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HomeMy WebLinkAbout2245 HIGHLAND DR; ; CB061111; Soils Report06-28-2006 Job Address Permit Type Parcel No Valuation Occupancy Group 06/28/2006 # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB061111 Building Inspection Request Line (760) 602-2725 2245 HIGHLAND DR CBAD RESDNTL 1560512400 $118,71900 Sub Type SFD Lot# 0 Construction Type VN Reference # CB042536 Status ISSUED Applied 04/25/2006 Entered By KG Plan Approved 1 Structure Type SFD 1 Bathrooms 1 DUNN RES635 SF SFD UNIT OVER 1792 SF GARAGE/STORAGE.371 SF DECK Issued Inspect Area Ong PC# Plan Check# 06/28/2006 Applicant DUNN JIM P O BOX 8735 MAMMOTH LAKES CA 93546 Owner DUNN JIM P O BOX 8735 MAMMOTH LAKES CA 93546 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $605 08 Meter Size $0 00 Add'l Reel Water Con Fee $393 30 Meter Fee $0 00 SDCWA Fee $000 CFD Payoff Fee $11 87 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $0 00 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee $0 00 Housing Credit Fee Master Drainage Fee $0 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $2,16069 $1,99448 $000 $000 $502 90 $567 10 $000 $6900 $3500 $2400 $2,925 00 $000 $000 $1,01450 $985 00 $000 $11,28792 Total Fees $11,287 92 Total Payments To Date $11,287 92 Balance Due- DING PLAN! IN STORAGE ATTACHED $000 Inspector FINAL APPROVAL Date Q£>\ \k\cn 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 m accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PLAN CHECK NO EST VAL Plan Ck Deposit Validated By Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel #Exiting Use 'ro posed -Use r Description of Work #of Stones # of Bedrooms ft of Bathrooms nrfromi applicant) State/Zip Telephone ft Fax # -. * «VAgent forjOwner ( State/Zip Telephone ff 4 "-PROPERTY OWNER (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit sublets the applicant to a civil penalty of not more than five hundred dollars JS500]) Name State License # Address License Class City State/Zip City Business License # Telephone Designer Name State License # Address City State/Zip Telephone 6 ^UWpRKERS-. COMPENSATION' \ '.',K .j^/S,',, ^ " s £'p. LAV" 57l;> (,?L>'V "uL V> ~ *\ , !'' 'LV -T' li*'"1*'*' " ."A ,; J vl '" "i1* "J-M Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations C] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company __ Policy No _ Expiration Data _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q CERTIFICATE OF EXEMPTION \ certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code interest and attorney's fees SIGNATURE __ ___ DATE herebXaffirm that I am exempt from the Contractor's License Law for the following reason I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) 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 contractor(s) licensed pursuant to the Contractor s License Law) LJ I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O YES Q]NO 2J 1 (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, buyl have conj of work) buvl /I (hired) the following persons to provide the work indicated (include name / address / phone number / type COMPLgTEjTHIS KCTION FOR8«tf/V-.fffSfi)£fVrMi;BOTLDiNQ PERMITS ONLY; Is the applicant drfuture builoyfg occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sectferra-awjtfi, 25533 or 25534 oi the Piesley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT s./* CONSTRUCTION LENDING AGENCY^ iV,, i ;•.„ ^/, ,j' ', ! j.;, ^/[-^'\; '< '" % _' "<";>" - ,r'j>" " ,' ...*":~-! ,< • j 'V' ~ - '' \ hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME __ LENDER S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not co/nmenced IwiihjntBO days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time afterthejaujtis^omenced ter^enorJ 1 80 days (Section 1 06 4 4 Uniform Building Code) DATE WHITE File YELLOW Applicant PINK Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK N0-^. .. . EST VAL y 7f fa (& Plan Ck Deposit Validated Date Address {include Bldg/Suite #)Business Name {at this address) Legal Description Lot No Subdivision Name/Number Phase No Total # of units W24/Q4 QQQ9 01 / Ar> Assessor's Parcel Proposed Use CGR 350-26 PERSONS Different from applicant] fA A4dfess-K?'C?r? ^ <r~ /Vl>-f/*.^«J./-flt (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars IS5001) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone _ Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company _ Policy No _ Expiration Date _ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) L3 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees SIGNATURE ______________ _________ _________________ DATE _ r7 rjp O'WNER-BUILDER' ' I hereby affirm that I am exempt from the Contractor's License Law for the following reason D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) 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) Q I am exempt under Section _ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES QNO 2 I {have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) _ 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) __ _________ _ _ __ _ . . . ._ _________________________ _ __ PROPERTY OWNER SIGNATURE DATE "COMPLETE ifHIS(SECTION!iiOR/VO/tf.flFSfl?F/V774£ BUILDING , Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley- Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 Q YES d NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 rjyircONSTRUCTIONfLENDING AGENCY . '", "^ 71 ^j,! f< ,' • % - ^ ' " !~ L T"^ ! '" ,Ll"i ' ! ! ' •'! I'J, »' >," " ' 1 1 ! & ! ' ,!'*! fki" , I1'.! " '"" 7 \, ! '. , A? '!£ 8, 'n " T'! '' ! ' "„ ft I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER'S ADDRESS _ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comme^Zd for a period of 1J1Q days^SegJion 1Q0 4 4 Uniform Building Code) APPLICANT'S SIGNATURE WHITE File YELLOW Applicant PINK Finance City of Carlsbad final Building Inspection PLANNING DEPT TRACKING DESK •MLiM Dept: Building Engineering Blannjnq CMWD St Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected aTPAM Inspected Bv Inspected Bv CB061111 DUNN RES635 SF SFD UNIT OVER 1792 SF GARAGE/STORAGE, 371 SF DECK 2245 HIGHLAND DR JIM Phone 7608454503 CA Water Dist CA Date V_^ SLJ^SA/ Inspected 6> -6?-o"7 Date Inspected Date Inspected Lite Fire Date Permit Type Sub Type Lot 0 Approved V Approved Approved 05/31/2007 RESDNTL SFD Disapproved Disapproved Disapproved Comments Inspection List Permits CB061111 Type RESDNTL SFD Date Inspection Item 06/07/2007 89 06/06/2007 23 06/06/2007 89 06/06/2007 89 05/31/2007 89 05/31/2007 89 05/25/2007 19 02/28/2007 98 02/21/2007 18 01/31/2007 31 01/31/2007 98 01/30/2007 31 01/04/2007 14 01/03/2007 17 12/07/2006 84 11/13/2006 17 11/06/2006 16 11/06/200684 11/03/2006 16 10/18/200684 10/02/2006 11 10/02/2006 13 09/26/2006 32 09/20/2006 15 09/15/2006 34 09/1 5/2006 83 08/23/2006 14 08/23/2006 21 07/12/2006 11 07/03/2006 21 07/03/2006 24 Final Combo Gas/Test/Repairs Final Combo Final Combo Final Combo Final Combo Final Structural BMP Inspection Exterior Lath/Drywall Underground/Conduit-Winn BMP Inspection Underground/Conduit-Winn Frame/Steel/Boltmg/Weldin Interior Lath/Drywall Rough Combo Interior Lath/Drywall Insulation Rough Combo Insulation Rough Combo Ftg/Foundation/Piers Shear Panels/HD's Const Service/Agricultural Roof/ Re roof Rough Electric Roof Sheathing/Ext Shear Frame/Steel/Boitmg/Weldm Underground/Under Floor Ftg/Foundation/Piers Underground/Under Floor Rough/Topout Inspector Act MC MC MC - - MC MC DB MC MC MC MC MC MC MC MC MC MC PY MC MC MC MC MC MC MC MC MC MC MC MC Fl AP we Rl Rl PA CO PI AP AP AP NR AP AP PA PA AP PA NS CO AP AP AP AP CO PA PA we AP AP we DUNN RES635 SF SFD UNIT OVER 1792 SF GARAGE/STORAGE.371 SF DEC Comments SITE ENG SIGNED BY D DATES 6-6-07 RETEST GAS LINE TO METER AFTER NOON INSPECTION OK TO RELEASE GAS PER PD, SEE NOTICE FOR UN-RESOLVED ISSUES NOTICE SEE FILE FOR COMPLIANCE NOTICE 3/0 GROUND ELECTRODE BMPS IN PLACE COMPLETE WORK STAIRWELL FRAMING PER REVISED & APPR PLANS OK TO TAPE 2ND FLOOR EXCEPT STAIRWELL OK TO DRYWALL 2ND FLOOR EXCEPT STAIRWELL PENDING APPROVAL OF REVISED PLANS OK TO TAPE GARAGE WALLS & CEILING EXCEPT AT STAIRWELL NEED WINDOWS TO COMPLETE FRAMING NEED APPROVED STAIR REVISION PARTIAL NOTICE DRYPACK AT STEEL COLUMNS FOR DECK & STAIRS OK TO COVER EMROKPERPD see notice attached LOWER EXTERIOR STEEL STUD ENGINEER REPORT FOR FOOTING EXCAVATION DRAINAGE ONLY Monday, June 11, 2007 Page 1 of 1 UNSCHEDULED BUILDING INSPECTION DATE "7 _IutJl& Q7 INSPECTOR "T PERMIT# ^ °^ »u " PLAN CHECK,* ^ -J f" ^ JOB ADDRESS DESCRIPTION CODE DESCRIPTION ACT COMMENTS City of Carlsbad Bldg Inspection Request For 05/25/2007 Permit* CB061111 Title DUNN RES635SFSFD UNIT OVER Description 1792 SF GARAGE/STORAGE.371 SF DECK Inspector Assignment MC Sub Type SFD 2245 HIGHLAND DR Lot 0 Type RESDNTL Job Address Suite Location APPLICANT DUNN JIM Owner DUNN JIM Remarks P M PLEASE - CALL WITH ETA Phone 7608454503 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By JIM Entered By CHRISTINE Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR06185 ISSUED DUNN WOOD STAIR REPLACES METAL SPIRAL CHANGES LAUNDRY EGRESS Inspection History Date Description 02/28/2007 98 BMP Inspection 02/21/2007 18 Exterior Lath/Drywall 01/31/2007 31 Underground/Conduit-Wiring 01/31/2007 98 BMP Inspection * AP MC 01/30/2007 31 Underground/Conduit-Wiring NR MC Jjm/04/2007 14 Frame/Steel/BoltirigA/Velding AP MC ^•03/2007 17 Interior Lath/Drywall AP MC J^So7/2006 84 Rough Combo PA MC 11/13/2006 11/06/2006 11/06/2006 17 Interior Lath/Drywall 16 Insulation 84 Rough Combo Act PI AP AP AP NR AP AP PA PA AP PA Insp Comments DB SEE FILE FOR COMPLIANCE NOTICE MC MC 3/0 GROUND ELECTRODE BMPS IN PLACE £ p COMPLETE WORK STAIRWELL FRAMING PER REVISED & APPR PLANS OK TO TAPE 2ND FLOOR EXCEPT STAIRWELL OK TO DRYWALL 2ND FLOOR EXCEPT STAIRWELL PENDING APPROVAL OF REVISED PLANS OK TO TAPE GARAGE WALLS & CEILING EXCEPT AT STAIRWELLMC MC MC NEED WINDOWS TO COMPLETE FRAMING NEED APPROVED STAIR REVISION NOTICECITY OF CARLSBAD %' (760) 602-2700 BUILDING DEPARTMENT " 1635 FARADAY AVENUE TIME LOCATION 13*4£> -j-A I fcfTt-4 PERMIT NO J. sfc- AT" ^oo,^ Ufcj^o./v^i ro I (A g> FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? I 1 YES FOR FURTHER INFORMATION, CONTACT Unt f *2/l < ( PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 10/18/2006 Permit# CB061111 Title DUNN RES635 SF SFD UNIT OVER Description 1792 SF GARAGE/STORAGE,371 SF DECK Inspector Assignment MC 2245 HIGHLAND DR Lot 0 Type RESDNTL Sub Type SFD Job Address Suite Location OWNER DUNN JIM Owner Remarks EARLY AM PLEASE Phone 7608454503 Inspector Total Time Requested By JIM DUNN Entered By CHRISTINE CD Description Act Comment 14 Frame/Steet/Boltmg/Weldmg 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR06185 PENDING DUNN WOOD STAIR RFPLACES, Mfcl AL SPIRAI CHANGES LAUNDRY EGRESS Inspection History Insp MC MC MC MC MC see notice attached MC Date Description 10/02/2006 11 Ftg/Foundation/Piers 10/02/2006 13,Shear Panels/HD's 09/26/2006 32 Const Service/Agricultural 09/20/2006 tf*15 Roof/Reroof 09/15/2006 34 Rough Electric 09/15/2006 83 Roof Sheathing/Ext Shear 08/23/2006 14 Frame/Steel/Boltmg/Welding 08/23/2006 21 Underground/Under Floor 07/12/2006 11 Ftg/Foundation/Piers 07/03/2006 21 Underground/Under Floor 07/03/2006 24 Rough/Topout Act AP AP AP AP CO PA PA MC WC MC AP MC AP MC WC MC Comments DRYPACK AT STEEL COLUMNS FOR DECK & STAIRS OK TO COVER EMR OK PER PD LOWER EXTERIOR STEEL STUD ENGINEER REPORT FOR FOOTING EXCAVATION DRAINAGE ONLY NOTICE CITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE 1 & £>CT" -?,&&<*> - T|ME LOCATION 7/2. $*£ H PERMIT NO <^& O fe* ( 7. A A-T" FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT 40"2- " YES PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 09/15/2006 Permit# CB061111 Title DUNN RES635 SF SFD UNIT OVER Description 1792 SF GARAGE/STORAGE.371 SF DECK Inspector Assignment MC Type RESDNTL Job Address Suite Location APPLICANT DUNN JIM Owner Remarks EMR Sub Type SFD 2245 HIGHLAND DR Lot 0 Phone 7608454503 Inspector Total Time CD Description 34 Rough Electric\j> Act Comment Requested By JIM Entered By CHRISTINE PA- PA- Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 08/23/2006 14 Fra me/Steel/Bo 111 ng/We Id ing 08/23/2006 21 Underground/Under Floor 07/12/2006 11 Ftg/Foundation/Piers 07/03/2006 21 Underground/Under Floor 07/03/2006 24 Rough/Topout PA MC LOWER EXTERIOR STEEL STUD WC MC AP MC ENGINEER REPORT FOR FOOTING EXCAVATION AP MC DRAINAGE ONLY WC MC v 4 ' NOTICE CITY OF CARLSBAD «=-^^ (76°) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE TIME / LOCATION PERMIT NO ^-g> O6 fli{ L LJFOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? I_J YES FOR FURTHER INFORMATION, CONTACT,. BUILDING INSPECTOR CODE ENFOCEMENT OFFICER PHONE City of Carlsbad Bldg Inspection Request For 07/12/2006 PermiW CB061111 Title DUNN RES635SFSFD UNIT OVER Description 1792 SF GARAGE/STORAGE,371 SF DECK Inspector Assignment MC Type RESDNTL Job Address Suite Location OWNER DUNN JIM Owner Remarks finrpleas'fes•^j;—1^-,^ ™« W Total Time Sub Type SFD 2245 HIGHLAND DR Lot 0 CD Description 11 Ftg/Foundation/Piers Act Comment Phone 7608454503 Inspector Requested By JIM Entered By CHRISTINE Comments/Notices/Hold Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 07/03/2006 21 Underground/Under Floor AP MC DRAINAGE ONLY 07/03/2006 24 Rough/Topout WC MC J.E. LAMBERT & ASSOCIATES PO BOX 1116 VISTA,CA92085-1116 (760) 724-7826 • FAX (760)724-1675 INSPECTION REPORT PAGE JOB# .OF / i. PROJECT NAME " ADDRESS ' x' X REPORTS 5 ' ARCHITECT — ENGINEER CONTRACTOR FABRICATION SOURCE INSPECTION^ DATE ~7 '2 5 -f2£ PLAN FILE . INSPECTION MATERIAL IDENTIFICATION ( ^)* STRUCTURAL STEEU ( ) FIELD WELDING: ( t) SHOP WELDING: c( ( ) REBAR GRADE: ( ) EPOXY: ( ) CONCRETE CONC MIX#PSIV ELECTRODE:_£Z£2jL_ BLDG PERMIT OTHER 4( ) OTHER: STRUCTURAL STEEL MATERIAL SAMPLING ( ) BOLTS ( ) CONCRETE ( ) REBAR INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS _________ .... _ _____ ________ _____________ __________________ ^ tron'ql, Compliance All work, unless otherwise noted, complies with the approved plans and specifica^ons^jnd thejjnjoriT^building code NAME (PRINT X).SIGNATURE CERTIFICATION NO -52.2.Q3>5I —ft^'OFFICE USE ONLY BH Mr. Jim Dunn PO Box 873 5 Mammoth Lakes, CA 93546 July 11,2006 Contract No 141004 Subject. Inspection Report, Over-Excavation Bottoms for Footings Project Dunn Residence 2200 Highland Drive Carlsbad, California References 1 "Preliminary Geotechmcal Investigation, Storm Dram Reconstruction, North End of Highland Drive, Carlsbad, " Prepared by Vmje & Middleton Engineering, Inc Job No 03-262-P, dated. June 17 2003 2 "Plan Review Geotechmcal Update Report, Lot at the North Terminus of Highland Drive, Cailsbad, California, " Prepared by Vmje & Middleton Engineering, Inc , Job # 03-387 -P, dated October 1, 2003 3 "d tiding Plans for Dunn Residence, 2200 Highland Drive, Carlsbad, California, Sheets 1-8, " prepared by Aquaterra Engineering, dateunknown 4 "Ateumption of the role as Soils Engineer-of-Record, " Prepared by Testing Enguieer^-US Laboratories, Inc , dated August 5, 2004 5 "Pad Certification, Dunn Residence, 2200 Highland Drive, Carlsbad, California, " Prepoi i.'d /y Testing Engineers San Diego, Inc , dated May 30, 2006 6 "PLAN REVIEW, Detached Garage and Second Story Apartment", Prepared by Testing Engineers San Diego, Inc , dated June I, 2006 7 "PLAN REVIEW-ADDENDUM, Detached Garage and Second Story Apartment", Prepai cd by Testing Engineers San Diego, Inc , dated June 15, 2006 Dear Mr Dunn As requested, Testing fngineers San Diego (TESD) has conducted observation and inspection of over- excavation bottoms fot the footings of the proposed detached garage and second story apartment at the above referenced site in C.nlsbad, California Quality assurance services described herein are part of the quality assurance services piovided by TESD from October 10, 2004 through July 6, 2006 Based upon the results of our observation, random probing and inspection, and quality assurance observation of earthwork construction at the site, the over-excavation bottoms for all footings of the proposed structure measured the dimensions noted on the plans and were found to be firm and suitable for building purposes The preparation of ovei-e\cavation bottoms for the subject footings has been conducted in substantial conformance with the pioject plans and specifications, as well as local grading standards I Testing Engineers San Diego, Inc. A Bureau Ventas Company 7895 Convoy Court, Suite 18 SanDtegchCA92lU Mam (858)715-5800 Tax (858)715-5810 www us bureauventas com Inspection Report Detached Garage and Second Story Apartment Dunn Residence July 11,2006 Contract No 141004 Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc were established by others Quality assurance field monitoring services provided by this office, consisting of visual observation of over excavation bottoms and soil compaction operations, as well as random m-place tests, are intended to assist the owner/client in monitoring apparent reasonable compliance with the project earthwork specifications The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor Technical advice and suggestions were provided upon request on the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. TESD appreciates the opportunity to be of assistance to you on this project If you require additional information regarding the services provided, please feel free to contact us at your convenience Sincerely, Testing Engineers San Diego, Inc. LaithI.Namiq,PhD,PE Principal Engineer LIN Distribution (2) Addressee *Includes copy for building department submittal EsGil Corporation In (Partnership -with government for (Bulging Safety DATE June 26, 2006 a APPLICANT a JURIS JURISDICTION Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO 06-1111 SET IV (REV1) PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Accessory Building for James Dunn XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Sergio Azuela Enclosures Esgil Corporation D GA D MB D EJ D PC 6/20 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In <Partners6ip ivitfi government for <BuiCding Safety DATE June 16, 2006 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 06-1111 SET III (REV/04-2536) PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Accessory Building for James Dunn 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 Dana W Whetsel 1352 Hodges Rd , Oceanside, CA 92056 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 Dana W Whetsel Telephone # (760)945-5249 Date contacted b//$/0(r (bydffl Fax # / /Mail Telephone \/ Fax^/ In Person REMARKS By Sergio Azuela Enclosures Esgil Corporation D GA D MB D EJ D pC 6/12 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad 06-1111 June 16, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2245 Highland Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION 6/12 REVIEWED BY Sergio Azuela PLAN CHECK NO O6-1111 SET III (REV/04-2536) DATE RECHECK COMPLETED June 16, 2006 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A To facilitate recheckmg, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans 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 tf 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? QYes QNo Carlsbad 06-1111 June 16, 2006 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 10 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling Section 302 4 If Storage Room is considered to be part of the U-1, then the doors opening to the covered part of the deck shall be self-closing door, either 1-3/8" solid core or a listed 20 minute assembly • The 3030ST window between the Storage Room and the Cover Patio is not permitted. The doors including glass shall be approved by the Building Official. 13 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report- page 17) The letter provided, to resolve this correction, include 5 corrections with multiple conditions, this letter does not provide a complete approval of the Foundation plans. Please provide a letter which approved the plans fully. Original correction is still applicable. 20 If special inspection is required, the designer shall complete the attached Special Inspection Notice Special Inspection for "Soils Compliance Prior to Foundation Inspection" is required. Original correction is still applicable. • Please provide structural design calculations to justify the Guardrail adequacy for the railing details provided on sheet A-4 (two guardrail details are provided; one, without identification, with glass and the other one, Detail B-B, with wood). If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation In (Partnership with government for (Bm&fing Safety DATE May 23, 2OO6 a APPLICANT JURISDICTION Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO 06-1111 SET II (REV/04-2536) PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Accessory Building for James Dunn 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 DanaW Whetsel 1352 Hodges Rd , Oceanside, CA 92056 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 DanaW Whetsel Telephone # (760)945-5249 Date contacted 5/33/O b(ty4-0) Fax # Mail Telephone \/ Fax y^ 'n Person REMARKS By Sergio Azuela Enclosures Esgil Corporationn GA n MB n EJ n PC 5/1 e 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 06-1111 May 23, 2006 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2245 Highland Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION 5/16 REVIEWED BY Sergio Azuela PLAN CHECK NO 06-1111 SET II (REV/04-2536) DATE RECHECK COMPLETED May 23, 2006 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A 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? QYes QNo Carlsbad 06-1111 May 23, 2006 I Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 8 Garage requires one-hour fire protection (i e , 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling Table 3-B, Section 302 4 Please clearly show on plans (on the Floor Plans) which are the walls which will be covered with 5/8" type "X" gypsum board The required protection is missing at all exterior walls of the storage room, also the required protection between the second floor walls and the Garage attic space shall be clearly shown on plans. 9 All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-re si stive protection on the garage side Section 302 2 The required protection is missing at all exterior walls of the storage room, also the required protection between the second floor walls and the Garage attic space shall be clearly shown on plans. 10 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling Section 302 4 If Storage Room is considered to be part of the U-1, then the doors opening to the covered part of the deck shall be self-closing door, either 1-3/8" solid core or a listed 20 minute assembly I1 Show height and construction details of all masonry or concrete walls Chapters 21 and 19 Show it on plans for the Wall at South Property Line (see sheet A-3) Please include the vertical reinforcement spacing at the retaining wall detail provided on sheet A- 3. 13 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report - page 17) The required letter was not provided. Original correction is still applicable. Carlsbad 06-1111 May 23, 2006 14 Show distance from foundation to edge of cut or fill slopes ("distance-to-dayhght") and show slope and heights of cuts and fills Chapter 18 The required dimension was not provided. Original correction is still applicable. 16 Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 The correction response reads: "TRUSS CALCULATIONS COPY STAMPED BY ENGINEER", however, the required evidence from the engineer of record review was not provided, the stamped on the trusses is by the engineer responsible for the truss calculations preparation and not by the engineer of record. Original correction is still applicable. 20 If special inspection is required, the designer shall complete the attached Special Inspection Notice No response was provided for this correction. Original correction is still applicable. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation In Partnership witfi government for <ButCding Safety DATE May 4, 2O06 a APPLICANT JURISDICTION Carlsbad a FILE PLAN CHECK NO 06-1111 SET I (REV/04-2536) PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Accessory Building for James Dunn 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 X] The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to DanaW Whetsel 1352 Hodges Rd , Oceanside, CA 92056 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 Dana W Whetsel Telephone # (760) 945-5249 Date contacted $f<(W (by 1fc ) Fax # ' Mail Telephone ^~^Fax •—"In Person REMARKS By Sergio Azuela Enclosures Esgil Corporation D GA Kl MB Q EJ D PC 4/27 trnsmtldot 9320 Chesapeake Dnve, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 06-1111 May 4, 2006 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2245 Highland Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION 4/27 REVIEWED BY Sergio Azuela PLAN CHECK NO O6-1111 DATE REVIEW COMPLETED May 4, 2006 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • 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 • 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? Q Yes No Carlsbad 06-1111 May 4, 2006 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGi! Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 Structural plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) 3 Show on the title sheet all structures, pools, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included " Section 106 3 3 4 Show locations of permanently wired smoke detectors with battery backup a) When sleeping rooms are upstairs, at the upper level in close proximity to the stair NOTE Detectors shall sound an alarm audible in aN sleeping areas of the unit Section 3109 1 5 Sleeping rooms shall have a window or exterior door for emergency escape Sill height shall not exceed 44" above the floor Windows must have an openable area of at least 5 7 square feet with the minimum openable width 20" and the minimum openable height 24" The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools Section 310 4 Please clearly show on plans that the 4050S sliding window at the Bedroom will provide the minimum 20" of clear openable width 6 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface • 2050S window adjacent to the spiral stairway Carlsbad 06-1111 May 4, 2006 7 Provide stairway and landing details Sections 1003 3 3 a) Maximum rise ts 7" and minimum run is 11" When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum b) Minimum width is 36" 8 Garage requires one-hour fire protection (i e , 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling Table 3-B, Section 302 4 Please clearly show on plans (on the Floor Plans) which are the walls which will be covered with 5/8" type "X" gypsum board 9 All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side Section 3022 10 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling Section 302 4 If Storage Room is considered to be part of the U-1, then the doors opening to the covered part of the deck shall be self-closing door, either 1-3/8" solid core or a listed 20 minute assembly 11 Show height and construction details of all masonry or concrete walls Chapters 21 and 19 Show it on plans for the Wall at South Property Line (see sheet A-3) 12 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report " 13 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report - page 17) 14 Show distance from foundation to edge of cut or fill slopes ("distance-to-daylight") and show slope and heights of cuts and fills Chapter 18 15 Note on plans that surface water will dram away from building and show drainage pattern Section 1804 7 16 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 Carlsbad 06-1111 May 4, 2006 17 Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30" Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening Section 1505 1 18 Show the type and size (BTU's) of all heating and cooling appliances or systems 19 See attached lists for electrical and energy corrections 20 If special inspection is required, the designer shall complete the attached Special Inspection Notice 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 Sergio Azuela at Esgil Corporation. Thank you. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 21 Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits 22 Note on the single line diagram that all service disconnect devices shall be labeled as a "Service Disconnecting Means" NEC 230 70(b) 23 Show on the single line diagram the conduit and wire sizes 24 Please provide a residential electrical load calculation for review 25 Please specify code required convenience outlets on floor plans NEC 220 10 26 Show on the plan the location of the service NEC 110 26, 230 2 27 Show the location of all panels and load centers No overcurrent device (i e , panels) may be installed in clothes closets and bathrooms NEC 110 26,240 24,300 21 28 Please change all references the NEC code cycle date to 2002 ENERGY CONSERVATION 29 Describe compliance with the residential energy lighting requirements Carlsbad 06-1 111 May 4, 2006 30 In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor 31 All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer (Closets under 70 square feet are exempt) 32 Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photo-control / motion sensor 33 Note Generally a htgh efficacy style of fixture is fluorescent complete with electronic ballasts Regular incandescent, quartz halogen and halogen "MR" lamps do not comply 34 Common use areas in multifamily buildings require high efficacy fixture types or control shall be by occupancy sensors Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGH Corporation /n <Parfn««£ip tw(/i government for <Bui fifing Safety DATE September 2, 2004 a APPLICANT" JURISDICTION City of Carlsbad Q PLAN REVIEWER Q RLE PLAN CHECK NO 04-2536 f&/t 4L&Q&IH I SET II PROJECT ADDRESS: 2245 Highland Drive PROJECT NAME. Auxiliary Dwelling Unit and Garage for James Dunn The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Telephone # Date contacted (by ) \ / ^ ^ax # Mail Telephone Fax In Person REMARKS Plan approval is contmgentWall applicable remedial soils recommendations required by soils consultant being completed under separate permit By Sergio Azuela Enclosures Esgil Corporation D GA D MB D EJ D PC 08/26/2004 tmsmtldot X 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 06-1111 May 4, 2O06 GENERAL PLAN CORRECTION LIST JURISDICTION- Carlsbad PLAN CHECK NO.; 06-1111 PROJECT ADDRESS: 224S Highland Dr. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION- 4/27 May 4, 2006 REVIEWED BY: Sergio Atuela _^_^__ _^_^_ FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments, The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • To facilitate 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 * 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? Q Yes & No 9005 t?^^^ '<Suj nibs? Carlsbad 06-1111 y 4, 2006 Please make all corrections on the ongmal tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways. 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008. (760) 602-2700. The City will route the plans to EsOit Corporation and the Carlsbad Planning, Engineering and Fire Departments 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation. $320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE. Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2 Structural plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions Code). 3. Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" Section 106.3.3. 4 Show locations of permanently wired smoke detectors with battery backup. a) When sleeping rooms are upstairs, at the upper level in close proximity to the stair. • NOTE1 Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. 5 Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24" The emergency door or window shall be openabie from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. Please clearly show on plans that the 4050S sliding window at the Bedroom will provide the minimum 20" of clear ooenable width. 6. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions)' a) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. • 2050S window adjacent to the spiral stairway. 1I9S3 Carlsbad 06-1 111 May 4, 2OO6 7. Provide stairway and landing details Sections 1003.3.3. a) Maximum rise is 7" and minimum run is 1 r. When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum b) Minimum width is 36". 8. Garage requires one-hour fire protection (i.e., 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling Table 3-B» Section 302 4. Please clearly show on plans (on the Floor Plans) which are the walls which will be covered with 5/8" type "X" gypsum board. 9. AH elements supporting floor above garage, including waHs/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 3022. 10 Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4. If Storage Room ts considered to be part of the U-1, then the doors opening to the covered part of the deck shall be self-closing door, either 1-3/8" solid core or a listed 20 minute assembly. 11. Show height and construction details of all masonry or concrete walls. Chapters 21 and 19. Show it on plans for the Wall at South Property Line (see sheet A-3). 12. The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 13. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report - page 17). 14. Show distance from foundation to edge of cut or fill slopes ("distance-to-daylight") and show slope and heights of cuts and fills. Chapter 18. 15. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7 16. Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e , a "review" stamp on the truss calculations or a letter) Section 106.3.4 1. TO'd 1I9S3 Carlsbad 06-1 111 May 4, 2006 17. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505 1. 18. Show the type and size (BTU's) of all heating and cooling appliances or systems. 19. See attached lists for electrical and energy corrections. 20. If special inspection is required, the designer shall complete the attached Special Inspection Notice. The jurisdiction has contracted with Ssgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 85$/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgll Corporation, Thank you. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) 21. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits 22. Note on the single line diagram that all service disconnect devices shall be labeled as a "Service Disconnecting Means". NEC 230 70(b) 23. Show on the single line diagram the conduit and wire sizes. 24. Please provide a residential electrical load calculation for review 25. Please specify code required convenience outlets on floor plans NEC 220.10 26. Show on the plan the location of the service NEC 110.26, 230 2 27. Show the location of all panels and load centers. No overcurrent device (i.e , panels) may be installed in clothes closets and bathrooms. NEC 110 26,240.24.300,21. 28 Please change all references the NEC code cycle date to 2002. ENERGY CONSERVATION 29 Describe compliance with the residential energy lighting requirements: * 97 OT 900£ f fa?W 9iST09S8S8T:xej '^03 1I9S3 Carlsbad 06-1 111 May 4, 2006 30. In bathrooms, oarages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor 31. AH other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). 32. Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photo-control / motion sensor. 33. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen "MR" lamps do not comply. 34. Common use areas in multrfamily buildings require high efficacy fixture types or control shall be by occupancy sensors Note: If you have any questions regarding this Electrical or Energy plan review iist please contact Morteza Beheshti at (858) 560-1468 To speed the review process* note on this (ist (or a copy) where the corrected items have been addressed on the plans. 90 'd Sfr OT 9002 fr fi*W 9iS109S8S8l:xpj 'dSDO "II9S3 WHETSEL CONSULTANTS 1352 HODGES ROAD OCEANSIDE CA 92056 PLAN CHECK CORRECTIONS CITY OF CARLSBAD BUILDING DEPARTMENT PLAN CHECK ID#. ADDRESS OWNER DATE ^ ^ / ^~J£xiL^^^ L ^ / _______ ___ ___ PLAN CHECK NO .Qh^MJ-L SHT NO. J=I_OF - A 1232 Darwin Drive Oceanside, CA 92056 RESPONSE TO PLAN CHECK CORRECTIONS PLAN CHECK #: 06-1111 PROJECT ADRESS: 2245 HIGHLAND DR, CARLSBAD, CA, 92008 PROJECT NAME: DUNN DATE: 5/5/2006 FLOOR AREA: 1st FLOOR (GARAGE & STORAGE): 1512 SQ.FT. 2nd FLOOR LIVING AREA: 635 SQ.FT. ITEM: 21 See general notes and single line diagram has 10K AIC noted in upper right-hand corner Generally the main breaker in a residential application is 22K AIC and branch circuits are never greater then 10K AIC 22 All main service panels come from the manufacture with the main breaker labeled as the "Service Disconnecting Means" All other disconnect switches shall be labeled as disconnecting means for applicable outlets and equipment 23 The utility company having jurisdiction shall determine the conduit and wire size to the mam service panel Conduit is not used in this residential application 24 See load calculation attached 25 NEC 220-10 specifically details branch circuit other than dwelling units NEC 220-12 refers to general lighting load by occupancy type Please see attached calculations for lighting loads 26 The utility company having jurisdiction shall determine the actual location of the mam service equipment However, the main service equipment for this project is shown on first floor level at the south-east corner See existing note 27 N/A No other panels or load centers shall be required for this project 28 See cover see for NEC 2002 notation 29 See title 24 documentation and mandatory lighting notes for compliance * 1222 f* <KW W-CM2 CM- 060) S8J-1O2 OCt C- Response to plan check corrections 5/5/2006 Page 2 of 3 30 See fixture schedule for corrections for motion sensors, dimmer switches and new fluorescent down lighting for bathrooms and laundry areas 31 Title 24 requirement do not apply to portable floor lamps or table lamps (switch plugs) 32 See plan areas were outdoor lighting is now showing new motion sensors w/ photo control 33 N/A 34 Title 24 requirement do not apply to portable floor lamps or table lamps (switch plugs) TimW Whetsel Branch Power Systems / Whetsel Consultants (760)583-1682 Dunn Residence 2245 Highland Drive Carlsbad, CA 92008 Single Family Calcu xls Page 1 OPTIONAL CALCULATION SINGLE FAMILY DWELLING ! HEATING and A/C 220-3O (c) (I -G) Heating units (3 or less) = 0 VA X G5% = Heating units (4 or less) = O VA X 4O% = A/C unit - 30OO VA X I OO% - Heat pump = 0 VA X I O0% = Largest Load Total 2 GENERAL LOADS 220-3O (b) ( I -4) General Ligthing 22O-3O(b)(2) 2 1 47 5Q FT X 3 VA Small Appliance and Laundry loads 220-3O{b)( I ) I 5OO VA X 4 ckts Special Loads 22O-3O(b)(3)(4) Dishwasher = 1 400 VA Disposer - 950 VA Compactor = 0 VA Water Heater = 0 VA Total Applying Demand Factors 2OO-3O(b) First I O,OOO VA @ I O0% - Remaining ) 379 I VA @ 4O% = Total O VA O VA 3OOO VA O VA 3OOO VA 3OOO VA G44! VA eooo VA 2350 VA 23,79! VA 1 0,OOO VA 55 I S 4 VA I 5,5 I G VA G4 7 Amperes Prepared by Tim Whetsel 5/9/2006 City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE BUILDING ADDRESS- C£C6> I (/ I PLANCHECK NO CB PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER ENGINEERING DEPARTMENT APPROVAL EST VALUE DENIAL 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 Rjght-of-Way permit is required prior to construction of the following improvements Please see-the, attached report of deficiencies marked witMu &1ake necessary corrections to plans or specificattofis for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review Date By FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: r Date ^ATTACHMENTS D Dedication Application U Dedication Checklist U Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application fj Right-of-Way Permit Submittal Checklist and Information Sheet n Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON.._._..... ^ Name TANIYA BARROWS City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2773 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (760) 6O2-272O • FAX (76O) 6O2-8562 F (BUILDING PLANCHECK CKLST FORM doc j Rev 7/14/00 BUILDING PLANCHECK CHECKLIST 1. Provide a fully dimensioned site plan drawn to s B C North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Easements Show on site plan F G H I J. Right-of-Way Width & Adjacent Streets Driveway widths - "\</7^v Existing or proposed sewerjateral Existing or proposed water service Existing or proposed irrigation service Drainage Patterns y ' - 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." > « Existing & Proposed Slopes and Topography 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 •, ^ Sewer and water laterals should not be located within proposed.dnveways, per standards. ' 3 Include on title sheet A Site address B Assessor's Parcel Number , ' C Legal Description * i 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 F \BUILDING PLANCHECK CKLST FORM doc i ST 0ND 0RD BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE X^^( CI/ D £3 4a Project does not comply with the following Engineering Conditions of approval for — • ' Project No VO Qe&& & *5bl2- Co*(d!>Lfotf$ uJt'tt [U Q 4b All conditions are in compliance. Date DEDICATION REQUIREMENTS D CD 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15.000 . pursuant to Carlsbad Municipal Code Section 18 40.030 Dedication required as follows. Dedication required Please have a registered Ctvtl Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 75.000 . pursuant to Carlsbad Municipal Code Section 1840.040 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 F \BUILDING PLANCHECK CKLST FORM Hoc BUILDING PLANCHECK CHECKLIST A ST 2ND oRD 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:,£J D D D 6b Construction of the public improvements may be deferred pursuant'to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $310^50 we may prepare the necessary Neighborhood Improvement Agreement^ This agreement must be signed, notarized and approved by the City prior toNssuance of a Building permit , *' • ; 11! "' > , Future public improvements required as follows - D D 6c Enclosed please find your Neighborhood Improvement Agreement'. Please return agreement signed and notarized to the Engineering Department ; Neighborhood Improvement t,; , Agreement completed by: ^ Date * ./, D D D 6d No Public Improvements required SPECIAL NOTE Damaged oV defective improvements found adiacent to building site must be repaired to the satisfaction of the Citv Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) C] 7b Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form r 411 -<^ 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 jif a grading permit is not required.)-^ REBUILDING PLANCHECK CKLST FORM doc v: BUILDING PLANCHECK CHECKLIST JST 2ND 3RD Q d Q 7d .No Grading Permit required D , D D 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS D D D 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities. Right-of-Way permit required for: D D D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date D D D 10 NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by he City Engineer prior to issuance of grading or building permit, whichever occurs first equired fees are attached fees required WATER METER REVIEW ^ D D 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 received "standard" 1" service with 5/8" service F \BU1LDINGPLANCHECKCKLST FORM doc BUILDING PLANCHECK CHECKLIST ..ST 2ND QRD D D D 12b • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit/*; ^5" • Maximum service and meter size is a 2" service with a 2" meter'/ " , • If a developer ts proposing a meter greater than .2", J 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). - - V / •*'•>,•" , 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: ' «••*'"i 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like "<?' , STA1+00 Install 2" service and ''*"-'</ 3. 1 5. meter (estimated 100 gpm) If the improvement plans do not Jjst the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated" worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include ( • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSl) • 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 FABUILDING PLANCHECK CKLST FORM doc Rev 7/1*00 BUILDING PLANCHECK CHECKLIST -j ST a a service boundary, the City intends on switching services/meters to a new recycled water line in the future 12c. Irrigation Use (where recycled water is available) these irrigation 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 Additional Comments: A Q\tW<> 4 re q t?r\ot ]A&.OJL f \BUILDIMG PLAMOIECK CKLST FORM doc D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on budding plancheck plan submittal Address Prepared by Date Bldg.Pe/mitNo EPU CALCULATIONS: List types and square footages for all uses Types of Use <5^P Sq Ft/Units / Types of Use Sq Ft /Units APT CALCULATIONS. List types and square footages for all uses Types of Use 5"^K Sq Ft/Units \ Types of Use Sq Ft/Units EDU's EDU's ADT's ADT's FEES REQUIRED: WITHIN CFD D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) -B-1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS $3-2 TRAFFIC IMPACT FEE ADTs/UNITS _/_X FEE/ADT -B 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 DIST #3 ADT's/UNITS -Q 4 FACILITIES MANAGEMENT FEE UNIT/SQ FT 5 SEWER FEE EDU's X FEE/ADT ZONE X FEE/SQFT/UNIT X BENEFIT AREA EDU's 7 DRAINAGE FEES ACRES -h I3r~ 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE F \FEE CALCULATION WORKSHEET doc 1 Of 2 Rev 7/14/00 % - " ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9 RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES* $ + NOTE. This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits 2 of 2 F \FEE CALCULATION WORKSHEET doc Rev 7/14/00 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 alignments and sizes shown on the City Storm Drain Construction Plans (DWG 413- 9, Project No. 39051) on file with the City. 33 Additional drainage easements maybe required Developer shall dedicate and provide or install drainage structures, as may be required by the City Engineer, pnor to or concurrent with any grading or building permit The public storm drain, inlets, outlet and other related appurtenances must be installed prior to the issuance of a building permit. All pipe and related facilities shall be constructed per Drawing 413-9 (Project No. 39051) on file with the City unless otherwise directed by the City Engineer. The Developer may construct the storm drain improvements or allow the City to construct or contractually construct said improvements. If the Developer chooses to construct said improvements, he shall, unless otherwise permitted by the City Engineer, execute and record a City standard Development Improvement Agreement to install and secure with appropriate security as provided by law, public storm drain improvements per said Drawing to City Standards to the satisfaction of the City Engineer Improvements shall be constructed within 18 months of approval of the development improvement agreement or such other time as provided in said agreement The Developer may be eligible for reimbursement from the City. Reimbursement of any costs must be approved via a reimbursement agreement with the City prior to the issuance of a grading permit. 35 Developer shall have the entire drainage system designed, submitted to and approved by the City Engineer, to ensure that runoff resulting from 10-year frequency storms of 6 hours and 24 hours duration under developed conditions, are equal to or less than the runoff from a storm of the same frequency and duration under existing developed conditions Both 6 hour and 24 hour storm durations shall be analyzed to determine the detention basin capacities necessary to accomplish the desired results 36 Pnor to the issuance of grading permit or building permit, whichever occurs first, Developer shall submit for City approval a "Storm Water Management Plan (SWMP) " The SWMP shall demonstrate compliance with the City of Carlsbad Standard Urban Stormwater Mitigation Plan (SUSMP), Order 2001-01 issued by the San Diego Region of the California Regional Water Quality Control Board and City of Carlsbad Municipal Code The SWMP shall address measures to avoid contact or filter said pollutants from storm water, to the maximum extent practicable, for the post-construction stage of the project At a minimum, the SWMP shall a) identify existing and post-development on-site pollutants-of-concern, b) identify the hydrologic unit this project contnbutes to and impaired water bodies that could be impacted by this project, c) recommend source controls and treatment controls that will be implemented with this project to avoid contact or filter said pollutants from storm water to the maximum extent practicable before discharging to City right-of-way, d) establish specific procedures for handling spills and routine clean up Special considerations and effort shall be applied to resident education on the proper procedures for handling clean up and disposal of pollutants, e) ensure long-term maintenance of all post construct BMPs in perpetuity; and PCRESONO 5612 -9- 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 f) identify how post-development runoff rates and velocities from the site will not exceed the pre-development runoff rates and velocities to the maximum extent practicable Water: 37 38 39 40 Fire: 41 Poor to issuance of building permits, Developer shall pay all fees, deposits, and charges for connection to public facilities Developer shall pay the San Diego County Water Authority capacity charge(s) prior to issuance of Building Permits The Developer shall install potable water services and meters at a location approved by the District Engineer The locations of said services shall be reflected on public improvement plans The Developer shall install sewer laterals and clean-outs at a location approved by the District Engineer The locations of sewer laterals shall be reflected on public improvement plans This project is approved upon the express condition that building permits will not be issued for the development of the subject property, unless the District Engineer has determined that adequate water and sewer facilities are available at the time of occupancy A note to this effect shall be placed on the Final Map, as non-mapping data Maintain sixty (60) feet from all structures in accordance with the City of Carlsbad Landscape Manual as shown on Exhibit "A." Plans shall be submitted to the fire department for review and approval of the required fire suppression zones Code Reminders: 42 Approval of this request shall not excuse compliance with all applicable sections of the Zoning Ordinance and all other applicable City ordinances in effect at time of building permit issuance, except as otherwise specifically provided herein 43 Premise identification (addresses) shall be provided consistent with Carlsbad Municipal Code Section 18 04 320 PCRESONO 5612 -10- 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 NOTICE Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as "fees/exactions " You have 90 days from date of final approval to protest imposition of these fees/exactions If you protest them, you must follow the protest procedure 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 charges, 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 PASSED, APPROVED AND ADOPTED at a regular meeting of the Planning Commission of the City of Carlsbad, California, held on the 21st day following vote, to wit of April, 2004, by the AYES Chairperson White, Commissioners Baker, Dommguez, Hememan, Montgomery, Segall, and Whitton NOES None ABSENT None ABSTAIN None 7^Xx^W^^&' MELISSA WHITE, Chairperson ' CARLSBAD PLANNING COMMISSION ATTEST VUJJ^o^\^AAJ2j3b^ MICHAEL J HOL^MTLLteR Planning Director PCRESONO 5612 -11- / JUN-05-2006 MON' 03.09 PM ENGINSPECTION FAX.7604384178 j CITY OP CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE p.ooi/o'oi1 i '! | PROJECT INSPECTOR:.DATE- PROJECT^IWM RELEASE- . ^* r / PERMIT I/A^NOT^PPUCABLE, •^CpSfflfLETE ?