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Home My WebLink About2796 JAMES DR; ; CB060482; Soils Report01-31-2007 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title Applicant PEG RAMIER 760 603-9046 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB060482 Building Inspection Request Line (760) 602-2725 2796 JAMES DR CBAD RESDNTL 1561424700 $337,41800 1 Sub Type SFD Lot# 0 Construction Type VN Reference # Structure Type SFD Bathrooms 3 VINEY RES-3031 SF, 494 SF GAR, 1 FRPLACE,160 SF TRELLIS Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# Plan Check* ISSUED 02/22/2006 RMA 01/31/2007 01/31/2007 Owner VINEY NICHOLAS J&MARY A 2679 FLOWER FIELDS WY CARLSBAD CA 92010 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 $1,279 60 Meter Size $0 00 Add'l Reel Water Con Fee $831 74 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $3374 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305541) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $240 00 Housing Impact Fee $0 00 Housing InLieu Fee $3,18800 Housing Credit Fee D5/8 Master Drainage Fee $201 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $16000 $4,31300 $000 $6,141 01 $5,668 62 $000 $000 $521 70 $588 30 $000 $17500 $6000 $6550 $000 $4,51500 $000 $000 $1,04700 $17900 $29,208 21 Total Fees $29,208 21 Total Payments To Date $29,208 21 Balance Due BUIbDTNG FLANS $000 . IN STORAGE .ATTACHED Inspector FINAL Date*"!Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions " You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PROJECT INFORMATION •.vn"v?m-2 00it- 02/22/2006' 001 EST VAL Plan Ck Deposit Validated Date €AO. Address (include Bldg/Suite #}Business Name (at this address) Legal Description Ji^L Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor's Parcel # &PV- Existing Use Proposed Use Description of Work 2 CONTACT PERSON (if different from apj .^flU/fcCV._/^ ferent from applicant) >"J'"• * ;|- y,*. # of Bathrooms Name Address City 3 .APPLICANT ; GO .Contractor, Q Agent for Contractor *eQ-Owner Q Agent for Owner State/Zip Telephone #Fax # Name Address City State/Zip Telephone # AVS Name Address City State/Zip Telephone # 5 ."CON'fRACfOR - COMPANY NAME "'" "' T"'" 'SI.. (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name Address State License # License Class City State/Zip Telephone # City Business License # Designer Name Address State License # City State/Zip Telephone Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations n I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) f~l CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100 000) in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE 7 OWNER-BUILDER DECLARATION . J:: , >.< ^ ™; N I hereby affirm that I am exempt from the Contractor s License Law for the following reason n I. as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of 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) G] 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) l~l I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement l~l YES f~lNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLYJM :? ...... ? "„..,,„,..,.. 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? EH YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7 l~l YES l~l NO Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? l~l YES G] NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 CONSTRUCTION LENDING^ AGENCY ' ;;;,:;;:';: '' " „ .. ^lii: - ;t .;;• . .,... "i1" •4;;:: I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME _ LENDER'S ADDRESS _ 19. APPLJCANT CERTIFICATION . ...... '".."". • Jiif ="; : . _. itf/ ' ..... "" 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 stories in height EXPIRATION Every permit issued by the buildirjg-OJfjcialunder 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 wffrnn^SO BaysSrom 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 comtrtenced fo/a oeriod of 1JBO days (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE WHITE File YELLOW Applicant PINK Finance DATE Inspection List Permit* CB060482 Type RESDNTL SFD Date Inspection Item 07/16/2008 89 07/10/200889 07/10/2008 89 07/08/2008 89 07/08/2008 89 07/07/2008 89 07/07/2008 89 12/18/2007 17 12/18/2007 18 12/04/2007 16 11/27/2007 14 11/27/200784 11/16/2007 13 10/10/2007 15 09/18/2007 39 08/24/2007 1 1 08/24/2007 31 08/07/2007 21 Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Final Combo Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Weldm Rough Combo Shear Panels/HD's Roof/Reroof Final Electrical Ftg/Foundation/Piers Underground/Conduit-Winn Underground/Under Floor Inspector Act PC - PC - PC - PC PC PC PC PC PC PC PC PC PC PC PC Fl Rl PA Rl PA Rl CA AP AP AP AP AP AP AP PA AP AP AP VINEY RES-3031 SF, 494 SF GAR, 1 FRPLACE,160 SF TRELLIS Comments DRIVE NOT IN GMR - PLEASE RESET FOR THURS PER RON NO CARD ON SITE SIGN CARD NEXT TIME T S P B RELEASE SOILS REPORT ON SITE - WILL SUPPLY COPY Thursday, July 17, 2008 Page 1 of 1 MELCHIOR LAND SURVEYING INC July 23, 2007 Telephone 760-801-3274 Fax 760-720-5250 SEVERING CONSTRUCTION, INC. 2395 Pio Pico Drive Carlsbad, CA 92008 Attn: Ron Severino Regarding: Vmey Residence Dear Ron, Melchior Land Surveying, Inc surveyed the above referenced project's Foundation Forms at 2796 James Drive Carlsbad, CA 92008, Assessors Parcel Number 156-142-47 The Foundation Forms were found it to be in substantial conformance with the approved Horizontal Control Plan Sheet 1 of Vmey Residence Plans The Forms are generally +/- 0 03' of the location shown on said plan If you have any questions, please feel free to call Sincerely, ME OR LAND SURVEYING, INC. Douglas R Melchior, President MAIN OFFICE 5731 PALMER WAY • SUITE G • CARLSBAD, CA 92010 [760] 438-1726 • FAX (760) 438-3991 LS 4G EsGif Corporation In (Partnership with government for (BmCtfing Safety DATE July 3, 20O6 JURISDICTION Carlsbad PLAN CHECK NO 06O482.REV SET I PROJECT ADDRESS 2796 James Drive PROJECT NAME Revision for the SFD of Viney/ Trans dated 2/22/06 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 Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 6/26/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 *• (858)560-1468 *• Fax (858) 560-1576 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PREPARED BY Bert Domingo BUILDING ADDRESS 2796 James Drive PLAN CHECK NO O60482.REV DATE July 3, 20O6 BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review O Repetitive Fee "~i Repeats * Based on hourly rate Comments $240 00 Complete Review D Other m Hourly Structural Only 2 Hours Esgil Plan Review Fee $19200 Sheet 1 of 1 macvalue doc EsGil Corporation In Partnersfap -with government for Quitting Safety DATE April 5, 2006 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 060482 SET II PROJECT ADDRESS 2796 James Drive PROJECT NAME SFD for Viney The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff f | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I | The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to /<J 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 i /(by." ) Fax # Mail Telephone vfa&sf 'n Person A REMARKS PLEAS&HAVE THE DESIGNER EXECUTE THE FOLLOWING SIGN/EACH By Bert Domingo Enclosur Esgil Corporation D GA D MB D EJ D PC 3/29/06 (HI/ _ tmsmtldot 9320 Chesapeake Dove, Suite 208 * San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 SHEET OF THE PLANSvMNCLUDE THE SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION IN THE SPECIAL INSPECTION LISreSUBMIT A REVIEW AND APPROVAL LETTER FROM THE SOILS ENGINEER FOR THE FOUNDATyCJ^AND SUBMIT A COMPLETED SPECIAL INSPECTION PROGRAM(PLEASE SEE ATTACHED* EsGil Corporation In <PartnersHtp with government for (BuiCding Safety DATE April 5, 20O6 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 060482 SET II PROJECT ADDRESS 2796 James Drive PROJECT NAME SFD for Viney The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person X REMARKS PLEASE HAVE THE DESIGNER EXECUTE THE FOLLOWING SHEET OF THE PLANS, INCLUDE THE SOILS COMPLIANCE PRIOR TO FOUNDATON INSPECTION IN THE SPECIAL INSPECTION LIST, SUBMIT A REVIEW AND APPROVAL LETTER FROM THE SOILS ENGINEER FOR THE FOUNDATION, AND SUBMIT A COMPLETED SPECIAL INSPECTION PROGRAM(PLEASE SEE ATTACHED By Bert Domingo Enclosures Esgil Corporation D GA (U MB D EJ D PC 3/29/06 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 060482 Job Address or Legal Description 2796 James Drive Owner Address You are hereby notified that m addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) ^RKETINGiel 7606039046 P. 04 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION:.DC PLAN CHECK NUMBER: C&DtoCU%3L OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special Inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above UBC Section 10635. S«g»«l </(/ /s*kiJlL*p*_ ljvte£ I, as the engineer/architect of record, certify that I Mve prepared the following special inspection program as required by UBC Section 106,3 5 for the construction project located at the site listed above Signed 1. List of work requiring special Inspection: Soils Compliance Prior to Foundation inspection D Field Welding Structural Concrete Over 2500 PSI Q High Strength Bolting Prestressed Concrete D Expanalon/Epoxy Anchors Structural Masonry Q Sprayed-On Fireprooflng Designer Specified Eg 0 2. Name(s) of indlvldual(s) or flrm(s) responsible for the special inspections listed above: Duties G? ihe special inspectors for the work listed above: ' 8. Special Inapectora shall check In with the City and present their credentials for approval ftrJsrjQ beginning work on the job site EsGil Corporation In fartnersKtp witfi government for Quitting Safety DATE March 7, 2006 JURISDICTION Carlsbad PLAN CHECK NO 060482 SET I PROJECT ADDRESS 2796 James Drive PROJECT NAME SFD for Viney CLAEEUCANT a PLAN REVIEWER a FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 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 A] The applicant's copy of the check list has been sent to Peg Ramier 7040 Whitewater Street, Carlsbad, CA 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed Xj Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Peg Telephone # (760) 603-9064 Date contacted £-")-0ty (by Y^.) Fax # 0254 Mail Telephone /^ Fax / In Person REMARKS By Bert Domingo Esgil Corporation D GA D MB D EJ Enclosures PC 2/24/06 trnsmtl dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 060482 March 7, 2006 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O60482 JURISDICTION Carlsbad PROJECT ADDRESS 2796 James Dove FLOOR AREA 3031 SQ FT REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED March 7, 20O6 STORIES TWO HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 2/24/06 PLAN REVIEWER Bert Domingo FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC The above regulations apply to residential construction, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e . plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad O60482 March 7, 20O6 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2 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 Provide a statement on tho Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Building/Plumbing/Mechanical Codes and tho 2004 edition of the California Electrical Codo, which adopt the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC 4 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below Section 106 3 2 This will be checked when the soils report is submitted • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED-? REMARKS SOILS COMPLIANCE PRIOR TO - FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI PILES/CAISSONS DESIGNER-SPECIFIED OTHER Carlsbad O60482 March 7, 2O06 5 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 6 On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc ) Additionally, provide the following note on the plans, per Sec 106 3 4 2 "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official" . GENERAL RESIDENTIAL REQUIREMENTS 1 Glazing in the following locations should be of safety glazing material in accordance with Section 2406 4 (see exceptions) a) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and dram inlet b) 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 c) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions i) Exposed area of an individual pane is greater than 9 square feet, and u) Exposed bottom edge is less than 18 inches above the floor, and in) Exposed top edge is greater than 36 inches above the floor, and iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing Carlsbad 060482 March 7, 2006 • EXITS, STAIRWAYS, AND RAILINGS 8 Guardrails (Section 509 1) a) Shall have a height of 36" b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B Please submit calculations c) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" 9 Handrails (Section 1003 336) 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 10 The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction Section 1003 339 • ROOFING 11 Note on the plans "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-mch in dimension " Section 15053 • GARAGE AND CARPORTS 12 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 13 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 302 2 14 Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold Section 1003 3 1 6 Carlsbad O60482 March 7, 2006 • FOUNDATION REQUIREMENTS 15 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 16 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 17 Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4 This does not apply to detached, single- story dwellings Section 1804 5 18 Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value Section 106 3 3 19 If the soils engineer would recommend that he/she review the foundation excavations, please 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 " 20 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 (when required by the soil report) • FRAMING 21 Show or note fire stops at the following locations per Section 708 2 1 a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal, b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings, c) In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished, d) In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials e) At openings between attic spaces and chimney chases for factory-built chimneys Carlsbad 060482 March 7, 2006 22 Provide truss details and truss calculations for this project Specify truss identification numbers on the plans Please see item 6 above 23 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 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 24 Note on the plans that receptacle outlet locations will comply with NEC Art 210-52(a) 25 For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling NEC Art 210-52 (e) This receptacle must be GFCI protected 26 Show on the plans that countertop receptacle outlets comply with NEC Art 210-52(c), which reads as follows In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle Countertop spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces 27 All the receptacles at the kitchen counters to include the island should be GFCI protected The same island should have at least two GFCI protected receptacles • PLUMBING (UNIFORM PLUMBING CODE) 28 In the garage, provide an adequate barrier to protect water heater from vehicle damage, such as by a 3" pipe column filled with concrete An 18" platform for the water heater does not satisfy this requirement UPC, Section 5103 • ENERGY CONSERVATION 29 Please show the required insulation above the garage Carlsbad 06O482 March 7, 20O6 CARLSBAD SPECIAL CODE REQUIREMENTS 30 Nails for shear transfer connection (using A35's, etc ) may not be driven parallel to the flanges of TJI's (i e , along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained Details or notes on the plans should make this clear Nails may be driven perpendicular to TJI flanges 31 New residential units must be pre-plumbed for future solar water heating Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) 32 Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) 33 All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a resuk of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Yes Q No a 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 Bert Domingo at Esgil Corporation Thank you Carlsbad O60482 March 7, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO O60482 PREPARED BY Bert Domingo DATE March 7, 2006 BUILDING ADDRESS 2796 James Drive BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VN BUILDING PORTION House Garage Fireplace PA-TIO CO>/€JT Air Conditioning Fire Sprinklers TOTAL VALUE Junsdictfon Code AREA (Sq Ft) 3031 494 1 \toO 3031 3525 cb Valuation Multiplier 101 99 2661 3,569 54 SB? 388 28®- By Ordinance Reg Mod /VO/rt VALUE ($) (L 309,132 13,145 3,570 IM 19 1 -\ ~?r\r\— -I \,fu(J *&• . ±n 1*50 / JLAZ&G® 34i^t^ $1,310' 40 1 Plan Check Fee by Ordinance $851 76 Type of Review [U Repetitive Fee ^ I Repeats 0 Complete Review D Other D Hourly Structural Only Hour* Esgil Plan Review Fee $733 82 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works — Engineer!rig BUILDING PLANCHECK CHECKLIST DATE BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to build [] A Right-of-Way permit is required prior to construction of the following improvements ENGINEERING DEPARTME Please marked or spe codes a specifications cfessary corrections to plans pliance with applicable ubmit corrected plans and/or to this office for review Only the applicable sheets have been sent By By By Date Date Date By FOR OFFICI ERING AUTHORIZATION TO ISSUE BUILDING PERMIT USE ONLY Date ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application f] Right-of-Way Permit Submittal Checklist ^ and Information Sheet ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M FARMER City of Carlsbad Address 1635 Faraday Avenue Carlsbad CA 92008 Phone (760) 602-2741 NOTE If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT A-4 CA 9200(8-7314 • (760) 602-272O • FAX (760) 60S-8&62 BUILDING PLANCHECK CHECKLIST .ST SITE PLAN Provide a fully dimensioned site plan drawn to scale Show orth Arrow -^F"Right-of-Way Width & Adjacent Streets isting & Proposed Structures ^•'""Driveway widths _xistmg Street Improvements r^(^' Existing or proposed sewer lateral Property Lines (show all dimensionsj^^ Existing or proposed water service Easements f J Existing or proposed irrigation service 2 Show on site plan A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF Example Tenant Improvement for 3500 SF of warehouse to 3500 SF of office H 'iFarnitinKathy'-MASTERS'iBuilding Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE CU CH CD 4a Project does not comply with the following Engineering Conditions of approval for Project No D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS D D 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 $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz 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 D 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \Farmer\KATHY\MASTERS\BuiWing Plancheck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST a ND2a 3 D RD D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ 400 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows D 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code D D 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill import, export and remedial) This information must be included on the plans D D 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \FarniertKATHY\MASTERS\Buildmg Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST ,. ST 2ND 3RD D D D 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 Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date NPDES PERMIT D D D 10a Storm Water Requirements Applicability Checklist Completed D D D 10b Priority Determination and compliance D Priority Project D Subject to Standard Permanent Storm Water BMP's D Exempt EKIH D 11 OM^eouired fees are attached - D No 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 \Farmer\KATHYWASTERSiBujlding Plancheck Cklst Form (Generic) doc , ST 2*,RD D D D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA1+00 Install 2" service and 5 meter (estimated 100 gpm) 2 If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3 ,ln general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water f- •'Farmer.Kalhy\MASTE--HS\RiJi!duig Plancheck Cktsl Form iGenenc) doc 1ST 2' D D BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 ^Additional Comments"<£ / F FanneriKamy\MASTtaS\Bundmg PlanchecK CWst ^orm (Genenc) doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal Address Bldg Permit No Prepared by Date Checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use Sq Ft /Units Types of Use Sq Ft /Units APT CALCULATIONS List types and square footages for all uses Types of Use 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) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS = $ D 2 TRAFFIC IMPACT FEE ADT s/UNITS FEE/ADT = $ D D n D 3 BRIDGE AND THOROUGHFARE FEE ADT s/UNITS 4 FACILITIES MANAGEMENT FEE UNIT/SO FT 5 SEWER FEE EDU s BENEFIT AREA EDU's 6 SEWER LATERAL ($2 500) (DIST X ZONE X X X #1 DIST #2 FEE/ADT FEE/SO FT /UNIT FEE/EDU FEE/EDU DIST #3 ) = $ = $ = $ = $ = $ D 7 DRAINAGE FEES PLDA. ACRES HIGH /LOW X FEE/AC = $ D 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Docs\Misforms\Fee Calculation Worksheet 1 of 2 Rev 7/14/00 7* City of Carlsbad Pub I ic Works Engineering DATE BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER /T£ - BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB O V EST VALUE , 77 ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal therefore any changes to these items after this aate, 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 [] A Right of Way permit is required prior to construction of the following improvements DENIAL Please seethe /attached report of deficiencies marked wftWT^^ake necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review / FOR OFFICIAL USE ONLY AUTHORIZATION TO ISSUE BUILDING PERMIT Da* L-i L! ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Neighborhood Irnpiovement Agreement Grading Permit Application Grading Submittal Checklist Right of Way Permit Application Right-of Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON _ KATHLEEN M FARMER City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2741 _ CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract CA 92008-7314 • (760) 602-272O • FAX (760) I BUILDING PLANCHECK CHECKLIST SITE PLAN Provide a fully dimensioned site plan drawn to scale Show rth Arrow Existing & Proposed Structures xistmg Street Improvements Pipperty Lines (show all asements— ^F Right-of-Way Width & Adjacent Streets widths -S£n~> 9o %^**Le" Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service Show_on site plan ramage'Patterns — uildmg pad surface drainage must maintain a minimum slope of one ^^ percent towards an adjoining street or an approved drainage course (?) ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " & 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 driveways, per standards D 3 Include on title sheet address 's Parcel Number Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF Example Tenant Improvement for 3500 SF of warehouse to 3500 SF of office F \FarmertKalhy\MASTERS\Buildmg PlancHeck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST .si 3RD DISCRETIONARY APPROVAL COMPLIANCE G 4a Project does not comply with the following Engineering Conditions of approval for Project No D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz 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 Q 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements requiredLasHfeJJows- 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 \Farmer\KATHY\MASTERS\Building Plancheck Cklst Forni (Generic) doc 1ST D ND2 D RD3 D BUILDING PLANCHECK CHECKLIST checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $ 400 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit D D n Future public improvements required as follows 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy n n 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 in cubic yards (cut, fill import, export and remedial) This information must be included on the plans 7b Grading Permit required A separate grading-plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit n Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) y^O F \Famier\KATHY\MASTERS\Buildmi) Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST ,. ST Q n CH 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 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 Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date NPDES PERMIT D D D 10a Storm Water Requirements Applicability Checklist Completed D D D 10b Priority Determination and compliance D Priority Project D Subject to Standard Permanent Storm Water BMP's D Exempt s%3 are D No 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 \FaimertKATHY\MAST6RS\Building Plancheck Cklst Forni (Generic) doc r- Rev 7/14/00 BUILDING PLANCHECK CHECKLIST iST -,ND -,RD D • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) 12b Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 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 STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include __•_. Hydraulic grade line . _---"'.."