MESQUITE LK ANACAPA-DUME SAN GABRIEL SANTA SUSANA HOLSER OAK RIDGE (Onshore) SAN CAYETANO BLACKWATER VENTURA - PITAS POINT SANTA YNEZ (East) SANTA CRUZ ISLAND RED MOUNTAIN GARLOCK (West) PLEITO THRUST BIG PINE GARLOCK (East) SANTA ROSA ISLAND WHITE WOLF SANTA YNEZ (West) So. SIERRA NEVADA OWL LAKE PANAMINT VALLEY LITTLE LAKE TANK CANYON DEATH VALLEY (South) LIONS HEAD DEATH VALLEY (Graben) SAN LUIS RANGE (S. Margin) SAN JUAN CASMALIA (Orcutt Frontal Fault) OWENS VALLEY LOS osos HOSGRI HUNTER MTN. - SALINE VALLEY DEATH VALLEY (Northern) INDEPENDENCE RINCONADA BIRCH CREEK SAN ANDREAS (Creeping) WHITE MOUNTAINS DEEP SPRINGS CALICO - HIDALGO SIMI-SANTA ROSA GRAVEL HILLS - HARPER LAKE M.RIDGE-ARROYO PARIDA-SANTA ANA LOS ALAMOS-W. BASELINE APPROX . DISTANCE (km) - - - _ - - - - -------- 166 - 6 167.6 167.9 170.9 180.5 189.4 197.0 197.8 202.9 206.2 218.4 225.1 226.0 233.3 235.8 239.1 242.0 247.6 253.4 256.1 268.0 268.0 270.9 280.4 284.2 284.5 284.6 285.8 292.4 313.1 330.7 334.5 340 -4 341.2 348.8 353.3 370.5 376.4 379.1 388.2 389.2 391.5 445.6 447.8 450.0 468.4 SOURCE TYPE (AIBIC) B B B B B B B B B B B B B B B B A B B A B B B B B B B B B B B B B B B B B B E A B B B B B B ------- - - - - - - - MAX. MAG. (Mw) _----- ------ 7.1 7.3 7.0 7.1 6.6 6.5 6.7 6.9 6.9 6.8 6.9 6.8 7.0 6.8 6.7 6.8 7.1 6.8 6.7 7.3 6.9 7.2 6.9 7.1 6.5 7.2 6.7 6.5 6.9 6.8 6.6 6.9 7.0 7.0 6.5 7.6 6.8 7.3 7.0 7.2 6.9 7.3 6.5 5 .O 7.1 6.6 SLIP (mm/yr 1 RATE - - - - - - - - - --------- 0.60 3.00 1.00 0.60 5.00 0.40 1.00 4.00 0.60 6.00 0.60 1.00 2.00 1.00 0.40 2.00 6.00 2.00 0.80 7.00 1.00 2.00 2.00 0.10 2.00 2.50 0.70 1.00 4.00 0.70 0.02 4.00 0.20 1.00 0.25 1.50 0.50 2.50 2.50 5.00 0.20 1-00 0.70 34 -00 1-00 0.80 FAULT TYPE (SS , DS , BT) ss DS ss ss DS DS DS DS ss DS ss DS ss DS DS DS ss DS ss ss DS DS ss DS ss ss ss DS ss DS DS DS DS ss DS ss DS ss ss ss DS ss DS ss ss DS -_----____ ____-_____ ABBREVIATED FAULT NAME .................................. ---_-_-__------------------------- DEATH VALLEY (N. of Cucamongo) ROUND VALLEY (E. of S.N.Mtns.) FISH SLOUGH HILTON CREEK HARTLEY SPRINGS ORTIGALITA CALAVERAS (So-of Calaveras Res) MONTEREY BAY - TULARCITOS PAL0 COLORADO - SUR QUIEN SABE MONO LAKE SAN ANDREAS (1906) SARGENT ROBINSON CREEK SAN GREGORIO GREENVILLE HAYWARD (SE Extension) ANTELOPE VALLEY HAYWARD (Total Length) CALAVERAS (No. of Calaveras Res) GENOA RODGERS CREEK WEST NAPA POINT REYES HUNTING CREEK - BERRYESSA ZAYANTE-VERGELES MONTE VISTA - SHANNON CONCORD - GREEN VALLEY MAACAMA (South) COLLAYOMI BARTLETT SPRINGS MAACAMA (Central) MAACAMA (North) ROUND VALLEY (N. S . F. Bay) BATTLE CREEK LAKE MOUNTAIN MENDOCINO FAULT ZONE LITTLE SALMON (Onshore) MAD RIVER CASCADIA SUBDUCTION ZONE McKINLEWILLE TRINIDAD FICKLE HILL TABLE BLUFF LITTLE SALMON (Offshore) GARBERVILLE - BRICELAND APPROX . DISTANCE (km) - - - - - - - - - - - - I - - - 473.2 480.8 488.5 506.9 531.3 532.2 537.8 540.4 541.4 551.0 567.3 569 - 6 574 - 8 574.9 598.6 615.8 624.6 625.0 625.1 639.0 644.8 644.8 664.4 692.5 731.3 732.2 750.2 754.6 794.1 811.0 814.4 835.7 895.2 901.4 924.6 959.8 977.0 1033.3 1039.9 1042.7 1047.0 1053.1 1054.6 1055.1 1060.5 1073.9 SOURCE TYPE (A, B, C) A B B B B B B B B B B B A B B A B B B B A B B B A B B B B B A A A B B B B A A B A B B B B B - - - - - - - _------ MAX. MAG * (Mw) 7.0 6.8 6.6 6.7 6.6 6.9 6.2 7.1 7.0 6.5 6.6 6.8 7.9 6.8 6.5 7.3 6.9 6.5 6.5 6.7 7.1 6.8 6.9 6.9 7.0 6.5 6.8 6.9 6.9 6.5 7.1 7.1 7.1 6.8 6.5 6.7 6.9 7.4 7.0 7.1 8.3 7.0 7.3 6.9 7.0 7.1 SLIP RATE (mm/yr) _____---- ------- -- 5.00 1-00 0.20 2.50 0.50 1-00 15.00 0.50 3.00 1.00 2.50 0.10 24.00 3.00 0.50 5.00 2.00 0.40 3.00 0.80 9.00 6.00 1-00 6.00 9-00 1.00 0.30 6.00 9.00 0.60 6.00 9.00 9.00 6.00 0.50 6.00 9.00 35.00 5.00 0.70 35.00 0.60 2.50 0.60 0.60 1-00 FAULT TYPE (SS , DS, BT) ss DS DS DS DS ss ss DS ss ss DS ss ss ss DS ss ss DS ss DS ss ss DS ss ss ss DS ss ss ss ss ss ss ss DS ss ss DS DS DS DS DS DS DS DS DS _------ --- _------ --- a 0 0 0 0 0 r C 0 0 0 0 r C 0 0 0 r 0 0 0 7 0 0 7 0 u3 c\1 0 0 0 0 PROBABILITY OF EXCEEDANCE CAMP. & BOZ. (1997 Rev.) AL (WEIGHTED) 100 90 80 70 60 50 40 30 20 IO 0 I.I 25 yrs 111 Irl 50 yrs Ir-l . 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) 0 0 0 0 0 0 0 7 t 0 0 r 0 <-) 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 r 0 0 0 0 I PROBABILITY OF EXCEEDANCE CAMP. & BOZ. (1997 Rev.) AL (WEIGHTED M=7.5) I00 90 80 70 60 50 40 30 20 10 0 0.00 0.25 -0.50 0.75 1.00 1.25 1.50 Acceleration (g) I i *tt..tt.4...t....tt.~***..****~**~******.~ FRISKSP - IBU-PC VERSION * Modified fra *FRISK* (UcGuire 1978) f To Perform Probabilistic Earthquake Hazard Analyses Using Multiple Porn of Ground-Motion-Attenuation Relations Modifications by. Thomas F. Blake - 1988-2000 - VERSION 4.00 (Visual Fortran) .t.t+.t*.t*tt...t..t~..****.~*****.*~....