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Home My WebLink About2175 SALK AVE; ; CB091446; Permit11-06-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB091446 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2175SALKAVCBAD Tl Sub Type: 2120210200 Lot#: $50,300.00 Construction Type: Reference #: VENTANA REAL- 3 CARPORTS 5,100 SF TOTAL INDUST 0 NEW Applicant: TSA CONTRACTING INC. 9535 WAPLES ST SUITE 200 SAN DIEGO 92121 858-784-3650 Status: ISSUED Applied: 09/02/2009 Entered By: RMA Plan Approved: 11/06/2009 Issued: 11/06/2009 Inspect Area: Plan Check#: Owner: RIO SD PLAZA II MASTER LLC C/O NEWPORT NATIONAL CORPORATION 1525 FARADAY AVE #100 CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee $422.98 $0.00 $274.94 $0.00 $0.00 $10.56 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEE $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 ?? $709.48 Total Fees:$709.48 Total Payments To Date:$709.48 Balance Due: - IN STORAGE ATTACHED $0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. NS7* CITY OF r* A D i CD A r^i CAKLbDAU Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES O #NO D AIR CONDITIONING YES D NOD FIRE SPRINKLERS YES a NO D CONTACT NAME (If Different Fom Applicant)APPLICANT NAME ADDRESS ADDRESS CITY STATE ZIP CITYX"STATErf>r ZIP PHONE FAX EMAIL EMAIL r-/ctr^ PROPERTY OWNER NAME CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX. EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structuTerp.rior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500}). Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: ID I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. & I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensatioi\ins»rance earner and policy number are: Insurance Co. STft-te O^frVBa/ySga^ |V\ JV. £v\$ _ Policy No. *"7/ 9 " OtiQd ~^\^~l _ Expiration Date /'/O This section need not be completed if the permit is for one hundred dollars ($100) or less. O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), in addition to the cost of compensation, damages asoce^m for in SajliwWil£jiLthe Labor code, interest and attorney's fees. DATE / hereby affirm that I am exempt from Contractor's License Law for the following reason: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of properly 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). n I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractors) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement, a Yes a No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): >£fpROPERTY OWNER SIGNATURE DATE ls>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? O Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? n Yes G No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? d Yes CJ No IF ANY OF THE ANSWERS ARE YES, t EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) 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 representative of the City of Carlsbad to enter upon (he 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 thisCede shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or wodt authpi^S by sucruselmt is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ) APPLICANT'S SIGNATURE DATE / y / City of Carlsbad Bldg Inspection Request For: 12/04/2009 Permit# CB091446 Title: VENTANA REAL- 3 CARPORTS Description: 5,100 SF TOTAL Inspector Assignment: RB Type:TI Sub Type: INDUST Job Address: 2175 SALK AV Suite: Lot 0 Location: APPLICANT TSA CONTRACTING INC. Owner: Remarks: Phone: 8582299796 Inspector: Total Time:Requested By: TONY Entered By: JANEAN CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds {Notice SWPPP fees due, see SW 09-22 Associated PCRs/CVs Original PC# ISSUED VENTANA REAL; DEFERED RLOOR TRUSS JOISTS AND CALCS VENTANA REAL SHELL DELTA 3; REVISIONS VENTANA REAL-DEFERRED ROOF; TRUSS SUBMITTAL VENTANA REAL- REINFORCED; BRACE FRAMES.. PAGES S3,S4,S6,S6A,SD3,SD6 VENTANA REAL - DEFERRED; CURTAIN WALL SUBMITTAL VENTANA REAL-DETAIL 11 CHANGE; VENTANA REAL: REVISED ELECTRIC; VENTANA REAL: CHANGES TO ELEC; PCR08157 PCR09004 PCR09009 PCR09020 PCR09051 PCR09112 PCR09126 PCR09139 ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED Inspection History Date Description Act 11/17/2009 11 Ftg/Foundation/Piers AP 11/16/2009 11 Ftg/Foundation/Piers PA Insp Comments RB 15FTGS RB MISSING SOILS REPORT City of Carlsbad Bldg Inspection Request For: 11/17/2009 Permit* CB091446 Title: VENTANA REAL- 3 CARPORTS Description: 5,100 SF TOTAL Inspector Assignment: RB Type:TI Job Address: 2175 SALK AV Suite: Lot Location: APPLICANT TSA CONTRACTING INC. Owner: Remarks: Sub Type: INDUST Phone: 8582299796 Inspector: Total Time:Requested By: TONY Entered By: JANEAN CD Description 11 Ftg/Foundation/Piers ,ct ^ Comments Notice Date Comments/Notices/Holds SWPPP fees due, see SW 09-22 PCR08157 PCR09004 PCR09009 PCR09020 PCR09051 PCR09112 PCR09126 PCR09139 PENDING Associated PCRs/CVs Original PC# ISSUED VENTANA REAL; DEFERED RLOOR TRUSS JOISTS AND CALCS ISSUED VENTANA REAL SHELL DELTA 3; REVISIONS ISSUED VENTANA REAL-DEFERRED ROOF; TRUSS SUBMITTAL ISSUED VENTANA REAL- REINFORCED; BRACE FRAMES.. PAGES S3,S4,S6,S6A,SD3,SD6 ISSUED VENTANA REAL - DEFERRED; CURTAIN WALL SUBMiTTAL ISSUED VENTANA REAL-DETAIL 11 CHANGE; ISSUED VENTANA REAL: REVISED ELECTRIC; VENTANA REAL: CHANGES TO ELEC; Inspection History Description Act Insp Comments GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS 696O FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-690O • FAX (858) 558-6159 FOUNDATION OBSERVATION REPORT PROJECT NAME: LOCATION: PROJECT NO. DATE: _ FOUNDATION LOCATION (if not entire building) PLAN FILE NO. FOUNDATION TYPE: CONVENTIONAL D POST-TENSIONED PERMIT NOS: D ADDITIONAL OBSERVATION REQUIRED SUBSTANTIAL CONFORMANCE > PURPOSE OF OBSERVATION H Verify soil conditions exposed are similar to those anticipated \AJS Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report Verify footings have been extended to an appropriate bearing strata D Other : APPLICABLE SOIL REPORT: TITLE:_o DATE: SOIL REPORT RECOMMENDATIONS BASED ON : Expansion Condition D VERY LOW Fill Geometry */:./' D Other : D LOW D MEDIUM D HIGH D VERY HIGH • MINIMUM FOUNDATION RECOMMENDATIONS:/ ' *% * *^t S )Zi Footing Depth: D 12 Inches D 18 Inches D 24 Inches OTHER £ 1 Footing Reinforcement: D No.4 T&B n 2-No.4 T&B D 2-No.5 T&B D Post-Tensioned OTHER : Interior Slab Reinforcement: D 6x6-10/10 D 6x6-6/6 D No.3@24lnches D No.3@18lnches D Post-Tensioned Slab Bedding Material and Thickness : Vapor Barrier: Foundation Width : ?A OBSERVATIONS: H Substantial conformance with Soil Reports (see "Purpose of Observation") D Substantial conformance with Foundation Plans. Identify: D Other COMMENTS: :|IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED 6EOCON/6EPRESENTATIVE EsGil Corporation In Partners/Up with government for Quitting Safety DATE: November 4, 2OO9 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 09-1446 SET: III PROJECT ADDRESS: 2175 Salk Ave. PROJECT NAME: Carports for Vent ana Real Phase II The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person IXi REMARKS: 1-Jhe Building and Fire Officials should determine if fire sprinklers are required for this project. @ An update^tejr should be provided from the geotechnical engineer, for their report dated 12/29/06. By: Kurt Culver Enclosures: EsGil Corporation D GA D EJ D PC 11/2/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (Buifefing Safety DATE: September 30, 2009 OAEELjCANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 09-1446 SET: II PROJECT ADDRESS: 2175SalkAve. PROJECT NAME: Carports for Ventana Real Phase II The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Matt Hendry 9535 Waples St., #200 San Diego 92121 Also faxed to Dustin Rosepink 949-388-3773 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt Hendry Telephone #: 858-784-3650 Date contacted: /cJ > M (by: f> v) Fax #: -3651 Mail ^ Telephone Fax *" In Person [X] REMARKS: Partial resubmittal. By: Kurt Culver Enclosures: EsGil Corporation D GA D EJ D PC 9/28/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 *• Fax (858) 560-1576 Carlsbad 09-1446 September 3O, 2009 RECHECK CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 09-1446 PROJECT ADDRESS: 2175SalkAve. SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 9/28/09 September 30, 20O9 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? a Yes a No Carlsbad 09-1446 September 30, 20O9 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Classification (Show this as S-2, not U) Sprinklers: Yes or No (see comment below) FIRE EXTINGUISHING 3. Per Carlsbad ordinance, all structures with a floor area exceeding 5,000 square feet must be provided with an automatic fire sprinkler system. The choices, then, become: Reduce the aggregate area to less than 5,000 square feet. Separate each carport structure from each other by sufficient distance. To do this, an assumed property line must be established between any two structures. Per Section 704.3, this assumed property line must be established such that the adjacent structures satisfy Sections 704.5 and 704.8 (this will generally require them to be at least 20' apart). Install a fire sprinkler system. Carlsbad 09-1446 September 30, 2009 FOUNDATION 4. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. A reference to the previous report is insufficient. 5. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). STRUCTURAL &-. Please revise the calculations to use a live load of 20 psf. Table 1607.1. 7-. In the structural calculations we received, sheets 17 through 26 were missing. Please provide. & Per Chapter 17, please specify on the plans that special inspection will be provided for the caisson/pier footing at detail B/S-1. ADDITIONAL To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Q Yes Q No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. EsGil Corporation In (Partnership -with government for <Bui(ding Safety DATE: September 11, 2009 OAPPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O9-1446 SET: I PROJECT ADDRESS: 2175 Salk Ave. PROJECT NAME: Carports for Ventana Real Phase II 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. X3 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Matt Hendry 9535 Waples St., #200 San Diego 92121 Also faxed to Dustin Rosepink 949-388-3773 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt Hendry Telephone #: 858-784-3650 Date contacted!? A//0 °{(by#^ Fax #: -3651 Mail \XT elephone Fax y/ln Person REMARKS: By: Kurt Culver Enclosures: EsGil Corporation D GA D EJ D PC 9/3/09 9320 Chesapeake Drive. Suite 208 * San Diego, California 92123 4 (858)560-1468 +• Fax (858) 560-1576 Carlsbad O9-1446 September 11, 2OO9 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 09-1446 JURISDICTION: Carlsbad OCCUPANCY: S2 USE: Carport TYPE OF CONSTRUCTION: V-B ACTUAL AREA: 5100 ALLOWABLE FLOOR AREA: OK STORIES: 1 HEIGHT: -10' SPRINKLERS?: ? OCCUPANT LOAD: 25 REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 9/2/09 ESGIL CORPORATION: 9/3/09 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Kurt Culver COMPLETED: September 11, 2009 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O9-1446 September 11, 2O09 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 2. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: • Occupancy Classification «• Description of Use • Type of Construction • Sprinklers: Yes or No (see comment below) • Height 4- Floor Area • Occupant Load Carlsbad O9-1446 September 11, 2009 . FIRE EXTINGUISHING 3. Per Carlsbad ordinance, all structures with a floor area exceeding 5,000 square feet must be provided with an automatic fire sprinkler system. The choices, then, become: a) Reduce the aggregate area to less than 5,000 square feet. b) Separate each carport structure from each other by sufficient distance. i) To do this, an assumed property line must be established between any two structures. Per Section 704.3, this assumed property line must be established such that the adjacent structures satisfy Sections 704.5 and 704.8 (this will generally require them to be at least 20' apart). c) Install a fire sprinkler system. • FOUNDATION 4. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. A reference to the previous report is insufficient. 5. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). • STRUCTURAL 6. Please revise the calculations to use a live load of 20 psf. Table 1607.1. 7. In the structural calculations we received, sheets 17 through 26 were missing. Please provide. 8. Per Chapter 17, please specify on the plans that special inspection will be provided for the caisson/pier footing at detail B/S-1. Carlsbad O9-1446 September 11, 2009 . ADDITIONAL 9. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 10. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: fJ Yes Q No 11. 