--•—Elevation at-point of corinection-(PUC7~ --• -- • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3 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 L vFarmenKathiAMASTERS\Buiiding Plancheck Cklsl Form (Generic) doc iST pND qRD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future n 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D 13 Additional Comments Cordr Ifr) tv - F \FarmeiM<alhy\MASTERS\Buiiding Plancheck Cklsl Form (Generic) doc Rev 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal Address &-1J v Prepared by / LL EDU CALCULATIONS Types of Use Types of Use ADT CALCULATIONS Types of Use «. Types of Use J A/ri-*-^ Bldg Permit No Date * fCr/Qte .Ce&ekeS-by — C5>S~~ List types and square footages for all uses £F D Sq Ft /Units / Sq Ft /Units List types and square footages for all uses tf^ft Sq Ft /Units / Sq Ft /Units 01 ~ y#2- Date (£-/ 8/i$1o i EDU's / EDU's ADT's ( U*J^ ADT's FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee in District #1 reduced Traffic Impact Fee) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS __ £ D 2 TRAFFIC IMPACT FEE ADT s/UNIl IORI ADT s/UNITS D 4 FACILITIES MANAGE UNIT/SO FT D 5 SEWER FEE EDU's ' = $ JGHFARE FEE dENT FEE (DIST X ZONE X #1 DIST #2 FEE/ADT FEE/SO FT /UNIT DIST #3 -$ s* -$ *•" ) ^ ^ x BENEFIT AREA EDU's D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA_ ACRES FEE/EDU HIGH = $_ = $_ = $ /LOW " -^-X-'-':.FEi/AC- --~ .,- $ 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION \ of 2 t nn Wnrkchaof RPV 7/14/00 02/19/2004 07 45 FAX 17604384178 CITY OF CARLSBAD 1001 PROJECT iMSPFtrrnR PROJECT IP ^r fa / L CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE lS LOTS REQUESTED FOR RELEASE / N/A = NOT APPLICABLE V = COMPLETE 0 - INCOMPLETE OR UNACCEPTABLE 1 GRADING PERMIT NO #* ,<" 0f* 1st \s Is t/ (^ C/ I/ / v//^\j 2nd s* " Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate 3 Overall site adequate tor health, safety and welfare of public. 4 Letter from Owner/Dev requesting partial release of specific lots, pads or bldg 5 8 Vz" X11" site plan (attachment) showing requested lots submitted 6 Compaction report from soils engineer submitted (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific tots for release lots shall accompany subsequent partial releases) 7 EOW certification of work done with finish pad elevations of specific lots to be released Letter must state lot (s) is graded to within a tenth (1) of the approved grading plan 8 Geologic engineer's letter if unusual geologic or subsurface conditions exist 9 Fully functional fire hydrants within 500 feet of budding combustibles and an all weather roads access to site is required Partial release of grading for the above stated lots is approved for the purpose of building permit issuance Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process O Partial release of the site is denied for the following reasons Project Inspector Date Construction Manager Date H.\UBKMlYVENC\WPDATA\INSPECTiFORMS*ARTSrrEJIlM 3529 (N 552418 C 4249 R5}- '-04 FD 2 LP W/ DISK HARKED IS 3338 S 552659 W 002 '(S 552/00'W 012 R3) FO r IP w/ CAP MARKED IS 3338* PER PU 13625 PARCEL 2 APM 15S-142-30 fD 3/4 IP W/ OGK MARKED IS 4368 PER PU 16987 PARCEL. r 3 ,-142-40 20 PU6UC DRAINAGE EASEMENT GRANIED HERtON. PUBLIC SEWER EASEMENT GRANTED HEREON CODE ESTABJSHEDA CH GENERAL PLAN f KCEED THE GROWTH PTER 21 90 THE LAND RLM (0-4 DWEUJNC UMTS Building Number Address & Street A.P.N #1 #2 #3 #4 #5 2796 2792 2788 2784 2780 James Drive 156-142-47-00 « 156-142-48-00 « 156-142-49-00 « 156-142-50-00 « 156-142-51-00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Planner Ok?Address 2~"°lU Erin Endres Phone (760) 602-4625 APN " '*• £• TV -- Type of Project & Use Zoning _ General Plan CFD (in/out) #_Date of participation Net Project Density.DU/AC Facilities Management Zone Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit ) Legend ^ Item Complete D Item Incomplete - Needs your action Environmental Review Required YES NO TYPE DATE OF COMPLETION Compliance with conditions of approval' If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES NO. DATE TYPE OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval 13 CU D x Coastal Zone Assessment/Compliance \ Project site located in Coastal Zone' YES NO CA Coastal Commission Authority? YES NO If California Coastal Commission Authority Contact them at - 7575 Metropolitan Dnve, Suite 103, San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed' YES_ If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # NO Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed [3 D D Inclusionary Housing Fee required YES NO >^ (Effective date of Inclusionary Housing Ordinance - May 21,1993) Data Entry Completed' YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan DQ 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) OH] 2 Provide legal description of property and assessor's parcel number D DD n fop a Policy 44- Neighborhood Architectural Design Guidelines 1 Applicability YES NO \ 2 Project complies YES NO Zoning 1 Setbacks Front Intenor Side Street Side Rear Top of slope Required Required Required. Required Required [H CH O 2 Accessory structure setbacks Front Required Intenor Side Required. Street Side Required. Rear Required. Structure separation Required. 3 Lot Coverage Required. 4 Height Required. Spaces Required. Shown. Shown. Shown. Shown Shown Shown Shown Shown Shown. Shown. Shown. Shown Shown & ' IS- 5 Parking (breakdown by uses for commerciallind industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE 7/WdU; ii-£ r— H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 S S £ 656 c c ca a jo Q. E 0. D DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Ok? Planner Erin Endres Address r2Jlc\t*' Phone (760) 602-4625 APN - 4-7-00 Type of Project & Use QpO Net Project Density Zoning £/" 1 General Plan tZ.L-//\ Facilities Management Zone \_ ~ ' '^^#_Date of participation Remaining net dev acres DU/AC CFD Circle One (For non-residential development Type of land used created by this permit ) Legend [X] Item Complete Environmental Review Required DATE OF COMPLETION Item Incomplete - Needs your action YES NO TYPE Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO YES NO. DATE TYPE OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO_ CA Coastal Commission Authority'? YES NO If California Coastal Commission Authority Contact them at - San Diego CA 92108-4402, (619) 767-2370 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed? YES_ If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # 7575 Metropolitan Drive, Suite 103, NO Follow-Up Actions 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed D Inclusionary Housing Fee required YES \ NO (Effective date of Inclusionary Housing Ordinance - May 21,1993) Data Entry Completed? YES V NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 D Site Plan 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal description of property and assessor's parcel number n n nan Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES \ NO 2 Project complies YESi\ NO Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Interior Side Street Side Rear Structure separation 3 Lot Coverage 4 Height Required Required Required Required Required ;ks Required Required Required Required Required Required ' 2-o ' VO 'Iff*. 2-O' ^*°~\> Shown >Z-o Shown [O ' Shown io ' Shown £-e> ' Shown Shown Shown Shown Shown Shown Shown I5/ \ „ Required Shown Spaces Required.Shown5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 BUILDING DEPT. Carlsbad Fire Department COPY Plan Review Requirements Category RESDNTL , SFD Date of Report 12-14-2006 Reviewed by Name Address Permit # CB060482 Job Name VINEY RES-3031 SF, 494 SF GAR, Job Address 2796 JAMES DR CBAD •lem you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions Cond CON0001776 [MET] APPROVED V THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 12/14/2006 By GR Action AP ATC Consulting Engineers, Inc 1245 WEBB CIRCLE. CORONA CA 92879 TEL 951 - 808 - 8833 FAX 951 - 808 - 9993 E-MAIL otcengineersOsbcglobol net PROJECT NUMBER DATE PAGE NUMBER 06-0001 03-21-06 PCC DESIGN OF GUARDRAIL.'WOOD PICKETS LOAD LOAD = 20 PLF (UBC TABLE 16-8) CHECK PIN AT BASE @ 4" Q C NEWEL POSTS, PICKETS AND RAILS T£L B,E MIXED OAK, NORTHERN READ OAD RED OAK OR WHITE OAK #2 OR BETTER GRADE •• '- ,,, < Fb = 725 PSI OR BETTER • - P = 20 PLF- 36 M = 20#/FT x 36" x 4" \ . • < . . M = 240 IN-LB Sreq = 240 IN-LB / (725 PSI x 1 18 Cf) Sreq = 0 28 IN~3 • t • ' : , Sprov = 033 IN~3;FOR '1-1/2" -DIA' WOOD DOWEL ' USE 1-1/2" WOOD DOWEL @ 4" 0 C CHECK BASE CAP CONNECTION '" 3/4" M = 240 IN-LB x 6"/4" '= 360 IN-LB e = 3-1/2" - 3/4' - 3/4" = 2" T = 360 IN-LB / 2" / 1 SCREWS = 180 #/SCREW TRY 3/8" LAG SCREW L = 180 #/SCREW x 3/2 (SHANK VS THREAD) / 305 #/IN = 089" USE 3/8" DIA LAG SCREWS x 3", PEN (MIN ) ® 6" Q C STAGGERED 6" .3-1/2"C I (2) 2x OR 4x MIN BACKING CENTERED ON RAIL 3/4" WOOD PICKETS O 4" OC MAX WOOD RAIL WOOD PICKETS 9 4* OC MAX DOWEL. PART OF PICKET 1-1/2" DIA. GLUE TO FRAMING FLOOR OR STAIR SHTG 1-1/2" THK CAP W/ 3/8" DIA. LAG SCREWS W/ 3' PEN (MIN) 9 6' OC STAGGERED GUARDRAIL WOOD PICKETS GEN 043 SCALE NTS Consulting Engineers, Inc. 1245,AVebb Circle, Corona, CA>92879 7(951)808-8833 F (951) 808-9993 E atcenuineers@sbcglobal net karch 21,2006 City of Carlsbad Department of Public Works Building and Safety Division Project Number 06-0001 Project Name Vmey Residence Project Location 2796 James, Carlsbad Plan Check Number 060482 Dear Plan Check Official Upon review of your structural comments, the following corrections have been made 1 Item 8b Will comply, see added calculation for guardrail 2 Item 19 Please see added notes under "Site Preparation" on sheet SN1 for foundation notes If you have any questions or concerns, please contact us at (951) 808 8833 Sincerely, ATC Consulting Engineers, Inc Albert Chan P E Principal ATC./Consulting Engineers, Inc , .-~1245 WEBB CIRCLE CORONA. CA 92879 TEL 951 - 808 - 8833 , .... FAX 951 - 808 - 9993 E-MAIL otcengineersOsbcglobol net PROJECT NUMBER DATE PAGE NUMBER 06-0001 03-21-06 PCC DESIGN OF GUARDRAIL. WOOD PICKETS .- LOAD LOAD = 20 PLF (UBC' TABLE 16-B) P = 20 PLF- 36" CHECK PIN AT BASE @ 4" O C NEWEL POSTS. PICKETS AND RAILS'TO BE MIXED OAK, NORTHERN READ OAD RED OAK OR WHITE OAK #2 OR BETTER GRADE ' 7 Fb = 725 PSI OR BETTER'' ' ''•* ;.? ,. 'V1!'1' ; i */•.'" v M = 20#/FT x 36" x 4" M = 240 IN-LB - „. Sreq = 240 IN-LB / (725 PSI x 1 18 Cf) Sreq = 028 IN~3 Sprov = 033 IN~3 FOR 1-1/2" DIA WOOD DOWEL * t i * i USE 1-1/2" WOOD DOWEL @ 4" PC' CHECK BASE CAP CONNECTION 3/4' M = 240 IN-LB x 6"/4" = 360 IN-LB e = 3-1/2' - 3/4" - 3/4" = 2" T = 360 IN-LB / 2" / 1 SCREWS- = 180 #/SCREW TRY 3/8" LAG SCREW ' ' t ' L = 180 #/SCREW x 3/2 (SHANK- VS THREAD) / 305 #/IN = 089" .3-1/2" USE 3/8" DIA LAG SCREWS x 3" .PEN fMIN 6" 0 C STAGGERED (2) Zx OR 4x MIN BACKING CENTERED ON RAIL WOOD PICKETS O 4" OC MAX WOOD RAIL WOOD PICKETS O 4' OC MAX DOWEL. PART OF PICKET 1-1/2" DIA. GLUE TO FRAMING ROOR OR STAIR SKTG t-1/2" THK CAP W/ 3/8" DIA. LAG SCREWS W/ 3 PEN (MIN) O 6" OC STAGGERED GUARDRAIL WOOD PICKETS GEN 043 SCALE NTS AiC Consulting Engineers, Inc. 1245 Webb Circle Corona, CA 92879 1(951)808-8833 F (951) 808-9993 E atcengmeers@sbcglobal net STRUCTURAL CALCULATION REPORT Project name VINEY RESIDENCE Project address- 2796 James Drive, Carlsbad, CA 92008 Project number 06-0001 Date: January 6, 2006 Revisions '4 , A A A ATC Engineers Project Name Project Number Viney Residence 06-0001 Page Date 2 1/6/2006 DESIGN CRITERIA DESIGN CODE UBC 1997 and CBC 2001 MATERIAL SPECIFICATIONS 1 All concrete is based on fc' = 2500 psi UNO 2 Steel reinforcement is grade 60 except No 3 & No 4 bars are grade 40 3 Solid framing lumber shall conform with the rules of the Western Wood Products Association Lumber Grade Mark 2x4 2x6 studs 10 ft in height or less Douglas Fir-Larch Stud 2x4 2x6 studs more than 10 ft in height Douglas Fir-Larch #2 2x8 studs & deeper Douglas Fir-Larch #2 Plates Douglas Fir-Larch #2 3x, 4x posts and deeper Douglas Fir-Larch #2 6x6 or larger posts Douglas Fir-Larch #1 2x4 & deeper rafters & joists Douglas Fir-Larch #2 4x beams Douglas Fir-Larch #2 6x, 8x & I0x beams Douglas Fir-Larch #1 4 Glued-Laminated beams are 24F-V4 for simple span and 24F-V8 for other conditions 5 Manufactured lumber are by Truss-Joist MacMillan, UNO Timber Strand LSL ESR-1387, LARR-25202 Microllam LVL ESR-1387, LARR-25202 ParallamPSL ESR-1387, LARR-25202 6 l-Joists are by Truss-Joist MacMillan U N O ESR-1153 LARR-25538 7 Hardware are Simpson brand UNO 8 Structural Steel I-beams are A36 Pipes are A53B Tubes are A500B Bolts & nuts are A307, UNO 9 Masonry-concrete masonry Bricks are ASTM std C-90 Rebars are ASTM std A-615 grade 40 ATC Engineers Project Name Vmey Residence Page 3 Project Number 06-0001 Date 1/6/2006 DESIGN LOAD ROOF1 Max pitch 6 Roofing material, Shingle 1 5/32 plywood Rafter framings Insulation Ceiling joists Drywall finish Misc Total dead load ; Total adjusted dead load Live load Total design load FLOOR 1 Finish, Carpet w/o light wt concrete 23/32 plywood Floor framings Insulation Drywall finish Misc Total dead load t Live load Total design load EXTERIAL WALL Stucco 15/32 plywood Wall framings Insulation Drywall finish Total dead load Total design load 12 5 1 5 28 05 22 28 1 0 16 18 16 34 25 225 32 05 28 1 0 12 40 52 10 1 5 1 0 05 28 16 16 psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf ROOF 2 Max pitch 4 12 Roofing material, Shingle 5 psf 1 5/32 plywood 1 5 psf Rafter framings 2 8 psf Insulation 0 5 psf Ceiling joists 2 2 psf Drywall finish 2 8 psf Misc 1 0 psf Total dead load 16 psf i Total adjusted dead load 17 psf Live load 16 psf Total design load 33 psf DECK1 Finish, w/ light wt concrete 125 psf 23/32 plywood 2 25 psf Floor framings 3 2 psf Insulation 0 5 psf Drywall finish 2 8 psf Misc 1 0 psf Total dead load 22 psf Live load 40 psf Total design load 62 psf INTERIAL WALL 2 sides of drywall finish 5 6 psf 15/32 plywood 15 psf Wall framings 1 0 psf Insulation 0 5 psf Misc 1 3 psf Total dead load 10 psf Total design load 10 psf AlC Engineers Project Name Project Number Viney Residence 06-0001 Page Date 4 1/6/2006 SIMPLE BEAM DESIGN Beam number 1 Length = 8 50 ft Beam location Garage Hdr Load duration factor CD = 1 25 Repetitive member factor CF = 1 00 Uniform load type DL (psf)LL (psf)Tnb width Uniform DL (plf)Uniform LL (plf)Total uniform load (plf) Roof 1 Exterior Wall Floor 18 16 12 0 0 0 16 0 40 0 0 0 11 5 9 11 0 0 0 2070 1440 1348 00 00 00 1840 00 4400 00 00 00 391 0 1440 5748 00 00 00 Total =5055 6240 11295 Concentrated load DL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 1977 Center span end reaction Dead reaction @ left RDL = Live reaction @ left RLL = Total reaction @ left RTL = Design maximum moment Mmax = Design maximum shear Vmax = Required area Areqd = Required section modulus Sreqd = Maximum deflection Amax = Live load deflection ALL = 2148 Ib 2652 Ib 4800 Ib Dead reaction @ right RDR = 2148 Ib Live reaction @ right RLR = 2652 Ib Total reaction @ right RTR = 4800 Ib 10201 3718 5249 7254 0119 0066 USE ft-lb Ib in2 m3 in in Aact = 63 25 Sact = 121 23 L / 240 Aan(TL) = 0 425 L/360 Aa,|(LL)= 0283 6x12 in in3 in in 1130 plf Beam self weight =19 766plf RL = 4800 Ib Vmax=3718lb Mmax= 10201 ft-lb L = 8 50 ft 4800 Ib = RR ATC Engineers IN-PLANE OR OUT-OF-PLANE Beam number 1 Length = 8 50 ft Uniform load type Roofl Roof 2 Exterior Wall Interior Wall Floor Deck Project Name Vmey Residence Project Number 06-0001 Page Jt-£\. Date 1/6/2006 DISCONTINUOUS BEAM DESIGN PER UBC 1630 8 2 Beam location Load duration DL (psf) 18 0 16 0 12 0 LL (psf) 16 0 n/a n/a 40 0 Garage Hdr factor CD = 1 33 Trib width 11 5 0 9 0 0 0 Factored uniform load per UBC Eqn 12-17 = Uniform load of shear wall above Shear wall length fror Uniform load type Roofl Roof 2 Exterior Wall Interior Wall Floor Deck DL (psf) 18 0 14 0 0 0 Shear wall height from above = Special seismic load combinations UBC Eqn 12-18 U = 0 9 * D - (n * h UBC Eqn 12-17 D=1 2*D + 05* Case 1 Concentrated load Shear wall 1 above Shear wall 1 above DL (Ib) 0 0 0 0 LL (psf) 16 0 n/a n/a 0 0 900ft * Q * 1 4) = L + (n * h * n LL (Ib) 0 0 0 0 Case 2 Concentrated load Shear wall 1 above Shear wall 1 above DL (Ib) 0 0 0 0 Center span end reaction Maximum reaction @ left RLmax = Minimum reaction @ left RLmin = Use LL (Ib) 0 0 0 0 Trib width 11 5 0 9 0 0 0 Total = 1 2*DL (pit) 2484 0 1728 0 0 0 44492 n above = 10 DL (plf) 207 0 126 0 0 0 33300 Unit shear of shear wall above -4775 Ib * 1 4) = 9028 Ib Em (Ib) 0 0 9028 Ib 0 Factored Total (Ib) 0 0 9028 0 Em (Ib) 0 0 -4775 Ib 0 Factored Total (Ib) 0 0 -4775 0 Shear line from above 1 0 5*LL (plf) 92 0 n/a n/a 0 0 92 75ft LL (plf) 184 0 n/a n/a 0 0 184 181 plf Total uniform load (plf) 3404 0 1728 0 0 0 5369192 Beam self weight (plf) 1977 Distance from left end (ft) 0 0 425 Distance from left end (ft) 0 0 425 0 3998 Ib Maximum reaction @ right RRmax= 3998 Ib -62 I b Minimum reaction @ right RRmin= -62 I b Use TS22 Continuous on next paqe Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 3/5/2005 IN-PLANE OR OUT-OF-PLANE DISCONTINUOUS BEAM DESIGN PER UBC 1630 8 2 Design maximum moment, Mmax = Design maximum shear Vmax = Required area Areqd = Required section modulus, Sreqd = Maximum deflection Amax = 14137 3483 4621 9449 0236 USE ft-lb Ib in" in S -act ~ L / 240 Aall(TL) = 63 25 121 23 0 425 in 6x12 D/U 537 plf Beam self weight =19 766plf RLmax= 3998 Ib RLmin= -62 Ib Vmax = 3483 Ib Mmax= 14137 ft-lb L = 8 50 ft 3998 Ib =RRmax -62 Ib =RRmin Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 5 1/6/2006 SIMPLE BEAM DESIGN Beam number ; Length = 2000ft Beam location Exposed Ceiling Bm Load duration factor CD = 1 Repetitive member factor, CF = 1 00 Uniform load type PL (psf)LL (psf)Trib width Uniform PL (pit)Uniform LL (plf)Total uniform load (plf) Roofl Exterior Wall Deck 18 16 22 0 0 0 16 0 40 0 0 0 0 0 25 0 0 0 00 00 556 00 00 00 00 00 1000 00 00 00 00 00 1556 00 00 00 Total =720 1000 1720 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 1633 ;enter span end reaction Dead reaction @ left RDL = Live reaction @ left RLL = Total reaction @ left RTL = Design maximum moment Mmax = Design maximum shear Vmax = Required area, Areqd = Required section modulus Sreqd = Maximum deflection Amax = _ive load deflection ALL = 720 Ib 1000lb 1720lb Dead reaction @ right RDR = Live reaction @ right RLR = Total reaction @ right RTR = 720 Ib 1000 Ib 1720lb 8598 ft-lb 1583 Ib 27 94 m2 76 42 m3 0 985 in 0 573 in USE Aact = 52 25 Sact = 82 73 L/240 Aall(TL)= 1 000 L / 360 Aall(LL) = 0 667 6x10 in in3 in in 172 plf Beam self weight =16 328plf RL= 1720lb Vmax= 1583lb Mmax = 8598 ft-lb L = 20 00 ft 1720lb =RR AiC Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 6 1/6/2006 SIMPLE BEAM DESIGN Beam number Length = 7 00 ft Beam location Exposed Ceiling Girder Load duration factor, CD = 1 Repetitive member factor, CF = 1 00 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Roof 1 Interior Wall Deck 18 10 22 0 0 Q 16 0 40 0 0 0 2 9 13 0 0 0 360 900 2893 00 00 00 320 00 5200 00 00 00 680 900 8093 00 00 00 Total =4328 5520 9848 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 1758 tenter span end reaction Dead reaction @ left RDL = Live reaction @ left RLL = Total reaction @ left RTL = Design maximum moment Mmax = Design maximum shear Vmax = Required area, Areqd = Required section modulus Sreqd = Maximum deflection Amax = Live load deflection ALL = 1515 Ib 1932lb 3447 Ib Dead reaction @ right RDR = 1515lb Live reaction @ right RLR = 1932lb Total reaction @ right, RTR = 3447 Ib 6032 2831 4997 5362 0126 0071 USE ft-lb Ib in2 in3 in in Aact = 56 25 Sact = 70 31 L/240 Aaii(TL)= 0350 L / 360 AaN(LL) = 0 233 8x8 in in3 in in 985 plf Beam self weight =17 578plf RL = 3447 Ib Vmax - 2831 Ib Mmax = 6032 ft-lb L = 7 00 ft 3447 Ib = RR Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 8 1/6/2006 SIMPLE BEAM DESIGN Beam number Length = 6 50 ft Beam location Laundry Hdr Load duration factor CD = 1 25 Repetitive member factor, CF = 1 00 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (pit)Uniform LL (plf)Total uniform load (plf) Roof 1 Interior Wall Floor 18 10 12 0 0 0 16 0 40 0 0 0 0 2 10 0 0 0 00 200 1225 00 00 00 00 00 4000 00 00 00 00 200 5225 00 00 00 Total =1588 4000 5588 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf> 1633 Center span end reaction Dead reaction @ left RD|_ = Live reaction @ left RLL = Total reaction @ left RTL = Design maximum moment Mmax = Design maximum shear, Vmax = Required area Areqd = Required section modulus Sreqd = Maximum deflection, Amax = Live load deflection ALL = 516 Ib 1300lb 1816 Ib Dead reaction @ right RDR = Live reaction @ right RLR = Total reaction @ right RTR = 516 Ib 1300lb 1816 Ib 2951 1374 1939 2099 0036 0026 USE ft-lb Ib in2 ,n3 in in Aact = 52 25 Sact = 82 73 L/240 Aan(TL)= 0325 L/360 Aall(LL)= 0217 6x10 in ,n3 in in 559 plf Beam self weight =16 328plf RL= 1816 Ib Vmax = 1374lb Mmax = 2951 ft-lb L = 6 50 ft 1816 Ib =RR _ m-mf*. Project Name Vmey Residence Pa M 1 \+ Engineers Project Number 06-0001 DC FOUNDATION ANALYSIS Soil engineer Coast Geotechmcal Report # P-304099 Dated 9/23/1999 Soil bearing capacity (psf) 1500 psf (Per soils report) Continuous footing size Wide (in) 12 12 12 15 15 18 Depth (in) 12 18 24 18 24 24 Square pad footing size Wide (in) 18 24 30 36 42 48 54 60 66 72 78 84 90 96 Depth (in) 18 18 18 18 18 18 18 18 18 18 18 18 18 18 Allowable uniform load (plf) 1500 1500 1500 1875 1875 2250 Pad capacity (Ib) 3375 6000 9375 13500 18375 24000 30375 37500 45375 54000 63375 73500 84375 96000 Allowable concentrated load (Ib) 4938 6438 7938 8047 9922 11906 R ^ i n f A rr\cii i nji Use (2) #4 bar(s) Use (2) #4 bar(s) Use (2) #4 bar(s) Use (2) #4 bar(s) Use (2) #4 bar(s) Use (2) #4 bar(s) Reinforcement Use (2) #4 Bars E/W @ Use (2) #4 Bars E/W @ Use (3) #4 Bars E/W @ Use (3) #4 Bars E/W @ Use (4) #5 Bars E/W @ Bottom Bottom Bottom Bottom Bottom Use (4) #5 Bars E/W @ Bottom Use (5) #5 Bars E/W @ Bottom Use (5) #5 Bars E/W @ Bottom Use (6) #5 Bars E/W @ Bottom Use (6) #5 Bars E/W @ Bottom Use (6) #5 Bars E/W @ Bottom Use (7) #5 Bars E/W @ Bottom Use (7) #5 Bars E/W @ Bottom Use (7) #5 Bars E/W @ Bottom Desiqn load Roof1,RL1 360 psf - Roof 2, RL2 350 psf / / Ext wall EWL 140 psf Int wall, IWL 100 psf _. s Floor FL 520 psf Deck DL 00 psf ' .._. . .. . — .._. — -' ge 9 ite 1/9/06 r^omontUCi I Id 11 @ Top & Bottom @ Top & Bottom @ Top & Bottom @ Top & Bottom @ Top & Bottom @ Top & Bottom — r- •.•:'.•• ; ••_••• -•! .