~ TITLE: Pavilion at La Costa IPR-PILE 0 I PUTT 0 SITE CONDITION 0.00 BASEnENT DEPni (L30) 5.00 RHGA FACTOR RHGA DlST (ion) 1.000 0.000 NEZT NSITE NPROB UTI' LCD 15 1 2 6 1 Am c1 C14 0.0000 AIT C15 ICNK 1 0.0000 ATP c1 C14 0.0000 ATT c15 ICHK 2 0.0000 AIT c1 C14 0.0000 AIT CIS ICHK 3 0.0000 ATT c1 c11 0.0000 AIT c15 ICHK 4 0.0000 Am c1 C14 0.0000 AlT c15 ICHK 5 0.0000 ATT c1 C14 0.0000 1 -3.5120 2 -3.5120 3 -3.5120 4 -3.5120 5 -3.5120 6 -3.5120 c2 0.9040 C16 0.0000 c2 0.9040 C16 0.0000 Cl 0.9040 C16 0.0000 c2 0.9040 C16 0.0000 C2 0.9040 C16 0.0000 c2 0.9040 c3 -1.3280 C17 0.0000 c3 -1.3280 C17 b . 0000 c3 -1.3280 C17 0.0000 c3 -1.3280 C17 0.0000 c3 -1.3280 C17 0.0000 c3 -1.3280 c4 0.1490 Cl8 0 .oooo c4 0.1490 C18 0.0000 c4 0.1490 c1 8 0.0000 c4 0.1490 Cl8 0.0000 c4 0.1490 C18 0.0000 c4 0.1490 c5 C6 c7 C8 c9 c10 0.6470 0.0000 0.0000 0.0000 0.0000 0.0000 C19 c2 0 c21 c22 C2 3 PER 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3.0000 c5 C6 c7 C8 CY c10 0.6470 1.0000 0.0000 0.0000 0.0000 0.0000 C19 c2 0 c21 c2 2 C2 3 PER 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3.0000 C5 C6 c7 C8 c9 c10 0.6470 0.0000 0.0000 0.0000 0.0000 0.0000 C19 C20 c21 C22 c2 3 PER 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3.0000 c5 C6 c7 C8 c9 c10 0.6470 1.0000 0.0000 0.0000 0.0000 0.0000 C19 , c2 0 c21 c22 C23 PER 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3.0000 cs C6 c7 C8 c9 c10 0.6470 1.0000 -0.0000 0.0000 0.0000 0.0000 C19 c2 0 c21 c2 2 C23 PER 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3.0000 c5 C6 c7 CB c9 c10 0.6470 1.0000 0.0000 0.0000 0.0000 0.0000 c11 0.0000 DSUIN 1.0000 c11 0.0000 DSMIN 1.0000 c11 0.0000 DSUIN 1.0000 c11 0.0000 DSUIN 1.0000 c11 0.0000 DSMIN 1.0000 c11 0.0000 c12 0.0000 SIGA 37 c12 0.0000 s IGA 37 c12 0.0000 srca 37 c12 0.0000 SIGA 37 c11 0.0000 SIGA 37 c12 0.0000 C13 0.0000 IRELAP 0 C13 0.0000 IRELAP 0 C13 0.0000 IRKLAP 0 C13 0.0000 1- 0 C13 0.0000 1- 0 C13 0.0000 I I SIGA IRELAP AlT c15 C16 C17 C18 C19 c2 0 c21 c22 cz3 PER DSMIN ICHK 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3.0000 1.0000 37 0 PROBLEM DATA: CRIIP. K BOZ. (1997 Rev.) AL 1 AMPLITUDES: 15 0.100 0.100 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.100 1.200 1.300 1.400 1.500 MAGNITUDE WEIGHTING PAClURS: UWF: 0 WP MAGNITUDE: 0.00 WP. K 802. (1997 Rev.) AL 2 AMPLITUDESs 15 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.100 1.200 1.300 1.400 1.500 MAGNITUDE WEIGBTING FACIORS: MWPI 3 MWP HAGNITUDE: 7.50 RISKS SPECIPIED: 5 0.010000 0.005000 0.002105 0.001000 0.000500 SITE COORDINATES* 1 -117.2642 33.0710 NFP NRL ATENUATION CODES: 8 10 13 WIN AMSTEP IRATE RATE BETA ECTR ECDP COEP 5.000 0.1000 1 1.5000 2.072 2.700 2.000 1.000 NuAxAmAx FUAX 1 6.90 1.00 dm&ar ampchar dtapchar 0.50 6.40 1.00 Slip Rate ( 1.5000 w/yr) Converted to Activity Rate: Input Shear Modulus - dyne/cm*+2 Input Pault Area - m**2 LOZlOIMo(m)) - (1.5O)m + (16.05) 0.330E+12 0.7156+13 IUAX WlMAX Pt4P.X ARATE P EX-RATE + CH-RATS 1 6.9000 1.0000 0.00856 0.00579 0.00277 INL-RL 2 RUFTURB AREA VS. MAGNITUDE A-RA B-RA SIG-RA -3.490 0.910 0.240 PAULT SEGE(ENT COORDINATES 1 -117.1325 32.7074 1 -117.1876 32.7642 3 -117.2126 32.8177 4 -117.2610 32.8577 5 -117.3078 32.9646 6 -117.3178 33.0080 7 -117.3763 33.0848 8 -117.4247 33.1199 NDP 2 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 13.0000 Computed Total Fault Area L 0.72E+03 ............................................................................. PAULT 2 FAULT NAME: NEWFQRT-INGLEWOOD (Offshore) NPP NRL ATENUATION CQDESi 6 10 13 WIN AMSTEP IRATE RATE BETA ECTR ECDP COEF 5.000 0.1000 1 1.5000 2.012 3.300 2.000 1.000 NHAxAMMFa m 1 6.90 1.00 dmchar ampchar dmpchar 0.50 6.40 1.00 Slip Rate ( 1.5000 nmlyr) Converted to Activity Rate: Input Shear Modulus - &ymelm**2 Input Fault Area - m.92 LOG10 In0 lm) 1 = (1.50)m + (16.05) 0.3308+12 0.8581+13 Iluu AnnAx pIw[ ARATE- Ex-RATE + a-RATE 1 6.9000 1.0000 0.01027 0.00695 0.00333 ! RUFTlJR3 AREA VS. UA~ITULXZ A-RA B-RA SIC-RA -3.490 0.910 0.240 FAULT SE- COORDINATES 1 -117.9146 33.5910 2 -117.7989 33.5080 3 -117.6882 33.4024 4 -117.5473 33.2515 5 -117.4870 33.2163 6 -117.4291 33.1559 NLIP 1 ORIGINAL FAULT CROSS SECFION 1 0.0000 0.0000 2 0.0000 13.0000 Computed Total Fault Area - 0.87E+03 FAULT 3 FAULT NAME: CDRO- BANK NFP NRL ATTENUATION CODES: 6 10 13 WIN AMSTEP IRATE RATE BETA ECia ECDP CDEP 5.000 0.1000 1 3.0000 2.072 9.200 2.000 1.000 N13AxAHpwL Pmx 1 7.40 1.00 khar ampchar -char 0.50 6.90 1.00 Slip Rate ( 3.0000 m/yr) Converted to Activity Rate: Input Shear Modulus - dyne/cm**2 Input Fault Area - cm**l LOG10 In0(m) 1 - (1.5O)m + 116.05) 0.33OE+l2 0.241E+14 Iluu AnPAx pIw[ ARATB- Ex-RATE + a-RATE 1 7.4000 1.0000 0.02361 0.02029 0.00332 RUFIURE AREA VS. MAGNITUDE A-RA B-RA SIC-W -3.490 0.910 0.240 FAULT SBMENT COORDINATES 1 -117.9274 33.2685 2 -117.6067 32.9479 3 -117.5199 32.8778 4 -117.2527 32.4669 5 -117.2380 32.4460 6 -116.8350 31.8900 NDP 2 ORIGINAL FAULT CROSS SECFION 1 0 .oooo 0 .oooo 2 0.0000 13.0000 Computed Total Fault Area = 0.24E+O4 FAULT 4 FAULT NAME: ELSINORE-JULIAN NFF MUI ATI'ENUATION CODES, 2 10 13 AMKIN AHSTEP IRATE RATE BEXA ECTR ECDP COED 5.000 0.1000 1 5.0000 2.072 3.700 2.000 1.000 NMRxm m 1 7.10 1.00 dmchar ampchar mopchar 0.50 6.60 1.00 Slip Rate ( 5.0000 w/yr) Converted to Activity Rate: Input Shear nodulus - dyne/nn*'2 Input Fault Area - m**2 LOG10 