_ . V 0 = Incomplete or unacceptable All 'if 1st; o ' i- 1 t Site access to requested lots adequate and logically grouped 2. , Site erosion control measures adequate. > 3. .. - Overall site adequate for health, safety and welfare of public. 4 'it ' ' !' K ' f ' ' '( , ' i ' 4. Letter from Owner/Dev. requesting partial release of specific lots; pads or bklg. i i': 5. 8%" x 11" site plan (attachment) showing requested lots submitted.I 't i ' i ;, ' ' * i' j,(ft E r 6. Compaction report from soils engineer*submitted. (If soils report has '••' been submitted with a previous partial release, a letter from soils * - . i > M engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). j < j f7?7/.. EpWc&rffic^onofw^ , ;itji ',-j .to be released.' Letter must state lot (s);is graded to within a tenth (. 1) of ;,'A, ta't$e^pprovedgrading plan. ' ''" ' I"'Uf|' ' I "!' ' ; ' 's ' :8. i Geologic engineer's letter if unusual geologic or subsurface conditions (.Mff^c'exfetl* . ! ; '• !t 9. Fully functional fire hydrants within 500 feet of building combustibles t and an all weather roads access,to site is required. \ , -I > I >W , 1 , , ' > I* I ' ' > I 1 11 Ml M .'1 M : t-Partial release of grading for the above stated lots is'approved for the purpose of building j Jlpermit fesuahca^ j^uance of building permits is still subject to, all .normal prty 1^'requirements required pursuant to the building joermrt process'r ' •' !"!j"n *i i. . I j * itlf i • 11 ' i 11 ' 11 i ' i ?;' i(,[. fU* !r' i jp|j4[ '}' I j 'Partiai release of the site is denied for the following reasons:, !!' •I,* f . i h1; tit v <M |»i y " i i. . it i ' i I t;' trf Prbje^ Inspector .porstruclion'Manager "J^ '''i''-'Date ''( ; 4 ,' c r»! FROM ". 11 3006 03.-39PM PI of Carlsbad Junet>2005 Mr. James Dunn 2654 West Trojan Place Anaheim, CA 92804 HDP 02-10/CDP OM2. DUNN Tft EVIDENCE AT~2200 HIGHLAND DRIVE - PRELIMINARY EROSION PROTECTION PROPOSAL. ."'"•'" '.*""-' ; T' ~. -" ""-• ^ Over the past winterjiioflths the City has been the recipient of significant rain run off and sedimentation from the subject property and adjacent properties. .Since both pm/ate and;0uhlk; lands have been adversely affecterfft seems appropriate that the City and you team on a tong term solution, ; ' -\ ~ \ y -- •'•— .-- " City -wouJd consider paying for 'certain permawenl etpsion-- control improvefnente If you, as the property owner, would instett improvements arid '- provide long 'term maintenance oi- . the£ City:-4 improvements. Any agreement between the parties would be amendment to the settlement, release, and reimbursement at the parties currency in effect As we discussed yesterday, mis awndcnent would be recorded ,6n the property's title, so .that-future maint^afeSToY " property owner fs ensured. - --\ In concept the City* would consider paying for the installation .^ea 1_-Large Southwesterty Canyon :- 1) Upstream location: -*•/- 35 lineal feet, single row, size "C" gabions below finished subgrade on Mirafi 1100N fitter fabric and keyed 2* into sit slopes. ' 2) Downstream location: +/- 50 lineal feel, two parallel base rows with single top row; size "C" gabions setQ? below finished subgrade -on Mtrafi 110ON fitter fabric and keyed 2* into side slopes, 3) +/-5aihwal feet ^bdif^ Type D^^ fronting the 9abions;inftern "2 above, : -.- - ^- +MOO lineairfee^ef-««)difted Ty^e 8 brow difch <3' wide) between Area 1 and Area 2; ^ — --' '- --• " . .- -,\ ^-.~i^'< ~~~-;' -ir- 405 Oalc Avenue - Carlsbad, CA 920O8-3O09 • C/6O) 434~298O - FAX (76O) 720-9562 " ""v FROM . - Mar. H 2006 83:43PM Pi Area 2 - Small Northwesterly Canyon 1) +/- 35 lineal fieet. single row, size "C" gabions set'Q? below finished €ubgrade on Mirafi tlOON filter fabric and keyed 2'into side slopes. 2) +/- 35 lineal feet of modified Type D brow ditch with integral 15' cut off wall fronting the gabions in Item 1 above. 3) +/- 75 lineal feet of modified Type B brow dfteh (3* wide) between Area 2 .- and existing energy dissipater rip rap. 'Area 3 - Easterly Canyon " - * 1) +/- 40 lineal feet two parallel base rows wftri single"top row/size ^ . gabions set 1' below finished subgrade 'onfMirafeniOON fltelr fabric and keyed 2'into~sUie slopes. " ., " 2) +/- 40 Jineal feet of modified Type Q brow d^-WT^ntegraMS" cutoff waii- fronting the gabions in Item 1 abovel"* ' \ > _;£', ^ "^' ••"'> ' "*•• 3) +/- 50 lineal feet of .standard Type .p-becwX^^^^66^ Area'3' and existing energy, dissipater rip rap. . /. --4 vV"' ^T£> :'/" ; 4) - 9. ' '-'^ ^ , /-;• r:*VV ,' - -/ ,.--..;; • Gabions shall be constructed as-sjiown on CafrarisjStandard Drawings t)100A & DIOOB^ attached;' using 3" nomihai-stee crushed rock? * Brow ditbhes shall be~ \conslructed as shown on revised SORSD D-75. attached." The quantities listed "above* are approximations only and will require confirmation upon .establishing actual tocations of new improvements.- _ - ' J ^ r^<; The City also understands that you wfll in^alfartd p^f%%9 additional Type a 'brow ditches traversing the ar*a below yo^^relairan^. waji^ to Intercept slope fun off and convey itto the proposed City paid dft&i syitem.^^ '.^'-^ * The City will develop a. site sketch showing the ^approximate" (bcations to the proposed improvements- Pmdse^pcation '.stlaJrbe approved by both partjgs prior to any construction. s .^ :~ :- * -^ :- . Tlie City will assume thai you Approve df the sragesie^ improvementsr-and ; relieve the City of any, future--resfx^sibilitV resul^ from their use -unless*- otherwise stated^jnortopfbntial agreeme^betweertrth^paities^- - -. '^- ^ }"-^ Please tet rnek^ow, should you b^ve any questioo^or concerns regatSjn^ this? proposal. The proppsa) is subject to further darffication arid uftimat£ approval of both parties. '4^~, -•, " f '•"* /:"^ v?vi/ -' ^ ' SincerelV. O£.* '^J!/ i *-- 'v, * -""SAv'.',/" ..-""-1 " vr-. RICHAfcDE.CpQK : 'ON XbJ : WOHJ V D 'D D PLANNING DEPARTMENT BUILDING ELAN CHECK REVIEW CHECKLIST Plan Check No CB Planner APN Address Phone (760) 602- Type of Project & Use .S £- Zoning A ~ / General Plan _ Net Project Density / ^DU/AC _ Facilities Management Zone (_ " Remaining net cle"v~acres' Circle One (For non-residential development Type of land used created by this permit ) Legend: ^ Item Complete [Zl Item Incomplete-Needs your action Environmental Review Required: YES r NO TYPE DATE OF COMPLETION */ Compliance with conditions of apprpval9 If not, state conditions which require action Conditions of Approval ^ / / Discretionary Action Required: APPROVALYRESO NO YES TYPE DATE PROJECT NO HT> P OTHER RELATED CASES Compliance with conditions or approval9 if not, state conditions which require action Conditions^ Approval C*^~?dlAs£^&-is^ "^ / 7 . ^ '^sw*>6-A->4- ^f^c^^^ ~'Cs£^Z^%^^ NO Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority1? YES __ _ If Californra Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) _ Coastal Permit Determination Form already completed7 YES _ _ NO __ If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # ___ 103, Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2} Complete Coastal Permit Determination Log as needed Incfusionary Housing Fee required: • YES NO (Effective date of Inclusionary Housing Ordinance - May 21 , 1 993 ) Data Entry Completed9 YES (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Site Plan: H \ADMIN\COUNTER\BldgPlnchkRevChklst Rsva'01 . • ' • C] D LJ 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) D n d 2 Provide legal description of property and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines th- CI D D D D P Ww 2 Proiect complies YES Zoning: 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setba Front Interior Side Street Side Rear Structure separation 3 Lot Coverage 4 Height 5 Parking Spaces (breakdown by Residential Guest Spaces Re< Additional Comments xO &4<&^&42S>^~^>VUA jjff^rf^c?' -y^> ^ ' V NO ^ NO Required Required Required Required Required cks Required Required Required Required Required Required Required Required uses for commercial and quired &T ^l^C^-^^f' 1 ~zMe_^ <&4?~z^e^ Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown industrial projects required) Shown :^^ -^^yi^z^^f- *<?-*-&? „ y ^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE 06 H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 WHETSEL CONSULTANTS 1352 HODGES ROAD OCEANSIDE CA 92056 760.945.5249 MEMO Date 6-15-06 To. Sergio Azuela EsGil Corporation From: Dana W. Whetsel Re 2245 Highland Drive' Plan Check No. 06-1111 This is the Pad Certification that I inadvertently took out of the set of plans when I was there inserting the new A2, ON, and SD1 sheets Mr. James Dunn Villa Real Apartments #9 2701 Avenida De Anita Carlsbad, CA 92008 June 15,2006 Contract No 77112 Subject PLAN REVIEW-ADDENDUM Detached Garage and Second Story Apartment Project Dunn Residence 2200 Highland Drive Carlsbad, California References 1 "Preliminary Geotechmcal Investigation, Storm Dram Reconstruction, North End of Highland Drive, Carlsbad, " Prepared by Vmje & Middleton Engineering, Inc Job No 03-262-P, dated June 17, 2003 2 "Plan Review Geotechmcal Update Report, Lot at the North Terminus of Highland Drive, Carlsbad, California, " Prepared by Vmje & Middleton Engineering, Inc, Job # 03-387-P, dated October 1, 2003 3 ''Grading Plans for Dunn Residence, 2200 Highland Drive, Carlsbad, California, Sheets 1-8, " prepared by Aquaterra Engineering, date unknown 4 "Assumption of the role as Soils Engmeer-of-Record, " Prepared by Testing Engi- neers-US Laboratories, Inc, dated August 5, 2004 5 "James Dunn Accessory Building, 2200 Highland Drive, Carlsbad, California, " Sheet CS, Cover Sheet, Sheet A-2, Building Sections, Sheet SN1, Structural Notes, Sheet SI, Foundation Plan, Sheet SDl, Structural Details, Sheet GN, General Notes, Sheet SSI, Spiral Stair Details, Prepared by Whetsel Consultants, revised date March 14, 2006 6 "Pad Certification, Dunn Residence, 2200 Highland Drive, Carlsbad, California," Prepared by Testing Engineers San Diego, Inc, dated May 30, 2006 7 "PLAN REVIEW, Detached Garage and Second Story Apartment", Prepared by Test- ing Engineers San Diego, Inc , dated June /, 2006 8 "James Dunn Accessory Building, 2200 Highland Drive, Carlsbad, California, "Sheet CS, Cover Sheet, Sheet A-2, Building Sections, Sheet SNJ, Structural Notes, Sheet SI, Foundation Plan, Sheet SDl, Structural Details, Sheet GN, General Notes, Sheet SSI, Spiral Stair Details, Prepared by Whetsel Consultants, revision 2 date June 14, 2006 Dear Mr Dunn In accordance with your request, Testing Engineers San Diego, Inc (TESD) has performed a second plane review of the above referenced project Based on our review, the revised referenced plans, refer- ence 8, appear to be in general conformance with the intent of the recommendations presented in the documentations Mam (858) 715-5800 Hix (858)715-5810 www ui burejiiveiuas torn A Bureau Venins Company 7895 Convoy Comt, Suite 18 San Dago, CA 92111 Plan Review- Addendum, Detached Garage and Second Story Apartment Dunn Residence June 15,2006 Contract No 77112 TESD does not assume any responsibility for the accuracy of the calculations or dimensions represented in the above referenced plans The conclusions contained herein are contingent upon TESD providing observation and inspection dur- ing the grading operations and foundation excavations to verify compliance with the referenced plans It is the responsibility of the contractor and owner representative to contact this office for such activities If you have any questions regarding this letter please contact this office Thank you for the opportunity to be of service Respectfully submitted, TESTING ENGINEERS SAN DIEGO, Inc. (• Laith I Namiq, Ph D , P E Principal Engineer Distribution (4) Addressee VanW Principal GeotechmcalEngmeet* 77112 Plan Review - Addendum Jim Dunn/urn I doc Mr. Jim Dunn Villa Real Apartments #9 2701 Avemda De Anita Carlsbad, CA 92008 June 1,2006 Contract No 77112 Subject PLAN REVIEW Detached Garage and Second Story Apartment Project Dunn Residence 2200 Highland Drive Carlsbad, California References / "Preliminary Geotechmcal Investigation, Storm Dram Reconstruction, North End of Highland Drive, Carlsbad, " Prepared by Vmje & Middleton Engineering, Inc Job No 03-262-P,, dated June 17, 2003 2 "Grading Plans for Dunn Residence, 2200 Highland Drive, Carlsbad, California, Sheets 1-8, " prepared by Aquaterra Engineering, date unknown 3 "Assumption of the role as Soils Engmeer-of-Record," Prepared by Testing Engi- neers-US Laboratories, Inc , dated August 5, 2004 4 "Plan Review Geotechmcal Update Report, Lot at the North Terminus of Highland Drive, Carlsbad, California, " Prepared by Vmje & Middleton Engineering, Inc, Job # 03-387-P, dated October 1, 2003 5 "Pad Certification, Dunn Residence, 2200 Highland Drive, Carlsbad, California, " Prepared by Testing Engineers San Diego, Inc, dated May 30, 2006 6 "James Dunn Accessory Building, 2200 Highland Drive, Carlsbad, California, " Sheet CS, Cover Sheet, Sheet A-2, Building Sections, Sheet SN1, Structural Notes, Sheet SI, Foundation Plan, Sheet SD1, Structural Details, Sheet GN, General Notes, Sheet SSI, Spiral Stair Details, Prepared by Whetsel Consultants, revised date March 14, 2006 I Dear Mr Dunn In accordance with your request, Testing Engineers San Diego, Inc (TESD) has performed a plane re- view of the above referenced project Based on our review, the referenced plans appear to be in general conformance with the intent of the recommendations presented in the above referenced geotechmcal documentation, except for the following 1 Sheet A-2, Building Sections, Section A, assigns detail 1/SD1 for the footing shown on the left side of the section However, no reference detail is assigned for the footing shown on the right side of the same section A reference detail 1/SD1 should be assigned to the footing on the right side of Section A In addition, Section B on the same sheet shows two footings (the central and the right side footings) with different cross-sections but both are assigned the same detail B/S1 Furthermore, the depth of the bottom of the central footing as shown *n Section B is not indicated Testing Engineers San Diego, Inc. A Bureau Ventas Company 7895 Convoy Court, Suite 18 San Diego, CA 92111 Mam (858)715-5800 Fix (858)715-5810 www us bureauvencas com V Plan Review June 1,2006 Dunn Residence Contract No 77112 but scales 9 6 inches according to the illustrated drawing scale on the same sheet This depth is less than 12 inches below lowest adjacent ground surface However, the Plan Review Geotechm- cal Update Report, reference 4, states in Section VI Recommendations, division B Foundations and Interior Floor Slabs, item 2 the following "Spread pad footings should be at least 30 inches square and 12 inches deep Footing depths are measured from the lowest adjacent ground sur- face, not including the sand/gravel beneath floor slabs " Also, the scaled 9 6 inches depth of the bottom of the central footing contradicts Note 2 of the Footing Schedule presented on Sheet SI, Foundation Plan, which states that the bottom of footings shall be founded minimum 2'-0" below adjacent natural grade or engineered fill Moreover, Section C on the same sheet shows two foot- ings (one footing supporting the spiral stair while the second footing is the right side exterior footing) with different cross sections but both are assigned the same detail B/Sl The footing supporting the spiral stair case should be assigned detail Mark A, Footing Schedule, shown on Sheet SI, Foundation Plan 2 Sheet SI, Foundation Plan, show continuous footing details as 1/SD1 and 2/SD1 However, Sheet SD1, Structural Details, details 1, 2, 5, and 6 do not show the width of the corresponding footing Also, the depth of the bottom of the footing shown in detail 5 on Sheet SD1 is not shown Furthermore, the diameter of the bottom two bars shown in detail 1 on Sheet SD1 are not defined Sheet CN, General Notes, Note B, Soils/Foundations, item 1 presents soil factors Cv = 0 64 and Nv = 1 0 However, the Plan Review Geotechnical Update Report, reference 4, states in Section IV Geotechnical Conditions, division B Seismic Response Coefficients, Table 1 the following " Cv = 0 68 and Nv = 1 1 " The seismic response coefficients shown on Sheet GN should be the corrected to read the same as those reported in the Plan Review Geotechnical Update Report, reference 4 Item 2 of Note B on Sheet GN, General Notes states that foundation design is based on a soil bearing value of 1000 psf However, the Plan Review Geotechnical Update Report, reference 4, states in Section VI Recommendations, division D Soil Design Parameters the following "Net allowable foundation pressure for on-site compacted fills (minimum ISmches wide by 18 inches deep footings) = 2000 psf And goes further in Notes to state The net allowable foundation pres- sure provided herein was determined for footings having a minimum width of 15 inches and a depth of 1 & inches " Hence, if foundation design is indeed based on a soil bearing value of 1000 psf, which is half the recommended value per reference 4, then the minimum continuous and spread footing widths should be doubled to 30 inches and 60 inches, respectively Or, the 1000 psf soil bearing value stated in Sheet GN should be changed to 2000psf as discussed above Item 3 of Note B on Sheet GN, General Notes states that bottom of footing shall extend at least 12 inches below lowest adjacent grade However, the Plan Review Geotechnical Update Report, reference 4, states in Section VI Recommendations, division B Foundations and Interior Floor Slabs, item 2 the following "Continuous strip and perimeter wall foundations should be sized at least 15 inches wide and 18 inches deep for single and two-story structures " Hence item 3 of Note B on sheet GN, General Notes should be modified to be in conformance with the recom- mended values per reference 4 77112 Plan Review Jim Dunn doc Plan Review Dunn Residence June 1, 2006 Contract No 77112 TESD does not assume any responsibility for the accuracy of the calculations or dimensions represented in the above referenced plans The conclusions contained herein are contingent upon TESD providing observation and inspection dur- ing the grading operations and foundation excavations to verify compliance with the referenced plans It is the responsibility of the contractor and owner representative to contact this office for such activities If you have any questions regarding this letter please contact this office Thank you for the opportunity to be of service Respectfully submitted, TESTING ENGINEERS SAN DIEGO, Inc. ^ u Laith I Namiq, Ph D , P E Principal Engineer Distribution (4) Addressee Including one copy for the City Van W Olm, GE Principal Geotechnica 77112 Plan Review Jim Dunn doc MELCHIOR LAND SURVEYING INC June 15, 2005 JN2255 Jim Dunn , , , 2654 West Trojan Place , , , ' ." Anaheim, CA 92804 - ^ - ' /; Re: Dunn Residence- 2200 Highland Drive, Carlsbad Pad Certification -Residence -Garage/Shed Dear Jim, Melchior Land Surveying, Inc Surveyed the Pads on the above referenced project on 12-02-04 and found them to be in substantial conformance with the approved grading plans The Pads are 0 10+/- of pad elevations of 1ST 50 If you have any questions, please feel free to call - .. „ , ' Sincerely MELCHIOR LAND SURVEYING, INC. Dale A Davis, P L S Associate Surveyor MAIN OFFICE: 5731 PALMER WAY • SUITH G * CARLSBAD, CA 92003 [760] 438-1726 • FAX [760] 438-3991 m1si@pacbell net LS 461 MINIMUM REQUIREMENTS FOR Retaining Wall/Level Backfill San Diego Area Chapter International Conference of Building Officials Cwtoad O»rta Vaia. Coronada (W Uar Q C»fW. £1 C*ntm Enonm*. Eioondea. brc««l S«cft. La U^a. L»rw G/wv. Po«»y SanOogoCty San Pago County San Uatoot SartM Sotwa 8««ft. Twnocuta. V«la CHAPTER POUCY 221 November 1992 Construction of retaining walls, except those less than three feet high and not supporting surcharge, requires a permit and is regulated by local building codes. This chapter policy outlines requirements for re- taining walls with level backfill Chapter Policy 222 covers retaining walls with sloping backfill. Contact your local building department for infor- mation on how to obtain a pernut for a retaining wall. I. INSPECTIONS Inspections must be -performed-during several phases of construction. Please call for inspections at the following times' A When the footing has been dug with the steel tied securely in its final position, and the site is ready for the concrete to be placed, a footing inspection is needed. B. Amasonrypregroutinspectionisrequired when the block has been laid and1 the steel is in place, but before the grout has been placed. 1. If cleanout holes are used, block may belaid to the full height of the grout pour before calling for the pregi out inspection. Grout shall be placed in a continuous pour in grout lifts not exceeding 6 feet 2 If cleanout holes are not used, a masonry pregrout inspection'is" required pnor to each grout pour Block cannot be laid higher than the grout pour Note that cleanouts are required for all grout pours over 5 feet in height. C. After grouting is completed and rock or rubble wall drains are in place, but before earth backfill is placed, call for a backfill/drainage inspection. D When all work has been completed call for a final inspection. II. WALL HEIGHT Wall height is measured from the top of the footing to Che top of the wall. Walls not shown in Table A on page 2 must be designed specifically for ejastingconditions The walls shc>wn here are designed to retain earth banks with level backfill. No building foundation, dnveway, or other loading on the upper .level is allowed within a distance equal to the height of the wall in. BLOCK All block must be Type "N" grouted solid with f 'm= 1,500 pa. IV. - MTX REQUIREMENTS Note that use of plastic cement is not permitted in retaining watts located in Seismtc Zone No. 3 or 4 A. The concrete mix for footings must meet a compressive strength of f 'e = 2,000 psi minimum, or the following proportions by volume. 1 part Portland cement ?'/3 parts sand y/x parts V4-inch maximum-size gravel 7 gallons of -jter maximum per sack of cement B The mortar mix must have a compressive strength equal to 1,800 psi minimum. One possible mix contains the following proportions by volume: 1 part Portland cement 3'/3 parts sand Vt'part hydrated lime or lime putty C Grout must have a compressive strength equal to 2,000 psi minimum. One possible mix contains the following proportions by volume: 1 part Portland cement 3 parts sand 2 parts pea gravel (3/8-inch aggregate) , Add water until pounng consistency is achieved without segregation of the grout constituents Rod or vibrate immediately. Rerod or revibrate grout about 10 minutes after pouring to ensure solid consolida- tion- Stop grout 2 inches from top of masonry units when grouting of second lift is to be continued at another time. Note. Ail cells must be filled solid with grout. V. MORTAR KEY To insure proper bonding between the footing and the first course of block, a mortar key must be formed by embedding a flat 2x4 flush with and at the top of the freshly placed footing. It should be removed after the concrete has started to harden (about 1 hour). A mortar key maybe omitted if the first course of block is set into the fresh concrete when the footingis placed and a good bond is obtained. Page 2 of 4 San Diego Area Chapter • ICBO - Chapter Policy 221 VI. WALL DRAINS Wall drains (four-inch-diameter) must be placed at G-foot intervals along the length of the wall and located just above the level of the soil or paving on the front face placing a of the wall. The drains may be formed by block on its side at 6-foot intervals, by leaving out the mortar in the vertical spaces between all the blocks in the first course above the soil or iNovember 1992 from the leading edge of the footing to daylight where the ground slopes away from the base of the wail. Footing sizes given in Table A are based on a 1,000 psf maximum soil bearing value; bearing value will require design by tect or civil engineer specifically use of a larger a licensed archi- for the existing conditions. A soils report, compiled by a licensed civil engineer, may be required. paving (head j'oint) on the front face of the wall or by any other acceptable equivalent method. Backfill be- hind wall rubble or drains or open head joints must be loose gravel 12 inches wide and extending from the top of the wall to the top of the footing. vm. REINFORCING STEEL Reinforcing steel must be deformed and comply with ASTM specification A615-85,Grade 40 or GO. When-one continuous bar cannot be used, a lap or splice of 40-bar diameters is required. VII. SOIL All footings must extend at least 12 inches into undisturbed natural soil or compacted fill which has been compacted to at least 90 percent density. Soil should be dampened prior to placing footings. engineer concrete in A soils report, compiled by a licensed civil may be required. Two #3 bars must be placed longitudinally in the footing as shown in Fiures 1 and 2. For 6-mch or 8-inch blocks one #3 reinforcing bar mustbe placed longitudinally in the center of the wall in a mortar joint every 16 inches as the the blocks are laid up. For 12-inch blocks one #4 reinforcing bar mustbe placed longitudinally in the centerof the wall A minimum of 7 feet must be provided horizontally Table A / Requirements for Various Wall height <H) r-4- 2-0- 2'-8- 3-4- 4-0- 4'-8- 5-4- G'-Q" 6'-8' ?'