••:; -r • M,: ,H... — .!,• :•••• • ••::- . i ' \ J\TC Engineers FOUNDATION ANALYSIS Continuous footmq design Project Name Vmey Residence Page 10 Project Number 06-0001 Date 1/9/06 Footing location Main House South Elevation Type of load Tnb width Load (plf) Roofl RL1 360psf 13ft Roof 2 RL2 350psf Oft Ext wall EWL 140psf 20ft Int wall IWL 100psf Oft Floor, FL 52 0 psf 2 ft Deck DL 66 0 psf 2ft 450 plf Oplf 280 plf Oplf 104 plf 132 plf Total load = 966 plf < 1875 plf Use 15" wide cont ftg Footing location Garage East and West Elevation Type of load Tnb width Load (plf) Roof 1 RL1 36 0 psf 1 1 ft Roof 2 RL2 350 psf Oft Ext wall EWL 140 psf 20ft Int wall IWL 100 psf Oft Floor FL 52 0 psf 1 1 ft Deck DL 0 0 psf Oft Total load = Footing location Int Office and Kitchen Type of load Tnb width Roof1,RL1 360 psf Oft Roof 2 RL2 350 psf Oft Ext wall, EWL 140 psf Oft Int wall, IWL 100 psf 20ft Floor, FL 520 psf 12ft Deck DL 660 psf 12ft Total load = Footing location Int Garage and Laundry Type of load Tnb width Roofl RL1 360 psf 13ft Roof 2 RL2 350 psf Oft Ext wall EWL 140 psf Oft Int wall IWL 100 psf 20ft Floor FL 520 psf 4ft Deck DL 00 psf Oft Total load = 378 plf Oplf 280 plf Oplf 546 plf Oplf 1204 plf < 1875 plf Use 15" wide cont ftg Load (plf) Oplf Oplf Oplf 200 plf 624 plf 792 plf 161 6 plf < 1875 plf Use 15" wide cont ftg Load (plf) 468 plf 0 plf Oplf 200 plf 208 plf Oplf 876 plf < 1875 plf Use 15" wide cont ftg J\iC Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 11 1/9/06 FOUNDATION ANALYSIS Pad footing design Footing location Garage Hdr 4800 Ib Total load =4800 Ib < 6000 Ib USE 24" SQUARE PAD Footing location Garage Combine R + D1R "ML 3600 Ib + 5800 Ib Total load = 9400 Ib < 13500 Ib USE 36" SQUARE PAD Footing location Int Living, Front Entry, Dining and Kitchen 2xR3 7000 Ib Total load =7000 Ib < 9375 Ib USE 30" SQUARE PAD jm ff* Project Name ATU Engineers Pr0ject Number WIND AND SEISMIC LOADS WIND LOAD Wind Pressure Pw = qs x Ce x Cq x lw H Exposure Zone C H Basic wind speed 70 mph H Stagnation Pressure, qs 126 psf H Importance factor, lw 1 0 H Pressure coefficient, Cq 1 3 (projected area method) H SEISMIC LOAD Buildmq Code (0=Cal. 1=LA or San Dimas) Site specific variables Seismic zone = 4 Seismic fault = Newport-lnglewood Seismic type = B Distance = 5 km Soil type = D Na - 1 00 Ca = 0 Vmey Residence Page 12 06-0001 Date 1/6/06 = 15 ft Ce= 1 06 Pw= 17 36 psf = 20 ft Ce= 1 13 Pw= 1851 psf = 25 ft Ce= 1 19 Pw= 19 49 psf = 30 ft Ce= 1 23 Pw= 20 15 psf = 40 ft Ce= 1 31 Pw= 21 46 psf = 60 ft Ce = 1 43 Pw = 23 42 psf 0 2001 CBC Z= 04 C, = 0 02 hn = 23 ft l= 10 44 T = 0 21 sec Nv = 1 20 Cv = 0 768 Design Base Shear Longitudinal Direction R= 44 Eq (30-4) -Basic V= 0831 Eq (30-5) -Max V= 0250 Eq (30-6) -Mm V= 0048 Eq (30-4) - Mm Zone 4 V= 0087 Hor earthquake load, Eh = 0 250 Ground floor area, AB = 1850 Max story shear ratio, rmax = 0 238 Eq (30-3) p = 10 Adjusted Base Shear E = (p * Eh + Ev) / 1 4 = 0 179 Transverse Direction R= 55 Eq (30-4) -Basic V= 0665 Eq (30-5) -Max V= 0200 Eq (30-6) -Mm V= 0048 Eq (30-4) - Mm Zone 4 V= 0070 Hor earthquake load, Eh = 0 200 ft2 Max story shear ratio, rmax = 0 283 Eq (30-3) p = 10 Adjusted Base Shear E = (p * Eh + Etf) / 1 4 = 0 143 - ff+. Project /I TO Engineers project LATERAL ANALYSIS (2-Story) Location of diaphragm 1-2 Bedroom 2 and 3 Roofl 18 psf * Roof 2 17 psf * Exterior wall 16 psf * Interior wall 10 psf * Floor 12 psf * Deck 0 psf * Longitudinal direction (L1-2) Ww= 191 psf*( 23 - 1600 )= 134 Width of diaphragm at long Direction = 21 Design base shear = 0171 ws = Base shear * Total mass / Width = 138 Location of diaphragm 1-1 Garage Roofl 18 psf * Roof 2 17 psf * Exterior wall 16 psf * Exterior wall w/ venner 0 psf * Interior wall 10 psf * Wall from above Floor 12 psf * Deck 0 psf * Longitudinal direction (L1-1) Ww = 191 psf*( 23 - 600 ) = 325 Width of diaphragm at long Direction = 21 ws = Base shear * Total mass / Width = 174 Load distribution longitudinal direction Level w.(plf) H (ft) ws*H (Ib) Ws (plf) Ww(f Roof 138 21 2892 188 13^ 1 174 11 1915 124 191 Sum= 312 - 4807 312 32{ Name Viney Residence Page Number 06-0001 Date 13 3/5/2005 Plate height = 9 0 ft 504 ft2 = 9072 Ib 0 ft2 0 Ib 45 ft * 72 ft = 5184 Ib 45 ft * 59 ft = 2655 Ib 0 ft2 0 Ib 0 ft2 0 Ib Total mass = 16911 Ib Transverse direction (T1-2) plf Ww = 1949 psf( 25 - 1600 ) = ft Width of diaphragm at trans Direction = Design base shear = plf ws = Base shear * Total mass / Width = 175 plf 24 ft 0143 101 plf Plate height = 1 1 0 ft 0 ft2 0 Ib 0 ft2 0 Ib 55 ft * 72 ft = 6336 Ib 55 ft * ft = 0 Ib 55 ft * 21 ft = 1155 Ib = 7839 Ib 504 ft2 = 6048 Ib 0 ft2 0 Ib Total mass = 21378 Ib Transverse direction (T1-1) plf Ww= 1949 psf*( 25 - 600 ) = ft Width of diaphragm at trans Direction = plf ws = Base shear * Total mass / Width = Load distribution transverse direction )lf) Level ws(plf) H (ft) ws*H (Ib) Ws \ Roof 101 21 2116 1: 1 127 11 1401 9 5 Sum= 228 -- 3517 22 370 plf 24 ft 127 plf (plf) Ww(plf) J7 175 1 195 28 370 - _ ,-k Project /in. Engineers project LATERAL ANALYSIS (2-Story) Name Vmey Residence Pa Number 06-0001 Da Location of diaphragm 2-2 2nd Floor Main House Plate Roofl 18 psf * Roof 2 17 psf * Exterior wall 16 psf * Interior wall 10 psf * Floor 12 psf * Deck 0 psf * Lonaitudmal direction (L2-2) Ww= 1962 psf*( 26 - 1400 )= 235 Width of diaphragm at long Direction = 61 . Design base shear = 0171 ws = Base shear * Total mass / Width = 102 1400 ft2 = 25200 Ib 0 ft2 =0 Ib 45 ft * 110 ft = 7920 Ib 45 ft * 76 ft = 3420 Ib 0 ft2 0 Ib 0 ft2 0 Ib Total mass = 36540 Ib ge 14 te 6/16/2006 height = 9 0 ft Transverse direction (T2-2) plf Ww= 191 psf( 23 - 1400 )= 172 plf ft Width of diaphragm at trans Direction = 25 ft Design base shear = 0 143 plf ws = Base shear * Total mass / Width = 209 plf Location of diaphragm 2-1 1st Floorm Mam House Plate Roofl 18 psf * Roof 2 17 psf * Exterior wall 16 psf * Exterior wall w/ venner 0 psf * Interior wall 10 psf * Wall from above Floor 12 psf * Deck 22 psf * Lonaitudmal direction (L2-1) Ww= 1962 psf*( 26 - 500 ) = 412 Width of diaphragm at long Direction = 61 ws = Base shear * Total mass / Width = 129 Load distribution longitudinal direction Level w.(plf) H (ft) ws*H (Ib) Ws (plf) Ww(f Roof 102 19 1946 145 23i 1 129 9 1160 86 177 Sum= 231 - 3106 231 41J 0 ft2 0 Ib 0 ft2 0 Ib 45 ft * 110 ft = 7920 Ib 45 ft * ft = 0 Ib 45 ft * 50 ft = 2250 Ib = 11340 Ib 635 ft2 = 7620 Ib 765 ft2 = 16830 Ib Total mass = 45960 Ib Transverse direction (T2-1) plf Ww= 191 psf*( 23 - 500 height = 9 0 ft ) = 344 plf ft Width of diaphragm at trans Direction = 25 ft plf ws = Base shear * Total mass / Width = 263 plf Load distribution transverse direction )lf) Level ws(plf) H (ft) ws*H (Ib) > Roof 209 19 3971 r 1 263 9 2366 > Sum= 472 - 6337 \ Ws(plf) Ww(plf) 296 172 176 172 472 344 _ iff* Project Name Viney Residence /I 1 Lr Engineers Project Number 06-0001 Page 15 Date 3/5/05 Shear Panel Schedule, Wood Framing Per 1997 UBC, 2001 Califonna Building Code Mark / 8\ / 9\ /• io\ /V 2 / n\ /12\ /13\ /14\ /\2 3 /11\ BOTH SIDE /\2 3 /12\ BOTH SIDE /\2 3 /13\ BOTH SIDE /\ 2 3 /14\ BOTH SIDE Sheathing and Fastening 7/8 Stucco with 16 gauge staples at 6 ' o c along edges and in field 3/8" CDX plywood with 8d common nails at 6" o c edge and 12" o c field 3/8" CDX plywood with 8d common nails at 4" o c edge and 12 o c field 3/8" CDX plywood with 8d common nails at 3' o c edge and 12' o c field 3/8" CDX plywood with 8d common nails at 2" o c edge and 1 2 ' o c field 15/32" CDX plywood with 10d common nails at 2" o c edge and 12' o c field 15/32' Structural I plywood with 10d common nails at 2 o c edge and 12" o c field 3/8" CDX plywood with 8d common nails at 3" o c edge and 12" o c field 3/8" CDX plywood with 8d common nails at 2" o c edge and 1 2" o c field 15/32' CDX plywood with 10d common nails at 2' o c edge and 12' o c field 15/32" Structural I plywood with I0d common nails at 2 oc edge and 12' o c field Sole plate and Fastening 2x sole plate with 16d sinker nails @ 6 o c 2x sole plate with 16d sinker nails @ 4 o c 2x sole plate with 16d sinker nails @ 3 o c 2x sole plate with 16d sinker nails @ 2-1/2" o c staggered 2x sole plate with 16d sinker nails @ 2 o c staggered 2x sole plate with SDS1/4 x4-1/2 screws @ 4" o c 2x sole plate with SDS1/4 x4-1/2 screws @ 4 o c 2x sole plate with SDS1/4 x4 1/2 screws @ 3" o c 2x sole plate with SDS1/4 X4-1/2 screws @ 2-1/2 oc staggered 2x sole plate with SDS 1/4 X4-1/2 screws @ 2-1/2 o c staggered 2x sole plate with SDS1/4 x4-1/2 screws @ 2 ' o c staggered Mud sill and Fastening 2x mud sill with 5/8" $ anchor bolts @ 72 o c 2x mud sill with 5/8 <j> anchor bolts @ 48' o c 2x mud sill with 5/8" $ anchor bolts @ 32" o c 2x mud sill with 5/8" $ anchor bolts @ 12' o c 3x mud sill with 5/8 § anchor bolts @ 12 o c 3x mud sill with 3/4" <)> anchor bolts @ 24 o c 3x mud sill with 3/4" ij> anchor bolts @ 24' o c 3x mud sill with 3/4" $ anchor bolts @ 24" o c 3x mud sill with 3/4 ' <(> anchor bolts @ 16" o c 3x mud sill with 3/4" $ anchor bolts @ 12" o c 3x mud sill with 3/4" <j) anchor bolts @ 12" o c V (Ib/ft) S 90 W 180 260 350 490 640 770 870 980 1280 1540 1740 Notes 1 Anchor bolts are designed for a load capacity of 50 percent per footnote 3 of Table 23-11-1-1 2 Framing and blocking at adjoining panel edges shall be 3x or wider and nails shall be staggered 3 Panel joists shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side 4 Stagger is 1/2 inch 5 Screws are Simpson SDS 1/4x4- 1/2 6 Provide 2x blocking at horizontal plywood panel joist unless noted otherwise jm ^•f*. Project Name Vmey R /If G Engineers Pr0ject Number 06-( SHEAR WALL DESIGN Shear line 1 2nd Fir Guest Closet L1 L2 L3 L4 L5 Shear wall(s) length 6 25 ft Total length 6 25 ft Lateral force vseismic = 33 plf V^nd = 93 plf Tributary width T = 9 ft Governs shear force Veq = 787 lb Shear wall height h = 9 ft j \ Unit shear force veq = 126 plf Use / 9\ • Gravity dead loads RooM 18 psf * 9ft = 153 plf Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * 9ft = 126 plf • r : Interior wall 10 psf * 0 ft = Oplf ? esidence Page 16 D001 Date 1/10/2006 L6 L7 L8 Shear force from above n/a • i ...f i , i );; ,., , , T Floor 12 psf * Oft = Oplf Uplift force from above 0 lb Deck 22 psf * Oft = Oplf Total uplift force Total dead load = 279 plf Hold-down Length of drag strut 6 25 ft A35's or LTP4's spacing 24 in o c Shear line 2 L1 L2 L3 L4 L5 Shear wall(s) length 5 25 ft 5 25 ft Total length 1050ft Lateral force vseismic= 140 plf v .. = 91^ nlfvwind £.o*J [Jll Tributary width T = 6 ft Governs shear force Veq = 1410 lb > Shear wall height h = 9 ft , " , Unit shear force veq = 134 plf Use / 9\ Gravity dead loads ; Roofl 18 psf * 2ft = 36 plf Roof 2 Opsf * Oft = Oplf • iExterior wall 14 psf * 9ft = 126 plf Intenorwall 10 psf * Oft = Oplf i 549 lb CS16 L6 L7 L8 Shear force from above n/a ' • f i ..» _... i r ! -M »- V •.'.'"! I I t I . •r ':" '•••' Floor 12 psf * Oft = Oplf Uplift force from above 0 lb Deck 22 psf * Oft = Oplf Total uplift force Total dead load = 162 plf Hold-down Length of drag strut 1 7 00 ft A35's or LTP4's spacing 24 in o c 923 lb CS16 - w^* Project Name Viney Residence AT \+ Engineers Project Number 06-0001 SHEAR WALL DESIGN Page 17 Date 1/10/2006 Shear line 3 2nd Fir Bed#3 and Family&Guest L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 1 0 75 ft 1 3 25 ft Total length 24 00 ft Lateral force vseismic = 140 plf 188plf Shear force from above n/a vwind = 235 plf Oplf Tributary width T= 17ft 11ft Governs shear force Veq = 4354 lb Shear wall height h = 9 ft \ \ \ \ \ Unit shear force veq = 181 plf Use / 9\ • V'V -H'-;.. Gravity dead loads i | Roofl 18psf * 2ft = 36 plf Roof 2 Opsf * On Oplf Exterior wall 14 psf * 9ft = 126 plf '•.,•'. 1 Interior wall 1 0psf * Oft = Oplf i ' I Floor 12 psf * 10ft = 120 plf Uplift force from above 0 lb Deck 22 psf * Oft = Oplf Total uplift force 344 lb P Oi J Total dead load = 282 plf Hold-down Negligible, hold-down not req'd Length of drag strut 48 00 ft A35's or LTP4's spacing 24 in o c Shear line 4 2nd Fir Bedroom 4 L1 L2 L3 L4 L5 L6 Shear wall(s) length 9 50 ft Total length 9 50 ft Lateral force vseismic= 188 plf 140 plf Shear force vwnd = 0 plf 235 plf Tributary width T = 1 1 ft 23 ft Governs shear force Veq = 5288 lb ,/Vi,,_ Shear wall height h = 9 ft i t f T~ t Unit shear force veq = 557 plf Use /ir\ | •'V...- ! Gravity dead loads ; j Roofl 18 psf * 12ft = 216 plf Roof 2 0 psf * 0 ft = 0 plf Exterior wall 14 psf * 9ft = 126 plf \ •. \ Interior wall 10 psf * Oft = Oplf i Floor 12 psf * Oft = Oplf Uplift force from above 0 lb Deck 22 psf * Oft = Oplf Total uplift force 3921 lb L7 L8 from above n/a . _V,.0 Total dead load = 342 plf Hold-down CMSTC16 Length of drag strut 24 00 ft A35's or LTP4's spacing 24 in o c - fj\. Project Name Vmey F ATC Engineers Pr0ject Number 06 SHEAR WALL DESIGN Shear line 5 2nd Fir Bed room 2 & 3 Residence Page 18 -0001 Date 1/10/2006 L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 1 1 00 ft Total length 1 1 00 ft Lateral force vseismic = 137 plf Vw,nd= 175 plf Tributary width T= 12ft Governs shear force Veq = 2100 Ib Shear wall height h= 9 ft t T Unit shear force veq = 191 plf A r | Gravity dead loads j RooM 18 psf * 12ft = 216 plf Roof 2 Opsf * Oft = Oplf i Exterior wall 14 psf * 9ft = 126 plf . Interior wall 10 psf * Oft = Oplf t Shear force from above n/a ... t .!_ T : T ; i i Floor 12 psf * Oft = Oplf Uplift force from above 0 Ib Deck 22 psf * Oft = Oplf Total uplift force Total dead load = 342 plf Hold-down Length of drag strut 21 00 ft A35's or LTP4's spacing 24 in o c Shear line 6 M Bed Fire Place 458 Ib CS16 L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 8 00 ft Total length 8 00 ft Lateral force vseismic= 140 plf vwnd = 235 plf Tributary width T= 13ft Governs shear force Veq = 2938 Ib Shear wall height h = 9 ft [ j Unit shear force veq = 367 plf Use /11\ Gravity dead loads : RooM 18 psf * 2ft = 36 plf i Roof 2 Opsf * Oft = Oplf i Exterior wall 14 psf * 9ft = 126 plf : . , Interior wall 10 psf * Oft = Oplf » Shear force from above n/a ''.-' *•' : .-i"'"i I " r t .... .!"."• .-. ,- | j i Floor 12 psf * Oft = Oplf Uplift force from above 0 Ib Deck 22 psf * Oft = Oplf Total uplift force Total dead load = 162 plf Hold-down Length of drag strut 1 7 00 ft A35's or LTP4's spacing 24 in o c 2871 Ib (2) CS16 — *ff* Project Name \ A 70 Engineers Project Number /mey Residence Page 19 06-0001 Date 6/16/2006 SHEAR WALL DESIGN Shear line 7 2nd Fir Closet#2 and Hallway Shear wall(s) length Total length L1 L2 L3 L4 1200ft 950ft 21 50ft Lateral force vseismic = 137plf 296 plf Tributary width Governs shear force Shear wall height Unit shear force 1 Gravity dead loads Roofl 18psf Roof 2 0 psf Exterior wall 14 psf Interior wall 10 psf Floor 12 psf Deck 22 psf Total dead load Length of drag strut vw,nd= 175 plf 172 plf T= 12ft 13ft Veq = 5492 Ib h= 9 ft | " veq= 255 plf Use /9\ 4ft = 72 plf Oft = Oplf 9ft = 126 plf p Oft = Oplf I ' L5 L6 L7 L8 Shear force from above n/a V'V :;:. I ..]. I. F V V A1/- LI. ! I : j -.,- i • P ..,. i , t Oft = Oplf Uplift force from above 0 Ib Oft = Oplf Total uplift force 1500lb = 198 plf Hold-down 34 00 ft A35's or LTP4's spacing 24 in CS16 o c Shear line 8 M Bed, Rear Elevation Shear wall(s) length Total length L1 L2 L3 L4 1950ft 1950ft Lateral force vseismic = 1 00 plf Tributary width Governs shear force Shear wall height Unit shear force Gravity dead loads Roof 1 1 8 psf Roof 2 0 psf Exterior wall 14 psf Interior wall 10 psf Floor 12 psf Deck 22 psf Total dead load Length of drag strut vwnd = 93 plf T= 13ft Veq = 1250 Ib h= 9 ft { veq = 64 plf Use /9\ 8ft = 144 plf ! Oft = Oplf 9ft = 126 plf i( ! i "• ••. Oft = Oplf i L5 L6 L7 L8 Shear force from above n/a • A ' V V PL .1 {_ I ] \4o V V WALL. 1 ! T i ] 1 ••• ! 1 !r: :-.! : t 0 ft = 0 plf Uplift force from above 0 Ib Oft = Oplf Total uplift force -1661 Ib = 270 plf Hold-down No uplift, hold-down not req'd 1 8 00 ft A35's or LTP4 s spacing 24 in o c j. ^*f*. Project Name A 70 Engineers Project Number Vmey Residence Page 20 06-0001 Date 6/16/2006 SHEAR WALL DESIGN Shear line 9 Left elevation L1 L2 L3 L4 Shear wall(s) length 7 00 ft 8 00 ft 6 00 ft 5 00 ft Total length 26 00 ft Lateral force vseismic = 296 plf vwind= 172 plf Tributary width T= 13ft 16ft Governs shear force Veq = 3848 Ib Shear wall height h= 9 ft |~ Unit shear force veq = 148 plf Use /9\ Gravity dead loads RooM 18 psf Roof 2 0 psf Exterior wall 14 psf Interior wall 10 psf Floor 12 psf Deck 22 psf Total dead load Length of drag strut 8ft = 144 plf Oft = Oplf 9ft = 126 plf |p Oft = Oplf ?' Oft = Oplf Uplift fore Oft = Oplf Total uph L5 L6 L7 L8 Shear force from above n/a V LI"; WWILL j ' j j I'orl! l^'ori,' T e from above 0 Ib ft force 758 Ib 270 plf Hold-down CS16 20 00 ft A35's or LTP4's spacing 24 in o c Shear line 10 Right elevation L1 L2 L3 L4 Shear wall(s) length 6 25 ft Total length 6 25 ft Lateral force vseismic = 55 plf vwnd= 185 plf Tributary width T = 9 ft Governs shear force Veq = 1574 Ib Shear wall height h = 9 ft |~~ Unit shear force veq = 252 plf Gravity dead loads RooM 18 psf Roof 2 0 psf Exterior wall 14 psf Interior wall 10 psf Floor 12 psf Deck 22 psf Total dead load Length of drag strut Use / 9\ L5 L6 L7 L8 Shear force from above I i i I V'EO '• A / v V wiLL ' i j 9ft = 153 plf Oft = Oplf i 19ft = 266 plf ;k. ..... j | ';;, ,, ! 0 ft 0 plf i " f ' " ' 1ft = 12 plf Uplift force from above 0 Ib Oft = Oplf Total uplift force 1365lb = 431 plf Hold-down HPAHD22 6 50 ft A35's or LTP4's spacing 16 in o c ATC Engineers SHEAR WALL DESIGN Shear line 11 1 st Fir Office/Rear Porch L1 L2 Shear wall(s) length 5 25 ft 5 25 ft Total length 1050ft Lateral force vseismic = 231 plf vwnd= 41 2 plf Tributary width T = 7 ft Governs shear force Veq = 2678 Ib Shear wall height h= 9 ft Unit shear force veq = 255 plf Use /9\ Gravity dead loads RooM 18 psf * 2ft = 3£ Roof 2 Opsf * Oft = o Exterior wall 14 psf * 19ft = 26 Interior wall 10 psf * Oft = 0 Floor 12 psf * 7ft = 76 Deck 22 psf * Oft = 0 Project Name Vmey Re Project Number 06-0 L3 L4 L5 1 T 1 : . V >Plf Plf j sidence Page 21 001 Date 6/16/2006 L6 L7 L8 Shear force from above n/a T t T V L.'J v1 WAI ; i i BP'f ip ,-:.;- 1 ! P --,, i i plf i " i plf Uplift force from above 923 Ib plf Total uplift force 2550 Ib Total dead load = 380 plf Hold-down Length of drag strut 1700ft A35's or LTP4's spacing 24 in o c Shear line 12 1st Fir Garage L1 L2 Shear wall(s) length 1 50 ft 1 50 ft Total length 3 00 ft Lateral force vseismic= 312 plf vmnd = 325 plf Tributary width T = 1 1 ft Governs shear force Veq = 3413 Ib Shear wall height h = 11 ft Unit shear force veq = 1138 plf L3 L4 L5 r:.~ri: Use /(2Wl1x181 1/8 j \f\: Gravity dead loads RooM 18 psf * Oft = Oplf Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * Oft = Oplf *; .. M Interior wall 10 psf * 0 ft = Oplf i Floor 12 psf * Oft = Oplf Uplift force from abo> Deck 22 psf * Oft = Oplf Total uplift force Total dead load = 0 plf Hold-down Length of drag strut 24 00 ft A35's or LTP4's spacing 24 in o c STHD10 L6 L7 L8 Shear force from above n/a r~ "i 1 L_ ! i WA: i ~i I •' I /e Olb 12513 Ib Hardy panel 1-1/8" dia anchor A TkM Project Name Vmey Residence Page 22 M i W Engineers Project Number 06-0001 Date 1/10/2006 SHEAR WALL DESIGN Shear line 13 1st Fir Garage Shear wall(s) length Total length Lateral force Tributary width L1 1600 1600 ^seismic Governs shear force Shear wall height Unit shear force "wind = T = veq = h = veq = Use ft ft L2 L3 L4 L5 L6 L7 L8 1 74 plf Shear force from above 1 L Gravity dead loads Roof 1 Roof 2 Exterior wall Interior wall Floor Deck Total dead load 18 0 14 10 12 22 psf psf psf psf psf psf Length of drag strut Shear line 14 * * * * * * 2400 11 0 91 plf Shear line 4 => 5288 Ib 11 ft 7294 Ib 11 ft i \ f i i 456 plf A, i ~~ I v'Vw.\..i ! ! : ft = 189 plf ft = 0 plf 19ft = 266 plf !. • . , | : i_: , ; 0 11 0 ft ft = 0 plf » ft = 126 plf Uplift force from above 3921 Ib ft Oplf Total uplift force 5821 Ib 581 plf Hold-down PHD6 A35's or LTP4's spacing 16moc Garage Rear Elevation Shear wall(s) length Total length Lateral force L1 725ft 1450 •seismic Vwind ~~ Tributary width Governs shear force Shear wall height Unit shear force T = veq = h = veq = Use ft L2 L3 L4 L5 L6 L7 L8 725ft 228 plf Shear force from above n/a 370 plf 12ft 4440 Ib VV,; /£_ Gravity dead loads RooM Roof 2 Exterior wall Interior wall Floor 18 0 14 10 12 Deck 22 Total dead load psf psf psf psf psf psf Length of drag strut * * * * it * 21 00 2 0 19 0 1 11 ft i i i t i 306 plf y: /\ "/10\ A I i •'• -: \ \ A'" I ( 1 ft = 36 plf ft = Oplf ! ; ft = 266 plf ' l -. | , ft = Oplf t I ' ft = 12 plf Uplift force from above 0 Ib Oft = Oplf Total uplift force 2606 Ib ft 314 plf Hold-down STHD10 A35's or LTP4's spacing 24 in o c - ff%. Project Name Alt, Engineers Project Number SHEAR WALL DESIGN Shear line 15 Powder and Stair L1 L2 L3 L4 Shear wall(s) length 2 00 ft Total length 2 00 ft Lateral force vseismic = 108 plf Vw,nd= 177 plf Tributary width T = 8 ft Governs shear force Veq = 1416 Ib Shear wall height h = 9 ft , Unit shear force veq = 708 plf Use /WF9x247/8 1 Gravity dead loads RooM 19 psf * Oft = Oplf Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * Oft = Oplf Interior wall 10 psf * 0 ft Oplf t Floor 12 psf * Oft = Oplf Uplift force Deck 22 psf * 0 ft = 0 plf Total uplift Total dead load = 0 plf Hold-down Length of drag strut 8 00 ft A35's or LTP4's spacing 24 n Shear line 16 Powder L1 L2 L3 L4 Shear wall(s) length 2 00 ft Total length 2 00 ft Lateral force vseism,c = 1 08 plf Vw,nd= 177 plf Tributary width T = 9 ft Governs shear force Veq = 1593 Ib Shear wall height h = 9 ft j Unit shear force veq = 797 plf Use /HF9x247/8 Gravity dead loads RooM 19 psf * Oft = Oplf : Roof 2 Opsf * Oft = Oplf j Exterior wall 14 psf * 0 ft Oplf Interior wall 10 psf * Oft = Oplf i Floor 12 psf * Oft = Oplf Uplift force Deck 22 psf * Oft = Oplf Total uplift Total dead load = 0 plf Hold-down Length of drag strut 8 00 ft A35's or LTP4's spacing 24 ir Vmey Residence Page 23 06-0001 Date 1/10/2006 L5 L6 L7 L8 Shear force from above n/a '' V I I. ... !... L... !.._.__. T V V \'.AI.L I ""j • - ' :R :•: u i j from above 0 Ib force 6372 Ib Hardy panel 7/8" dia anchor 1 O C L5 L6 L7 L8 Shear force from above n/a ¥»••,~; • T T "i \ / V L'O \ A ' V '.' ,V-\ 1 ! 11 • . • : •. V -,i i i i from above 0 Ib force 7169 Ib Hardy panel 7/8" dia anchor 1 O C /If Cr Engineers Project Name Project Number Viney Residence 06-0001 Page Date 24 6/16/2006 SHEAR WALL DESIGN Shear line 17 Shear wall(s) length Total length Lateral force Living Rm Fire Place L1 L2 1 00 ft 1 00 ft 300ft L3 1 00ft L4 L5 L6 L7 L8 Tributary width Governs shear force Shear wall height Unit shear force Shear force from above Shear line 6 => 2938 Ib Use Gravity dead loads Roof 1 Roof 2 Exterior wall ntenor wall Floor Deck Total dead load 19psf Opsf 14psf lOpsf 12psf 22psf Oft Oft Oft Oft Oft Oft F10x12 7/8 Oplf Oplf Oplf Oplf Oplf Oplf Oplf P Of f Uplift force from above 0 Ib Total uplift force 13333lb Hold-down Hardy panel 7/8" dia anchor Length of drag strut 17 00 ft A35's or LTP4's spacing 16 m o c Shear line 18 Shear wall(s) length Total length .ateral force Garage and Laundry L1 L2 1200ft 950ft 21 50ft L3 L4 L5 L6 L7 L8 Tributary width Governs shear force Shear wall height Unit shear force Shear force from above n/a Use iravity dead loads Roof 1 Roof 2 Exterior wall ntenor wall Floor Deck btal dead load 19psf Opsf 14psf 10psf 12psf 22psf 13ft = 247 plf Oft 19ft Oft 2ft Oft Oplf 266 plf Oplf 24 plf Oplf ength of drag strut 20 00 ft = 537 plf A35's or LTP4's spacing Uplift force from above Total uplift force Hold-down 1418 Ib 3290 Ib HTT22 12 m o c - ff* Project Name Vine /irC Engineers Project Number SHEAR WALL DESIGN Shear line 19 Living Rear elevation L1 L2 L3 L4 Shear wall(s) length 1800ft Total length 1800ft Lateral force vseismic = 472 plf Vw.nd = 344 plf Tributary width T = 9 ft Governs shear force Veq = 4012 Ib Shear wall height h = 9 ft \ j Unit shear force veq = Use Gravity dead loads RooM 18psf * Roof 2 0 psf * Exterior wall 14 psf * Interior wall 10 psf * Floor 12 psf * Deck 22 psf * Total dead load Length of drag strut 1600 223 plf / 9 \ 9ft = 153 plf Oft = Oplf 19ft = 266 plf D v Oft = Oplf I ' 1ft = 12 plf Uplift force fror 0 ft = 0 plf Total uplift fore ;y Residence Page 25 06-0001 Date 6/16/2006 L5 L6 L7 L8 Shear force from above n/a ~~T " T i \M i V V -A'-'LL t i j i U JRo:-L. n above 0 Ib e -1291 Ib = 431 plf Hold-down No uplift, hold-down not req'd ft A35's or LTP4's spacing 16 in o c Shear line 20 1st Fir Front Elevation L1 L2 L3 L4 Shear wall(s) length 725ft 1350ft 600ft 500ft Total length 31 75 ft Lateral force vseismic = 472 plf VWnd = 344 plf Tributary width T= 13ft Governs shear force Veq = 5900 Ib Shear wall height h = Unit shear force veq = Use See p 26, 27 for perfore Gravity dead loads RooM 18 psf * Roof 2 0 psf * Exterior wall 14 psf * Interior wall 10 psf * Floor 12 psf * Deck 22 psf * Total dead load Length of drag strut 60 00 9 ft \ \ 186 plf /11\ ited wall design • 9ft = 153 plf 0 ft = 0 plf L5 L6 L7 L8 Shear force from above n/a W:, V L'J WwALL I f 19ft = 266 plf 'p : ; ',.:, . i oft opif |! " i 1ft = 12 plf Uplift force from above 768 Ib Oft = Oplf Total uplift force 1525lb 431 plf Hold-down ft A35's or LTP4's spacing 24 in o c HPAHD22 AiC Engineers Project Name Project Number Vmey Residence 06-0001 Page 26 Date 6/16/2006 STRAP AROUND OPENING DESIGN Shear line 20 1st Dining Front Elevation Lateral force on diaphragm Veq = I875lb Dimensions I, = 3 50 ft L2 = 6 00 ft L3 = 3 50 ft H, = 1 50 ft , H2 = 6 00 ft , H3 = 1 50 ft TL= 1298 Ib TR= 1298 Ib Design summary Assume inflection point at middle of opening i -.! • • • 1 , : i '"fI ' I i '" f f - -, Free-body individual panels of wall f\TC Engineers Project Name V ney Residence Project Number 06-0001 Page 27 Date 6/16/2006 STRAP AROUND OPENING DESIGN (CONT ) Analysis The forces of free-body individual panels of wall are given by figure above and tables as Individual panel W (ft) H (ft) 1 3 50 1 50 2 3 00 1 50 3 3 00 1 50 4 3 50 1 50 5 3 50 3 00 6 3 50 3 00 7 3 50 3 00 8 3 50 3 00 9 3 50 1 50 10 300 150 11 3 00 1 50 12 3 50 1 50 Max shear stress (Plf) -103 433 433 -103 268 268 268 268 -103 433 433 -103 Max unit shear, veq = 433 plf Use /11\ Max strap forces = 1298 Ib USE No Force (Ib) F1 -361 F2 1298 F3 -361 F4 649 F5 938 F6 1298 F7 1298 F8 938 F9 -155 F10 804 F11 804 F12 -155 No Force (Ib) F13 649 F14 649 F15 1453 F16 804 F17 804 F18 1453 F19 1298 F20 1298 F21 649 F22 -361 F23 1298 F24 -361 Simpson CS16 above and below opening - -ff* Project Name Vi i\ 1 0 Engineers Rroject Number ney Residence Page 28 06-0001 Date 6/16/2006 SHEAR WALL DESIGN Shear line 21 Closet #4 and Laundry L1 L2 L3 L4 Shear wall(s) length 2 00 ft Total