tMo(m) 1 I (1.50)m + (16.051 0.330E+12 0.1138+14 IW AnMAx ppw[ mm- BX-RATE + M-RATE 1 7.1000 i.oooo 0.03091 0.02359 0.00732 IND-RL 2 RUPTURE AREA VS. MAGNITUDE A-RA 0-RA SIG-RA -3.490 0.910 0.240 FAULT SECXENT COORDINATES 1 -117.0130 33.3770 2 -116.3620 32.9650 NDP 2 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 15.0000 Computed Total Fault Area = O.llE+04 FAULT 5 FAULT NAUEz ELSINOR&TEHECULP+ NPP NRL ATENUATION CODES: 2 10 13 WIN AHSTEP IRATE RATE BETA ECTR ECDP COW 5.000 0.1000 1 5.0000 2.072 2.100 2.000 1.000 NMRX- PW 1 6.80 1.00 dmchar ampchar dmpchar 0.50 6.30 1.00 Slip Rate ( 5.0000 nm/yrl Converted to Activity Rate: Input Shear Modulus - dyne/cm**2 Input Fault Area - m**2 LOG10 ino(m) 1 I (1.5O)m + 116.05) 0.330E+12 0.630E+13 . IMRX ANMAX ppw[ ARATE - BX-RATB + QI-RATE 1 6.8000 1.0000 0.03076 0.01926 0.01150 RUPTURE AREA VS. MAGNITUDE A-RA B-RA SIG-RA -3.490 0.910 0.240 FAULT SEQ4ENT COORDINATES 1 -117.3480 33.6430 2 -117.0130 33.3770 NDP 2 ORIGINAL FAULT CROSS SECTION 1 0.ooXl 0.0000 2 0.0000 15.0000 Caoputed Total Fault Area = 0.658+03 FAULT 6 FAULT WE: ELSINORE-GLEN IVY NFP NRL ATENUATION CODES: 2 10 13 , AnnIN MSTEP IRATE RATE BETA Em ECDP CUEF 5.000 0.1000 1 5.0000 2.072 1.900 2.000 1.000 NMAXAMMAX PMRX 1 6.80 1.00 &char ampchar dmpchar 0.50 6.30 1.00 Slip Rate ( 5.0000 um/yr) Converted to Activity Rate, Input Shear Modulus - dpe/cm**2 Input Fault Area - cm**2 LOG10 tlco (m) 1 3 (1.5O)m + (16.05) 0.330E+12 0.5708+13 IW AcIpw( WAX ARATE - BX-RATE + C€-RATE 1 6.8000 1.0000 0.02783 0.01743 IND-IU 2 RupnmS AREA VS. -1IVDE A-RA 0-RA FAULT SEGKENT COORDINATKS 1 -117.6370 33.8540 2 -117.3480 33.6430 NDP 2 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 15.0000 Computed Total Fault Area = 0.54E+03 0.01040 SIC-RA -3.490 0.910 0.240 FAULT 7 FAULT NAME, EARTHQUARE VALLEY NFP NRL ATTENUATION CODES: 3 10 13 MIN AMSTEP IRATE RATE BETA ECI'R 5.000 0.1000 1 2.0000 2.072 1.000 NMAXAMHAX PNAX 1 6.50 1.00 ECDP COEP 2.000 1.000 dmchar ampchar dmpchar 0.50 6.00 1.00 Slip Rate ( 2.0000 mn/yr) Converted to Activity Rate: Input Shear Modulus - dyne/cm**2 Input Fault Area - cmg*2 LOG10 [no (m) I = (l.5O)m + (16.05) 0.330Et12 0.300Kr13 IW AnMAx PW ARAm=EX-RATE*C€-RATE 1 6.5000 1.0000 0.01138 0.00521 0.00617 IND-tu 2 RUPTURE AREA VS. WIIVDE A-RA B-RA SIG-RA -3.490 0.910 0.240 FAULT SGMENT CDORDINATES 1 -116.4107 33.0761 2 -116.4970 33.1113 3 -116.5815 33.1817 NDP 2 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 15.0000 Caoputed Total Fault Area = 0.30E+03 FAULT 8 FAULT NAME> PALOS VERDBS NFP NRL AlTENUATION CODES: 4 10 13 WIN AMSTEP IRATE RATE BETA EC”R ECDP COEF 5.000 0.1000 1 3.0000 2.030 4.800 2.000 1.000 NMAxmMAx PMAX 1 1.10 1-00 dmchar ampchar hnpchar 0.50 6.60 1.00 Slip Rate ( 3.0000 m/yr) Converted to Activity Rater . Input shear Modulus - dyne/cm**2 Input Fault Area - cm+*2 LAG10 [no (rnl I = (1.50)m i (16.05) 0.3306+12 0.1258+14 IXAX AMUAX pluvt =TE - EX-RATE + M-RATE 1 7.1000 1.0000 0.02038 0.01553 0.00185 RLWlVRE AREA VS. MAGNITUDE A-RA B-RA SIG-RA -3.490 0.910 0.240 FAULT SE- cO0Iu)INATES 1 -117.9388 33.1825 2 -118.1977 33.6571 3 -118.2758 33.7560 4 -118.5568 33.9720 NDP .2 ORIGINAL PAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 13.0000 Computed Total Fault Area - 0.136+04 ........__....---~__~~...~.--~~---~-..~------~---~~.~-~--~~..-----~-~.--.---- FAULT 9 FAULT NAME: SAN JACIKPO-ANZA NPP NRL A-TION CODES: 3 10 13 AMMIN AMSTEP IRATE RATE BETA EClX ECDP COEP 5.000 0.1000 1 12.0000 2.072 4.500 2.000 1.000 NplAxmMAx PMRX 1 7.20 1.00 dmchar alrpchar dmpchar 0.50 6.70 1.00 Slip Rate ( 12.0000 nmlyr) Converted to Activity Rates Input Shear Modulus - dyne/cm**2 Input Fault Area - m**2 LAG10 IMo(m1 I = (1.5O)m + (16.05) 0.330E+12 0.162E114 IW AMKU pE(Ax WTB = EX-RATE +C!H-RATE 1 7.2000 1.0000 0.08901 0.07119 0.01782 IND-RL 2 RLWNRE AREA VS. MITUDE A-RA B-RA SIC-RA -3.490 0.910 0.240 FAULT SEC3lENT COORDINATES 1 -116.9170 33.7400 I -116.5333 33.4750 3 -116.1220 33.2630 NDP 2 ORIGINAL FAULT CUOSS SECl’ION 1 0.0000 0.0000 2 0.0000 18.0000 Computed Total Fault Area = 0.16Et04 FAULT 10 FAULT NAME: SAN JACIM-SAN JACIM VALLEY NPP NRL An"UATI0N CODES: 13 10 13 AMMIN AMSTEP IRATE RATE BETA BCTR ECDP COEF 5.000 0.1000 1 12.0000 2.072 2.100 2.000 1.000 "RxAElMAx PMAX 1 6.30 1.00 dmchar ampchar -char 0.50 6.40 1.00 Slip Rate ( 12.0000 dyr) Converted to Activity Ratel Input Shear Modulus - dyne/cm++2 Input Fault Area - m**2 LOG10 [Maim) I = (1.50)m + (16.05) 0.330E+12 0.756E+13 IMAX PiFlMAX PKAX ARATE-EX-RATE+cn-RATE 1 6.9000 1.0000 0.07241 0.04897 0.02344 IND-RL 2 RUPNRE AREA VS. MAGNITUDE A-RA B-RA SIG-RA -3.490 0.910 0.240 FAULT SEGUENT COORDINATES 1 -117.2370 34.0170 2 -117.2333 34.0167 3 -116.9170 33.7400 NDP 2 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 18.0000 C-uted Total Fault Area - 0.77E+03 FAULT 11 FAULT NAME: SAN JACINN-COYOTE CREEK WP NRL ATENUATION CODES, 2 10 13 AMMIN AMSTEP IRATE RATE BETA Em ECDP COEF 5.000 0.1000 1 4.0000 2.072 2.000 2.000 1.000 mmxI\MEw( pMIu[ 1 6.80 1.00 dmchar ampchar dmpchar 0.50 6.30 1.00 Slip Rate ( 4.0000 