-4- 8'-0- Wall type 111 HI 111 111 IV IV IV V V V V Toe Dimension (L) 2' 2' 3" 4' 6- 11" 12' 16' 16- 16- 20- Wall Heights ' Footing width (W) r-3- r-6- r-10" 2*-r 2'-6- 2*- 11" 3'-2- 3'- 10" 4'-4- 5'-0- 5'-8" in a mortar joint every 16 inches as the blocks arelajd up. " Key size (K) None None None None None None- 6'x6" 8X0 8"x8" 12'x 12" 12'x 12- "A" bars 33s <5> 24' o c S3s <2> 24" o c. S3s @ 24" o c *3s @ 24" o c. S4s @ 24" o c ?4s@24"o.c. *4s@ !6"o.c. 24S @ 1 6" 0 C. #4s @ 16*o.c. #5s @ 1 6' o c. S6s@ 16'oc -0" bars None None S3s <5> 48" o c. S3s @ 48* o c #3s @ 32" o c. S4S @ 24' 0 C #4s @ 24" o c #4s @ 24" o c #4s @ 1 6" o c #4s @ 1 6" o c *4s@ 16'oc. Footnotes 1 Footing sizes are based on 1 .000 psf maximum soil beanng value The resultantis within the middle thirdof the footing 2 Walls not shown in Table A above must be designed specifically (or (he actual conol&an. 3 All construction must comply with the specifications shown in this information bulletin When Wall Type V is required the first 32 inches of block, regardless of wail height, must be 12-inch-wide masonry units November 1 992 San Oiego"Area ChaoEar -"ICBb ^Chapter Policy 221 Page 3 of 4 Figure 1/Type III or IV retaining wall wuh level backfill Concreteblock v 2" minimum to 6" maximum Y H Level backfill Horizontal steel ee Section V1U lor applications ) Wall thickness 6' for Type III wall 8" lor Type IV wall 40-bar-aiameter lap minimum (See Seciion V ) 12-bar- hook minimum 12" minimum concrete depth, 12" minimum into natural ground or approved compacted fill Note A minimum of 7 (eet must be provided horizontally from the leading edge of the footing to daylight where the ground slopes away from the base of the wail Jesse D. Moore Structural Engineer (760)630-6133 STRUCTURAL CALCULATIONS PROJECT ACCESSORY BUILDING LOT AT NORTH TERMINUS OF HIGHLAND DRIVE CARLSBAD, CA CLIENT JOB NO DATE JAMES DUNN 0409 APRIL 14, 2006 PREPARED BY-JESSE D MOORE DESIGN CRITERIA REFERENCE 2001 CALIFORNIA BUILDING CODE ROOF DEAD LOAD. CONCRETE TILE ROOFING 10 0 PSF 1/2" PLYWOOD SHTHG 1 5 PSF ROOF FRAMING 3 0 PSF INSULATION 1 0 PSF CEILING 30 PSF MISCELLANEOUS 1 5 PSF TOTAL ROOF DEAD LOAD 20 PSF ROOF LIVE LOAD (TABLE 16C) 16 PSF FLOOR DEAD LOAD: FLOOR FINISH FLOOR SHEATHING INSULATION FLOOR FRAMING PARTITIONS MISCELLANEOUS TOTAL FLOOR DEAD LOAD FLOOR LIVE LOAD 1 OPSF 2 5 PSF 1 OPSF 4 OPSF 5 OPSF 1 5 PSF 15 PSF 40 PSF SEISMIC: OCCUPANCY CATEGORY SOIL PROFILE NEAR SOURCE FACTOR (Na) Z I IP Ca R Q V 4 Sd 1 0 04 1 0 1 0 044 55 28 0.24W (SIMPLIFIED DESIGN BASE SHEAR) WIND: Ce Cq qs Iw P 1 13 (EXPOSURE C) 1 3 126PSF(70MPH) 1 0 18.5 PSF (USE 20 PSF) 4'< Floor Span Tables TruS Joist Not alt product markets Con representatl 1%" Ir~%" — i TJI® W I %" — [ TJI® Jw 5 %" — i TJI® I i%- i T~ %-— R • TV/® Jo/sf Specifier s are available in all tact your Trus Joist ve for information H- 13A" 91// — 11%" 14" t I 110 joists f— 2W P f 9Vi" 11%" 14" 16" 210 joists K- 2^/to" 9'/2" 11%"| ^14" ' 16" !30 joists [—2^/0" '~~f 11%" - £ i I s Gwcte 2025 - Mart/) 2004 L/480 Live Load Deflection Rnnlh TIM 40 PSF L1Ve l°ad / 10 PSF D63*1 LOadueptn ui 12<lo(; 16,l(|c 192.Qfi 24,.oc 110 16'-5" 15'-0' 14'-2" 13'-2" 9V4" 210 17'-3" 15'-9' 14'-10" 13'-10" 230 17'*8" 16'-2' 15'-3" 14'-2" 110 19'-6" 17'-10" 16'-10" 15'-5"(1) 210 20'-6' 18'-8" 17'~8" 16-5" 11W 230 21 '-0" 19'-2" iS'-l" "16':10; 360 22'-ir 20'-11" 19'-8" 18'-4" 560 26'-r 23'-8' 22'-4" 20'-9h 110 22'-2" 20'-3" 18'-9" 16'-91D 210 231-3" 21'-3' 20'-0" 18'-4'0) 14" 230 23'-10' 21'-9" 20'-6" 1~9'-r 360 26'-0" 23'-8" 22'-4" 20'-9'(1) 560 29'-6' 26'-10' 25' -4' 23'-6" 210 25'-9" 23'-6" 22ljO"lU 19'-5"(1> .„ 230 26'-5" 24'-1" 22'-9' ~2Q -7'W~ 1U 360 28'-9" 26'-3" 24'-8'<D 21'-5"0> 560 32'-8' 29'-8' 28'-0" 25'-2"<1> 40 PSF Live Load / 20 PSF Dead Load 12" oc 16" OC 192"oc 24" oc 16'-5" 15'-tr 13'-11" 12'-5' 17'-3" 15'-9" 14'-10" 13'-8' 17'-8" 16'-2" 15'-3" 14'-2" 19'-6" 17'-3' 15'-8' 14'-QM) 20'-6' 18'-8" 17-3' 15'-5rn> 21'-0' 19'-2" 18'-1' 16'-3"C) 22'-11" 20'-11' 19'-8" 17'-10"C) 26'-V 23'-8" 22'-4' 20'-9'(1) 21 '-8' 18'-9' 17'-rO) 14'-7"(]) 23'-3" 20'-7" IS'-gV) le'-yiD 23'-10" 2V-8" 19'-9' 17'-V'm 2Q'-0" 23'-8" 22'-4"OI 17-10't1) 29'-6" 26'-W" 25'-4"d) 20'-11M) 25'-5" 22'-Ok(D 20'-1"0 16'-2'(D Z6'-5" 23'-2" 21'-2"n) i?'-!"!1) 28'-9" 26'-3'(D 22'-4'(D 17'-10"<1> 32'-8" 29'-8" 26'-3"C) 20'-11"(1) L/360 Live Load Deflection (Minimum Criteria per Code) n^th Tiira 40 PSF Live Load / 10 PSF Deaf LoadDepth TJI® 12,<oc 16,,oc 192,,oc 24Uoc- 110 18'-2' 16'-7' 15'-3" 13'-8" 9%" 210 19'-1P 17--51 16'-6" 15'-0" 230 19'-7' 17'-11' 16'-11" 15'-9" 110 2V-71 18'-11P 17'-3" 15'-5"!') 210 22'-81 20'-8' 18'-11' 16M01 11W 230 23'-3' 21'-3K 19'-11" 17'-9" 360 25'-4" 23'-2I 21 '-10' 20'-4"(D 560 28'-10" 26'-3" 24'-9" 23'-0' 110 23'-9" 20'-6' 18'-9" 16'-9"dl 210 25'-8' 22'-6' 20'-7" 18'-4"{1) 14" 230 26'-4' 23'-9' 2T-8" 19'-4U(D 360 28'-9" 26'-3' 24'-9'('f 2t'-5"C) 560 32'-8' 29'-9' 28'-0" 25'-2"C) 210 27I-10" 24'-V 22'-0'(1) 19'-5"(1) 230 29'-2' 25'-5' 23'-2' 20'-7"(1) 1b 360 3V-10" 29'-0' 26'-10"0) 21'-5"(1) 560 36'-1" 32'-11' SI'-O'I1) 25'-2"(1> 40 PSF Live Load/ 20 PSF Dead Load 12" o c 16" oc 19 2" o c 24" oc 17'-8" 15'-3" 13'-ir 12'-5' 19'-1' 16'-9' 15'-4' 13'-8" 19'-7" 17'-8" 16'-V 14'-5" 19'-11" 17'-3" 15-81 14'-0"<1> 21'-10" 18'-11" 17'-3" 15'-5'<1) 23'-0" 19'-11" 18'-2' 16'-3"(D 25'-4" 23'-2" 2r-W"W 1 7'-1 0"O 28'-10" 26'-3" 24'-9" 20'-11"C) 21'-8" 18'-9" 17'-rfD 14'-7!') 23'-9J 20'-7" 18'-9"d) 16'-2'1D 25'-0" 21'-8" 19'-9'' 17'-1"C) 28'-9" 26'-3"W 22'-4VI 17'-10'i!) 32'-8" 29'-9" 26'-3"W 20'-1 1 M) 25'-5" 22'-Oh(1i 20r-rOJ 16'-2'O 2B'-9" 23'-2" 2r-2"OI 17'-rC) 31'-10" 26'-W"W 22'-4"(D 17'-10"(1' 36'-1" 3r-6"W 26'-3"0> 20'-11"(1i Long term defied/on under dead load which includes the affect of creep tias not been considered Bold italic spans reflect initial dead load deflection exceeding 0 33 (1) Web stiffeners are required at intermediate supports of continuous span joists when the intermediate bearing length is less than 5W and the span on either side of the intermediate bearing is greater than the following spans T ..„ 40 PSF Live Load / 10 PSF Dead Load "" 12" oc 16" oc 192"oc 24" oc 110 NA NA NA 15'-4' 210 NA NA 21 '-4" 17'-0" 230 NA NA NA 19'-2" 360 NA NA 24'-5" 19'-6' 560 NA NA 29'-10" 23'-10" 40 PSF Live Load / 20 PSF Dead Load 12" OC 16" o c 19 2" o c 24" o c NA NA 16'-0" 12'-9" NA 21'-4" 17'-9' 14'-2" NA NA 19'-11H 15'-11a NA 24'-5' 20'-4' 16'-3" NA 29'-10h 24'-10h 19'-10' TJI® 560 joists How to Use These Tables 1 Determine the appropriate live load deflection criteria 2 identify the live and dead load condition 3 Select on-center spacing 4 Scan down the column until you meet or exceed the span of your application 5 Select TJI® joist and depth " ^Live load deflection is not the only factor that affects how a floor will perform To more accurately predict floor performance, use our TJ-Pro™ Rating system General Notes • Tables are based on - Uniform loads - More restrictive of simple or continuous span -Clear distance between supports (1%" minimum end bearing) • Assumed composite action with a single layer of 24' on-center span-rated, glue-nailed floor panels for deflection only Spans shall be reduced 6" when floor panels are nailed only • Spans generated from Trus Joist software may exceed the spans shown m these tables because software reflects actual design conditions • For loading conditions not shown, refer to software or to load tables on page 15 Title Dunn Garage 4-14-06 Dsgnr Description Job# Date 11 43AM, 19APR06 Scope Rev 560100 User KW 060625 Ver 5 6 1 25-Oct 200? (c)1983-2002 ENERCALC Engineering Software Timber Beam & Joist Description s&amaaaagggajaEmft^j^&araassa^^ ™ ,.. . .,^,,.,.. A ^^•-'^•^-^•.^^M'^MW. Roof System Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv- Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status rb1 Prllm 52 in 5 250 in 14000 ft 700 Truss Joisl MacM I psi psi ksi 2,900 0 2900 2,000 0 1 250 Manuf/Pme No Center Span Data Span Dead Load Live Load Cantilever Span Span Uniform Dead Load Uniform Live Load Point #1 DL LL@x Results Mmax @ Center @X = Mmax @ Cantilever fb Actual Fb Allowable fv Actual Fv Allowable Reactions !M:«te^ifcsMiiatli:aitoaajiB!iSi«iiaS:SJ @ Left End DL LL Max DL+LL ©Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Cantilever DL Defl Cantilever LL Defl Total Cant Defl L/Defl Ratio ft #/ft #/ft 21 00 28000 ft #/ft #/ft Ibs Ibs ft 700 28000 20800 42000 33600 7000 Ratio = 0 3387 m-k ft m-k psi psi psi psi 131 09 882 -206 98 1 2069 3,563 3 Bending OK 740 3625 Shear OK ^^^^2^73^^^^^^^"^ Ibs -354 67 Ibs 2,11867 Ibs 5,786 66 Ibs 214667 Ibsi 7.93333 Ratio OK in in in ft in in in -0318 791 5 0 152 1,661 8 -0318 9660 791 5 0 106 -0338 -0232 7244 Title Dunn Garage 4-14-06 Dsgnr Description Job# Date 11 43AM 19 APR 06 Rev 560100 Scope User KW060625 Ver 5 B 1 25-Oct-2002 TimhAT Rf^m & .IniQt Ha96 1 (c|1983 2002 ENERCALC En Description ineering bonware - d \projccts\dunn gang? 4 14 06\ca!cs\dunn ga Floor System Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio in in ft psi psi ksi fb1 Prllm 52 5250 14000 000 russ Joist MacMil 2,900 0 2900 20000 1 000 Manuf/Pme No ft 1000 #/ft 43000 #/ft 376 00 Ratio = 0 2431 m-k ft psi psi psi psi 12090 500 7050 29000 Bending OK 632 2900Shear OK tbsl 2,15000 Ibs Ibs 1,88000 4,030 00 Ibs 2,15000 Ibs 1,88000 Ibs 4,030 00 Ratio OK in in in ft -0040 2978 1 -0035 3,405 8 -0076 5000 1,5888 <, .Z .X W10X26 W10X26 W10X26 W10X26 W10X26~ 0 W 10X26 W10X26 W10X26 Solution LC 2, DL + FLL Jesse D Moore Jesse D Moore April 19,2006 11 45 AM Dunn deck w extra column r3d z-1 .X Solution LC 2, DL + FLL Jesse D Moore Jesse D Moore April 19,2006 11 44 AM Dunn deck w extra column r3d .Z .X M4 CD o TIT M1 M6 M8 N14 M2 M3 N4 Solution LC 2, DL + FLL Jesse D Moore Jesse D Moore April 19, 2006 11 45 AM _ Dunn deck w extra column r3d Company Designer Job Number Jesse D Jesse D Moore Moore April 19, 2006 11 48 AM Checked By_ Reactions, LC 2 : PL + FLL Joint Label N5 N6 N7 N9 N11 N13 N8 Reaction Totals X Force r - -LKJr NC NC NC NC NC NC NCoooo Y Force <K) NC NC NC NC NC NC NC 0000 Z Force __1K)_ 9083 12231 1313 1 199 -1 001 023 9139 44009 X Moment _ _ (K_iftL__ 0000 0000 0000 0000 NC NC 0000 Y Moment (K-ft) NC NC NC NC NC 0000 NC Z Moment (K-ft) NC NC NC 0000 0000 NC NC Center of Gravity Coords (X,Y,Z) No Calculation RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 1 Company Designer Job Number Jesse D Moore Jesse D Moore April 19,2006 11 48 AM Checked By Joint Displacements, LC 2 : PL + FLL Joint Label N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 X Translation (In) 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 Y Translation ___(lQL 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 Z Translation (In) -0705 -083 -0852 -0748 0000 0000 0000 0000 0000 0001 0000 0011 0000 -0041 X Rotation (radians) 0 007 0007 0007 0007 0003 0004 0004 0003 -0001 0 0000 0000 0000 0000 Y Rotation (radians) 0001 0001 0 -0001 0000 0000 0000 0000 0000 0 0000 0 0 0001 Z Rotation (radians) 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 0000 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 2 Company Designer Job Number Jesse D Jesse D Moore Moore April 19,2006 11 48 AM Checked By __ Member Section Forces, LC 2 : DL + FLL Member Label Ml M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 Section 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 Axial (K) _ ^-§— 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0"""" 0 0 Shear y-y (K) 072 0497 0275 0052 -0 171 0554 0306 0059 -0189 -0436 015 -0085 -032 -0556 -0791 0825 0294 -0237 -0768 -1 299 1 704 1 586 1 468 1 35 1 232 0231 -0241 -0713 -1 185 -1 657 1 174 0997 082 0643 0466 0696 0501 0306 0111 -0084 -0373 0796 1 965 3134 4303 -478 -3765 -275 -1 735 -072 3003 3 164 3325 Shear z-z (K) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0"""" o o Torque (K-ft) 0 o 0 0 0 0 0 0 0 0 I °L 8 0 0 -0002 -0002 -0,002 -0002 -0002 -0002 -0002 I -0 002 -0002 -0002 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 __o_ 0 0013 0013 0013 0013 0013 0 0 0 Moment y-y (K-ft) 0 0" 0 r-§ 0 0 0 0 0 0 ^i-7_-:0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Moment z-z(K-ft) 0013 , -1 357 -2225 -2592 -2459 -2449 -3524 -398 -3817 -3035 -304 -3117 -2635 -1 595 0004 0 -1 259 -1 324 -0194 2131 213 1 308 0545 -016 -0805 -1 261 -1 25 -0296 1 603 4446 4447 3632 2951 2402 1 987 1 987 1 014 0359 002 -0001 0002 -0 736 -5566 -14488 -27 501 -27 501 -1682 -8676 -3069 0 0 -10791 -22 145 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page3 Company Jesse D Moore April 19, 2006 Designer Jesse D Moore 1148AM Job Number Checked By Member Section Forces, LC 2 : DL + FLL, (continued) Member Label M12 M13 __ M14 _MJ 5 M16 Section -4-n 5 1 Axial (K) 0 i 0 1 0 2 0 3 , 0 4 | 0 5 ! 0 1 0 2 0" 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 0 0 0 0 0 Shear y-y (K) 3486 3647 -8584 -6619 -4654 Shear z-z - -<® --,0 0 0 0 0 -2 689 j 0 -0 724 ; 0 2831 3139 3447 3755 4063 -9066 -6946 0 1 -4 826 0 0 0 0 0 0 0 0 0 0 0 0 -2706 -0586 0084 1 085 2086 0 0 Torque (K-ft) 0o 1 0009 0009 0009 0009 0009 -0001 -0001 Moment y-y Moment z-z (K-ft) (K-ft) 0 -34 063 0 -46 544 0 -46 544 0 -27 54 0 -13447 0 0 0 6 0 -0 001 0 0 0 0 0 -0001 -0001 -0005 -0005 0 I -0 005 0 -0 005 0 -0 005 0 0 0 3087 0 4088 -5051 -3986 -2921 -1 856 -0791 0 0 0 0 0 0 -0001 -0001 -0001 -0001 -0001 -0004 -0004 -0004 -0004 -0004 0 0 0 0 0 0 0 0 0 0 0 0 -4267 0 0 -10449 -21 975 -3458 -48 263 -48 263 -28 247 -13 531 -4116 0 0 -2046 -7 596 -1665 -29 207 0 -29 207 0 -17911 A 0 0 -9278 -3308 0 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3dj Page 4 Company Designer Job Number Jesse D Jesse D Moore Moore April 19,2006 11 48 AM Checked By _ Member AISC ASP 9th Code Checks, LC 2 : PL + FLL Member Label Ml" ~~n M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 Code Chk "0041 007 0052 0034 0028 0064 0058 0029 0674 0489 0379 0379 0393 0393 0716 0511 Loc (Ft) __ 725 5556 1 583 9 0 8 0 "~ 0 14 0 14 0 14 0 14 0 Shear Chk 0"016 0012 0018 0031 004 0037 0026 0016 0096 0107 0062 0148 0069 0155 0092 0115 Loc __ IFt) 0 0 95 9 0 8 0 0 14 0 14 0 14 0 14 0 Dir V Y V Y V Y V Y V V V Y V V V Y Fa (Ksi) 19 143 17331 18252 19143 28544 2084 27581 23173 9803 17331 18233 22737 18233 22737 9803 17331 Ft (K_siL_ 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 Fby-y _ . {Ks_!)__ __ 375 375 375 375 375 375 375 375 j 375 375 375 375 375 375 375 375 Fbz-z _ (Ksi) 27308 24577 2587 27308 33 30 33 30 17555 24577 30 30 30 30 17555 24577 ASD Eqn H1-2 r H1-2 H1-2m-i H1-2 H1-2 H1-2 H1-2 H1-2 H1-2 H1-1 H1-1 ,_ H1-1 m-i H1-1 H1-1 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 5 Company Jesse D Moore Designer Jesse D Moore Job Number April 19,2006 11 49 AM Checked By __ Materials (General) Material Label " STL Young's Modulus (KSJ) 29000 Shear Modulus (Ksi) 11154 PoiSSOn's Ratio 3 Thermal Coef (per 10A5F) 65 Weight Density (K/ftA3) 49 Yield Stress (Ksi) 50 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 6 Company Designer Job Number Jesse D Jesse D Moore Moore April 19,2006 11 49 AM Checked By _ Sections Section Database Material Label Shape Label SEC1 | SEC2 W10X26 W10X45 STL STL Area (ln)A2 761 133 SA(yy) 1 2 ! 1 2 SA(zz) 1 2 i 12 I y-y I z-z (lnA4) (InM) 14 1 534 144 248 J (Torsion) T/C (InM) Only 4r 1 51 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 7 Company Designer Job Number Jesse D Jesse D Moore Moore April 19, 2006 11 49 AM Checked By __ Joint Coordinates N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 9 19 285 0 9 ' - 19 285 0 9 11 ^~ 19 22 285 0 0 0 10 10h 10" 10 24 24 24 24 24 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_. ooo 0 0 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\ca!cs\Dunn deck w extra column r3d]PageS Company Designer Job Number Jesse D Jesse D Moore Moore April 19, 2006 11 49AM Checked By __ Boundary Conditions Joint Label N5 N6 N7 I N9 1 N11 N13 N8 X Translation (K/in) Fixed Fixed Fixed Fixed Fixed Fixed Fixed Y Translation (K/m) Fixed Fixed Fixed Fixed Fixed Fixed Fixed Z Translation (K/in) Reaction Reaction Reaction Reaction Reaction Reaction Reaction MX Rotation MY Rotation (K-ft/rad) (K-_ff/rad}_ Fixed I Fixed Fixed | Fixed Fixed ' Fixed Fixed ! Fixed MZ Rotation iK-ft/rad) Fixed Fixed | Fixedi _ _ i Fixed i Fixed RISA-3D Version 4 1 [D \PROJEClS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 9 Company Designer Job Number Jesse D Jesse D Moore Moore April 19, 2006 11 50 AM Checked By _ Member Distributed Loads. Category : PL, BLC 1: FDL Member Label M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 I Joint N1 N2 N3 N9 N10 N11 N12 N13 N9 N5 N10 N6 N12 N7 N14 N8 J Joint N2 N3 N4 I 1M10 *~~ N11 N12 N13 N14 N5 N1 N6 N2 N7 I _N3 N8 N4 Load Pattern Label UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ Pattern Multiplier 059 059 059 236 236 236 236 12 334 136 046 216 088 263 106 r™ 141 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 10 Company Designer Job Number Jesse D Jesse D Moore Moore April 19,2006 11 50 AM Checked By _ Member Distributed Loads, Category: LL, BLC 2 : FLL Member Label Joint J Joint Load PatternJ_ab_el Pattern Multiplier M1 M2 M3 M10 M12 M14 M15 M16 N1 N2 N3 N5 N6 N7 N14 N8 N2 N3 r N4 N1 N2 N3 N8 N4 UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ UNIFORMZ _ 04 04 04 27 - 57 585 18 285 RISA-3D Version 4 1 [D \PROJECTS\Dunn Garage\calcs\Dunn deck w extra column r3d]Page 11 TW O Sf- 6 < *y r- \ I X_ ^)^ \o6C>4 (^. nr * (^ LA -p= £A u A m- +-- (A)f-r > "T"C-20 -t *-2-1 41 I vif- a UJ 0 ] ^ c^ —n \fJ\ll. n -T2" 4- 60M)£is)^ &z&)(\&}\ ± ^-n -V- 2001 CALIFORNIA BUILDING CODE CHAP 22, DIV VIII TABLE 22-VIII-A TABLE 22-VHI-C TABLE 22-VIM-A—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL1-2 ASSEMBLY DESCRIPTION x 25 * (or mm is/32'incri Structural 1 sheathing (4-ply) one side 7/lfi-intrn rated srrearriing fOSB) one side FASTENER SPACING AT PANEL EDGES1 (lnch««) x 23 4 (or mmx 00148 for N/mm a 1,0654 9104 4 _ 1,410 3 — 1,735 2 — 1,910 FRAMING SPACING (Inches o c ) x 2S 4 for mm 24 24 Nominal shear values shall be multiplied by [he appropriate strength re duct ion faLlor, <t>, to dcterm me design strength or divided by the appropnalesafely factor, Q, lo determine allowable shear values as sel forth in Section 2219 3 Unless oiherwisc shown studs shall be a minimum !5/g inches (41 mm) by 3'/2 inches (89 mm) with a 3/g-inch (9 5 mm) return lip Track shall be a minimum lV4inches(32mm)by3'/2inches(89mm) Doth studsandlrackshallhaveaminimumuncoated base metal thickness of 0 033 inch (0 84 mm)and shall be AS FM A446GradeA[orAS7'MA653,SQ Grade 33 (new designaiion}] Framing screwsshall be No 8by5/8-mch (16mm) wafer head self drilling Ply wood and GSR screws shall be approved and shall be a minimum No 8 by l-mch(25 mm) flat head with a mini mum head diameter of 0 292 inch (7 4mm) Stud spacing shownarc maximums 3Screws in ihc field of Ihc panel shall be inslalled 12 inches o c (305 mm) unless otherwise shown Where fully blocked gypsum board is applied to the opposite side of Ihis assembly, per Table 22-V1II-B, these nominal values may bt increased by 30 percent TABLE 22-V1INB—NOMINAL SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS AND FACED WITH GYPSUM WALLBOARD1-2 WALL CONSTRUCTION x 25 4 lor rnrtt '/2-inch gypsum board on both sides of wall with studs 24 inthes o c ORIENTATION Gypsum board applied perpendicular to framing with slrap blocking behind the horizontal joint and with solid blocking between the first two end sluds SCREW SPACING («dgs/nVd) (Inch") x 25 4 (or mm 7/7 4/4 NOMINAL SHEAR VALUE (lb»fft) x 00146 for N/mm 585 850 ' Nominal shea rvalues shall be multiplied by the appropriate strength reduction factor, <P, to determine design strength or divided by the appropriate safrt> factor, Q, to determine allowable shear values as sel forth in Section 2219 3 ^Unless otherwise shown, studs shall be a minimum !5/s inches (41 mm) by 31/; inches (89 mm) wilh a J/R-mch(9 5 mm) return lip Track shall be a minimum 1'/«inches (12 mm) by i'/2 inches (89 mm) Both studs and track shall have a minimum uncoaled base melahhickness of 0031 inch (0 84 mm) aid shall be ASTM A 446 Grade A [or ASTM A 653, SQ, Grade 33 (new designation)] Framing screws shall be No 8 by Vs-mch (16 mm) wafer head self drilling Dr>v»iH screws shall be a minimum No 6 by 1 inch (25 mm) TABLE 22-VHI-C—NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WALLS FRAMED WITH COLD-FORMED STEEL STUDS1'2 ASSEMBLY DESCRIPTION x Z5 4 for mm '-Y3i inch Structural 1 sheathing (4-ply) one side '/l^-inch (OSB) one sidt; FASTENER SPACING AT PANEL EDGES1 (Inches) x 23 4 (ot mmx 0 014fl for N/mm a 780 700 4 990 915 3 1,465 1,275 2 1,625 1 625 FRAMING SPACING(Inches o c ) x 25 4 for mrn 24 24 'Nominal shear values shall be multiplied by the appropriate strength reduction factor <X> to determine design strength or divided by the appropriale safely factor Q, lo determine allowable shear values as sel forth in Section 2219 3 -Unless otherwise shown, studs shall be a minimum l5/g inches (41 mm) by 3I/2"lche'i(89n;ini)wilha3/H-inch(9 5 mm) return lip Track shall be a minimum l'/4 inches (32 mm)by 3'/2 inches (89 mm) Both studs and track shall have a minimum uncoated base metal thickness of 0 033 inch(0 084 mm) and shall not have a base metal thickness greater (han 0043 inch (] 10 mm) and shall be ASTM A 446 Grade A [or ASTM A 653 SQ Grade 33 (new designation)] Stud spacing shown arc maximums Framing screws shail be No 8 by Vg-mch (16 mm) wafer head self drilling Plywood and OSB screws shall be approved and shall be a minimum No 8 by 1 inch (25 mm) flat head with a minimum head diameter of 0 292 inch (7 4 mm) ^Screws in the field of tnt panel shall be installed 12 inches (305 rnm) o c unless otherwise shown 2-267 OCEANSIDE TRUSS, INC. Specializing in Roof and Floor Trusses * COMMERCIAL * RESIDENTIAL * . * ROOM ADDITIONS * pi * COMPETITIVE PRICING * * FREE AND PROMPT ESTIMATES *• 2847 Industry Street 760/722-7696 Oceanside, CA 92054 Fax 760/722-0438 GftObVlVV QCEANSIDE TRUSS PAGE 01 en ain«c §a: > LO C3 ft 5 -ja. jnLI3 j -3 or c5 L_* t\j c5 4_j r**- P-- r^- 0** DOu f i *— L^J ify t ^~i -^ *qr *sy **j- fli — u^ «— i — i--iu-»— • CEJ co co co OTL»- tx m en o_ r^^ f*^ f^. r^* *****-*z * — -«t in a un in \n vo if>C3CU7CViC!D-»-iZtUT^T-«»«»-i-r^ ruu_rn«-imuJ^T-^-<-^'--c-»-<1^ru -r-. to LI| C7\J t— "5 ^ -«t-«I H5mmmrti ^ ^CJ t^ tjja: a?t— . — i Ul QC3 UJ tn Uv2T ( — i B ff UJO <-) s C^p flen o H-H -^C rf -CJs trt i — i to IT"> C* -«- LJJ CCJ ^1 -^t(VI CJ >-y s? 355 aa gi 3; & S r — » cta: a> Campulrus, Inc. Manufacturing • Engineering • Computer Systems WARNINGS: 1 Read all Genera! Notes and Warnings before construction of trusses 2 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences 3 1x3 compression web bracing must be installed where shown + 4 All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure CompuTrus assumes no responsibil- ity for such bracing 5 No load should be applied to any component until after al! bracing and fasteners are compfete. and at no time should any loads greater than design loads be applied to any component 6 CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components 7 This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-9T. a copy of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted Design to support loads as shown Design assumes the top and bottom chords to be laterally braced at 2'-0" o c and at 12'-0" o c respectively. 3 2x4 Impact bridging or lateral bracing required where shown + + 4 Installation of truss is the responsibility of the respective contractor 6 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shad be located on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I C B O R R 4211 11 The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga material is used At! others are 20 ga General Notes Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing Ooco Z<** o" 21 tf)6 • 5 S I g 0- OUJ i? fc**£ 3Oo o u^ to en m, -- COnft.LUa.O <o rnUJc5 0 0 0 M t*4 T U) 5 a. a. ti.ta </j wa. o_ a. 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U) V-1"7u>(0(Ofa^0> in ofe to X u.oaCO _iNiUJT(0£' •o 5? h- X 1 *n^u>*?(O^Cnt> CO •r- a> X u, o tn".'*"^?to(,Ulto (O o o X u.oo EnPjlCOK)K^inV N P (0 fe " ea £V(O900Nito K T- tO a: £ VCO°?<DCM(OVto*-J^. en tfl X • V(D<9totyGOVloV ^ 03OCM V. o CM **vco•feoW)la*? N o i^- D - "attotp«j„<a fl § CO *1&BTRusT-^•vCD*«?to to § en I T~r~fr)CM(O°?^i-uiVp K <o CO 2 u.o CMio*?UJ903CMto*9K co g « X fe Vto*?UJC"fwHTtoI-K- a£ <o X u.oo T- tebitoTwtoin h" eg r. fe 8O) tQj:tocp03f.ta*- ^ int- CD U. O (M b_tfyKfebCDh* CO t- o X u.oo EC£ocu 2 tu I VI VI Sy"N04 o oau.UJQ Q X•c* O ddm m V Al —l _iOQ UJQ " r* -vti n u IUI o§IU Ow I,^> GOo $ S 5 T3™ i- IOo c\t C 2 Mr. Jim Dunn Villa Real Apartments #9 2701 Avenida De Anita Carlsbad, CA 92008 May 30, 2006 Contract No 77112 Subject Pad Certification Project Dunn Residence 2200 Highland Drive Carlsbad, California References 1 "Preliminary Geotechmcal Investigation, Storm Dram Reconstruction, North End of Highland Drive, Carlsbad, " Prepared by Vmje & Middleton Engineering, Inc Job No 03-262-P,, dated June 17, 2003. 