length 2 00 ft Lateral force vseismic = 108 plf Vwmd = 177 plf Tributary width T= 14ft Governs shear force Veq = 2390 Ib Shear wall height Unit shear force Gravity dead loads RooM 18psf Roof 2 0 psf Exterior wall 14 psf Interior wall 10 psf Floor 12 psf Deck 22 psf Total dead load Length of drag strut h= 9 ft , veq= 1195 plf Use /HF^x247/8 Oft = 0 plf Oft = Oplf 0 ft = 0 plf L, . Oft = Oplf Oft = Oplf Uplift force fr Oft = Oplf Total uplift fo L5 L6 L7 L8 Shear force from above n/a f f 1 T WW.LL I f ! r I.,' I- •":• ,1 T om above 0 Ib rce 10753lb = 0 plf Hold-down Hardy panel 7/8" dia anchor 16 00 ft A35's or LTP4's spacing 24 in o c Shear line 22 Right elevation L1 L2 L3 L4 Shear wall(s) length 1700ft Total length 1700ft Lateral force vseismic = 1 08 plf Vw,nd= 177 plf Tributary width T= 15ft Governs shear force Veq = 7009 Ib Shear wall height Unit shear force Gravity dead loads Roofl 18 psf Roof 2 0 psf Exterior wall 14 psf Interior wall 10 psf Floor 12 psf Deck 22 psf Total dead load Length of drag strut h= 9 ft |_ veq= 412 plf Use /11\ 2ft = 36 plf Oft = Oplf 19ft = 266 plf Oft = Oplf 12ft = 138 plf Uplift force frc Oft = Oplf Total uplift for = 440 plf Hold-down 2500ft A35's or LTP4's spacing 16 mo L5 L6 L7 L8 Shear force from above Shear line 3 => 4354 Ib W,, I __L_ i .J V F:J !' V V WALL I T i jr--,-,-! , )m above 0 Ib ce 1205lb Negligible, hold-down not req'd c Q_ Zo£ 0z ID O CL O Lu a:oo Q_ Oz ^< U_oo AiC Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 35 6/16/2006 SIMPLE BEAM DESIGN Beam number i Length = 1500ft Beam location Floor joist Load duration factor CD = 1 Repetitive member factor, CF = 115 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Floor 0 0 26 0 0 0 0 0 40 0 0 0 0 0 1 0 0 0 00 00 260 00 00 00 00 00 400 00 00 00 00 00 660 00 00 00 Total =303 400 703 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 434 Center span end reaction Dead reaction @ left RDL = Live reaction @ left RLL = Total reaction @ left RTL = Design maximum moment Mmax = Design maximum shear Vmax = Required area, Areqd = Required section modulus Sreqd = Maximum deflection, Amax = Live load deflection ALL = 228 Ib 300 Ib 528 Ib Dead reaction @ right, RDR = Live reaction @ right RLR = Total reaction @ right RTR = 228 Ib 300 Ib 528 Ib 1978 473 650 2085 0506 0288 USE ft-lb Ib m2 m3 in in A -"act Sac,= L / 240, Aall(TL) = L / 360, Aall(LL) = 1388 21 39 0750 0500 in in3 in in 2x10 70 plf Beam self weight =4 336plf RL = 528 Ib Vmax = 473 Ib Mmax= 1978 ft-lb L= 1500ft 528 Ib = RF Engineers Project Name Project Number Viney Residence 06-0001 Page Date 36 6/16/2006 SIMPLE BEAM DESIGN Beam number Length = 1300ft Beam location Floor Joist Load duration factor CD = 1 Repetitive member factor, CF = 115 Uniform load type PL (psf)IL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Floor 0 0 26 0 0 0 0 0 40 0 0 0 0 0 1 33 0 0 0 00 00 346 00 00 00 00 00 532 00 00 00 00 00 878 00 00 00 Total =389 532 921 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 434 Center span end reaction Dead reaction @ left RDL = Live reaction @ left RLL = Total reaction @ left RTL = Design maximum moment Mmax = Design maximum shear, Vmax = Required area, Areqd = Required section modulus, Sreqd = Maximum deflection, Amax = Live load deflection, ALL = 253 Ib 346 Ib 599 Ib Dead reaction @ right RDR = Live reaction @ right, RLR = Total reaction @ right RTR = 253 Ib 346 Ib 599 Ib 1946 528 725 2051 0374 0216 USE ft-lb Ib in2 m3 in in Aact= 1388 Sact = 21 39 L/240 Aan(TL)= 0650 L / 360 Aall(LL) = 0 433 2x10 in m3 in in 92 plf Beam self weight =4 336plf R, = 599 Ib Vmax = 528 Ib Mmax= 1946 ft-lb L= 1300ft 599 Ib = RR COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS September 7,2006 Mary Anne Vmey 2326 Byron Place Carlsbad, CA 92008 Subject GEOTECHNICAL UPDATE REPORT AND FOUNDATION PLAN REVIEW Proposed Residential Structure 2796 James Drive Carlsbad, California Reference Please see page 5 Dear Ms Vmey This report presents a geotechmcal update to our previous geotechmcal reports and supplemental conclusions and recommendations based on the current project plans prepared by Peg Ramier, Draftsperson The subject property was graded in 2003 as part of a five (5) lot subdivision known as Carlsbad Tract 98-16 PROPOSED DEVELOPMENT The project plans prepared by Peg Ramier, Draftsperson, dated March 10, 2006, suggest that a two story residence and attached garage will be constructed on the site The residence will be supported, in part, on stem wall footings with raised wood floors and, m part, by continuous footings with a slab on grade floor The foundation plan, Sheet S1, dated January 11,2006, was reviewed as part of this update It is noted that foundation detail sheet SD-1 was not included in the plans reviewed 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical September 7,2006 WO P-503076 Page 2 SITE AND GEOTECHNICAL CONDITIONS The subject property is underlain at depth by Pleistocene terrace deposits The lot is capped by approximately 3 5 to 4 0 feet of compacted fill soils The fill is composed of silty fine and medium- grained sand with an expansion in the low range Presently, the site is covered by brush and weeds Numerous rodent borings were observed along the pad A stockpile of earth materials was observed in the northwestern portion of the lot The stockpile is approximately 30 feet in diameter and 3 0 to 4 0 feet high CONCLUSIONS Based on a site review, no significant changes to the subject property except as noted were observed since the completion of our Rough Grading Report The proposed foundation plan, prepared by ATC Consulting Engineers, dated January 11, 2006, Sheet SI, is acceptable from a geologic and soils engineering viewpoint, provided the following recommendations are implemented during the design and construction phases RECOMMENDATIONS Remedial Grading After removal of all vegetation and debris in the building pad, the upper 12 inches of the fill deposits in the building envelop and areas of exterior improvements should be scarified and moistened to optimum moisture content and compacted The fill deposits should be compacted to a minimum of Coast Geotechnical September 7,2006 WO P-503076 Page 3 90 percent of the laboratory maximum dry density Scarification should extend a minimum of 5 0 lateral feet beyond the building footprint Scarification, moisture conditioning and compaction should be observed and tested by a representative of the geotechmcal engineer Additional recommendations may be necessary, at that time Remedial grading should include settlement sensitive exterior improvement areas, including driveways and patios Foundations Footings should be founded the design depth below the lowermost grade, at the time of foundation construction The base of footings should be maintained a minimum horizontal distance of 10 lateral feet to the face of the nearest slope Drainage Drainage design is the responsibility of the project designer However, in general, pad water should be directed away from foundations and should not be allowed to pond Preliminary Geotechnical Report All of the recommendations m the Preliminary Geotechnical Report and Rough Grading Report which are not superceded by this report remain applicable and should be implemented during the design and construction phases Coast Geotechnical September 7,2006 WO P-503076 Page 4 LIMITATIONS The findings and opinions presented herein have been made in accordance with generally accepted professional principals in the fields of engineering geology and soils engineering No warranty is expressed or implied If you have any questions regarding this report, please contact our office Reference to our Job No P-503076 will help expedite a response to your inquiry Respectfully submitte COAST GEOTEC CERTIFIED ENGINEERINGMark Burwell, C E Engineering Geologi Vithaya Singhanet, Geotechnical Engmi Enclosure Grading Guidelines Coast Geotechnical September 7, 2006 WO P-503076 PageS REFERENCES 1) SUPPLEMENTAL REPORT OF COMPACTION TEST RESULTS Utility Line Backfill and Street Development Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated June 22, 2004 2) ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated January 7, 2004 3) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12,2001 4) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 1 I ENCLOSURE 1 I II I I 1 H I 1 I I I I GRADING GUIDELINES Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 33 of the Uniform Building Code, the geotechmcal report and the guidelines presented below All of the guidelines may not apply to a specific site and additional recommendations may be necessary during the grading phase Site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the site Non- organic debris or concrete may be placed in deeper fill areas under direction of the Soils engineer Subdrainage 1 During grading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains 2 All subdramage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill 3 Consideration should be given to having subdrams located by the project surveyors Outlets should be located and protected Treatment of Existing Ground 1 All heavy vegetation, rubbish and other deleterious materials should be disposed of off site 2 All surficial deposits including alluvium and colluvium should be removed unless otherwise indicated in the text of this report Groundwater existing in the alluvial areas may make excavation difficult Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months 3 Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards Fill Placement 1 Most site soil and bedrock may be reused for compacted fill, however, some special processing or handling may be required (see report) Highly organic or contaminated soil should not be used for compacted fill 2 Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer (1) I I 1 I 1 1 1 I I I I If the moisture content or relative density vanes from that acceptable to the Soils engineer, the Contractor should rework the fill until it is in accordance with the following a) Moisture content of the fill should be at or above optimum moisture Moisture should be evenly distributed without wet and dry pockets Pre-watenng of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils b) Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency In this case, the testing method is ASTM Test Designation D-1557-91 Side-hill fills should have a minimum equipment-width key at their toe excavated through all surficial soil and into competent material (see report) and tilted back into the hill As the fill is elevated, it should be benched through surficial deposits and into competent bedrock or other material deemed suitable by the Soils Engineer Rock fragments less than six inches in diameter may be utilized in the fill, provided a) They are not placed in concentrated pockets, b) There is a sufficient percentage of fine-grained material to surround the rocks, c) The distribution of the rocks is supervised by the Soils Engineer Rocks greater than six inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal In clay soil large chunks or blocks are common, if in excess of six (6) inches minimum dimension then they are considered as oversized Sheepsfoot compactors or other suitable methods should be used to break the up blocks The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades Compaction equipment should compact each lift along the immediate top of slope Slopes should be back rolled approximately every 4 feet vertically as the slope is built Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope (2) In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved Finish grade testing of the slope should be performed after construction is complete Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day 9 Fill over cut slopes should be constructed in the following manner a) All surficial soils and weathered rock materials should be removed at the cut-fill interface b) A key at least 1 equipment width wide (see report) and tipped at least 1 foot into slope should be excavated into competent materials and observed by the Soils Engineer or his representative c) The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation 10 Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick compacted fill blanket (or as indicated in the report) 11 Cut pads should be observed by the Geologist to evaluate the need for overexcavation and replacement with fill This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones, and/or due to differing expansive potential of materials beneath a structure The overexcavation should be at least three feet Deeper overexcavation may be recommended in some cases 12 Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located Grading Observation and Testing 1 Observation of the fill placement should be provided by the Soils Engineer during the progress of grading 2 In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed This criteria will vary depending on soil conditions and the size of the fill In any event, an adequate number of field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained 3 Density tests may be made on the surface material to receive fill, as required by the Soils Engineer (3) 4 Cleanouts, processed ground to receive fill, key excavations, subdrams and rock disposal should be observed by the Soils Engineer prior to placing any fill It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation 5 A Geologist should observe subdram construction 6 A Geologist should observe benching prior to and during placement of fill Utility Trench Backfill Utility trench backfill should be placed to the following standards 1 Ninety percent of the laboratory standard if native material is used as backfill 2 As an alternative, clean sand may be utilized and flooded into place No specific relative compaction would be required, however, observation, probing, and if deemed necessary, testing may be required 3 Exterior trenches, paralleling a footing and extending below a 1 1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard Sand backfill, unless it is similar to the inplace fill, should not be allowed in these trench backfill areas Density testing along with probing should be accomplished to verify the desired results (4) COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGIST'S June 22, 2004 Brooks A Worthing BA Worthing, Inc 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 Subject SUPPLEMENTAL REPORT OF COMPACTION TEST RESULTS Utility Line Backfill and Street Development Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Dear Mr Worthing This report presents the results of our observations and testing of utility trench backfill and pavement subgrade and base materials for James Drive Lot development was discussed in our Rough Grading Report, dated January 7, 2004 The results of our observations and selective testing suggest that the trench backfill, street subgrade and base materials were adequately placed and compacted If you have any questions, please do not hesitate to contact us at (858) 755-8622 This opportunity to be of service is greatly appreciated Respectfully submitted, COAST GEOTEC R* ,*5<m ^2109 •c\^V Exp 5-31-06 CERTIFIED ENGINEERING Engineering GeologistVk^f!^^ ^toFCAU^ -! Mark Burwell, C E (Brfr , Vithaya Smghane Geotechnical Engf 779 ACADEMY DRIVE • SOI ANA BEACH CALIFORNIA 92075 (858) 755-8522 • FAX (858) 7559126 SUPPLEMENTAL REPORT OF COMPACTION TEST RESULTS Utility Line Backfill and Street Development Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared for Brooks A Worthing BA Worthing, Inc 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 June 22, 2004 WO G-304099 Prepared by COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 Coast Geotechnical June 22, 2004 WO G-304099 Page 3 INTRODUCTION This report presents the results of our observation and density testing for the sewer line, gas line and storm drain backfill for the development of James Drive This report also includes testing of pavement subgrade and base materials for James Drive The results of our density tests are presented on Tables 1-6 The approximate locations of field density tests are shown on the enclosed Grading Plan, prepared by Land Space Engineering LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed m accordance with ASTM D 1557-91 Field density tests were performed in accordance with ASTM D 1556 The results of the laboratory maximum dry density, for the soil types used as compacted fill, are summarized below Description Tan to brown silty, fine and medium-grained sand Reddish brown fine and medium-grained sand Class 2 base Maximum Dry Density (pcf) 1278 Optimum Moisture (%) 102 Soil Type A 1290 1340 100 98 B C Coast Geotechnical June 22, 2004 WO G-304099 Page 4 GEOTECHNICAL CONDITIONS The property is underlain at shallow depths by Pleistocene terrace deposits The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps The terrace deposits are covered by residual soil PAVEMENT SECTION The structural section was recommended in our Pavement Section Report, dated November 25,2003 The recommended structural section included 4 0 inches of asphaltic paving, on 6 0 inches of select base, on 12 inches of recompacted subgrade deposits DISCUSSION Underground utilities and backfill were constructed by L V Holderby Jr , Engineering Contractor Paving and subgrade preparation were performed by Joe's Paving The following is a brief discussion of the general grading and backfilling operations, as they were performed on the project 1) During the course of grading for James Drive, soft and loose backfill deposits were noted along portions of the sewer trench and laterals The sewer trench and laterals were previously constructed by Len Holderby Backfill observation and testing was performed by North County Compaction Engineering Coast Geotechmcal June 22, 2004 WO G-304099 PageS 2) Where soft, loose deposits were encountered in the sewer line and laterals, the materials were removed and/or recompacted to a minimum of 90 percent of the laboratory maximum dry density 3) Utilities included a water line, gas line and storm dram 4) On-site granular deposits were used as trench backfill The backfill was placed in 8 0 inch lifts, moistened as required and compacted with a sheepsfoot attached to a backhoe Hand- operated compaction equipment was utilized around concrete drainage boxes and other areas of limited accessibility 5) The street subgrade was scarified to a depth of 12 inches, moistened as required and compacted with a motorized compactor Localized areas showing excessive moisture were excavated and replaced with Class 2 base materials 6) Class 2 base was placed and compacted with a motorized compactor Hand operated compaction equipment was used, in part, along curb/gutter areas and the sidewalk CONCLUSIONS Based on the results of our selective testing, water line, gas line and storm dram backfill were compacted to a minimum of 90 percent of the laboratory maximum dry density The street subgrade Coast Geotechnical June 22, 2004 WO G-304099 Page 6 and Class 2 base section were compacted to a minimum of 95 percent of the laboratory maximum dry density LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval to slopes or grades on the subject property, subsequent to the issuance of this report All ramps made though slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction This office assumes no responsibility for loose deposits cast over slopes or other areas on the site Drainage, landscape irrigation and other sources of water should not be allowed to migrate under pavement sections This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical Enclosures Table I -VI Grading Plan Coast Geotechnical June 22, 2004 W O G-304099 Page? REFERENCES 1) ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated January 7, 2004 2) PAVEMENT SECTION James Drive Carlsbad Tract 98-16 Carlsbad, California Prepared by Coast Geotechnical Dated November 25, 2003 3) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12, 2001 4) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 ENCLOSURES FIELD AND LABORATORY TEST RESULTS TABLE I Date 08/15/03 Wl 10/06/03 W2 10/06/03 W3 10/10/03 W4 10/10/03 W5 10/15/03 W6 10/15/03 W7 10/16/03 W8 10/23/03 W9 Date 03/12/03 SI 03/12/03 S2 08/08/03 S3 Field Dry Density and Moisture (Waterline Backfill) Test No Wl W2 W3 W4 W5 W6 W7 W8 W9 Test Location See Map See Map See Map See Map See Map See Map See Map See Map See Map Height Of Fill Approx 2 0 ' 2 0 ' 2 0' 4 0 ' 6 0 ' 3 0 ' 2 5' S G S G TABLE Moisture Content % 10 4 11 1 10 5 10 9 9 9 11 4 10 7 12 3 10 7 II Field Dry Density and Moisture (Sewer Trench Backfill) Test No SI S2 S3 Test Location See Map See Map See Map Height Of Fill Approx 2 0' 4 0' 3 0' Moisture Content % 10 5 11 3 12 4 Content Dry Density 120 0 119 8 115 2 120 3 117 7 116 6 118 7 124 4 121 9 Content Dry Density (pcf) 116 5 118 0 122 7 Relative % Compaction 94 94 90 94 92 91 93 97 95 Relative % Compaction 91 93 95 Soil Type A A A A A A A A A Soil Type A A B (Page 1 of 4; FIELD AND LABORATORY TEST RESULTS TABLE II(Continued) Field Dry Density and Moisture Content (Sewer Trench Backfill) Height Moisture Dry Relative Date Note Test e No '08/03 S4 '11/03 S5 '11/03 S6 Test Location See Map See Map See Map Of Fill Content Density % Approx % (pcf) Compaction 20' 11 9 50' 10 6 60' 98 122 4 95 120 9 94 120 2 93 SI and S2 removal of soft wet areas of previous placed backfill replacement with on- site compacted materials Soil Type B B B and S3 and S6 relocation of sewer laterals TABLE III Field Dry Test .e No 21/03 Gl 21/03 G2 21/03 G3 22/03 G4 22/03 G5 Test Location See Map See Map See Map See Map See Map Density and Moisture Content (Gas Main Backfill) Height Moisture Of Fill Content Approx % 20' 91 30' 11 2 20' 10 8 S G 11 1 S G 10 1 Dry Relative Density % (pcf) Compaction 122 1 96 121 1 95 119 3 93 118 5 93 116 5 91 Soil Type A A A A A (Page 2 of 4) FIELD AND LABORATORY TEST RESULTS TABLE IV Field Dry Density and Moisture Content (Storm Drain Backfill) Date 06/04/03 06/05/03 06/05/03 06/06/03 06/09/03 06/09/03 Date 11/17/03 11/17/03 11/17/03 01/06/04 01/08/04 01/13/04 Test No SD1 SD2 SD3 SD4 SD5 SD6 Test No SGI SG2 SG3 SG4 SG5 SG6 Test Location See Map See Map See Map See Map See Map See Map Field Dry Height Of Fill Approx 2 0 ' 2 0 ' 2 0' 4 0' 2 0' 2 5' TABLE Moisture Content % 12 3 13 0 11 2 10 2 12 9 13 6 V Density and Moisture (Street Subgrade) Height Test Of Fill Location Approx Curb/Gutter 1 0 ' Curb/Gutter 1 0 ' Curb/Gutter 1 0 ' Street Street Street 1 5 ' 2 0' 1 0' Moisture Content % 9 8 9 3 8 9 7 2 6 9 10 6 Dry Density 116 0 115 5 121 2 120 2 122 6 122 5 Content Dry Density 120 9 120 8 123 1 120 7 127 6 118 0 Relative Compaction 91 90 95 94 96 96 Relative Compaction 95 95 96 95 95 92* Soil Type A A A A A A Soil Type A A A A C A (Page 3 of 4) FIELD AND LABORATORY TEST RESULTS TABLE V (Continued) Field Dry Density and Moisture Content (Street Subgrade) Height Moisture Dry Relative Date 01/13/04 01/13/04 01/13/04 01/14/04 Test No SG7 SG8 SG9 SG10 Test Location Street Street Street Street Failed test, recompacted, Date 01/15/04 01/15/04 01/15/04 01/15/04 Test No Bl B2 B3 B4 Field Dry Test Location Street Street Street Street Of Fill Approx 1 0' 1 0' 1 0 ' 1 0' retest No TABLE Content 12 1 9 7 11 2 8 6 10 VI Density and Moisture (Base Materials) Height Of Fill Approx 6 0" 6 0" 6 0" 6 0" Moisture Content 11 2 10 8 12 1 11 6 Density % (pcf) Compaction 122 8 96 122 0 96 122 9 96 121 6 95 Content Dry Relative Density % (pcf) Compaction 126 6 95 129 4 96 127 7 95 128 2 96 Soil A A A A Soil Type C C C C (Page 4 of 4! G-304099 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS January 7, 2004 Brooks A Worthing BA Worthing, Inc 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 Subject ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California References 1) 2) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12, 2001 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 Dear Mr Worthing In response to your request, we have performed field observations and testing during the rough grading phase on the above referenced property The results of our density tests and laboratory testing are presented in this report This report covers the rough grading of the five (5) residential lots Additional reports will be required for street improvements and utility trench backfill which are currently under construction 779 ACADEMY DRIVE • SOLANA BEACH CALIEORNIA 92075 (858) 755-8h22 • EAX (858) 755-9126 Coast Geotechnical January 7, 2004 W O G-304099 Page 2 Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density The control of drainage from lot development is essential to the future performance of proposed residential structures If you have any questions, please do not hesitate to contact us at (858) 755-8622 This opportunity to be of service is greatly appreciated