m/yr) Converted to Activity Rate, Input Shear Modulus - dyne/cm**2 Input Fault Area - m**2 LOG10 [UoW I - (1.50)~ + (16.05) 0.330E+12 0.600E+l3 IMAX Al4MAx PMAX mTE=EX-RATE+cn-RATE 1 6.8000 1.0000 0.02343 0.01468 0.00876 I ND-RL 2 RUF'NRE AREA VS. MAGNIllJDE A-RA B-RA SIG-RA -3.490 0.910 0.240 FAULT SEGUENT COORDINATES 1 -116.5080 33.4570 2 -116.1940 33.2000 NDP 2 ORIGINAL FAULT CBOSS SECPION 1 0.0000 0.0000 2 0.0000 15.0000 Computed Total Fault Area = 0.61E+03 ............................................................................. FAULT 12 FAULT NAME: ELSINORE-CVYME UOUNTAIN NFP NRL ATTENUATION CODES: 2 10 13 AMMIN AUSTEP IRATE RATE BETA Em ECDP COEP 5.000 0.1000 1 4.0000 2.072 1.900 2.000 1.000 NUAXAUUAX PEW( 1 6.80 1.00 dmchar ampchar dnpchar 0.50 6.30 1.00 Slip Rate ( 4.0000 dvr) Converted to Activity Ratei Inpit shear nodilua - d;ne/cm**2 Input Fault Area - m.92 LoCloINo(m)I D (l.5Olm + (16.051 0.330~+ia 0.57OE+l3 IW AEwu( PEW( ARATE = EX-RATE + 01-RATE 1 6.8000 1.0000 0 IND-RL 2 RVITVRE AREA VS. MAGNITUDE FAULT SEMENT COORoINATZS 1 -116.3620 32.9650 2 -116.0060 32.7790 NDP 2 02226 0.01394 0.00832 A-RA B-RA SIC-RA -3.190 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 15.0000 Caaputed Total Fault Area P 0.591+03 FAULT 13 FAULT NAME: NENPORT-INGLEWWD (L.A.Basin) NFP NRI. ATTENUATION CODES: 5 10 13 AMMIN AUSTEP IRATE RATE BLTA ECTR ECDP COEP 5.000 o.iooo 1 i.oooo 2.07a 3.200 2.000 1.000 NHRXAUUAX PUAX 1 6.90 1.00 dmchar ampchar *char 0.50 6.40 1.00 Slip Rate ( 1.0000 nnn/yr) Converted to Activity Ratex Input Shear Ucdulus - dyne/m**2 Input Fault Area - m**l W10 IHO(d 1 - (1.50lm + (16.05) 0.33OEil2 0.832E+13 IW - ppw[ ARATE = =-RATE + a-RATE 1 6.9000 1.0000 0.00664 0.00449 0.00215 IND-RL 2 RUPTURE ARXA VS. MAGNITUDE A-RA B-RA SIC-RA -3.490 FAULT SEMEWT CWRDINATES 1 -118.3723 34.0337 2 -118.1862 33.8073 3 -118.1510 33.7822 4 -118.1208 33.7746 5 -117.9246 33.6061 hDP 2 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 13.0000 0.910 0.240 0.910 0.240 " NPP NRL ATlTNJATION CODES: 2 10 24 AMUIN AMSTEP IRATE RATE BETA ECTR ECDP COEF 5.000 0.1000 1 1.0000 2.073 1.400 2.000 1.000 NMAXAMMAX PMAX 1 6.70 1.00 dmchar ampchar dmpchar 0.50 6.20 1.00 Slip Rate i 1.0000 Wyr) Converted to Activity Rate: Input Shear nodulus - dyne/cm*f2 Input Fault Area - a*-2 LOG10 [noin) 1 = (1.5O)m i (16.05) 0.330E+l2 0.476Bt13 IMAX AHMAX ppw[ ARATE = EX-RATE + CH-RATE 1 6.7000 1.0000 0.00574 0.00329 0.00245 IND-RL 2 RUPIURG AREA VS. HAGNITUDB A-RA B-RA SIG-RA -3.490 FAULT SEGplENT COORDINATES 1 -117.7455 34.0332 2 -117.5682 33.8275 NDP 2 ORIGINAL PAULT CROSS SECTION 1 0.0000 0.0000 2 7.2000 15.4000 Computed Total Fault Area = 0.48E+03 FAULT 15 FAULT NAME: WHITTIER NFP NRL ATENUATION CODES= 2 10 13 AMUIN AMSTEP IRATE RATE BETA EClX EWP COEF 5.000 0.1000 1 2.5000 2.072 1.800 2.000 1.000 mAHMAX p1u\x 1 6.80 1-00 dnchar ampchar -char 0.50 6.30 1.00 Slip Rate ( 2.5000 wlyr) Converted to Activity Rate: Input Shear Modulus - dyne/cm**2 Input Fault Area - a**2 LOG10 IMoim) 1 = (1.50)m i (16.05) 0.3308+12 0.555E+13 IW AiwAx p)IR1[ ARATE. =-RATE+ CH-RATE 1 6.8000 1.0000 0.01355 0.00848 0.00506 IW-RL 2 RUP?VRG AREA VS. HAGNITVDE FAULT SEQlENT COORDINATES 1 -118.0180 33.9860 2 -117.6370 33.8540 NDP 2 ORIGINAL FAULT CROSS SECTION 1 0.0000 0.0000 2 0.0000 15.0000 A-RA B-RA SIC-RA -3.490 Computed Total Fault Area = 0.583+03 0.910 0.240 0.910 0.240 AMPLI'IUDES lg): LN (AMPLI'IVDE): FAULT 1 E(NO/YRl FAULT 2 E(NO/YR) FAULT 3 E(NO/YR) FAULT 4 E(NO/YR) PAULT 5 E(NO/YR) FAULT 6 ElNO/YR) FAULT 7 E(NO/YR) FAULT 8 E(NO/YR) FAULT 9 E(NO/YR) FAULT 10 E(NO/YFl) FAULT 11 E(NO/YR) FAULT 12 E(NO/YRl FAULT 13 EINO/YR) FAULT 14 E(NO/YR) FAULT 15 E(NO/YR) TOTAL E(NO/YR) TOTAL RISK AMPLITUDES lg): LN (AMPLITUDE) : FAULT 1 ElNO/YR) FAULT 2 EINO/YR) FAULT 3 E(NO/YR) FAULT 4 E(NO/YR) FAULT 5 E(NO/YR) FAULT 6 E(NO/YR) FAULT 7 E(NO/YR) FAULT 8 E(NO/YR) FAULT 9 E(NO/YR) FAULT 10 E(NO/YR) FAULT 12 E(NO/YR) FAULT 13 E(NO/YR) FAULT 14 ElNO/YR) FAULT 15 EINO/YR) TOTAL E(NO/YR) TOTAL RISK FAULT 11 E(NO/YR) SPECIFIED RISKSr 0.1000E+000.2000E+00O.3OOOE~OOO.4OOOE+OOO,5OOOE+OOO.6OOOE+OOO.7OOOE+OOO,EOOOE+OOO.9OOOE+OOO.lOOOE+Ol -2.30 -1.61 -1.20 -0.92 -0.69 -0.51 -0.36 -0.22 -0.11 0.00 0.5344E-020.3236E-020.1870E-0~0.9861E-030.4E47E-030.2294E-030.1071E-030.4994E-040.2349E-040.1119E-04 0.2226E-020.6450E-030.1698E-030.4364E-040.1155E-040.3219E-050.9501E-060.2969E-060.9792E-070.339EE-07 0.2956E-020.9092E-030.2236E-030.5310E-040.1317E-040.3485E-050.9889E-060.2999E-060.9672E-070.3301E-07 0.3172E-020.4480E-030.7175E-040.1377E-040.3100E-050.7979E-060.2295E-060.7243E-070.2475E-070.9052E-08 0.31~lE-020.3267E-03O.4597E-O4O.E347E-O5O.l845E-O5O.4753E-O~O.l384E-O6O.4454E-O7O.l55EE-O7O.585lE-O8 0.5255E-030.2201E-040.1~35E-050.1347E-060.4011E-070.8466E-080.2098E-080.5903E-090.1835E-090.6113E-10 0.1294E-030.3353E-050.