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 Kurt Culver at Esgil Corporation. Thank you. Carlsbad 09-1446 September 11, 2009 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: 2175 Salk Ave. PLAN CHECK NO.: O9-1446 DATE: September 11, 2009 BUILDING OCCUPANCY: S2 TYPE OF CONSTRUCTION: V-B BUILDING PORTION Carport Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code RIHn Permit- FPP hv Orriina AREA ( Sq. Ft.) 5100 cb Valuation Multiplier 18.85 By Ordinance nrp V Reg. Mod. VALUE ($) 96,135 96,135 $583.65 Plan Check Fee by Ordinance Type of Review: [2 I I Repetitive FeeRepeats Complete Review D Other ,—I Hourly EsGil Fee Structural Only Hr. @ * $379.37 $326.84 Comments: Sheet 1 of 1 macvalue.doc + Matt Hendry From: Mike Peterson [Mike.Peterson@carlsbadca.gov] Sent: Wednesday, September 16, 2009 12:07 PM To: Scott Merry; James Weigand Cc: Jeff Brusseau; Matt Hendry; Kirk Moeller Subject: RE: Carport Esgill Comments Scott, I have spoken to both Jim Weigand and Kurt at Esgil and the City will not require sprinklers on the carports for this project. This approval is for this project only. Mike Original Message From: Scott Merry [mailto:smerry@newportnational.biz] Sent: Wednesday, September 16, 2009 10:53 AM To: James Weigand; Mike Peterson Cc: Jeff Brusseau; Matt Hendry; Kirk Moeller Subject: RE: Carport Esgill Comments Jim, The project you described is NOT our project, we are constructing the second phase of our Ventana Real project 2175 Salk Ave. Our phase I project at 2173 Salk was completed/signed off in June '07. Our phase I project has 30 carports (two pictures attached) that will be exactly like the 30 carports we proposing with phase II. I have attached a partial copy of the site plan showing the location of both carports. As you can see from the pictures they are constructed completely out of metal. We respectfully request that you allow us to construct them without fire sprinklers. Our office is just down the street from yours and I would be happy to come up anytime and meet with you to further discuss this issue or provide any additional information you may need. Thanks for your consideration, we await your prompt response. Scott L. Merry Vice President Newport National Corporation 1525 Faraday Avenue, Suite 100 Carlsbad, CA 92008 (760) 607-4282 x 106 Fax: (760) 607-4286 smerry@newportnational.biz Original Message From: James Weigand [mailto:James.Weigand@carlsbadca.gov] Sent: Wednesday, September 16, 2009 10:18 AM To: Mike Peterson; Scott Merry Cc: Jeff Brusseau; Matt Hendry; Kirk Moeller Subject: RE: Carport Esgill Comments Which project are we talking about? There is one project where we are requiring fire sprinklers in an apartment garage structure because the modified garage extends into the required habitat fire mitigation zone. In that case there were no previous structures in the required zone. There were additional requirements designed to 1) prevent a fire incident in the habitat from extending into the building as well as 2) prevent a fire incident in the building from spreading into the habitat. If this is the project, those requirements were made a condition of a proposal to increase the number of rental units beyond what had been originally approved. If this is not the project, please excuse the above discussion and provide project description information so that I can look into the matter. JMW James M. Weigand Fire Marshal City of Carlsbad Fire Department Fire Prevention Division 1635 Faraday Avenue Carlsbad, CA 92008 www.carlsbadca.gov P: (760) 602-4665 F: (760) 602-8561 james.weigand@carlsbadca.gov Please consider the environment before printing this email. Confidentiality Statement: This information is intended only for the addressee shown above. It may contain information that is privileged, confidential, or otherwise protected from disclosure. Any review, dissemination, or use of this transmission or its contents by persons other than the addressee is strictly prohibited. If you have received this transmission in error, please notify the sender immediately and follow their instructions regarding the disposition of this e-mail. Original Message From: Mike Peterson Sent: Wednesday, September 16, 2009 10:12 AM To: Scott Merry; James Weigand Cc: Jeff Brusseau; Matt Hendry; Kirk Moeller Subject: RE: Carport Esgill Comments Scott, I spoke with fire briefly yesterday and was told they will require sprinklers, I am copying Jim Weigand (Fire Marshal)on this message for verification. I am still looking at building requirements. Mike Original Message From: Scott Merry [mailto:smerry@newportnational.biz] Sent: Wednesday, September 16, 2009 8:32 AM To: Mike Peterson Cc: Jeff Brusseau; Matt Hendry; Kirk Moeller Subject: FW: Carport Esgill Comments Mike, Any word back from the Fire Department, I called for Greg Ryan, they said he was on administrative leave, he has always been very reasonable to deal with, but was my only real contact. Kirk Moeller at McArdle is looking into the code on this issue, but based on Esgil's comment (copy attached) it sounds like it's a Carlsbad requirement not UBC. Fire sprinklers would make sense for a "structure" that is habitable, but as I mentioned we didn't have to sprinkler the Phase I carport, the Phase II carports are the exact same and they are made entirely of steel. It sure doesn't seem reasonable to have to fire sprinkler them. We trust you will permit them without fire sprinklers. We await your earliest response. Scott L. Merry Vice President Newport National Corporation 1525 Faraday Avenue, Suite 100 Carlsbad, CA 92008 (760) 607-4282 x 106 Fax: (760) 607-4286 smerry@newportnational.biz Original Message From: Matt Hendry [mailto:mhendry@tsaci.com] Sent: Monday, September 14, 2009 9:13 AM To: Scott Merry; Kirk Moeller Cc: Jeff Brusseau; Bill Beckett; Tony Thomas; Pat Stark Subject: Carport Esgill Comments Kirk and Scott, Attached are the Esgill comments for the carport permit submittal. Item 3 states that the carports will need a fire sprinkler system. The two options to not have to provide the system are: 1) Reduce the total SF to less then 5000 SF 2) Provide 20' separation between the carports. I have M Bar C working on the remaining items, and will get the report to Geocon for the soils engineer letter. We need to discuss and come to an agreement on how to address the fire sprinkler comment. The remaining items will be ready for resubmittal by Thursday the 17th. Matt Hendry | Project Manager, LEED AP 9535 Waples Street | Suite 200 | San Diego CA 92121 Phone: 858.784.3650 Ext. 106 | Fax: 858.784.3651 Mobile: 858.761.8180 mhendry@tsaci.com | www.tsaci.com Original Message From: Sharp Sent: Monday, September 14, 2009 6:07 AM To: Matt Hendry Subject: Scanned image from MX-6200N Repjy to: sharp@tsaci.com <sharp@tsaci.com> Device Name: Not Set Device Model: MX-6200N Location: TSA MX-6200n File Format: PDF (Medium) Resolution: 200dpi x 200dpi Attached file is scanned image in PDF format. Use Acrobat(R)Reader4.0 or later version, or Adobe(R)Reader(TM) of Adobe Systems Incorporated to view the document. Acrobat(R)Reader4.0 or later version, or Adobe(R)Reader(TM) can be downloaded from the following URL: Adobe, the Adobe logo, Acrobat, the Adobe PDF logo, and Reader are registered trademarks or trademarks of Adobe Systems Incorporated in the United States and other countries. http://www.adobe.com/ Check a License or Home Improvement Salesperson (HIS) Registration - Contractors Stat... Page 1 of 1 oard Department of Consumer Affairs Contractors State Li Contractor's License Detail - License # 847198 *'* DISCLAIMER: A license status check provides information taken from the CSLB license database. Before relying on this information, you should be aware of the following limitations. » CSLB complaint disclosure is restricted by law (B&P_Z124J>). If this entity is subject to public complaint disclosure, a link for complaint disclosure will appear below. Click on the link or button to obtain complaint and/or legal action information. -•,>.' Per B&P 70711.7, only construction related civil judgments reported to the CSLB are disclosed. » Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration. » Due to workload, there may be relevant information that has not yet been entered onto the Board's license database. License Number: Business Information: Entity: Issue Date: Expire Date: License Status: Classifications: 847198 Extract Date: 09/02/2009 ISA CONTRACTING INC dba D B C 9535 WAPLES STREET SUITE 200 SAN DIEGO, CA 92121 Business Phone Number: (858) 784-3650 Corporation 09/20/2004 09/30/2010 This license is current and active. All information below should be reviewed. CLASS DESCRIPTION B GENERAL BUILDING CONTRACTOR Bonding: CONTRACTOR'S BOND This license filed Contractor's Bond number 661110973 in the amount of $12,500 with the bonding company LINCOLN GENERAL iNSyRANCE.CQM.PANY. Effective Date: 01/01/2007 ContractQr's..Bondina.History BOND OF QUALIFYING INDIVIDUAL 1. The Responsible Managing Officer (RMO) TERRENCE SHAWN ARNETT certified that he/she owns 10 percent or more of the voting stock/equity of the corporation. A bond of qualifying individual is not required. Effective Date: 09/20/2004 This license has workers compensation insurance with the STATE COMPENSATION INSURANCE FUND Workers' Compensation: Policy Number: 719-0000227 Effective Date: 01/01/2008 Expire Date: 01/01/2010 Workers'. Cpmpensation History Personnel listed on this license (current or disassociated) are listed on other licenses. Personnel List CondJtiQns_QLUse | Privacy rfojicy Copyright © 2009 State of California https://www2.cslb.ca.gov/OnlineServices/CheckLicense/LicenseDetail.asp 09/02/2009 City of Carlsbad Public Works BUILDING PLANCHECK CHECKLIST Engi neeri no DATE: BUILDING PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see the Attached report of deficiencies marked with D. Make necessary corrections to plans or specificatidnyfor compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By: Date: Date: TO , FOR OFFICIAL USE ONLY MGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application/Checklist D Encina Wastewater Screening Survey D Encroachment Application/Checklist D Final Map (Reference) D Grading Plan Application/Checklist D Improvement Application/Checklist D Neighborhood Improvement Agreement D Right-of-Way Permit Submittal Checklist apcHnformation Sheet Gf Storm Water Compliance Forms'. ENGINEERING DEPARTMENT CONTACT PERSON Name: Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760) 602-1052 Email: Linda.Ontiveros@carlsbadca.gov CFD INFORMATION (\-i\^,^ ^, —7Reference No(s): ' *-\&*J / Lot No.: Recordation: Other ?&(?£ ,£>U£T — |— Subdivision/ ~ Carlsbad Tract: (1r &- o^p 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 6O2-272O • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST ND2 D ,RD SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION BUILDING PLANCHECK CHECKLIST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS G 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 14" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: BUILDING PLANCHECK CHECKLIST RO3 n D n n IMPROVEMENT REQUIREMENTS continued 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement (NIA). Please return agreement signed and notarized to the Engineering Department. Completed by:Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. n n n n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. 3RD BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT 8. A Right-of-Way permit is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: D D INDUSTRIAL WASTE PERMIT 9. If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance NPDES PERMIT 10. Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. STORM WATER COMPLIANCE : £VV Q3\ O <? 10a. Q^gfifimires Project Storm Water Permit: PSP 0 D TiexJ/Tier II (Requires SWPPP) - Please complete attached forms No threat - Please complete attached ^torm Water Exemption form DEVELOPMENT FEES 11. m Required fees are attached Q More information needed G No fees required Rev. 2/02/00 ,ND BUILDING PLANCHECK CHECKLIST 3RD WATER METER REVIEW D 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units receive "standard" 1" service with 5/8" meter. • All residential units that need to be fire sprinkled receive a 1" meter. See Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing systems criteria. • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). NOTE: Upon declaration of Drought Response Level 3 condition, no new potable water service shall be provided and no new temporary meters or permanent meters shall be provided. See Ordinance 44 for more information. 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: • If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1 +00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. 6 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD WATER METER REVIEW continued 12b. Irrigation Use (continued) Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City is in the process of switching these irrigation services/meters to a new recycled water line D 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. • If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for this. D D D 13. Additional Comments: CITY OF CARLSBAD STANDARD FORM - TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WATER COMPLIANCE CERTIFICATE •S My project is not in a category of permit types exempt from the Construction SWPPP requirements •s My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). s My project does not requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) •S My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: « located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. .(SyOWNER'S AGENT NAM6 (PRINT) TtiMSfKT NAME (SIGNATURE)s STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN- OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: CB09-1446 Assessor's Parcel Number: 212-021-02 Project ID: CB 09-1446 Construction Permit No.: SW 09-22 Estimated Construction Start Date / ' / O £/ " " Project Duration / Months Emergency Contact: Name: 24 hour Phone: Water Quality If medium box ischecked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only Instructions: 1 activity descri practices (B\f for each of the that applies su place an X in t "Cover with P To learn more The reference Best Management Practice (BMP) Description -» CASQA Designation -> Construction Activity *1 Grading(Soil Disturbance? Trenching/Excavation Stockpiling Drilling/Boring Concrete/Asphalt Sawcutting Concrete flatwork Paving Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staging/Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): Erosion Control BMPs Geotextiles & Mats6LU Wood Mulching°?OHI Earth Dikes andDrainage Swales3m Slope Drains6LU Sediment Control BMPs 55 tilCO Sediment Trap«?LLI CO Check DamHICO IE "? £ K Gravel Bag Berm°?HICO ^Street Sweeping andVacuumingis. LJJin Sandbag Barrier°?LU<n Storm Drain InletProtectiono LLICO *v Tracking Control BMPs Stabilized ConstructionIngress/EgressIT Stabilized ConstrucionRoadwayCM K. Non-Storm ater Management BMPs Water ConservationPracticesi Paving and GrindingOperationsi Potable Water/Irrigationi Vehicle and EquipmentCleaning°?CO Waste Management and Materials Pollution Control BMPs 1OJ "5 ® | 02 OT 5 Material Use1 o i co CO 5 Spill Prevention andControl1 Solid WasteManagement"? 