Respectfully submitted, COAST GEOTEC Exp 5-31-04 i H CERTIFIED ENGINEERING GEOLOGIST/ *j, Mark Burwell, C ElGjr Engineering Geologist Vithaya Singhane; Geotechnical En 1 I 1 I I ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California 1 i i 1 i 1 I 1 I I 1 Prepared for Brooks A Worthing BA Worthing, Inc 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 January 7, 2004 WO G-304099 Prepared by COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 Coast Geotechnical January 7, 2004 WO G-304099 Page 4 INTRODUCTION This report presents the results of our observations and field density testing on the subject property during rough grading The project included the removal and recompaction of soil and weathered terrace deposits, and the placement of fill materials in five (5) residential lots The approximate locations of field density tests are shown on the enclosed Grading Plan, prepared by Land Space Engineering LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-91 Field density tests were performed in accordance with ASTM D 1556 The results of the laboratory maximum dry density, for the soil type used as compacted fill on the site, is summarized below Maximum Dry Density Optimum Description (p c f) Moisture (%) Soil Type Tan to brown silty, fine and medium-grained sand 1278 102 A GEOTECHNICAL CONDITIONS The property is underlain at shallow depths by Pleistocene terrace deposits The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps The terrace deposits are covered by residual soil Coast Geotechnical January 7, 2004 WO G-304099 Page 5 DISCUSSION The grading contractor on this project was Mike Warner Grading Grading was performed from January to April 2003 The following is a discussion of the general grading operations, as they were performed on the project 1) All surface deleterious material was removed in the residential lots, prior to removals 2) The soil and weathered terrace deposits were removed in the five (5) residential lots and stockpiled The removals extended to a depth of approximately 2 0 to 3 5 feet below grade and generally extended to within 2 0 lateral feet from the property line 3) Stockpiled soils were generally mixed and placed in loose lifts of approximately 6 0 inches, moistened to about optimum moisture content and compacted Compaction was accomplished by track and wheel rolling with a Caterpillar 963 and 613 loaders, and a D-4 dozer 4) Additional soils needed to achieve pad grade were generated on-site, predominantly from the proposed street, James Drive Minor imported sandy deposits were also used 5) The depth of fill on each of the residential lots is approximately 3 5 to 4 0 feet Coast Geotechnical January 7, 2004 WO G-304099 Page 6 6) Based on our experience and laboratory testing, the fill deposits have a potential expansion in the low range CONCLUSIONS AND RECOMMENDATIONS 1) Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density as suggested by our test results 2) The soil parameters recommended in the referenced Preliminary Geotechnical Investigation for foundations and slab design remain valid However, seismic design parameters have been updated as indicated below Seismic Design Parameters 0997 Uniform Building Code) Soil Profile Type - SD Seismic Zone - 4 Seismic Source - Type B Near Source Factor (Nv) - 1 1 Near source Acceleration Factor (NJ - 1 0 Seismic Coefficients Ca = 0 44 Cv = 0 67 Design Response Spectrum Ts = 0612 T =0 1221 0 Nearest Type B Fault Newport-Inglewood 5 4 miles Coast Geotechnical January 7, 2004 WO G-304099 Page? 3) The following pavement section is recommended for the proposed driveways 3 0 inches of asphaltic paving or 4 0 inches of concrete on 4 0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials Class 2 base materials should have a minimum R-value of 78 and a minimum sand equivalent of 30 Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density The pavement section should be protected from water sources Migration of water into subgrade deposits and base materials could result in pavement failure 4) We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit The bedding should be flooded in place to fill all the voids around the conduit Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another Coast Geotechnical January 7, 2004 WO G-304099 PageS 5) Positive site drainage should be maintained at all times Water should be directed away from foundations and not allowed to pond or seep into the ground or migrate under concrete flatwork or pavement sections 6) A copy of the residential plans should be submitted to this office for review, prior to construction Additional recommendations may be necessary at that time 7) All the recommendations in the referenced Preliminary Geotechnical Investigation which are not superseded by this report remain valid and should be implemented during the construction phase Coast Geotechmcal January 7, 2004 W O G-304099 Page 9 LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval, subsequent to the issuance of this report All areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction It should be noted that density (compaction) testing is conducted on a very small volume of the fill The intent is to provide an opinion, based on selective testing and observation during fill placement This study has been provided solely for the benefit of the client and is m no way intended to benefit or extend any right or interest to any third party This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechmcal Enclosures Table I Grading Plan ENCLOSURES FIELD AND LABORATORY TEST RESULTS TABLE I Field Dry Test Test Date No Location 02/04/03 1 Lot 4 02/04/03 2 Lot 4 02/04/03 3 Lot 5 02/05/03 4 Lot 3 04/22/03 5 Lot 1 04/22/03 6 Lot 2 04/22/03 7 Lot 1 Density and Moistur Height Moisture Of Fill Content Approx % 30' 98 20' 10 9 20' 11 0 20' 10 0 40' 89 40' 91 30' 92 Dry Relative Density % (pcf) Compaction 122 3 121 1 119 5 118 9 116 7 115 5 115 6 96 95 94 93 91 90 90 Soil Type A A A A A A A G-304099 ;v COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS September 23, 1999 Brooks A Worthing BA Worthing, Inc 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 RE PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 , Buena Vista Way Carlsbad, California Dear Mr Worthing In response to your request and in accordance with our Proposal and Agreement dated August 16, 1999, we have performed a preliminary geologic and soils engineering investigation on the subject site for the proposed minor subdivision The findings of the investigation, laboratory test results and recommendations for site development and foundation design are presented in this report From a geologic and soils engineering point of view, it is our opinion that the site is suitable for the proposed development, provided the recommendations in this report are implemented during the design and construction phases If you have any questions, please do not hesitate to contact us at (858) 755-8622 This opportunity to be of service is appreciated Respectfully submij COAST GEOTEC 21095-31-°4 CFRTIFIED ENGINEERING ncG: .OGISTMark Burwell, C Engineering Geolo00 Vithaya Smghanet^ Geotechmcal Engineer 779 ACADEMY DRIVE • SO LAN A BEACH CALIFORNIA 92075 (858) 755-8622 • FAX (858) 7559126 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared For. Brooks A. Worthing BA Worthing, Inc 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 920O8 September 23, 1999 W O. P-3O4099 Prepared By COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 TABLE OF CONTENTS VICINITY MAP INTRODUCTION 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 5 SITE INVESTIGATION 6 LABORATORY TESTING 7 GEOTECHNICAL CONDITIONS 8 CONCLUSIONS 11 RECOMMENDATIONS 12 A GRADING 12 j B BUILDING PADS-REMOVALS/RECOMPACTION 13 C TEMPORARY SLOPES/EXCAVATION CHARACTERISTICS 14 D FOUNDATIONS 14 E SLABS ON GRADE (INTERIOR AND EXTERIOR) 15 F SETTLEMENT CHARACTERISTICS 15 G SEISMIC CONSIDERATIONS 16 H UTILITY TRENCH 16 I PRELIMINARY PAVEMENT DESIGN 17 J DRAINAGE 17 K GEOTECHNICAL OBSERVATIONS 18 L PLAN REVIEW 18 LIMITATIONS 18 REFERENCES 21 APPENDICES APPENDIX A LABORATORY TEST RESULTS EXPLORATORY TRENCH LOGS TENTATIVE PARCEL MAP (REAR POCKET) APPENDIX B EARTHQUAKE FAULT ANALYSIS REGIONAL FAULT MAP APPENDIX C GRADING GUIDELINES VICINITY MAP SCALE 1 11,200 Coast Geotechnical September 23, 1999 WO P-304099 Page 5 INTRODUCTION This report presents the results of our geotechnical investigation on the subject property The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the property, the engineering properties of the surficial deposits and their influence on the proposed five (5) lot residential development SITE CONDITIONS The subject property is located just west of Valley Street, along the north side of Buena Vista Way, in the city of Carlsbad The site includes approximately 1 5 acres of gently sloping terrain which topographically forms a shallow basin Maximum relief on the site is ten (10) vertical feet The property is bounded along the east by developed residential lots and to the immediate west by vacant land The southern and western portion of the property has been used to stockpile isolated mounds of soil and construction debris Vegetation in this area is limited to bushes and several palm trees The eastern portion of the property has been recently disced and includes several mature palm trees Drainage is generally by sheet flow to the south However, due to the shallow basin terrain, a considerable amount of ponding and infiltration probably occurs during periods of prolonged rains PROPOSED DEVELOPMENT Plans for the proposed development of the property were prepared by Land Space > Jl Coast Geotechmcal September 23, 1999 WO P-304099 Page 6 Engineering The project includes dividing approximately 1 5 acres into five (5) separate lots Access to the lots will be via a proposed road along the western property line The proposed road (James Drive) will extend approximately 300 lateral feet to the north from Buena Vista Way to a proposed cul-de-sac The proposed road will provide direct access to Lot Nos 1, 3, 4 and 5 Access to Lot 2, a flag lot, will be via a driveway extending 170j+ feet east from the proposed road Grading for the proposed road will include 2 1 (horizontal to vertical) cut and fill slopes up to 7 0 feet and 5 0 feet, respectively Grading of residential lots will include minor cuts and fills up to 2 5 feet SITE INVESTIGATION Site exploration included four (4) exploratory trenches excavated with a tractor-mounted backhoe to a maximum depth of 10 feet Earth materials encountered were visually classified and logged by our field engineering geologist Undisturbed, representative samples of earth materials were obtained at selected intervals Samples were obtained by driving a thin walled steel sampler into the desired strata The samples are retained in brass rings of 2 5 inches outside diameter and 1 0 inches in height The central portion of the sample is retained in close fitting, waterproof containers and transported to our laboratory for testing and analysis Coast Geotechnical September 23, 1999 W O. P-304099 Page? LABORATORY TESTING Classification The field classification was verified through laboratory examination, in accordance with the Unified Soil Classification System The final classification is shown on the enclosed Exploratory Logs Moisture/Density The field moisture content and dry unit weight were determined for each of the undisturbed soil samples This information is useful in providing a gross picture of the soil consistency or variation among exploratory excavations The dry unit weight was determined in pounds per cubic foot The field moisture content was determined as a percentage of the dry unit weight Both are shown on the enclosed Laboratory Tests Results and Exploratory Logs Maximum Dry Density/Optimum Moisture Content The maximum dry density and optimum moisture content were determined for selected samples of earth materials taken from the site The laboratory standard tests were in accordance with ASTM D-1557-91 The results of the tests are presented in the enclosed Laboratory Test Results Shear Test Shear tests were performed in a strain-control type direct shear machine The rate of Coast Geotechnical September 23, 1999 W O. P-304099 PageS deformation was approximately 0025 inches per minute Each sample was sheared under varying confining loads in order to determine the Coulomb shear strength parameters, cohesion and angle of internal fnction Samples were tested in a saturated condition The results are presented in the enclosed Laboratory Test Results GEOTECHNICAL CONDITIONS The subject property is located in the Coastal Plains Physiographic Province of San Diego The property is underlain at shallow depths by Pleistocene terrace deposits The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps The terrace deposits are covered by relatively thin residual soil deposits A brief description of the earth materials encountered on the site is discussed below Dump Fill The southern and western portion of the site is covered, in part, by eight to ten isolated mounds of fill which have been dumped on the property The isolated mounds do not exceed 3 0 feet in height and are composed of various soil types ranging from silty sand to sandy clay Intermixed with some of the mounds is construction debris ranging from concrete and block fragments to roots and plastic Residual Soil Approximately 1 5 to 2 0 feet of brown silty and fine-grained sand was encountered in the Coast Geotechnical September 23, 1999 WO P-304099 Page 9 exploratory excavations The soil is generally dry and loose The contact with the underlying terrace deposits is gradational Numerous large rodent borings extending to a depth of 18 inches or more were observed in the eastern portion of the property Terrace Deposits Underlying the surficial materials, Pleistocene terrace deposits are present The sediments are composed of reddish brown weakly cemented, fine and medium-grained sand The upper 2 0 feet of the sedimentary unit is generally dry and weathered Below this zone, the terrace deposits become increasingly moist and dense Regionally, the Pleistocene sands are considered flat-lying and are underlain by Eocene-age sedimentary rock units Expansive Soil Based on our experience in the area and previous laboratory testing of selected samples, the soil and terrace deposits reflect an expansion potential in the low range Ground Water No evidence of perched or high ground water tables were noted during exploration However, the Pleistocene terrace deposits are relatively pervious and infiltrated water generally migrates down to and along the terrace deposit/Santiago Formation contact It should be noted that seepage problems can develop after completion of construction These seepage problems most often result from drainage alterations, landscaping and «*, Coast Geotechnical September 23, 1999 W.O P-304099 Page 10 over-irrigation In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual basis Tectonic Setting The site is located within the seismically active southern California region which is generally characterized by northwest trending Quaternary-age fault zones Several of these fault zones and fault segments are classified as active by the California Division of Mines and Geology (Alquist-Pnolo Earthquake Fault Zoning Act) Based on a review of published geologic maps, no known faults transverse the site Several steeply dipping short fault segment have been mapped in the regional area of the site These northeast trending faults are exposed in the Eocene-age rocks of the Santiago Formation but not in the overlying Pleistocene terrace deposits and are presumably inactive The nearest active fault is the offshore Rose Canyon Fault Zone located approximately 5 4 miles west of the site It should be noted that the Rose Canyon Fault is not a continuous, well-defined feature but rather a zone of right stepping en echelon faults The complex series of faults has been referred to as the Offshore Zone of Deformation (Woodward- Clyde, 1979) and is not fully understood Several studies suggest that the Newport- Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults (Treiman, 1984) Further studies along the complex offshore zone of faulting may Coast Geotechnical September 23, 1999 WO P-304099 Page 11 indicate a potentially greater seismic risk than current data suggests Other faults which could affect the site include the Coronado Bank, Elsmore, San Jacmto and San Andreas Faults The proximity of major faults to the site and site parameters are shown on the enclosed Earthquake Fault Analysis Liquefaction Potential Liquefaction is a process by which a sand mass loses its shearing strength completely and flows The temporary transformation of the material into a fluid mass is often associated with ground motion resulting from an earthquake Owing to the moderately dense nature of the Pleistocene terrace deposits and the anticipated depth to ground water, the potential for seismically induced liquefaction and soil instability is considered low CONCLUSIONS 1) The subject lot is located in an area that is relatively free of potential geologic hazards such as landshdmg, liquefaction, high ground water conditions and seismically induced subsidence 2) The existing dry soil and weathered terrace deposits are not suitable for the support of structural footings or concrete flatwork <*, Coast Geotechnical September 23, 1999 WO P-304099 Page 12 3) In order to provide a more uniform support for proposed footings and slabs, the soil and weathered terrace deposits in the building envelope should be removed to a minimum depth of 3 5 feet below the existing grade and replaced as properly compacted fill The removal depth should be such that a minimum of 18 inches of compacted fill underlies the base of proposed footings RECOMMENDATIONS Grading A minimum 12 foot wide key excavated a minimum of 2 0 feet (along the outside edge) into competent formational rock should be constructed along the base of the proposed fill slope All fill should be benched into the underlying competent formational rock units The existing earth deposits are generally suitable for reuse, provided they are cleaned of all roots, vegetation, debris and rocks larger than 6 0 inches, and thoroughly mixed Fill should be placed in 6 0 to 8 0 inch loose Lifts, moistened as required to 1 0- 2 0 percent above optimum moisture, and compacted to a minimum of 90 percent of the laboratory maximum dry density Fill and cut slopes should be constructed at a maximum gradient of 2 1 (horizontal to vertical) A V-type interceptor drain or brow ditch is recommended along the top of the cut slope in order to prevent drainage from flowing onto the slope face Additional recommendations will be presented should any unforeseen conditions be encountered during grading Imported fill, if necessary, should be approved by this firm Additional recommendations for road subgrade preparation Coast Geotechnical September 23, 1999 WO P-304099 Page 13 and pavement section design may be necessary during the grading phase A copy of our grading guidelines is included and should be considered as part of this report Building Pads-Removals/Recompaction The existing soil and weathered terrace deposits should be removed to a minimum depth of 3 5 feet below the existing grade and 18 inches below the base of proposed footings and replaced as properly compacted fill Removals should include the entire building pad extending a minimum of 10 0 feet beyond the building footprint Consideration should be given to extending removals and recompaction in areas of exterior concrete flatwork, pavement and other structures sensitive to settlement Most of the existing earth deposits are generally suitable for reuse, provided they are cleared of all vegetation, debris and thoroughly mixed Prior to placement of fill, the base of the removal should be observed by a representative of this firm Additional overexcavation and recommendations may be necessary at that time The exposed bottom should be scarified to a minimum depth of 6 0 inches, moistened as required and compacted to a minimum of 90 percent of the laboratory maximum dry density Fill should be placed in 6 0 to 8 0 inch lifts, moistened to approximately 10-20 percent above optimum moisture content and compacted to a minimum of 90 percent of the laboratory maximum dry density Imported fill, if necessary, should consist of non-expansive granular deposits approved by the geotechmcal engineer Coast Geotechnical September 23, 1999 WO P-304099 Page 14 Temporary Slopes/Excavation Characteristics Temporary excavations which exceed a vertical height of 3 5 feet should be trimmed to a gradient of 1 1 or less The Pleistocene Terrace deposits may contain hard concretion layers However, based on our experience in the area, the sandstone is nppable with conventional heavy earth moving equipment in good working order Foundations The following design parameters are based on an anticipated expansion potential in the low range Footings for proposed residences and garages should be a minimum of 12 inches wide and founded a minimum of 12 and 18 inches below the lower most adjacent subgrade at the time of foundation construction for single-story and two-story structures, respectively A 12 inch by 12 inch grade beam should be placed across the garage opening Footings should be reinforced with a minimum of four No 4 bars, two along the top of the footing and two along the base Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in heu of the project structural engineer's design For design purposes, an allowable bearing value of 1500 pounds per square foot may be used for foundations at the recommended footing depths The bearing value indicated above is for the total dead and frequently applied live loads This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces Coast Geotechnical September 23, 1999 W O. P-304099 Page 15 Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure A coefficient of friction of 0 35 may be used with dead- load forces A passive earth pressure of 250 pounds per square foot, per foot of depth of approved fill penetrated to a maximum of 1500 pounds per square foot may be used Slabs on Grade (Interior and Exterior) Slabs on grade should be a minimum of 4 0 inches thick and reinforced in both directions with No 3 bars placed 18 inches on center in both directions The slab should be underlain by a minimum 4 0-inch clean sand blanket Where moisture sensitive floors are used, a minimum 6 0-mil Visqueen or equivalent moisture barrier should be located in the center of the sand blanket Utility trenches underlying the slab may be backfilled with on-site materials, compacted to a minimum of 90 percent of the laboratory maximum dry density Slabs including exterior concrete flatwork should be reinforced as indicated above and provided with saw cuts/expansion joints, as recommended by the project structural engineer All slabs should be cast over dense compacted subgrades Settlement Characteristics Estimated total and differential settlement is expected to be on the order of 3/4 inch and 1/2 inch, respectively It should also be noted that long term secondary settlement due to irrigation and loads imposed by structures is anticipated to be 1/4 inch Coast Geotechnical September 23, 1999 WO P-304099 Page 16 Seismic Considerations Although the likelihood of ground rupture on the site is remote, the property will be exposed to moderate to high levels of ground motion resulting from the release of energy should an earthquake occur along the numerous known and unknown faults in the region The Rose Canyon/Newport-Inglewood Fault Zone is the nearest known active fault and is considered the design earthquake for the site A maximum probable event along the offshore segment of the Rose Canyon Fault is expected to produce a peak bedrock horizontal acceleration of 0 34g and a repeatable ground acceleration of 0 22g Utility Trench We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit The bedding should be flooded in place to fill all the voids around I the conduit Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another Coast Geotechmcal September 23, 1999 W.O P-3O4099 Page 17 Preliminary Pavement Design Testing by this firm suggests an R-value of 43 for Pleistocene sands The following pavement design should be considered preliminary and may need to be revised based on actual conditions encountered during grading 3 0 inches of asphaltic paving on 4 0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials Class 2 base materials should have a minimum R-value of 78 and a minimum sand equivalent of 30 Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density The pavement section should be protected from water sources Migration of water into subgrade deposits and base materials