2 "Grading Plans for Dunn Residence, 2200 Highland Drive, Carlsbad, California, Sheets 1-8, "prepared by Aquaterra Engineering, date unknown 3 "Assumption of the role as Soils Engmeer-of-Record, " Prepared by Testing Engi- neers-US Laboratories, Inc, dated August 5, 2004 4 "Plan Review Geotechmcal Update Report, Lot at the North Terminus of Highland Drive, Carlsbad, California," Prepared by Vmje & Middleton Engineering, Inc, Job # 03-387-P, dated October 1, 2003 Dear Mr Dunn In accordance with your request, Testing Engineers San Diego, Inc (TESD) is providing this pad certifi- cation letter summarizing the geotechmcal engineering services performed at the Dunn Residence site located at 2200 Highland Drive in the City of Carlsbad, California Quality assurance services described herein are part of the quality assurance services provided by TESD from August 10, 2004 through No- vember 25,2004 The pad is located at the north terminus of Highland Drive The pad is estimated to be approximately 80 feet wide and approximately 200 feet long The pad was graded in general accordance with the refer- enced project geotechmcal report As part of our field services for the subject project we performed thirty six field density tests within the graded area The field density tests were performed in general accordance with the ASTM D 1556 (Sand Cone Test Method) The field density tests are included as Appendix A Laboratory tests were performed on representative samples of the soil used at the site to evaluate maximum dry density and optimum moisture content Laboratory testing of maximum dry density and optimum moisture content was con- ducted in general accordance with ASTM D1557, and the results of the laboratory tests are presented in Table 1 - Summary of Maximum Density Test Results Testing Engineers San Diego, Inc. A Bureau Veritas Company 7895 CoiivuvCmu-t, Sujre 18 , ^1-77112 PadC en ideation J,m Dunn doc San Diego, CA 92111 Mam (858) 715-5800 Fax (858)715-5810 www us bureauvtntas com Pad Certification May 30, 2006 Dunn Residence Contract No 77112 As part of our services, we visited the site on Thursday, May 4, 2006 to observe the current condition of the pad Based on our observations it appears that the pad still substantially complies with the project requirements The services outlined in this report have been conducted m general accordance with current practice and standard of care exercised by geotechnical consultants performing similar tasks m this area at this time No other warranty, expressed or implied, is made regarding the opinions presented m this report The reported test results represent the relative compaction at the locations tested It is important to note that the precision of field density tests is not exact and variations should be expected The reported locations and depths of the density tests are estimated based on correlation with the improvement plans Further accuracy is not implied It should be noted that the precision of the field and laboratory maximum dry density test results are sub- ject to variation inherent with testing procedures and heterogeneous soil characteristics Quantitative values of testing precision have been documented by the American Society of Testing and Materials Re- sults indicate the accuracy of the ASTM D-1557 test to be plus or minus 4 percent of the mean density Based on this information, relative compaction results should be interpreted as approximate values sub- ject to variations m lateral and vertical directions Quality assurance field monitoring services provided by this office, consisting of visual observation of over excavation bottoms and soil compaction operations, as well as random m-place density tests, are intended to assist the owner/client in monitoring apparent reasonable compliance with the project earth- work specifications The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor Technical advice and suggestions were provided upon request on the results of the tests and observations In any case, no warranty or responsibility for the contractor's performance is intended or implied We appreciate this opportunity to be of service to you If you have any questions regarding this report, please do not hesitate to contact this office at (858) 715-5800 Respectfully submitted, TESTING ENGINEERS - SAN DIEGO, Inc. Laith I Namiq, Ph D , P E Van W Olm, GE 2578 Principal Engineer Principal Geotechnical Engineer Attachments Table 1 - Summary of Maximum Density Test Results Table 2 - Summary of Field Density Tests Distribution *(4) Addressee * Including one copy for the City 177132 PadCemticafion Jim Dunn doc Pad Certification Dunn Residence May 30, 2006 Contract No 77112 Table 1 - Summary of Maximum Density Test Results Soil Type No. 1 2 Description Brown silty sand Brown orange silty sand Maximum Density (pcf) 1100 1278 Optimum Moisture (%) 92 93 77112 PadCertificBiion Jim Dunn doc Table 2 REPORT OF COMPACTION TEST DATA Pnnt Date Project Number Project Name Location Test # Test Date 1 8/10/2004 2 8/11/2004 3 8/11/2004 4 8/12/2004 5 8/16/2004 6 8/18/2004 7 8/19/2004 8 8/20/2004 9 8/20/2004 10 10/8/2004 11 10/11/2004 12 10/11/2004 13 10/11/2004 14 10/11/2004 15 10/11/2004 16 10/11/2004 17 10/11/2004 18 10/11/2004 19 10/13/2004 20 10/13/2004 21 10/13/2004 22 10/13/2004 23 10/14/2004 24 10/14/2004 25 10/14/2004 26 10/15/2004 27 10/15/2004 Material S S S S S S S S S S S S S S S S S S S S S S S S S S S Structure N N N N N N N N N N N N N N N N N N N N N N N N N N N May 19, 2006 77112 Dunn Residence 2200 Highland Drive Cartsbad, CA Test Location MOIE Field Bottom of 3 5 1 slope 11 2% Lower lift of 3 5 1 slope 1 5 1 % lower lift of 3 5 1 slope 1 0 8% Backfill 3 5 1 slope 5 4% Backfill351 slope 81% Backfill 3 5 1 slope 7 7% Top of slope 9 0% Top of slope 8 0% Bottom of excavation of garage 9 7% 4 ft above grade below 2nd retaining wall 9 5% Retamig wall backfill 9 1% Retaining wall backfill 9 9% Retaining wall backfill 1 5 ft from west 4 ft 84% from subgrade Retaining wall backfill 50 ft from west 4 ft 6 3% from subgrade Retaining wall backfill 25 ft from west 4 ft 6 8% from subgrade Retest #13 84% Retest #14 67% Retest #15 75% Retaining wall backfill center 7 8% Retamig wall backfill east side 7 3% Retamig wall backfill west side 8 9% Retest retaining wall backfill west side 8 2% 2 ft bakfill east side of retaining wall 9 5% 4 ft backfill east side of retaining wall 9 4% backfill retaining wall 9 4% retaining wall west side 2 ft below finish 1 3 4% grade retaining wall west side 2 ft below finish 14 6% • ture Dry Density (pcf) Opt Field I Max 92% 1000 1100 92% 1017 1100 92% 1071 1100 92% 1054 1100 92% 992 1100 92% 1023 1100 92% 1072 1100 92% 1080 1100 92% 1056 1100 93% 1152 1278 93% 1150 1278 93% 1173 1278 93% 1088 1278 93% 1093 1278 93% 1088 1278 93% 1161 1278 93% 1147 1278 93% 1144 1278 93% 1151 1278 93% 1179 1278 93% 1129 1278 93% 1157 1278 93% 1223 1278 93% 1196 1278 93% 1198 1278 93% 1164 1278 93% 1160 1278 Rel Compaction 3btained]Requirec 91% 90% 93% 90% 93% 90% 96% 90% 90% 90% 93% 90% 98% 90% 98% 90% 96% 90% 90% 90% 90% 90% 92% 90% 85% 90% 85% 90% 85% 90% 90% 90% 90% 90% 90% 90% 90% 90% 92% 90% 88% 90% 91% 90% 96% 90% 94% 90% 94% 90% 91% 90% 91% 90% Conform Non-Conform Conform Conform Conform Conform Conform Conform Conform Conform Conform Conform Conform Conform Non-Conform Non-Conform Non-Conform Comform Comform Comform Conform Conform Non-Conform Conform Conform Conform Conform Conform Conform grade Page 1 of 2 REPORT OF COMPACTION TEST DATA Print Date Project Number Project Name Location May 19, 2006 77112 Dunn Residence 2200 Highland Drive Carlsbad, CA | Test#Test Date Material Structure Test Location Moisture Field Opt Dry Density (pcf) Field I Max Rel Compaction DbtamedRequire< Conform Non-Conform 28 10/15/2004 S 29 10/15/2004 S 30 10/15/2004 S 31 10/15/2004 S 32 10/15/2004 S 33 10/15/2004 S 34 10/15/2004 S 35 11/1/2004 S 36 11/1/2004 S N retaining wall west side 2 ft below finish grade N retaining wall east side 2 ft below finish grade N retaining wall west side 2 ft below finish grade N retaining wall west side 0 5 ft below finish grade N retaining wall west side 0 5 ft below finish grade N retaining wall west side 0 5 ft below finish grade N t retaining wall west side 2 ft below finish grade N Retaining wall # 2 above center N Retaining wall # 2 at end 94% 93% 1138 1278 90% 90% Conform 8 0% 93% 1188 127 8 93% 90% Conform 74% 93% 1158 1278 91% 90% Conform 8 9% 93% 1194 127 8 93% 90% Conform 11 4% 9 3% 116 3 127 8 91% 90% Conform 9 4% 93% 1159 127 8 91% 90% Conform 9 1% 9 3% 106 9 127 8 100% 90% Conform 8 9% 93% 1172 127 8 92% 90% Conform 7 7% 93% 1185 127 8 93% 90% Conform Page 2 of 2 Plan Review Geotechnical Update Report Lot at the North Terminus of Highland Drive Carlsbad, California (A P.N. #156-051-24) October 1, 2003 Prepared For: MR. JIM DUNN, JR 4316 Cassanna Way, #305 Oceanside, California 92057 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job #03-387-P VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 Job #03-387-P October 1, 2003 Mr Jim Dunn, Jr 4316 Cassanna Way, #305 Oceanside, California 92057 PLAN REVIEW GEOTECHNICAL UPDATE REPORT, LOT AT THE NORTH TERMINUS OF HIGHLAND DRIVE, CARLSBAD, CALIFORNIA, (A.P.N. #156-051-24) Pursuant to your request, Vinje & Middleton Engineering, fnc , has completed the Plan Review Geotechn/cal Update Report at the above-referenced property The following report summarizes the results of our research and review of pertinent reports and plans, field inspections, geotechnical mapping, and provides conclusions and recommendations for planned new construction as understood From a geotechnical engineering standpoint, it is our opinion that the planned construction and rear slope stabilization and repairs are feasible provided recommendations presented in this report are incorporated into the final improvement plans and implemented during the repair and construction operations at the site The conclusions and recommendations provided in this study are consistent with the indicated site geotechnical conditions and are intended to aid in preparation of final repair plans and allow more accurate estimates of repair and construction costs Thank you for choosing Vinje & Middieton Engineering, (nc If you have any questions' concerning this report, please do not hesitate to call us Reference to our Job #03-387-P w/l! help to expedite our response to your inquiries We appreciate this opportunity to be of service to you VINJE & MIDDLETON ENGINEERING, INC. Dennis Middleton CEG #980 TABLE OF CONTENTS PAGE NO. I. INTRODUCTION 1 II. SITE DESCRIPTION / HISTORY 2 III. PROPOSED DEVELOPMENT 2 IV. GEOTECHNICAL CONDITIONS 3 A. Slope Stability 3 B. Seismic Response Coefficients 3 V. CONCLUSIONS 4 VJ. RECOMMENDATIONS 6 A. Remedial Grading and Earthworks 6 B. Foundations and Interior Floor Slabs 12 C. Exterior Concrete Slabs / Flatworks 13 D. Soil Design Parameters 14 E. Asphalt and PCC Pavement Design 15 F. General Recommendations 16 VII. LIMITATIONS 18 TABLE NO. Site Seismic Parameters 1 PLATE NO. Regional Index Map 1 Site Plan 2 Cross-Section at Proposed Storm Drain 3 Geologic Cross-Section 4 Typical Slope Reconstruction Details 5 Test Boring and Test Pit Logs 6-14 Retaining Wall Drain Detail , 15 Isolation and Re-entrant Corner Reinforcement 16 Slope Reinforcement Installation Guide APPENDIX A PLAN REVIEW GEOTECHNICAL UPDATE REPORT LOT AT THE NORTH TERMINUS OF HIGHLAND DRIVE CARLSBAD, CALIFORNIA I. INTRODUCTION The property investigated in this work includes 2 54 acres of undeveloped Jand located at the northern terminus of Highland Drive within the City of Carlsbad The property location is depicted on a Regional Index Map included herein as Plate 1 Existing topographic conditions and proposed development at the site are shown on a Site Plan, Plate 2 A storm drain pipe traverses the property transporting storm water from an inlet box at the northend of Highland Drive into canyon terrain and the Buena Vista Lagoon to the north The storm drain is buned within a descending slope which marks the northern margins of the property The existing pipe has failed and resulted in high levels of erosion and related failures within lower slope terrain We understand that the upper nearly level areas atop the existing project descending slope is planned for the support of a single-family residence to the east and a detached garage/shed structure to the west Consequently, The purpose of this work was to review all available pertinent geotechnical reports and documents and provide update recommendations that are consistent with the proposed site development Previous soils and geotechnica! investigations at or in the vicinity of the study property have resulted in the following technical reports 1 "Preliminary Geotechnical Report, Storm Dram Reconstruction, North End of Highland Drive, Carlsbad," Job #03-262-P, prepared by Vtnje & Middleton engineering, Inc , dated June 17, 2003 2 "Assessment of Fill Slope Regression, 2202 Highland Drive, Carlsbad, California," prepared by Taylor-Hunter Associates, Inc , THA Project No G02-00199, dated December 5, 2002 3 "Geotechnical Investigation, Proposed Lot Split, Three-Acre Site, 2022 Highland Drive, Carlsbad, California," by Ron Gutier (C E G ) and Erik J. Nelson (P E ), Job #GN-1, dated February 17, 1989 The referenced reports are on file with our firm and copies can be obtained upon request Logs of the exploratory Test Borings and Test Pit Trenches completed in connection with the preparation of the 1989 investigation (Reference 3) are enclosed herein as Plates 6 through 14 Boring and trench locations are shown on the enclosed Site Plan, Plate 2 & MIDDLETON ENQINEKRINQ, INC 2450 Vmeyard Avenue, Escimdtdo, California 92029-1229 - Phone (760) 743 1214 • Fax (760) 739-0343 Q60TECHMCAL INVESTIGATIONS gRADINg SUPERVISION I'LKC TEST INC? CNVIRONMtNTAL INVESTIGATION PLAN REVIEW GEOTECHNJCAL UPDATE REPORT PAGE 2 HIGHLAND DRIVE, CARLSBAD __^_^^__ OCTOBER 1,2003 II. SITE DESCRIPTION / HISTORY The irregular-shaped parcel is located at the north terminus of Highland Drive in a residential section of the City of Carlsbad The property currently supports a moderate covering of native plants and weeds Site topography ranges from nearly level in the upper southeasterly reaches of the property to steeply sloping, and locally vertical, canyon terrain within the northwestern margin of the property with more than 50 feet of vertical relief Slope gradients at and adjacent the study property generally approach 2 1 to 1 1 (horizontal to vertical) Existing site topography was achieved by placing undocumented fills atop natural ground surfaces more than 36 years ago (Reference 3) Approximate fill limits as determined in the field is shown on Plate 2 Site existing fills, as outlined in Reference 3, consist of silts and sands with a considerable amount of deleterious material and no evidence of benching into bedrock -We understand that plans for reconstruction of the failed storm pipe within the tower reaches of the northern descending slope are near completion We further understand that the City of Carlsbad is planning to carry out the storm dram repairs and realignment with the associated grading repairs of lower canyon terrain erosion resulting from the pipe failure III. PROPOSED DEVELOPMENT As depicted on Plate 2, a new residential dwelling with detached garage and associated improvements are planned for the upper reaches of the subject property Moderate to significant grade alterations using cut-fill grading techniques are proposed to achieve design grades and construct level surfaces for the support of the planned structures and improvements The planned grade alterations primarily consist of minor cutting of the higher areas to the southwest and placing fills over the existing northern slope to new design configurations Modular (sequential) retaining walls are also incorporated into the designs to accommodate ground level transitionmg and allow 2 1 slope gradients The existing 24-inch storm drain pipe crossing the site will be abandoned and replaced with a 36-inch pipe installed along a new alignment The new alignment extends from the lower terrain over the ascending slope and crosses the project property to the existing inlet box north of Highland Drive as shown on Plate 2 The storm dram installation will be performed as a part of the City of Carlsbad storm dram reconstruction project which also includes reconstruction of the failure scrap within the lower slope terrain New storm dram profile with respect to existing terrain and proposed grading is depicted on the enclosed Cross-Section at Proposed Storm Dram, Plate 3 VINJE 6TMIDDLETON ENGINEER JNQ. INC 2450 Vmeyard Avenue, Lscondido, California 92029 1229 • Phone (760) 743 1214 • Fax (760) 739 0343 QCOTECHN1CAL1NVESTIQATIONS gRADINQ SUPLRV1SION I'LRC TLSTINQ ENVIRONMLNTAt INVCSTIQATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 3 HIGHLAND DRIVE, CARLSBAD ^^___ OCTOBER 1, 2003 Construction details are unknown However, it is anticipated that conventional wood-frame and stucco buildings supported on shallow stiff continuous strip and spread pad concrete footings with slab-on-grade floor foundations will be utilized IV. GEOTECHNICAL CONDITIONS Geotechnical conditions at the site remain substantially unchanged since the preparation of the referenced reports The study property is underlain by Formational rock units that range from Pleistocene age Terrace Deposits at the near surface to Eocene age sandstone units at depth (Reference 3) Project slopes are mantled by an undetermined thickness of undocumented fills The upper, southeast portion of the property consists of nearly level terrain that gives way to steep canyon topography to the northwest A subsurface profile as determined from available geotechnical data is depicted on the enclosed Geologic Cross-Section, Plate 4 A. Slope Stability Site topographic conditions are depicted on Plate 2 Near vertical slope conditions mark the lower canyon terrain where a recent storm drain failure has occurred No indications of deep-seated instability were noted, however, rotational-type slope failures within the existing lower near-vertical slopes may be expected under current site conditions We understand the City of Carlsbad is developing plans for the replacement of the storm drain and repair grading of the lower slope failure areas within the impacted areas The existing northern embankment is a fill over natural slope type construction The embankment was created by placing undocumented fill deposits over the pre- grading sloping natural terrain The fills were placed without engineering observation and compaction testing control It is reported that lower keyways or adequate benching of sloping ground receiving fill were also not provided Furthermore, existing fills are generally loose deposits and contain trash and organic debris Based on the available information, the existing northen graded fill slope is considered marginally stable (low safety factor) and subject to failure upon saturation, surcharging or a significant seismic event B. Seismic Response Coefficients For design purposes, site specific seismic parameters were determined as part of this investigation in accordance with the Uniform Building Code The following parameters are consistent with the indicated project seismic environment and may be utilized for project design work V1NJE & MIDDLETONENQINEERINQ, INC 2450 Vineyard Avenue, Esconduio, California 92029 1229 • Phone (760) 743-12 14 • Hoi (760) 739 0343 QCOTECHNJCAL INVESTIGATIONS QRADINq SUPLRVIS1ON PLRC TESTING LNVIRONMtNTAL IWCSTIQATJON PLAN REVIEW GEOTECHNICAL UPDATE REPORT HIGHLAND DRIVE, CARLSBAD ______ PAGE 4 OCTOBER 1,2003 TABLE 1 -Seismic- - ~, So 04 B 10 11 044 068 0614 0123 According to Chapter 16, Division IV of the 1997 Uniform Building Code V. CONCLUSIONS Based upon our review of the referenced technical reports and recent site inspection, development of the property for residential purposes, substantially as proposed, is considered feasible from a geotechntcal viewpoint The site is underlain by loose undocumented fills within the pad and northern slope areas over Formational sandstone units which are exposed in an overly steepened slope condition within the lower terrain below the proposed building areas Geotechnical factors presented below are unique to the project site and will influence grading procedures and the associated development costs * A recent storm drain failure in the lower slope areas below the property has resulted in high levels of erosion and near vertical slopes The lower slope failure has not yet impacted the upper graded slope along the project northern boundary However, future local impacts within the existing storm dram alignment is considered likely, particularly in an event of heavy rainfall * Existing slope areas of the property were developed by placing loose undocumented fills over sloping natural terrain The fills also contain an abundance of trash debris and deleterious materials (Reference 3) The northern slope is marginally stable and should be removed and properly reconstructed as recommended in following sections * The replacement of the storm dram and repair grading of the lower slope failure within the impacted areas are planned by the City of Carlsbad The new storm drain alignment crosses the property as shown on Plate 2 The remaining portions of the existing pipe at the project site should also be removed as part of the site remedial grading and/or appropriately abandoned per the approved plans VINJE 6? MIDDLETON ENQINEERINQ, INC 2450 Vineyard Avenue, Eicondido, California 92029-1229 • Phone (760) 743-1214 • fax (760) 739 0343 QEOTECHNICAL INVFSTIQATiONS QRADlNiJ SUPLRVISJON I'CKC TESTING TNVIRONMLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 5 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 Site existing fills and upper weathered Terrace Deposits/Formationa! rock are not suitable for support of planned structures and improvements in their present condition The entire section of existing fills, topsoils and upper weathered Terrace Deposits/Formational rock should be removed and properly recompacted using remedial grading techniques as recommended in a following section Added excavations of cut ground will be required in the case of cut/fill pads in order to eliminated non-uniform bearing soils transitioning The overall stability of graded building surfaces developed over sloping terrain is most dependent upon adequate keying and benching of fills into the undisturbed bedrock during grading operations At the project site, added care should be given to proper construction of keyways and benching during regradmg in general, reconstruction of the northern slope and regradmg of the site to design elevations may be considered difficult overall Portions of the project regradmg and reconstruction within the storm drain alignment may be coordinated with the City of Carlsbad, and installation of the new drain pipe Proposed modular transition walls near the lower slope areas may also be difficult to construct due to necessary deepened foundations for setback requirements and adequate clearance from the top of the new storm dram pipe to bottom of the wall foundations Appropriate recommendations are given m the following sections Import soils, if required to complete grading and achieve final design grades, should conform to the requirements of this report as specified in the following sections Finish grade soils are expected to consist of sandy deposits (SP/SM) with very low expansion potential (El less than 21) Actual classification and expansion characteristic of finished grade soil mix can only be provided in the final as-graded compaction report based on appropriate testing Final foundation and slab subgrade soils should be tested at the completion of pad construction to confirm expansion characteristics of bearing soils which will govern final foundations and slab design Adequate site surface, subsurface and slope face drainage control are critical factors in the future stability of the developed property as planned Drainage facilities should be designed and installed for proper control and disposal of surface and subsurface water Liquefaction and seismically induced settlements will not be a factor in the development of the project site provided our remedial grading recommendations are followed V1NJE & MIDDLbTOW ENQINEER1NQ, JNC 2450 Vineyard Avenue, ktcondido, California 92029-1229 • Phone (760) 743-1234 • fax (760) 739 0343 QEOTECHNICAL INVESTIGATIONS QRADINg SUPLRVISIQN PLRC TESTING ENV/RQNMtNTAL JNVLSTJQATJON PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 6 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 * Post construction settlements are not expected to be factors in the construction of the planned buildings at the project site provided our remedial grading and foundation recommendations are implemented during the construction phase of the project * Soil collapse will not be a factor in the constructions of the planned buildings at the study site provided our recommendations are followed VI. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected on the final plans and implemented during the construction phase Added or modified recommendations may also be appropriate and can be provided at the final plan review phase A. Remedial Grading and Earthworks Cut/fill and remedial grading techniques may be used in order to achieve final design grades and construct a stable ground for supporting the planned structures and improvements All grading and earthworks should be completed in accordance with Appendix Chapter 33 of the Uniform Building Code, City of Carlsbad Grading Ordinances, the Standard Specifications for Public Works Construction, and the requirements of the following sections wherever applicable 1. Clearing and Grubbing - Remove surface vegetation, trash, debris and other unsuitable/deleterious materials from all areas of proposed new fills, improvements, and structures plus 10 feet minimum, or as directed in the field The prepared ground should be inspected and approved by the project geotechnical engineer or his designated representative All irrigation lines, abandoned pipes and underground structures should be properly removed from the construction areas Existing underground utilities in the construction areas should also be pot-holed, identified and marked prior to the actual work Inactive lines should be properly removed or may be abandoned as approved in the field Voids created by the removals of the underground pipes or structures should be properly backfilled with compacted fills as recommended herein 2. Removals and Remedial Grading - Remedial techniques should be used in order to construct safe and stable ground and building pad surfaces suitable for the support of the proposed structures and improvements The entire section VINJE .SfMIDDLETONENQINEtRlNQ, INC 2450 Vineyard Avenue, b-icondido, California 92029 1229 • Phone (760) 743 1214 - Fax (760) 739 0343 CJEOTECHNICAL INVESTIGATIONS QRADINQ SUPLRVISJON I'LRC TESTING CNvmoNMbNT/u, INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 7 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 of existing site fills, topsoils and weathered soft sandstone units in the areas to receive new fills, structures and improvements plus 10 feet where possible, and as directed in the field should be removed to the underlying competent bedrock and placed back as properly compacted fills Actual limits and depths of removals should be given in the field by the project geotechnical consultant However, approximate depths may be obtained from the enclosed Test Borings and Test Pit Logs (Plates 6-14) Project grading operations may be coordinated with the City of Carlsbad to concur with the lower slope repairs of the impacted areas, as well as the planned trenching and new storm drain installation within the proposed realignment 3. Cut-Fill Transition / Undercuts - Ground transition from excavated cut to placed fill should not be permitted underneath the proposed structures and improvements Building foundations and floor slabs should be uniformly supported on undisturbed cut ground or entirely founded on compacted fills Transition areas will require special treatment. The cut portion of the cut/fill pads plus 10 feet should be undercut to a sufficient depth to provide for a minimum of 3 feet of compacted fill mat below rough finish grades, or at least 12 inches of compacted fill beneath the deepest footing whichever is more In the roadways, driveway, parking and on-grade slabs/improvement transition areas there should be a minimum of 12 inches of compacted soils below rough finish subgrade 4. Fill Materials and Compaction - Soils generated from the excavation of site weathered sandstone will predominantly consist of good quality sandy materials which will work well in compacted fills Soils generated from the removals of the project existing fills will include trash debris and deleterious materials All trash debris and deleterious material should be selectively separated from the existing project fills to the satisfaction of the project geotechnical consultant prior to reuse as new site fills Separated trash debris and unsuitable materials should be properly removed and exposed of Clay bearing soils, if encountered, should be selectively buried in deeper fills at a minimum of 4 feet below rough finish pad grades and 15 feet away from the finish slope face Project new fills shall be clean deposits free of vegetation, organic matter, deleterious materials, trash and debris consisting of minus 6-inch particles as approved in the field Uniform bearing soil conditions should be constructed at the site by the grading operations Site fills should be adequately processed, thoroughly mixed, moisture conditioned to near optimum moisture levels as directed in the field, VINJES" MIDDLETON ENGINEERING, INC 24SQ Vineyard Aoenue, bocondido, California 92029 1229 • Phone (760) 743 1214 • Fox (760) 739-0343 QEOTECHN1CAL INVESTIGATIONS QRADINQ SUI'LRVISION PCHC TESTJNQ CNVIRONMtNTAL JWCSTIQATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 8 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 placed in thin uniform horizontal lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density per the ASTM D-1557, unless otherwise specified 5. Shrinkage and Import Soils - Based upon our analysis, on-site soils may shrink approximately 5% to 15% on volume basis when compacted to a minimum of 90% compaction levels Import soils, if required to complete repair grading or achieve final design grades, should be clean sandy deposits (expansion index less than 21) and approved by the project geotechnica! engineer prior to delivery to the site Non-expansive sandy import soils, if any, shoufd be used for wall backfills and placed within the upper finish subgrade levels 6. Reconstruction of Existing Slope and New Graded Slope - The existing northern fill slope should be removed and reconstructed as a part of the project remedial grading operations in accordance with the requirements of this report Slope reconstruction is depicted on the enclosed Typical Slope Reconstruction Details, Plate 5 The new reconstructed fill slope shall be provided with a lower keyway The keyway should maintain a minimum depth of 2 feet into the competent bedrock with a minimum width of 20 feet as approved by the project geotechnical engineer or his designated representative The keyway should expose competent bedrock throughout, with the bottom heeled back a minimum of 5% into the natural hillside and inspected and approved by the project geotechnical engineer Additional level benches should be constructed into the natural hillside as the fill slope construction progresses The slope should be reconstructed to achieve existing and/or flatter slope design gradients Provide slope reinforcement consisting of Tensar UX-1400 (or greater from the same series) at approximately 4 vertical feet for slope gradients steeper than 2 1 as shown on the enclosed Plate 5 Slope reinforcement should be placed 11/z feet from the finish slope face to the back side heel of excavated benches within the compacted embankment fills for additional stability Intermediate slope face reinforcement consisting of Tensar BX-1100 (or greater from the same series), should be provided to enhance surficia! stability as shown Slope reinforcement shall be placed in conformance with the enclosed Slope Reinforcement Installation Guide enclosed herein as Appendix A Reconstructed slopes should be compacted to a minimum of 90% of the corresponding laboratory maximum density value in accordance with ASTM D- 1557 out to the slope face Back rolling at a minimum of 4-foot vertical VINJEffMIDDLETONENQINEERINQ, INC 2450 Vineyard Avenue, tscond.do, California 92029-1229 • Phone (760) 743 1 214 • Fox (760) 739 0343 QEOTECHNICAL INVEST I g ATI ONS QRADINQ SUPLRVISION f'LKC TLSTINQ CNVIROVMLNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 9 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 increments and track-walking the completed slope is recommended Field density tests should be performed to confirm adequate compaction levels within the slope face New project graded slopes should be programmed for 2 1 gradients maximum Graded slopes constructed at 2 1 gradients will be grossly stable with respect to deep seated and surficial failures for the anticipated design maximum vertical heights All fill slopes shall be provided with a lower keyway as specified, and compacted to 90% (minimum) of the laboratory standard out to the slope face Cut slopes should be inspected and approved by the project geotechnical consultant during the grading to confirm stability In the event loose existing fills/topsoils are encountered at the cut surfaces or portions thereof, the impacted slope face may require reconstruction as stability fill slope or the slope face may be moisture conditioned and compacted m-place by track- walking with heavy construction equipments Specific recommendations should be provided by the project geotechnical consultant in the field based on actual cut slope face exposures 7. Wall Back Drainage - A wall back drainage system should be provided behind all project retaining walls The wall back drainage system should consist of a minimum 18-mches wide trench excavated to the depths of the wall foundation level with a minimum 4-inch diameter, Schedule 40 (or SDR 35), perforated pipe surrounded with a minimum 2 25 cubic feet per foot of %-crushed rocks wrapped in filter fabric (Mirafi 140 N), or Caltrans Class 2 permeable aggregate installed at suitable elevations to allow for adequate fall via a non-perforated solid pipe to an approved outlet Protect pipe outlet as appropriate Filter fabric can be eliminated if Class 2 permeable material is used Typical wall back dram system is depicted on the enclosed Plate 15 Provide appropriate waterproofing as indicated on the approved project drawings 8. Storm Drain Trenching and Backfilling - All trenching and backfill operations associated with the new storm dram installation should be completed as specified in the "Preliminary Geotechnical Investigation, North End of Highland Drive," prepared by this office, Job #03-262-P, dated June 17, 2003 (Reference 1), and subsequent Grading Plan Review letter, dated October 1, 2003 The referenced report and plan review letter should be considered and utilized in conjunction with this report where appropriate and applicable V1NJL <S? MJDDLETON ENGINEERING, INC 2450 Vineyard Avenue, frcandido, Cuhfurma 92029 1229 • Phone (760) 743 1214 • Fa* (760) 739 0343 QEOTECHNICAL INVEST! Q AT IONS QRAD1NQ SUPLRVJS1ON ''LKC TLSTINC? ENVIRONMENTAL INVCST1QAT1ON PLAN REVIEW GEOTECHN1CAL UPDATE REPORT PAGE 10 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 9. Surface Drainage and Erosion Control - A critical element to the continued stability of the building pads and slopes is an adequate surface drainage system and protection of the slope face This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems * Drainage swales should be provided at the top and toe of the slopes per project civil engineer design * Building pad surface run-off should be collected and directed away from the planned buildings and improvements to a selected location in a controlled manner Area drains should be installed * The finished slope should be planted soon after completion of grading in accordance with the project approved landscape plans Unprotected slope faces will be subject to severe erosion and should not be allowed Over- watering of the slope faces shall not be allowed Only the amount of water to sustain vegetation should be provided Native broad-leaf grasses which require minimal amounts of water to sustain vegetation life are recommended * Temporary erosion control facilities and silt fences should be installed during the construction phase periods, and until landscaping is fully established as indicated and specified on the approved project grading/erosion plans 10. Engineering Inspections - All grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final as-graded compaction report The nature of finish subgrade soils should also be confirmed in the final compaction report at the completion of grading Geotechnical engineering inspections shall include but not limited to the following * Initial Inspection - After the grading/brushing limits have been staked but before grading/brushing starts * Keyway/bottom of over-excavation inspection - After the bottom of over- excavation is exposed and prepared to receive fill but before fill is placed * Cut slope/excavation inspection - After the excavation is started but before the vertical depth of excavation is more than 5 feet Local and CAL-OSHA safety requirements for open excavations apply VINJE & MIDDLETON ENQlNEbRMQ, JNC 2450 Vmeyard Avenue, htcondtdv, California 92029 1229 ' Phone (760) 743-1214 • Fax (760) 739-0343 QLOTECHNICAL INVESTIGATIONS QRAOINQ SUPLRVJSION PLRC TESTINQ CNVIRONMLNTA1, INVCSTiqATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 11 HIGHLAND DRIVE. CARLSBAD _________ OCTOBER 1, 2003 Fill/wall backfill inspection - After the fill/wall backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet A minimum of one test shall be required for each 100 lineal feet maximum with the exception of wail backfills where a minimum of one test shall be required for each 25 lineal feet maximum Wall backfills shall also be mechanically compacted to at least 90% compaction levels unless otherwise specified Finish rough and final pad grade tests shall be required regardless of fill thickness Foundation trench inspection - After the foundation trench excavations but before steel placement Foundation bearing/stab subgrade soils inspection - Prior to the placement of concrete for proper moisture and specified compaction levels Geotechnical foundation/slab steel inspection - After the steel placement is completed but before the scheduled concrete pour Subdrain/wal! back drain inspection - After the trench excavations but during the actual placement All material shall conform to the project material specifications and approved by the project geotechnical engineer Underground utility/plumbing trench inspection-After the trench excavations, but before installation of the underground facilities Local and CAL-OSHA safety requirements for open excavations apply Inspection of the pipe bedding may also be required by the project geotechnical engineer Underground utility/plumbing trench backfill inspection - After the backfill placement is started above the pipe zone, but before the vertical height of backfill exceeds 2 feet Testing of the backfill within the pipe zone, may also be required by the governing agencies Pipe bedding and backfill materials shall conform to the governing agencies requirements and project soils report if applicable All trench backfills shall be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified Plumbing trenches more than 12 inches deep maximum under the interior floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels Flooding or jetting techniques as a means of compaction method shall not be allowed Pavement/improvements subgrade and basegrade inspections - Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels VINJE 6? MIDDLETON ENQINEERINQ, INC 2450 Vinejard Avenue, Escoridido, California 92029 IZZ9 • Phone (760) 743 12 14 • Fax (760) 739 0343 QEOTECHNJCAL INVESTIGATIONS gRAniNQ SUPLRVJSION PCHC TESTINQ ENVIRONMENTAL IN\ ESTIMATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 12 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 B Foundations and Interior Floor Stabs The following preliminary recommendations are consistent with very low expansive (expansion index less than 21) sandy (SP/SM) foundation bearing soils Final foundation and slab design will depend on expansion characteristics of finish grade soils and the actual fill differential thickness underneath the proposed buildings All recommendations should be confirmed and/or revised as necessary in the rough grading compaction report based on-site as-graded geotechnical conditions and actual testing of the foundation bearing soils Individual building sites may require specific foundation/slab design and may be anticipated Additional specific recommendations may also be necessary and should be given at the time of the final plan review phase when detailed grading and structural/architectural drawings are available 1 All building and retaining wall foundations planned on or near the top of descending slopes should be adequately deepened to provide a minimum horizontal distance of 7 feet or one-third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom outside edge of the footing and face of slope Actual construction details should be provided by the project structural engineer 2 Continuous strip and perimeter wall foundations should be sized at least 15 inches wide and 18 inches deep for single and two-story structures Spread pad footings should be at least 30 inches square and 12 inches deep Footing depths are measured from the lowest adjacent ground surface, not including the sand/gravel beneath floor slabs Exterior continuous footings should enclose the entire building perimeter 3 Continuous interior and exterior foundations should be reinforced by at least four #4 reinforcing bars Place a minimum of 2-#4 bars 3 inches above the bottom of the footing and a minimum of 2-#4 bars 3 inches below the top of the footing Reinforcement details for spread pad footings should be provided by the project architect/structural engineer 4 All interior slabs should be a minimum of 4 inches in thickness, reinforced with #3 reinforcing bars spaced 16 inches on center each way, placed mid-height in the slab Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a 6-mil plastic moisture barrier placed mid-height in the sand In the case of good quality sandy subgrade soils, as approved by the project geotechnical engineer, the 6-mil plastic moisture barrier may be laid directly over the slab subgrade and covered with a minimum of 2 inches of clean sand (SE 30 or greater) VINJE & MIDDLETON ENQINEERINQ, INC 2450 Vineyard Avenue, Eicondido, California 92029 1229 • Phone (760) 743 1214 • fax (760) 739 0343 QEOTECHN1CAL INVESTIGATIONS QRADINQ SUPLRVISION f'LKC TESTINQ ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 13 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 5 Provide "softcut" contraction/control joints consisting of sawcuts spaced 10 feet on center maximum each way for all interior slabs Cut as soon as the slab will support the weight of the saw, and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi The sawcuts should be a minimum of 1-inch in depth but not to exceed 11/4-mches in depth maximum Anti-ravel skid plates should be used and replaced with each blade to avoid spallmg and raveling Avoid wheeled equipments across cuts for at least 24 hours 6 Provide re-entrant corner reinforcement for all interior slabs Re-entrant corners will depend on slab geometry and/or interior column locations The enclosed Plate 16 may be used as a general guideline 7 Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prtor to the placement of concrete C. Exterior Concrete Slabs / Flatworks 1 All exterior slabs (walkways, and patios) should be a minimum of 4 inches in thickness reinforced with 6x6/10x10 welded wire mesh carefully placed mid- height in the slab 2 Provide "tool joint" or "softcut" contraction/control joints spaced 10 feet on centers (not to exceed 12 feet maximum) each way Tool or cut as soon as the slab will support weight, and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi Tool or softcuts should be a minimum of 1-inch but should not exceed 11/4-inches deep maximum In the case of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling Avoid wheeled equipments across cuts for at least 24 hours 3 All extenor slab designs should be confirmed in the final as-graded compaction report 4 Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete VfNJEd?MIDDLETONENQINEER/NQ, INC 2450 Vineyard Avenue, E^ond,do, California 91029 12Z9 • Phone (760) 743-1214 • Fax (760) 739-0343 QEOTECHN1CAL INVESTIGATIONS QRAD1HQ SUPERVISION 1'LKC TESTINQ ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 14 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 D. Soil Design Parameters The following preliminary soil design parameters are based on the tested representative samples of on-site earth deposits All parameters should be re- evaluated when the characteristics of the final as-graded soils have been specifically determined * Design wet density of soil = 124 3 pcf * Design angle of internal friction of soil = 31 degrees * Design active soil pressure for retaining structures = 40 pcf (EFP), level backfill, cantilever, unrestrained walls * Design active soil pressure for retaining structures = 62 pcf (EFP), 2 1 sloping backfill surface, cantilever, unrestrained walls * Design at-rest soil pressure for retaining structures = 60 pcf (EFP), non- yielding, restrained walls * Design passive soil pressure for retaining structures = 388 pcf (EFP), level surface at the toe * Design passive soil pressure for retaining structures = 156 pcf (EFP), 2 1 sloping down condition at the toe * Design coefficient of friction for concrete on soils = 0 38 * Net allowable foundation pressure for on-site compacted fills (minimum 15 inches wide by 18 inches deep footings) = 2000 psf * Allowable lateral bearing pressure (all structures except retaining walls) for on- site compacted fill = 150 psf/ft Notes: * Use a minimum safety factor of 1 5 for wall over-turning and sliding stability However, because large movements must take place before maximum passive resistance can be developed, a safety factor of 2 may be considered for sliding stability where sensitive structures and improvements are planned near or on top of retaining walls * When combining passive pressure and frictional resistance the passive component should be reduced by one-third * The net allowable foundation pressure provided herein was determined for footings having a minimum width of 15 inches and depth of 18 inches The indicated values may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 4500 psf, if needed The allowable foundation pressure provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading V1NJE & MIDDLETON ENQINEERINQ, INC 2450 Vineyard Avenue, EscomluK California 92029 1229 • Phone (760) 743 J214 • Fax (760) 739 0343 QEOTCCHNJCAL INVESTIGATIONS QRADINQ SUPLRVISION PLRC FCSTINQ LNVJRONMLNTM INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 15 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 * The allowable lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1500 pounds per square foot * Construction plans, details and profile for the modular (sequential) retaining walls incorporated into the northern slope construction, should be reviewed and approved by the project geotechnical consultant Additional recommendations should be given at that time if necessary E. Asphalt and PCC Pavement Design Specific pavement designs can best be provided at the completion of rough grading based on R-value tests of the actual finish subgrade soils, however, the following structural sections may be considered for cost estimating purposes only (not for construction) 1 A minimum section of 3 inches asphalt on 6 inches Caltrans Class 2 aggregate base may be considered for on-site asphalt paving surfaces Actual design will also depend on the design Tl and approval of the City of Carlsbad Base materials should be compacted to a minimum of 95% of the corresponding maximum dry density (ASTM D-1557) Subgrade soils beneath the asphalt paving surfaces should also be compacted to a minimum of 95% of the corresponding maximum dry density within the upper 12 inches 2 Residential PCC driveways and parking supported on non-expansive to very low expansive (expansion index of less than 21) granular subgrade soils should be a minimum of 5 inches in thickness, reinforced with #3 reinforcing bars at 18 inches on centers each way, placed mid-height in the slab Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum of 90% of the corresponding maximum dry density Provide "tool joint" or "softcut" contraction/control joints spaced 10 feet on center (not to exceed 15 feet maximum) each way Tool or cut as soon as the slab will support weight, and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi Tool or softcuts should be a minimum of 1-inch but should not exceed 1%-mches deep maximum In case of softcut joints, anti- ravel skid plates should be used and replaced with each blade to avoid spailmg and raveling Avoid wheeled equipments across cuts for at least 24 hours VINJE & MIDDLETON ENGINEERING, INC 2450 Vtneyard Avenue, E^condtdo, California 920Z9-12Z9 • Phone (760) 743 I2H • Pay (760) 739 0343 qEOTECHNICAL INVTSTIGATIONS QRAD1NQ SUPERVISION I'LRC TCSHNQ EWIRONMl-NTAL JNTCiTIQATlON PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 16 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 3 Subgrade and basegrade soils should be tested for proper moisture and the specified compaction levels and approved by the project geotechnical consultant prior to the placement of the base or asphalt/PCC finish surface 4 Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters Driveway approaches within the public right-of-way should have 12 inches subgrade compacted to a minimum of 95% compaction levels, and provided with a 95% compacted Class 2 base section per the structural section design Base section may not be required under curb and gutters, and sidewalks in the case of non-expansive subgrade soils (expansion /ndex less than 21) Appropriate recommendations should be given in the final as-graded compaction report ' F. General Recommendations 1 The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations All recommendations should be further evaluated in the site specific study for each individual lot and confirmed by the project architect/structural engineer 2 Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations Grading control and staking should be provided by the project grading contractor, or surveyor/civil engineer, and is beyond the geotechnical engineering services Inadequate staking and/or lack of grading control may result in unnecessary additional grading which will increase construction costs 3 Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope This requirement applies to all improvements and structures including fences, posts, pools, spas, etc Concrete and AC improvements should be provided with a thickened edge to satisfy this requirement 4 Expansive clayey soils should not be used for backfilling of any retaining structure All retaining walls should be provided with a 1 1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface VINJE #MIDDLETONENQINEER(NQ, INC 2450 Vineyard Awnue, btcondido, California 92029-1229 • Phone (760) 743-1214 • Few (760) 739 0343 GEOTECHNICAL INVESTIGATIONS gRADINQ SUPERVISION I'CKC TCSTINQ CNviRONMbNTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 17 HIGHLAND DRIVE, CARLSBAD OCTOBER 1, 2003 5 All underground utility and plumbing trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified Care should be taken not to crush the utilities or pipes during the compaction of the soil Non-expansive, granular backfill soils should be used 6 Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns Roof lines of the buildings should be provided with roof gutters Roof water should be collected and directed away from the buifdings and structures to a suitable location Considerations should be given to adequately damp-proof/waterproof the basement walls/foundations and provide the planter areas adjacent to the foundations with an impermeable liner and a subdramage system 7 Final plans should reflect preliminary recommendations given in this report Final foundations and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein More specific recommendations may be necessary and should be given when final grading and architectural/structural drawings are available 8 A!l foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant 9 The amount of shrinkage and related cracks that occurs in the concrete slab- on-grades, ftatworks and driveways depend on many factors the most important of which is the amount of water in the concrete mix The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix To keep shrinkage to a minimum the following should be considered * Use the stiffest mix that can be handled and consolidated satisfactorily * Use the largest maximum size of aggregate that is practical For example, concrete made with 3/s-inch maximum size aggregate usually requires about 40 Ibs more (nearly 5 gal) water per cubic yard than concrete with 1-inch aggregate V/NJE & MlDDLETON ENQ1NEER1NQ, INC 2450 Vineyard Avenue, Eicondido, California 92029 1229 • Phone (760) 743-1 214 • Fax (760) 719 0343 QEOTECHNICAL INVEST I RATIONS QRADINQ SUPLR VISION 1'CRC TCSTINQ ENVIRONMENTAL INVESTIQATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT PAGE 18 HIGHLAND DRIVE. CARLSBAD OCTOBER 1, 2003 * Cure the concrete as long as practical The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided 10 A preconstruction meeting between representatives of this office, the property owner or planner, the grading contractor/builder, and the city inspector is recommended in order to discuss grading/construction details associated with site development VII. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from pertinent reports and plans, as well as our experience with the soils and Formational materials located in the general area The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area, however, earth materials may vary in characteristics between excavations Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures It is necessary, therefore, that all observations, conclusions, and recommendations are verified during the grading operation In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required The recommendations made in this report are applicable to the site at the time this report was prepared It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field It is almost impossible to predict with certainty the future performance of a property The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns The firm of VINJE & MIDDLETON ENGINEERING, INC , shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement Hairline stucco cracks will often develop at window/door corners, and VfMjE & MIDDLETON ENGINEERING, fNC 2450 Vineyard Avenue, Escondido, Cahfo™la 92029 1229 • Phone (760) 743 12 14 • Far 1760) 739 0343 QEOTECHNICAL INVtSTIQATtONS QRAD1NQ SUPERVISION PLRC TESTINQ ENVIRONMENTAL INVESTIGATION PLAN REVIEW GEOTECHNICAL UPDATE REPORT HIGHLAND DRIVE, CARLSBAD PAGE 19 OCTOBER 1,2003 floor surface cracks up to Vs-mch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute) This report should be considered valid for a period of one year and is subject to review by our firm following that time If significant modifications are made to your -tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision Vmje & Middleton Engineering, Inc , warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession No other warranty or representation, either expressed or implied, is included or intended Once again, should any questions arise concerning this report, please do not hesitate to contact this office Reference to our Job #03~387-P will help to expedite our response to your inquiries We appreciate this opportunity to be of service to you VINJE & MIDDLETON ENGINEERING, INC. uennis Middieton CEG #980 Steven J Melzer RG #6953 DM/SMSS/SJM/jt } Distribution Addressee (5) VINJE & MIDDLETON ENQINCERINQ, INC 2450 Vineyard Avenue, Ltcondido, California 92029 1229 • Phone (760) 743-1214 • Fax (760) 739-0343 QEGTECHNICAL INVESTIGATIONS QRADINQ SUPLRVIS1ON PLUG TESTINQ CNVmONMLNTAL INVLSTIQATION TOPO' map printed on 09/26/03 from "SanDiego tpo" and "Untitfed tpg" 117 35000° W 117 33333° W WGSB4 117 31667° Wll/ J500U" W rf: /J^:|&!^jXA,^_ st i/rW^-^^s^ :_ \ * 10^ '-^^ J<? U=- Liu''>-''„,--. *•.. ..\ rJ^giS?Cr->—(- ^ v\ ' \ >xf \v--^-\*V \ \p t(~\ ' v-\ fcw^OC * ^ ^\ - Fruited from TOPOI ©1999 Wadflowei Prodncftons (www lopo com) SITE PLAN -- PLATE 2 EXPLANATION =J Geologic Cross-Section t— Approximate Limits ol Existing Fill Approximate Localion of Test Boring (By Ron Gulier, 1987) Approximate Localion of Test Trench (By Ron Gutier, 1987) —'—*—• —• « Approximate Limits of Planned Siorm Dram Realignment/Repair DCQ DC O CO Q LU COo CL O DC Q- Q. h" ^< 8iZeoO Q m H o O UJ COI CO COo DC O COLUD_ O CO LU O CO tnLLJCL podty 1105 CDmOr~Ob ^0) Q0)OmroO CJICO->1 COICOmo6 T) m Ja. DATE OBSERVED: LOGGED RY- R.1•> DEPTH (FEET)5- 15- 20- 25- — 30- 35-CLASSIFtCATfON• •DLOWS/FOOT7 5 /.UNDISTURBEDSAMPLEX X X I 1/7/87 Mf=TU<™ OP PRJI VINT- ?^ Tnrh tmrlrpf atip^r A113 Ibs to 25', 2981 Ibs to 47', 2168 Ibs to 70' G. GROUND ELEVATION- 155± i onATiOM- See Geotechnical Map UJ_i 0. -:<M X-Jn CQ JOBN°- GN-l MOISTURECONTEUT (%)>G: COdo. ^^St s!§ SS "^, "^•^ — -* \ V RORINfi N0_ B-l DESCHIPTION Fill : Dark brown silty medium SAND, wet , loose contact: erosional , horizontal Bedrock: Linda Vista Formation: Red, brown medium SANDSTONE, slightly moist, dense, becomes coarse below 5' contact : horizontal red pebble and cobble CONGLOMERATE, coarse sand matrix contact: horizontal, gradational below 21' becomes white contact: N75E, 2°E, erosional, undula- tory Santiago Formation: White/brown silty fine SAKDSTONE, slightly moist, dense. contact : horizontal grey SILTSTONE, contact: gradational, he Wite"Hne~SANDSTONE, slightly" moist ,~~d"iri contact : gradational , horizontal below 29' becomes silty @ 31' sharp horizontal erosional contact, iron staining contact : gradational , horizontal belowJ2 * becomes fine to medium sandston contact: horizontal, gradational, unduls Grey/-green SILTSTONE, slightly moist, sti 1" thick discontinuous stiff clay seam at contact contact: horizontal, gradational - SOIL TEST undisturbed direct shear rizontal se £ tory ff, upper LOG OF BORING FIGURE: B-1 PLATE 6 DATF DBSFRVED: 11/7/87 MPTHon OF DRILLING- 30 inch bucket auger 4113 Ibs to 25', 2981 Ibs to 47', 2168 Ibs to 70' LOGGED BY; R.G. GROUND ELEVATION- 155± LOCATION: See Geotechnical Hap iu u »-o.UJ Q 45- 50- 55- 6o— 65- 70- - 75-_ 80- o p o u. (ft _Jo — t-oou. CO 5 O a 9 o UJ Satt- —w<aw ^ X Ul-Ja. <w Dtn X JOB NO, GN-1 *^. — 1~ozsoo >uT0:0a a. o r" 2l2jUJ X / . BORING NO. B-l (CONTINUED) DESCRIPTION - White, fine to medium SANDSTONE, slightly moist, dense bedding: horizontal, gradatzonal , undulatory 1" thick clayey silt seam bedding: horizontal, erosional, undulatory 5" thick siltstone bed con tac ts : horizon tal , grada tional , undulatory bedding: N55W, 6°E ,, bedding: horizontal contacts: horizontal, -gradational White fine sandy SILTSTONE, slightly moist, stiff "White tine SAHl5STORtf7~s lightly moist, dense SOIL TEST j sieve, particle size analysis LOG OF BORING FIGURE: B_2 PLATE 7 n*rF nrtKfrtvt-0. H/7/87 UFTHOD OF ORM.LfNG. 30 inch bucket auger 4113 Ibs to 25', 2981 Ibs to 41', 2168 Ibs to 70' jnnnpnny- R-G- GROUND PI Pumnn- 155± LOCATION- See Geotechnical Map „ UI UJu XHO. UJa - 90- 95- 100- 105 _ 110- 115" - 120- P o u. W Cfl -Jo ^oou. M O 03 aUJ t--; ataz UJua. 2 w u o JOB NO^ QM-J ^.^ it CTW 02 20O >£ SS <^- S^z — Q Bnp?Mf5 WO. B-I (CONTJNUHD) DESCRIPTION White fine SANBSTONE, slightly moist, dense SOIL TEST contacts: horizontal, undulatory, gradational @ 83' clayey siltstone, 7" thick Total Depth 85 ' No water . ^ - LOG OF BORING FIGURE: B_3 PLATES DATE? OBSERVED: 11/7/87 uPTHon np omi i_iMrt- 30 inch bucket auger 4113 Ibs to 25;, 2981 Ibs to 47'. 2168 Ibs to 701 mnnFOBY- R.r;. nnoi/wn PL=VATIOM: 155 + LOCATION- See Geotechnical Map •— UJ If- CL UI O 10- - 15— - 20- ~ ~ - 25- - 30- - 35- . - zo o u. 67 CO — 1o J—oOu. C/J o Q ^ 5 o111 ff-J h-^|s Z3 X X UJ-ja ^en a ^,.uj£ 3!Z OT^J 02 SO O >-ii. do. <^ ^S —a --^ ROPING N0_ B-2_ DESCRIPTION Fill: Dark brown medium SAND, very moist, loose Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense, roots in upper 12' _, below 15 r red and dark brown medium sandstone bedding: horizontal contact: horizontal Santiago Formation; whxte fine SAND- STONE, slightly moist, dense contact: horizontal, gradational white brown pebble Conglomerate, slightly moist, dense, minor cobbles contact: N10W, 4°E, undulatory, sharp white silty fine SANDSTONE, slightly moist t dense cross bedding: N55W, 8°N contacts : horizontal, gradational Total Depth 34 ' No water SOIL TEST undisturbed • JOB NO; GN-i j LOG OF BORING FIGURE: B_4 PLATE 9 3ATE OBSERVED:10/23/87 METHOD OF nnii i tun* Hatachi Track Hoe BY- ,R-G. r.nouMa Ef PVATinw 150+ t ocATiQN- See Geotechn^ c^l fiap —u 3:t—a.ji 5- - -J O h- O -J O > >y ,_ O u. to* O m au ^2 O co ut-ja.a-cso 3 CD X - X ~ 114 ^, §*~ nu QZ20u 5-s: O o. ul*~ <K --UJ "^-1 ' TF.^T PIT WO. 1 DESCRIPTION Fill: Red brown silty medium SAND, moist, loose ' (3 8* tree limb t Topsoil?: Dark brown clayey SAND, moist, loose, slight organic odor, roots SOIL TEST • Total Depth 25'; No water OGGED BY-. ..... R..G 15+See Geotechnical Man ; - s- - 10— ; i, TPST P|T MH 2 Fill: Red brown silty medium SAND, moist, loose contact: N60E. 60N Bedrock: Linda Vista Formation; Red coarse SANDSTONE, slightly moist, dense bedding: horizontal below 61 grades to light brown medium .sandstone NOTE: Fill exposed in northern half of pit to bottom @ 8-10' pipe, wire and debris in fill Total Depth 16* No water - JJ09 NO. QJ_j LOG o- TEST p,T (FIGURE. TP_1 PLATE 10 DATE OBSERVED..10/23/7 METHOD DRILLING Hatachi Track Hoe OKGED BY- R.G. rtHnuwn F.I FVATION 150+ t OCAT'ON See Geotechnir_a1 Mao t— UJ111 It- Q- LUa • 5- _ IO— - 15- o *- ^oLL 01ff) O t~o u_ c? £O-1 CD a UJ =iii 2% 01 <O cr> 5 UJ a. CO J CD • « UJ — 3^«w — ^>o^*— ' A«20 U >£ Q^w" "^_l o — UJS:Q TFRT PIT ^^ 3 DESCRIPTION Fill: Red brown medium SAND, moist, loose contact: N60E, 60°N Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist , dense bedding : horizontal below 6 ' grades to light brown medium sandstone NOTE: Fill exposed in northern half of test pit to bottom @ 12' concrete pieces in fill . f — .... _ - • - _ .— Total Depth 14' No water SOIL TEST OGGED RY- .,„, I},. G - 150+See Geotechnical Map i! ,1 : 5- ,1 : ,1 <> - TPRT PIT wr> 4 Fill: Red brown silty medium SAND, slightly moist, loose Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense NOTE: Fill exposed in western portion of test pit to bottom Fill/bedrock contact: N35W, 50°W contact: horizontal, undulatory Santiago formation; -white brown fine to medium SANDSTONE, slightly moist, dense Total Depth 21 f No water • 1!J08NO <-N-' LOG OF TEST PIT IFIGUR£ Tr~2 |-~xl A -T-|— -4 -4TLMI d I I O DATE OBSERVEDf| LOGGED BY- B_t. wa/u, rH. tuo 5^ - 1O- 15- O -cy 07 _ju /3/FOOTO_jra ITURBEDMPLEo cr? 10/23/R7 tjeTuftn r,F DRILLING Hatachi Track Hoe G. r.qo""" ELPVAT10M , ISO*, LOCATtQM- S*>P CpotRrhn-f rrtl Man 3AWPLED CD ' £~ OZ 20 >- u.ceo — UJ \ TFST PIT NO. 5 DESCRIPTION Fill: Red brown medium SAND, moist, loose contact: N40W, 75°E Bedrock; Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense bedding; horizontal below 7 ' grades to light brown medium sandstone Total Depth 11' No water 3OtL TEST LOGGFO BY- "R...G. , f I1 1 -\ is— ;ROIIMD PLFVATIOW- 150± , i QCATION. See Geojtechnical Mao JOB NO k * TF.ST PIT NO & Fill: Red brown medium SAND, moist, loose contact: E-W. 63°S Bedrock: Linda Vista Formation; Red brown medium to coarse SANDSTONE, slightly moist, dense Total Depth 10' No -water LOG OF TEST PIT IFIGUHE 1P~3 PLATE 12 ,.rtr rmsFRVED. 1Q/23/87 iic-ruinn or non i ING Hatachi Track Hoe cnrn BY- R.pt nnnnwo PLFVATIHW 150£ LOCAT'ON See Geotechm'r^l Mao j i - - - o >- u u. ej <jO *-o u. CTJ £O_j 10 o UJ C^J *~%25On 3 UJ CO J CD X yi §£ «"oz 20 vHT OQ? UJ <^-Jn — Q \ ^\ TEST PIT MO. 7 • DESCRIPTION Fill: Red brown silty medium SAND, slightly moist, dense contact: NA5E, 50°W Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense NOTE: Fill exposed in west portion of test pit to bottom @ 3* wire and debris Total Depth 12' No water SOIL TEST 1 sieve, particle size analysis IGFD BY- . R.G. . cnniiMp Fi.PviTinhf. 150± inr.ATiftM- See Geotechnical Map I In 1 '1 V TF^T PIT WO 8 Fill; Dark brown silty medium SAND, moist, loose contact: N25E. 75W Bedrock: Linda Vista Formation; Red brown coarse SANDSTONE, slightly moist, dense below 7* grades to light brown medium sandstone Total Depth 14* No water consolidation , re- molded direct shear expansion, moisture density, sieve particle size analysis (fill) >B NO CN-l LOG OF TEST PIT JFIGURE XP-A PLATE 13 1u Bfl '1 VI fil i *?1 1 l DATF ORSF.RVED: _ IQ/23/87 upr^n^ np poniiun Hflt-arM Trflpk Hn*» f orin^n HY .£.<?, nnnnwn F;I FvxTtnw , , 1 1j/7+ LOCATJOW- _SPP fVnf-arf|n-i"ra'' Map UJ u. a: a UJo 5- _ IS- O 1- o u. tn CJ O i—O u. 03 £ O a o 01 eHJ ^3" ^am a UJ c^ a ^x^ • —LU — ^r zou >C a" UJ~* <t — J (7J -- Ul-° ^-^ TF^T PIT MD 9 DESCRIPTION Fill: Dark brown silty medium SAND, moist, loose contact: E-W, 60°S Bedrock; Santiago FormaCion; white brown medium SANDSTONE, slightly moist, dense crossbedding: horizontal Total Depth 11* No water -r SOIL TEST - l 1 1 1 "1 "7' "1 LOGGED BY- ..R.G. r 1-0— 15 — ;Hnnwn F|.pvAT""»N- „..., I503L,,,. l nr.ATinw See Con^Arhn^^'a^ Map JOB NO CM- I TEST PIT N^ 10 Fill: Dark brown silty medium SAND, moist, loose contact: N40W* 75°W Bedrock: Linda Vista Formation; Red brown medium to coarse SANDSTONE, slightly moist, dense fracture plane: N35W, 78ttW Total Depth 11' No water LOG OF TEST PIT (FIGURE TP_5 PLATE 14 RETAINING WALL DRAIN DETAIL Typical - no scale drainage Granular, non-expansive backfill Compacted Waterproofing Perforated dram pipe Filter Material Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) Competent, approved soils or bedrock SPECIFICATIONS FORCALTRANS CLASS 2 PERMEABLE MATERIAL <6S~"U>25) U.S.. STANDARD SIEVE SIZE % PASSING 1" 3/4 3/9 No 4 No 8 to 30 No 50 No 200 too 50-100 40-100 25-40 J8-33 5-55 0-7 0-3 Sand Equivalent > 75 CONSTRUCTION SPECIFICATIONS: 1 Provide granular, non-expansive backfill soil in 1 1 gradient wedge behind wall Compact backfill to minimum 90% of laboratory standard 2 Provide back drainage for wall to prevent build-up of hydrostatic pressures Use drainage openings along base of wall or back drain system as outlined below 3 Backdram should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down Drain to suitable outlet at minimum 1% Provide %"- VA" crushed gravel filter wrapped in filter fabric (Mirafi 14QN or equivalent) Delete filter fabric wrap rf Caltrans Class 2 permeable material is used Compact Class 2 material to minimum 90% of laboratory standard 4 Seal back of wall with waterproofing in accordance with architect's specrfications 5 Provide positive drainage to disallow ponding of water above wall Lined drainage ditch to minimum 2% flow away from wall is recommended * Use 1y* cubic foot per foot with granular backfill soil and 4 cubic foot per foot ;f expansive backfill soil is used VINJE & M1DDLETON ENGINEERING, INC. PLATE 15 ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scale CONTRACTION JOINTS I RE-ENTRANT CORNER CRACK RE-ENTRANT CORNER REINFORCEMENT NO 4 BARS PLACED 1 5" BELOW TOP OF SLAB NOTES' 1 isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b) If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI) 2 In order to control cracking at the re-entrant corners (±270° corners), provide reinforcement as shown in (c) 3 Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors VINJE & MIDDLETON ENGINEERING, INC. PLATE 16 APPENDIX A I ENSAR® Geognds are a proven technique for building steep reinforced slopes without steep prices—for better and more profitable land use in a wide number of applications This guide covers the recommended sieps for installation of TENSAR Geognds in reinforced slopes F/gwre ?; A lensar Reinforced Slope i his guide is for illustration and not for design or specification pur- poses See disclaimer on page 6 The guideline covers (a) tools required, (b) cutting geognd strips to the required lengths, (c) site excavation, (d) drainage, (e) placement of uniaxia! gsognds; (f) fill placement ana' compaction, (g) miermediaie reinforcement, (h) protection of the finished slope against erosion, and (j) special instructions for biaxial geognds S3 Circular saw KJ Sawhorses and plywood to construct a work table to cut geogrids £3 Steel pipe for unrolling geognds on work table £3 Hog ringer with boxes of hog rings—optional D3 Steel "U" pins for securing geognd to ground— optional E3 Spray paint (one color for each type of geognd, if more than one grade is used) than one type of geognd is specified (FIGURE 2) iSd Cut geognds to lengths shown on the construc- tion drawings Never cut the heavy ribs that span the width of the roll E!3 An easy way to cut the geognd is on a work tabie using a circular saw (FIGURE 3) 3 As each length of material is cut, mark and tag it according to length and type, and stockpile it for later use S3 You may want to join several precut geognd strips together side-by-side using hog-rings (FIGURE 4), This step can increase the speed of subsequent geognd placement and is most often used on large projects Tagging strips or units of joined strips with the elevation and station can also speed construction The correct geognd Type and lengths must be used at each lift level according to the project design Color code the ends of the geognd rolls if more Figure Z; Color Coding Geognd Rolls Excavate to lines and grades as shown on the construction drawings or as directed by the Engineer Benching the backcut into competent soil is recommended to improve stability (FIGURE 5) Install drainage system according to the con- struction drawings Use TENSAR® Drainage Composite DC1200 as specified in the draw- ings (see inset, FIGURE 5) 5: Benching The Backcul G Uniaxial geognds are most often specified as 'primary' reinforcement and biaxial geognds are typically used as 'secondary' reinforcement The umaxial geognd is supp/jecf in ran widths of 33ft (1m) or 4 3 ft (13m) Use of biaxial geo- grids as primary reinforcement is discussed on page 5 £1 Place geognd strips perpendicular to slope face (FIGURES) b. Geognd strips should extend back from the slope face to the distance specified on the con- struction drawings ra Geognd strips must be placed at the elevations shown on the construcuon drawings Gf Adjacent geognd strips should be butted together side-by-side without overlap (NOTE A small overlap may be specified for wrap-around construction—check the construction drawings) Figure 6. Placing Geognd Strips 5— *' Fill can be placed and spread directly upon the geognds If fill placement techniques warrant, the geognds can be secured in place to prevent movement during fill placement Use pins, sta- ples, sandbags, small piles of soils, etc *S Place the fill material onto the geognds with rubber-tire scrapers (FIGURE 7), dump trucks, or front end loaders, or push fill material onto the geognds with a dozer 3 Spread and level the soil (FIGURE 8) DO NOT DRIVE TRACKED VEHICLES ON THE UNCOVERED GEOGR1DS 2 Compact the soil to specification using standard compaction equipment and procedures (FIG- URE 9) Lift thickness should be great enough to ensure that sheepfoot will not come in direc contact with geognd, where applicable t3 Oftd lengths of geognd rolls can be utilized b} overlapping the ends to a length specmed in t construction drawings A minimum of 3-mche of fii! soil must be placed between the over- lapped ends 23 For curved slopes, place geognd lengths as shown on the construction drawings Notify tr project engineer if the gap between adjacent geognds is greater than 6 inches Typically, g; grids are butted at the narrow end of the curvf and fan out st the wide edge of the curve (FIG URE 10) However, overlaps may be specifieo on some projects with tighter curves Figure 7: Placing Rfl Ftgure 8: Spreading And Leveling Figure 9: Compaction Figure 10- Placing Geognas On Curves 3 A biaxial geognd, usual!y3ft (1m) or 4 5 ft (1 5m) wide, is typically specified to be placed on every, or every other, soil lift to aid in achiev- ing compaction near the slope face and to pro- vide intermediate reinforcement The biaxial geognd is suppfied in roll widths of 3 meters (9 80 or 4 meters (131') £3 Place geognds used as intermediate reinforce- ment parallel to the slope face and to the speci- fied emoedment length (FIGURE 11). E! Fill can be spread directly upon the geognd S Spread and ievel the fill DO NOT DRIVE TRACKED VEHICLES ON THE UNCOVERED GEOGRIDS. GS Compact soil per specifications SI Biaxial geogn'd may be cut or folded to conform to horizontal curves. Grade the top of the completed slope to ensure water runoff is directed away from the face of the new slope Positive drainage must be pro- vided so that water doss not pond Place TENSAR® Erosion Mat in position on the face of the siope and pin down (FIGURE 12) SEE THE TENSAR EROSION MAT INSTALLATION GUIDE FOR CORRECT PLACEMENT DETAILS A geognd wrap-around detail can be utilized for slopes with angles—greater than approximately 1H 1V (45) Wrap-around slopes are shown tn FIGURES 13 and 14 Figure 11: Intermediate Reinforcement F/gurs 72: Installing Erosion Mat o~ ~ o w - d ° o ^ 73" Uncial Geognd-raced Slops $85^538$$^^^^ o O Figure 14: Biaxial Geognd-Faced Slope O t> ,° D Figure 15: Perpendicularly Placed Biaxial Geognds Special instructions for Biaxial Geogrids & Biaxial geognds are sometimes used as pri- mary reinforcement The biaxial geognds typi- cally have different design tensile strengths in the along-the-ro!l and the across-the-roll direc- tions Therefore, IT is important to install the biaxial geognd in the orientation indicated on the construction drawings LI If the biaxial geognd strips are placed perpen- dicular to the slope face it is not necessary to overlap adjacent strips (FIGURE 15) However, if the geognd strips are placed parallel to the sfope face, adjacent strips should be over- lapped (FIGURE 16) as indicated on the con- struction drawings Roil ends can also be overlapped, to minimize waste, as indicated on the construction drawings For additional copies of this installation guide (IG-SR1-11-87), write to 1210 Citizens Parkway Morrow, GA 30260 CAUTIONDesign and construction details vary from project to project The Contractor should carefully follow each project's construction draw- ings and specifications This guide provides only general instructions If discrepancies exist between this gutde and a project's drawings and specifications, the Contractor should follow the project documents We also recommend that the Contractor bring any discrepancies to the attention of the Project Engineer The Tensar Corporation mattes no warranty, expressed or implied, concerning the products described m this guide or their quality, performance, merchantability, or fitness for any particular purpose 1S: Parallel Placed Biaxial Geognds TENSAR Geognds are distributed throughout the United States by Contech Construction Products Inc For more information on TENSAR designs and applications, contact your Contech representative or the Coniech Construction Products ofnce nearest you CONSTRUCTION PRODUCTS INC. Contech Construction Products Inc Dept LCP-0386 PO BoxSOO Middletown, Ohio 45042 1-800-338-1122 District OfTices are in the following cities Atlanta, GA 30359 PO Box 49526 404/325-0814 Houston, TX 77024 820 Gessrier, Sune855 713/973-9908 indianapohs, IN 46250 BS04 Atlisonviile Fid 317/842-7765 Memphis, TN3B157 5050 Poplar Avenue Suite 1028 901/761-3446 Oak Brook, IL 60521 1200 Harger Road Suite 707 312/573-1110 PaJmer, MA 01069 Fenton St 413/283-7511 Raleigh, NC 27609 4700 Homewood Court 919/781-8540 San Bernardino, CA 92408 1585 South DSt Suite 203 714/885-8800 Topeka, KS 66614 5942 S W 29th 913/273-5950 Wheat Ridge, CO 80033 Suite 195, Bldg i 4891 Independence St 303/431-8999 Sales Offices are in principal cities The Tensa; Corporation IG5R111 B7 primed mil S A MINIMUM REQUIREMENTS FOR Retaining Wall/Level Backfill San Diego Area Chapter International Conference of Building Officials OxiU Vaia, Corcnado Dd Wa/ O Capfx. El Cantra Enonut Eiconjdo. InrwnaJ 3ucn. La UMA. Lwrm Grave Ocaantd* Powjy SJn&*joC4y S*n O«go County SwMvcM SirtM SoUna Btxft TvrwcxjU. V«u CHAPTER POUCY 221 November 1992 Construction of retaining walls, except those less than three feet high and not supporting surcharge, requires a permit and is regulated by local building codes This chapter policy outlines requirements-for re- taining- walls with level backfill. Chapter Policy 222 covers retaining walls with sloping backfill Contact your local building department for infor- mation on how to obtain a permit for a retaining wall I. INSPECTIONS Inspections -must be -performed^ during several , phases of construction Please call for inspections at the following times A When the footing has been dug with the steel tied securely in Us final position, and the site is ready for the concrete to be placed, a footing inspection is needed B Amasonrypregroutinspectiomsrequired when the block has been laid and the steel'is in place, but before the grout has been placed. 1- If cleanout holes are used, block may be laid to the full height of the grout pour before calling for the pregt out inspection Grout shall be placed in a continuous pour in grout lifts not exceeding 6 feet 2 If cleanout holes are not used, a masonry pregrout inspection'is'requirexl pnar"to each grout pour Block cannot be laid higher than the grout pour Note that cleanouts are required for all grout pours over 5 feet in height C After grouting is completed and rock or rubble wall drains are in place, but before earth backfill is placed, call for a backfill/drainage inspection. D When all work has been completed call for a final inspection. II. WALL HEIGHT Wall height is measured from the top of the footing to the top of the wall Walls not shown in Table A on page 2 must be designed specifically for existing conditions The walls shown here are designed to retain earth banks with level backfill. No building foundation, driveway, or other loading on the upper.level is allowed within a distance equal to the height of the wall IH. BLOCK All block must be Type "N" grouted solid with f'^a 1,500 psi. IV. MIX REQUIREMENTS Note that use of plastic cement is not permitted in retaining walls located in Seismic Zone No, 3 or 4 A. The concrete mix for footings must meet a compressive strength of f'e =. 2,000 psi minimum, or the following proportions by volume. 1 part Portland cement ?'/3 parts sand 3Vj parts V(-mch maximum-size gravel 7 gallons of - .iter maximum per sack of cement B The mortar mix must have a compressive strength equal to 1,800 psi minimum. One possible mix contains the following proportions by volume 1 part Portland cement 3Vj parts sand V4"part hydrated lime or lime putty C Grout must have a compressive strength equal to 2,000 psi minimum. One possible mix contains the following proportions by volume 1 part Portland cement 3 parts sand 2 parts pea gravel (J/(-mch aggregate) Add water until pounng consistency is achieved ^without segregation of the grout constituents. Rod or vibrate immediately. Rerod or revibrate grout about 10 minutes after pounng to ensure solid consolida- tion. Stop grout 2 inches from top of masonry units when grouting of second lift is to be continued at another time. Note All celts must be filled solid with grout. V. MORTAR KEY To insure proper bonding between the footing and the first course of block, a mortar key must be formed . by,embedding a flat 2x4 flush with and at the top of the freshly placed footing It should be removed after the concrete has started to harden (about 1 hour). A mortar key may be omitted if the first course of block is setinto the fresh concrete when the footingis placed and a good bond is obtained. 47*m Page 2 of 4 San Diego Area Chapter • ICBO • Chapter Policy 221 November 1992 VI. WALL DRAINS Wall drains (four-inch-diameter) mustbe placed at 6-foot intervals along the length of the wall and located just above the level of the soil or paving on the front face of the wall. The draans may be formed by placing a block on its side at 6-foot intervals, by leaving out the mortar in the vertical spaces between all the blocks m the first course above the soil or paving (head joint) on the front face of the wall or by any other acceptable equivalent method Backfill be- hind wall drains or open head joints must be loose rubble or gravel 12 inches wide and extending from the top of the wall to the top of the footing. - - - VII. SOIL All footings must extend at least 12 inches into undisturbed natural soil or compacted fill which has been compacted to at least 90 percent density Soil should be dampened prior to placing concrete m footings. A soils report, compiled by a licensed civil engineer, may be required. A minimum of 7 feet must be provided horizontally from the leading edge of the footing to daylight where the ground slopes away from the base of the wall. Footing sizes given m Table A are based on a 1,000 psf maximum soil bearing value; use of a larger bearing value will require design by a licensed archi- tect or civil, engineer specifically for the existing conditions A soils report, compiled by a licensed civil engineer, maybe required. VUI. REINFORCING STEEL Reinforcing steel must be deformed and comply with ASTM specification A615-85, Grade 40 or 60 When one continuous bar cannot be used, a lap or splice of 40-bar diameters is required. Two #3 bars must be placed lortgitudmally m the footing as shown in Fiures 1 and 2. For b-mch or 8-inch blocks one #3 reinforcing bar mustbe placed longitudinally in the center of the wall in a mortar j'omt every 16 inches as the the blocks are laid up. For 12-inch blocks one #4 reinforcing bar must be placed longitudinally in the center of the wall in a mortar joint every 16 inches as the blocks are laid up. Table A / Requirements for Various Wall Heights 'ZJ Wall height (H) Wall type Toe Dimension (L) Footing width (W) Key sfze (K) "A" bars bars r-4- 2'-0" 2'-8" 3'-4- 4-0' 4'-8' 5'-4- 6--0- 6'-8" r-4- 8'-0- IV IV IV V V V V 2- 2" 3- 4- 6' 11" 12- 16" 16- 16- 20- r-3- r-6" r-io- 2'-r 2'-6" 2M1- 3'-2" 4'-4" 5'-0" S'-8- None None None None None Non.e , 6"x6" 12-x12- 12"x 12" #3s @ 24" o c S3s @ 24' o.c. «3s @ 24- o c. #3s @ 24" o c. S4s @ 24" o c. S4s @ 16' o c *4s @ 16" o c. *4s@ 16" oc. #5s@ 16" oc S6s @ 16" o c. None None #3s @ 48" o c *3s @ 48' o c. #3s @ 32' o c #4s @ 24" o c. #4s @ 24' o c #4s (2> 24- o c #4s@ 16'o.c. #4s@ 16" oc. #4s@ 16" oc. Footnotes 1 Footing sizes are basedon t .000 psf maximum soil bearing value The resultant is within the middle thirdof the footing 2 Walls not shown in Table A above must be designed specifically for the actual condition 3 All construction must comply with the specifications shown in this information bulletin * When Wall Type V is required the first 32 inches of block, regardless o( wall height, must be 12-tneh-wide masonry units November 1992 San DiegcrAfe'a Chapter • IC8O -"Chapter Policy 221 Page 3 of 4 Figure 1/Type III or IV retaining wall with level backfill Concrete block \ ^2" minimum to 6" maximum v H Level backfill Horizontal steel (See Section VIII for applications) - Wall thickness 6" for Type ill wall 8" for Type IV wall 2" clear -A" bars 40-bar-oiameter lap minimum Gravel backfill 12" wide Mortar key (See Section'V) "B" bars 12-bar-diameter_ hook minimum 3" clear typical 12" minimum concrete depth, 12" minimum into natural ground or approved compacted fill Note A minimum of 7- feet must be provided honzontalty from the leading edge of the footing to daylight where the ground stapes away from the base of the wall 1 Page 4 of 4 San Diego Area Chapter • ICBO^ Chapter Policy 221 Novaii,her 1992 Figure 2/Type V retaining wall with level backfill — Level backfill 2" minimum to 6" maximum V #4 bars @ 16" o c. Concrete block Horizontal steel (See Section VIII for applications} 8" block 5' maximum H 2" clear 12" block Wall dram "A" bars 40-bar-diameter lap minimum 2>/2" clear Gravel oacKhll 12" wide Mortar key' " (See Section V) "B" bars V A Not less than 32' See Table B. Footnote 5. 12-bar-diameter_j hook minimum J 3" clear typical 12" minimum concrete depth, 12" minimum into natural ground or approved compacted fill Note. A minimum of 7 feet must be provided horizontally from the leading edge of the footing to daylight where the ground slopes away, from the base of the wall City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will notjssue any building permit without a completed school fee form Project Name \, Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Number of New Dwelling Units O n \/A/ i ' Square Feet of Living Area in New Dwelling Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant Information Square Feet of Living Area in SDU Net Square Feet New Area Square Feet Floor Area Date -SCHOOL!CTS WITHIN THE CITY OF CARLSBAD }ad Unified School District -€225 El Camino Real Carlsbad CA 92009 (331-5000) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact Nancy Dolce (By Appl Only) San Dieguito Union High School Encmitas Union School District District 101 South Rancho Santa Fe Rd 710 Encmitas Blvd Encmitas, CA 92024 (944-4300 ext 166) Encmitas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date 1635 Faraday Avenue * Carlsbad, CA 92OO8-7314 • (760) 602-27OO Revised 3/30/2006 Budding Counter • (76O) 6O2-271 9 - FAX (76O) 6O2-8558 ® SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))********************************************************************** ******************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER U GAYLEN FREEMAN DEPUTY SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMiNO REAL CARLSBAD, CA 92009 _ fi\ Revvsed 3/30/2006 ARLSBAD UNIF'ED SCHOOL DISTRICT | ] JFFFFPSON El EMFNTARY \^^\AVIAI1A OAKS ELEMFHTAFtY [ j CARLSBAD HIGH SCHOOL \ \ MAGUOl IA ELEMENTARY [ j AVtAKA OAKS MIDDLE SCHOOL CARLSBAD VILl AGE ACADEMY [^] CALAVERA HILLS SCHOOL [ | PACIFIC RIM VALLEY MIDDl E SCHOOL [^ ' ] KEt I EY SCHOOL [~^] CxVLAfeR^ HILLS MIDDLE SCHOOL [ ] Pl/ENA VISTA SCHOOL \ ] HOPE SCHOOL f~~J OTHER „ Receipt No 19120 RECEIVED FROM __i. (If Applicable) PARENT OF WM PAYMENT FQR Hlflh\ -o^t^DM DATE S/VoO\ AMOUNT RECEIVED BY CASH CHECK TOTAL si,M3a.MQ ~~" / 01-03-200: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR06185 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No " Valuation Reference # Project Title 2245 HIGHLAND DR CBAD PCR 1560512400 Lot# $0 00 Construction Type VN DUNN WOOD STAIR REPLACES METAL SPIRAL CHANGES LAUNDRY EGRESS Applicant DUNN JIM P O BOX 8735 MAMMOTH LAKES CA 93546 Status Applied Entered By Plan Approved Issued Inspect Area Owner DUNN JIM P O BOX 8735 MAMMOTH LAKES CA 93546 ISSUED 10/16/2006 JMA 01/03/2007 01/03/2007 Plan Check Revision Fee Additional Fees $240 00 $000 Total Fees $240 00 Total Payments To Date $24000 Balance Due $000 Inspector FINAL APPROVAL Date _Clearance — NOTICE Please take NOTICE that approval of your project includes the "Imposition of fees, dedications, reservations or other exactions hereafter collectively referred to as "tees/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 thfeir 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 tees/exactions of whichi youihaye previously been given a NOTICE.similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 2^Address (include Bldg/Sutta^j) FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck Deposit Validated By_ Date (0 Business Name lat this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total tf of units Assessor's Parcel #Existing Use Proposed Use # of Bedrooms # of Bathrooms Name Address City State/Zip (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codel 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 [S500!) Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) d CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000) in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees SIGNATURE DATE VI I hereby affirm that I am exempt from the Contractor's License Law for the following reason Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building 01 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) D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) D I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement D YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE CTJpNrFOR^^^^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk maiwgement and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q 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? O YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code) LENDER'S NAME LENDER'S ADDRESS S^^RPUPAN!^^ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the CitV of CarKbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF 1 HE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by tha building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such perrmtj^ni^U-nrnmeo/ed withjw-rstTcjaxs 'rom the date of such permit or i! the building or work authorized by such permrt is suspended or abandoned al any time after theyrtfSrk is commenq0ffi for period of 1 SoNdays (Section 1 06 4 4 Uniform Building Code) APPLICANT'SyGlGNATURE DATE WHITE File YELLOW Applicant PINK Finance EsGii Corporation In (Partnership •witfi government for (Buiftfing Safety DATE December 3, 2007 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 06-1111 SET II (PCR06-185) PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Accessory Building for James Dunn - Proposed plan changes XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person X REMARKS Transmittal letter from the City was not provided By Sergio Azuela Enclosures Esgil Corporation D GA D MB D EJ D PC 12/26 trnsmtldot EsGil Corporation In (Partnership with government for (RuiCdmg Safety DATE October 24, 2006 OAPPjJCANT JURISDICTION Carlsbad O~PLAN REVIEWER a FILE PLAN CHECK NO 06-1111 SET I (PCR06-185) PROJECT ADDRESS 2245 Highland Dr. PROJECT NAME Accessory Building for James Dunn - Proposed plan changes 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 DanaW Whetsel 1352 Hodges Rd , Oceanside, CA 92056 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 Dana W Whetsel Telephone #. (760) 945-5249 Date contacted (Qy<//oto (ty$$) Fax # <x v ' -, , Mail Telephone v Fax ^ In Person X] REMARKS Transmittal letter from the City was not provided By Sergio Azuela Enclosures Esgil Corporation D GA D MB n EJ D PC 10/17 trnsmtldot 9320 Chesapeake Drive, Sune 208 *• San Diego, California 92123 4- (858)560-1463 4 Fax (858) 560-1576 Carlsbad 06-1111 October 24, 20O6 GENERAL PLAN CORRECTION LIST JURISDICTION- Carlsbad PROJECT ADDRESS 2245 Highland Dr. DATE PLAN RECEIVED BY ESGiL CORPORATION 10/17 PLAN CHECK NO. 06-1111 DATE REVIEW COMPLETED October 24, 2006 REVIEWED BY Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Co Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state te regulating energy conservation, noise attenuation and disabled access. This plan review on laws andnnSrnf0rCed ^ *^ ^^^ You may have other correct* on law and ori enforced by the Planmng Department Engineering Departm, Carlsbad O6-1111 October 24, 2006 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PROJECT ADDRESS 2245 Highland Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION 10/17 REVIEWED BY Sergio Azuela PLAN CHECK NO.: O6-1111 DATE REVIEW COMPLETED October 24, 20O6 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law • To facilitate 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 • 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? Q Yes a NO Carlsbad O6-1111 October 24, 2006 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGi! Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 Provide a complete list of the proposed plan changes including the following information a) Brief descnption of each one of the proposed plan changes b) Sheet or sheets which are being modified because of each one of the proposed plan changes c) Identification number and symbol used to identify each one of the proposed plan changes on the plans • Please note that without the required list of the proposed plan changes the plan checking of the plans is very difficult Please provide the required list of proposed plan changes before any further review of the plans 3 Structural plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code), 4 Provide stairway and landing details Sections 1003 3 3 a) Minimum headroom is 6'-8" 5 Handrails (Section 1003 3 3 6) a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail c) Ends of handrails shall be returned or shall have rounded terminations or bends • Please clearly show the required handrails at the new interior stair Carlsbad O6-1 111 October, 24, 2006 6 Provide details of winding stairway complying with Section 1003 3382 a) Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest • Clearly show it on plans at steps 7, 8 and 9 of the new interior stairs 7 Provide the new sheets S1 and S2 including the proposed stair change Additional corrections may follow Section 106 3 3 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 Sergio Azuela at Esgil Corporation. Thank you. Carlsbad 06-1111 October 24, 20O6 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK MO 06-1111 PREPARED BY Sergio Azuela DATE October 24, 2006 BUILDING ADDRESS 2245 Highland Dr. Accessory Building/James Dunn/P Changes BUILDING OCCUPANCY R-3&U-1 TYPE OF CONSTRUCTION V-N BUILDING PORTION Time Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($} Plan Check Fee by Ordinance $240.00 Type of Review [H_Repebt]ve Fee ^i Repeats D Complete Review D Other m Hourly Structural Only Hours Esgil Plan Review Fee $192.00 " Based on hourly rate Comments Sheet 1 of 1 mscvalue doc Jesse D. Moore Structural Engineer (760)630-6133 STRUCTURAL CALCULATIONS PROJECT STRUCTURAL MODIFICATIONS ACCESSORY BUILDING LOT AT NORTH TERMINUS OF HIGHLAND DRIVE CARLSBAD, CA CLIENT: JOB NO. DATE: JAMES DUNN 0409 DECEMBER 20, 2006 PREPARED BY:JESSE D MOORE Jesse D Moore Structural Engineer Title Dunn Garage 4-14-06 Dsgnr Description Job# Date 9 37AM, 20 DEC 06 Scope Rev 590007 User KW-0600625 Ver 5 8 0 1 Nov-2006 (c)1933-2006 ENERCALC Engineering Software Steel Beam Design Page 1 durrn garage 4-14-06 ecw sleel stairs Description stringer General Information Steel Section • MC12X10. Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads1 1 I ii i • M^HiwMMtllllMlllllfsaasueseKiseaa^^e^^^m #1 DL 0 100 LL 0 200 ST Start Location End Location 6 800ft 000ft 000ft 000ft Code Ref AISC 9th ASD, 1997 UBC, Fy Pmned-PmnerJ Load Duration Factor Bm Wt Added to Loads Elastic Modulus LL&ST Act Together 2003 IBC, 2003 NFPA 5000 36 00 ksi 1 00 29,000 Oksi Note' Short Term Loads Are WIND Loads #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft i&8 Summary | Using MC1 2X1 06 section, Span = 8 00ft, Fy = 36 Oksi End Fixity = Pinned-Pmned, Lu = 0 00ft, LDF = 1 000 Moment fb Shear fv Bending Stress fb / Fb Shear Stress fv/Fv Actual 2484 3240 0 136 1 242 0545 0038 k-ft ksi1 k ksi 1 Allowable 18216 23760 32832 14400 k-ft ksi k ksi Beam OK Static Load Case Governs Stress Max Deflection Length/DL Defl Length/(DL+LL Defl) -0018 15,1142 5,379 7 in 1 1 Force & Stress Summary Max M + Max M - Max M @ Left Max M @ Right Shear @ Left Shear ©Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 2 48 k-ft 1 24k 1 24k -0018'n 0000 m 0 000 m 0000ft 1 24 1 24 DL Only 088 044 044 -0006 0000 0000 0000 044 044 11IMJJJWlM»m<MhfmM> aiH'JH'-l'-M^'l'JMHmiJUIMM^ .L*. JL.i i .. ...I... ... .Ll*".*fV-'-MHfr& «- These columns are Dead + Live Load placed as noted --» LL ® Center 248 1 24 1 24 -0018 0000 0000 0000 1 24 124 LL+ST (51 Center -0018 0000 0000 0000 1 24 1 24 LL @ Cants 0000 0000 0000 0000 LL+ST @ Cants, k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 m k k Fa calc'd per Eq E2-1,K*L/r<Cc I Beam Passes Table B5 1, Fb per Eq F1-1, Fb = 0 66 Fy Jesse D Moore Structural Engineer Title Dunn Garage 4-14-06 Dsgnr Description Scope Job# Date 9 37AM, 20 DEC 06 Rev 580007 User KW-0600625 Ver 5 8 0 1-Nov-20Q6 (c)1983-2006 ENERCALC Engineering Software[ffiffijflBftp&wmniMaflBampi ri'uiiiua'i "mqtwpfliptfwwiuiHiiiwuiviuusjtHHnwiiuaESS Description stringer Steel Beam Design H ^B Pa,g* , 2 ° dunn garage 4-1 4-06 ecw sleel slatrs Section Properties MC12X10 6 Depth Web Thick Width Flange Thick Area Xcg Dist Values for LRFD J Cw 12000m 0190m 1 500 in 0 309 in 3 10m2 0 269 in Design 0 060 m4 11 70m6 Weight I XX lyy Sxx Syy R-xx R-yy Zx zy K 10 53 #/ft 55 300 in4 0 378 m4 9 200 in3 0 307 m3 4 220 in 0 349 in 1 1 600 in3 0 635 in3 0 750 in Jesse D Moore Structural Engineer Title Dunn Garage 4-14-06 Dsgnr Description Scope Job# Date 9 37AM, 20 DEC 06 Rev 580007User KW 0600625 Ver 5 B 0 1 Nov-2006(c)1983-2006 ENERCALC Engineering Software Steel Beam Design Page 1 dunn garage 4 14 06 ecw sleel stairs Description cant landing support General Information Steel Section • MC12X10 Center Span Left Cant Right Cant Lu Unbraced Length Point Loads # 1 Dead Load 0 583 Live Load 1 305 Short Term Location 4 500 .6 250 ft 000 ft 200 ft 000 ft Code Ref AISC 9th ASD, 1997 UBC, Fy Pmned-Pmned Load Duration Factor Bm Wt Added to Loads Elastic Modulus LL & ST Act Together 2003 IBC, 2003 NFPA 5000 3600ksi 100 29,000 Oksi Note' Short Term Loads Are WIND Loads #2 #3 #4 #5 #6 #7 k k k ft f^St/mma/y^^ Using MC1 2X1 06 section, Span End Fixity = Pinned-Pmned, Lu = Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv = 2 50ft, Fy = 360ksi 0 00ft, LDF = 1 000 Actual 3 797 k-ft 4 953 ksi 0208 1 1 909 k 0 837 ksi 0058 1 Left Cant = 0 00ft, Right Cant Allowable 18216 k-ft 23 760 ksi 32 832 k 14400 ksi Beam OKStatic Load Case Governs Stress = 2 00ft Max Deflection 0012 in Length/DL Defl 12,561 3 1 Length/(DL+LL Defl) 3,9136 1 Force & Stress Summary Maximum Max M + Max M - Max M@Left Max M @ Right Shear @ Left Shear ©Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq E2-1, K I Beam Passes Table 85 Section Properties Depth Web Thick Width Flange Thick Area Xcg Dist Values for LRFD Design J Cw 3 80 k-ft 1 51 k 1 91 k 0002 m 0000 m 0012 m 0000ft -1 51 344 "L/r<Cc I.FbperEq F1-1 MC12X10 6 12000m 0190m 1 500 in 0 309 in 310m2 0 269 in 0 060 m4 1 1 70 m6 «-- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Onlv <3) Center © Center (o> Cants <3>. Cants -1 19 -1 19 046 060 0001 0000 -0004 0000 -046 1 09 Fb = 0 66 Fy Weight Ixx lyy Sxx Syy R-xx R-yy Zx zy K -1 19 -1 19 046 060 0001 0001 0 000 0 000 -0 004 -0 004 0 000 0 000 -0 46 -0 46 1 09 1 09 10 53 #/ft 55 300 m4 0 378 in4 9 200 m3 0 307 m3 4220 in 0 349 in 11 600 m3 0 635 m3 0 750 m k-ft -3 80 k-ft k-ft -3 80 k-ft 1 51 k 1 91 k 0 002 0 002 in 0 000 0 000 in -0012 -0012 in 0 000 0 000 in -1 51 -1 51 k 3 44 3 44 k Jesse D Moore Structural Engineer Title Dunn Garage 4-14-06 Dsgnr Description Date Job# 9 37AM, 20 DEC 06 Scope Rev 560007User KW-0600825, Ver 580,1 -Nov 2006 (c)1933 2006 EN£RCALC Engineering Software Steel Beam Design Page 1 dunn garage 4 14 06 ecw steel stairs Description checkW10x26 General Information^^j^^^^MtiMn\'Mmnmnm^ Steel Section . W10X26 Center Span Left Cant Right Cant Lu Unbraced Length Code Ref AISC 9th ASD, 1937 UBC, 2003 IBC, 2003 NFPA 5000 11 00 ft 000ft 600ft 000 ft Pinned-Pmned Bm Wt Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 50 OOksi 1 00 29,000 Oksi Distributed Loads DL LL ST Start Location End Location #1 #2 #3 #4 #5 Note' Short Term Loads Are WIND Loads 0 135 k/ft k/ft k/ft ft ft Point Loads Motel Short Term Loads Are WIND Loads #1 #2 #3 #4 #5 Dead Load 0 400 Live Load 0 800 Short Term Location 14000 | Summary T L%iiIIMI»]lllMiMIIllIM'IJlliUiilil1Jin^ Using W10X26 section, Span = End Fixity = Pmned-Pmned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 1 280 1 640 17000 11 00ft, Fy = 500ksi, = 0 00ft, LDF = 1 000 Actual 24 015 k-ft 10329 ksi 0313 1 5074 k 1 889 ksi 0094 1 Left Cant = 0 00ft, Right Cant Allowable 76 725 k-ft 33 000 ksi 53 716 k 20 000 ksi k k k ft Beam OK fitatif* I naH Pa^P finvprn^ 9trp*i*iWLC4LI\* I_UOU WOJC \jyVCIII3 <J LI CO-J = 6 00ft Max Deflection 0 306 in Length'DLDefl 1,0454 1 Length'fDL+LLDefl) 4705 1 Force & Stress Summary «-- These columns are Dead + Live Load placed as noted --» Maximum Max M + Max M - Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt 24 02 k-ft 1 30k 507k 0 065 m 0000 m 0 306 in 0 000 ft -1 30815 -11 78 -11 78 0 19 263 0026 0000 -0138 0000 -019 460 LL (5) Center -11 78 -11 78 019 263 0026 0000 -0 138 0000 -0 19 460 LL+ST Center 00260000-0138 0000 -019 460 0065 0000 -0306 0000 -1 30 815 LL+ST 5). Cants k-ft k-ft k-ft k-ft k k 0 065 in 0 000 in -0 306 in 0000 m -1 30 k 815 k Fa calc'd per Eq E2-1, K*L/r < Cc I Beam Passes Table B5 1, Fb per Eq F1-1, Fb = 0 66 Fy Jesse D Moore Structural Engineer Title Dunn Garage 4-14-06 Dsgnr Description Scope Job# Date 9 37AM, 20 DEC 06 Rev 580007User KW 0600625 Ver 5 8 0 1 Nov-2006 (c)1 983-2006 ENERCALC Engineering SoftwaremwmizmsmzBBsxzfsyiqjifi^&^Hiiw.MMm'Fil'lWiP*®™^^^'** Description check W1 0x26 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw W10X26 10330m 0 260 in 5 770 in 0 440 in 761 in2 1 540 in Q 400 in4 345 00 m6 Steel Beam Design dunngarage 4U.06 J^SJ; Weight I XX lyy Sxx Syy R-xx R-yy Zx zy K 25 85 #/ft 144 000 m4 14 100 m4 27 900 m3 4 890 in3 4350 in 1 360 in 31 300 in3 7 500 m3 0 660 in Jesse D Moore Structural Engineer Title Dunn Garage 4-14-06 Dsgnr Description Scope Job# Date 937AM, 20 DEC 06 Rev 560000User KW-0600625 Ver 5 8 0 1-Nov2006 (c)1383 2006 ENERCALC Engineering Software Bolt Group Analysis Page 1 dunn garage 4 14 06 ecw sleel stairs Description capacity of two 3/4" A307 bolted conn General Information i811SlI51Ii!IR3B&^^l£ig£i^ffi Vertical Load 5 50 k eccentricity 2 500 in Horizontal Load 0 00 k eccentricity 0 000 in Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Bolt Group Centroid Y Distance 2 000 in X Distance 0 000 in Load Eccentricity from C Y Distance X Distance Moment MX Moment My BG -2 000 in 2 500 in -1375 m-k 0 00 m-k Group Data & Results #1 #2 Bolt-Coordinates X in Y 0 000 0 000 0 000 4 000 Bolt Dist From C B G X in Y -200 200 DirecLShear Force X k Y -275 -275 Torsional Shear Force X k Y -344 344 Final Force k 440 440 6_ V \ 5-f~\ -g D LJ O£ O 50. .Z jUJQ. TttO.UJU.XXOI I I I 1 I I(^ I NO O ^3 1ho ^5 ^k) ^ ^> 5 ^ ^ ^vj jx^ Oi ^ \ vQ C ^ i & \D U) SP 1 ^Q O ^^6Oo