1 Hazardous WasteManagementI Concrete WasteManagement°P 1 Jegin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank Jtion boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management *s) from the list located alon the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something :h as "Stabilized Construcion Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and lie box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in astic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where "Stockpiling" row intersects the new "Cover with Plastic" column. about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures, also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. Page 2 of z. PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 09-1446 DATE 9/2/9 ADDRESS 2175 Salk Ave RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER carports PLANNER Chris Sexton ENGINEER DATE 9/2/9 DATE H:\ADMIN\COUNTER/PUNMNG/ENGINEERING APPROVALS STRUCTURAL ENGINEERING 1046 CALLE RECODO, SUITE J SAN CLEMENTE, CA. 92673 PHONE #: (949) 388-9333 FAX#: (949)388-3773 JOB INFORMATION: VENTANA REAL PHASE CARLSBAD, CA ENGINEERING FIRM: 4S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO, SUITE J SAN CLEMENTE, CA. 92673 PHONE: (949) 388-9333 FAX: (949) 388-3773 ENGINEERING FIRM'S JOB #: 09D052 APPROVED BY: ENGINEER: LICENSED STATE: LICENSE NUMBER: DUSTIN K. ROSEPINK CA. C 72487 OCT 16 STRUCTURAL ENGINEERING 1046 CALLE RECODO, SUITE J SAN CLEMENTE, CA. 92673 PHONE #: (949) 388-9333 FAX#: (949)388-3773 CODE: 2007 CBC LOADS: ROOF LIVE LOAD: ROOFING DEAD LOAD: SOIL ALLOWABLE BEARING: CONTINOUS FOOTING: ISOLATED PAD: PASSIVE: CONCRETE: STRENGTH f c: STEEL: COLD FORMED: HSS: 10 psf (Reducible) 4.0 psf (Total, See Calcs For Details) 2000.0 psf 2000.0 psf 300 pcf 2,500.0 psi ASTM A653 GR. 50 ASTM A500 GR. B Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.183 Longitude = -117.276 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.101 (Ss, Site Class B) 1.0 0.421 (S1, Site Class B) m ft * r » W Ik 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR •m * m - -• <m PROJECT INFORMATION ROOF SLOPE ROOF SLOPE: ANGLE (A) = HEIGHT INFORMATION 1/4 1.19 CLEAR HEIGHT (CLRH) = M MAX COLUMN HEIGHT (CH) = MEAN ROOF HEIGHT (hn) = - •«• tt , Ml ._ •**• „, DEAD LOADS Roof Deck Purlins Beam Total Decking SIMPLE SPAN Trib. Width (TW) = Simple Span (SS) = ^antilevered Span (CS) = 1.00 1.50 1.50 4.00 1.00 11.75 4.13 Fb= 47,904.19 *St* •<•• * WIND LOADS PANEL WIDTH (PW) = Length (L) = 85MPH 3.00 20.00 EFFECTIVE WIND AREA (EWA) = * •at EWA = V = EXPOSURE = 133.33 85 C IN 12.00 L = 20.00 ft 7.50 ft 10.00 ft 9.85 ft psf psf psf psf ft Dead Load (DL) = 1.00 psf ft Live Load (LL) = 20.00 psf ft Total Load (TL) = 21.00 psf psi E= 29,000,000 psi ft a= 3.00 ft ft (PW*L) GREATER OR EQUAL TO (L*((1/3)*L)) ft2 mph OCCUPANCY = II l= 1.0 DECKING HR-36 AEP 26 GAUGE Fy = 80 ksi 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR Decking WIND LOADS DUE TO SLOPED ROOF - COMPONENTS AND CLADDING p = qh*G*CN qh = .00256*Kz*Kzt*Kd*V2*l Kz = 0.85 Kzt= 1.0 Kd = 0.85 qh= 13.36 G = 0.85 CN-UP = 1-2 CN-DOWN = 1 .2 PDOWN = 13.63 psf pup = 13.63 psf WDOWN = PoowN*TW wup = pUP*TW WDOWN = 13.63 plf wup = 13.63 plf LOAD CASES D D±_L WD= TW*TD w= TW*TL WD= 1.00 plf w= 21.00 plf D + 1.3*W 2/3*D + 1.3*W WDOWN = (TW*DL)+(1.3*wDOWN) WUP = (1.3*WUP) - ((2/3)*(TW*DL)) WDOWN = 18.72 plf wup = 17.05 plf •* •" •M. Mi «p id m 'm IP Mk 9* b f P Mi IP fe m IP 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR _ Decking * CHECK SIMPLE SPAN W = MAX= 21.00 V = V = M = M = w*L/2 210.00 plf Ib (V*(SS/2))-(w*(L/2))*((L/2)/2) 183.75 ft-lb 0.0460 SS/60 17.00 in3/ft in ((5*w*SS4*1728)/(384*E*AMAX)) 0.0183 in4 «• CHECK CANTILEVERED SPAN w = MAX= 21.00 M = M = Sreq = M/Fb = (w*CS2)/2 178.66 0.0448 CS/(60/2) 1.65 plf ft-lb in" in (((TW*LL)*CS4*1728)/(8*E*AMAX)) lreq =0.0261 in"SIMPLE SPAN GOVERNS HR-36 AEP 26 GAUGE Fv = 80 ksi S =0.0895 0.0825 ina/ft in4/ft OK OK M-C ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 PURLIN SIMPLE SPAN Trib. Width (TW) = Length (L) = Trib. Area (TA) = Fb = WIND LOADS Trib. Width (TW) = Length (L) = 10.00 17.00 170.00 32,934.13 85MPH 10.00 17.00 EFFECTIVE WIND AREA (EWA) EWA = V = EXPOSURE = DUE TO SLOPED P = PDOWN = WDOWN = WDOWN = 170.00 85 C VENTANA REAL PHII JOB NO:09D052 DATE: 9/2 1/2009BY:DKR ft Dead Load (DL) = 2.50 psf ft Live Load (LL) = 20.00 psf ft2 Total Load (TL) = 22.50 psf psi E= 29,000,000 psi ft a= 3.00 ft ft (TWt) GREATER OR EQUAL TO (L*((1/3)*L)) ft2 mph OCCUPANCY = II l= 1.0 ROOF - COMPONENTS AND CLADDING qh*G*CN qh = qh = G = CN-UP = CM-DOWN = 13.63 PoowN*TW 136.31 .00256*Kz*Kzt*Kd*V2*l Kz = 0.85 Kzt= 1.0 Kd = 0.85 13.36 0.85 1.2 1.2 psf pUP= 13.63 psf wup = Pup*TW plf wup= 136.31 plf PURLIN Use C 10 X 3.25 X 12GA.AEP I p ill 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR PURLIN LOAD CASES WD = WD = + 1.3*W TW*TD 25.00 plf WDOWN= (TW*DL)+(1.3*wDOWN) WDOWN = 202.20 plf D + L w = w = 2/3*D + 1.3*W wup = WUP = TW*TL 225.00 Plf (1.3*wUP)-((2/3)*(TW*DL)) 160.53 plf w = MAX = 225.00 WLL=LL*TW= 200.00 VL=VR= (w*L)/2 = 1,912.50 M=(w*L2)/8= 8,128.13 Sreq = M/Fb =2.9616 L/150 1.36 plf MAX OF LOAD CASES; ANY LOAD CASE INCLUDING W WAS DIVIDED BY 1.33 BEFORE plf EVALUATION Ib ft-lb ina in lreq =((5*wLL*l_4*1728)/(384*E*AMAX)) 9.5295 irf 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR PURLIN CANTILEVER SPAN Trib. Width (TW) = 10.00 ft Length (L) = 9.00 ft Trib. Area (TA) = 90.00 ft2 Fb= 32,934.13 psi w = MAX = 225.00 plf WLL=LL*TW= 200.00 pif VL=VR= w*L = 2,025.00 Ib M=(w*L2)/2= 9,112.50 ft-lb Sreq = M/Fb = 3.3203 in3 AMAX= L/(150/2) AMAX = 1.44 in "req= ((WLL*L4*1728)/(8*E*AMAX lreq = 6.7872 in4 UseC10X3.25X12GA. AEP S= l = Dead Load (DL) = 2.50 psf Live Load (LL) = 20.00 psf Total Load (TL) = 22.50 psf E = 29,000,000 psi MAX OF LOAD CASES; ANY LOAD CASE INCLUDING W WAS DIVIDED BY 1.33 BEFORE EVALUATION SIMPLE SPAN GOVERNS )) SIMPLE SPAN GOVERNS 5.5270 in3 OK 28.1040 in4 OK 10 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR *• * • * m * <m •» '•«* «B* -. ,- - ** . .> «T 1* <*W * *W at "** <9 BEAM WIND LOADS V = EXPOSURE = DUE TO SLOPED P = PNW-UP = WNW-UP = WNW-UP = PNW-DOWN = WNW-DOWN = WNW-DOWN = CANTILEVERED SHORT Trib. Width (TW) = Length (L) = Trib. Area (TA) = Fb = 85MPH 85 C mph OCCUPANCY = II l= 1.0 ROOF - MWFRS qh*G*CN Qh = Qh = G = CNW-UP = CNL-UP = CNW-DOWN = CNL-DOWN = 5.68 PNW-up*TW 96.55 13.63 PNW-DOWN *TW 231.72 SPAN 17.00 7.00 340.00 32,934.13 .00256*Kz*Kzt*Kd*V2*l Kz = Kzt = Kd = 13.36 0.85 0.5 1.2 1.2 0.3 psf plf psf plf ft ftft2 psi 0.85 1.0 0.85 PNL-UP= 13.63 psf WNL-UP = PNL-UP*TW WNL_UP= 231.72 plf PNL-DOWN = 3.41 psf WNL-DOWN = PNL-DOWN*TW WNL.DQWN = 57.93 plf Dead Load (DL) = 4.00 psf Live Load (LL) = 20.00 psf Total Load (TL) = 24.00 psf E = 29,000,000 psi BEAM Use (2) - C 10 X 3.25X12GA.AEP 11 4 S.T.E.L.M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 BEAM CANTILEVERED SHORT SPAN LOAD CASES D WSD = WSD = VSD=wSD*L = MSD = (wSD*L2)/2 = D + 1.3*W WDOWN-NL = WDOWN-NL = VS-DN = WDOWN-NL*L = MS-DN=(WDOWN-NL*l-2)/2= CANTILEVERED LONG Trib. Width (TW) = Length (L) = Trib. Area (TA) = LOAD CASES D WLD = WLD = VLD=wLD*L = MLD = (wLD*L2)/2 = DL*TW 68.00 plf 476.00 Ib 1,666.00 ft-lb (TW*DL)+(1.3*wNL.DOWN) 143.31 plf 1,003.16 Ib 3,511.08 ft-lb SPAN 17.00 ft 13.00 ft 340.00 ft2 32,934.13 psi DL*TW 68.00 plf 884.00 Ib 5,746.00 ft-lb D + Lr ws = ws = VS = WS*L = Ms = (ws*L2)/2 = 2/3*D + 1.3*W WUP-NW = WUP-NW = V - uu *l —S-UP ~ WUP_NW L - — A«i *l 2\lo —S-UP ~ iwUP-NW L Vt- ~ Dead Load (DL) = Live Load (LL) = Total Load (TL) = E = a±L WL = WL = VL = wL*L = ML = (wL*L2)/2 = TW*TL 408.00 2,856.00 9,996.00 1.3*wNW_UP- 80.18 561.27 1,964.46 4.00 17.20 21.20 29,000,000 TW*TL 360.40 4,685.20 30,453.80 plf Ib ft-lb ((2/3)*(TW*DL)) plf Ib ft-lb psf psf psf psi plf Ib ft-lb 12 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR • BEAM * CANTILEVERED LONG SPAN LOAD CASES * D + 1.3*W WDOWN-NW= (TW*DL)+(1.3*wNW.DOWN) WDOWN-NW = 369.24 plf WDOWN-NL = (TW*DL)+(1.3*wNL.DOWN) WDOWN-NL = 143.31 plf WDOWN-NW*'I VL.DN= 4,122.30 10.00 ft 3.00 ft Ib ML.DN = ((wDowN-Nw*li)*(l2 +(li/2)))+((wDOWN.NL*l2)*(l2/2)) ML.DN = 29,970.38 ft-lb 2/3*D+ 1.3*W WUP-NL = 1 .3*wNL.UP - ((2/3)*(TW*DL)) WUP-NL = 255.90 plf WUP-NW = wUP.Nw= VL-UP = VL.UP= ML.UP = ML.UP= 1 .3*wNw.UP - ((2/3)*(TW*DL)) 80.18 plf 10.00 ft 3.00 ft WUP-NL*|I + w 2,799.58 Ib ((wUP.NL*l1)*(l2+(l1/2)))+((wUP.NW*l2)*(l2/2)) 20,714.33 ft-lb 13 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR BEAM GOVERNING LOAD CASES D + Lr VTL = VTL = MTL = MTL = 2/3*D+ 1.3*W VUP = VUP = 7,541.20 ML - MSD 28,787.80 VL-UP + 3,360.86 Ib ft-lb D + 1.3*W VDN = MUP = ML-UP - MS.UP MUP= 18,749.87 Ib ft-lb VL-DN + 5,125.46 Ib ML-DN - MS.DN 26,459.30 ft-lb MAX OF LOAD CASES; ANY LOAD CASE INCLUDING W WAS DIVIDED BY 1.33 BEFORE EVALUATION BEAM DESIGN MMAX = MMAX = MAX DUE TO LOAD CASES 28,787.80 ft-lb lreq = Sreq = MMAX/Fb = 10.4892 in3 L/( 150/2) 2.08 in (((TW*LL)*L4*1728)/(8*E*AMAX)) lreq = 29.9050 in4 USING 2 SECTIONS (ONE EACH SIDE OF THE COLUMN) Sreq-FOR2=(M/Fb)/2= 5.2446 1113 lreq-FOR2= 14-9525 in4 Use(2)-C 10X3.25 X 12 GA.AI S= 5.5270 l= 28.1040 in0 in4 OK OK 14 4 S.T.E.L.M-C ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 COLUMN VERTICAL LOADS Trib. Width (TW) = 17.00 Length (L) = 20.00 Trib. Area (TA) = 340.00 Total Dead Load (TDL) = TDL= 1,360.00 Total Live Load (TLL) = TLL = 5,848.00 Total Vertical Load (TVL) = TVL = 7,208.00 WIND LOADS ALL WIND LOADS ON OPEN VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR ft Dead Load (DL) = 4.00 psf ft Live Load (LL) = 17.20 psf ft2 Total Load (TL) = 21.20 psf DL*TA Ib LL*TA Ib TDL+TLL Ib STRUCTURES ARE NORMAL TO ROOF SLOPE; AS SUCH WIND LOADS ON THE COLUMN ARE LOADS THAT ARE TRANSFERRED BY THE BEAM. SEISMIC LOADS OCCUPANCY = II l= 1.0 SITE CLASS = D SDC= D hn = 9.85 Ss= 1.101 Fa= 1.0 SMS = Fa*Ss SMS= 1.101 SDS = (2/3)*SMS SDS = 0.734 SDC= D R = 2.50 n0= 1.25 Cd = 2.50 TL = 8.0 sec ft p= 1.00 9 S, = 0.42 g Fv= 1.50 SMI = FV*S1 SMi = 0.632 SD1 = (2/3)*SM1 SD1 = 0.421 SDC= D COLUMN (2) - C 10 X 3.25 X 12GA. AEP 15 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR COLUMN SEISMIC LOADS V = v = v = CVX = E = E = C *h x t nn 0.111 cs*w 0.294 399.30 CVX*V 1.00 399.30 *TDL Ib Ib X = Cs = Cs = Cs = Cs = 0.02 0.75 SDS/(R/I) 0.294 SD1/(T*(R/I) 1.514 MAX 0.01 MIN p*Fx + .2*SDS*TDL 399.30 Ib .2*SDS*TDL 199.65 Ib STRONG DIRECTION LOAD CASE 1 D + Lr (EQ. 16-16) TVL (EQ. 16-17)LOAD CASE 2 D + 1.3W D + 1.3W = TDL + WIND FROM BEAM LOAD CASE 3 D+ 1.3W/2 D+ 1.3W/2 LOAD CASE 4 D + E/1.4 D + E/1.4 = LOAD CASE 5 (EQ. 16-21) .9D + E/1.4 .90 + E/1.4 = .9*0 + Ev/1 .4 + Eh/1.4 (EQ. 16-19) DOES NOT GOVERN LESS THAN LOAD CASE 2 TDL + WIND FROM BEAM/2 (EQ. 16-20) DOES NOT GOVERN LESS THAN LOAD CASE 4 16 wi •m -M 4 S.T.E.L. ENGINEERING,INC. M-C VENTANA REAL PHII JOB NQ:09D052 DATE:9/21/2009BY:DKR 1046 CALLE RECODO SUITE J * m » SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 COLUMN TRY „ (2) - C 10 X 3.25 X 12 GA. AEP * * * * Fy = A = Sx = rx = COLUMN HT (CH) = STRONG DIRECTION 55,000.00 2.59 11.05 7.71 10.00 , LOAD CASE 1 TVL * tm m =- * « - '*"" P = P = M= M M = f.= fa = Kl/r = Fa = fa/Fa + fb/Fb < fa/Fa + fb/Fb = TVL 7,208.00 TL FROM BEAM 28,787.80 P/A 2,785.16 32.68 26,812.07 1.00 0.96 psi Fb= 32,934.13 psi in2 in3 Sy= 2.38 in ry= 2.41 ft K= 2.10 GOVERNS Ib ft-lb fb = M/S psi fb= 28,126 psi Fb = 32,934 OK in3 in 31 13 psi LOAD CASE 2 TDL + WIND FROM BEAM - P = P = M= M M = f.= f.= Kl/r = TDL 1,360.00 Ib DN FROM BEAM 26,459.30 P/A 525.50 32.68 ft-lb fb = M/S psi fb = 28,723 ,' 68 psi 17 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR COLUMN STRONG DIRECTION LOAD CASE 2 fa/Fa + fb/Fb < fa/Fa + fb/Fb = 26,812.07 1.33 0.89 psi OK LOAD CASE 4 D + Ev/1.4 + Eh/1.4 P = P = M = M = f.= f.= Kl/r = fa/Fa + fb/Fb £ fa/Fa + fb/Fb = TDL+E/I.4 1,502.61 Ib ((E/1.4)*CH)+(MDL-MSD) 6,932.11 ft-lb P/A 580.60 32.68 26,812.07 1.33 0.25 psi psi OK Fh =32,934.13 psi V V Fh = M/S 7,525.36 psi 32,934.13 psi 18 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR COLUMN WEAK DIRECTION LOAD CASE 1 D + Lr D + Lr = (EQ. 16-16) TVL LOAD CASE 2 (EQ. 16-17) D + 1.3W D + 1.3W= TDL LOAD CASE 3 (EQ. 16-19) D + 1.3W/2 DOES NOT GOVERN LESS THAN LOAD CASE 1 DOES NOT GOVERN LESS THAN LOAD CASE 1 D + 1.3W/3 TDL LOAD CASE 4 (EQ. 16-20) D + E/1.4 D + E/1.4=Eh/1.4 LOAD CASE 5 (EQ. 16-21) .9D + E/1.4 DOES NOT GOVERN LESS THAN LOAD CASE 4 .90 + E/1 .4 = .9*0 + LOAD CASE 1 TVL .4 + Eh/1 .4 P = P = M = M = f.= f.= Kl/r = fa/Fa + fb/Fb < fa/Fa + fb/Fb = TVL 7,208.00 Ib NO WEAK DIRECTION MOMENT DUE TO DEAD OR LIVE LOADS 0.00 P/A 2,785.16 104.74 13,592.84 1.00 0.20 ft-lb psi psi OK Fh = M/S 0.00 32,934.13 psi 19 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR COLUMN WEAK DIRECTION LOAD CASE 4 D + Ev/1.4 + Eh/1.4 GOVERNS P = P = M = M = f.= f.= Kl/r = fa/Fa + fb/Fb < fa/Fa + fb/Fb = TDL+Eyi.4 1,502.61 E/1.4*CH 2,852.11 P/A 580.60 104.74 13,592.84 1.33 0.48 ft-lb psi psi OK M/S 14,368.33 psi Fh =32,934.13 psi P In 20 M-C :• m ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR *• COLUMN ALTERNATE ^ STRONG DIRECTION « HSS 10X6 X 3/1 6; ASTMA500 GRADE m *™ m •m * *" M - i*l •" « •— * „ . - •m •m « » •M "** *" Fy = A = sx = rx = COLUMN HT (I) = LOAD CASE 1 P = P = M = M = f.= fa = Kl/r = Fa = fa/Fa + fb/Fb S fa/Fa + fb/Fb = LOAD CASE 2 P = P = M = M = f.= f.= Kl/r = Fa = fa/Fa + fb/Fb S fa/Fa + fb/Fb = 46,000.00 psi o5.37 in2 • 314.90 m 3.73 in 10.00 ft TVL TVL 7,208.00 Ib MTL FROM BEAM 28,787.80 ft-lb P/A 1,342.27 psi 67.56 21,389.14 psi 1.00 0.90 OK B F = 46 ksi1 Fb = 27,600.00 psi 3Sy= 11.40 m ry = 2.52 in K= 2.10 GOVERNS fb = M/S fb= 23,184.81 Fb = 27,600.00 psi TDL + WIND FROM BEAM TDL 1,360.00 Ib MDN FROM BEAM 26,459.30 ft-lb P/A 253.26 psi 67.56 21,389.14 psi 1.33 0.78 OK fb = M/S fb= 21,309.50 psi Fb = 27,600.00 psi COLUMN ALTERNATE HSS 10X6X3/16; ASTM A500 GRADE B Fy = 46 ksi 21 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR COLUMN ALTERNATE STRONG DIRECTION LOAD CASE 4 D + Ev/1 .4 + Eh/1.4 p = p = M = M = fa = f.= Kl/r = Fa = fa/Fa + fb/Fb <, fa/Fa + fb/Fb = TDL+E/I.4 1,502.61 Ib ((E/1.4)*CH)+(MDL-MSD) 6,932.11 ft-lb psi psi OK 279.81 67.56 21,389.14 1.00 0.22 M/S 5,582.91 psi Fh =27,600.00 psi WEAK DIRECTION LOAD CASE 1 TVL P = P = M = M = f.