could result in pavement failure Drainage Specific drainage patterns should be designed by the project engineer or architect However, in general, pad water should be directed away from foundations and around the structure to the street Roof water should be collected and conducted to hardscape or the street, via non-erodible devices Pad water should not be allowed to pond Coast Geotechnlcal September 23, 1999 W.O P-304099 Page 18 Vegetation adjacent to foundations should be avoided If vegetation in these areas is desired, sealed planter boxes or drought resistant plants should be considered Other alternatives may be available, however, the intent is to reduce moisture from migrating into foundation subsoils Irrigation should be limited to that amount necessary to sustain plant life All drainage systems should be inspected and cleaned annually, prior to winter rams Geotechmcal Observations Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel and forms All fill should be placed while a representative of the geotechmcal engineer is present to observe and test Plan Review A copy of the final plans should be submitted to this office for review prior to the initiation of construction Additional recommendations may be necessary at that time LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into plans 1 • • . • Coast Geotechnical September 23, 1999 WO P-304099 Page 19 If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether modifications are needed No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on-site review is performed during the course of construction The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property The subsurface conditions, excavation characteristics and geologic structure discussed should in no way be construed to reflect any variations which may occur among the exploratory excavations Please note that fluctuations in the level of ground water may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein Coast Geotechnical assumes no responsibility for variations which may occur across the site The conclusions and recommendations of this report apply as of the current date In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge Consequently, the conclusions and recommendations of this report may be rendered wholly or partially Coast Geotechnical September 23, 1999 W.O. P-304099 Page 20 invalid by events beyond our control This report is therefore subject to review and should not be relied upon after the passage of two years The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechmcal field However, in no respect do we guarantee the outcome of the project This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical Coast Geotechnical September 23, 1999 WO P-304099 Page 21 REFERENCES 1 Petersen, M D , Bryant, W A , Cramer, C H , Cao, T , Reichle, M S , Frankel, A D , Lienkaemper, JJ , McCrory, PA , and Schwartz, D P , 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Department of Conservation, Division of Mines and Geology Open File Report 96-08, 59 page 2 Hays, Walter W, 1980, Procedures for Estimating Earthquake Ground Motions, Geological Survey Professional Paper 1114, 77 pages 3 Seed, H B , and Idnss, I M , 1970, A Simplified Procedure for Evaluating Soil Liquefaction Potential Earthquake Engineering Research Center 4 Tan, S S , and Giffen, D G , 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, Plate 35A, Open-File Report 95- 04, Map Scale 1 24,000 5 Treiman, J A , 1984, The Rose Canyon Fault Zone, A Review and Analysis, California Division of Mines and Geology MAPS/AERIAL PHOTOGRAPHS 1 Aerial Photograph, 1982, Foto-Map D-7, Scale 1" = 2000' 2 California Division of Mines and Geology, 1994, Fault Activity Map of California, Scale 1"=750,000' 3 Geologic Map of the Oceanside, San Luis Rey and San Marcos 7 5' Quadrangles, 1996, DMG Open File Report 96-02 4 Land Space Engineering, 1999, Carlsbad Tract No 98-16, Por Lots 3 and 4, Map 2169, Scale 1"=40' 5 U S G S , 7 5 Minute Quadrangle Topographic Map, Digitized, Scale Variable 1-1 - . . APPENDIX A j j j j j LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D-1557-91) Sample Max Dry Optimum Location Density (pcf) Optimum Content T-l @ 1 5'-3 5' 127 8 10 2 TABLE II Field Dry Density and Moisture Content Sample Field Dry Field Moisture Location Density Content (pcf) % T-l @ 3 0' 115 9 65 T-l @ 5 0' 114 6 12 0 T-l @ 7 0' 112 9 14 2 T-2 @ 1 0' 96 2 62 T-2 @ 3 0' 105 5 99 T-2 @ 4 0' 118 2 13 0 T-3 @ 2 0' 98 3 82 T-3 @ 4 0' 108 0 11 2 T-4 @ 2 5' 117 9 80 T-4 @ 3 51 122 4 94 T-4 @ 6 0' 118 0 12 6 (Page 1 of 2) TABLE III Direct Shear Test Results Sample Location T-l @ 1 0'-3 0' (Remolded) Angle of Internal Friction 0 30 Degrees Apparent Cohesion (psf) 120 (Page 2 of. 2) P-304099 LOG OF EXPLORATORY TRENCH NO. 1 o8. >* £g 06 Q 1159 1146 1129 g | 5u I£0 65 120 142 1 w §w 5 Qwi V) 8 £<j ^ 0PSO O 3 1 c/3 1 ^a aQ 15800 000 — 15700 _ 100 15600 200 — 15500 __ 300 — 154 00 _ 400 — 15300 _ 500 15200 600 — 15100 700 — 15000 g2y 2>o |||| ||| mi 68MSrS MSHBb9IPs £ wfflff ^1•I'iiJ-JCX-VLM, S I O} C/} U OV) SM SM PROJECT NO P-304099 DATE EXCAVATED 09-23-99 SURFACE ELEV 1 58' (approx ) LOGGED BY MB GEOLOGIC DESCRIPTION SOIL (Qs) Brown silly sand dry loose slightly clayey Note Numerous rodent borings Graditional Contact TERRACE DEPOSITS (Qt) Reddish brn fine and med -grained sand, slightly clayey Dry and weathered in upper 2' From 3 5', Pleistocene become increasingly moist END OF TRENCH @ 9' 800 TRENCH SKETCH N60E 23 QS Qt I'Adl 101 I COAST GEOTECHNICAL LOG OF EXPLORATORY TRENCH NO. 2 cK. Q >- g 962 1055 1182 101 I 800 •^o s —t 'JJg -1rj5s 5 0 1£ W 3 C/3 §c/3 QW £Piw(ftCO O iVw < £ § _io§0oz jjj •% t/3 g ^> 3 S O,WQ 15800 000 15700 _ 100 — 15600 200 — 15500 i no — 15400 400 — 15300 500 — 15200 600 — 15100 700 15000 s? rjs 2;o '•%3<$<%.->>/•> ili IWW^ H 'I i Ifmre.41 f V •I1 Ki-i Smn ^ts* i 41?£', •ere- • ?&?==:lajiifiS£ ^! js^: :-SSCS-: '•i1"™) m ^Oin P GO CO 5O H-J Ooo SM SM PROJECT NO P-304099 DATE EXCAVATED 09-23-99 SURFACE ELEV 1 58' (approx ) LOGGED BY MB GEOLOGIC DESCRIPTION SOIL (Qs) Brown silly sand, dry, loose, slightly clayey Note Numerous rodent borings Graditional Contact TERRACE DEPOSITS (Qt) Reddish brn fine and med -grained sand, slightly clayey Dry and weathered in upper 2 From 3 5', Pleistocene become increasingly moist END OF TRENCH @ 9' TRENCH SKETCH N60E 25 Qs Qt COAST GEOTECHNICAL LOG OF EXPLORATORY TRENCH NO. 3 Q > 04 Q 983 1082 Ou 1 82 11 2 I UJ VJ § CS) Wc/>CQ O I Q § O I a 1 16000 000 15900 100 15800 200 15700 300 15600 400 15500 500 15400 600 15300 O CDu <D '*ml' </5 CO<_! U do C/3 SM SM PROJECT NO P-304099 DATE EXCAVATED 09-23-99 SURFACE ELEV 160' (approx) LOGGED BY MB GEOLOGIC DESCRIPTION FILL (af) Bm silly sand with fragments of cone wood plastic Trash Fill thickens to 3' along N end of trench SOIL (Qs) Brown silty sand dry, loose, slightly clayey Graditional Contact TERRACE DEPOSITS (Qt) Reddish brn , fine and mcd -grained sand slightly clayey Dry and weathered in upper 1 5' From 4 0', Pleistocene become increasingly moist END OF TRENCH @ 7' 700 TRENCH SKETCH N20W Z2 paf Qs afI -V __ Qt I'Adl I 01 I COAST GEOTECHNICAL LOG OF EXPLORATORY TRENCH NO. 4 DRY DENSITY (pcf)1179 1224 1180 MOISTURE CONTENT (°.)80 94 126 I'Adl 1 01 SUBSURFACE WATERNO GROUND WATER OBSERVEDSAMPLE| DEPTH / ELEVATION§— 000 15900 100 — 15800 200 — 15700 — 300 — 15600 — 400 — 15500 — 500 — 15400 — 600 — 15300 — 700 — 15200 _ 800 = 15100 — 900 = 15000 If IPSlxij GRAPHIC LOG3S3S& raSfiii ^'iJP*&•¥•il*8n HP%»• JBHniim?l?< MUK ^~*co U V) D 0) CM 2CJ do CD SM SM PROJECT NO P-304099 DATE EXCAVATED 09-23-99 SURFACE ELEV 1 60' (approx ) LOGGED BY MB GEOLOGIC DESCRIPTION FILL (af) Brn silly sand with fragments of cone wood plastic SOIL (Qs) Brown silly sand, dry, loose, slightly clayey Graditional Contact TERRACE DEPOSITS (Qt) Reddish bm , fine and med -grained sand, slightly clayey Dry and weathered in upper 2' From 4 0', Pleistocene become increasingly moist END OF TRENCH® 10' 1000 TRENCH SKETCH N30W /-af 22' -}'-'- t~ 1 1 L ? ^ - "" ~ "^ « / /Qs \ v af -j, 1 * •• _ _ \, \ f —• —, DUMP FILL tlin-kcns lo 3' Q. _, ' / ^" / .— • COAST GEOTECHNICAL ] 1 APPENDIX B DATE: Saturday, October 2, 1999 ************************************* * * * EQFAULT * * * * Ver. 2.20 * * * * * (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: WORTHING JOB NUMBER: P-304099 JOB NAME: P-304099 SITE COORDINATES: LATITUDE: 33.169 N LONGITUDE: 117.337 W SEARCH RADIUS: 60 mi ATTENUATION RELATION: 2) Campbell & Bozorgnia (1994) Horiz. - Soft Rock UNCERTAINTY (M=Mean, S=Mean+l-Sigma): S SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGSCE.DAT SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) A DETERMINISTIC SITE PARAMETERS Page ABBREVIATED FAULT NAME SAN JACINTO-COYOTE CREEK SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VA SAN JACINTO-SAN BERNARDINO ELSINORE-COYOTE MOUNTAIN ELS INORE- JULIAN ELSINORE-TEMECULA ELSINORE-GLEN IVY WHITTIER CHINO-CENTRAL AVE. (Elsino EARTHQUAKE VALLEY CORONADO BANK NEWPORT- INGLEWOOD (Offshor ROSE CANYON NEWPORT- INGLEWOOD (L.A.Bas PALOS VERDES COMPTON THRUST ELYS IAN PARK THRUST ftpPRfW DISTANCE mi (km) 52 ( 84) 46 ( 74) 46 ( 74) 59 ( 94) 58 ( 94) 24 ( 38) 23 ( 37) 33 ( 53) 50 ( 81) 47 ( 76) 44 ( 70) 22 ( 35) 5 ( 9) 6 ( 9) 45 ( 73) 36 ( 57) 55 ( 89) 57 ( 92) MAX. < MAX. CRED. MAG. 6.80 7.20 6.90 6.70 6.80 7.10 6.80 6.80 6.80 6.70 6.50 7.40 6.90 6.90 6.90 7.10 6.80 6.70 :REDIBLI PEAK SITE ACC. g 0.049 0.083 0.063 0.037 0.041 0.179 0.147 0.095 0.051 0.051 0.048 0.238 0.608 0.599 0.065 0.109 0.065 0.056 S EVENT SITE INTENS MM VI VII VI V V VIII VIII VII VI VI VI IX X X VI VII VI VI IMAX. ] MAX. PROB. MAG. 6.20 6.90 6.80 6.70 6.20 6.40 6.30 6.30 5.90 5.50 5.70 6.30 5.80 5.70 5.60 6.20 5.80 5.80 PROBABL1 PEAK SITE ACC. g 0.029 0.064 0.058 0.037 0.024 0.107 0.100 0.062 0.023 0.020 0.023 0.110 0.335 0.300 0.020 0.050 0.029 0.027 E EVENT SITE INTENS MM V VI VI V V VII VII VI IV IV IV VII IX IX IV VI V V -END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.4 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.608 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.335 g APPENDIX C j j GRADING GUIDELINES Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 33 of the Uniform Building Code, the geotechnical report and the guidelines presented below All of the guidelines may not apply to a specific site and additional recommendations may be necessary during the grading phase Site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the site Non-organic debris or concrete may be placed in deeper fill areas under direction of the Soils engineer Subdrainage 1 During grading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains (see Plate A) 2 All subdramage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill 3 Consideration should be given to having subdrams located by the project surveyors Outlets should be located and protected Treatment of Existing Ground 1 All heavy vegetation, rubbish and other deleterious materials should be disposed of off site 2 All surficial deposits including alluvium and colluvium should be removed unless otherwise indicated in the text of this report Groundwater existing in the alluvial areas may make excavation difficult Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months 3 Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards Rll Placement 1 Most site soil and bedrock may be reused for compacted fill, however, some special processing or handling may be required (see report) Highly organic or contaminated soil should not be used for compacted fill (1) 2 Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer 3 If the moisture content or relative density vanes from that acceptable to the Soils engineer, the Contractor should rework the fill until it is in accordance with the following a) Moisture content of the fill should be at or above optimum moisture Moisture should be evenly distributed without wet and dry pockets Pre- watenng of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils 1 b) Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency In this case, the testing method is ASTM Test Designation D-1557-91 j 4 Side-hill fills should have a minimum equipment-width key at their toe excavated through all surficial soil and into competent material (see report) and tilted back into the hill (Plate A) As the fill is elevated, it should be benched through surficial deposits and into competent bedrock or other material deemed suitable by the Soils Engineer 5 Rock fragments less than six inches in diameter may be utilized in the fill, provided a) They are not placed in concentrated pockets, j b) There is a sufficient percentage of fine-grained material to surround the i rocks, j c) The distribution of the rocks is supervised by the Soils Engineer i 6 Rocks greater than six inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal j 7 In clay soil large chunks or blocks are common, if in excess of six (6) inches ' minimum dimension then they are considered as oversized Sheepsfoot compactors or other suitable methods should be used to break the up blocks (2) 8 The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades Compaction equipment should compact each lift along the immediate top of slope Slopes should be back rolled approximately every 4 feet vertically as the slope is built Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved Finish grade testing of the slope should be performed after construction is complete Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day 9 Fill over cut slopes should be constructed in the following manner a) All surficial soils and weathered rock materials should be removed at the cut-fill interface b) A key at least 1 equipment width wide (see report) and tipped at least 1 foot into slope should be excavated into competent materials and observed by the Soils Engineer or his representative c) The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation 10 Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick compacted fill blanket (or as indicated in the report) 11 Cut pads should be observed by the Geologist to evaluate the need for overexcavation and replacement with fill This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and/or due to differing expansive potential of materials beneath a structure The overexcavation should be at least three feet Deeper overexcavation may be recommended in some cases (3) 12 Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located Grading Observation and Testing 1 Observation of the fill placement should be provided by the Soils Engineer during the progress of grading 2 In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed This criteria will vary depending on soil conditions and the size of the fill In any event, an adequate number of field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained 3 Density tests may be made on the surface material to receive fill, as required by the Soils Engineer 4 Cleanouts, processed ground to receive fill, key excavations,subdrams and rock disposal should be observed by the Soils Engineer prior to placing any fill It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation 5 A Geologist should observe subdram construction 6 A Geologist should observe benching prior to and during placement of fill Utility Trench Backfill Utility trench backfill should be placed to the following standards 1 Ninety percent of the laboratory standard if native material is used as backfill 2 As an alternative, clean sand may be utilized and flooded into place No specific relative compaction would be required, however, observation, probing, and if deemed necessary, testing may be required 3 Exterior trenches, paralleling a footing and extending below a 1 1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard Sand backfill, unless it is similar to the mplace fill, should not be allowed in these trench backfill areas Density testing along with probing should be accomplished to verify the desired results (4) 6* MIN. OVERLAP CLEAN GRAVEL UftTW. MIN )0' MIN. COVER 4*NONPERFORATEO £*»£ LATERAL TO SLOPE FACE AT 100* MTERVAL8 4' 0 NON-PERFORATED PIPEv FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)* 4-0 PERFORATED PIPE 4' MIN. BEDDING SUBDRAIN TRENCH DETAIL KEY, BENCHING AND SUBDRAIN DETAIL PI A11 A 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 periryt ^f"he City will ngjt issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential l/i SfO Number of New Dwelling Units Square Feet of Living Area in New Dwelling. , Second Dwelling Unit Square Feet of Living Area in SOU Residential Additions Net Square Feet New Area Commercial/Industrial Square Feet Floor Area City Certification of Applicant Information SCHOOL Carlsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331-5000) Date S WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encmitas Blvd 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^descgbed project(s), or that the person executing this declaration is authorized to sign on benalfoi the ~**7 Signature Revised 4/20/00 Date ay Avenue • ing Counter Carlsba CA 92008-7314 • (76O) 6O2-270O • (76O) 6O2-271 9 • FAX (760) 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 ~s*-y / rt Jl rrA-O^^L^ (cx/ WALTER FM-A'^ ASSISTAN, " t'^ NTENDENT _CARLSBAL , ,- -D scHOOLDisnuer 6225ELCAi.:N. CARLSBAD,.... Revised 3/30/2006 ( I CARLSBAD UNIFIED SCHOOL DISTRICT \ "^ JEFFERSON ELEMENTARY \ | AVIARA OAKS ELEMENTARY | | CARLSBAD HIGH SCHOOL | | CARLSBAD VILLAGE ACADEMY [ | VALLEY MIDDLE SCHOOL | | BUENA VISTA SCHOOL I J MAGNOLIA ELEMENTARY \ | AVIARA OAKS MIDDLE SCHOOL [ ~^ CALAVERA HILLS SCHOOL \ | PACIFIC RIM | J KELLEY SCHOOL \ | CALAVERA HILLS MIDDLE SCHOOL |~1 HOPE SCHOOL | | OTHER O Q C Q O RECEIVED FROM __ (If Applicable) PARENT OF DATE PAYMENT FOR ApN ACCOUNT NUMBER AMOUNT o 3o3l rf RECEIVED BY N 11 ro- Sigssgs fc!?£222 5>9>iio > 06-14-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07065 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # Project Title Applicant PEG RAMIER 760-603-9046 2796 JAMES DR CBAD PCR 1561424700 Lot# $0 00 Construction Type cb060482 VINEY REVISIONS INCL ADD 100 SFLV=3139SF TOTAL VN Status ISSUED Applied 03/30/2007 Entered By jma Plan Approved 06/14/2007 Issued Inspect Area Owner VINEY NICHOLAS J&MARY A 2326 BYRON PL CARLSBAD CA 92008 06/14/2007 Plan Check Revision Fee Additional Fees $300 00 $000 Total Fees $300 00 Total Payments To Date $300 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 :? FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated By -J HAA Date Address (include BIdg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #Existing Use*-7^e^""USI Description of Work SQ FT #of Stones L**X Wi*je»$e. see I ^•f^^ tt of Bedrooms # of Bathrooms ; v&-^jrj;j'f^^^f (£™K?jfZ. ^S-vT-^rc.r: lams'Address City |!'5wn¥r':" '•; Q;Agerit'?for Owner.: State/Zip Telephone »Fax # Name Address City State/Zip Telephone # Name Address ^:~''t,'t-ij;i^ry?^-K:'-t:s!>i7Tw'!"'...'t;*^'^Tv~i•.:n!,fcK'-- 'i.i. ffi&f™.-..t<it !.:"',;': City State/Zip Telephone ff (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law (Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500)>c/wu,«,e*p o.alame tate Licen Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued f~l I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance earner 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) C] 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 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 structu e is not nterded or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) Q I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) 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 f~l YES QNO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE icbTwiLiTC™ 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 district? [3 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 iBTycipslluclT^ ETaiIdi3',iL,'Z::.'- ^rLPE^S/^fTili'jr^' T.'.'^T-r7.?: "'T^k' 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 ffiotfj^t^^ 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/ice5^ra>(jenod of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT S SIG DATE «S>O . WHITE File YELLOW Applicant PINK Finance EsGil Corporation In Partnership with government for <Bui(tfing Safety DATE April 1O, 2007 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR07-65(060482 REV2) SET I PROJECT ADDRESS 2796 James Drive PROJECT NAME Revision for the SFD of Viney/ Trans dated 3/30/07 X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes J The plans transmitted herewith will substantially comply with the jurisdiction's buifd:'ng codes when minor deficiencies identified below are resolved and checked by building department staff I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to AJ 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 Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 4/2/07 trnsmtldot 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 *• (858)560-1468 4 Fax (858) 560-1576 JURISDICTION Carlsbad 65(O6O482.REV2) VALUATION AND PLAN CHECK FEE PLAN CHECK NO PCR07- PREPARED BY Bert Domingo BUILDING ADDRESS 2796 James Drive DATE April 10, 2007 BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Rlrln Pprmit Ff>p h« nrHinanrs ^ Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance Type of Review CD Repetitive Fee Repeats $300 00 Complete Review D Other m Hourly 25 Structural Only Hours * Esgil Plan Review Fee $240 00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT ADDRESS C RESIDENTIAL RESIDENTIAL ADDITION MINOR « $10,000.00) , TENANT IMPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE OocUMUfonns/Wannlng Enginccrtng Appravad Peg Ramier 7040 Whitewater Street Carlsbad, CA 92009 Ph 760 603 9046 Fx 760 603 0254 peg@ramierarchitecture com March 8, 2007 Albert Chan Job Number 04 64 121404 Structural Engineer Site Address 2796 James, Carlsbad ATC Consulting Engineers, Inc 1245 Webb Circle FX 9518089993 EM ate ac@sbcglobal net Hi Albert, Attached are the newly revised drawings # 1-8 for Mary Anne Vmey's project I am enclosing a new list of all of the changes, structural and non-structural, for your information 1 Revised the location of the home on the site to bring face of home to 46'-9 1/2" from the face of the curb on Buena Vista 2 Moved trellis away from home to originally designed location in relationship to the house • 3 Added 1 '-0" to the length of the home Additional space is to occur through the garage, pantry / laundry, kitchen, bedrooms 2& 3, closet # 3, bath # 2, and family room — 4 Interrupted the wall between the kitchen and the pantry to counter-sink a refrigerator This requires that the floor of the pantry / laundry be revised It will not be sunken under the refrigerator Part of the refrigerator will be below the stairs but there should be enough head clearance there Please see section B on sheet 6 and F on sheet 8 5 Revised the kitchen elevations to include space for a toaster oven and microwave on either side of the stove vent hood 6 Revised master bedroom to include a tub —7 Moved the powder room from the stair landing to the location of the porch (from east to west ) —6 Added t&g to the powder room ceiling -—9 Made the powder room single story with a shed roof —1 0 Revised the rear entry door to open in the northerly direction with a small gable above the door 1 1 Aligned the rear entry door, office door, and office southerly window — - 1 2 Added a set of doors/windows/transoms on the north side of the living room to match those on the south side of the living room - — 1 3 Added exposed wood beams to the ceiling structure of the office and rear entry to match the beams in the kitchen, dining, entry, and living areas —14 Created an accessible balcony from the space above the kitchen's bay window seat This balcony will be access through French doors off of the family room 1 5 Revised the washer & dryer location from the upstairs hallway to the pantry, as originally designed 1 6 Moved the pantry / laundry room sink to set next to the washer 1 7 Removed cabinetry in the pantry / laundry room _ ^ 1 8 Moved the bay window in the kitchen to the north to align with the return for the refrigerator 1 9 Removed exterior landing and stairs to the backyard from the interior stair landing Please give me a call with any questions Peg Cc Mary Anne Vmey o<*> 3 -M VINEY RESIDENCE VINEY RESIDENCE Consulting Engineers, Inc. 1245 Webb Circle, Corona, CA 92879 T (951) 808-8833 F (951) 808-9993 E atcengmeers@sbcglobal net STRUCTURAL CALCULATION REPORT Project name. VINEY RESIDENCE Project address 2796 James Drive, Carlsbad, CA 92008 Project number- 06-0001 Date- January 6, 2006 Revisions , P 1^ - A A AlC Engineers Project Name Viney Residence Project Number 06-0001 Page 2 Date 1/6/2006 DESIGN CRITERIA DESIGN CODE UBC 1997 and CBC 2001 MATERIAL SPECIFICATIONS 1 All concrete is based on fc' = 2500 psi, UNO 2 