~061E-060.1107E-070.3016E-080.5493E-090.1197E-090.2933E-100.7427E-110.1563E-11 0.2953E-030.1654E-040.1692E-050.2529E-060.4903E-070.1150E-070.3121E-080.9512E-090.3186E-090.1153E-09 0.1667E-020.9346E-040.9274E-050.1342E-050.2522E-060.5751E-070.1522E-070.4532E-080.1487E-080.5282E-09 0.5785E-030.1649E-040.1079E-050.1155E-060.1716E-070.3224E-080.7224E-090.1833E-090.5021E-100.1321E-10 0.1460E-030.3129E-050.19E7E-060.1947E-070.2697E-080.4780E-090.1011E-090.2385E-100.5593E-110.6281E-12 0.9063E-040.1854E-05O.9947E-O7O.9245E-O8O.l23OE-O8O.2lO6E-O9O.4276E-lOO.9l76E-llO.l622E-llO.OOOOE+OO 0.2473E-040.5646E-060.3271E-070.3224E-080.449EE-090.8021K-100.1707E-100.4055E-110.9428E-120.1714E-12 0.1547E-040.2395E-06O.lO79E-07O.8829E-O9O.lO6lE-O9O.l~45E-lOO.2822E-llO.3227E-l2O.OOOOE*OOO.OOOOE+OO 0.3355E-040.5434E-06O.25l9E-O7O.2lO5E-O8O.2572E-O9O.4O54E-lOO.7268E-llO.lOl6E-llO.COOOE+OOO.OOOOE+OO 0.2032E-010.5723E-02O.2396B-O2O.llO7E-O2O.5l47E-O3O.2375E-O3O.lO94E-O3O.5O66E-O4O.~373E-O4O.ll27E-O4 0.2012E-010.5707E-020.2393E-020.1106E-020.5146E-030.2375E-030.1094E-030.5066E-040.2373E-040.1127E-04 0.1100E+010.1200E+01O.l3OOE+OlO.l4OOE+OlO.l5OOE~Ol 0.10 0.18 0.26 0.34 0.41 0.5414E-050.2664E-050.1333E-050.6789E-060.3516E-06 0.1236E-070.4694E-0E0.1855E-080.7609E-090.3229E-09 0.1186E-070.4465E-080.1755E-080.7172E-090.303EE-09 0.3513E-080.1436E-080.6148E-090.1741E-090.1267E-09 0.2335E-080.9820E-090.4325E-090.1983E-090.9390E-10 0.2116~-100.7109~-110.2062E-110.3493E-120.0000E~00 0.0000E+OOO.OOOOE+OOO.OOOOE+OOO.OOOOE+OOO.OOOOB+OO 0.4446E-100.1802E-100.7499E-110.3151E-110.1286E-11 0.1987E-090.7771E-100.3225E-100.1297E-100.4395E-11 0.2316E-110.0000E+00O.OOOOE+OOO.OOOOE+OOO.OOOOE*OO 0.0000E+000.0000Ei00O.OOOOE+OOO.OOOOE+OOO.OOOOE+OO 0.0000E+000.0000E+00O.OOOOE+OOO.OOOOE+OOO.OOOOE+OO 0.0000E+OOO.OOOOE+00O.OOOOE+OOO.OOOOE+OOO.OOOOB+OO O.O000E+000.0000Et00O.OOOOEiOOO.OOOOE~OOO.OOOOE+OO 0.0000E+000.0000E+00O.OOOOE+OOO.OOOOE+OOO.OOOOEtOO 0.5445E-050.2676E-050.1338E-050.6809E-060.3514E-06 0.5445E-050.2676E-050.133EE-050.6809E-060.3524E-06 0.010000 0.005000 0.002105 0.001000 0.000500 ESTIMATED LN AMP. : -1.918 -1.548 -1.156 -0.887 -0.686 ESTIMATED AMP. (g): 0.14690 0.21272 0.31469 0.41196 0.50340 CAMP. c BOZ. (1997 Rev.) AL 2 AMPLITUDES (9) I LN (AMPLI'IVDE): FAULT 1 E(NO/YR) FAULT 2 E(NO/YR) FAULT 3 E(NO/YR) FAULT 4 E(NO/YR) FAULT 5 E(NO/YR) FAULT 6 E(NO/YRl FAULT 7 E(NO/YR) FAULT 8 E(NO/YRl FAULT 9 E(NO/YR) FAULT 10 ElNO/YR) FAULT 11 E(NO/YR) FAULT 12 E(NO/YR) FAULT 13 E(NO/YR) FAULT 14 E(NO/YR) FAULT 15 EINO/YR) TOTAL E(NO/YR) TOTAL RISK AMPLITUDES (91 x LN (AMPLITUDE) t FAULT 1 E(NO/YR) FAULT 1 XlNo/Un) FAULT 3 E(NO/YR) FAULT 4 E(NO/YR) FAULT 5 E(NO/YR) FAULT 6 E(ND/YR) FAULT 7 E(NO/YR) FAULT 8 E(NO/YR) FAULT 9 E(NO/YR) FAULT 10 E(NO/YR) FAULT 11 E(NO/YR) FAULT 12 E(NO/YR) FAULT 13 E(NO/YR) FAULT 14 E(NO/YR) FAULT 15 E(NO/YR) WAL E(NO/YR) TOTAL RISK 0.1000E+000.2000Ei00O.3OOOEiOOO.4OOOE+OOO.5OOOE+OOO.~OOOE+OOO.7OOOE+OOO.8OOOE+OOO.9OOOE+OOO.lOOOE+Ol -2.30 -1.61 -1.20 -0.92 -0.69 -0.51 -0.36 -0.22 -0.11 0.00 0.4067E-020.2214E-020.1109E-020.4869E-030.1998E-030.8026E-040.3~34E-040.1323E-040.5534E-050.2370E-05 0.1554E-020.3446E-030.6E11E-040.1374E-040.2364E-050.6938E-060.1760E-060.4812E-070.1409S-070.43E8E-08 0.2462E-020.7118E-030.1601E-030.3532E-040.8229E-050.2064E-050.5579E-060.1619E-060.5011E-070.1645~-07 0.2188E-020.2417E-030.3227E-040.5385E-050.1083E-0~0.2533E-060.6703E-070.1966E-070.6284E-080.1164E-08 0.1639E-020.1161E-030.1257E-040.187EE-050.3552E-060.8035E-070.2093E-070.6107E-080.1958E-080.6792E-09 0.2153E-030.624~E-050.4168E-060.4541E-070.6E46E-0E0.1303E-080.2949E-090.7598E-100.2126E-100.59E8E-11 0.3066E-040.4604E-060.2039E-070.1647E-080.1355E-090.2995E-100.5051E-110.4050E-120.0000E+000.0000E+00 0.1767E-030.8075E-050.7~80E-060.9931E-070.1792E-070.3961E-080.1022E-080.2980E-090.9578E-100.332~E-10 0.1079E-020.5109E-040.4580B-050.6166E-060.1096E-060.23E~E-070.6079E-080.1750E-080.5564S-090.1915E-09 0.2417E-030.4989E-050-2h89E-ObO.2507E-O7O.334lE-O8O.5~l8E-O9O.ll66E-O9O.25ElE-lOO.494lS-llO.OOOOE~OO 0.5097E-040.8188E-06O.378OE-O7O.3l48E-OEO.3833E-O9O.6OO6E-lOO.lO85E-lOO.l669E-llO.OOOOE+OOO.OOOOE+OO 0.30b6E-040.4307E-06O.l844E-O7O.l457E-O8O.l7OOB-O9O.2536E-lOO.4O5~E-llO.3l36E-l2O.OOOOE+OOO.OOOOE*OO 0.9905E-050.l648E-06O.78E4E-O8O.6769E-O9O.846OE-lOO.l363E-lOO.253lE-llO.46l6E-l2O.OOOOE+OOO.OOOOE+OO 0.4096E-050.4085E-07O.l4l~E-O8O.958lE-lOO.96l3E-llO.lOl9E-llO.OOOOE+OOO.OOOOEtOOO.OOOOE+OOO.OOOOE+OO 0.1063E-040.1177E-06O.4347E-O8O.3O82E-O9O.3259B-lOO.4l82E-llO.l826E-l2O.OOOOE+OOO.OOOOB+OOO.OOOOE+OO 0.1376E-010.3700E-020.1389B-020.5440E-030.2126E-030.8338E-040.3317E-040.1347E-040.5607E-050.2394E-05 0.1366E-010.3693E-020.13E8E-020.5439E-030.2126B-030.8338E-040.3317E-040.1347E-040.5607E-050.1394E-05 0.1100E+010.1200E+01O.l3OOE~OlO.l4OOE+OlO.l5OOE+Ol 0.10 0.18 0.26 0.34 0.41 0.1041E-050.4686E-060.2161E-060.1020E-060.4918E-07 0.14168-080.5011E-090.1~13E-030.6883E-100.26~8~-~0 0.5698E-080.2071E-080.7869E-090.3111E-090.1275E-09 0.7941E-090.3081E-090.1255E-090.5328E-100.2315E-10 0.2518E-090.9846E-100.3975E-100.16348-100.5565E-11 0.1462E-llO.0000E+0OO.OOOOE+OOO.OOOOE+OOO.OOOOE+OO 0.0000E+000.0000Et00O.OOOOE*OOO.OOOOE+OOO.OOOOE+OO 0.1219E-100.4693E-110.1721E-110.6019E-120.1694E-12 0.7005E-100.2613E-1OO.8566E-llO.3433E-llO.OOOOE+OO 0.0000E+000.0000E+00O.OOOOE+OOO.OOOOE+OOO.OOOOE+OO 