= Kl/r = fa/Fa + fb/Fb < fa/Fa + fb/Fb = TVL 7,208.00 Ib NO WEAK DIRECTION MOMENT DUE TO DEAD OR LIVE LOADS 0.00 ft-lb P/A 1,342.27 100.00 14,710.00 1.00 0.09 psi psi OK Fb = M/S 0.00 27,600.00 psi 22 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR • COLUMN ALTERNATE WEAK DIRECTION LOAD CASE 4 D + Ev/1.4 + Eh/1.4 GOVERNS P = P = M = M = Kl/r = Fa = fa/Fa + fb/Fb < fa/Fa + fb/Fb = TDL+E/I.4 1,502.61 E/1.4*CH 2,852.11 P/A 279.81 100.00 14,710.00 1.00 0.13 ft-lb psi psi OK fh = Fb = M/S 3,002.23 psi 27,600.00 psi 23 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR FOOTING LATERAL TRY A 24" DIAMETER BY 8'-9" DEEP A = (2.34*P)/S1*b d = A/2 * (1 + SQRT(1 + (4.36*h)/A))) P = 2,878.8 PASSIVE = 300.00 DEPTH = 8.75 S, = 875.00 DIAMETER = 2.00 b = 2.00 HEIGHT (h)= 10.00 ft ft ft A = d = TOTAL LOAD 3.85 8.68 OK Total Vertical Load (TVL) = MAX PER COLUMN TVL = 7,208.00 Ib SKIN FRICTION (SK) = CIRCUMFERENCE OF FOOTING * FRICTION WITH SOIL SK= 43,982.30 Ib END BEARING (B) = SOIL BEARING VALUE = END AREA OF THE FOOTING * SOIL BEARING VALUE B = BORSK = UPLIFT 6,283.19 43,982.30 2,000.00 Ib psf 7,208.00 TVL OK UPLIFT (U) = MAX FROM BEAM U= 7,541.20 Ib RESISTING DEAD LOAD (RDL)= RDL= 1,360.00 TDL Ib CONCRETE WT (CWT) = VOLUME OF CONCRETE * WT CWT= 4,123.34 SKUP = ,75*SK = 32,986.72 )*(RDL+CWT)+(5/8)SK = 31,144.50 Ib 7,541.20 U OK FOOTING 24" DIAMETER BY 8'-9" DEEP EMBED COLUMN 7'-9" OK FOR TOTAL LOAD OK FOR UPLIFT CONCRETE 2500 PSI IN 28 DAYS WITH TYPE V CEMENT 24 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR , FOOTING LATERAL TRY A 30" DIAMETER BY 8'-0" DEEP A= (2.34*P)/S1*b d = A/2 * (1 + SQRT(1 + (4.36*h)/A))) P = 2,878.8 PASSIVE = 300.00 DEPTH = 8.00 S-, = 800.00 DIAMETER = 2.50 b= 2.50 HEIGHT (h)= 10.00 ft ft ft A = d = TOTAL LOAD 3.37 7.97 OK Total Vertical Load (TVL) = MAX PER COLUMN TVL =7,208.00 SKIN FRICTION (SK) = SK =50,265.48 END BEARING (B) = SOIL BEARING VALUE = B= 9,817.48 Ib CIRCUMFERENCE OF FOOTING * FRICTION WITH SOIL Ib END AREA OF THE FOOTING * SOIL BEARING VALUE 2,000.00 Ib BORSK = UPLIFT 50,265.48 psf 7,208.00 TVL OK UPLIFT (U) = MAX FROM BEAM U= 7,541.20 Ib RESISTING DEAD LOAD (RDL)= RDL= 1,360.00 Ib TDL CONCRETE WT (CWT) = CWT = 5,890.49 VOLUME OF CONCRETE * WT SKUP = .75*SK= 37,699.11 Ib )*(RDL+CWT)+(5/8)SK = 36,249.58 >7,541.20 U OK FOOTING 30" DIAMETER BY 8'-0" DEEP EMBED COLUMN 7'-0" OK FOR TOTAL LOAD OK FOR UPLIFT CONCRETE 2500 PSI IN 28 DAYS WITH TYPE V CEMENT 25 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOBNO:09D052 DATE:9/21/2009BY:DKR FOOTING LATERAL TRY A 4'-9" SQUARE BY 5'-6" DEEP A = (2.34*P)/S1*b d = A/2 * (1 + SQRT(1 + (4.36*h)/A))) P = 2,878.8 PASSIVE = 300.00 DEPTH = 5.50 S-, = 550.00 SIDE= 4.75 b = 6.72 HEIGHT (h)= 10.00 ft ft ft A = d = TOTAL LOAD 1.82 5.46 OK Total Vertical Load (TVL) = MAX PER COLUMN TVL = 7,208.00 Ib SKIN FRICTION (SK) = PERIMETER OF FOOTING * FRICTION WITH SOIL SK = 34,833.33 Ib END BEARING (B) = SOIL BEARING VALUE = END AREA OF THE FOOTING * SOIL BEARING VALUE B = B OR SK = UPLIFT 45,125.00 45,125.00 2,000.00 Ib psf 7,208.00 TVL OK UPLIFT (U) = MAX FROM BEAM U= 7,541.20 Ib RESISTING DEAD LOAD (RDL)= RDL= 1,360.00 TDL Ib CONCRETE WT (CWT) = VOLUME OF CONCRETE * WT CWT= 18,614.06 SKUP = .75*SK= 26,125.00 Ib )*(RDL+CWT)+(5/8)SK = 35,086.88 >7,541.20 U OK FOOTING 4'-9" SQUARE BY 5'-6" DEEP EMBED COLUMN 5'-0" OK FOR TOTAL LOAD OK FOR UPLIFT CONCRETE 2500 PSI IN 28 DAYS WITH TYPE V CEMENT 26 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:9/21/2009BY:DKR . CONNECTIONS PURLIN TO BEAM PURLIN VL=VR= USING 2 BOLTS Ib/BOLT = Ib/BOLT = 1,912.50 VL-OR-R/2 956.25 Ib USE 2 -1/2" DIAMETER A307 BOLTS BEAM TO COLUMN USING 2 SECTIONS ML = 28,787.80 ft-lb TVL = 7,208.00 Ib USING 4 BOLTS DUE TO MOMENT Ib/SET OF BOLTS = (M/d)/2 d = DISTANCE BETWEEN BOTTOM LEFT BOLT AND TOP RIGHT BOLT d= 9.90 in Ib/SET OF BOLTS = 17,448.04 Ib Ib/SET OF BOLTS/SECTION = (Ib/SET OF BOLTS)/2 Ib/SET OF BOLTS/SECTION = 8,724.02 DUE TO LOAD Ib/SECTION = TDL/2 Ib/SECTION = 3,604.00 Ib/SECTION/BOLT = Ib/SECTION/BOLT = (lb/SECTION)/4 901.00 TOTAL PURLIN TO BEAM 2- 1/2" DIAMETER A307 BOLTS EACH PURLIN TO EACH BEAM W/ A 12GA.CLIP ANGLE BEAM TO COLUMN USING 2 SECTION Use 4-1" DIAMETER A307 BOLTS OR 4 - 3/4" DIAMETER A325 BOLTS IN A 7" BY 7" SQUARE PATTERN R = SQRT((DUE TO MOMENT)2 + (DUE TO LOAD)2) R = 8,770.42 Use 4-1" DIAMETER A307 BOLTS OR 4 - 3/4" DIAMETER A325 BOLTS IN A 7" BY 7" SQUARE PATTERN 27 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NIO:09D052 DATE:9/21/2009BY:DKR CONNECTIONS DECK PULLOUT Pup =13.63 psf Dead Load (DL) = 1.00 psf EFFECTIVE WIND AREA (EWA) =SCREW SPACING * PURLIN SPACING EWA =12.50 ft2 PU = (pup*EWA)-(.6*(DL*EWA)) PU= 162.88 SCREWS PER FOOT= w/PULLOUT PULLOUT = 349.00 Ib SCREWS PER 15"= 0.47 USE 1-#10 SMS EVERY 15 " DECK PULLOUT 1-#10 EVERY 15" INTO EACH PURLIN 28 STRUCTURAL ENGINEERING 1046 CALLE RECODO, SUITE J SAN CLEMENTE, CA. 92673 PHONE #: (949) 388-9333 FAX#: (949)388-3773 JOB INFORMATION: VENTANA REAL PHASE CARLSBAD, CA ENGINEERING FIRM: 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO, SUITE J SAN CLEMENTE, CA. 92673 PHONE: (949) 388-9333 FAX: (949) 388-3773 ENGINEERING FIRM'S JOB #: 09D052 APPROVED BY: ENGINEER: • DUSTIN K. ROSEPINK LICENSED STATE: CA. LICENSE NUMBER: C 72487 *=BENGINEERING STRUCTURAL ENGINEERING 1046 CALLE RECODO, SUITE J SAN CLEMENTE, CA. 92673 PHONE #: (949) 388-9333 FAX#: (949)388-3773 CODE: 2007 CBC LOADS: ROOF LIVE LOAD: ROOFING DEAD LOAD: SOIL ALLOWABLE BEARING: CONTINOUS FOOTING: ISOLATED PAD: PASSIVE: CONCRETE: STRENGTH f'c: STEEL: COLD FORMED: HSS: 10psf (Reducible) 4.0 psf (Total, See Calcs For Details) 2000.0 psf 2000.0 psf 300 pcf 2,500.0 psi ASTM A653 GR. 50 ASTM A500 GR. B 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR PROJECT INFORMATION ROOF SLOPE ROOF SLOPE: 1/4 ANGLE (A) = 1.19 HEIGHT INFORMATION CLEAR HEIGHT (CLRH) = MAX COLUMN HEIGHT (CH) = MEAN ROOF HEIGHT (hn) = DEAD LOADS Roof Deck 1.00 Purlins 1.50 Beam 1 .50 Total 4.00 Decking SIMPLE SPAN Trib. Width (TW) = 1.00 Simple Span (SS) = 1 1 .75 ^antilevered Span (CS) = 4.13 Fb= 47,904.19 WIND LOADS 85 MPH PANEL WIDTH (PW) = 3.00 Length (L) = 20.00 EFFECTIVE WIND AREA (EWA) = EWA= 133.33 V= 85 EXPOSURE = C IN 12.00 L = 20.00 ft 7.50 ft 10.00 ft 9.85 ft psf psf psf psf ft Dead Load (DL) = 1.00 psf ft Live Load (LL) = 20.00 psf ft Total Load (TL) = 21.00 psf psi E= 29,000,000 psi ft a= 3.00 ft ft (PW*L) GREATER OR EQUAL TO (L*((1/3)*L)) ft2 mph OCCUPANCY = II l= 1.0 DECKING HR-36 AEP 26 GAUGE Fy = 80 ksi 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY: DKR Decking WIND LOADS DUE TO SLOPED ROOF - COMPONENTS AND CLADDING P = PDOWN - WDOWN = WDOWN = LOAD CASES WD = WD = D + 1.3*W WDOWN = WDOWN = qh*G*CN G = CM-DOWN .00256*Kz*Kzt*Kd*V2*l Kz = 0.85 Kzt= 1.0 Kd = 0.85 13.36 0.85 1.2 1.2 13.63 PoowN*TW 13.63 psf plf TWTD 1.00 plf (TW*DL)+(1.3*wDOWN) 18.72 plf PUP - WUP = WUP = D + L. w = w = 2/3*D + 1.3*W wup = wup = 13.63 psf pUP*TW 13.63 plf TWTL 21.00 plf (1.3*wUP)-((2/3)*(TW*DL)) 17.05 plf 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR Decking CHECK SIMPLE SPAN w = MAX= 21.00 V = V = M = M = Sreq = M/Fb • w*L/2 210.00 plf Ib (V*(SS/2))-(w*(L/2))*((L/2)/2) 183.75 ft-lb 0.0460 SS/60 17.00 in3/ft in lreq = U,= ((5*w*SS4*1728)/(384*E*AMAX)) 40.0183 irr CHECK CANTILEVERED SPAN W = MAX= 21.00 plf M = M = Sreq = M/Fb = (w*CS2)/2 178.66 ft-lb 0.0448 CS/(60/2) 1.65 in" in lreq =(((TW*LL)*CS4*1728)/(8*E*AMAX)) 0.0261 in4 SIMPLE SPAN GOVERNS HR-36 AEP 26 GAUGE F = 80 ksi S =0.0895 0.0825 in3/ft in4/ft OK OK 4 S.T.E.L.M-C VENTANA REAL PHIItzNlallMEEKINLi, IIMU. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 PURLIN SIMPLE SPAN Trib. Width (TW) = Length (L) = Trib. Area (TA) = Fb = WIND LOADS Trib. Width (TW) = Length (L) = EFFECTIVE WIND EWA = V = EXPOSURE = DUE TO SLOPED P = PDOWN = WDOWN = WDOWN = 10.00 17.00 170.00 32,934.13 85MPH 10.00 17.00 AREA (EWA) 170.00 85 C DATE:1 1/4/2009BY:DKR ft Dead Load (DL) = 2.50 psf ft Live Load (LL) = 20.00 psf ft2 Total Load (TL) = 22.50 psf psi E= 29,000,000 psi ft a= 3.00 ft ft (TW*L) GREATER OR EQUAL TO (L*((1/3)*L)) ft2 mph OCCUPANCY = II l= 1.0 ROOF - COMPONENTS AND CLADDING qh*G*CN qh = qh = G = CN-UP = CM-DOWN = 13.63 PoowN*TW 136.31 .00256*Kz*Kzt*Kd*V2*l Kz = 0.85 Kzt = 1.0 Kd= 0.85 13.36 0.85 1.2 1.2 psf PUP= 13.63 psf WUP = Pup*TW plf wup= 136.31 plf PURLIN Use C 10 X 3.25 X 12GA.AEP 4 S.T.E.L ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE: 11/4/2QQ9BY: DKR PURLIN LOAD CASES D WD = D + 1.3*W WDOWN = WDOWN = w = MAX = WLL= LL*TW = TWTD 25.00 plf (TW*DL)+(1.3*wDOWN) 202.20 plf D + L w = w = 2/3*D + 1.3*W wup = WUP = TW*TL 225.00 plf (1.3*wUP)-((2/3)*(TW*DL)) 160.53 plf 225.00 200.00 VL=VR= (w*L)/2 = 1,912.50 M= Sreq = M/Fb = 8,128.13 2.9616 L/150 1.36 plf MAX OF LOAD CASES; ANY LOAD CASE INCLUDING W WAS DIVIDED BY 1.33 BEFORE plf EVALUATION Ib ft-lb in' in ((5*wLL*L4*1728)/(384*E*AMAX)) 9.5295 in" 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR PURLIN CANTILEVER SPAN Trib. Width (TW) = 10.00 Length (L) = 9.00 Trib. Area (TA) = 90.00 Fb= 32,934.13 w = MAX = 225.00 WLL= LL*TW = 200.00 VL=VR= w*L = 2,025.00 M= (w*L2)/2 = 9,112.50 Sreq = M/Fb = 3.3203 AMAX= L/(150/2) AMAX = 1 .44 ft Dead Load (DL) = 2.50 psf ft Live Load (LL) = 20.00 psf ft2 Total Load (TL) = 22.50 psf psi E= 29,000,000 psi plf MAX OF LOAD CASES; ANY LOAD CASE INCLUDING W WAS DIVIDED BY 1.33 BEFORE plf EVALUATION Ib ft-lb in3 SIMPLE SPAN GOVERNS in lreq= ((WLL*L4*1728)/(8*E*AMAX)) lreq = 6.7872 Use C 1 0 X 3.25 X 12 GA. AEP in4 SIMPLE SPAN GOVERNS S= 5.5270 in3 OK l= 28.1040 in4 OK I 10 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTS, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR BEAM WIND LOADS 85 MPH V= 85 EXPOSURE = C mph OCCUPANCY = II l= 1.0 DUE TO SLOPED ROOF - MWFRS p = qh*G*CN qh = qh = G = CNW-UP = CNL-UP = CNW-DOWN = CNL-DOWN = PNW-UP = 5.68 WNW-UP = PNW-UP *TW WNW-UP = 96.55 PNW-DOWN = 13.63 WNW-DOWN = PNW-DOWN *TW WNW-DOWN = 231.72 CANTILEVERED SHORT SPAN Trib. Width (TW) = 17.00 Length (L) = 7.00 Trib. Area (TA) = 340.00 Fb= 32,934.13 .00256*K2*K2t*Kd*V2*l Kz = KZ,= «<,= 13.36 0.85 0.5 1.2 1.2 0.3 psf plf psf plf ft ftft2 psi 0.85 1.0 0.85 PNL-UP= 13.63 psf WNL-UP = PNL-UP*TW WNL-UP = 231.72 plf PNL-DOWN = 3.41 psf WNL-DOWN = PNL-DOWN TW WNL-DOWN = 57.93 plf Dead Load (DL) = 4.00 psf Live Load (LL) = 20.00 psf Total Load (TL) = 24.00 psf E = 29,000,000 psi BEAM Use (2) -C 10 X 3.25X12GA.AEP 11 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR BEAM CANTILEVERED SHORT SPAN LOAD CASES D DL*TW 68.00 476.00 MSD = (wSD*L2)/2 = 1,666.00 D + 1.3*W plf Ib ft-lb ws = ws = TW*TL 408.00 WDOWN-NL = (TW*DL)+(1.3*wNL.DOWN) WDOWN-NL = 143.31 plf = wDOWN-NL*l-= 1,003.16 Ib plf Vs = ws*L = 2,856.00 Ib Ms = (ws*L2)/2 = 9,996.00 ft-lb 2/3*D+1.3*W WUP.NW = 1.3*wNW.UP - ((2/3)*(TW*DL)) WUP-NW = 80.18 plf VS-UP = wUP.NW*L = 561.27 Ib Ms-DN=(wDOwN-NL*L2)/2= 3,511.08 CANTILEVERED LONG SPAN Trib. Width (TW) = 17.00 Length (L) = 13.00 Trib. Area (TA) = 340.00 Fb= 32,934.13 LOAD CASES D ft-lb S-UP = (WUP-NW*L )/2 = 1,964.46 ft-lb ft ft ft2 psi Dead Load (DL) = 4.00 psf Live Load (LL) = 17.20 psf Total Load (TL) = 21.20 psf E = 29,000,000 psi DL*TW 68.00 plf VLD=wLD*L= 884.00 Ib MLD = (wLD*L2)/2 = 5,746.00 ft-lb WL = WL = VL=wL*L = TW*TL 360.40 plf 4,685.20 Ib ML = (wL*L2)/2 = 30,453.80 ft-lb 12 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE. CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE: 11 /4/2009BY: DKR BEAM CANTILEVERED LONG SPAN LOAD CASES D + 1.3*W WDOWN-NW= (TWT>L)+(1.3^vNW.DOWN) WDOWN-NW = 369.24 plf WDOWN-NL = (TW*DL)+(1.3*wNL_DOWJ) WDOWN-NL = 143.31 plf WDOWN-NW*! 1 4,122.30 I2 = 10.00 ft 3.00 ft VL.DN= ML.DN = ML.DN = 2/3*D+ 1.3*W WUP-NL= WUP-NL = WUP-NW= WUP-NW= VL.UP= ML.UP = ML.UP = Ib ((wDowN-Nw*li)*(l2+(li/2)))+((wDowN-NL*l2)*(l2/2)) 29,970.38 ft-lb 1.3*wNL.UP-((2/3)*(TW*DL)) 255.90 plf 1.3*wNW.UP-((2/3)*(TW*DL)) 80.18 plf WUP.NL*I1 + WUP.NW*I2 2,799.58 Ib ((wUP.NL*l1)*(l2+(l1/2)))+((wUP.NW*l2)*(l2/2)) 20,714.33 ft-lb I2 = 10.00 ft 3.00 ft 13 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE: 11/4/2QQ9BY: DKR BEAM GOVERNING LOAD CASES D + L, VTL = VTL = MTL = MTL = 2/3*D+1.3*W VUP = MUP = MUP = BEAM DESIGN 7,541.20 ML. - MSD 28,787.80 VS_UP 3,360.86 ML-UP - 18,749.87 Ib ft-lb D + 1.3*W VDN = VDN = MDN = MDN = VL-DN + 5,125.46 Ib 26,459.30 ft-lb Ib ft-lb MAX OF LOAD CASES; ANY LOAD CASE INCLUDING W WAS DIVIDED BY 1.33 BEFORE EVALUATION MAX DUE TO LOAD CASES 28,787.80 ft-lb Sreq = MMAX/Fb= 10.4892 AMAX= L/(150/2) AMAX = 2.08 in 'req ~ 'req ~ (((TW*LL)*L4*1728)/(8*E*AMAX)) 29.9050 in4 USING 2 SECTIONS (ONE EACH SIDE OF THE COLUMN) :_3Sreq.FOR2 = (M/Fb)/2= 5.2446 req-FOR 2 14.9525 in4 Use(2)-C10X3.25X12GA.AI S =5.5270 28.1040 in" in4 OK OK 14 4 S.T.E.L. ENGINEERING, INC.VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 COLUMN VERTICAL LOADS Trib. Width (TW) = 17.00 ft Dead Load (DL) = Length (L) = 20.00 ft Live Load (LL) = Trib. Area (TA) = 340.00 ft2 Total Load (TL) = Total Dead Load (TDL) = DL*TA TDL = 1,360.00 Ib Total Live Load (TLL) = LL*TA TLL = 5,848.00 Ib Total Vertical Load (TVL) = TDL+TLL TVL = 7,208.00 Ib WIND LOADS ALL WIND LOADS ON OPEN STRUCTURES ARE NORMAL TO 4.00 psf 17.20 psf 21.20 psf ROOF SLOPE; AS SUCH WIND LOADS ON THE COLUMN ARE LOADS THAT ARE TRANSFERRED BY THE BEAM. SEISMIC LOADS OCCUPANCY = II R = i= 1.0 n0 = SITE CLASS = D Cd = SDC D TL = hn= 9.85 ft p = Ss= 1.142 g 3,= Fa= 1.043 Fv = SMS = Fa*Ss SMi = SMS= 1.191 SMi = SDS = (2/3)*SMs SD1 = SDS = 0.794 SD1 = SDC = D SDC = 2.50 1.25 2.50 8.0 sec 1.00 0.433 g 1.567 Fv*Si 0.679 (2/3)*SMi 0.452 D COLUMN (2)-C10X3.25X 12GA. AEP 15 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR COLUMN SEISMIC LOADS C,*hnx 0.111 CS*W 0.318 *TDL 431.97 Ib Cvx*V 1.00 431.97 Ib p*Fx + .2*SDS*TDL P*FX 431.97 Ib STRONG DIRECTION LOAD CASE 1 (EQ. 16-16) D + Lr D + Lr = TVL LOAD CASE 2 (EQ. 16-17) D + 1.3W D + 1.3W= TDL + WIND FROM BEAM Ta = Ta = V = V = V = Fx = E = E = c« = x = cs = Cs = Cs = Ce = 0.02 0.75 SDS/(R/I) 0.318 SD1/(T*(R/I) 1.627 MAX 0.01 MIN .2*SDS*TDL 215.99 Ib LOAD CASE 3 (EQ. 16-19) D + 1.3W/2 D + 1.3W/2 TDL + WIND FROM BEAM/2 LOAD CASE 4 (EQ. 16-20) D + E/1.4 D + E/1.4= D + E/l.4 + Eh/1.4 DOES NOT GOVERN LESS THAN LOAD CASE 2 LOAD CASE 5 (EQ. 16-21) .9D + E/1.4 .90 + E/1.4 = .9*0 + Ev/1.4 + Eh/1.4 DOES NOT GOVERN LESS THAN LOAD CASE 4 16 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTS, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR COLUMN TRY (2) -C 10X3.25 A = Sx = COLUMN HT (CH) = X12GA. AEP 55,000.00 psi Fb= 32,934.13 psi 2.59 in2 11.05 in3 Sy= 2.38 in3 7.71 in ry= 2.41 in 10.00 ft K= 2.10 STRONG DIRECTION LOAD CASE 1 P = P = M = M = f.