Steel reinforcement is grade 60 except No 3 & No 4 bars are grade 40 3 Solid framing lumber shall conform with the rules of the Western Wood Products Association Lumber Grade Mark 2x4, 2x6 studs 10 ft in height or less Douglas Fir-Larch Stud 2x4, 2x6 studs more than 10 ft in height Douglas Fir-Larch #2 2x8 studs & deeper Douglas Fir-Larch #2 Plates Douglas Fir-Larch #2 3x, 4x posts and deeper Douglas Fir-Larch #2 6x6 or larger posts Douglas Fir-Larch #1 2x4 & deeper rafters & joists Douglas Fir-Larch #2 4x beams Douglas Fir-Larch #2 6x, 8x & 10x beams Douglas Fir-Larch #1 4 Glued-Lammated beams are 24F-V4 for simple span and 24F-V8 for other conditions 5 Manufactured lumber are by Truss-Joist MacMillan, UNO Timber Strand LSL ESR-1387, LARR-25202 MicrollamLVL ESR-1387, LARR-25202 ParallamPSL ESR-1387, LARR-25202 6 l-Joists are by Truss-Joist MacMillan UNO ESR-1153, LARR-25538 7 Hardware are Simpson brand UNO 8 Structural Steel I-beams are A36 Pipes are A53B Tubes are A500B Bolts & nuts are A307, UNO 9 Masonry-concrete masonry Bricks are ASTM std C-90 Rebars are ASTM std A-615 grade 40 ATC Engineers DESIGN LOAD ROOF1 Max pitch 6 Roofing material, Shingle 15/32 plywood Rafter framings Insulation Ceiling joists Drywall finish Misc Total dead load Total adjusted dead load Live load Total design load FLOOR 1 Finish, Carpet w/o light wt concrete 23/32 plywood Floor framings Insulation Drywall finish Misc Total dead load Live load Total design load EXTERIAL WALL Stucco 15/32 plywood Wall framings Insulation Drywall finish Total dead load Total design load 12 5 1 5 28 05 22 28 1 0 16 18 16 34 25 225 32 05 28 1 0 12 40 52 10 1 5 1 0 05 28 16 16 Project Name Vmey Residence Page 3 Project Number 06-0001 Date 1/6/2006 psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf psf ROOF 2 Max pitch 4 12 Roofing material, Shingle 5 psf 15/32 plywood 15 psf Rafter framings 2 8 psf Insulation 0 5 psf Ceiling joists 2 2 psf Drywall finish 2 8 psf Misc 10 psf Total dead load 16 psf Total adjusted dead load 17 psf Live load 16 psf Total design load 33 psf DECK1 Finish, w/ light wt concrete 125 psf 23/32 plywood 2 25 psf Floor framings 3 2 psf Insulation 0 5 psf Drywall finish 2 8 psf Misc 1 0 psf Total dead load 22 psf Live load 40 psf Total design load 62 psf INTERIAL WALL 2 sides of drywall finish 5 6 psf 1 5/32 plywood 1 5 psf Wall framings 1 0 psf Insulation 0 5 psf Misc 1 3 psf Total dead load 10 psf Total design load 10 psf Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 4 1/6/2006 SIMPLE BEAM DESIGN Beam number 1 Length = 8 50 ft Beam location Garage Hdr Load duration factor, CD = 1 25 Repetitive member factor, CF = 1 00 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Roof 1 Exterior Wall Floor 18 16 12 0 0 0 16 0 40 0 0 0 11 5 g 11 o 0 0 2070 1440 1348 00 00 00 1840 00 4400 00 00 00 391 0 1440 5748 00 00 00 Total =5055 6240 11295 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 1977 tenter span end reaction Dead reaction @ left, RDL = Live reaction @ left RLL = Total reaction @ left, RTL = Design maximum moment Mmax = Design maximum shear, Vmax = Required area, Areqd = Required section modulus, Sreqd = Maximum deflection, Amax = Live load deflection, ALL = 2148lb 2652 Ib 4800 Ib Dead reaction ( Live reaction Total reaction i ! right RDR = 2148 Ib 1 right, RLR = 2652 Ib > right, RTR = 4800 Ib 10201 3718 5249 7254 0119 0066 USE ft-lb Ib in2 in3 in in Aact = 63 25 Sact = 121 23 L / 240, Aall(TL) = 0 425 L / 360, Aaii(LL) = 0 283 6x12 in in3 in in 1130 plf Beam self weight =19 766plf RL = 4800 Ib Vmax=3718lb Mmax= 10201 ft-lb L = 8 50 ft 4800 Ib = RF ATC I Engineers , 3roject Name Vmey Residence 3roject Number 06-0001 Page &*, Date 1/6/2006 IN-PLANE OR OUT-OF-PLANE DISCONTINUOUS BEAM DESIGN PER UBC 1630 8 2 Beam number 1 Length = 8 50 ft Uniform load type Roof 1 Roof 2 Exterior Wall Interior Wall Floor Deck Beam location Load duration DL (psf) 18 0 16 0 12 0 LL (psf) 16 0 n/a n/a 40 0 Garage Hdr factor, CD = 1 33 Tnb width 11 5 0 9 0 0 0 Factored uniform load per UBC Eqn 1217 = 1 2*DL (plf) 2484 0 1728 0 0 0 44492 Shear line from above 1 0 5*LL (plf) 92 0 n/a n/a 0 0 92 Uniform load of shear wall above Shear wall length from above = 1 0 75 ft Uniform load type Roof 1 Roof 2 Exterior Wall Interior Wall Floor Deck Shear wall height from DL (psf) 18 0 14 0 0 0 above = LL (psf) 16 0 n/a n/a 0 0 900ft Trib width 11 5 0 9 0 0 0 Total = Unit shear DL (plf) 207 0 126 0 0 0 33300 of shear wall above LL (plf) 184 0 n/a n/a 0 0 184 = 181 plf Total uniform load (plf) 3404 0 1728 0 0 0 5369192 Beam self weight (plf) 1977 Special seismic load combinations UBC Eqn 12-18 U = 0 9 * D - (n * h UBC Eqn 12-17 D=1 Case 1 Concentrated load ~ — Shear wall 1 above Shear wall 1 above Case 2 Concentrated load - — Shear wall 1 above Shear wall 1 above 2*D+05* DL (Ib) 0 0 0 0 DL (Ib) 0 0 0 0 * Q * 1 4) = L + (n * h * Q LL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 -4775 Ib * 1 4) = 9028 Ib Em db) 0 0 9028 Ib 0 Factored Total (Ib) 0 0 9028 0 Em (Ib) 0 0 -4775 Ib 0 Factored Total (Ib) 0 0 -4775 0 Distance from left end (ft) 0 0 425 Distance from left end (ft) 0 0 425 0 Center span end reaction Maximum reaction @ Minimum reaction @ left RLmax = left RLm,n = Use 3998 Ib -62 Ib Maximum reaction @ right, RRmax = 3998 Ib Minimum reaction @ right, RRmin = -62 Ib Use TS22 Continuous on next page Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 3/5/2005 IN-PLANE OR OUT-OF-PLANE DISCONTINUOUS BEAM DESIGN PER UBC 1630.8 2 Design maximum moment, Mmax = Design maximum shear, Vmax = Required area, Areqd = Required section modulus, Sreqd = Maximum deflection, Amax = 14137 3483 4621 9449 0236 USE ft-lb Ib in" inj in 6325 in' L / 240, Aal(TL) = 121 23 m 0 425 in 6x12 D/U 537 plf Beam self weight =19 766plf RLmax= 3998 Ib RLmin= -62 Ib Vmax = 3483 Ib Mmax = 14137 ft-lb L = 8 50 ft 3998 Ib =RRmax -62 Ib =RRmm Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 5 1/6/2006 SIMPLE BEAM DESIGN Beam number : Length = 2000ft Beam location Exposed Ceiling Bm Load duration factor, CD = 1 Repetitive member factor, CF = 1 00 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Roofl Exterior Wall Deck 18 16 22 0 0 0 16 0 40 0 0 0 0 0 25 0 0 0 00 00 556 00 00 00 00 00 1000 00 00 00 00 00 1556 00 00 00 Total =720 1000 1720 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 1633 lenter span end reaction Dead reaction @ left, RDL = Live reaction @ left RLL = Total reaction @ left, RTL = Design maximum moment, Mmax = Design maximum shear, Vmax = Required area, Areqd = Required section modulus, Sreqd = Maximum deflection Amax = Live load deflection ALL = 720 Ib 1000lb 1720lb Dead reaction @ right, RDR = Live reaction @ right RLR = Total reaction @ right, RTR = 720 Ib 1000lb 1720lb 8598 1583 2794 7642 0985 0573 USE ft-lb Ib in2 in3 in in Aact = 52 25 Sact = 82 73 L / 240, Aa||(TL) = 1 000 L / 360, AB||(LL) = 0 667 6x10 172 plf Beam self weight =16 328plf RL= 1720lb Vmax= 1583lb Mmax = 8598 ft-lb L = 20 00 ft 1720lb =RR Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 6 1/6/2006 SIMPLE BEAM DESIGN Beam number Length = 7 00 ft Beam location Exposed Ceiling Girder Load duration factor, CD = 1 Repetitive member factor, CF = 1 00 Uniform load type DL (psf)LL (psf)Tnb width Uniform DL (plf)Uniform LL (plf)Total uniform load (plf) Roof 1 Interior Wall Deck 18 10 22 0 0 0 16 0 40 0 0 0 2 9 13 0 0 0 360 900 2893 00 00 00 320 00 5200 00 00 00 680 900 8093 00 00 00 Total =4328 5520 9848 Concentrated load DL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 1758 lenter span end reaction Dead reaction @ left, RDL = Live reaction @ left, RLL = Total reaction @ left RTL = Design maximum moment Mmax = Design maximum shear, Vmax = Required area, Areqd = Required section modulus, Sreqd = Maximum deflection, Amax = Live load deflection, ALL = 1515 Ib 1932lb 3447 Ib Dead reaction @ right, RDR = 1515 Ib Live reaction @ right, RLR = 1932 Ib Total reaction @ right, RTR = 3447 Ib 6032 2831 4997 5362 0126 0071 USE ft-lb Ib in2 in3 in in Aac,= Sact = L / 240, AaN(TL) = L / 360, Aall(LL) = 5625 7031 0350 0233 in in3 in in 8x8 985 plf Beam self weight =17 578plf RL = 3447 Ib Vmax=2831 Ib Mmax = 6032 ft-lb L = 7 00 ft 3447 |b = RR /If C Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 8 1/6/2006 SIMPLE BEAM DESIGN Beam number Length = 6 50 ft Beam location Laundry Hdr Load duration factor, CD = 1 25 Repetitive member factor, CF = 1 00 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Roof 1 Interior Wall Floor 18 10 12 0 0 0 16 0 40 0 0 0 0 2 10 0 0 0 00 200 1225 00 00 00 00 00 4000 00 00 00 00 200 5225 00 00 00 Total =1588 4000 5588 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 1633 tenter span end reaction Dead reaction @ left RDL = Live reaction @ left, RLL = Total reaction @ left, RTL = Design maximum moment, Mmax = Design maximum shear, Vmax = Required area Areqd = Required section modulus, Sreqd = Maximum deflection, Amax = .ive load deflection, ALL = 516 Ib 1300lb 1816 Ib Dead reaction @ right, RDR = 516 Ib Live reaction @ right, RLR = 1300lb Total reaction @ right, RTR = 1816 Ib 2951 1374 1939 2099 0036 0026 USE ft-lb Ib ,n2 in3 in in "act = q -°act ~ L/240 Aal|(TL) = L/360 Aal:(LL) = 5225 8273 0325 0217 in in3 in in 6x10 559 plf Beam self weight =16 328plf RL= 1816 Ib Vmax= 1374lb Mmax = 2951 ft-lb L = 6 50 ft 1816 Ib =RR _ — • Project Name Vmey Residence Pa ^** ** Engineers Project Number 06-0001 Da FOUNDATION ANALYSIS Soil engineer Coast Geotechmcal Report* P-304099 Dated 9/23/1999 Soil bearing capacity, (psf) 1500 psf (Per soils report) Continuous footing size Wide (in) 12 12 12 15 15 18 Depth (in) 12 18 24 18 24 24 Square pad footing size Wide (in) 18 24 30 36 42 48 54 60 66 72 78 84 90 96 Depth (in) 18 18 18 18 18 18 18 18 18 18 18 18 18 18 Allowable uniform load (plf) 1500 1500 1500 1875 1875 2250 Pad capacity (Ib) 3375 6000 9375 13500 18375 24000 30375 37500 45375 54000 63375 73500 84375 96000 Allowable concentrated _ , load (Ib) Remfor 4938 Use (2) #4 bar(s) 6438 Use (2) #4 bar(s) 7938 Use (2) #4 bar(s) 8047 Use (2) #4 bar(s) 9922 Use (2) #4 bar(s) 11906 Use (2) #4 bar(s) Reinforcement Use (2) #4 Bars E/W @ Bottom Use (2) #4 Bars E/W @ Bottom Use (3) #4 Bars E/W @ Bottom Use (3) #4 Bars E/W @ Bottom Use (4) #5 Bars E/W @ Bottom Use (4) #5 Bars E/W @ Bottom Use (5) #5 Bars E/W @ Bottom Use (5) #5 Bars E/W @ Bottom Use (6) #5 Bars E/W @ Bottom Use (6) #5 Bars E/W @ Bottom Use (6) #5 Bars E/W @ Bottom Use (7) #5 Bars E/W @ Bottom Use (7) #5 Bars E/W @ Bottom Use (7) #5 Bars E/W @ Bottom Desiqn load RooM.RL! 360 psf -• ; Roof 2, RL2 350 psf / ^ Ext wall, EWL 14 0 psf i Int wall, IWL 100 psf | ' I * Floor, FL 52 0 psf !""f Deck, DL 0 0 psf : >..-_.:.- , „ ge 9 te 1/9/06 cement @ Top & Bottom @ Top & Bottom @ Top & Bottom @ Top & Bottom @ Top & Bottom @ Top & Bottom - 1 i Y 1 ii X AlC Engineers FOUNDATION ANALYSIS Continuous footing desiqn Project Name Vmey Residence Page 10 Project Number 06-0001 Date 1/9/06 Footing location Mam House South Elevation Type of load Tnb width Load (plf) Roof1,RL1 360psf 13ft Roof 2, RL2 35 0 psf 0 ft Ext wall, EWL 140 psf 20ft Int wall, IWL 100 psf Oft Floor, FL 52 0 psf 2 ft Deck, DL 66 0 psf 2 ft 450 plf Oplf 280 plf Oplf 104 plf 132 plf Total load = 966 plf < 1875 plf Use 15" wide cont ftg Footing location Garage East and West Elevation Type of load Tnb width Load (plf) Roof 1 , RL1 36 0 psf 1 1 ft Roof 2 RL2 350 psf Oft Ext wall EWL 140 psf 20ft Int wall, IWL 100 psf Oft Floor, FL 52 0 psf 1 1 ft Deck, DL 0 0 psf 0 ft Total load = Footing location Int Office and Kitchen Type of load Tnb width Roof1,RL1 360 psf Oft Roof 2 RL2 350 psf Oft Ext wall, EWL 140 psf Oft Int wall, IWL 100 psf 20ft Floor, FL 520 psf 12ft Deck, DL 66 0 psf 12ft Total load = Footing location Int Garage and Laundry Type of load Tnb width Roof1,RL1 360 psf 13ft Roof 2 RL2 350 psf Oft Ext wall, EWL 140 psf Oft Int wall IWL 100 psf 20ft Floor FL 52 0 psf 4 ft Deck, DL 0 0 psf 0 ft Total load = 378 plf Oplf 280 plf Oplf 546 plf Oplf 1204 plf < 1875 plf Use 15" wide cont ftg Load (plf) Oplf Oplf Oplf 200 plf 624 plf 792 plf 1616 plf < 1875 plf Use 15" wide cont ftg Load (plf) 468 plf Oplf Oplf 200 plf 208 plf Oplf 876 plf < 1875 plf Use 15" wide cont ftg / AiC Engineers Project Name Project Number Vmey Residence Page 06-0001 Date 11 1/9/06 FOUNDATION ANALYSIS Pad footing design Footing location Garage Hdr 4800 Ib Total load =4800 Ib < 6000 Ib USE 24" SQUARE PAD Footing location Garage Combine R 4~ D1R <ML 3600 Ib + 5800 Ib Total load = 9400 Ib < 13500 Ib USE 36" SQUARE PAD Footing location Int Living, Front Entry, Dining and Kitchen 2xR3 7000 Ib Total load =7000 Ib < 9375 Ib USE 30" SQUARE PAD _ «^% Project Name AT C Engineers Pr0ject Number WIND AND SEISMIC LOADS WIND LOAD Wind Pressure Pw = qs x Ce x Cq x lw H Exposure, Zone C H Basic wind speed 70 mph H Stagnation Pressure, qs 126 psf H Importance factor, lw 1 0 H Pressure coefficient, Cq 1 3 (projected area method) H SEISMIC LOAD Buildma Code (0=Cal, 1=LA or San Dimas) Site specific variables Seismic zone = 4 Seismic fault = Newport-lnglewood Seismic type = B Distance = 5 km Soil type = D Na = 1 00 Ca = 0 Vmey Residence Page 12 06-0001 Date 1/6/06 • ' = 15 ft Ce= 106 Pw= 17 36 psf = 20 ft Ce= 1 13 Pw= 1851 psf = 25 ft Ce= 1 19 Pw= 19 49 psf = 30 ft Ce= 1 23 Pw= 20 15 psf = 40 ft Ce= 1 31 Pw= 21 46 psf = 60 ft Ce = 1 43 Pw = 23 42 psf 0 2001 CBC Z= 04 C, = 0 02 hn = 23 ft l= 10 44 T = 0 21 sec Nv = 1 20 Cv = 0 768 Design Base Shear Longitudinal Direction R= 44 Eq (30-4) - Basic V = 0 831 Eq (30-5) - Max V= 0250 Eq (30-6) -Mm V= 0048 Eq (30-4) - Mm Zone 4 V= 0087 Hor earthquake load, Eh = 0 250 Ground floor area, AB = 1850 Max story shear ratio, rmax = 0 238 Eq (30-3) p = 10 Adjusted Base Shear E = (p*Eh + Ev)/14 = 0179 Transverse Direction R= 55 Eq (30-4) -Basic V= 0665 Eq (30-5) -Max V= 0200 Eq (30-6) -Mm V= 0048 Eq (30-4) - Mm Zone 4 V= 0070 Hor earthquake load, Eh = 0 200 ft2 Max story shear ratio, rmax = 0 283 Eq (30-3) p = 10 Adjusted Base Shear E = (p * Eh + Ev) / 1 4 = 0 143 m TV* Project h /irC Engineers Projecth LATERAL ANALYSIS (2-Story) Location of diaphragm 1-2 Bedroom 2 and 3 ROOM 18 psf * Roof 2 17 psf * Exterior wall 16 psf * Interior wall 10 psf * Floor 12 psf * Deck 0 psf * Longitudinal direction (L1-2) Ww= 191 psf* ( 23 - 1600 )= 134 Width of diaphragm at long Direction = 21 Design base shear = 0 171 ws = Base shear * Total mass / Width = 1 38 Location of diaphragm 1-1 Garage ROOM 18 psf * Roof 2 17 psf * Exterior wall 16 psf * Exterior wall w/venner 0 psf * Interior wall 10 psf * Wall from above Floor 12 psf * Deck 0 psf * Longitudinal direction (L1-11 Ww= 191 psf*( 23 - 600 ) = 325 Width of diaphragm at long Direction = 21 ws = Base shear * Total mass / Width = 1 74 Load distribution longitudinal direction Level w.(plf) H (ft) ws*H (Ib) W, (plf) | Ww (p Roof 138 21 2892 188 134 1 174 11 1915 124 191 Sum= 312 - 4807 312 325 Jame Vmey Residence Page •lumber 06-0001 Date Plate height 504 ft2 = 9072 Ib 0 ft2 0 Ib 45 ft * 72 ft = 5184 Ib 45 ft * 59 ft = 2655 Ib 0 ft2 0 Ib 0 ft2 0 Ib Total mass = 16911 Ib Transverse direction (T1-2) plf Ww= 1949 psf*( 25 - 1600 ) = ft Width of diaphragm at trans Direction = Design base shear = plf ws = Base shear * Total mass / Width = Plate height 0 ft2 0 Ib 0 ft2 0 Ib 55 ft * 72 ft = 6336 Ib 55 ft * ft = 0 Ib 55 ft * 21 ft = 1155 Ib = 7839 Ib 504 ft2 = 6048 Ib 0 ft2 0 Ib Total mass = 21378 Ib Transverse direction (T1-1) plf Ww= 1949 psf*( 25 - 600 ) = ft Width of diaphragm at trans Direction = plf ws = Base shear * Total mass / Width = Load distribution transverse direction If) Level ws (plf) H (ft) ws*H (Ib) Ws Roof 101 21 2116 1: 1 127 11 1401 9 Sum= 228 - 3517 2J 13 3/5/2005 = 90ft 175 plf 24 ft 0143 101 plf = 11 Oft 370 plf 24 ft 127 plf plf) Ww(plf) >7 175 1 195 IB 370 _ —^ Project ATC Engineers project LATERAL ANALYSIS (2-Story) Name Vmey Residence Page 14 Number 06-0001 Date 6/16/2006 * Location of diaphragm 2-2 2nd Floor, Mam House Plate height = 9 0 ft RooM 18 psf * 1400 ft2 = 25200 Ib Roof 2 17 psf * 0 ft2 =0 Ib Exterior wall 16 psf* 45 ft * 110 ft = 7920 Ib Interior wall 10 psf* 45 ft * 76 ft = 3420 Ib Floor 12 psf * 0 ft2 =0 Ib Deck 0 psf * 0 ft2 0 Ib Lonqitudmal direction (L2-2) Ww= 1962 psf*( 26 - 1400 )= 235 Width of diaphragm at long Direction = 61 Design base shear = 0171 ws = Base shear * Total mass / Width = 102 Total mass = 36540 Ib Transverse direction (T2-2) plf Ww= 191 psf*( 23 - 1400 )= 172 plf ft Width of diaphragm at trans Direction = 25 ft Design base shear = 0 143 plf ws = Base shear * Total mass / Width = 209 plf Location of diaphragm 2-1 1st Floorm Mam House Plate height = 9 0 ft Roof 1 18 psf * 0 ft2 =0 Ib Roof2 17 psf * 0 ft2 =0 Ib Exterior wall 16 psf* 45 ft * 110 ft = 7920 Ib Exterior wall w/ venner 0 psf * 4 5 ft * ft = 0 Ib Interior wall 10 psf* 45 ft * 50 ft = 2250 Ib Wall from above = 11340 Ib Floor 12 psf * 635 ft2 = 7620 Ib Deck 22 psf * 765 ft2 = 16830 Ib Lonqitudmal direction (L2-1) Ww= 1962 psf*( 26 - 500 ) = 412 Width of diaphragm at long Direction = 61 ws = Base shear * Total mass / Width = 129 Load distribution longitudinal direction Level w.(plf) H (ft) ws*H (Ib) Ws (plf) Ww (f Roof 102 19 1946 145 236 1 129 9 1160 86 177 Sum= 231 - 3106 231 412 Total mass = 45960 Ib Transverse direction (T2-1) plf Ww= 191 psf* ( 23 - 500 )= 344 plf ft Width of diaphragm at trans Direction = 25 ft plf ws = Base shear * Total mass / Width = 263 plf Load distribution transverse direction )lf) Level ws (plf) H (ft) ws*H (Ib) Ws (plf) Ww (plf) 5 Roof 209 19 3971 296 172 ' 1 263 9 2366 176 172 ! Sum= 472 - 6337 472 344 _ «^% Project Name Vmey Residence ATI* Engineers Project Number 06-0001 Shear Panel Schedule, Wood Framing Page 15 Date 3/5/05 . Per 1997 UBC, 2001 Cahforma Building Code Mark /^ /^ /10\ /\1 2 /12\ y\. O /13\ yv O /14\ /\ 2, 3 BOTH SIDE /\2 3 /12\ BOTH SIDE /\ 2 3 /13\ BOTH SIDE /\ 2 3 /14\ BOTH SIDE Sheathing and Fastening 7/8" Stucco with 16 gauge staples at 6" o c along edges and in field 3/8" CDX plywood with 8d common nails at 6" o c edge and 12" o c field 3/8" CDX plywood with 8d common nails at 4" o c edge and 1 2" o c field 3/8" CDX plywood with 8d common nails at 3" o c edge and 12" o c field 3/8" CDX plywood with 8d common nails at 2" o c edge and 12" o c field 15/32" CDX plywood with 10d common nails at 2" o c edge and 12" o c field 15/32" Structural I plywood with 10d common nails at 2" o c edge and 12" o c field 3/8" CDX plywood with 8d common nails at 3" o c edge and 12" o c field 3/8" CDX plywood with 8d common nails at 2" o c edge and 12" o c field 15/32" CDX plywood with 10d common nails at 2" o c edge and 12" o c field 15/32" Structural I plywood with 10d common nails at 2" o c edge and 12" o c field Sole plate and Fastening 2x sole plate with 16d sinker nails @ 6" o c 2x sole plate with 16d sinker nails @ 4" o c 2x sole plate with 16d sinker nails @ 3" o c 2x sole plate with 16d sinker nails @ 2-1/2" o c staggered 2x sole plate with 16d sinker nails @ 2" o c staggered 2x sole plate with SDS1/4 X4-1/2 screws @ 4" o c 2x sole plate with SDS1/4 x4-1/2 screws @ 4" o c 2x sole plate with SDS1/4 x4-1/2 screws @ 3" o c 2x sole plate with SDS1/4 X4-1/2 screws @ 2-1/2" o c staggered 2x sole plate with SDS1/4 X4-1/2 screws @ 2-1/2" o c staggered 2x sole plate with SDS1/4 x4-1/2 screws @ 2" o c staggered Mud sill and Fastening 2x mud sill with 5/8" <t> anchor bolts @ 72" o c 2x mud sill with 5/8" $ anchor bolts @ 48" o c 2x mud sill with 5/8" <j> anchor bolts @ 32" o c 2x mud sill with 5/8" 4> anchor bolts @ 12" o c 3x mud sill with 5/8" <|> anchor bolts® 12" o c 3x mud sill with 3/4" $ anchor bolts @ 24" o c 3x mud sill with 3/4" <j> anchor bolts @ 24" o c 3x mud sill with 3/4" <|> anchor bolts @ 24" o c 3x mud sill with 3/4" <|> anchor bolts® 16"oc 3x mud sill with 3/4" dp anchor bolts @ 12" o c 3x mud sill with 3/4" § anchor bolts @ 12" o c V (Ib/ft) S 90 W 180 260 350 490 640 770 870 980 1280 1540 1740 Notes 1 Anchor bolts are designed for a load capacity of 50 percent per footnote 3 of Table 23-1 1-1-1 2 Framing and blocking at adjoining panel edges shall be 3x or wider and nails shall be staggered 3 Panel joists shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side 4 Stagger is 1/2 inch 5 Screws are Simpson SDS1/4x4-1/2 6 Provide 2x blocking at horizontal plywood panel joist, unless noted otherwise - • • Project Name V ATC Engineers project Number SHEAR WALL DESIGN Shear line 1 2nd Fir Guest Closet L1 L2 L3 L4 Shear wall(s) length 725ft Total length 7 25 ft Lateral force vseismic = 33 plf vwind = 93 plf Tributary width T = 9 ft Governs shear force Veq = 787 Ib Shear wall height h = 9 ft , Unit shear force veq = 1 09 plf Use /9\ I Gravity dead loads ! Roof! 18psf * 9 ft = 153 plf ; Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * 9ft = 126 plf |p .. Interior wall 10 psf * 0 ft = Oplf i Floor 12 psf * Oft = Oplf Uplift force fr Deck 22 psf * 0 ft = 0 plf Total uplift fc Total dead load = 279 plf Hold-down Length of drag strut 7 25 ft A35's or LTP4's spacing 24 in c Shear line 2 L1 L2 L3 L4 Shear wall(s) length 5 25 ft 5 25 ft Total length 1050ft Lateral force vseismic = 140 plf vwind = 235 plf Tributary width T = 6 ft Governs shear force Veq = 1410 Ib Shear wall height h = 9 ft { Unit shear force veq = 134 plf Use / 9\ ' Gravity dead loads RooM 18 psf * 2ft = 36 plf Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * 9ft = 126 plf ':-; • ,_ Interior wall 10 psf * Oft = Oplf i Floor 12 psf * 0 ft = 0 plf Uplift force fr Deck 22 psf * 0 ft = 0 plf Total uplift fo Total dead load = 162 plf Hold-down Length of drag strut 17 00 ft A35's or LTP4's spacing 24 in o ney Residence Page 16 06-0001 Date 3/22/2007 L5 L6 L7 L8 Shear force from above n/a V' v :;. i i T i '. / '• A ' V V V.ALL T i ^ 0'' J T om above 0 Ib rce 300 Ib CS16 > c L5 L6 L7 L8 Shear force from above n/a V V DL T T T T V co V V vVAL-. | * I j i •' ! ! !p '-. r '< ! ^ om above 0 Ib rce 923 Ib CS16 c y. • n Project Name Vmey Residence /If G Engineers Project Number 06-0001 SHEAR WALL DESIGN Page 17 Date 3/22/2007 Shear line 3 2nd Fir Bed#3 and Family&Guest L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 1 1 00 ft 1 3 50 ft Total length 24 50 ft Lateral force vseismic = 140plf 188 plf Shear force from above n/a vwind = 235 plf 0 plf Tributary width T= 17ft 11ft Governs shear force Veq = 4354 Ib W&. Shear wall height h = 9 ft L j { , Unit shear force veq = 178 plf Use / 9\ i VVw;-LI Gravity dead loads : j Roofl 18psf * 2ft = 36 plf Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * 9ft = 126 plf jP ->r Intenorwall 10 psf * Oft = Oplf i Floor 12 psf * 10ft = 120 plf Uplift force from above 0 Ib Deck 22 psf * Oft = Oplf Total uplift force 281 T V :IC j i K Or 'J T Ib Total dead load = 282 plf Hold-down Negligible, hold-down not req'd Length of drag strut 48 00 ft A35's or LTP4's spacing 24 in o c Shear line 4 2nd Fir Bedroom 4 L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 9 50 ft Total length 9 50 ft Lateral force vseismic = 188 plf 140 plf Shear force from above n/a vwind = 0 plf 235 plf Tributary width T = 1 1 ft 23 ft Governs shear force Veq = 5288 Ib VvD_ Shear wall height h= 9 ft \ , T , Unit shear force veq = 557 plf Use /iK ' i • '•" V A'AL. Gravity dead loads J Roofl 18 psf * 12ft = 216 plf i Roof 2 Opsf * Oft = Oolf j i •. /V:c. Exterior wall 14 psf * 9ft = 126 plf -^ • ,,_ : ':-:,.,,! Interior wall 10 psf * Oft = Oplf !'•-••- | Floor 12 psf * Oft = Oplf Uplift force from above 0 Ib Deck 22 psf * 0 ft = 0 plf Total uplift force 3921 Ib Total dead load = 342 plf Hold-down CMSTC16 Length of drag strut 24 00 ft A35's or LTP4's spacing 24 in o c - MS* Project Name Vmey ATC Engineers Project Number 06 SHEAR WALL DESIGN Residence Page 18 -0001 Date 3/22/2007 Shear line 5 2nd Fir Bed room 2 & 3 L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 1100ft Total length 1 1 00 ft Lateral force vseismic = 1 37 plf Shear force from above n/a vw,nd = 175 plf Tributary width T= 12ft Governs shear force Veq = 2100 Ib Vv* Shear wall height h = 9 ft (_ , Unit shear force veq = 191 plf Use / 9\ i Gravity dead loads RooM 18psf * 12ft = 216 plf ; Roof 2 Opsf * Oft = Oplf _ l J i ': /'• 'V ••: '.w_ • T iExterior wall 14 psf * 9ft = 126 plf ^,-ri! p r-,- Interior wall 10 psf * Oft = Oplf i' ' " ,'•-• Floor 12 psf * Oft = Oplf Uplift force from above 0 Ib Deck 22 psf * 0 ft = 0 plf Total uplift force 458 Ib Total dead load = 342 plf Hold-down Length of drag strut 2100ft A35's or LTP4's spacing 24 in o c CS16 Shear line 6 M Bed Fire Place L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 8 00 ft Total length 8 00 ft Lateral force vse,smic = 140 plf Shear force from above n/a vwind = 235 plf Tributary width T= 13ft Governs shear force Veq = 2938 Ib WD. Shear wall height h = 9 ft j j_ Unit shear force veq = 367 plf Use /11\ Gravity dead loads i RooM 18 psf * 2ft = 36 plf Roof 2 Opsf * Oft = Oplf ; •. / V ~- 0 V V WA1 .. 