0.0000E+000.0000E+00O.OOOOE+OOO.OOOOEtOOO.OOOOE+OO 0.0000Et000.0000E+OOO.OOOOE+OOO.OOOOE+OOO.OOOOE+OO 0.0000E+000.0000B+00O.OOOOE~OOO.OOOOE+OOO.OOOOE*OO 0.0000E+000.0000E+00O.OOOOE*OOO.OOOOE+OOO.OOOOE+OO 0.0000E+000.0000Ei00O.OOOOE+OOO.OOOOE+OOO.OOOOE+OO 0.1049S-050.4716B-060.2172E-060.1024E-060.4937E-07 0.1049E-050.4716E-060.2172E-060.1024E-060.4937E-07 SPECIFIED RISKS, 0.010000 0.005000 0.002105 0.001000 0.000500 ESTIPLATED LN AMP. I -2.137 -1.770 -1.377 -1.103 -0.896 ESTIMATED AMP. (g) : 0,11799 0.17035 0.25244 0.33176 0,40807 No. FAULT NAME 1 ROSE WON 2 NEWPORT-INGLeWOOD (Offshore) 3 CORONADO BANK 4 ELSINORE-JULIAN 5 ELSINORE-TEUECULA 6 ELSINORE-(LEN IVY 7 RARlliQUAKE VALLEY 8 PALOS VKRDBS 9 SAN JACINK-ANZA 10 SAN JACINK-SAN JACIW VALLEY 11 SAN JACIW-COYOTB CBBEK 12 ELSINCZE-COYOTB MOUNTAIN 13 "PORT-INGLFWOOD (L.A.Baein) 14 CHIND-~E~TLU Am. (Elsinore) 15 WBITrIER _._______.._.___c------..-.-~~~~.~~ MPLilNATION CD-lDRP W-aDRP WIST CLODIS W-EPI W-WlQ 8.0 18.0 32.1 41.3 41.3 64.1 64.8 67.1 78.0 81.1 84.9 85.6 88 .a 93.7 81.5 8.0 18.0 32.1 41.3 41.3 64.1 64.8 67.1 78.0 81.1 84.9 85.6 86.9 93.7 89.5 8.5 18.3 32.2 41.4 41.4 64.2 64.9 67.2 78.0 81.2 81.6 84.9 85.7 88.1 93.8 ...... ... 8.0 18.0 32.1 41.3 41.3 64.1 64.8 67.1 78.0 81.1 82 .5 84.9 85.6 88.1 93.7 __.__. 8.0 19.1 32.1 41.3 41.5 64.9 65.4 68.0 78.0 81.5 82.8 85.9 86.7 88.1 94.5 CD-lDRP W-20RP CLIIST CLDDIS CL-EPI I Closest epicentral distance. CD-HYPO = Closest hypocentral distance. - Closest distance to projection of rupture area along fault trace. - Closest distance to 'surface projection of the rupture area. - Closest distance to seislmgenic rupture. - Closest distance to subsurface xupture. 8.1 km 19.1 km 32.3 km 41.3 km 41.5 km 64.9 km 65.4 km 68.0 km 78.0 km 81.6 km 82.8 km R5.9 km 86.7 km 89.1 km 94.5 km I APPENDIX F LIQUEFACTION ANALYSIS SPEClFlCATlOMS m Factor of Safety Cylclic Stress Ratio ~ ---I- Induced by Design t Earthquake Cylclic Stress Ratio -iquefaction (M=7.5) to Cause co Cylclic Stress Ratio Aquefaction (M=7.5) to Cause !2 Stress Reduction - Coefticient (r,) 3fective Overburden Stress (oo') Overburden Stress I Depth to Midpoint (ft) L 0 momomo rm-mrm I1 II It II II II VAVAVA I Factor of Safety Cylclic Stress Ratio Induced by Design Earthquake F 9 Cylclic Stress Ratio to Cause -iquefaction (M=7.5) Cylclic Stress Ratio -iquefaction (M=7.5) - to Cause t Stress Reduction Coefficient (r,) r s Iffective Overburden Stress (a,’) (PS9 Overburden Stress bo) (PS9 RodLength - Correction ‘ I I Iepth to Midpoint (a) lnolnoL00 rrJrmrm II II II II II II VAVAVA City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 v 05-06-2005 Plan Check Revision Building Inspection Request Line (760) 602-2725 Permit No: PCR05074 Job Address: Permit Type: PCR Status: ISSUED Parcel No: 25501 20400 Lot #: 0 Applied: 0411 5/2005 Valuation: $0.00 Construction Type: NEW Entered By: MDP Reference #: CBO5-266 Plan Approved: 05/06/2005 Issued: 05/06/2005 Project Title: ANTH ROPOLOGI E Inspect Area: 191 1 CALLE BARCELONA CBAD St: 158 SEE 4 PAGE TRANSMITTAL DATED APRIL 12 Applicant: SCOTT HANNA 61 9 232-8424 Owner: FOURTH QUARTER PROPERTIES XXX L 300 VILLAGE GREEN OIR SE #200 SMYRNAGA 30080 Plan Check Revision Fee Additional Fees $180.00 $0.00 Total Fees: $180.00 Total Payments To Date: $0.00 Balance Due: $1 80.00 7656 05/06/05 MU2 01. CEF FINAL APPROVAL I Insoector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "feedexactions." You have 90 days from the date this permit was issued to protest imposition of these feedexactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Catisbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. are hereby FURTHER NOTIFIED that your right to protest the specified feedexactions DOES NOT APPLY to water and sewer connection fees and capacity 02 180.00 1 FOR OFFICE US€ ONLY V'D PERMIT APPLICATION PLAN CHECK NO. ecos^. 3 CITY OF CARLSBAD BUILDING DEPARTMENT Plan Ck. Depostt 1635 Faraday Ave., Carisbad, CA 92008 fjO&$q @ Fax !I Address City Statelzip Telephone X City Business License # Address city Statelzip Telephone ion 3700 of the Labor Code, for the performance of the work for which this permit IS NDRED DOLLARS [$IO01 OR LESS) minal penalties and civil fines up to one hundred the Labor code, interest and attorney's fees. I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 1. as owner Of the property or my emp!oyees 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). 0 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 propcts with contractor(s) licensed pursuant to the Contractor's License Law). 0 1. 2. 3. 4. number f contractors license number]: 5. of work): PROPERTY OWNER SIGNATURE I am exempt under Section I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES UNO I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number I contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate. supervise and provide the malor work (Include name I address I phone I Wm PmvTUe some of the work, but I have contracted (hired) the following persons to provide the work indicated (Include name I address I phone number I type Business and Professions Code for this reason: --_.-- Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE 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 3097(i) Civil Code). YES 0 NO LENDER'S ADDRESS LENDER'S NAME 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 Citf. 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 emit or if the building or work authorized by such permit is suspended or abandoned at any time aftt.0 the work is corn 80 days from the d APPLICANT'S ;NATURE DATE / >: . i EsGil Corporation In Partnetship with +veuunt fm J&iw Safety DATE: 4/26/05 J U RI SD l CTl ON : Carlsbad 0 PLANREVIEWER 0 FILE PLAN CHECK NO.: 050266(PCRO5-74) SETREV 1. Set I PROJECT ADDRESS: 1911 Calle Barcelona (Bldg #4) Suite 158 PROJECT NAME: Structural Remodel of Suite #158 0 0 0 0 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 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 InPerson REMARKS: A. The architect of record must sign each sheet of the revised architectural plans. B. The attached revised plans are replacement sheets for the previous set of approved plans. These replacement sheets should be incorporated into the previous set of approved plans. By: Chuck Mendenhall Enclosures: Esgil Corporation GA 0 MB 0 EJ PC 4/18/05 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576 PLANNING/ENCINEERING APPROVALS PERMIT NUMBERt- 07q - DATE RESRDENTW VnlAGE'FAlRE COMPWS'E OFFICE BUILDING OTHER J c 625 Broadway Suite 1025 San Diego California 92101 619.232.8424 FAX 232.71 79 www.nadelarc.com Architects Inc Herbert Nadel. Architect, FAlA Architecture Planning interiors Mike Peterson City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 Re: Forum - Anthropologie Permit # CB050266 191 1 Calle Barcelona, Suite 158 Carlsbad, California NADEL #: 04404.00 Dear Mike: April 12, 2005 The following is a description of changes as a result of our effort to improve the quality of the project. The revisions to this project were the result of the tenant’s final coordination for internal quality control. ARCHITECTURAL Sheet T1 1. Revise the General Note #19. 2. Add Sheet A5 “DETAILS” to the Sheet Index. Sheet Dl 1. Add existing sewer line and corresponding notes. 2. Add note regarding saw cuts in slab. 3. Add note regarding removal of existing stud wall. 4. Add note and hatch regarding removal of existing slab. 5. Add note and symbols for existing hardscape lights. 6. Add note regarding existing irrigation lines and potted plants. Sheet D2 1. Add notes and symbols for existing lights. Sheet 03 1. Revise portion of roof to be removed and notes. Sheet AI 1. 2. 3. 4. 5. 6. 7. 8. 9. Add structural column dimensions. Show detail of pop-out. Revise note and location of roof overflow drain. Add existing water sewer lines and corresponding notes. Add note and symbols for existing hardscape lights. Add two new hardscape detail call-outs. Clarify area and information for aggregate concrete. Add Hardscape / Slab Plan. Add note and hatch regarding finish conditions for interior of walls. IO. Add new water and sewer lines and note. 11. Add new hose bib and note. ,/ Mike Peterson CITY OF CARLSBAD April 12,2005 NADEL #: 04404.00 Page 2 of 4 12. Revise design on northeast corner, just south of gridline B. Show 13. Revise trellis spacing and post sizes. 14. Revise line for transition of exterior floor tile and aggregate existing column in this location. hardscape. Use shape and size of tiles to determine location, do not cut tiles. Sheet A2 1. 2. 3. 4. 5. 6. 7. 8. 9. Revise roof design. Show curbs for future roof top equipment. Add two new roof detail call-outs. Add note regarding existing roofing & requirements. Revise note for roof drain. Revise roof design on northeast corner, just south of gridline 8. Add note and dimensions. Revise roof design of southwest corner, between gridlines 5 & 6. Add note and dimensions. Remove drains in gaps between walls and revise direction of slope. Add new exterior light fixtures. 10. Revise trellis spacing and post sizes. Sheet A3 1. Add Materials, Colors, and Finishes legend and call-outs. 2. Add expansion joints and detail call-outs. 3. Revise Materials, Colors, Finishes call-outs on elevations. 4. Revise top of wall with stone veneer to show cap. 5. Revise trellis spacing and member sizes. 6. Revise wall sections for accuracy per revised roof plan and details. Sheet A4 1. Detail #l; remove "Door Pull" and add "Roof Drain Well". 2. Detail #2; revise "Downspout at Stud Wall". 3. Detail #3; revise "Parapet Support". 4. Detail M; remove "Draftstop" and add "Expansion Joint". 5. Detail #8; revise "Gutter Drain". 6. Detail #9; revise "Concrete Curb at Stud Wall". 7. Detail #lo; revise "Vent for Parapet Bracing". 8. Detail #11; revise "Window Mullion". 9. Detail #12; revise "Window Frame". 10. Detail #13; revise "Window Section". 1 I. Detail #14; revise "Window Sill - Upper". 12. Detail #15; revise "Window Sill - Lower". 13. Detail #16; remove "Planter / Trellis" and add "Parapet Wall". 14. Detail #17; revise "Trellis End". 