= fa = Kl/r = Fa = fa/Fa + fb/Fb < fa/Fa + fb/Fb = LOAD CASE 2 P = P = M = M = f.= fa = Kl/r = TVL GOVERNS TVL 7,208.00 Ib MTL FROM BEAM 28,787.80 ft-lb P/A fb = M/S 2,785.16 psi fb= 28,126.31 32.68 26,812.07 psi Fb = 32,934.13 psi 1.00 0.96 OK TDL + WIND FROM BEAM TDL 1,360.00 Ib MDN FROM BEAM 26,459.30 ft-lb P/A fb = M/S 525.50 psi fb= 28,723.68 psi 32.68 17 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR COLUMN STRONG DIRECTION LOAD CASE 2 Fa= 26,812.07 fa/Fa + fb/Fb S 1.33 fa/Fa + fb/Fb = 0.89 psi OK LOAD CASE 4 D + Ev/1.4 + Eh/1.4 P = P = M = M = f.= Kl/r = fa/Fa + fb/Fb fa/Fa + fb/Fb TDL+E/I.4 1,514.28 Ib ((E/1.4)*CH)+(MDL-MSD) 7,165.53 ft-lb P/A 585.11 32.68 26,812.07 1.33 0.26 psi psi OK Fh =32,934.13 psi V V Fb = M/S 7,778.76 psi 32,934.13 psi 18 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE: 11/4/2009BY:DKR COLUMN WEAK DIRECTION LOAD CASE 1 (EQ. 16-16) D + Lr D + Lr = TVL LOAD CASE 2 (EQ. 16-17) D + 1.3W D + 1.3W= TDL LOAD CASE 3 (EQ. 16-19) D + 1.3W/2 D + 1.3W/3 TDL LOAD CASE 4 (EQ. 16-20) D + E/1.4 D + E/1.4= D + E/l.4 + Eh/1.4 LOAD CASE 5 (EQ. 16-21) .9D + E/1.4 .90 + E/1.4 = .9*0 + E/l .4 + Eh/1.4 DOES NOT GOVERN LESS THAN LOAD CASE 1 DOES NOT GOVERN LESS THAN LOAD CASE 1 DOES NOT GOVERN LESS THAN LOAD CASE 4 LOAD CASE 1 TVL P = P = M = M = TVL 7,208.00 Ib NO WEAK DIRECTION MOMENT DUE TO DEAD OR LIVE LOADS 0.00 ft-lb Kl/r = Fa = fa/Fa + fb/Fb < fa/Fa + fb/Fb = P/A 2,785.16 104.74 13,592.84 1.00 0.20 psi psi OK M/S 0.00 32,934.13 psi 19 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE: 11/4/2QQ9BY: DKR COLUMN WEAK DIRECTION LOAD CASE 4 D + Ev/1.4 + Eh/1.4 GOVERNS P = P = M = M = f.= fa = Kl/r = fa/Fa + fb/Fb fa/Fa + fb/Fb TDL+E/I.4 1,514.28 E/1.4*CH 3,085.53 P/A 585.11 104.74 13,592.84 1.33 0.52 ft-lb psi psi OK M/S 15,544.24 psi Fh =32,934.13 psi 20 4 S.T.E.L.M-C ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR COLUMN ALTERNATE STRONG DIRECTION HSS 10X6X3/16; ASTM A500 p -ry A = Sx = rx = COLUMN HT (I) = LOAD CASE 1 P = P = M = M = f.= f.= Kl/r = Fa = fa/Fa + fb/Fb < fa/Fa + fb/Fb = LOAD CASE 2 P = P = M = M = f.= f.= Kl/r = Fa = fa/Fa + fb/Fb < fa/Fa + fb/Fb = 46,000.00 5.37 14.90 3.73 10.00 TVL TVL 7,208.00 GRADE B Fy = 46 ksi psi Fb= 27,600.00 psi oin2 •j . -j m Sy= 11.40 m in ry= 2.52 in ft K= 2.10 GOVERNS Ib MTL FROM BEAM 28,787.80 P/A 1,342.27 67.56 21,389.14 1.00 0.90 TDL + WIND TDL 1,360.00 ft-lb f b = M/S psi fb= 23,184.81 psi Fb= 27,600.00 psi OK FROM BEAM Ib MDN FROM BEAM 26,459.30 P/A 253.26 67.56 21,389.14 1.33 0.78 ft-lb fb = M/S psi fb= 21,309.50 psi psi Fb= 27,600.00 psi OK COLUMN ALTERNATE HSS 10X6X3/16; ASTM A500 GRADE B Fy = 46 ksi 21 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE: 11/4/2QQ9BY: DKR COLUMN ALTERNATE STRONG DIRECTION LOAD CASE 4 D + Ev/1.4 + Eh/1.4 P = P = M = M = f.= f.= TDL+Ev/1.4 1,514.28 Ib ((E/1.4)*CH)+(MDL-MSD) 7,165.53 ft-lb P/A 281.99 Kl/r = 67.56 Fa= 21,389.14 fa/Fa + fb/Fb Z fa/Fa + fb/Fb = WEAK DIRECTION LOAD CASE 1 TVL 1.00 0.22 psi psi OK M/S 5,770.90 psi Fh =27,600.00 psi P = P = M = M = f.= f.= Kl/r = fa/Fa + fb/Fb < fa/Fa + fb/Fb = TVL 7,208.00 Ib NO WEAK DIRECTION MOMENT DUE TO DEAD OR LIVE LOADS 0.00 ft-lb P/A 1,342.27 100.00 14,710.00 1.00 0.09 psi psi OK Fb = M/S 0.00 27,600.00 psi 22 4 S.T.E.L ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY: DKR COLUMN ALTERNATE WEAK DIRECTION LOAD CASE 4 D + Ev/1.4 + Eh/1.4 GOVERNS P = P = M = M = Kl/r = fa/Fa + fb/Fb fa/Fa + fb/Fb TDL+Ev/1.4 1,514.28 E/1.4*CH 3,085.53 P/A 281.99 100.00 14,710.00 1.00 0.14 ft-lb psi psi OK Fh = M/S 3,247.93 psi 27,600.00 psi 23 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB IMO:09D052 DATE:11/4/2009BY:DKR FOOTING LATERAL TRY A 24" DIAMETER BY 8'-9" DEEP A = (2.34*P)/S1*b d = A/2 * (1 + SQRT(1 + (4.36*h)/A))) P = 2,878.8 PASSIVE = 300.00 DEPTH = 8.75 ST = 875.00 DIAMETER = 2.00 b= 2.00 HEIGHT (h)= 10.00 ft ft ft A = d = TOTAL LOAD 3.85 8.68 OK Total Vertical Load (TVL) = MAX PER COLUMN TVL = 7,208.00 Ib SKIN FRICTION (SK) = CIRCUMFERENCE OF FOOTING * FRICTION WITH SOIL SK= 43,982.30 Ib END BEARING (B) = SOIL BEARING VALUE = B= 6,283.19 END AREA OF THE FOOTING * SOIL BEARING VALUE 2,000.00 Ib BORSK = UPLIFT 43,982.30 psf 7,208.00 TVL OK UPLIFT (U) = MAX FROM BEAM U= 7,541.20 Ib RESISTING DEAD LOAD (RDL)= RDL= 1,360.00 TDL Ib CONCRETE WT (CWT) = VOLUME OF CONCRETE * WT CWT= 4,123.34 SKUP = .75*SK = 32,986.72 Ib )*(RDL+CWT)+(5/8)SK = 31,144.50 >7,541.20 U OK FOOTING 24" DIAMETER BY 8'-9" DEEP EMBED COLUMN 7'-9" OK FOR TOTAL LOAD OK FOR UPLIFT CONCRETE 2500 PSI IN 28 DAYS WITH TYPE V CEMENT 24 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHI I JOB NO:09D052 DATE: 11/4/2009BY: DKR FOOTING LATERAL TRY A 30" DIAMETER BY 8'-0" DEEP A = (2.34*P)/S1*b d = A/2 * (1 + SQRT(1 + (4.36*h)/A))) P = 2,878.8 PASSIVE = 300.00 DEPTH = 8.00 S1 = 800.00 DIAMETER = 2.50 b= 2.50 HEIGHT (h)= 10.00 ft ft ft A = d = TOTAL LOAD 3.37 7.97 OK Total Vertical Load (TVL) = MAX PER COLUMN TVL = 7,208.00 Ib SKIN FRICTION (SK) = CIRCUMFERENCE OF FOOTING * FRICTION WITH SOIL SK = 50,265.48 Ib END BEARING (B) = SOIL BEARING VALUE = B= 9,817.48 END AREA OF THE FOOTING * SOIL BEARING VALUE 2,000.00 Ib B OR SK UPLIFT 50,265.48 psf 7,208.00 TVL OK UPLIFT (U) = MAX FROM BEAM U= 7,541.20 Ib RESISTING DEAD LOAD (RDL)= RDL= 1,360.00 Ib TDL CONCRETE WT (CWT) = CWT = 5,890.49 VOLUME OF CONCRETE * WT SKUP = .75*SK= 37,699.11 Ib )*(RDL+CWT)+(5/8)SK = 36,249.58 >7,541.20 U OK FOOTING 30" DIAMETER BY 8'-0" DEEP EMBED COLUMN 7'-0" OK FOR TOTAL LOAD OK FOR UPLIFT CONCRETE 2500 PSI IN 28 DAYS WITH TYPE V CEMENT 25 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTS, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE:11/4/2009BY:DKR FOOTING LATERAL TRY A 4'-9" SQUARE BY 5'-6" DEEP A = (2.34*P)/S1*b d = A/2 * (1 + SQRT(1 + (4.36*h)/A))) P= 2,878.8 PASSIVE = 300.00 DEPTH = 5.50 S, = 550.00 SIDE = 4.75 b = 6.72 HEIGHT (h)= 10.00 ft ft ft A = d = TOTAL LOAD 1.82 5.46 OK Total Vertical Load (TVL) = MAX PER COLUMN TVL = 7,208.00 Ib SKIN FRICTION (SK) = SK =34,833.33 PERIMETER OF FOOTING * FRICTION WITH SOIL Ib END BEARING (B) = SOIL BEARING VALUE = B = BORSK UPLIFT 45,125.00 45,125.00 END AREA OF THE FOOTING * SOIL BEARING VALUE 2,000.00 Ib psf 7,208.00 TVL OK UPLIFT (U) = MAX FROM BEAM U= 7,541.20 Ib RESISTING DEAD LOAD (RDL)= RDL= 1,360.00 TDL Ib CONCRETE WT (CWT) = VOLUME OF CONCRETE * WT CWT= 18,614.06 SKUP = .75*SK= 26,125.00 Ib )*(RDL+CWT)+(5/8)SK = 35,086.88 >7,541.20 U OK FOOTING 4'-9" SQUARE BY 5'-6" DEEP EMBED COLUMN 5'-0" OK FOR TOTAL LOAD OK FOR UPLIFT CONCRETE 2500 PSI IN 28 DAYS WITH TYPE V CEMENT 26 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 M-C VENTANA REAL PHII JOB NO:09D052 DATE: 11 /4/2009BY: DKR CONNECTIONS PURLIN TO BEAM PURLIN VL=VR= 1,912.50 USING 2 BOLTS Ib/BOLT = VL.OR-R/2 Ib/BOLT = 956.25 Ib USE 2 - 1/2" DIAMETER A307 BOLTS BEAM TO COLUMN USING 2 SECTIONS ML = 28,787.80 ft-lb TVL = 7,208.00 Ib USING 4 BOLTS DUE TO MOMENT Ib/SET OF BOLTS = (M/d)/2 d = DISTANCE BETWEEN BOTTOM LEFT BOLT AND TOP RIGHT BOLT d= 9.90 in Ib/SET OF BOLTS = 17,448.04 Ib Ib/SET OF BOLTS/SECTION = (Ib/SET OF BOLTS)/2 Ib/SET OF BOLTS/SECTION = 8,724.02 DUE TO LOAD Ib/SECTION = TDL/2 Ib/SECTION = 3,604.00 Ib/SECTION/BOLT = Ib/SECTION/BOLT = (lb/SECTION)/4 901.00 TOTAL R = SQRT((DUE TO MOMENT)2 + (DUE TO LOAD)2) R = 8,770.42 Use 4-1" DIAMETER A307 BOLTS OR 4 - 3/4" DIAMETER A325 BOLTS IN A 7" BY 7" SQUARE PATTERN PURLIN TO BEAM 2- 1/2" DIAMETER A307 BOLTS EACH PURLIN TO EACH BEAM W/ A 12GA. CLIP ANGLE BEAM TO COLUMN USING 2 SECTION Use 4-1" DIAMETER A307 BOLTS OR 4 - 3/4" DIAMETER A325 BOLTS IN A 7" BY 7" SQUARE PATTERN 27 4 S.T.E.L. ENGINEERING, INC. 1046 CALLE RECODO SUITE J SAN CLEMENTE, CA 92673 PHONE (949)492-5981 FAX (949)498-3020 VENTANA REAL PHII JOB NO:09D052 DATE: 11/4/2QQ9BY: DKR CONNECTIONS DECK PULLOUT Pup =13.63 psf Dead Load (DL) =1.00 psf EFFECTIVE WIND AREA (EWA) =SCREW SPACING * PURLIN SPACING EWA = Pu = 12.50 ft2 (pup*EWA)-(.6*(DL*EWA)) 162.88 SCREWS PER FOOT= w/PULLOUT PULLOUT = 349.00 Ib SCREWS PER 15"= 0.47 USE 1-#10 SMS EVERY 15" DECK PULLOUT 1-#10 EVERY 15" INTO EACH PURLIN 28 CONSULTANTS FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING FOX MILLER PROPERTY CARLSBAD TRACT C.T. 00-20 DRAWING NO. 418-6A CARLSBAD, CALIFORNIA PREPARED FOR H.G. FENTON COMPANY INCORPORATED SAN DIEGO, CALIFORNIA DECEMBER 29, 2006 PROJECT NO. 07238-42-03 GEOCON INCORPORATED GEOT1CHNICAI CONSULTANTS Project No. 07238-42-03 December 29, 2006 H.G. Fenton Company Incorporated 7577 Mission Valley Road, Suite 200 San Diego, California 92108 Attention: Mr. Allen M. Jones, AICP Subject: FOX MILLER PROPERTY CARLSBAD TRACT C.T. 00-20, DRAWING NO. 418-6A CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Gentlemen: In accordance with your request, we have provided engineering observation and compaction testing services during the grading of the subject site (Index Map, Figure 1). Our services were provided during the period of January 26 through December 6, 2006. The scope of our services included the following: • Observing the grading operation including removal and compaction of loose surficial soils, undercutting the cut portion of known cut-fill transition building pads, preparation of the existing ground surface for fill placement, and placement of compacted fill. • Performing in-place density tests in fill placed and compacted at the site. • Performing laboratory tests to evaluate compaction, expansion, pH, resistivity, and soluble- sulfate characteristics of the soil conditions encountered during grading. • Preparing an "As-Graded" Geologic Map. • Preparing this final report of grading. GENERAL The grading contractor for the project was WR Connelly Incorporated. The project plans are entitled Grading Plans for: Fox - Miller Property, prepared by O'Day Consultants, with City of Carlsbad Engineer signature date of December 19, 2005 and Grading Plans for: Fox - Miller Property, red 6960 Flanders Drive * San Diego, California 92121-2974 • Telephone |858j 558-6900 • Fox (858| 5584159 line set with pad and basin grading revision, prepared by O'Day Consultants with City of Carlsbad Engineer signature date of December 19, 2005. The project soils report is entitled Update Geotechnical Investigation, Carlsbad Tract CT-00-20, Carlsbad, California, prepared by Geocon Incorporated, dated April 22, 2004 (Project No. 07238-42-01). References to elevations and locations herein were based on surveyors' or grade-checkers' stakes in the field and/or interpolation from the referenced grading plans. Geocon Incorporated does not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. GRADING Grading began with removal of brush and vegetation from the area to be graded. Topsoil was removed to firm, natural ground. Finish grades for known building pads and sheet-graded lots were completed as fill soils were placed and compacted to design elevations. Cut-fill transitions at finish grade on known buildings pads were undercut (overexcavated) a minimum of 3 feet below the bottom of footings and replaced with properly compacted fill soil. Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. In general, oversize materials (greater than 2 feet in size) were incorporated into the fill and kept at least 10 feet below subgrade elevations on the lots. Rock greater than 12 inches in maximum dimension was placed at least 5 feet below finish grade. On-site soil fill material generally consists of sandy clay and sandy clay with fine gravel. The approximate location of geologic contacts is shown on the As-Graded Geologic Maps, Figures 2 through 5 (map pockets). Geologic information shown on the As-Graded Geologic Maps was observed and mapped by Gregory F. Rzonca, CEG 1191. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the dry density of fill material. In-place density tests were performed in general conformance with ASTM Test Method D 2922-01 (nuclear). Results of in-place dry density and moisture content tests are summarized on Table I. In general, in-place density test results indicate fill soils have a dry density of at least 90 percent of the laboratory maximum dry density at the locations tested. The approximate locations of the in-place density tests have been plotted on a modified copy of the grading plans (see As-Graded Geologic Maps, Figures 2 through 5). Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relationships (optimum moisture content and maximum dry density, ASTM D 1557-02), expansion (ASTM D 4829-03), pH and resistivity (California Test No. 643), and water-soluble sulfate Project No. 07238-42-03 - 2 - December 29,2006 characteristics (California Test No. 417). Results of the laboratory tests are summarized on Tables n through V. Finish Grade Soil Conditions Observations and test results indicate sandy clay soils were placed within the upper approximately 3 feet of finish grade on the subject building pads. The prevailing soil conditions within the upper approximately 3 feet of rough pad grade on each lot are considered to have a low to medium expansion potential based on California Building Code (CBC) Table 18-1-B. Table III presents a summary of the indicated laboratory Expansion Index (El) test results. Water-soluble sulfate testing was conducted on samples of the on-site near surface materials to check whether the soils contain high enough sulfate concentrations that could damage normal portland cement concrete (PCC). Table IV summarizes the test results. The test results indicate a negligible to severe sulfate rating based on CBC Table 19-A-4. CBC guidelines should be followed in determining the type of concrete to be used as shown on Table A below. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time, landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Representative samples of the finish grade soils should be collected at the completion of fine grading and additional sulfate testing should be performed on actual samples of the materials that will be in contact with concrete. TABLE A REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Sulfate Exposure Negligible Moderate Severe Very Severe Water-Soluble Sulfate Percent by Weight 0.00-0.10 0.10-0.20 0.20-2.00 >2.00 Cement Type — II V V Maximum Water to Cement Ratio by Weight — 0.50 0.45 0.45 Minimum Compressive Strength (psi) — 4,000 4,500 4,500 Laboratory Potential of Hydrogen (pH) and resistivity tests were performed on samples of on-site soil to evaluate whether the soils are potentially corrosive to buried metal. Table V summarizes the test results. The results indicate the soils sampled have a severely corrosive corrosion-potential rating. The corrosive nature of the soils should be considered in the design of buried metal pipes, and underground steel structures. Geocon Incorporated does not practice in the field of corrosion engineering; therefore, further evaluation by a corrosion engineer may be needed to incorporate the Project No. 07238-42-03 -3-December 29, 2006 necessary precautions to avoid premature corrosion of underground pipes and buried metal in direct contact with the soils. Additional sampling and testing for expansion index, soluble sulfate content, pH and resistivity of finish grade soils at building locations should be performed at the completion of fine grading. It should be noted that although rocks larger than 12-inch-diameter were not intentionally placed within the upper 10 feet of pad sheet grades, some larger rocks may exist at random locations. Additionally, cuts necessary for precise grades may decrease the depth to oversize (greater than 12 inches in diameter) rocks. Excavation of fill soils should generally be possible with moderate effort using conventional, heavy- duty equipment during grading and trenching operations. Excavations of very hard concretion beds in formational material will require heavy effort and may generate oversize rock that could require special handling and disposal. Subdrains Canyon subdrains were placed at the general locations shown on Figures 2 through 5. Subdrains were constructed in accordance with our recommendations and "as-built" for location by O'Day Consultants. SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotechnical report. Sedimentary rocks of the Point Loma Formation were exposed at the base of excavations during grading and underlie fill soil placed within the lots. The Point Loma Formation consists of dense to very dense massive to thinly laminated clayey siltstone with sporadic interbeds of fine sandstone. Overexcavation of cut areas on Lots 2 and 3 resulted in a minimum of 3 feet of compacted fill below footing depths. Fills up to approximately 72 feet deep were placed at the site. Approximate undercut, maximum, and differential fill depths for each lot are summarized on Table VI. No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned. Project No. 07238-42-03 - 4 - December 29, 2006 CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the soil engineering and engineering geologic aspects of grading to which this report pertains have been performed in substantial conformance with the recommendations of the previously referenced approved geotechnical report. Soil and geologic conditions encountered during grading that differ from those anticipated by the project soil report are not uncommon. Where such conditions required a significant modification to the recommendations of the project soil report, they have been described herein. 2.0 Future Grading 2.1 Additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Geocon Incorporated should review grading plans for any future grading prior to finalizing. Trench backfill should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density, near to slightly above optimum moisture content. Geocon Incorporated should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0 Foundations 3.1 The foundation recommendations that follow are for two- to three-story, steel-framed with exterior glass facing or concrete tilt-up structures. The recommendations are based on low to medium expansive soils (El less than 90) within 3 feet of finish pad grade. Laboratory testing will be required prior to foundation design and construction to confirm expansive soil properties of proposed building pads. Table VI presents As-Graded Lot/Building Pad Conditions for Lots 1 through 4. Determination of fill thickness and geometry was based on interpretation of field conditions and review of the referenced grading plans. Once future pad elevations and building locations are known for Lots 1 and 4, recommendations, if needed, for remedial grading of building pads can be addressed. 3.2 Conventional continuous and/or isolated spread footings are suitable for support of the buildings proposed for the site. Continuous footings should be at least 12 inches wide and have a minimum embedment depth (below lowest adjacent grade) of 18 inches. Isolated spread footings should be at least 2 feet by 2 feet wide and extend 18 inches below lowest adjacent grade. Because of fill differential thickness, footings (continuous and spread) for Lot 2 - Building Pad A and Lot 4 should have a minimum embedment depth of 24 inches. Project No. 07238-42-03 - 5 - December 29, 2006 3.3 Continuous footings should be reinforced with a minimum of four No. 4 steel reinforcing bars, two placed near the top of the footing and two near the bottom. Minimum reinforcement for Lot 2 - Building Pad A and Lot 4 should consist of four No. 5 steel reinforcing bars. The project structural engineer should design reinforcement for spread footings. 3.4 Foundations proportioned as recommended above may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) dead plus live load. This bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. 3.5 The allowable soil bearing recommendations presented above are for dead plus live loads only and may be increased by one third when considering transient loads such as those due to wind or seismic forces. 3.6 The use of isolated footings that are located beyond the perimeter of the building and support structural elements connected to the building is not recommended for Lot 2 - Building Pad A and Lot 4. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. 3.7 Concrete slabs-on-grade should have a minimum thickness of 5 inches and be reinforced with No. 3 bars spaced 18 inches on center in both directions. If building concrete slabs will be subjected to heavy loading from forklifts, mechanical equipment, or storage of supplies, consideration should be given to increasing slab thickness. The structural engineer should be contacted to provide concrete slab-on-grade recommendations to accommodate loading requirements. 3.8 Concrete slabs-on-grade should be underlain by at least 4 inches of clean sand (Sand Equivalent greater than 30). Where moisture sensitive floor coverings or slab moisture is objectionable, a visqueen moisture inhibitor should be placed in the middle of the sand blanket. If a structural section is required beneath the slab to support forklift loading or to support cranes for lifting of tilt-up panels, Class 2 aggregate base should be used in lieu of clean sand beneath the slab. 3.9 The use of interior stiffening beams and connecting isolated footings and/or increasing the slab thickness should be considered at Lot 2 - Building Pad A and Lot 4 for structural slab design. In addition, consideration should be given to connecting patio slabs that exceed 5 Project No. 07238-42-03 -6- December 29, 2006 feet in width to the building foundation to reduce the potential for future separation to occur. 3.10 Exterior concrete flatwork not subject to vehicular traffic should be at least 4 inches thick and reinforced with 6x6-6/6 welded wire mesh as a minimum. Concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Control joint spacing should be provided by the structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. Prior to placing, the subgrade should be compacted to at least 90 percent relative compaction at or slightly above optimum moisture content. Laboratory testing to assess Expansion Index of soil below exterior concrete flatwork areas should be performed at the completion of fine grading. Expansion index results in excess of medium would necessitate additional recommendations including modified exterior slab reinforcement and/or slab thickness. 3.11 No special subgrade presaruration is deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soils should be sprinkled as necessary to maintain a moist condition as would be expected in any such concrete placement. 3.12 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present), differential settlement of deep fills, or fills of varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete-shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and the placement of crack-control joints at periodic intervals, particularly where re-entrant slab corners occur. 4.0 Retaining Walls and Lateral Loads 4.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. We recommend samples of stockpiled material to be used as retaining wall backfill be tested prior to placement to determine its suitability for use as wall backfill. Project No. 07238-42-03 - 7 - December 29, 2006 Where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. 4.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals the height of the retaining wall portion of the wall in feet) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf should be added to the above active soil pressure. 4.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 4.4 hi general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 (horizontal:vertical) could impact the allowable soil bearing pressure; therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 4.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending away from the base of the wall at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 4.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event walls higher than 8 feet or other types of walls (such as crib-type walls) are planned, Geocon Incorporated should be consulted for additional recommendations. Project No. 07238-42-03 - 8 - December 29, 2006 5.0 Slope Maintenance 5.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 6.0 Site Drainage and Moisture Protection 6.1 Adequate drainage is critical to reduce the potential for differential soil movement, erosion, and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures and the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits which carry runoff away from the proposed structure. 6.2 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures, or impervious above-grade planter boxes be used. In addition, where landscaping is planned adjacent to pavement, we recommended construction of a cutoff wall along the edge of pavement that extends at least 12 inches below the base material. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading and represent conditions at the time of our observations between January 26 and December 6, 2006. Any subsequent grading should be done in conjunction with our observation and testing Project No. 07238-42-03 - 9 - December 29,2006 services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, express or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, the uncontrolled action of water, or the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years from the date of this report. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Casey Lee Jensen CEG 2320 CLJ:RCM:anh (2) Addressee (2) Ventana Real Master, LLC Attention: Mr. Jeff Brusseau (2) J.T. Kruer & Company Attention: Mr. Chuck Knight Project No. 07238-42-03 -10-December29,2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ sz SZ sz sz sz sz sz sz sz 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Date 01/26/06 01/27/06 01/27/06 01/27/06 01/27/06 01/27/06 01/27/06 01/30/06 01/30/06 01/30/06 01/30/06 01/30/06 01/30/06 01/30/06 01/31/06 01/31/06 01/31/06 01/31/06 01/31/06 02/01/06 02/01/06 02/01/06 02/01/06 02/01/06 02/01/06 02/01/06 02/01/06 02/02/06 02/02/06 02/02/06 02/02/06 02/02/06 02/02/06 02/03/06 02/03/06 02/03/06 02/03/06 02/03/06 02/03/06 02/06/06 02/06/06 02/06/06 02/06/06 02/06/06 02/07/06 Location Lot 4 Lot 4 Salk Avenue Salk Avenue Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Salk Avenue Salk Avenue Salk Avenue Salk Avenue Lot 4 Salk Avenue Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Salk Avenue Salk Avenue Salk Avenue Salk Avenue Lot 4 Salk Avenue 12+30 11+20 11+35 10+50 10+70 11+80 12+00 13+10 12+10 14+10 13+10 12+75 N Salk Avenue 14+60 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Salk Avenue 13+00 Elev. Plus or 3/4" DePth Curve Rock (ft) No. (%) 128 138 141 140 139 141 141 146 153 154 158 162 150 149 155 154 160 157 158 169 186 166 173 181 166 185 178 170 186 159 165 161 166 172 171 170 189 179 182 226 213 176 178 204 172 3 1 3 1 2 3 1 2 2 3 1 3 1 1 2 2 1 1 3 2 2 3 1 1 3 1 1 3 3 2 2 3 3 3 3 3 3 3 3 3 3 2 3 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 100.6 100.6 98.5 101.0 103.9 99.2 101.2 103.1 102.8 99.8 101.2 99.7 102.8 100.9 102.7 106.0 100.9 102.4 99.9 102.3 106.5 98.3 100.6 102.1 98.4 101.4 100.6 99.1 99.2 102.3 102.9 99.0 101.0 99.7 100.8 101.5 98.9 99.7 100.1 99.6 100.7 103.1 100.4 99.6 101.5 Field Moist. Cont. (%) 17.1 18.6 18.1 16.7 17.0 20.5 19.2 17.4 18.5 17.6 18.5 18.0 19.0 17.5 19.1 19.8 18.2 20.6 19.3 17.4 19.8 17.6 18.6 17.8 18.9 16.0 16.4 16.6 18.1 16.4 17.6 21.5 19.8 19.0 18.6 18.0 18.6 17.7 18.6 16.8 19.4 17.4 17.0 18.4 19.0 Field Rel. Comp. (%) 92 90 90 90 92 90 91 91 91 91 91 91 92 90 91 94 90 92 91 91 94 90 90 91 90 91 90 90 90 91 91 90 92 91 92 93 90 91 91 91 92 91 92 91 91 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ sz SZ sz sz sz sz sz sz sz 46 46 A 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 