1 Exterior wall 14 psf * 9ft = 126 plf ^ -.,- S-.rM Interior wall 10 psf * Oft Oplf r ~ t Floor 12 psf * Oft = Oplf Uplift force from above 0 Ib Deck 22 psf * Oft = Oplf Total uplift force 2871 Ib Total dead load = 162 plf Hold-down Length of drag strut 17 00 ft A35's or LTP4's spacing 24 in o c (2)CS16 - mff± Project Name ATG Engineers Project Number SHEAR WALL DESIGN Shear line 7 2nd Fir Closet#2 and Hallway L1 L2 L3 L4 Shear wall(s) length 1200ft 1200ft Total length 24 00 ft Lateral force vseismic= 137plf 296 plf vwind = 175 plf 172 plf Tributary width T= 12ft 13ft Governs shear force Veq = 5492 Ib Shear wall height h= 9 ft \__ Unit shear force veq = 229 plf Use / 9\ ; | Gravity dead loads Roofl 18psf * 4ft = 72 plf ; Roof 2 Opsf * Oft = Oplf I Exterior wall 14 psf * 9ft = 126 plf ^ Interior wall 10 psf * Oft = Oplf i Floor 12 psf * Oft = Oplf Uplift force Deck 22 psf * 0 ft = 0 plf Total uplift Total dead load = 1 98 plf Hold-down Length of drag strut 34 00 ft A35's or LTP4's spacing 24 u Shear line 8 M Bed, Rear Elevation L1 L2 L3 L4 Shear wall(s) length 1 9 50 ft Total length 1950ft Lateral force vse,smic = 1 00 plf vwind = 93 plf Tributary width T= 13ft Governs shear force Veq = 1250 Ib Shear wall height h = 9 ft L Unit shear force veq = 64 plf Use / 9\ i Gravity dead loads Roofl 18 psf * 8ft = 144 plf Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * 9ft = 126 plf *~ Interior wall 10 psf * Oft = Oplf \' Floor 12 psf * Oft = Oplf Uplift force Deck 22 psf * Oft = Oplf Total uplift Total dead load = 270 plf Hold-down Length of drag strut 18 00 ft A35's or LTP4's spacing 24 ir Vmey Residence Page 19 06-0001 Date 3/22/2007 L5 L6 L7 L8 Shear force from above n/a \ A ; T T T T V V WA. . T : i O " U . "? O r Ui j from above 0 Ib force 1 050 Ib CS16 IOC L5 L6 L7 L8 Shear force from above n/a VVo' ITT? > / / ; ; -, V V '"ALL ; T i I from above 0 Ib force -1661 Ib No uplift, hold-down not req'd 1 OC - M^* Project Name Vir ATG Engineers Project Number SHEAR WALL DESIGN Shear line 9 Left elevation L1 L2 L3 L4 Shear wall(s) length 7 00 ft 8 00 ft 6 00 ft 6 00 ft Total length 27 00 ft Lateral force vseismic = 296 plf vwind= 172 plf Tributary width T= 13ft 16ft Governs shear force Veq = 3848 Ib Shear wall height h= 9 ft { Unit shear force veq = 143 plf Use / 9\ Gravity dead loads j Roofl 18psf * 8ft = 144 plf I Roof 2 Oosf * Oft = oolf Exterior wall 14 psf * 9ft = 126 plf |R _, Interior wall 10 psf * 0 ft = 0 plf r Floor 12 psf * Oft = Oplf Uplift force frc Deck 22 psf * 0 ft = 0 plf Total uplift for Total dead load = 270 plf Hold-down Length of drag strut 20 00 ft A35's or LTP4's spacing 24 in o Shear line 10 Right elevation L1 L2 L3 L4 Shear wall(s) length 7 25 ft Total length 7 25 ft Lateral force vseismit: = 55 plf vwind= 185 plf Tributary width T = 9 ft Governs shear force Veq = 1574 Ib Shear wall height h = 9 ft , Unit shear force veq = 217 plf Use / 9\ Gravity dead loads Roofl 18 psf * 9ft = 153 plf Roof 2 Opsf * Oft = opif Exterior wall 14 psf * 19ft = 266 plf *P ^ Interior wall 10 psf * 0 ft = Oplf i Floor 12 psf * 1ft = 12 plf Uplift force frc Deck 22 psf * 0 ft = 0 plf Total uplift for Total dead load = 431 plf Hold-down Length of drag strut 6 50 ft A35's or LTP4's spacing 16 in o ley Residence Page 20 06-0001 Date 3/22/2007 L5 L6 L7 L8 Shear force from above n/a V ''•' C. ; I t T ! I v' •":: . /. ; V'VlVA. T I 1 ^ U R c '- U ! )m above 0 Ib ce 594 Ib CS16 c L5 L6 L7 L8 Shear force from above ill! V ic v'V'WA.. 1 1 - i : C r-. •' 1 I ^ m above 0 Ib ce 908 Ib HPAHD22 c - M>^% Project Name AT C Engineers Project Number SHEAR WALL DESIGN Shear line 11 1st Fir Office/Rear Porch L1 L2 L3 L4 Shear wall(s) length 5 25 ft 5 25 ft Total length 1050ft Lateral force vseismic = 231 plf vwind = 412 plf Tributary width T = 7 ft Governs shear force Veq = 2678 Ib Shear wall height h = 9 ft Unit shear force veq = 255 plf Use /9\ Gravity dead loads : Roofl 18psf * 2ft = 36 plf : Roof 2 Opsf * Oft = Qplf ! Exterior wall 14 psf * 19ft = 266 plf '- Interior wall 10 psf * 0 ft 0 plf Floor 12 psf * 7ft = 78 plf Uplift fore Deck 22 psf * 0 ft = 0 plf Total uplif Total dead load = 380 plf Hold-dow Length of drag strut 17 00 ft A35's or LTP4's spacing 24 i Shear line 12 1st Fir Garage L1 L2 L3 L4 Shear wall(s) length 1 50 ft 1 50 ft Total length 3 00 ft Lateral force vseismit. = 312 plf vw,nd= 325 plf Tributary width T = 1 1 ft Governs shear force Veq = 3413 Ib Shear wall height h= 11 ft j Unit shear force veq = 1138 plf Use //(2)^F11x18 1 1/8 Gravity dead loads Roofl 18 psf * Oft = Oplf Roof 2 Opsf * Oft = Oplf Exterior wall 14 psf * Oft Oplf \- Interior wall 10 psf * Oft = Oplf 1 Floor 12 psf * Oft = Oplf Uplift force Deck 22 psf * Oft = Oplf Total uplifl Total dead load = 0 plf Hold-dowr Length of drag strut 24 00 ft A35's or LTP4's spacing 24 i Viney Residence Page 21 06-0001 Date 3/22/2007 L5 L6 L7 L8 Shear force from above n/a : /; / V V "• , , , { V '~0 \ A / V V W/Y..... * i • i O-" u R or o ? 3 from above 923 Ib t force 2550 Ib i STHD10 n o c L5 L6 L7 L8 Shear force from above n/a WD_ \ / V :-j V V VVAL .. T ; i r^ r . ! — •'••, "- ! i^-- — • , •• ••_' i 3 from above 0 Ib force 12513lb i Hardy panel 1-1/8" dia anchor n o c - iff^. Project Name Vmey Residenc ^•' ** En9ineer« Project Number 06-0001 e Page 22 Date 3/22/2007 SHEAR WALL DESIGN Shear line 13 1st Fir Garage L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 1 6 00 ft Total length 1600ft Lateral force vsersmic = 174 plf Shear force from above vw,nd = 191 Plf Shear line 4 => 5288 Ib Tributary width T = 11 ft Governs shear force Veq = 7293 Ib \V-_ Shear wall height h = 1 1 ft , \ 1 Unit shear force veq = 456 plf Use /12\ V V WA;.. Gravity dead loads , Roof! 18psf * 11ft = 189 plf i Roof 2 opsf * on = ooif _J T Vrc; i Exterior wall 14 psf * 19ft = 266 plf |p .^,, , , ' =, .^, j: Interior wall 10 psf * 0 ft = 0 plf i ? Floor 12 psf * 11ft = 126 plf Uplift force from above 3921 Ib Deck 22 psf * Oft = 0 plf Total uplift force 5821 Ib Total dead load = 581 plf Hold-down PHD6 Length of drag strut 2400ft A35's or LTP4's spacing 16moc Shear line 14 Garage Rear Elevation L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length 7 25 ft 7 25 ft Total length 1450ft Lateral force vseismic = 228 plf Shear force from above n/a Vw,nd = 370 plf Tributary width T= 12ft Governs shear force Veq = 4440 Ib VYD_ Shear wall height h= 11 ft fir Unit shear force veq = 306 plf Use /10\ | i ': ', ; i vV \VAJ_ Gravity dead loads , RooM 18 psf * 2ft = 36 plf i Roof 2 Oosf * Oft = oolf ? I V re i Exterior wall 14 psf * 19ft = 266 plf :p^,,. ,, ^-Jr.,--\ Interior wall 10 psf * Oft = 0 plf T t Floor 12 psf * 1ft = 12 plf Uplift force from above 0 Ib Deck 22 psf * 0 ft = 0 plf Total uplift force 2606 Ib Total dead load = 314 plf Hold-down STHD10 Length of drag strut 2100ft A35's or LTP4's spacing 24 in o c ATO Engineers Project Name Project Number Viney Residence 06-0001 Page Date 23 3/22/2007 SHEAR WALL DESIGN Shear line 15 Shear wall(s) length Total length Lateral force Powder and Stair L1 800ft 800ft L2 L3 L4 L5 L6 L7 L8 Tributary width Governs shear force Shear wall height Unit shear force Shear force from above n/a Veq = Use Gravity dead loads Roof 1 Roof 2 Exterior wall Interior wall Floor Deck Total dead load 19psf 0 psf 14psf 10 psf 12 psf 22 psf Oft Oft on Oft Oft Oft Oplf Oplf Oplf Oplf Oplf Oplf Oplf iK or u jR i i Uplift force from above 0 Ib Total uplift force 5576 Ib Hold-down PHD6 Length of drag strut 8 00 ft A35's or LTP4's spacing 16 in o c Shear line 16 NOT USED Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 24 3/22/2007 SHEAR WALL DESIGN Shear line 17 Living Rm Fire Place L1 L2 Shear wall(s) length Total length Lateral force Tributary width Governs shear force Shear wall height Unit shear force 1 00ft 300ft 1 00ft L3 1 00ft L4 L5 L6 L7 L8 Shear force from above Shear line 6 => 2938 Ib "eq Use / (3)HF10x12 7/8 Gravity dead loads Roof 1 Roof 2 Exterior wall interior wall Floor Deck Total dead load 19psf Opsf 14psf 10psf 12psf 22psf Oft Oft Oft Oft Oft Oft Oplf Oplf Oplf Oplf Oplf Oplf Oplf Uplift force from above Total uplift force Hold-down T 0 Ib 15102 Ib Hardy panel 7/8" dia anchor Length of drag strut 17 00 ft A35's or LTP4's spacing 16 in o c Shear line 18 Garage and Laundry L1 L2 L3 L4 L5 L6 L7 L8 Shear wall(s) length Total length Lateral force Tributary width Governs shear force Shear wall height Unit shear force 1600ft 2250ft 650ft Shear force from above n/a veq = Use Gravity dead loads Roof 1 Roof 2 Exterior wall Interior wall Floor Deck Total dead load 19psf Opsf 14psf 10psf 12psf 22psf 13ft Oft 19ft Oft 2ft Oft 247 plf Oplf 266 plf Oplf 24 plf Oplf 537 plf T Uplift force from above 1418 Ib Total uplift force 3671 Ib Hold-down HTT22 Length of drag strut 40 00 ft A35's or LTP4's spacing 24 in o c — »/% Project Name Vmey Re ATG Engineers Project Number 06-0 SHEAR WALL DESIGN Shear line 19 Living Rear L1 Shear wall(s) length 600 Total length 1700 Lateral force vseismic = vwmd = Tributary width T = Governs shear force Veq = Shear wall height h = Unit shear force veq = Use Gravity dead loads RooM 18psf * Roof 2 Opsf * Exterior wall 14 psf * Interior wall 10 psf * Floor 12 psf * Deck 22 psf * Total dead load Length of drag strut 22 00 elevation L2 L3 L4 L5 ft 1100ft ft 472 plf 344 plf 9ft 4012 Ib 9 ft i , 236 plf /9\ 9ft = 153 plf 0 ft = 0 Dlf >sidence Page 25 001 Date 3/22/2007 L6 L7 L8 Shear force from above n/a i T ! T Vro W._! i 19ft = 266 plf 'p, ._ . ; ^ r.r , \ \ ^-- i x_/ \ -^J : ^' Oft = 0 plf ! T 1ft = 12 plf Uplift force from above 0 Ib Oft = Oplf Total uplift force 1025lb 431 plf Hold-down ft A35's or LTP4's spacing 24 in o c Shear line 20 1st Fir Front Elevation L1 L2 L3 L4 L5 Shear wall(s) length 750ft 1250ft 600ft 7 00 ft Total length 33 00 ft Lateral force vseismic = 472 plf Vw,nd = 344 plf Tributary width T = 1 3 ft Governs shear force Veq = 5900 Ib Shear wall height h = Unit shear force veq = Use See p 26 27 for perfors Gravity dead loads RooM 18 psf * Roof 2 0 psf * Exterior wall 14 psf * Interior wall 10 psf * Floor 12 psf * Deck 22 psf * Total dead load Length of drag strut 6000 HTT22 L6 L7 L8 Shear force from above n/a 9 ft ! I In T i ! 1 T 179 plf /11\ 3ted wall design ! \. 9ft = 153 plf i 0 ft = 0 plf V • c- V V.'AL. t 19ft = 266 plf 1 5 ,_ ., . . '--., ^., . i Oft Oplf ?" "" " T 1ft = 12 plf Uplift force from above 768 Ib Oft = Oplf Total uplift force 1278 Ib = 431 plf Hold-down ft A35's or LTP4's spacing 24 in o c HPAHD22 Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 26 6/16/2006 STRAP AROUND OPENING DESIGN Shear line 20 1st Dining, Front Elevation Lateral force on diaphragm Veq = 1875lb Dimensions , = 3 50 ft , L2 = 6 00 ft , L3 = 3 50 ft H1 = 1 50 ft , H2 = 6 00 ft , H3 = 1 50 ft TL= 1298 Ib TR= 1298 Ib Design summary Assume inflection point at middle of opening J— H * !M r ——- 1 :- i . j!ri;: j L.. Free-body individual panels of wall A iC Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 27 6/16/2006 STRAP AROUND OPENING DESIGN (CONT ) Analysis The forces of free-body individual panels of wall are given by figure above and tables as Individual panel 1 10 11 12 W(ft) 350 300 300 350 350 350 350 350 350 300 300 350 H(ft) 1 50 1 50 1 50 1 50 300 300 300 300 1 50 1 50 1 50 1 50 Max shear stress (plf) -103 433 433 -103 268 268 268 268 -103 433 433 -103 No F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 F12 Force (Ib) -361 1298 -361 649 938 1298 1298 938 -155 804 804 -155 No F13 F14 F15 F16 F17 F18 F19 F20 F21 F22 F23 F24 Force (Ib) 649 649 1453 804 804 1453 1298 1298 649 -361 1298 -361 Max unit shear, veq = 433 plf Use Max strap forces = 1298 Ib USE Simpson CS16 above and below opening Engineers Project Name Project Number Viney Residence 06-0001 Page Date 28 3/22/2007 SHEAR WALL DESIGN Shear line 21 Shear wall(s) length Total length Lateral force Closet #4 and Laundry L1 L2 200ft 200ft L3 L4 L5 L6 L7 L8 Tributary width Governs shear force Shear wall height Unit shear force Shear force from above n/a I L I ! T V'eq = Use \ / •- „ Gravity dead loads Roof 1 Roof 2 Exterior wall Interior wall Floor Deck Total dead load 18 psf 0 psf 14 psf 10 psf 12 psf 22 psf Oft Oft Oft Oft Oft Oft Oplf Oplf Oplf Oplf Oplf Oplf Length of drag strut 16 00 ft Oplf A35's or LTP4's spacing Uplift force from above Total uplift force Hold-down !^ or u Olb 10753 Ib Hardy panel 7/8" dia anchor 24 in o c Shear line 22 Shear wall(s) length Total length Lateral force Right elevation L1 1600ft 1600ft L2 L3 L4 L5 L6 L7 v seismic Tributary width Governs shear force Shear wall height Unit shear force Gravity dead loads RooM 18 psf Roof 2 0 psf Exterior wall 14 psf ntenorwal! 10 psf Floor 12 psf Deck 22 psf Total dead load Shear force from above Shear line 3 => L8 4354 Ib Use 2ft Oft 19ft Oft 12ft Oft 36 plf Oplf = 266 plf Oplf = 138 plf Oplf = 440 plf i i Uplift force from above 0 Ib Total uplift force 1584lb Hold-down HTT22 Length of drag strut 25 00 ft A35's or LTP4's spacing 16 in o c Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 6/16/2006 SIMPLE BEAM DESIGN Beam number i Length = 1500ft Beam location Floor joist Load duration factor, CD = 1 Repetitive member factor, CF = 115 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Floor 0 0 26 0 0 0 0 0 40 0 0 0 0 0 1 0 0 0 00 00 260 00 00 00 00 00 400 00 00 00 00 00 660 00 00 00 Total =303 400 703 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 434 Center span end reaction Dead reaction @ left, RDL = Live reaction @ left, RLL = Total reaction @ left, RTL = Design maximum moment, Mmax = Design maximum shear, Vmax = Required area, Areqd = Required section modulus, Sreqd = Maximum deflection, Amax = Live load deflection, ALL = 228 Ib 300 Ib 528 Ib Dead reaction @ right, RDR = Live reaction @ right, RLR = Total reaction @ right, RTR = 228 Ib 300 Ib 528 Ib 1978 473 650 2085 0506 0288 USE ft-lb Ib in2 in3 in in Aact= 1388 Sact = 21 39 L / 240, Aall(TL) = 0 750 L / 360, Aa,|(LL) = 0 500 2x10 in in3 m in 70 plf Beam self weight =4 336plf RL = 528 Ib Vmax = 473 Ib Mmax= 1978tt-lb L= 1500ft 528 Ib = RR Engineers Project Name Project Number Vmey Residence 06-0001 Page Date 6/16/2006 SIMPLE BEAM DESIGN Beam number Length = 1300ft Beam location Floor Joist Load duration factor, CD = 1 Repetitive member factor, CF = 115 Uniform load type PL (psf)LL (psf)Tnb width Uniform PL (plf)Uniform LL (plf)Total uniform load (plf) Floor 0 0 26 0 0 0 0 0 40 0 0 0 0 0 1 33 0 0 0 00 00 346 00 00 00 00 00 532 00 00 00 00 00 878 00 00 00 Total =389 532 921 Concentrated load PL (Ib) 0 0 0 0 LL (Ib) 0 0 0 0 Total (Ib)Distance from left end (ft) 0 0 0 0 0 0 0 0 Beam self weight (plf) 434 Jenter span end reaction Dead reaction @ left, RDL = Live reaction @ left, RLL = Total reaction @ left RTL = Design maximum moment, Mmax = Design maximum shear Vmax = Required area, Areqd = Required section modulus, Sreqd = Maximum deflection, Amax = Live load deflection, ALL = 253 Ib 346 Ib 599 Ib Dead reaction @ right, RDR = Live reaction @ right, RLR = Total reaction @ right RTR = 253 Ib 346 Ib 599 Ib 1946 528 725 2051 0374 0216 USE ft-lb Ib in2 in3 in in "act = Sact = L/240, Aall(TL) = L / 360, Aall(LL) = 1388 21 39 0650 0433 in in3 in in 2x10 92 plf Beam self weight =4 336plf RL = 599 Ib Vmax = 528 Ib Mmax= 1946 ft-lb L= 1300ft 599 Ib = RR m gm"»>!lo£6-S , »-l >> (J22-0 60-1..-.o ,., ,-o rr\ MS tj, I»-MT ^ I S NS caa i §5 II 3 •« i sa-gs i ;I G0 e 8 B! -11it «H*:s s"*T' p"10* 1 CO ; so ro II 11 S3m t/t i C9 *s lii;*'s! S: Iw«a »Sis 3 o~JI3.£c cT^(X$, • ••3tdE 1I ^^ c1 ?®S o ^ ^0 oJ- §V **"1 f\J1 4 ^/V(A/~\?r""D oi < T)s m "sir- w O § D oo > H 1° t,3 T3O = 2 I; O a»o09 07-13-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07137 Building Inspection Request Line (760) 602-2725 Job Address 2796 JAMES DR CBAD Permit Type PCR Parcel No 1561424700 Lot# Valuation $0 00 Construction Type Reference # CB060482 Project Title VINEY RES RELOCATE SFR CLOSER TO FRONT YARD SETBACK 0 NEW Status ISSUED Applied 07/10/2007 KG 07/13/2007 07/13/2007 Entered By Plan Approved Issued Inspect Area Applicant RAMIER PEG 7040 WHITE WATER CARLSBAD CA 92011 760-603-0254 Owner VINEY NICHOLAS J&MARY A 2326 BYRON PL CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $6000 $000 Total Fees $60 00 Total Payments To Date $60 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsb 1635 Faraday Ave Carlsbad CA 92(T08 760 602 2717 / 2718 / 2719 Fax 7606028558 Building Permit Application 0806 Plan Check Nr |&iS7 Est Value Plan Ck Deposit Date 7 JOB ADDRESS CT/PROJECT* DESCRIPTION OF WORK PHASE ## OF UNITS # BEDROOMS SUITE#/SPACE#/UNIT# # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP £-5 o EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D #NO D AIR CONDITIONING YES D NO D FIRE SPRINKLERS YES D NOO CONTACT NAME (If tiK&rent Fom Applicant)APPLICANT NAME ADDRESS ST ADDRESS ( n»jvvu^ CITY STATE ZIP CITY PHONE !?_<<?< EMAIL i FAX PHONE STATE ~ FAJT ZIP EMAIL PROPERTY OWNER NAME CONTRACTOR BUS NAME CITY ^T ADDRESS STATE ZIP a & CITY STATE ZIP PHONE EMAIL FAX PHONE FAX EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC #STATE LIC #CUSS CITY BUS LIC# (Sec 70315 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 Contractors 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 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) CONTRACTOR SIGNATURE Workers Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations G 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 O I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy number are Insurance Co ____ Policy No _ Expiration Date _ This section need not be completed if the permit is for one hundred dollars ($100) or less n Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100 000) in addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees DATE / hereby affirm that I am exempt from 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) 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 G No 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 / 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 / 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 / type of work) ^PROPERTY OWNER SIGNATURE DATE jlftffiltrvf .-M ^•.:-;T©*%SysafcSS 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' ElYes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' n Yes O No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site7 n Yes O No IF ANY OF THE ANSWERS ARE YES EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT i I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) j Lenders Name Lenders Address 3/SM*t.,~ 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 J hereby authonze representative 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 constnjction of structures over 3 stories in height 180 days from the date of such permit or if trje^Wfre^rwork authonzed by such permit is suspended or abandoned at any tone after the wort is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) DATE^APPLICANT S SIGNATURE PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ADDRESS - / ^ 7 DATE RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (< $10,000 00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER ENGINEER DATE DATE "? / 1 3/~ Docs.-'Misforms/Pianning Engineering Approvals o ^— __oJ^&^1^^^fe^ 1 J ^^5 A«"^J i 3 I s m m wm O J -n m o73 -< -g 2 m ^ ils DO w co O t ^3ro m m o oenm 10-09-2007 Cit/of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07140 Building Inspection Request Line (760) 602-2725 Job Address 2796 JAMES DR CBAD Permit Type PCR Parcel No 1561424700 Lot* Valuation $0 00 Construction Type Reference # CB060482 Project Title VINEY RES- DEFERRED TRUSS 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 07/13/2007 LSM 10/09/2007 10/09/2007 Applicant PEG RAMIER 7040 WHITEWATER DR CARLSBAD 92011 760 603 9046 Owner VINEY NICHOLAS J&MARY A 2326 BYRON PL CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $9000 $000 Total Fees S90 00 Total Payments To Date $90 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOVICE Please lake NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad 1635 Faraday Ave Carlsbad CA 92008 760 602 2717 / 2718 / 2719 Fax 760 602 8558 Building Permit Application Plan Check No O"7 tMO Est Value PlanCk Deposit Date />3/Q-7 JOB ADDRESS ~CT/PR07ECTS # OF UNITS # BEDROOMS #E SUITE#/SPACE#/UNIT# # BATHROOMS DESCRIPTION OF WORK (Please describe present use and proposed use) TENANT BUSINESS NAME TYPE OF CONST BUILDING AREA (SF)ADDITION AREA (SF)GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D #NO D AIR CONDITIONING YES D NO D FIRE SPRINKLERS YES D NO D APPLICANT NAME PHONE •7*>Ofeoa>9o4<<» EMAIL EMAIL OWNElMUME CONTRACTOR BUS NAME ADDRESS CITY PHONE ADDRESS STATE ZIP FAX CITY PHONE" STATE FAX ZIP EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC #STATE LIC #CITY BUS LIC # [Sec 70315 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 Contractors 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 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {{500}) Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations CJ 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 workers compensation insurance carrier and policy number are InsuranceCo PolicyNo 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 ,£? CONTRACTOR SIGNATURE DATE / hereby affirm that I am exempt from Contractor s License Law for the following reason O 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) a 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) a 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 n No 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 / 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 / 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 / type of work) ^PROPERTY OWNER SIGNATURE DATE ?Ml^ £|fe&; 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 AcP 0 Yes n No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' d Yes a No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' O Yes n No IF ANY OF THE ANSWERS ARE YES EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address '* * ' • ' ' -.fir i . ^ .< S • • .r '"**''." . -Tj?-,-'^ ^ 'i'**. „ ... --A • '.—''3&SSKJEK I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code) ^TLS ^) DATExgfAPPLICANT S SIGI EsGii Corporation In Partnership with government for (RwUmg Safety DATE AUGUST 3, 2007 JURISDICTION Carlsbad 1T"PLAN REVIEWER a FILE PLAN CHECK NO 060482 REVS (PCR07-140) SET II PROJECT ADDRESS 2796 James Drive PROJECT NAME Deferred Roof Truss Review 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 REMARKS check list below is transmitted herewith for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck Submit revised plan documents to EsGil Corp for review I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to 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 Bert Domingo Enclosures Esgil Corporation D GA D MB D EJ D PC 7/26/07 tmsmUdot Comments Sheet 1 of 1 EsGii Corporation In Partnership wit A government for Quitting Safety DATE 7/2O/07 a-AP-RUSANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 060482.REV3 (PCR07-140) SET I PROJECT ADDRESS 2796 James Drive PROJECT NAME Deferred Roof Truss Review J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I | The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X] The REMARKS check list below is transmitted herewith for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck Submit revised plan documents to EsGil Corp for review The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X| The applicant's copy of the check list has been sent to Dee Ramier FAX Esgil Corporation staff did not advise the applicant that the plan check has been completed IX] Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Dee Ramier (^ ^) Telephone # (760) 603-9046 Date contacted I(H fo 1 (by Qj) Fax # (760)603-0254 Mail Telephone^/ Fax ~f In Person REMARKS The roof truss layout provided by Stone Truss Company must have shop drawing stamp review and approval from the responsible engineer of record for the building, Albert Chan By Bert Domingo Enclosures Esgil Corporation D GA D MB' D EJ D PC 7/16/07 trnsmtldot VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 060482 REVS (PCRO7-140) PREPARED BY Bert Domingo DATE 7/20/07 BUILDING ADDRESS 2796 James Drive BUILDING OCCUPANCY R3 TYPE OF CONSTRUCTION VN BUILDING PORTION deferred trusses Air Conditioning Fire Sprinklers TOTAL VALUED Jurisdiction Code AREA (Sq Ft) NA cb Valuation Multiplier Hrly By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance $9000 Type of Review JZJ Repetitive Fee Repeats Complete Review D Other m Hourly 075 Structural Only Hour* Esgil Plan Review Fee $7200 * Based on hourly rate Comments Sheet 1 of 1 07/26/2007 11 51SS 951-8089993 ATC CONSULTING ENGR PAGE 02 O•n (A ROOF TRUSS LAYOUT VINEY RESIDENCE 2796 JAMES OIL CARLSBAD, CA (XSTONE TRUSS COMPANY 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