15. Detail #I 8; revise "Trellis End". 16. Detail #19; revise "Trellis Base". 17. Detail #20; relocate "Planter". 18. Detail #21; add "Cricket 2". I Mike Peterson CITY OF CARLSBAD April 12,2005 NADEL #: 04404.00 Page 3 of 4 19. Detail #22; add "Wall Cap". 20. Detail #23; add "Wall Cap 2". 21. Detail #24; add "Window Sill" Sheet A5 (new sheet) 1. Detail #I ; add "Pavers at Concrete Sidewalk. 2. Detail #2; add "Existing to New Concrete Sidewalk". 3. Detail #3; add "Flashing at Wall 1 Roof". 4. Detail #4, add "Stone Wall/Plan View". STRUCTURAL Sheet S4 I. Delete detail #8. Sheet S5B 1. Revise Type D footing base plate per Contractor. 2. Revise base plan to match Architectural drawings. 3. Add clarification note near gridline D. 4. Revise outside trellis T.S. 1 OX1 0 columns and footings. Move flush with the exterior to minimize footing interference at gridlines D & 8. 5. Add note to cut through existing footing. 6. Revise column size for pad footing "A". 7. Revise size of pad footing "B". Sheet S6B 1. Revise base plan to match Architectural drawings. Sheet S7 1. Revise details 3,4, 11, 12, 13, 14, 15, & 16 to match Architectural drawings. Sheet S11 1. Revise detail on section 1 2. Revise note on section 4. ELECTRICAL Sheet El 1. Revise schedule to include new exterior light fixtures per tenant. 2. Revise single line diagram and main SWBD. "MS4" elevation, (added new 800A section). Sheet E2 1. Revise BLDG background. #..t Mike Peterson ' CITY OF CARLSBAD April 12,2005 NADEL #: 04404.00 Page 4 of 4 2. Revise main SWBD layout in electrical room (added new 800A section). 3. Revise location of J-box for tenant sign. 4. Revise specific notes. 5. Revise plan to include new exterior light fixtures. If there is any further information required for the review and approval of these adjustments, please do not hesitate to call me. Very truly yours, NADEL ARCHITECTS INC. Hanna Scott Project Administrator . -_ c 1 Letter of Transmittal 4 625 Broadway Suite 1025 Sari Diego California, 92101 619.232.8424 FAX 232.7179 Architects lnc Architecture Planning Interiors Attention: Christer Westrnan Company: City of Carlsbad, Planning Dept. Address: 1635 Faraday Avenue City: Carlsbad, CA 92008 Date July 15, 2005 Regarding Nadel project no. 04404.00 Forum at Carlsbad - Anthropologie shell via: 0 messenger 0 ~ed EX 0 pick-up 0 US Mail 0 DHL Other 0 Golden State Overnight We are sending you: prints specifications invoices 0 reproducibles 0 original documents information disk 0 Bulletin #2, 07-1505, (3) sheets These are: for your approval per your request for your files 0 0 for review and comment 0 for use on job 0 signature Remarks: The tenant as requested a change of the stone veneer manufacturer on the Forum - Anthropologie shell, Permit # CB050266, 1911 Calle Barcelona, Suite 158, Carlsbad, CA. Please provide your approval of this change, and let me know if I need to submit it as a PCR. Please call me if you have any questions, thank you! If enclosures listed above are not received, notify at once. cc: Very truly yours, Nadel Architects Inc. U"Zl Scott *. -1 * V .. 625 Broadway Suite 1025 San Diego California 92101 619.232.8424 FAX 232.7179 www,nadelarc.com Architects Inc Herbert Nadel. Architect, FAlA Architecture Planning Interiors Re: Forum - Anthropologie Carlsbad, CA NADEL #: 04404.00 BULLETIN NUMBER 2 July 15, 2005 TO: CONTRACT DOCUMENTS DATED: January 25,2005 Contract Documents are hereby revised and/or clarified to indicate the following changes. This is not an authorization to proceed with the work outlined below, but rather a request for a Proposal from the contractor for making the changes outlined. The Proposal shall be in the form of a total cost with a complete itemized breakdown for the various trades. When the cost Proposal is affirmed by signature of the contractor and changes are authorized by signature of the owner, this Bulletin becomes the basis for issuance of a Change Order. The pages listed below are all part of this Bulletin. Sheet A3 (partia I) Description of Change Revise material legend regarding stone veneer: “5 - STONE VENEER BY OWENS CORNING, (800) 255-1727” ”6 -WALL CAP BY OWENS CORNING” “D - COBBLEFIELD OHIO, #CSV-2088” “E - COLOR: BUCKSKIN, PROFILE: CHISELED WALL CAP” Please see attached photo of veneer for reference. Issued by: NADEL ARCHITECTS INC Hanna Scott cc: Me1 Kuhnel of Thomas Enterprises Minna Guillermo of Pompei AD, Anthropologie Team Christer Westman, Planning Dept., City of Carlsbad MATERIALS, COLORS, FINISHES MATERIAL TO BE PROVIDED BY TENANT SMOOTH TRor(EL FINISH -TOM INTE6RAL. COLUR AND ~INl5H TO H MATCH CONTROL SAMPLES* H Fl EXTERIORCEMENTPLASTER I3 r(O0DpLANTER RECLAIMED REVYYOOD RECLAIMED REVYYOOD 1”1ooD 5TOREFRONT WCAP-BY om CORNIN6 *coNTR4cTOR TO WIDE SAMPLE5FORAppRo\JAL 51- MAY VARY 8EFORE INSTALLATION. EXTERIOR L16HT FIM H Q clOlNl3 TO BE INSTALLED A5 m: WlER METAL EWANSIQN DlVlDf WTER HITH JOINT5 AT A MAX OF 10’4” OL. W A MAX. PANEL OF ALL WTER EXPANSION JOINTS YYITH ARCHITECT PRIOR TO INSTALLATION. AREA a= 100 S.F. COMZIRM LArm