Date 02/07/06 02/07/06 02/07/06 02/07/06 02/07/06 02/07/06 02/07/06 02/07/06 02/07/06 02/08/06 02/08/06 02/08/06 02/08/06 02/08/06 02/08/06 02/08/06 02/08/06 02/08/06 02/08/06 02/09/06 02/09/06 02/09/06 02/09/06 02/09/06 02/09/06 02/09/06 02/09/06 02/09/06 02/09/06 02/09/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/10/06 02/13/06 02/13/06 02/13/06 Location Lot 4 Lot 4 Salk Avenue 10+10 Salk Avenue 13+90 Lot 4 Lot 4 Salk Avenue 14+50 Salk Avenue 11+45 Lot 4 Lot 4 Lot 4 Lot 4 Salk Avenue 14+00 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Salk Avenue 13+50 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 2; Joint Driveway Lot 3; Joint Driveway Lot 3 Elev. Plus or 3/4" DeP* Curve Rock (ft) No. (%) 177 177 162 174 181 184 180 175 183 240 226 192 188 200 206 212 240 220 230 193 192 193 236 229 222 243 211 202 207 195 236 227 222 215 207 200 200 242 235 230 225 220 242 229 220 3 3 2 3 3 2 3 2 2 2 2 5 3 2 2 2 1 1 1 3 2 3 2 2 2 2 3 2 2 2 2 2 2 2 1 3 2 2 4 2 3 3 3 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 97.3 100.3 102.3 98.9 99.7 101.9 98.5 103.3 102.6 103.9 104.7 111.3 99.9 105.9 102.3 103.1 104.3 102.5 102.9 101.3 102.1 98.8 102.4 103.6 102.9 104.3 99.8 102.4 102.7 101.4 102.2 105.6 102.7 102.9 100.8 100.1 102.6 103.2 98.9 102.3 99.7 98.9 99.6 100.1 98.8 Field Moist. Cont. (%) 18.0 17.6 15.6 19.3 18.0 16.2 17.0 17.8 16.3 19.2 17.3 16.2 18.1 18.2 18.2 18.6 19.1 18.4 18.7 18.0 20.6 19.3 19.1 20.1 19.3 18.5 19.3 16.3 17.4 20.0 20.0 17.1 19.4 19.8 18.1 21.7 19.7 19.7 21.0 19.0 20.2 19.6 17.5 17.1 19.4 Field Rel. Comp. (%) 89 91 91 90 91 90 90 91 91 92 93 98 91 94 91 91 93 92 92 92 90 90 91 92 91 92 91 91 91 90 90 93 91 91 90 91 91 91 93 91 91 90 91 91 90 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ sz SZ sz sz sz sz sz sz sz sz sz sz 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 Date 02/13/06 02/13/06 02/13/06 02/13/06 02/13/06 02/13/06 02/13/06 02/14/06 02/14/06 02/14/06 02/14/06 02/14/06 02/14/06 02/14/06 02/14/06 02/14/06 02/14/06 02/15/06 02/15/06 02/15/06 02/15/06 02/15/06 02/15/06 02/15/06 02/15/06 02/15/06 02/15/06 02/15/06 02/16/06 02/16/06 02/16/06 02/16/06 02/16/06 02/16/06 02/16/06 02/16/06 02/16/06 02/16/06 02/16/06 02/17/06 02/17/06 02/17/06 02/17/06 02/17/06 02/17/06 Location Lot3 Lot3 Lot 3; Joint Driveway Lot 2; Joint Driveway Lot3 LotS Lot 2; Joint Driveway Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Salk Avenue 10+30 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 2 Lot 2 Lot 2 Salk Avenue 20+ 10 Salk Avenue 20+00 Lot 2 Lot 2 Salk Avenue 22+30 Salk Avenue 2 1+50 Lot 2 Elev. Plus or 3/4" Depth Curve Rock (ft) No. (%) 211 2 245 237 220 252 247 211 195 201 225 217 210 231 227 206 205 208 209 214 229 229 236 209 209 218 160 239 231 221 221 218 215 219 228 250 238 216 200 203 238 229 220 215 221 3 3 3 4 4 4 4 4 3 4 3 3 3 3 2 4 4 4 4 2 4 4 4 3 3 3 4 4 4 3 3 2 5 2 4 3 4 4 4 4 4 4 4 4 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 98.9 100.7 99.7 98.0 98.5 97.0 98.2 97.5 99.9 97.5 98.3 100.2 99.6 100.9 103.0 98.0 98.2 97.0 98.3 102.5 96.5 98.3 97.6 99.2 100.5 100.2 97.6 96.5 96.6 100.9 100.2 102.4 106.7 102.1 96.3 100.4 96.7 97.7 97.9 97.6 95.4 98.2 95.6 99.0 97.7 Field Moist. Cont. (%) 18.6 17.3 18.4 19.6 19.2 19.9 21.1 20.0 17.5 23.6 19.5 17.2 16.5 22.4 19.0 21.8 23.0 20.4 21.2 18.3 20.5 21.4 22.3 18.4 20.3 21.3 20.2 24.6 22.4 18.4 19.6 19.8 19.9 18.7 23.9 18.9 19.3 20.4 22.4 22.9 19.8 20.9 19.1 22.3 21.0 Field Rel. Comp. (%) 90 92 91 92 93 91 92 92 91 92 90 91 91 92 91 92 92 91 93 91 91 93 92 90 92 91 92 91 91 92 91 91 94 90 91 92 91 92 92 92 90 92 90 93 92 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29,2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ sz SZ sz sz sz sz sz sz sz sz 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 Date 02/17/06 02/17/06 02/17/06 02/17/06 02/17/06 02/17/06 02/21/06 02/21/06 02/21/06 02/21/06 02/21/06 02/21/06 02/21/06 02/21/06 02/21/06 02/21/06 02/21/06 02/22/06 02/22/06 02/22/06 02/22/06 02/22/06 02/22/06 02/22/06 02/22/06 02/22/06 02/23/06 02/23/06 02/23/06 02/23/06 02/23/06 02/23/06 02/23/06 02/23/06 02/23/06 02/23/06 02/24/06 02/24/06 02/24/06 02/24/06 02/24/06 02/24/06 02/24/06 02/24/06 02/24/06 Location Lot 2 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 2 Lot 2 Lot 2 Salk Avenue 2 1+90 Salk Avenue 20+70 Lot 3; Joint Driveway Salk Avenue 19+50 Lot 2 Lot 2 Salk Avenue 22+60 Salk Avenue 22+00 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Salk Avenue 20+50 Salk Avenue 19+00 Salk Avenue 20+00 Salk Avenue 22+20 Salk Avenue 19+35 Lot 2 Lot 2 Lot 2 Lot 3 Elev. Plus or 3/4" Depth Curve Rock (ft) Na (%) 254 237 223 230 221 220 251 241 232 224 217 229 216 250 243 234 225 223 222 222 223 226 238 232 227 227 231 230 232 229 229 229 236 236 236 234 230 2 232 234 230 267 260 255 232 4 4 3 3 3 4 1 1 1 1 1 1 4 4 4 4 4 4 4 4 3 3 3 3 2 2 3 3 3 3 3 5 3 3 5 3 4 4 4 4 2 4 1 4 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 99.8 97.8 100.5 100.9 100.5 98.2 100.7 101.3 100.4 102.7 100.9 101.2 98.6 95.2 96.4 97.8 95.8 95.6 95.2 97.7 101.2 98.3 100.9 99.6 103.2 102.9 100.5 101.0 101.2 99.8 100.2 102.4 99.6 100.2 105.9 101.2 95.6 96.8 96.6 95.4 103.1 98.5 102.1 95.3 100.6 Field Moist. Cont. (%) 20.5 20.2 17.8 18.5 18.9 19.6 21.2 18.9 21.0 18.9 20.8 19.2 19.9 20.2 21.8 20.2 20.5 20.7 22.3 21.8 20.4 17.9 22.6 20.3 16.9 17.2 18.2 19.2 18.1 20.0 20.6 20.6 19.0 18.6 17.0 19.4 19.3 21.0 20.5 19.5 17.2 19.5 16.6 19.9 17.2 Field Rel. Comp. (%) 94 92 92 92 92 92 90 91 90 92 90 91 93 90 91 92 90 90 90 92 92 90 92 91 91 91 92 92 92 91 91 90 91 91 93 92 90 91 91 90 91 93 91 90 90 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ sz SZ sz sz 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 Date 02/24/06 02/27/06 02/27/06 02/27/06 02/27/06 02/27/06 02/27/06 02/27/06 03/02/06 03/02/06 03/02/06 03/02/06 03/02/06 03/02/06 03/02/06 03/02/06 03/02/06 03/02/06 03/02/06 03/03/06 03/03/06 03/03/06 03/03/06 03/03/06 03/03/06 03/03/06 03/06/06 03/06/06 03/06/06 03/06/06 03/06/06 03/06/06 03/06/06 03/06/06 03/06/06 03/06/06 03/08/06 03/08/06 03/08/06 03/08/06 03/08/06 03/08/06 03/08/06 03/08/06 03/08/06 Location Salk Avenue 20+70 Salk Avenue 22+00 Lot 2 Salk Avenue 22+20 Lot3 Salk Avenue 20+50 Salk Avenue 19+25 Lot 2 Salk Avenue 22+90 Salk Avenue 20+80 Salk Avenue 22+50 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot3 Salk Avenue 20+00 Salk Avenue 22+75 Lot 2 Lot 2 Lot 2 Salk Avenue 19+65 Salk Avenue 2 1+10 Salk Avenue 22+40 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 3; Joint Driveway Lot 2 Lot3 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Elev. Plus or 3/4" Depth Curve Rock (ft) No. (%) 232 238 245 241 237 238 237 264 248 243 250 255 261 268 271 276 240 242 253 256 253 254 242 249 255 258 273 270 267 263 283 253 268 265 269 274 245 250 260 276 270 264 277 272 268 5 2 3 3 3 5 4 3 4 4 4 3 3 3 3 3 4 4 5 5 4 4 4 4 4 1 3 4 4 4 4 4 4 4 4 5 5 5 4 4 4 4 5 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 104.1 102.6 100.9 99.7 100.8 107.0 96.4 102.1 95.7 98.2 96.2 101.6 99.5 99.7 101.1 100.8 95.6 98.0 103.4 105.3 95.2 95.6 96.5 98.2 97.5 100.8 100.4 97.3 96.8 99.5 95.4 97.0 98.1 96.7 97.6 105.7 108.2 104.1 99.3 96.1 97.7 98.0 107.3 103.1 101.5 Field Moist. Cont. (%) 17.6 16.5 19.5 18.6 19.2 17.4 19.7 21.4 21.8 20.6 21.7 21.5 20.1 21.4 20.9 19.6 22.9 21.0 19.6 18.1 20.9 21.7 20.5 20.8 19.4 20.3 18.4 21.7 20.2 20.8 20.0 22.3 22.0 19.9 20.2 19.7 19.6 17.9 21.3 19.9 21.3 20.0 16.8 17.6 16.8 Field Rel. Comp. (%) 92 91 92 91 92 94 91 93 90 92 91 93 91 91 92 92 90 92 91 93 90 90 91 92 92 90 92 92 91 94 90 91 92 91 92 93 95 92 94 90 92 92 94 94 93 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ SZ sz sz sz 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 Date 03/08/06 03/08/06 03/08/06 03/08/06 03/08/06 03/08/06 03/09/06 03/09/06 03/09/06 03/09/06 03/09/06 03/09/06 03/09/06 03/09/06 03/09/06 03/09/06 03/15/06 03/15/06 03/15/06 03/15/06 03/15/06 03/15/06 03/15/06 03/15/06 03/15/06 03/16/06 03/16/06 03/16/06 03/16/06 03/16/06 03/16/06 03/16/06 03/16/06 03/17/06 03/17/06 03/17/06 03/17/06 03/17/06 03/17/06 03/17/06 03/17/06 03/22/06 03/23/06 03/23/06 03/23/06 Location Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Salk Avenue 22+10 Lot 2 Lot 2 Lot 1 ; Driveway Lot 1 ; Driveway Lotl Lotl Lotl Lotl Lot 2 Lot 2 Lot3 Lot 2 LotS Lot 2; Joint Driveway LotS LotS LotS LotS LotS Lot 2 Lot 2 Lot 2 Lot 2 LotS LotS Lot 2; Joint Driveway Lot 2 LotS Lot 2; Joint Driveway LotS Lot 2 Lot 2 Lot 2 LotS Lot 2 LotS LotS LotS Lot 2; Stability Fill Elev. or DePth Curve ] (ft) No. 268 281 272 268 282 260 268 267 259 263 258 250 250 254 250 260 251 257 265 267 248 261 254 247 267 261 258 254 270 264 257 276 266 271 266 253 270 266 262 268 259 250 252 255 294 3 4 3 3 3 3 4 4 3 3 3 3 3 3 4 1 4 5 4 3 4 4 4 4 4 4 4 3 4 4 5 5 4 4 4 4 4 4 4 4 4 4 5 4 4 Plus 3/4" lock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens. (pet) 100.1 98.0 100.3 99.1 103.5 100.2 98.6 96.8 101.2 100.5 103.2 100.2 100.8 100.1 97.1 104.1 96.5 103.0 97.3 101.7 96.0 99.9 96.8 98.3 98.1 95.5 98.6 100.2 98.2 97.1 103.2 103.6 97.9 98.7 95.5 97.0 96.2 97.7 96.3 97.5 98.5 95.8 104.3 96.6 99.8 Field Moist. Cont. 17.3 21.6 18.9 19.7 19.6 19.1 19.5 20.3 18.6 19.7 18.0 19.6 19.0 19.4 19.9 20.8 21.6 22.5 21.3 21.3 22.1 19.9 21.3 22.8 21.0 19.6 21.6 20.2 20.0 20.9 17.7 18.9 20.8 21.0 19.7 19.8 19.9 20.7 21.1 21.0 19.9 20.0 16.3 21.0 21.6 Field Rel. Comp. 91 92 91 90 94 91 93 91 92 92 94 91 92 91 91 93 91 91 92 93 90 94 91 93 92 90 93 91 92 91 91 91 92 93 90 91 91 92 91 92 93 90 92 91 94 Req'd. Rel. Comp. 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ sz SZ sz sz sz sz sz sz sz sz ST ST ST SZ ST ST ST ST ST ST 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 Date 03/23/06 03/24/06 03/24/06 03/24/06 03/27/06 03/27/06 03/27/06 03/27/06 03/27/06 03/27/06 03/27/06 03/27/06 03/27/06 03/27/06 03/28/06 03/28/06 03/28/06 03/28/06 03/28/06 03/30/06 03/30/06 03/30/06 03/30/06 03/31/06 03/31/06 03/31/06 03/31/06 03/31/06 04/03/06 04/03/06 04/03/06 04/03/06 04/04/06 04/04/06 04/04/06 04/04/06 04/04/06 04/04/06 04/1 1/06 04/11/06 04/11/06 04/11/06 04/11/06 04/11/06 04/12/06 Location Lot3 Lot 3; Joint Driveway Lot 2; Joint Driveway Lot3 Lot3 Lot 3; Stability Fill El Camino Real 364+10 El Camino Real 362+80 El Camino Real 364+50 El Camino Real 362+30 El Camino Real Lot 2; Stability Fill Lot 2; Stability Fill Lot 2; Stability Fill Lot 3; Building C OX Lot 3; Building C OX Lot 3; Building C OX Lot 3; Joint Driveway Lot 3; Joint Driveway Lot 3; Joint Driveway Lot 3; Joint Driveway Lot 3; Joint Driveway Lot 3; Joint Driveway Lot 2; Stability Fill Lot 3; Building C OX Lot 3; Building C OX Lot 3; Building C OX Lot 3; Building C OX Lot 2 Lot 2 Lot 2 Lot 2 Lot 4 Lot 4 Lot 4 Lot 2 Salk Avenue 23+ 15 Lot 2 ELot2 ELot2 ELot2 Lot 2; Stability Fill Lot 2; Stability Fill Lot 2; Stability Fill Lot2;BldgBOX Elev. Plus or 3/4" Depth Curve Rock (ft) Na (%) 258 280 275 261 262 286 290 295 293 300 302 306 306 305 264 263 264 282 279 290 288 282 297 300 267 266 267 267 276 276 278 257 218 219 225 261 268 262 290 293 297 302 303 298 277 4 3 4 4 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 3 3 4 4 4 4 4 4 3 3 3 4 4 4 5 4 3 4 4 4 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 96.0 101.1 95.4 99.7 100.1 99.6 98.5 96.7 100.7 98.5 96.4 95.2 96.6 98.9 99.1 95.9 100.2 95.8 97.3 97.6 98.9 95.6 97.4 96.0 101.6 101.0 98.2 96.7 95.2 96.1 97.6 96.3 101.2 99.1 99.4 96.5 97.2 97.3 103.7 96.9 102.1 99.0 98.0 100.2 100.2 Field Moist. Cont. (%) 21.2 19.6 22.8 19.5 18.8 23.0 21.5 20.5 20.7 20.7 19.6 21.3 21.6 20.5 20.1 19.9 20.3 21.6 20.3 22.9 21.8 22.6 19.7 20.0 17.8 22.1 23.6 21.8 20.2 21.4 19.7 20.0 16.7 18.2 18.3 22.5 21.6 22.6 17.5 21.9 18.7 19.1 18.8 19.1 22.1 Field Rel. Comp. (%) 90 92 90 94 91 94 93 91 95 93 91 90 91 93 93 90 94 90 92 92 93 90 92 90 93 92 92 91 90 90 92 91 92 90 91 91 92 92 91 91 93 93 92 94 91 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG ST 315 316 317 318 319 320 321 322 323 324 325 326 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 Date 04/12/06 04/12/06 04/12/06 04/13/06 04/13/06 04/14/06 04/14/06 04/14/06 04/14/06 04/14/06 04/14/06 04/14/06 04/14/06 04/17/06 04/17/06 04/17/06 04/18/06 04/18/06 04/18/06 Lot 2; Lot 2; Lot 2; Lot 2; Lot 3; Lot 3; Lot 3; Lot 3; Lot 3; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Location Bldg B OX Bldg B OX Bldg B OX Bldg B OX Bldg C OX Bldg C OX Bldg C OX Bldg C OX Bldg C OX Bldg B OX Bldg B OX Bldg B OX Bldg A OX Bldg A OX Bldg A Bldg A Bldg A OX Bldg A Bldg A OX Elev. Plus or 3/4" Depth Curve Rock (ft) No (%) 277 279 279 280 269 269 269 269 269 279 282 282 278 281 281 281 277 282 283 Unused sample number 04/19/06 04/19/06 04/19/06 04/19/06 04/19/06 04/19/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/20/06 04/21/06 04/21/06 04/24/06 04/24/06 04/24/06 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2 Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2 Lot 2 Lot 2 Lot 2 Lot 2; Lot 2; Lot 2; Lot 2; Lot 2; Lot 2 Lot 2 Lot 2 Lot 2 Lot 2; Bldg A Bldg A Bldg A Bldg A Bldg A BldgB BldgB BldgB BldgB BldgB Joint Driveway 270 272 269 274 273 272 283 283 283 283 283 273 273 274 273 284 284 284 284 284 276 276 276 277 293 3 4 4 3 3 3 3 4 4 4 5 4 4 4 3 3 4 3 3 0 4 4 4 4 5 4 4 4 4 3 3 4 3 4 4 4 4 4 4 3 3 4 4 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 101.0 97.6 98.8 101.0 100.6 102.4 102.9 97.8 99.0 100.8 104.2 98.0 95.7 97.3 100.5 100.8 98.3 100.7 100.2 0.0 97.8 98.9 96.4 96.4 106.6 98.2 98.7 98.2 99.6 102.5 101.2 98.2 99.3 96.5 98.3 97.9 96.3 99.3 96.3 102.2 102.8 99.3 97.1 100.9 99.6 Field Moist. Cont. (%) 19.8 21.2 22.3 21.9 18.3 19.7 17.2 20.0 17.3 22.0 18.5 21.1 22.6 21.0 21.2 20.1 22.6 19.9 20.1 0.0 21.9 22.3 19.4 20.4 18.6 21.0 19.5 19.8 23.3 17.1 20.0 21.4 20.8 21.6 21.3 21.7 19.3 19.9 20.8 19.7 18.8 23.2 19.7 21.9 18.9 Field Rel. Comp. (%) 92 92 93 92 92 93 94 92 93 95 92 92 90 92 92 92 93 92 91 92 93 91 91 94 92 93 92 94 93 92 92 91 91 93 92 91 94 91 93 94 94 91 92 94 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 0 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. ST ST ST ST FG FG FG ST FG FG ST ST ST FG FG FG FG SZ ST ST ST ST SZ ST ST ST FG FG FG FG ST 360 361 362 363 364 365 366 367 368 368 A 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 Date 04/24/06 04/25/06 04/25/06 04/26/06 04/26/06 04/27/06 04/27/06 04/27/06 04/28/06 05/01/06 04/28/06 04/28/06 04/28/06 04/28/06 04/28/06 05/01/06 05/02/06 05/02/06 05/02/06 05/02/06 05/02/06 05/02/06 05/02/06 05/02/06 05/02/06 05/03/06 05/03/06 05/04/06 05/04/06 05/04/06 05/04/06 05/05/06 05/05/06 05/05/06 05/05/06 05/05/06 05/08/06 05/08/06 05/08/06 05/08/06 05/09/06 05/09/06 05/09/06 05/09/06 05/09/06 Location Lot 2 Lot 3 Lot 3 Lot 2 Lot 2 Lot 2; Btwn Bldgs A & B Lot2;EofBldgA Lot2;NofBldgA Lot 1 ; Driveway Lot 1 ; Driveway Lot 1 ; Driveway Lot 2 Lot2;WofBldgB Lot2;WofBldgB Salk Avenue (Park) 17+50 Lot 1 Salk Avenue 22+25 Salk Avenue 2 1+25 Salk Avenue 20+25 Lot 1 Lot3;EofBldgC Lot3;EofBldgC Lot3;NofBldgC Lot3;WofBldgC Salk Avenue 10+00 Salk Avenue 9+90 Salk Avenue; Utility Pad 1 1+40 Salk Avenue 11+10 Salk Avenue 10+60 Salk Avenue 11+75 Salk Avenue 10+40 Lot 4 Lot 4 Lot 4 Lot 4 Lot 1 Salk Avenue 25+80 Salk Avenue 13+ 15 Salk Avenue 14+20 Lot 1; Driveway Lot 4 Lot 4 Lot 4 Lot 4 Lot 3; Driveway Elev. Plus or 3/4" Depth Curve Rock (ft) Na (%) 280 261 259 273 270 283 282 281 270 270 265 270 281 279 230 268 259 250 240 260 272 268 266 267 157 163 167 168 161 178 167 205 198 196 195 258 270 187 197 265 247 245 243 243 287 4 4 5 4 4 5 4 4 4 4 5 3 3 4 4 4 4 4 4 5 4 4 4 4 1 3 3 4 4 4 4 3 4 5 3 3 3 4 3 4 3 3 3 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 98.4 97.7 104.9 98.7 98.9 102.7 98.5 101.4 91.5 97.0 105.0 100.6 100.6 97.4 96.4 99.4 99.1 99.5 95.7 102.8 97.8 95.8 98.9 99.6 104.6 100.3 99.5 96.4 95.7 98.4 97.9 101.6 98.9 105.9 99.8 99.7 100.8 97.7 100.3 96.7 100.7 99.8 99.6 100.2 99.8 Field Moist. Cont. (%) 20.0 18.0 15.8 18.7 21.8 15.1 19.0 19.1 18.7 20.0 18.3 19.6 21.2 19.5 19.4 19.2 19.9 21.0 21.4 18.8 19.7 21.2 19.9 18.8 20.1 21.0 20.3 21.5 20.2 21.2 20.1 18.8 21.8 16.0 15.2 18.1 16.9 22.5 16.6 19.0 17.1 18.9 17.2 19.1 19.2 Field Rel. Comp. (%) 93 92 92 93 93 90 93 95 86 91 92 92 92 92 91 94 93 94 90 90 92 90 93 94 94 91 91 91 90 93 92 93 93 93 91 91 92 92 91 91 92 91 91 91 91 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. SZ sz ST ST FG FG FG ST FG FG FG FG FG FG 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 Date 05/09/06 05/09/06 05/10/06 05/10/06 05/11/06 05/11/06 05/11/06 07/31/06 07/31/06 07/31/06 08/02/06 08/02/06 08/02/06 08/22/06 08/29/06 08/29/06 08/29/06 08/30/06 08/30/06 08/30/06 08/30/06 09/07/06 09/07/06 09/08/06 09/08/06 09/12/06 09/12/06 09/14/06 09/14/06 09/22/06 09/22/06 09/22/06 09/25/06 09/25/06 09/25/06 09/25/06 09/25/06 09/25/06 09/25/06 09/27/06 09/27/06 09/27/06 09/27/06 09/27/06 09/27/06 Location Lotl Lotl Salk Avenue 21+40 Salk Avenue 19+75 Lotl Lotl Lotl Lotl Lotl Lot 3; E Slope Lotl Lot 4 Lot 4 El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real Lot 4 Lot 4 El Camino Real El Camino Real El Camino Real El Camino Real El Camino Real Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 384+50 384+90 384+85 384+20 384+25 383+00 383+50 382+00 380+50 381+50 378+00 377+00 382+50 384+75 384+50 382+50 381+00 Elev. Plus or 3/4" Depth Curve Rock (ft) No. (%) 256 258 229 217 262 265 266 258 261 262 262 234 237 151 149 153 161 164 173 171 179 194 184 208 216 245 243 180 163 166 181 190 242 240 238 243 245 246 249 238 241 245 247 245 244 3 5 3 3 3 3 3 4 5 4 3 3 3 4 5 3 3 3 3 3 3 3 3 4 3 4 3 3 4 4 4 3 4 4 4 4 4 3 3 3 3 3 3 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 100.7 103.6 100.7 99.5 100.9 105.8 107.5 98.1 105.9 95.6 101.5 101.6 98.7 99.4 110.2 102.1 98.7 101.8 102.1 103.3 99.1 102.8 102.1 95.7 101.5 98.2 100.2 99.8 96.7 95.5 96.2 102.0 95.4 96.7 96.9 96.5 96.4 103.6 98.8 103.6 98.8 102.7 101.6 103.3 100.4 Field Moist. Cont. (%) 18.6 18.6 17.6 20.5 15.9 15.4 17.6 19.7 15.9 21.4 17.5 19.1 19.4 21.7 16.5 18.1 17.8 18.2 17.5 15.9 19.7 20.9 20.8 21.7 18.4 19.7 16.7 18.1 19.9 19.7 19.2 15.5 19.9 19.7 19.3 19.5 19.5 16.9 16.4 16.1 16.6 20.1 16.6 19.6 15.7 Field Rel. Comp. (%) 92 91 92 91 92 96 98 92 93 90 93 93 90 94 97 93 90 93 93 94 90 94 93 90 93 92 91 91 91 90 91 93 90 91 91 91 91 94 90 94 90 94 93 94 92 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. FG FG FG FG FG FG FG FG FG FG FG FG FG FG FG 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 Date 09/27/06 09/27/06 1 1/07/06 1 1/28/06 1 1/28/06 1 1/28/06 1 1/28/06 1 1/28/06 1 1/28/06 11/29/06 11/29/06 1 1/29/06 12/06/06 12/06/06 12/06/06 Location Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lot 4 Lotl Lotl Lotl Elev. Plus or 3/4" Depth Curve Rock (ft) No (%) 247 250 248 252 248 248 245 245 244 241 241 237 265 263 261 3 3 3 4 4 4 4 3 5 3 3 4 3 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Field Dry Dens, (pcf) 98.7 99.5 102.2 98.0 99.5 97.0 96.5 103.5 108.7 99.7 99.7 96.1 100.3 103.0 102.6 Field Moist. Cont. (%) 16.2 17,2 17.6 19.4 19.2 19.9 19.3 15.7 17.0 19.5 15.4 18.9 18.7 15.6 16.1 Field Rel. Comp. (%) 90 91 93 92 94 91 91 94 96 91 91 90 91 94 94 Req'd. Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C,. .. : Retest of previous density test failure, following moisture conditioning and/or recompaction. - STRIKE-OUT Fill in area of density test failure was removed and replaced with properly compacted fill soil. - PREFIX CODE DESIGNATION FOR TEST NUMBERS FG - FINISH GRADE ST - SLOPE TEST SZ - SLOPE ZONE - CURVE NO. Corresponds to curve numbers listed in the summary of laboratory maximum dry density and optimum moisture content test results table for selected fill soil samples encountered during testing and observation. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values are unadjusted. - TYPE OF TEST SC: Sand Cone Test (ASTMD1556) NU: Nuclear Density Test (ASTM D2922) OT: Other - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. Project No. 07238-42-03 December 29,2006 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Sample No. 1 2 3 4 5 Description Dark yellowish brown, Sandy CLAY with trace gravel Black, Sandy CLAY with trace of gravel Olive, Sandy CLAY Brown, fine, Sandy CLAY Yellowish brown, Sandy CLAY, with trace gravel Maximum Dry Density (pcf) 111.8 113.0 109.7 106.2 113.7 Optimum Moisture Content (% dry wt.) 16.9 16.0 16.3 19.8 15.9 Expansion Index 88 ~ — 50 29 TABLE III SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. EI-1A El-IB EI-2B-3 EI-2B-4 EI-2A-5 EI-2A-6 EI-3C-1 EI-3C-2 EI-4H EI-4I EI-4J EI-4K EI-4L Lot No. 1 1 2 2 2 2 3 3 4 4 4 4 4 Moisture Content (%) Before Test 16.0 15.6 17.0 16.0 15.9 15.7 16.1 15.8 14.4 14.9 13.3 14.0 13.7 After Test 31.4 32.7 32.3 33.5 33.2 33.8 31.5 33.0 29.4 29.1 29.4 28.5 30.7 Dry Density (pcf) 91.3 92.7 87.4 91.0 91.2 91.4 91.4 91.4 93.6 92.5 96.6 93.1 93.6 Expansion Index 38 67 29 65 38 66 52 65 51 37 67 35 61 Classification* Low Medium Low Medium Low Medium Medium Medium Medium Low Medium Low Medium * Reference: CBC Table 18-1-B Project No. 07238-42-03 December 29, 2006 TABLE IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. EI-1A El- IB EI-2B-3 EI-2B-4 EI-2A-5 EI-2A-6 EI-3C-1 EI-3C-2 EI-4H EI-4I EI-4J EI-4K EI-4L Water-Soluble Sulfate 0.015 0.180 0.192 0.255 0.147 0.420 0.047 0.090 0.318 0.189 0.145 0.063 0.318 Sulfate Exposure* Negligible Moderate Moderate Severe Moderate Severe Negligible Negligible Severe Moderate Moderate Negligible Severe * Reference: CBC Table 19-A-4 TABLE V SUMMARY OF LABORATORY POTENTIAL OF HYDROGEN (pH) AND RESISTIVITY TEST RESULTS CALIFORNIA TEST NO. 643 Sample No. EI-1A El- IB EI-2B-3 EI-2B-4 EI-2A-5 EI-2A-6 EI-3C-1 EI-3C-2 EI-4H EI-4I EI-4J EI-4K EI-4L PH 7.8 7.5 7.7 7.5 7.4 7.4 7.7 7.5 7.7 7.7 7.9 7.8 7.7 Minimum Resistivity (ohm-centimeters) 453 379 284 264 277 257 433 331 372 419 412 487 372 Project No. 07238-42-03 December 29, 2006 TABLE VI SUMMARY OF AS-GRADED LOT/BUILDING PAD CONDITIONS Lot No./Pad Lotl Lot 2/Pad A Lot 2/Pad B Lot 3/Pad C Lot 4 Pad Condition Transition Lot Transition Lot Transition Lot Transition Lot Fill Lot Remarks Sheet graded only, no undercuts performed Undercut due to cut/fill transition Undercut due to cut/fill transition Undercut due to cut/fill transition Depending on future building location and elevation, undercuts may be required Approx. Depth of Undercut (feet) 0 9 9 6 0 Approx. Max. Depth of Fill (feet) 14 51 9 19 72 Approx. Depth of Fill Differential (feet) 14 43 0 13 70 Project No. 07238-42-03 December 29, 2006 // (cr *////n / r ,fa/M* AND MOISTURE CONTENT TESTING SIC CONTACT a uncertain) h/8). (arrow shows dip, ,E OBSERVED IN CANYON CLEANOUTS 2E DENSITY TEST ION INDEX TEST (IN (arrow shows How direction) AIN f FILL KEY MAP LEGEND aeneai aouottr SEWER ACCCSS HOLES mint FIRE HYDKWTASSY. STREET LIGHT STORM DRAIN GEOTCCHNICAL INVESTIGATION. CAULS 7. THE SAN DIEGO REGIONAL STANDARD STANDARDS. 8. CALIFORNIA COASTAL, N\A. } ENVKONHENTAL APPLICATION DOC. , 10. STORM WATER POLLUTION PREVENTlL LEGEND DESCRIPTION fATED BY PHOTOCRAUMETK METHODS ' TOtULL IHC. TOPOGRAPHY SHOW STANDARDS KEY MAP SCALE I" - 200' SPOT ELEVATION EXISTING STORU DRAIN STORU DRAIN (PRIVATE HOPE) RIP-RAP PROJECT BOUNDARY. LOTLINE PADELEVATIOH LOT NUUBER. PAD CONTOURS EXISTING CONTOURS CUT-FILL UNC DAYLIGHTLINE SLOPES. CONCRETE BROW am TYPC B. PER SDRSO 0-75 CORNER SIGHT DISTANCE DRAINAGE SWALE TEMPORARY DESL TINC SASH SPLASH WALL (EXTENSION Of 0-75 I 6" PVC CANYON SUBDRAWS PCC INFLOW CHANNEL/SPILLWAY SOL NAIL RETAINING WALL (BY SEPAR, ENVIRONMENTAL FENCE REFERENCE DRAWINGS /. EL CAM/NO REAL 2. El CAUINO KAL J Cl CAUINO REAL 4. Cl CAUINO REAL 5. CUW WtTERUNES 6. CUm WAJERUNCS 7. SALK. COLLEGE. EL CAIONO REAL B. CT 96-0} (CL CAHINO REAL) 9. PUS 2. J PU 17BX SO COUNTY RS-ISOO-I 161-2 212-8 27J-] D-W57 - W73 D-W73 - 1037 K2-3 jet-e X7-4 PROJECT LOCATION THIS PROJECT IS LOCATED WITHIN ASSESSOR'S PARCEL Ha. 212-020-21 THE CALIFORNIA COORD/NATE INDEX OF THIS PROJECT IS JX-I6SJ N 1.996.000 E 6.247.000 . EARTHWORK QUANTITIES CUT: FILL: 507.0, IMPORT: . EXPORT: _ _ _ REMEDIAL: 190.000 CY NOTE:THESE OUANTIUCS ARC FOR BONDING PURPOSES ONL Y. THEY DO NOT S1CLUK SHRINKAGE OR EXPANSION GRADING QUANTITIES. ACTUAL OUANTITeS MAY VARY. LEGAL DESCRIPTION THAT PORTION OF LOT T OF RANCHO ACUA HEDIONDA. COUNTY OF SAN KCO, STATE OF CALIFORNIA. ACCORDING TO MAP THEREOF NO. 82i FICD W THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER IS, 1836, DESCRIBED IN A GRANT DEED RECORDED 8-U-92. AS DOC. No. 1192-0512626. OF OFFICIAL RECORDS. FIGURE NO. 1 • 2 3 4 5 - SHEET INDEX SHEET NO. DESCRIPTION 1 TITLE SHEET 2 DETAILS, SECTIONS (NOT INCLUDED) 3 GRADING PLANS FOR LOT 2 4 GRADING PLANS FOR LOT 3 5 GRADING PLANS FOR LOT 4 6 GRADING PLANS FOR LOT 1 7 EROSION CONTROL DETAILS (NOT INCLUDED) 8 EROSION CONTROL PLAN (NOT INCLUDED) NOTE!! I ELECTRONIC DA TA FILES ARE FOR REFERENCE ONL YI AND ARE NOT TO BE USED FOR HORIZONTAL I OR VERTICAL SURVEY CONTROL J s 4 n. mat, \aaABiE mom,toctmjN IN FIBD.F CARLSBAD CHOI, t putwtc. DEPT. / I I Kp/ GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 07238-42-05A October 30,2009 Revised November 5, 2009 Newport National Corporation 1525 Faraday Avenue, Suite 100 Carlsbad, California 92008 Attention: Mr. Scott Merry Subject: VENTANA REAL LOT 2 BUILDING B CARLSBAD TRACT C.T. 00-20 CARLSBAD, CALIFORNIA CARPORT FOUNDATION PLAN REVIEW References: 1. Final Report of Testing and Observation Services During Site Grading, Fox Miller Property, Carlsbad Tract C.T. 00-20, Drawing No. 418-6A, Carlsbad, California, prepared by Geocon Incorporated dated December 29, 2006. (Project No. 07238- 42-03). 2. 3. 4. 5. Dear Mr. Merry: Carport Foundation Plan Review, Ventana Real Lot 2 Building B, Carlsbad Tract C.T. 00-20, Carlsbad, California, prepared by Geocon Incorporated dated October 30, 2009. (Project No. 07238-42-05A). Updated Seismic Design Parameters, Ventana Real Lot 2 Building B, Carlsbad Tract C.T. 00-20, Carlsbad, California, prepared by Geocon Incorporated, dated May 5, 2008 (Project No. 07238-42-05). Structural Plans for Ventana Real Phase II, Sheet S-l, Carlsbad, California, prepared by 4stel Engineering, dated August 26,2009 (Job No. 09D052). Structural Calculations for Ventana Real Phase II, Carlsbad, California, prepared by 4stel Engineering, dated November 4, 2009 (Job No. 09D052). In accordance with the request of Matt Hendry with TSA Contracting Incorporated, we have reviewed the referenced structural plans prepared by 4stel Engineering for the proposed carports at the subject project. The purpose of our review was to check whether the plans and details on the foundation plan were prepared in accordance with the recommendations of the project geotechnical reports. Additionally, we reviewed the structural calculations to assess if the geotechnical design parameters in the referenced reports were incorporated into the design. Our review of the structural calculations was limited to assessing if the geotechnical parameters used are in conformance with the recommendations of the referenced geotechnical reports. We did not review the calculations for their completeness or suitability, and have no opinion as to the adequacy of the structural calculations for the carport foundation design. 6960 Flanders Drive • Son Diego, California 92121-2974 • Telephone (858) 558-6900 Based on our review, it is the opinion of Geocon Incorporated that the foundation plans have been prepared in substantial conformance with the recommendations presented hi the referenced project soil report. It should be understood that our review was limited to geotechnical aspects of project development and did not include review of other details on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of construction. If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED GE2533 RCM:NB:dmc Noel: Staff Engineer (2) (1) ( 1 ) Addressee 4 S.T.E.L. Engineering Attention: Mr. Dustin Rosepink TSA Contracting Incorporated Attention: Mr. Matt Hendry Project No. 07238-42-05A -2-Oetober30,2009 November 5,2009 CB091446 2175 SALKAV VENTANA REAL- 3 CARPORTS 5.100 SF TOTAL a fftCvcr 5nu^r. Forms/Fees Sent Due? Fire FOG HazMayAPCD Health PFF Sewer E-NC.-IOA Comments Building Planning Engineering Fire Date Date Need? Application Complete? Fees Complete? By: I By: