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HomeMy WebLinkAbout1350 CHINQUAPIN AVE; ; CB072041; Permit07-25-2008 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB072041 Building Inspection Request Line (760) 602-2725 1350 CHINQUAPIN AV CBAD RESDNTL 2062621100 $429,638.00 Sub Type: SFD Lot #: 0 Construction Type: NEW Reference #: 1 Structure Type: SFD 4 Bathrooms: 4 MATSUBARA RES 3783 SFD.1023 SF 2 GARAGES.27 SF PATI0.82 SF DECKS Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 08/01/2007 KG 07/25/2008 07/25/2008 Applicant: MATSUBARA TAEKO M Owner: MATSUBARA TAEKO M 3560 WINDSOR RD OCEANSIDE CA 92056 3560 WINDSOR RD OCEANSIDE CA 92056 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 $1,562.96 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,015.92 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $42.96 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL . $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $3,389.00 Housing Credit Fee D5/8 Master Drainage Fee $34.00 Sewer Fee $0.00 Additional Fees TOTAL PERMIT FEES $0.00 $160.00 $4,492.00 $0.00 $7,819.41 $7,217.92 $0.00 $0.00 $1,128.00 $1,272.00 $0.00 $280.00 $60.00 $94.00 $0.00 $4,515.00 $0.00 $1,234.48 $1,058.00 ($30.47) $35,345.18 Total Fees: $35,345.18 Total Payments To Date:$35,345.18 Balance Due:$0.00 IN ATTACHED FINAL APPROVAL Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" orfees, dedications, reservations, o; 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 Farad,ay Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 Building Permit Application Plan Check No. Est. Value '~s Plan Ck. Deposit Date - PROPERTY OWNER NAME ADDRESS" CONTRACTOR BUS. NAME ADDRESS ZIP CITY STATE ZIP EMAIL ARCH/DESIGNER NAME & ADDRESS PHONE EMAIL CITY BUS. JC.# (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 islicensed 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 ofSection 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: / hereby affirm under penalty olperjury 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. d I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My 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. 1?| 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 / / hereby affirm that I am exempt from Contractor's License Law for the following reason: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of 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). 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: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. D Yes CI No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone /contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5 I will provide some of the work, hut I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? d Yes O 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 D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? O Yes O 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 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 reguired for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permif issued by (he 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 buiidirta or woik authoriz^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). ^APPLICANT'S SIGNATURE / /- ^ fc. " ~ DATE City of Carlsbad Final Building Inspection Dept: Building Engineering Plan Check #: CMWD StLite Fire Date: Permit*: CB072041 Project Name: MATSUBARA RES 3783 SFD, 1023 SF 2 GARAGES.27 SF PATIO,82 SF DECKS Address: 1350 CHINQUAPIN AV Contact Person: BOB Phone: 7605198730 Sewer Dist: CA Water Dist: CA Lot: 10/29/2009 Permit Type: RESDNTL Sub Type: SFD 0 Inspected By: LSl/140 Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit #: Project Name: Address: CB072041 MATSUBARA RES 3783 SFD.1023 SF 2 GARAGES.27 SF PATIO.82 SF DECKS 1350 CHINQUAPIN AV Lot: Date: 10/29/2009 Permit Type: RESDNTL Sub Type: SFD 0 Contact Person: BOB Sewer Disl:CA Phone: 7605198730 Water Dist: CA Inspected By:_ Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: .Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: Inspection List PermiW: CB072041 Type: RESDNTL SFD Date Inspection Item 10/29/200989 Final Combo 10/29/2009 89 Final Combo 05/20/2009 32 Const. Service/Agricultural 05/20/2009 34 Rough Electric 05/20/2009 39 Final Electrical 05/19/2009 32 Const. Service/Agricultural 05/19/2009 39 Final Electrical 05/18/200939 Final Electrical 05/13/2009 17 I nterior Lath/Drywall 05/13/2009 18 Exterior Lath/Drywall 05/04/200918 Exterior Lath/Drywall 05/04/2009 84 Rough Combo 04/22/200913 Shear Panels/HD's 04/13/2009 15 Roof/Reroof 03/25/2009 14 Frame/Steel/Bolting/Weldin 03/18/2009 11 Ftg/Foundation/Piers 03/10/2009 11 Ftg/Foundation/Piers 03/10/2009 31 Underground/Conduit-Wirin 03/02/2009 21 Underground/Under Floor MATSUBARA RES 3783 SFD.1023 SF 2 GARAGES.27 SF PATIO.82 SF DECKS Inspector - PY PY PY PY JM JM PY TP TP PY PY TP PY PC PY MC MC PY Act Rl AP AP we we CO we NR AP AP we AP AP AP PA PA AP PA AP Comments GMR TPPB-EMR NEED GFCI OUTLET FLOOR NAILING SHEAR WALL FOOTING RELOCATION SEE BACK OF JOB CARD LOCATED MAIN SERVICE FOR RE PANEL. UFER GRND AT MAIN HOUSE & DET. GARAGE OK Thursday, November 05, 2009 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 10/29/2009 Permit* CB072041 Title: MATSUBARA RES 3783 SFD.1023 SF Description. 2 GARAGES.27 SF PATIO.82 SF DECKS Inspector Assignment: PY 1350 CHINQUAPIN AV Lot: 0 Type:RESDNTL Subtype: SFD Job Address: Suite: Location: APPLICANT MATSUBARA TAEKO M Owner: Remarks: Total Time: Phone: 7605198730 Inspector: !J iT\ Requested By: BOB Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date 05/20/2009 05/20/2009 05/20/2009 05/19/2009 05/19/2009 05/18/2009 05/13/2009 05/13/2009 05/04/2009 05/04/2009 04/22/2009 04/13/2009 03/25/2009 Description 32 Const. Service/Agricultural 34 Rough Electric 39 Final Electrical 32 Const. Service/Agricultural 39 Final Electrical 39 Final Electrical 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 18 Exterior Lath/Drywall 84 Rough Combo 13 Shear Panels/HD's 15 Roof/Reroof 14 Frame/Steel/Bolting/Welding Act AP we we CO we NR AP AP we AP AP AP PA Insp PY PY PY JM JM PY TP TP PY PY TP PY PC Comments TPPB - EMR NEED GFCI OUTLET FLOOR NAILING City of Carlsbad Bldg Inspection Request For: 05/20/2009 Permit* CB072041 Title: MATSUBARA RES 3783 SFD.1023 SF Description: 2 GARAGES.27 SF PATIO.82 SF DECKS Inspector Assignment: PY 1350 CHINQUAPIN AV Lot: 0 Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: OWNER MATSUBARA TAEKO M Owner: Remarks: t.s.p.b. Phone: 7605198730 Inspector: Total Time: CD Description 34 Rough Electric 39 Final Electrical Requested By: BOB Entered By: CHRISTINE Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date 05/19/2009 05/19/2009 05/18/2009 05/13/2009 05/13/2009 05/04/2009 05/04/2009 04/22/2009 04/13/2009 03/25/2009 03/18/2009 03/10/2009 03/10/2009 03/02/2009 Description 32 39 39 17 18 18 84 13 15 14 11 11 31 21 Const. Service/Agricultural Final Electrical Final Electrical Interior Lath/Drywall Exterior Lath/Drywall Exterior Lath/Drywall Rough Combo Shear Panels/HD's Roof/Reroof Frame/Steel/Bolting/Welding Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/Conduit-Wiring Underground/Under Floor Act CO we NR AP AP we AP AP AP PA PA AP PA AP Insp JM JM PY TP TP PY PY TP PY PC PY MC MC PY Comments NEED GFCI OUTLET FLOOR NAILING SHEAR WALL FOOTING RELOCATION SEE BACK OF JOB CARD FOR RE LOCATED MAIN SERVICE PANEL. UFER GRND AT MAIN HOUSE & DET. GARAGE OK 67 - 2^1 I$50 c- OJ Insulation L.P. - Escondido (874) 2061 Aldergrove Ave. Escondido, CA 92029 Insulation Certificate Insulation is installed in the structure described below as follows: Work Area Item Installed Sq Feet Caulk and Seal exterior doors, windows and sill plates to meet Title ; Hilti CF812 Window & Door Pro Foam 2,000 Sound walls R-ll 15.25" x 94" - Unfaced - EcoBatts 1,404 Garage walls R-13 15" x 94" - Unfaced - EcoBatts 504 Exterior Walls and Rim Joists R-19 15" x 48" - Unfaced - EcoBatts 2,488 Between floor area R-1916" x 48" - Unfaced - EcoBatts 1,456 Attic Area - Batts R-30 24" x 48" - Unfaced - EcoBatts 2,327 Garage Ceiling R-30 24" x 48" - Unfaced - EcoBatts 576 *Fiberglass blow has no settling factor for R-values Job Name: Matsubara Residence Job Address: 1350 CHINQUAPIN AVENUE OCEANSIDE, CA 92008 Insulation By:, Date Completed: S/6/2009 o 7 ' INSTALLATION CERTIFICATE (Page 12 of 12)CF-6R 31 D STREET, CHULA VISTA, CA. 91910 Site Address 31 D STREET Permit Number CHULA VISTA Number and Street SAN DIEGO City County Subdivision Lot Number Description of Insulation (Formerly IC-1 Form) RAISED FLOOR Material Thickness (inches) 2. SLAB FLOOR/PERIMETER Material Thickness (inches) Perimeter Insulation Depth (inches) 3. EXTERIOR WALL Frame Type A. Cavity Insulation Material UNPAGED BATTS Thickness (inches) 6 1/4" B . Exterior Foam Sheathing Material Thickness (inches) 4. FOUNDATION WALL Material Thickness (inches) Brand Name Thermal Resistance (R-Value) Brand Name Thermal Resistance (R-Value) Brand Name KNAUF INSULATION Thermal Resistance (R-Value) R-19 Brand Name Thermal Resistance (R-Value) Brand Name Thermal Resistance (R-Value) 5. CEILING Batt or Blanket Type UNPAGED BATTS Thickness (inches) 10" Loose Fill Type Brand Name KNAUF INSULATION Thermal Resistance (R-Value) R-30 Brand Ib Minimum thickness inchesContractor's min installed weight/ft2 _ Manufacturer's installed weight per square foot to achieve Thermal Resistance (R-Value) 6.ROOF Material Brand Name Thermal Resistance (R-Value)Thickness (inches) _ Declaration I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as indicated on the Certificate of Compliance, where applicable. Item #s 3-A Signature, Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner OJ INSULATION, LP Item #s 5 , Signature, Date/Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner Item #s Signature,/Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner Residential Compliance Forms March 2005 02/2E/283S ll:i)7 7607267514 DENNIS BEARD Project No. MAT2d9-FTG Contractor: A. J, BRADLEYAUSQNMY Pield Techwiciaa: DENNIS DAILY FIELD REPORT Date; Weather: SWV2VF Pay: THURSDAY lVIiles:flours: Inspection / Testing of BUILDING FOLWDAT1ONS VISITED JOB SITE THIS AM OBSERVED THAT THE BV1LDJNG FOUNDATIONS HAVE BEEN DUG TO THE PROPER DEPTH AND WIDTH INTO FIRMCOMPACTED SOILS. THE FOUNDA T1ON EXCA VA TfONS. THE SOIL EXPANSIVE. CHARA.CTBJNSIKS, AND THE SOIL REARING CAPACITY ALL CONFORM TO THS APPROVED PLANS AND SPZCS ON-SJJE. INFORMED FORERUN TO REMOVE ALL LOOSE SOIL AND DEBRIS, AND TOLlGmj-YMOBTEN BOrfOMAND SIDES OF FOOTINGS JUST PRIOR TO PL4CEMENTQFCQNCXETE. ONCE ACCQ&SPlfiHED^DALL OTHER INSPECTIONS AND/OR SPECIAL INSPECTION WQUtRRVENTS HstVE BEEN MET, OK TO PUCE CONCRETE. DENNIS BEARD 2-26-09 (SuBnoiiTy of Oper*tion»: Supervisor i Todays Yardage; pogiaeer: JGcologiSt: "l^ardag* to I ?mtyiii&i?i'itiW9 inc. CIVIL, GBOTECHNICAL, & QUALITY ENGINEERING FOUNDATION PESJG* * >,ANI> SIJRVEVTNC * SOtl TESTfNG 161 !-A SO. MELROSE DRIVE #285, VISTA, CA 9J*0St-54?l Ph: (760) 945-3150 Fas: (760) 94S-t221 EsGil Corporation In Partnership with government for (Buifcfing Safety DATE: June 23, 20O8 O-APRqcANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O7-2041 SET: II PROJECT ADDRESS: 1350 Chinquapin Rd. PROJECT NAME: Matsubara Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. X] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person XI REMARKS: Provide a letter from the soils engineer confirming that the foundation plan has been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. " A ~ By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ D PC (P) 6/16/08 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership with government for Quitting Safety DATE: August 14, 2OO7 ^ABWJQANT JURISDICTION: Carlsbad a FILE PLAN CHECK NO.: 07-2041 SET: I PROJECT ADDRESS: 1350 Chinquapin Rd. PROJECT NAME: Matsubara Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Alex Faulkner 2120 Jimmy Durante Blvd. #17, Del Mar, CA. 92014 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Alex Faulkner Telephone #: 858-481-1819 Date contacted:Jy/>5p7(by^/^ Fax #: 858-755-8186 Mail Telephone i/Fax ./'In Person REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 8/6/07 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad O7-2041 August 14, 2007 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 07-2041 JURISDICTION: Carlsbad PROJECT ADDRESS: 1350 Chinquapin Rd. FLOOR AREA: 3783 sq.ft. Dwelling STORIES: 2 585 sq.ft. Garage 438 sq.ft. Det. Garage HEIGHT: 29' REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 8/6/07 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bill Elizarraras COMPLETED: 'August 14, 2O07 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 O7-2O41 August 14, 2O07 Important Notice Regarding the 2007 CBC If you are an architect, engineer, designer or contractor that performs work within the State of California, please be advised that a new building code will take effect on January 1, 2008. The new building code is based on the 2006 International Building Code (IBC) and it is significantly different than the Uniform Building Code (UBC). All plan review applications submitted after December 31, 2007 will be required to comply with the new code. The 2007 CBC is currently available for purchase directly from the International Code Council, at www.iccsafe.org. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit 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. 2. Final Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 3. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: @ Bonus Room window adjacent to slider, a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. 4. Dimension on the plans 30" clear width for water closet compartments. Section 2904. 5. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage. Section 1402.3. 6. 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. Carlsbad 07-2O41 August 14, 2OO7 7. 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. 8. 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 9. Note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. 10. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and . bearing capacity conform to the soils report." 11. 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). 12. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 13. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) ICBO approval number or equal. The provided ICBO number is incorrect (Try #2578) b) Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 3102.3.8. 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. 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 Bill Elizarraras at Esgil Corporation. Thank you. Carlsbad O7-2O41 August 14, 2007 JURISDICTION: Carlsbad VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 07-2041 PREPARED BY: Bill Elizarraras DATE: August 14, 2007 BUILDING ADDRESS: 135O Chinquapin Rd. BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwelling Garage Det. Garage - Deck Patio Cov. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 3783 585 438 82 27 3783 cb RlrJn Pprmif FPP hv OrHinsnrp ^ Valuation y Multiplier 101.99 / / 26.61 / / 26.61 / ' 14.41 / / 8.87 3.88 By Ordinance Reg. Mod. VALUE ($) 385,828 15,567 .1.1,655 1,182 239 14,678 429,149 $1,562.96 Plan Check Fee by Ordinance Type of Review: I Repetitive FeeRepeats 0 Complete Review D Other •—i Hourly Structural Only Hour Esgil Plan Review Fee Comments: $1,015.92 $875.26 Sheet 1 of 1 macvalue doc 07 City of Carlsbad Public Works - Engineering DATE: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB //EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: Please marked or spi code DENIAL specifications to applicable shee attached report of deficiencies ake necessary corrections to plans for compliance with applicable standards. Submit corrected plans and/or ce for review. >een sent. Date: Only the 7/67 By;: By: / Date: By- FOR OFFICIAL USE ONLY ^*-\,ENjBJNEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: 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 g 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 92OO|8-7314 • (760) 602-2720 • FAX (76O) 608-8S62 BUILDING PLANCHECK CHECKLIST YOUR SUBMITTAL NEEDS TO HAVESIGNED APPRO VED GRADING PLANS' INCLUDED WllH V OUR PLANCK. ¥Q¥R airtNtJ-PtAN fcJ AIM! NO' I ' A P PR OVFD SITE PLAN TO DATE. ONCE THEY ARE STHNFD/ APPROVER PLEASE HAVE COPIES MADE FOR BOTH CITY AND OWNER SET AND HAVE SLIP SHEETED ~1N"V(JUR PLANCH AND"REQUESTTg~ HAVE REROUTED TO ENGINEERING. Provide a fully dimensioned site plan drawn to s DWG NO. North Arrow F. Existing & Proposed Structures G. Existing Street Improvements H. Property Lines (show all dimensions) I. Easements J. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service D D D 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. T \Fam?«nKaihyWASTERS\BijjJdf(jg Plancheck Cfclst Form (Genenc).doc BUILDING PLANCHECK CHECKLIST 1ST^ 2ND/ 3RD DISCRETIONARY APPROVAL COMPLIANCE [U 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D 4b. All conditions are in compliance. Date: D DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 W x 11" plat map and submit with a title report. All easement documents must be approved and signed by pwner(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: D IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:\Famw\KATHY\MASTERS\BuiUing Planclwck Cktet Fom (Generic).doc BUILDING PLANCHECK CHECKLIST • ST ND2 D jRD D 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 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 410.00 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 D 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: EH L~H CH 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. n n n 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. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permitis not required.) F .\FARMER\KATHY\MASTERS\BuiltJing Plancheck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST A ST Q CD 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 drain, 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 Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 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 Ston D Exempt ^uired fees are attach 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:\FarmertKATHY\MASTERS\Buildiria Plancfieck Cktet Form (Generic).doc BUILDING PLANCHECK CHECKLIST , ST ,RD D 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: STA1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, 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 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 3rm«r.Kat!iy\MAS7ERS\Buiiding Plaocheck Cklst Form (Genenc).doc BUILDING PLANCHECK CHECKLIST > ST pND oRD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. CH O CD 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 D D 13. Additional Comments: K\Farmer\Kdlhy\MASTERS\auiiding Plancheck Cklst Form (Generic).doc D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: Prepared by:Date: Bldg. Permit No. Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: O P& Sq. Ft./Units: / Types of Use: Sq. Ft./Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: <J/^0 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 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS: D 2. TRAFFIC IMPACT/ ADT's/UNITS FEE/ADT: D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADT's/UNITS: X FEE/ADT: D 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: D 5. SEWER FEE EDU's: _i__t BENEFIT AREA: EDU's: ZONE:. X FEE/SO. FT./UNIT: FEE/EDU:= $ D 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA_ ACRES: D 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE FEE/EDU: HIGH FEE/AC: METER FEE SDCWA FEE 'IRRIGATION 3V13 1 of 2 Ward\Oocs\Misfornii\Fee Calculation Worksheet CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:, w PROJECT in C&fOl»'/lf LOTS REQUESTED FOR RELEASE /%fo N/A = NOT APPLICABLE ^ = COMPLETE 0 - Incomplete or unacceptable DATE:. GRADING PERMIT NO A-\f& 1st.y/V /y / / A//A / 2nd. 1. 2. 3. 4. 5. 6. 7. 3. 9. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads orbldg. QYi' x 11" site plan (attachment) showing requested lots submitted. 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 lots for release shall accompany subsequent partial releases). 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 pian. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building 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. Partial release of the site is denied for the following reasons: Project Inspector Date Construction Manager Date R. rCRMSVPARTSITE.FRU Alt a Vista Civil Engineers and Land Planners STRUCTURAL CALCULATIONS FOR THE MATSUBARA RESIDENCE Owner: Site address: Taeko Matsubara 1360 Forest Ave. Carlsbad, CA. 92008 760-724-9732 Chinquapin Ave. APN 206-262-11 Engineer of BrirceH. MacFarfffne R.C.E. 28062, Expires 3-31-08 f /Date 969 Vale Terrace, Suite A, Vista, California[2084 STRUCTURE TYPE: Two story, wood frame, truss and tiled roof, stucco exterior, wallboard interior. LOADING:ITEM Roof Ceiling Exterior Walls Interior Walls Floors/Deck Balcony Soffit (optional) ELEMENTS UNIT WEIGHT Ibs./S.F. concrete tile felt 1/2" ply framing / truss Dead Load = Live Load = framing 1/2" gypsum miscellaneous Dead Load = studs / plates 1/2" gypsum 7/8" stucco Dead Load = studs / plates 1/2" gypsum (2 sides) Dead Load = framing 3/4" plywood 1 12" gypsum miscellaneous Dead Load = Floor Live Load = framing 3/4" plywood 1/2" gypsum miscellaneous Dead Load = Floor Live Load = framing 7/8" stucco miscellaneous 10.0 0.5 2.0 2.5 15.0 16.0 2.0 2.0 1.0 5.0 3.0 2.0 11.0 16.0 3.0 4.0 7.0 4.0 3.0 2.0 1.0 10.0 40.0 4.0 3.0 2.0 1.0 10.0 60.0 2.0 11.0 1.0 Dead Load = 14.0 LATERAL ANALYSIS AND DESIGN WIND CRITERIA P=CeCqC|s/w For Wind Exposure Height (ft.) 0-15 15-20 20-25 25-30 30-40 Vw= PA 'B1 Ce 0.62 0.67 0.72 0.76 0.84 Projected area method eq. 20-1 Vw=PA=(CqqJw)CeA Vw= 16.38 CeA SEISMIC CRITERIA Cq= 1.3 7w= 1 qs= 12.6 A= Projected area (sf) Eh=(2.5Ca/W/R)/1.4 eq. 30.5/1.4= 0.143 W R= 5.5 Ca = 0.44 C. Na = 0.44 Na (Soil Type Sd) Assumed = W=Dead Load Z = 0.4 /= 1 E=Eh+Ev ;E» = 0(A.S.D.) Reliability/ Redundancy Procedure 1. Do initial seismic design assuming p = 1.0 for irEh 2. Determine rt max and/? max per story (p = 1.0 min., 1.5 max) 3. Adjust seismic load (E=/?Eh) for shearwall and holdown design 4. Design to most critical lateral force E or Vw Vertical Distribution of Force hn= 32 Ct = 0.02 Fx=(V-Ft)wxhx/Swihi eq. 30-15 T=Ct(hn)3M =0.27 Ft=.07TV (Ft=0 for T less than 0.7 sec) P used ~ 2-20 / ri(mz - -" 10/VTOT/W c 1.5 SHEARWALL CASE DESCRIPTIONS CASE1 WALL SHEAR PANEL CASE 2 DOOR PIER SHEARWALL - Va.=Vs(SL) fr2(SL)min. H H ph <ph)/(SL-0.3) if fl ir k SL * NOTE M^XRATIO ph/ SL =2 :1 ^=VS(SL) ph NOTE M^XRATK) ph/ SL =2:1 C4 iSE 3 WINDOWPIER SHEARWALL |«-2(SL)min. -jj H (D wph Vap = Vs (SL) ph /f=Vs(SL)(ph)/(SL-0.3) k— SL-sl NOT£:MAXRATIO (wph)/(SL) =2:1 HEADER TO SOLID BLOCKING Tffi STRAP. STRAP CAPACITY TO BE 1/2 VSP MEN. © SILL PLATES TO SOLID BLOCKING Tffi STRAP. STRAP CAPACITY TO BE 1/2 VSP MM. KEY Vs VSP # SL ph wph 0.3' UNIT SHEAR (#/lf) PANEL SHEAR (#) HOLD DOWN FORCE (#) SHEARWALL LENGTH (If) PANEL OR HEADER HEIGHT (ft) WINDOW PIER HEIGHT (ft) HOLD DOWN OFFSET FROM PANEL EDGE SHEAR PANEL SCHEDULE 3/8° C-D, C-C OR OSB PLYWOOD NAILED WITH 6-D OR 8-D NAILS @ 3° O.C. AT EDGES AND 12" O.C. FIELD PER TABLE 23-11-1-1 U.B.C., ALLOWABLE SHEAR CAPACITY = 350 #/FT. USE 5/8" ANCHOR BOLTS @ 24" O.C. WITH 2" X 2" X 3/16" WASHERS FOR 2" NOMINAL SILL PLATE ** ON FOUNDATION OR SILL NAIL WITH 16D @ 6" O.C. TOGETHER WITH A-35 OR A-35F @ 24" O.C. TO FLOOR PLY AND SOLID BLOCKING. PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED. MAINTAIN 1 7/8" EDGE DISTANCE WITH ANCHOR BOLTS. USE A-35 @ 16" O.C. FROM TOP PLATE TO ROOF OR FLOOR BLOCKING OR JOIST. 3/8" C-D, C-C, OR OSB PLYWOOD NAILED WITH 8-D NAILS @ 3° O.C. AT EDGES AND 12" O.C. FIELD PER TABLE 23-11-1-1 U.B.C., ALLOWABLE SHEAR CAPACITY = 490 #/FT. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THEN A SINGLE 3° NOMINAL MEMBER. USE 5/8" ANCHOR BOLTS @ 16" O.C. WITH 2" X 2" X 3/16° WASHERS FOR 2" NOMINAL SILL PLATE ** ON FOUNDATION OR SILL NAIL WITH 16D @ 4" O.C. TOGETHER WITH A-35 OR A-35F @ 20" O.C. TO FLOOR PLY AND SOLID BLOCKING. PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED. MAINTAIN 1 7/8° EDGE DISTANCE WITH ANCHOR BOLTS. USE A-35 @ 12" O.C. FROM TOP PLATE TO ROOF OR FLOOR BLOCKING OR JOIST. 15/32" C-D, C-C OR OSB PLYWOOD NAILED WITH 10-D NAILS @ 3" O.C. AT EDGES AND 12" O.C. FIELD PER TABLE 23-11-1-1 U.B.C., ALLOWABLE SHEAR CAPACITY = 600 #/FT. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THEN A SINGLE 3" NOMINAL MEMBER. USE 5/8" ANCHOR BOLTS @ 14" O.C. WITH 2" X 2" X 3/16° WASHERS FOR 2" NOMINAL SILL PLATE ** ON FOUNDATION OR SILL NAIL WITH 16D @ 4" O.C. TOGETHER WITH A-35 OR A-35F @ 16" O.C. TO FLOOR PLY AND SOLID BLOCKING. PLYWOOD JOINT AND SILL NAILING SHALL BE STAGGERED. MAINTAIN 1 7/8" EDGE DISTANCE WITH ANCHOR BOLTS. USE A-35 @ 8" O.C. FROM TOP PLATE TO ROOF OR FLOOR BLOCKING OR JOIST. ** SEE "PLYWOOD SHEARWALL SILL PLATE ANCHOR BOLTING TO FOUNDATION CALCULATIONS FOR 2" NOMINAL PLATE" IN STRUCTURAL CALCULATIONS PLYWOOD SHEARWALL SILL PLATE ANCHOR BOLTING TO FOUNDATION CALCULATIONS FOR 2" NOMINAL PLATE REF: 1997 NATIONAL DESIGN SPECIFICATIONS (NDS) 1997 UNIFORM BUILDING CODE (UBC) FOR WOOD TO CONCRETE CONNECTIONS SEE SECTIONS 8.2.3, 7.3.2, 2.3.2, TABLES 7.3.1, 8.2E (NDS), TABLE 19D AND 23-1-11-1 (UBC). FOR 1-1/2" WOOD MEMBER.5/8" ANCHOR BOLT WITH 6" EMBEDMENT Z= 890#/BOLT (TABLE 8.2E NDS) Z'= 50%*(890#/BOLT)1.6**= 712#/BOLT FOR ALLOWABLE SERVICE LOAD ON EMBEDDED BOLT PER TABLE 19D (UBC) 5/8" BOLT EDGE DIST.= 3-3/4" ALLOWABLE SHEAR = 2750# CALC. FOR EDGE DIST. 50%(3-3/4")= 1 -7/8" PRORATE ALLOWABLE SHEAR 50%(2750) = 1375# = Ze Ze' = 50%* (Z1 CONTROLS) ANCHOR BOLTING FOR VARIOUS SHEAR PANEL RATINGS (#/FT) 2" SILL PLATE FOR 350#/FT OR LESS SHEAR PANEL: USE 5/8" ANCHOR BOLTS @ 24" O.C. (712#/350 = 2.03YBOLT) 490#/FT OR LESS SHEAR PANEL: USE 5/8" ANCHOR BOLTS @ 16" O.C. (712#/490 = 1.45YBOLT) 6003/FT OR LESS SHEAR PANEL: USE 5/8" ANCHOR BOLTS @ 14" O.C. (712#/600 = 1.19YBOLT) FOR ALL USE 6" MIN. EMBEDMENT ANCHOR BOLT WITH 1-7/8" MIN. EDGE DISTANCE, 2" NOMINAL SILL PLATE FOR PLYWOOD SHEAR WALLS 350- 600#/FT CAPACITY USE 2"x2"x3/16" WASHERS WITH ANCHOR BOLTS 'REDUCTION FACTOR TABLE 23-11-1-1, NOTE 3 (UBC) "CD TABLE 2.3.2 (NDS) GRID SECTOR KEY MAP -XX DIRECTION LEGEND UPPER GRID SECTOR BOUNDARY GRID SECTOR SHEARWALL Y A y Y LOWER GRID A , DIRECTION XX WIND EXPOSURE, UPPER Vwu= 16.38 CeuAu= 1,309 WIND EXPOSURE, LOWER VwL=Vwu+ 16.38 0^= 2,418 SEISMIC MASS 111 S.F.) 101 S.F.) = 0.72 ) (CeL = 0.67 UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS VsL=XlV2.5CA//R1.4(W.S.D.) = i Vsu = VsL( 190 + 130 + 26 )K# = S.F. 395 526 240 224 338 791 320 5,822 3,922 #/S.F. 20 16 7 20 10 16 7 Xw = # * = V w* 7900 8416 1680 4480 3380 12656 2240 40,752 wxhx / 1 HT' (AVE) 24 15.5 15.5 13 11 5 4 * X(w f w,h, 190 130 26 58 37 63 9 514 # i 514 SHEARWALLS K* UPPER = 1.0 p = 0.12 lw- 10.5 LF p used V SL 4.5 3.5 2.5 Su/ IW - CASE 3 3 3 373 * QTY 1 1 1 /FT= V VSP 1681 1307 934 ph 8 8 8 USE 10.5 HOLD DOWN FORCES (H) # 3201 3268 3395 LF 3/8" PLY SCH 2 RECOMMENDED HOLD DOWNS MST 48, MSTC&&B3 MST48, MSTC^BS MST60,MSTC4#B3 SHEARWALLS LOWER used\/SLllW= 364*/FT=V pused= 1.0 p - -0.86 lw- 16.0 LF USE 16.0 LF 3/8" PLY SCH 2 SL 10 6 CASE 1 1 QTY 1 1 VSP 3639 2183 ph 10 10 HOLD DOWN FORCES (H) # 3751 3830 RECOMMENDED HOLD DOWNS STHD14, PHD5, or HTT22 w/ SSTB20 STHD14, PHD5, or HTT22 w/ SSTB20 GRID B , DIRECTION XX WIND EXPOSURE, UPPER Vwu= 16.38CeuAu= 4,423 (Au = WIND EXPOSURE, LOWER VwL= Vwu+ 16.38 CeLAL = 7,441 SEISMIC MASS 375 S.F.)(Gey = 0.72 ) (/V= 275 S.F.)(CeL = 0.67 ) UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS S.F. 768 451 530 375 602 475 720 */S.F. 20 16 7 20 10 16 7 W* 15360 7216 3710 7500 6020 7600 5040 HT ' (AVE) 24 15.5 15.5 13 11 5 4 K*' t"xhx) 369 112 58 98 66 38 20 52,446 760 # I VsL=XlV2.5CA//R1.4(W.S.D.) = 369 112 + 58 )K* = 7,492 5,304 * = V wxhx 760 SHEARWALLS UPPER Pused= S w,h, p = -0.05 /w= 15.5 LF p used V SL 8 7.5 su/lw = CASE 1 1 342 * QTY 1 1 /FT= V VSP 2738 2567 ph 10 10 USE 15.5 HOLD DOWN FORCES (H) # 3556 3565 LF 3/8" PLY SCH 1 RECOMMENDED HOLD DOWNS MST 60, MSTC^BS MST 60, MSTC^B3 SHEARWALLS LOWER = 10 p - -1.33 lw~ 24.0 LF used V SL 12 6 SLI IW = CASE 1 1 312 * QTY 1 2 /FT= V VSP 3746 1873 ph 10 10 USE 24.0 HOLD DOWN FORCES (H) # 3202 3286 LF 3/8" PLY SCH 1 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 STHD10, PHD2, or HTT22 w/ SSTB16 GRID C , DIRECTION XX WIND EXPOSURE, UPPER M Vwy= 16.38 CeiAj= 2,335 (Au = 198 S.F.) (Ceu= 0.72 ) WIND EXPOSURE, LOWER VwL= Vwu + 16.38 CeA = 4,387 * (A,. = 187 S.F.) (CeL = 0.67 ) SEISMIC MASS S.F. */S.F. w* HT ' K*' (AVE) (&xhx) UPPER ROOF & CEILING 432 20 8640 24 207 STORY EXTERIOR WALLS 438 16 7008 15.5 109 INTERIOR WALLS 38 7 266 15.5 4 LOWER ROOF & CEILING 306 20 6120 13 80 STORY FLOOR/DECK 417 10 4170 11 46 EXTERIOR WALLS 711 16 11376 5 57 INTERIOR WALLS 198 7 1386 4 6 _# = 38,966 if^(wihi)= 508 VsL=SlV2.5CA//R1.4(W.S.D.) = 5>567 * 1 * i / /Vsu = VsL( 207 + 109 + 4 )K* = 3,508 = «^ wx^x / X W//J, it'*'508 * SHEARWALLS UPPER p^= 1.0 /? = o.es /^= 6.6 LF /t? USed Vsu//w= 531*/FT=V L/SE 6.6 LF USE 1 - SW48 x 10RF SIMPSON STRONGWALL = 2115# CAPACITY USE 1 - SW32 x 10RF SIMPSON STRONGWALL = 1400# CAPACITY TOTAL CAPACITY = 3515* SHEARWALLS LOWER />«-= 1.0 ^=0.39 /w= 8.6 LF /? usedVsJlw* 647*/FT=V L/SE 8.6 LF USE 1 - SW48 x 10 SIMPSON STRONGWALL = 4095* CAPACITY USE 1 - SW32 x 10 SIMPSON STRONGWALL = 2460# CAPACITY USE 1 - SW24 x 10 SIMPSON STRONGWALL = 1260# CAPACITY TOTAL CAPACITY = 7815# GRID D , DIRECTION XX WIND EXPOSURE Vw = 16.38 = 1,734 SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS VS=2W2.5CA//R1.4(W.S.D.) SHEARWALLS V s / /w = 720 * /FT = Vused s w (A =158 S.F. 312 342 55 S.F.) */S.F. 20 16 7 2w = (Ce = W* 6240 5472 385 12,097 1,728 0.67 p = 1.65 USE 3.6 LF I\N~ 3.6 LF USE 2 - SW22 x 8 x 4 GARAGE PORTALS = (1995# x 2 ) = 3990* TOTAL CAPACITY GRID E , DIRECTION XX WIND EXPOSURE Vw = 16.38 CeA = 1,734 * (A = SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS 158 S.F. 312 306 62 S.F.) #/S.F. 20 16 7 Sw = (Ce = 0.67 W* 6240 4896 434 11,570 # ) Vs=Sl/l/2.5CA//f?1.4(W.S.D.) SHEARWALLS 1,653 Oused — -j.5 p = 1.18 lw= 8.0 LF usedvs//w= 310*/FT=v USE 8.0 LF 3/8" PLY SCH 1 SL 8 CASE 1 QTY 1 VSP 2479 ph 10 HOLD DOWN FORCES (H) # 3220 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 GRID SECTOR KEY MAP - YY DIRECTION LEGEND GRID SECTOR BOUNDARY GRID SECTOR SHEARWALL UPPER JOT u Y > < > f Y LOWER KJ^f. GRID 1 , DIRECTION YY WIND EXPOSURE, UPPER Vwu= 16.38CeuAu= 2,901 WIND EXPOSURE, LOWER VwL= Vwu+ 16.38 CeA = 4,953 SEISMIC MASS 246 S.F.)(Ceu= 0.72 187 S.F.)(CeL = 0.67 ) UPPER STORY LOWER STORY ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS S.F. 848 719 488 0 634 765 130 * /S.F. 20 16 7 20 10 16 7 W* 16960 11504 3416 0 6340 12240 910 HT ' (AVE) 24 15.5 15.5 13 11 5 4 K* ' (*xhx) 407 178 53 0 70 61 4 51,370 773 # f 407 178 53 7,339 6,061 773 SHEARWALLS K* UPPER = 1.0 = -0.49 / w= 22.3 LF used V SL 7 6 5.3 4 Su/lW- CASE 1 1 2 2 272 * QTY 1 1 1 1 /FT= V VSP 1902 1631 1440 1087 ph 10 10 8 8 USE 22.3 HOLD DOWN FORCES (H) # 2839 2861 2305 2351 LF 3/8" PLY SCH 1 RECOMMENDED HOLD DOWNS MST 48, MSTC#883 MST 48, MSTC<^33 MST 48, MSTC?<S3 MST 48, MSTCYSB3 SHEARWALLS p used VSL//W= 386 * SL CASE QTY 7 5 1 1 2 1 LOW /FT= V VSP 2704 1931 ER Ph 10 10 yOused- 1Q L/SE 19.0 HOLD DOWN FORCES (H) # 4035 4109 p - -0.24 lw- 19.0 LF LF 3/8" PLY SCH 2 RECOMMENDED HOLD DOWNS STHD14, PHD5, or HTT22 w/ SSTB20 STHD14, PHD5, or HTT22 w/ SSTB20 GRID 2 , DIRECTION YY WIND EXPOSURE, UPPER Vwu= 16.38 CeuA^ 2,913 WIND EXPOSURE, LOWER VwL= Vwu+ 16.38 CeLA = 5,569 SEISMIC MASS 247 S.F.) (Ceu= 0.72 ) * (A = 242 S.F.) (CcL = 0.67 ) UPPER STORY LOWER STORY VSL = ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS ROOF & CEILING FLOOR/DECK EXTERIOR WALLS INTERIOR WALLS 2.5CA//R1.4(W.S.D.) = 404 + 183 + 52 )K# = S.F. 842 738 475 344 632 396 1003 * /S.F. 20 16 7 20 10 16 7 W9 16840 11808 3325 6880 6320 6336 7021 HT' (AVE) 24 15.5 15.5 13 11 5 4 K" (*xhx) 404 183 52 89 70 32 28 58,530 857 # I 8,361 6,228 = V wxhxx 857 SHEARWALLS UPPER Pused = 1.0 ' 2 w,h, = -0.18 lw~ 20.0 LF p used V SL 12 8 CASE 1 1 311 * QTY 1 1 /FT= V VSP 3737 2491 ph 10 10 USE 20.0 HOLD DOWN FORCES (H) # 3194 3236 LF 3/8" PLY SCH 1 RECOMMENDED HOLD DOWNS MST 48, MSTC48B3 MST 48, MSTC48B3 SHEARWALLS LOWER sLllw = 322*/FT=V = 1.0 p = -o.69 I w= 26.0 LF USE 26.0 LF 3/8" PLY SCH 1 SL 10 6 CASE 1 1 QTY 2 1 VSP 3216 1930 ph 10 10 HOLD DOWN FORCES (H) # 3315 3385 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 STHD10, PHD2, or HTT22 w/ SSTB16 GRID 3 , DIRECTION YY WIND EXPOSURE Vw = 16.38 CeA = 3>731 SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS VS=SW2.5CA//R1.4(W.S.D.) = SHEARWALLS (A = 340 S.F.) S.F. 724 561 320 3,671 /S.F. 20 16 7 1.0 (Ce = W 14480 8976 2240 25,696 0.67 p = 0.92 lw~ 14.5 LF Vw//w= 257*/FT=v USE 14.5 LF 3/8" PLY SCH 1 SL 8 6.5 CASE 1 1 QTY 1 1 VSp 2059 1673 ph 10 10 HOLD DOWN FORCES (H) # 2674 2698 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 STHD10, PHD2, or HTT22 w/ SSTB16 GRID 4 .DIRECTION YY WIND EXPOSURE Vw = 16.38 CeA = 1>778 SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS SHEARWALLS p used V s / /w = 228 * /FT = V (A = 162 S.F.) S.F. 312 408 0 1,824 /S.F. 20 16 7 (Ce =0.67 W 6240 6528 0 12,768 = 1.0 p = 0.80 I w~ 8.0 LF USE 8.0 LF 3/8" PLY SCH 1 SL 8 CASE 1 QTY 1 VSP 1824 ph 10 HOLD DOWN FORCES (H) # 2369 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 GRID SECTOR KEY MAP - XX DIRECTION LEGEND Y A GRID SECTOR BOUNDARY GRID SECTOR SHEARWALL y Y 7 7 GRID F , DIRECTION XX WIND EXPOSURE Vw = 16.38 SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS Vs =^W 2.5 CA/ / R1.4 (W.S.D.) SHEARWALLS (A = 115 S.F.) */ S.F.S.F. 265 20 324 16 0 7 P»**>= 1.0 (Ce = W 5300 5184 0 10,484 0.62 p = 0.67 lw~ 7.0 LF /7USetfVs//w= 214*/FT=V USE 7.0 LF 3/8" PLY SCH 1 SL 7 CASE 1 QTY 1 VSP 1498 ph 9 HOLD DOWN FORCES (H) # 2012 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 GRID G , DIRECTION XX WIND EXPOSURE Vw = 16.38 CeA = 1,168 SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS Vs =2W 2.5 CA/ / R1.4 (W.S.D.) SHEARWALLS (A = 115 S.F.) S.F. 265 324 0 1,498 / S.F. 20 16 7 (Ce=0.62 W 5300 5184 0 10,484 p = 0.67 lw- 7.0 LF used V s / /w = 214 ff /FT = V L/SE 7.0 LF 3/8" PLY SCH 1 SL 7 CASE 1 QTY 1 VSP 1498 Ph 9 HOLD DOWN FORCES (H) # 2012 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 GRID SECTOR KEY MAP - YY DIRECTION LEGEND GRID SECTOR BOUNDARY GRID SECTOR SHEARWALL >x GRID 5 , DIRECTION YY WIND EXPOSURE w = 16.38 e = 1,168 SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS Vs =2,W 2.5 CA/ / R 1 .4 (W.S.D.) SHEARWALLS (A =115 S.F. 265 346 0 1,548 pused = S.F.) */S.F. 20 16 7 Xi/v = # 1.5 (Ce = W* 5300 5536 0 10,836 P ~ 0.62 = 8.0 LF /? usedVs//w= 288#/FT=v L/SE 8.0 LF 3/8" PLY SCH 1 SL 8 CASE 1 QTY 1 VSP 2307 ph 9 HOLD DOWN FORCES (H) # 2697 RECOMMENDED HOLD DOWNS STHD10, PHD2, or HTT22 w/ SSTB16 GRID 6 , DIRECTION WIND EXPOSURE Vw = 16.38 CeA = 1,168 SEISMIC MASS ROOF & CEILING EXTERIOR WALLS INTERIOR WALLS \/s ==£ W 2.5 CA//R 1.4 (W.S.D.) = SHEARWALLS p used V s / /w = 839 * /FT = V YY (A = 115 S.F.) (Ce = 0.62 ) S.F. #/S.F. W* 265 20 5300 309 16 4944 07 0 2W = 10,244 * 1,463 * pused= 1.5 p = 1.49 / w= 2.6 LF USE 2.6 LF 15/32" PLY SCH 3 USE 2 - SW16 x 7 x 4 GARAGE PORTALS = (1460# x 2) = 2920# TOTAL CAPACITY BEAM DESIGN # f DESCRIPTION: MSTR. BEDROOM WINDOW HEADER SUPP. ROOF & CELING LOAD TYPE: UNIFORM LOADING: SPAN (SP) =6.0 FT. TRIB.FT. */SF LOAD*/FT. R R MOMENT (M) = UL(SP)2/8 = 1080 ALLOWED DEFLECTION (A) = SP(12)/ ROOF CE/L/A/G EXT. WALL /A/7. IM4LL FLOOR/DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = ' * END REACTION (R) = SP(UL)/2 = 360 = 5 5 31 5 16 7 50 70 14 155 25 0 0 0 0 0 60 d = 6 IN Fb = 1300 E = 1.6 x 10s PSI USE GIVEN PROPERTIES SECTIONAL AREA REQ. = (R - UL (d/12)) 1.5 / 85 PSI = SECTION MODULUS REQ. = M(12/Fb = MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= MIN. 4 " x 6 " DOUGLAS FIR LARCH #1 A = 19.3 IN2 S = 17.7 IN3 I = 48.5 IN4 240 "/FT. 720 * 0.20 IN 11 IN2 10 IN3 22 IN4 BEAM DESIGN # 2 DESCRIPTION: MSTR. BEDROOM WINDOW HEADER SUPP. ROOF & CELING LOAD TYPE: LOADING : UNIFORM SPAN (SP) =4.0 FT. TRIB.FT. VSF LOAD#/FT. 444 UL 4 444 d SP R R MOMENT (M) = UL(SP)2/8 =480 ROOF 5 31 CEILING 5 5 EXT. WALL 16 INT. WALL 7 FLOOR/DECK so BALCONY 70 SOFFIT 14 OTHER TOTAL UNIFORM LOAD (UL) = ' * END REACTION (R) = SP(UL)/2 = 155 25 0 0 0 0 0 60 d = 6 IN Fb = 1300 E = 1.6 x 106 PSI USE GIVEN PROPERTIES ALLOWED DEFLECTION (A) = SP(12)/ 360 = SECTIONAL AREA REQ. = (R - UL (d/12)) 1.5 / 85 PSI = SECTION MODULUS REQ. = M(12)/Fb = (5/384)(UL/12)(SPx12)4/EA= DOUGLAS FIR LARCH #1 MOMENT OF INERTIA REQ. = 240 7FT. 480 # 0.13 IN 6 IN2 4 IN3 6 IN4 MIN. A = 4 "x 19.3 IN2 S =17.7 IN-1 =48.5 IN4 BEAM DESIGN # 3 DESCRIPTION : BEDROOM #4 WINDOW HEADER SUPP. ROOF & CEILING LOAD TYPE : UNIFORM LOADING: UL I i SP R R MOMENT (M) = UL(SP)2/8 =750 J = 6 IN Fb = 1300 PSI E= 1.6x106PSI ALLOWED DEFLECTION (A) = SP(12/ SECTIONAL AREA REQ. = (R - UL SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = SPAN (SP) = 5.0 FT. TRIB. FT. #/SF LOADn/FT. ROOF 5 31 155 CEILING 5 5 25 EXT. WALL 16 0 INT. WALL 7 o FLOOR /DECK 50 0 BALCONY 70 0 SOFFIT 14 0 OTHER 60 TOTAL UNIFORM LOAD (UL) = 24o" */FT. ># E/VD REACTION (R) = SP(UL/2 = 600 # 360 = 0.17 IN 1.5 / 85 PSI = 8 IN2 M(12/Fb= 7 IN3 (5/384)(UL/12)(SPx12)4/EA= 13 IN4 USE fl GIVEN PROPERTIES 11IN. A = 4 "X 19.3 IN2 6 " L S = JOUGLAS F 17.7 IN3 IRLAh 1 = ICHV1 48.5 IN4 BEAM DESIGN # 4 DESCRIPTION : UPPER FAM. ROOM AREA HEADER SUPP. ROOF & CEILING LOAD TYPE : UNIFORM LOADING: R R MOMENT (M)= UL(SP)2/8= 3424 ALLOWED DEFLECTION (A) = SP(12)/ SPAN (SP) = 7.5 FT. TRIB. FT. #/SF LOAD#/FT. ROOF 12 CEILING 11 EXT. WALL //VT. WALL FLOOR/DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = '* END REACTION (R) = SP(UL/2 = d~ 10 IN Fb= 1300 PSI E= 1.6x106PSI USE GIVEN PROPERTIES SECTIONAL AREA REQ. = SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = MIN. 4"x 10" A =32.4 IN x 2 (R - UL (rf/12)) 1 .5 / 85 PSI = M(12/Fb= (5/384)(UL/12)(SPx12)4/EA= DOUGLAS FIR LARCH #1 31 5 16 7 50 70 14 JL) = /2 = 0 = }SI = rFb = 'EA= 372 55 0 0 0 0 0 60 487 #/FT, 1826# 0.25 IN 25 IN2 32 IN3 87 IN4 S =50 IN3 I = 230.8 IN4 BEAM DESIGN # 5 DESCRIPTION: UPPER FAM. ROOM WINDOW HEADER LOAD TYPE: UNIFORM LOADING: SPAN (SP) = 8.0 FT. TRIB.FT. VSF LOAD«/FT. R R MOMENT (M) = UL(SP)2/8 =1568 ROOF 2 31 CEILING 2 5 EXT. WALL 4 16 INT. WALL 7 FLOOR/DECK 50 BALCONY 70 OTHER TOTAL UNIFORM LOAD (UL) = '* END REACTION (R) = SP(UL/2 = ALLOWED DEFLECTION (A) = SP(12/ 360 = d = 6 IN SECTIONAL AREA REQ. = (R - UL (rf/12)) 1.5 / 85 PSI = Fb = 1300 PSI SECTION MODULUS REQ. = M(12/Fb = E = 1.6X106 PSI USE GIVEN PROPERTIES MOMENT OF INERTIA REQ. = MIN. A = 4 19.3 IN X 2 (5/384)(UL/12)(SPx12)7 EA DOUGLAS FIR LARCH #1 62 10 64 0 0 0 60 s =17.7 IN3 T —•48.5 IIM4 196 */FT. 784* 0.27 IN 12 IN2 14 IN3 42 IN4 BEAM DESIGN # 6 DESCRIPTION: UPPER FAM. ROOM WINDOW HEADER LOAD TYPE: UNIFORM LOADING: SPAN (SP) = 8.0 FT. TRIB.FT. VSF LOAD*/FT. 4 I ROOF 14 CEILING 14 EXT. WALL INT. WALL FLOOR/DECK BALCONY OTHER R R TOTAL UNIFORM LOAD (UL) = MOMENT (M) = UL(SP)2/8 = 4512 '* END RE ACTION (R) = SP(UL/2 = ALLOWED DEFLECTION (A) = SP(12/ 31 5 16 7 50 70 JL) = /2 = 0 = 434 70 0 0 0 0 60 564 2256 0.27 */FT # IN d- 10 IN Fb= 1300 PSI E = 1.6 x 106 PSI USE GIVEN PROPERTIES SECTIONAL AREA REQ. = SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = MIN. 4 " x 10 " A =32.4 IN X 2 (R -UL(d/12))1.5/ 85 PSI = 32 IN2 M(12/Fb= 42 IN3 (5/384)(UL/12)(SPx12)4/EA= 122 IN4 DOUGLAS FIR LARCH #1 S =50 IN3 I = 230.8 IN4 BEAM DESIGN # 7 DESCRIPTION: UPPER FAM. ROOM WINDOW HEADER SPAN (SP) = 5.0 FT. a = 2.0 FT. b = LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD LOADING: 3.0 FT.a < b TRIB.FT. */SF LOAD#/FT. ROOF 14 31 CEILING 14 5 EXT. WALL 16 INT. WALL 7 FLOOR /DECK 50 BALCONY 70 SOFFIT 14 OTHER TOTAL UNIFORM LOAD (UL) = CONCENTRATED LOAD (CL) = UL(SP/2 + CL(b/SP = UL(SP)/2 + CL(a/SP = UL(SP2/8) + CL(a)(b/SP = SP(12)/ 360 = (Ra -UL(d/12))1.5/ 85PSI = M(12/Fb = 434 70 0 0 0 0 0 60 564 */FT. 1000 # 201 0# 1810* 2963 I# 0.17 IN 27 IN2 27 IN3 END REACTION (Ra) = END REACTION (Rb) = MAX. MOMENT (M) = ALLOWED DEFLECTION (A) = SECTIONAL AREA REQ. = SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = ((5/384)(ULyi2)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/EA= Fb= 1300 PSI E= 1.6x106PSI d= 10 IN 46 IN USE MIN. GIVEN PROPERTIES A = x 10 DOUGLAS FIR LARCH #1 32.4 IN3 S =50 IN3 I = 230.8 IN4 BEAM DESIGN # 8 DESCRIPTION: MSTR. BEDROOM WINDOW HEADER SUPP. ROOF & CEILING JACK TRUSSES LOAD TYPE: UNIFORM LOADING : SPAN (SP) =8.0 FT. TRIB.FT. VSF LOAD#/FT. 5 5 31 5 16 7 50 70 14 155 25 0 0 0 0 0 60 ROOF CEILING EXT. WALL INT. WALL FLOOR/DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = '# END REACTION(R) = SP(UL)/2 = 360 = SECTIONAL AREA REQ. = (R - UL (d/12}) 1.5 / 85 PSI = SECTION MODULUS REQ. = M(12)/Fb = MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= MIN. 4 " x 8 " DOUGLAS FIR LARCH #1 MOMENT(M) = UL(SP)2/8 = 1920 ALLOWED DEFLECTION (A) = SP(12/ d - SIN Fb = 1300 PSI E = 1.6 x 10s PSI USE GIVEN PROPERTIES A= 25.4 IN2 S= 30.7 IN3 240 "/FT. 960* 0.27 IN 14 IN2 18 "N3 52 IN4 1= 111.2 IN4 BEAM DESIGN # 9 DESCRIPTION: CANTILEVER FLOOR BEAM CANTILEVER (L) = 3.0 FT. LOAD TYPE: CANTILEVER LOADING: L' = CL VSF 31 5 16 7 50 70 14 L' E = 2.0 x 106 PSI USE MIN. GIVEN PROPERTIES 17.0 FT. TRIB. FT. ROOF CEILING EXT. WALL INT. WALL FLOOR/DECK BALCONY SOFFIT OTHER CONCENTRATED LOAD (CL) = MAX. SHEAR (V) = CL = REACTION (Ra) = CL^+L'/L1 = REACTION (Rb) = CL(L/L') = MAX. MOMENT (M) = CL(L) = ALLOWED DEFLECTION (A) = L(12/ 360 = MOMENT OF INERTIA REQ. = CL(L(12))3/3 E A= 211/16 "x 117/8" PARALLAM 2.0 E. LOAD # o 0 0 0 0 0 0 4000 4000 * 4000 # 4705.88 * 705.882 ff 12000 '* 0.10 IN 311 IN4 M= 15,280 *V= 6,170 1 =375 BEAM DESIGN # 10 DESCRIPTION: BEDROOM#2 FLOOR HEADER SUPP. CONC. LOAD FROM BEAM #9 SPAN (SP) = 8.0 FT. a = 1.5 FT. b = 6.5 FT. a < b LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD LOADING : TRIB.FT. VSF LOADn/FT. ROOF 2 31 62 CEILING 2 5 10 EXT. WALL 9 16 144 -4^4444 INT. WALL 7 0 FLOOR/DECK 12 so 600 BALCONY 70 0 SOFFIT u 0 SP >\ OTHER 100 Ra Rb TOTAL UNIFORM LOAD (UL) = 916 "/FT. CONCENTRATED LOAD (CL) = 4705 * END REACTION (Ra) = MAX. SHEAR (V) = UL(SP)/2 + CL(b/SP = 7487 # END REACTION (Rb) = UL(SP/2 + CL(a)/SP = 4546# MAX. MOMENT (M) = UL(SP2/8) + CL(a)(b)/SP = 13062 '* ALLOWED DEFLECTION (A) = SP(12/360 = 0.27 IN MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/E A= 239 IN4 Fb = 2900 PSI E = 2.0 x 106 PSI USE MIN. 3 1/2 "x 117/8" PARALLAM 2.0E. GIVEN PROPERTIES M= 19900 * V= 8035 # 1= 490 IN4 BEAM DESIGN # DESCRIPTION: CANTILEVER FLOOR BEAM SUPP. CONC. LOAD FROM EXT. WALL, ROOF AND FLOOR W/SHEARWALL REACTION CANTILEVER (L) = 2.0 FT. L1 = 19.0 FT. LOAD TYPE: CANTILEVER WITH SHEARWALL REACTION (SR) TRIB.FT. YSF LOAD* LOADING: ROOF 22 31 682 CL + SRff0) CEILING 5 0 EXT. WALL 12 16 192 Rb INT. WALL 7 o A FLOOR/DECK 1.5 50 75 I T BALCONY 70 o T I SOFFIT 14 o OTHER CONCENTRATED LOAD (CL) = 949 * SHEARWALL REACTION (SR) = 2839 # SRa(fn) = 3597 * MAX. SHEAR (V) = SR (fft) + CL = 4546 * REACTION Ra = V(L+LyU = 5024 * Rb (UPLIFT) = V(L/L') = 479 # MAX MOMENT (M) = V(L) = 9092 * ALLOWED DEFLECTION (A) = L(12)/ 360 = 0.07 IN E= 2.0x106PSI MOMENT OF INERTIA REQ. = V(L(12))3/3 E A= 157 IN4 (/SE M/A/. 211/16 "x 117/8" PARALLAM 2.0E. GIVEN PROPERTIES M= 15,280* V= 6,170 # 1= 375 IN4 tt= 2.8 , fa = fl/ 1.7 x 1.3 = 1.27 UBCSEC. 1630.8.2.1, 4> = 1.0 CD = 1.33, UBC TABLE 2.3.2, CHAP. 23 BEAM DESIGN # 12 DESCRIPTION: LOWER BEDROOM WINDOW HEADER LOAD TYPE: LOADING: UNIFORM SPAN (SP) = 5.0 FT. TRIB.FT. VSF LOAD#/FT. I I ROOF CEILING EXT. WALL INT. WALL FLOOR/D BALCONY SOFFIT OTHER R R MOMENT (M)= UL(SP)2/8= 1491 <# EN ALLOWED DEFLECTION (A) = d - 6 IN Fb = 1300 E = 1.6 x 106 PSI USE GIVEN PROPERTIES 5 31 ? 4 5 *LL 12 16 LL 7 'DECK 1 50 JY 70 14 TOTAL UNIFORM LOAD (UL) = D REACTION (R) = SP(UL)/2 = SP(12)/ 360 = (R-UL(rf/12))1.5/ 85 PSI = M(12)/Fb = (5/384)(UL/12)(SPx12)4/EA= DOUGLAS FIR LARCH #1 155 20 192 0 50 0 0 60 477 */FT 1193 # 0.17 IN 17 IN2 14 IN3 25 IN4 SECTIONAL AREA REQ. = SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = MIN. 4 " x 6 " A = 19.3 IN2 S = 17.7 IN3 I = 48.5 IN4 BEAM DESIGN # 13 DESCRIPTION: BEAM OVER MSTR. BATH #2 SUPP. ROOF, CEILING, EXT. WALL, & FLOOR JOIST LOAD TYPE: UNIFORM SPAN (SP) = 15.0 FT. LOADING: TRIB. FT. */SF LOAD */FT. ROOF 14 31 434 UL CEILING 12 5 60 4 I 4 4 4 4- 4 EXT. WALL 10 16 160 /A/7. WALL 7 0 FLOOR/DECK 5 50 250 BALCONY 70 0 SOFF/T 14 o SP H OTHER 60 R R TOTAL UNIFORM LOAD (UL) = 964 #/FT. SHBAR CAPACITY REQ.= • V = R = SP(UL/2 = 7230# MOMENT CAPACITY REQ. = UL(SP)2/8 = 27113 * Fb= 2900 PSI MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= 1098 IN4 E= 2.0x106PSI ALLOWED DEFLECTION (A) = SP(12/ 360 = 0.50 IN USE MIN. 5 1/4 "x 14 " PARALLAM 2.0 E. GIVEN PROPERTIES M= 40740* V= 14210# 1= 1200 IN4 BEAM DESIGN # 14 DESCRIPTION: BATH #2 HEADER SUPP. END OF BM. #13 SPAN (SP) = 4.0 FT. a = 1.5 FT. b = 2.5 FT. a < b LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD LOADING: TRIB.FT. VSF LOAD*/FT. ROOF 5 31 155 CEILING 4 5 20 EXT. WALL 12 16 192 INT. WALL 7 o FLOOR/DECK 50 o BALCONY 70 0 SOFFIT 14 0 OTHER 60 Rb TOTAL UNIFORM LOAD (UL) = ~ 42? */FT. CONCENTRATED LOAD (CL) = 7230 * END REACTION (Ra) = MAX. SHEAR (V) = UL(SP/2 + CL(b)/SP = 5373 * END REACTION (Rb) = UL(SP/2 + CL(a/SP = 3565# MAX. MOMENT (M) = UL(SP2/8) + CL(a)(b)/SP = 7632 1# ALLOWED DEFLECTION (A) = SP(12/360 = 0.13 IN MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/E A= 66 IN4 Fb = 2900 PSI E = 2.0 x 10s PSI USE MIN. 3 1/2 "x 91/2" PARALLAM 2.0 E. GIVEN PROPERTIES M= 13055w V= 6430* 1= 250 IN4 BEAM DESIGN # 15 DESCRIPTION: DINING ROOM WINDOW HEADER LOAD TYPE: UNIFORM SPAN (SP) = 8.0 FT. LOADING: TRIB.FT. */SF LOAD */FT. ROOF 3 31 93 CEILING 3 5 15 EXT. WALL 16 0 INT. WALL 7 o FLOOR/DECK 50 0 BALCONY 70 0 SOFFIT 14 0 OTHER 100 R R TOTAL UNIFORM LOAD (UL) = 208 #/FT. MOMENT(M)= UL(SP)2/8= 1664 '* END REACTION(R) = SP(UL/2 = 832 # ALLOWED DEFLECTION (A) = SP(12/ 360 = 0.27 IN d = 6 IN SECTIONAL AREA REQ. = (R - UL (J/12)) 1.5 / 85 PSI = 13 IN2 Fb= 1300 PSI SECTION MODULUS REQ. = M(12)/Fb= 15 IN3 E= 1.6x10* PSI MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= 45 IN4 USE MIN. 4 " x 6 " DOUGLAS FIR LARCH #1 GIVEN PROPERTIES A= 19.3 IN2 S= 17.7 IN3 1= 48.5 IN4 BEAM DESIGN # 16 DESCRIPTION: DINING AREA FLUSH FLOOR BEAM SUPP. FLOOR STRIP, EXT. WALL, ROOF & CEILING LOAD TYPE : UNIFORM SPAN (SP) = LOADING : i —cAT Lrf.r R Fb = E = UL 1 1 i onor ROOF CE/L/A/G 4 4 4 EXT. WALL " ~H /A/T" M//I/ / I FLOOR /DECK BALCONY SOFFIT >/">"7T-/CTDU/r7tK 14.0 FT. TRIB.FT. VSF LOAD*/FT. 5 31 4 5 10 16 7 1.5 50 70 14 R TOTAL UNIFORM LOAD (UL) = 2900 PSI 2.0 x 106 PSI SHE4R C/AP^ C/TY REQ. = MOMENT CAPACITY REQ. = V = R = SP(UL)/2 = UL(SP)2/8 = MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= ALLOWED DEFLECTION (A) = SP(12/ USE MIN. 3 1/2 "x 117/8" GIVEN PROPERTIES 360 = PARALLAM 2.0 E. 155 20 160 0 75 0 0 60 470 #/F 3290 # 11515* 435 IN4 0.47 IN M= 19900* V= 8035 # 1= 490 IN4 BEAM DESIGN # 17 DESCRIPTION: KITCHEN FLOOR BEAM W/ SHEARWALL REACTION & ROOF LOAD SPAN (SP) = 17.0 FT. a = 4.8 FT. b = 12.2 FT. a <; b LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD & SHEARWALL REACTION CL LOADING : CL + Fn x SHEARWALL REACTION TRIB.FT. */SF LOAD#/FT. ROOF CEILING EXT. WALL INT. WALL FLOOR/DECK 1.3 BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = SHEARWALL REACTION x fn + ROOF LOAD END REACTION (f?a) = MAX. SHEAR (V) = UL(SP)/2 + CL(b/SP = END REACTION (R b) = UL(SP)/2 + CL(a/SP = MAX. MOMENT (M) = UL(SP2/8) + CL(a)(b/SP = ALLOWED DEFLECTION (A) = SP(12/ MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/EA= 31 5 16 7 50 70 14 JL) = -L) = SP = SP = SP = 0 = 0 0 0 0 65 0 0 65 "/FT. 5092 # 4207 # 1990* 19889 '* 0.85 IN 467 IN4 USE 2900 PSI MIN. E = 2.0 x 106 PSI 3 1/2 GIVEN PROPERTIES M = 19900 •# 11 7/8 V = PARALLAM 2.0 E. 8035 # I = 490 IN4 = 2.8 , fn = ^ 1.7 x UBCSEC. 1630.8.2.1,4> = 1.0 CD = 1.33, UBC TABLE 2.3.2, CHAP. 23 1.33 =1.24 BEAM DESIGN # 18 DESCRIPTION: LIVING AREA/KITCHEN FLUSH FLOOR BEAM SPAN(SP) = 16.5 FT. a= 5.0 FT. b= 11.5 FT. a s b LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD LOADING : TRIB.FT. VSF LQAD*/FT. ROOF 31 0 CEILING 5 0 EXT. WALL 16 0iCL * b >• UL I + I .4- INT. WALL 9 7 63 FLOOR/DECK 14 so 700 BALCONY 70 0 SOFFIT 14 0 SP H OTHER •bRb TOTAL UNIFORM LOAD (UL) = 763 */FT. CONCENTRA TED LOAD (CL) = 1990 # END REACTION (Ra) = MAX. SHEAR (V) = UL(SP/2 + CL(b/SP = 7682 # END REACTION (Rb) = UL(SP/2 + CL(a/SP = 6898# MAX. MOMENT (M) = UL(SP2/8) + CL(a)(b/SP = 32901 i# ALLOWED DEFLECTION (A) = SP(12/ 240 = 0.83 IN MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))iy2/27(SP"))/E A= 926 IN4 Fb = 2900 PSI E = 2.0 x 106 PSI USE MIN. 7 "x 117/8" PARALLAM 2.0E. GIVEN PROPERTIES M= 39805* V= 16070 # 1= 975 IN4 BEAM DESIGN # 19 DESCRIPTION: FLUSH FLOOR BEAM OVER LIVING AREA LOAD TYPE: UNIFORM SPAN (SP) = 13.0 FT. LOADING: TRIB. FT. #/SF LOAD #/FT. ROOF 31 0 UL CEILING 5 0 4 444444 EXT. WALL ie o INT. WALL 7 0 FLOOR /DECK 6 so 300 BALCONY 70 0 SOFFIT 14 0 SP H OTHER 60 R R TOTAL UNIFORM LOAD (UL) = 360 */FT. SHEAR CAPACITY REQ. = y = R= SP(UL/2 = 2340# MOMENT CAPACITY REQ. = UL(SP)2/8 = 7605* Fb = 2900 PSI MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= 267 IN4 E= 2.0x106PSI ALLOWED DEFLECTION (&)= SP(12/ 360 = 0.43 IN USE MIN. 3 1/2 "x 117/8" PARALLAM 2.0 E. GIVEN PROPERTIES M= 19900* V= 8035# 1= 490 IN4 BEAM DESIGN # 20 DESCRIPTION: HIP BEAM LOAD TYPE: UNIFORM SPAN (SP) = 15.5 FT. LOADING: TRIB. FT. #/SF LOAD */FT. ROOF 8 31 248 UL CEILING 8 5 40 4 4 4_ 4 4 4 4 EXT. WALL ie o INT. WALL 7 o FLOOR/DECK 50 0 BALCONY 70 0 SOFFIT 14 0 SP >| OTHER R R TOTAL UNIFORM LOAD (UL) = 288 */FT. SHEAR CAPACITY REQ.= V = R= SP(UL/2 = 2232# MOMENT CAPACITY REQ. = UL(SP)2/8 = 8649* Fb= 2900 PSI MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= 362 IN4 E= 2.0x106PSI ALLOWED DEFLECTION (k) = SP(12/ 360 = 0.52 IN USE MIN. 211/16"x 117/8" PARALLAM 2.0 E. GIVEN PROPERTIES M= 15280* V= 6170# 1= 375 IN4 BEAM DESIGN # 21 DESCRIPTION: LIVING ROOM BEAM SUPP. ROOF & CEILING LOAD TYPE: LOADING : UNIFORM SPAN (SP) =9.0 FT. f?OOF CEILING EXT. WALL INT. WALL FLOOR/D BALCONY SOFFIT OTHER R R MOMENT (M)= UL(SP)2/8= 3159 '* EN ALLOWED DEFLECTION (A) = d = 8 IN Fb = 1300 E = 1.6 x 106 PSI USE GIVEN PROPERTIES SECTIONAL AREA REQ. = SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = MIN.8 TRIB. FT. */SF LOAD*/FT. 7 31 217 ? 7 5 *LL 16 LL 7 /DECK so »/y 70 14 TOTAL UNIFORM LOAD (UL) = D REACTION (R) = SP(UL)/2 = SP(12)/ 360 = (R-UL(d/12))1.5/ 85 PSI = M(12)/Fb = (5/384)(UL/ 1 2)(SPx1 2)4/EA = DOUGLAS FIR LARCH #1 35 0 0 0 0 0 60 312 #/FT. 1404 # 0.30 IN 21 IN2 29 IN3 96 IN4 A =25.4 IN"S =30.7 IN3 1= 111.2 IN4 BEAM DESIGN # 22 DESCRIPTION: CEILING BEAM BETWEEN STUDY & LIVING AREA LOAD TYPE: LOADING: UNIFORM SPAN (SP) =12.0 FT. TRIB. FT. * 1.5 1.5 8 ROOF CEILING EXT. WALL INT. WALL FLOOR /DECK BALCONY SOFFIT OTHER R R TOTAL UNIFORM LOAD (UL) = MOMENT (M) = UL(SP)2/8 = 3060 ' * END REACTION (R ) = SP(UL)/2 = ALLOWED DEFLECTION (A) = SP( 1 2)/ d = 10 IN Fb = 1300 PSI E = 1.6x106PSI USE GIVEN PROPERTIES SECTIONAL AREA REQ. = SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = MIN. 4 "x 10 " (5/384)(UL/12)(SPx12)YEA= DOUGLAS FIR LARCH #1 fSF LOAD*/FT. 31 5 16 7 50 70 14 JL) = /2 = 0 = >SI = 'Fb = EA= 46.5 7.5 0 56 0 0 (I 60 170 #/FT. 1020 # 0.40 IN 16 IN2 28 IN3 124 IN4 A =32.4 IN2 S =50 IN3 I = 230.8 IN4 BEAM DESIGN # 23 DESCRIPTION: DROP BEAM AT STAIRS/ LIVING AREA SPAN(SP) = 11.OFT. a= 3.0 FT. b= 8.0 FT. a <b LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD LOADING: TRIB.FT. */SF LOAD*/FT. ROOF 12 31 372 CEILING 11 5 55 EXT. WALL 10 16 160 INT. WALL 7 0 FLOOR/DECK 5 so 250 BALCONY 70 0 SOFFIT 14 0 OTHER Rb TOTAL UNIFORM LOAD (UL) = 837~ */FT. CONCENTRATED LOAD (CL) = 2020 # END REACTION (Ra) = MAX. SHEAR (V) = UL(SP/2 + CL(b/SP = 6073 # END REACTION (Rb) = UL(SP/2 + CL(a/SP = 5154# MAX. MOMENT (M) = UL(SP2/8) + CL(a)(b/SP = 17067 1# ALLOWED DEFLECTION (A) = SP(12/ 360 = 0.37 IN MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/E A= 472 IN4 Fb = 2900 PSI E = 2.0 x 10e PSI USE MIN. 3 1/2 "X 117/8" PARALLAM 2.0 E. GIVEN PROPERTIES M= 19900* V= 8035 # 1= 490 IN4 BEAM DESIGN # 24 DESCRIPTION: FRONT ENTRY HEADER LOAD TYPE: UNIFORM SPAN (SP) = 7.0 FT. LOADING: TRIB. FT. */SF LOAD */FT. ROOF 8 31 248 CEILING 7 5 35 EXT. WALL 6 16 96 INT. WALL 7 o FLOOR/DECK 50 0 BALCONY 70 0 SOFFIT 14 0 OTHER 100 R R TOTAL UNIFORM LOAD (UL) = 47sT #/FT. MOMENT (M)= UL(SP)2/8= 2934 '* END REACTION (R) = SP(UL/2 = 1677 # ALLOWED DEFLECTION (k) = SP(12/ 360 = 0.23 IN d = 8 IN SECTIONAL AREA REQ. = (R - UL (rf/12)) 1.5 / 85 PSI = 24 IN2 Fb= 1300 PSI SECTION MODULUS REQ. = M(12/Fb = 27 IN3 E= 1.6x106PSI MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)4/EA= 69 IN4 USE MIN. 4 " x 8 " DOUGLAS FIR LARCH #1 GIVEN PROPERTIES A= 25.4 IN2 S= 30.7 IN3 1= 111.2 IN4 BEAM DESIGN # 25 DESCRIPTION: FLUSH CEILING BEAM SUPP. ROOF & CEILING LOAD TYPE: UNIFORM LOADING: SPAN (SP) = 15.5 FT. TRIB.FT. YSF LOAD#/FT. 444 UL 4 SP ROOF CEILING EXT. WALL INT. WALL FLOOR/DECK BALCONY SOFFIT OTHER 12 11 Fb = 2900 PSI E = 2.0 x 106 PSI USE MIN. GIVEN PROPERTIES R TOTAL UNIFORM LOAD (UL) = SHEAR CAPACITY REQ = V = R = SP(UL/2 = MOMENT CAPACITY REQ. = UL(S MOMENT OF INERTIA REQ. = (5/384)(UL/12)(SPx12)YEA= ALLOWED DEFLECTION (A) = SP(12/ 31 5 16 7 50 70 14 JL) = /2 = /8 = EA= 0 = 372 55 0 0 0 0 0 60 487 #/FT. 3774 * 14625 * 612 IN4 0.52 IN 5 1/4 "x M = 29855 "* 11 7/8 " V = 12055 PARALLAM 2.0 E. I = 735 IN4 BEAM DESIGN # 26 DESCRIPTION: BEDROOM #2 & GARAGE HEADERS LOAD TYPE: UNIFORM LOADING: SPAN (SP) =5.0 FT. TRIB. FT. * 12 11 R R MOMENT (M) = UL(SP)2/8 =1522 ROOF CEILING EXT. WALL INT. WALL FLOOR/DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = '* END REACTION (R) = SP(UL/2 = /SF LOAD*/FT. 31 5 16 7 50 70 14 JL) = /2 = 0 = 372 55 0 0 0 0 0 60 487 #/FT. 1218 # 0.17 IN d - 6 IN Fb = 1300 PSI E = 1.6 x 106 PSI USE GIVEN PROPERTIES ALLOWED DEFLECTION (A) = SP(12/ SECTIONAL AREA REQ. = (R - UL (J/12)) 1.5 / 85 PSI = 17 IN2 M(12/Fb= 14 IN3 (5/384)(UL/12)(SPx12)4/EA= 26 IN4 DOUGLAS FIR LARCH #1 SECTION MODULUS REQ. = MOMENT OF INERTIA REQ. = MIN. 4 " x 6 " A =19.3 INJ S =17.7 IN3 1 =48.5 IN4 BEAM DESIGN # 27 DESCRIPTION: GARAGE HEADER SPAN(SP)= 16.0 FT. a= 5.0 FT. b= 11.0 FT. a <b LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD LOADING: TRIB.FT. */SF LOAD#/FT. ROOF 12 31 372 CEILING 11 5 55 UL | UL EXT. WALL 16 0 INT. WALL 7 0 FLOOR/DECK 50 0 BALCONY 70 0 SOFFIT 14 0 OTHER 100 Rb TOTAL UNIFORM LOAD (UL) = 527" */FT. CONCENTRA TED LOAD (CL) = 860 # END REACTION (Ra) = MAX. SHEAR (V) = UL(SP)/2 + CL(b/SP = 4807 * END REACTION (Rb) = UL(SP/2 + CL(a)/SP = 4485 # MAX. MOMENT (M) = UL(SP2/8) + CL(a)(b/SP = 19820 l# ALLOWED DEFLECTION (A) = SP(12/360 = 0.53 IN MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/E A= 825 IN4 Fb = 2900 PSI E = 2.0 x 106 PSI USE MIN. 5 1/4 "x 14 " PARALLAM 2.0E. GIVEN PROPERTIES M= 40740* V = 14210* 1= 1200 IN4 BEAM DESIGN # 28 DESCRIPTION: LIVING ROOM HEADER LOAD TYPE: UNIFORM SPAN (SP) = 8.0 FT. LOADING: TRIB.FT. */SF LOAD #/FT. ROOF 15 31 465 UL CEILING 14 5 70 44444 EXT. WALL 9 16 144 INT. WALL 7 0 FLOOR/DECK 9 50 450 BALCONY 70 0 SOFFIT 14 0 SP >| OTHER 60 R R TOTAL UNIFORM LOAD (UL) = 1189 */FT. SHEAR CAPACITY REQ. = y = R= SP(UL/2 = 4756# MOMENT CAPACITY REQ. = UL(SP)2/8 = 9512* Fb= 2900 PSI MOMENT OF INERTIA REQ. = (5/384)(UL/12KSPx12)4/EA= 205 IN4 E= 2.0X106PSI ALLOWED DEFLECTION (A) = SP(12/ 360 = 0.27 IN USE MIN. 3 1/2 "x 91/2" PARALLAM 2.0 E. GIVEN PROPERTIES M= 13055 * V= 6430 * 1= 250 IN4 BEAM DESIGN # 29 DESCRIPTION : HALLWAY BEAM SUPP. ROOF & CEILING & END OF BM. #25 + SHEARWALL REACTION WITH FLOOR & EXT. WALL SPAN (SP) = 9.0 FT. a = 4.0 FT. b = 5.0 FT. a < b LOAD TYPE : UNIFORM WITH CONCENTRATED LOAD & SHEARWALL REACTION CL LOADING : CL + Fn x SHEARWALL REACTION ROOF CEILING EXT. WALL INT. WALL FLOOR /DECK BALCONY SOFFIT OTHER TOTAL UNIFORM LOAD (UL) = TRIB. FT. 12 11 9 6 VSF 31 5 16 7 50 70 14 LOAD */f 372 55 144 0 300 0 0 871 */FT. SHEARWALL REACTION x END REACTION (Ra) = MAX. SHEAR (V) = END REACTION (Rb) = MAX. MOMENT (M) = ALLOWED DEFLECTION (A) = BM#25 + SHEARWALL = (CL) = UL(SP/2 + CL(b/SP = UL(SP/2 + CL(a)/SP = UL(SP2/8) + CL(a)(b)/SP = SP(12/ 360 = MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/EA= 7330" 7992 # 7177* 25108 I# 0.30 IN 530 IN4 Fb = 2900 PSI USE MIN. 3 1/2 GIVEN PROPERTIES M= 27160 E = 2.0 x 106 PSI 14 PARALLAM 2.0 E. V = 9475 I =800 IN4 = 2.8 , fn = ft 1.7 x UBCSEC. 1630.8.2.1,4> = 1.0 CD = 1.33, UBC TABLE 2.3.2, CHAP. 23 1.33 =1.24 BEAM DESIGN # 30 DESCRIPTION: DETACHED GARAGE WINDOW HEADER SPAN (SP) =6.0 FT.a= 1.0 FT. b= 5.0 FT. c = 5.0 FT. d = 1.0 FT. LOAD TYPE: UNIFORM WITH DOUBLE CONCENTRATED LOAD LOADING: a < b c ^ d SP t END REACTION (Ra) = END REACTION (Rb) = TRIB.FT. */SF LOAD#/FT. ROOF 11 31 CEILING 10 5 EXT. WALL 16 INT. WALL 7 FLOOR /DECK so BALCONY 70 SOFF/T 14 OTHER TOTAL UNIFORM LOAD (UL) = CONCENTRATED LOAD 1 (CLO = CONCENTRATED LOAD 2 (CL2) = UL(SP/2 + CL^b/SP + CL2(d/SP = UL(SP/2 + CMa/SP + CL2(c)/SP = Ka(CL1,2) = CL,(b)/SP + CL2(d/SP = ft b<cu,2) = CL^a/SP + CL2(c)/SP = ^ = Ra.b MAX = Cl-A 3(CL 1 ,2)\ / WCLB=«b(CL1.2)(d) = MMAX=UL(SP2)/8 + MCLMAX = SP(12/ 360 = 341 50 0 0 0 0 0 60 451 */FT, 1400 # 1400 # 2753* 2753* 1400* 1400* 1400* 1400 1# 1400 I# 3430 '* 0.20 IN MAX. MOMENT (M) = ALLOWED DEFLECTION (A) = MOMENT OF INERTIA REQ. = ((5/384)(UL/12)(SP")4+ ((CL1a"b"(a"+2bM)(3a"(a"+2b"))1/2)+(CL2c"d"(c"+2dM)(3c"(c"+2d"))1/2))/27(SP"))/EA=56 IN4 Fh =2900 PSI E = 2.0 x 106 PSI USE MIN. GIVEN PROPERTIES 3 1/2 "x M = 13055 t# 9 1/2 " V = 6430 PARALLAM 2.0 E. I = 250 IN4 BEAM DESIGN # 31 DESCRIPTION: DETACHED GARAGE HEADER LOAD TYPE: UNIFORM SPAN (SP) = 16.0 FT. LOADING: TRIB. FT. #/SF LOAD*/FT. ROOF 5 31 155 UL CEILING 5 5 25 I I I i i i I EXT. WALL 16 0 INT. WALL 7 0 FLOOR/DECK 50 0 BALCONY 70 0 SOFFIT 14 0 SP >| OTHER 100 R R TOTAL UNIFORM LOAD (UL) = 280 */FT. SHEAR CAPACITY REQ. = V = R = SP(UL/2 = 2240 * MOMENT CAPACITY REQ. = UL(SP)2/8 = 8960 * Fb= 2900 PSI MOMENT OF INERTIA REQ. = (5/384)(UL/12KSPx12)4/EA= 387 IN4 E= 2.0x106PSI ALLOWED DEFLECTION (A) = SP(12/ 360 = 0.53 IN USE MIN. 3 1/2 "x 117/8" PARALLAM 2.0 E. GIVEN PROPERTIES M= 19900* V= 8035# 1= 490 IN4 BEAM DESIGN # 32 DESCRIPTION: FLOOR BEAM OVER KITCHEN SUPP. ROOF, FLOOR STRIP & BEARING WALL SPAN (SP) = 17.0 FT. a = 4.8 FT. b = 12.2 FT. a < b LOAD TYPE: UNIFORM WITH CONCENTRATED LOAD LOADING: TRIB.FT. VSF LQAD*/FT. ROOF 31 o CEILING 5 0 EXT. WALL 16 0 INT. WALL 7 0 FLOOR/DECK 1.3 so 65 BALCONY 70 0 SOFFIT 14 0 OTHER R b TOTAL UNIFORM LOAD (UL) = 65~ "/FT. CONCENTRATED LOAD (CL) = 672 # END REACTION (Ra) = MAX. SHEAR (V) = UL(SP/2 + CL(b/SP = 1035 # END REACTION (Rb) = UL(SP/2 + CL(a)/SP = 742# MAX. MOMENT (M) = UL(SP2/8) + CL(a)(b/SP = 4663 f# ALLOWED DEFLECTION (A) = SP(12/ 360 = 0.57 IN MOMENT OF INERTIA REQ. = ((5/384)(ULyi2)(SP")4+CLa"b"(a"+2b")(3a"(a"+2b"))1/2/27(SP"))/E A= 186 IN4 Fb = 2900 PSI E = 2.0 x 106 PSI USE MIN. 1 3/4 "x 117/8" PARALLAM 2.0E. GIVEN PROPERTIES M= 9950* V= 4020 # 1= 245 IN4 PIER FOOTING DESIGN ALLOWABLE BEARING PRESSURE = qa = 1850 VSF. ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING I D= 18" = DEPTH OF FOOTING INTO GRADE t- 6" = SLAB & SAND BASE w = 12 " = WIDTH OF FOOTING ALLOWABLE POINT LOAD - 144 qa =7400 F/ER # 1 PIER SUPPORTING GIRDER TRUSS LOADING J BEAM # BEAM # BEAM # "HI" OTHER <-SQ"->| TOTAL LOAD # # # 6048* 6048 * REQUIRED PIER SIZE = V (TOTAL LOAD / </ a)1/2 = 1 .81 FT. SQ. 1.81'x12"/FT= 21.7" | USE 22 "SQ.PIER | PIER # 2 BEAM AND GIRDER TRUSS LOADING BEAM # 29 W BEAM # eE/^/vf # " | || | OTHER <- SQ."->| TO74L LO^D 7992* # # 6428* f 4420 * REQUIRED PIER SIZE = (TOTAL LOAD / qa)1/2 = 2.79 FT. SQ. 2.79'x12"/FT= 33.5" | USE 34 " SQ. PIER \ PIER # 3 LOADING BEAM # 29 W BEAM # 23 ttttl <-SQ."-> BEAM # " OTHER TOTAL LOAD 7177* 6073* # 500* 73750 * REQUIRED PIER SIZE = (TOTAL LOAD / ga)1/2 = 2.73 FT. SQ. 2.73'x12"/FT= 32.7" USE 34 " SQ. PIER \ PIER FOOTING DESIGN ALLOWABLE BEARING PRESSURE = qa= 1850 */SF. PIER # 4 I BEAM # 23 W BEAM # 20 •ttr <-SQ."-> BEAM # OTHER TOTAL LOAD PIER # 5 I BEAM # 18 W BEAM # 16 •ttr <-SQ."—> BEAM # OTHER TOTAL LOAD PIER # 6 I BEAM # 13 W BEAM # •tttl <-SQ."— >1 BEAM # OTHER TOTAL LOAD P/Ef? # 7 1 BEAM # 27 W BEAM # mti <-SQ."— > BEAM # OTHER TOTAL LOAD LOADING 5154* 2232* # # * 7386 * LOADING 8057* 3290* # 1000* f 2347 * LOADING 7230* # # 500* 7730 * LOADING 4807* # 1000* # 5807 * REQUIRED PIER SIZE = (TOTAL LOAD / q a)1/2 = 2.00 FT. SQ. 2.00'x12"/FT= 24.0" | L/SE 24 " SQ. PIER \ REQUIRED PIER SIZE = (TOTAL LOAD / qa)1'2 = 2.58 FT. SQ. 2.58'x12"/FT= 31.0" | USE 32 " SQ. PIER \ REQUIRED PIER SIZE = (TOTAL LOAD / qa)1/2 = 2.04 FT. SQ. 2.04'x12"/FT= 24.5" | USE 26 " SQ. PIER \ REQUIRED PIER SIZE = (TOTAL LOAD / qa)1/2 = 1.77 FT. SQ. 1.77' x 12 "/FT = 21.3" | USE 22 " SQ. PIER \ PIER FOOTING DESIGN ALLOWABLE BEARING PRESSURE = q a = 1850 VSF. ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING I y I D = 18 "= DEPTH OF FOOTING INTO GRADE t= 6 " = SLAB & SAND BASE w= 12 "= WIDTH OF FOOTING ALLOWABLE POINT LOAD = qa =7400 PIER # 8 LOADING BEAM # 10 W BEAM # 11 BEAM # " | | f f OTHER <- SQ."->| TOTAL LOAD 7487 * 4411* # 6048* f 7946 * REQUIRED PIER SIZE = Y (TOTAL LOAD / q a)1'2 = 3.1 1 FT,. SQ. 3.11 'x 12 "/FT = 37.4" | USE 38 " SQ. PIER \ PIER # LOADING BEAM # W BEAM # BEAM # 'k || f " OTHER <-SQ"->| TOTAL LOAD # # # # 0* REQUIRED PIER SIZE = (TOTAL LOAD / q a)1/2 = 0.00 FT. SQ. 0.00'x12"/FT= 0.0" | USE " SQ. PIER | PIER # 3 LOADING 1 fTTT' SEAM # BEAM # BEAM # OTHER TOTAL LOAD # # # # "# REQUIRED PIER SIZE = (TOTAL LOAD /qa)1/2= 0.00 FT. SQ. 0.00 ' x 12 "/FT = 0.0 " | USE "SQ. PIER\ STONE TRUSS COMPANY www.stonetruss.com STONE TRUSS CO. CERTIFIED INSPECTION ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC 2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 920! E-mail: stc inc@ix.n 27'9" en OJ #2- c\i ROOF PITCH 6:12 LORD:TILE SPflCING 12" OVERHRNGS 2X4 TOP CHORDS FILL OPEN RREflS CONV FRRrilNG BY OTHERS NON-STRUCTRflL DRflWING -INTENDED FOR TRUSS LOCATION INFORMflTION ONLY 11 ' 9 " —H JOB: GABLE END DETAIL THIS DWG PREPARED FROM COMPUTER INPUT (LOADS i DIMENSIONS) SUBMITTED BY TRUSS MFR. 3.5" Max. Stroncjljack DO 11 to leilger IV!" O.C.) \ l.udijor ..„;; (null to voct. w/2-10(1 nnlls) DETAIL 'A' (4)10d Common(0.148x3") nails - -\ Root" r— Detail \ "B" DETAIL *B" SYM + ABOUT V- ••-Ge!>Jc End Max. Outlookor... (C) 1x4 continuous lateral bracing required for diagonal braces longer than 72". Attach at Dutail "A"_ midpoint of each diabonal brace with (2)-8d common nails (0 .131"x2.5"). 2X I.cilgcr —••— (0) Vertical gable studs may be attached with 3/8" crown 2" long 15ga(0.072") wire staples. Apply (3) staples toe-nailed from web to chord, and (3) staples toe-nailed from chord to web, ,"9.>n^n o ,. from one face. Structural webs, heel joints, and "inccii at ou, u.u. peak joints must be plated. (PI,SI,HI) DUACING DETAIL 2X1 F.I.. II2 or DTK (G) Gable end design based on 0BC 1997, 80 mph fastest mile wind speed, exposure C at 20 ft mean height. (K) A35, H4: See Simpson catalog C-2002 for product information. H4 connects gable stud to strongback. A35 connects brace to strongback. EJ.ft.tfi- 1X3* 2X1* 3X1* Max. Web Length 2-0-0 0-1-0 13-C-O 2X1 SPI- 1 umber grade STANDARD Max. Lcnyth withovit bracing (N) 1-2-0 Max. Length W/strongback brace (S) 0-0-0 COHTINUOUG SUI'I'OKT (PI) Peak plate to inntch common tninscs. (SI) Splice plate to match common trusses. (Ill) lloel plate to match Common trusses. HOTK: Till:; dctnl 1 may licj u.si'.il Cor trua;it:s wlLh pj.l.chccl B.C. nlao. Spnn to match common trusses NOTE: Chords to tic 2X1 Fir-Lnrcli 112 Minimum Design Criteria:/UBC [1] REVISED 2-11-2002 GWH Alpine Engineered Producla, Inc.Sacramento. CA 95828 •WARING" IKUSSCS REOUlXf EXI«ENE CA«t IN FABR1CA110H. HA«OLI«G. SlIlfPING, 1NSIAU1NC »«D BRACH5. REFtd TO HIB-91 (KAKOIIKC IKSIAUI»C A«D B«ACI«C). PUBIISIUD BY IP! (TRUSS HAH IHST[7«TE. 583 0'OHOFKIO OR., SUITE 100. MAD1SOH. VI 53719). FOR SAFETY PRACTICES PRIOK TO PERFORMING THESE FVHCTIOHS, UNLESS OTHERWISE INDICATED. TOP CHORD SIIAU HAVE PROPERLY ATTACHED PAKEIS. tOITOH CII08D SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " fURKlSH. A COPY OF THIS OESICH TO HIE 1HSTALLAI ION COKIRACTOR. ALPINE EKGIKEfREO PSODUCIS. INC. SHALL NOT 8E RESPONSIBLE FDR ANY DEVIATION FROM THIS DESIGN; AXY FAILURE TO BUILD THE TRUSSES IN CONFORHANCE V1TH TPI: OR FABRICATING. HANOI[HO. SKIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS VITH APPLICABLE PROVISIONS OF KDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY IKE AMERICA" FOREST AND UPC* ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE KADE OF 20GA ASTM A6S3 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED OK THIS OfSIGN. POSITION CONNECTORS PER DRAWINGS HO A-!. 1HE SEAL ON THIS CRAVING IND1CAIES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COHPONENT OESIG* SHOW*. THE SUITABILITY AND USE OF IHIS COMPONENT FOR AKY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/IP! I-I9»S SECT 10* I. TC LL TC DL DC OL BC LL TOT.LO.50.0 PSF 30.0 PSF 15.0 PSF 5.0 PSF 0.0 PSF DUR.FAC. 1.15 SPACING REF R384-49442 DATE 07/20/93 DRW CO SEQN - f ILL DETAIL THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. THIS DETAIL SHOWS TYPICAL VALLEY FILL FRAMING THAT WILL DISTRIBUTE ALL LOADS EQUALLY TO THE TRUSSES BELOW. ALL CONNECTIONS AND LUMBER USED FOR THE FRAMING ARE TO BE DESIGNED BY OTHERS. NO ADDITIONAL LOADING IS REQUIRED ON THE TRUSSES BELOW PROVIDED THAT THE LOADS ON THE VALLEY FRAMING ARE EQUALLY DISTRIBUTED TO THE TRUSSES BELOW BY USE OF CRIPPLES AS SPECIFIED. (A) POST FROM RIDGE TO PURLIN OR TRUSS. (B) POST FROM RAFTER/RIDGE TO BEARING. GABLE. (C) POST FROM RAFTER TO PURLIN OR TRUSS. ' * SEE ALPINE DRAWINGS FOR DESIGN OF TRUSSES BELOW. NOTE, PLYWOOD SHEATHING IS REQUIRED BELOW THE VALLEY FILL TO BRACE THE TOP CHORD OF THE TRUSSES AND TO DISTRIBUTE THE LOADING. OR GIRDER. BETWEEN CRIPPLES TRUSSES (*) 4-0-0 MAX BETWEEN CRIPPLES. SECTION A-A' VALLEY RAFTERS PLYWOOD SHEATHING VALLEY RIDGE OR,ROOF SHEATHING PIT TYP. Wave TPI-95 Design Criteria: TPI (STD)icale-.125"/Ft Alpine Engineered Products, Inc. Sacramento, CA 95828 '•WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED 8Y TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO OR.. SUITE 200. MADISON. HI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IKOICATEO. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '•IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. IHC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD ,-THE 'TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACINr, OF TRUSSES. THIS DESIGN CONFORMS IIITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIF-KATION PUBLISHED BY THE AMERICAN .FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTK A663 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z: ' THE SEAL 0* THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLtlY FOR THE TRUSS COUPONED? DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AHSI/THI 1-1995 SECTION.2. REF R090 - 14554 DATE 07/19/99 DRW 3.045,927 CA-ENG / SEQN - 20538 JACK SPAN DETAIL BDTTDM CHDRD MAXIMUM CLEAR SPAN OVERHANG 2-8-0 nox. V1.5X3 V1.5X3 MAXIMUM CLEAR SPAN «tX CN DF-L #2 DF-L #1 DF-L #1&Bet. DF-L SS TCLL/TCDL/BCDL 20/20/10 8-2-0 8-5-0 8-8-0 f> -9-0 30/10/5 7-5-0 7-11-0 8-1-0 8-5-0 30/15/5 7-0-0 7-5-0 7-8-0 8-0-0 ; PITCH < 4:12 16/10/5 8-3-0 8-5-0 8-7-0 8-8-0 16/15/5 7-9-0 7-11-0 8-0-0 8-2-0 30/10/5 7-4-0 7-6-0 7-7-0 7-9-0 30/15/5 7-0-0 7-1-0 7-3-0 7-4-0 PITCH > 4:12 DEFLECTION CRITERIA; TDP CHORD: L/180 LIVE L/120 TOTAL BOTTOM CHORD: L/240 LIVE L/180 TOTAL DURATION FACTORj 1 .25 IF TCLL < 20 1.15 IF TCLL > 20 CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER OR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE FROM A LOCAL PROFESSIONAL ENGINEER. THIS DRAWING REPLACES DRAWING CD 101 ALPINE ENGINEERED PRODUCTS SACRAMENTO, CALIFORNIA «*VARNING«* TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TD HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSSPLATE INSTITUTE, 583 D'DNDFRID DR., SUITE 200, MADISON, VI. S3719) FDR SAFETY PRACTICESPRIOR TD PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TDP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORB SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *«IMPORTANT»>< FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURETO BUILD THE TRUSS IN CDNFDRMANCE WITH TPIj OR FABRICATING, HANDLING, SHIPPING, INSTALLINGi, BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONALDESIGN SPEC, BY AFIPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 80/18/16 GAXV.H/S/K)ASTM A653 GR40/60 CW,K/H,S> GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY <I> SHALL BE PER ANNEX A3 OF TPI 1-3002 SEC. 3. A SEAL ON THISDRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FDR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FDR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. Z. TC LL TC DL BC DL BC LL TOT. LD. FOR LOADING SEE ABOVE DUR. FAC.(#) SPACING 24" OC REF DATE 7/15/98 DRWG CD101 REV CA-ENG CWC-TSB REV 10/01/03 HIP JACK STACKED RAFTER DETAIL LUMBER DF-L #2 DF-L #1 DF-L #1&Bet. DF-L SS DF-L 1650f-1.4E DF-L 1800f-1.6E DF-L 2100f-1.8E DF-L 2400f-1.7E 12 TCLL/DL 16/7 8-8-0 9-0-0 9-7-0 9-9-0 9-0-0 9-4-0 9-8-0 9-6-0 16/14 7-11-0 8-3-0 8-9-0 9-5-0 8-6-0 8-9-0 9-2-0 9-6-0 16/18 7-7-0 7-11-0 8-4-0 9-0-0 8-2-0 8-4-0 8-10-0 9-3-0 20/7 8-3-0 8-6-0 9-1-0 9-3-0 8-7-0 8-10-0 9-1-0 9-0-0 20/14 7-7-0 7-11-0 8-4-0 9-0-0 8-2-0 8-4-0 8-10-0 9-0-0 20/20 7-2-0 7-6-0 7-1 1-0 8-7-0 7-8-0 7-1 1-0 8-4-0 8-9-0 MAX. SETBACK(***) 1 1/2' (nin) (P) VERTICAL TIE PLATE SHALL HAVE 1 1/2" MIN. BITE ON RAFTER AND 1/2" MAX. GAP TO SEAT CUT. OVER E SUPPORTS (2x4 OVER 2x4) (***) SPANS BASED ON L/240 LIVE AND L/180 TOTAL ALLOWABLE DEFLECTION (*) PITCH SHOWN IS THE PITCH OF CORNER SET. 2/12(min) to 12/12(max) CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER OR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE FROM A LOCAL PROFESSIONAL ENGINEER. SPLICE 3X6 PITCHO) O Z. 3 4 5 6 7to8 9to10 11to12 PLATE (A) (2)3X14 (2)3X10 3X12 3X12 3X9 3X7 3X7 3X6 SPAN VARIES WITH SETBACK 3X4 PLATE OVER SUPPORT SHIM SOLID TO BEARING 3X4 PLATE THIS DRAWING REPLACES DRAWING GDI 13 ALPINE ENGINEERED PRODUCTS SACRAMENTO, CALIFORNIA ••WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHEDBY TPI (TRUSS PLATE INSTITUTE, 383 D'ONOFRIO DR. SUITE 200, MADISON, VI. 53719) FOR SAFETY PRACTICES PWDR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALLHAVE A PROPERLY ATTACHED RIGID CEILING.•MIMPORTANTK* FURNISH A COPY OF THISJIESIGN TO THE_INSTALLATION.CONTRACTOR. ALPINE ENGIIDESIL APPLICABLE PROVISION'S ' OF'NDS '("NATIONAL DESIGN sPEciFiCAfiON "PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GAASTM A6ti3 GR40 GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PERDRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THESUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANS1/TPI 1-1995 SECTION 2. REF DATE 01/30/03 DRWG CD113 REV CA-ENG TSB/CWC REV.10/01/03 CALIFORNIA HIP PERMANENT BRACING DETAIL PERMANENT BRACING START OF TOP CHORDEXTENSIONS. (SLOPING TO FLAT) \ FLAT TOP CHORD. PURLINS. START OF TOP CHORD(TYPICAL! /CONTINUOUS) EXTENSIONS. (SLOPING l\ / TO FLAT) L\ CRIPPLE SUPPORT LAYOUT SETBACK R ^ SETBACK BRACED BAY ROOF SHEATHING. PERMANENT DIAGONALS FORM BRACED BAY, REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NOTE: THE 1ST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP CHORD OF THE #1 HIP. 2) THE END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCTURAL PANELS.) * SET BACK \^A / i HIP RAFTERS 1 \ \ A -~\i : yi V\i\/ ///r i N: 1— 1 D Z 1 — ( IA / >-< :K n PM,ii\ i\ i — C \\ >— < j : '\~ \°\ i i N \l 1 \ \ \ > \^i PIr} \ N \ TCHEIDRD COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES -#1HIP FIELD APPLIED CRIPPLE SECTION A-A OR BUILT-IN CRIPPLES IN PLANE OF TRUSSES CHORD EXTENSION - (TYPICAL) o-CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD. USING 3 - Bd COMMON TOE NAILS OR 2 - lOd COMMON NAILS THROUGH FACE. SECTION B-B BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACINGREFER TO ORIGINAL DRAWING FOR CRIPPLE SPACING. §1 HIP GIRDER SETBACK SEE CA-HIP ENGINEERING FOR JACK TYPE USED. IB) PURLINS SPACED 24"O.C. TYP. (CONTINUOUS 8X4) (C) CRIPPLES SPACED 48" O.C. TYP. (D) BUILT-IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) NOTE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING THE TRUSSES ARE CAUTIONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL ENGINEERREGARDING CONVENTIONAL FRAMING. *NOTE: SEE ORIGINAL DESIGN FOR SETBACK. LUMBER. PLATING. LOADING AND DURATION FACTOR REQUIRED. THIS DRAWING REPLACES DRAWING CD110 ALPINE ENGINEERED PRODUCTS, INC. POMPANO BEACH. FLORIDA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING ANDBRACING. REFER TO BCSI 1-03 <BUILDINO COMPONENT SAFETY INFORMATION), PUBLISHED It TP[ (TRUSS PLATE INSTITUTE, 583 D'ONOFRID DR., SUITE 800, MADISON, VI. 53719) AND VTCA CVOOD TRUSS COUNCILOF AMERICA, 6300 ENTERPRISE LN, MADISON, VI 53719) FOR SAFETY PRACTICES PRIOR TO POWORMWGTHESE FUNCTIONS. UNLESS OTHERVISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHEDSTRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE VITH TPIi OR FABRICATING, HANDLING. SHIPPING. INSTALLING IBRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC.BY AFtPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE Of ^0/I8/!6GA (V.H/S/K) ASTH 4653 GRADE ta/tD (V,K/H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERVISE LOCATED ON "HIS DESIGN, POSITION PER DRAWINGS 160A-Z. AW INSPECTION OF PLATES FOLLOVED BY (I) SHALL BE «'ER ANNEX A3 OF TPI l-a002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI I SEC. Z. TC LL TC DL BC DL BC LL TOT. LD.' PSF PSF PSF PSF PSF DUR. FAC. SPACING REF CALIF. BRACE DATE 11/26/03 DRWG BRCALHIP1103 -ENG CORNER SET FRAMING PLAN RAFTER CONNECTION DOUG FIR DETAIL A LARCH DETAIL B DETAIL A HIP RAFTER BEARING WALL COMPOUND CUT NOTES: MAX SPAN MEASURED FROM FACE OF SUPPORT TO FACE OF OF SUPPORT. REFER TO ENGINEER'S SEALED DRAWING REFERENCING THIS DETAIL FOR DESIGN OF RAFTER AND CONVENTIONAL FRAMING. 2x4x12" BLOCK * ATTACH BLOCK TO UNDERSIDE OF HIP RAFTER USING (3) 16d SINKERS THRU BLOCK INTO HIP RAFTER. SHIM BEVELED BLOCK SOLID BETWEEN RAFTER & #1 HIP FLAT TOP CHORD.LOADINGTOLL 16 TCDL 7 TCLL 16 TCDL 14 TCLL 16 TCDL 18 TCLL 20 TCDL 20 MAX R JACK TYPE SINGLE CUT 9-8-13 7-5-9 6-7-0 5-7-S '*. 224;: 12d COM 0.148x3.25 11-2-1 8-6-12 7-6-11 6-5-1 257 16d BOX 0.135x3.50 DOUBLE CUT 13-0-8 12-9-6 10-0-0 8-9-14 7-6-0 300 16d COM 0.162x3.50 9-9-9 8-7-12 7-4-3 294 12d COM 0.148x3.25 1 1-2-1 8-6-12 7-6-11 6-5-1 257 16d BOX 0.135x3.50 14-1-9 10-10-0 9-6-11 8-1-8 325 16d COM 0.162x3.50 ,; NAIL TYPE(2 EACH, typ.) £CO X< DETAIL B SINGLE CUT JACK HIP RAFTER TOP CHORD DOUBLE CUT JACK THIS DRAWING REPLACES DRAWING 3,053,699A ALPINE ENGINEERED PRODUCTS SACRAMENTO, CALIFORNIA ••WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING. SHIPPING, INSTALLINGAND BRACING. REFER TD HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'DNOFRID DR. SUITE 200, MADISON, VI. 53719) FDR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT"" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEEREDPRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPIj OR FABRICATING, HANDLING, SHIPPING, INSTALLING I. BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFIPAJ AND TPI. .ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16 GA.<W,H/S/K>ASTM A653 GR40/60 <WJ</H,S> GALV. STEEL. APPLY PLATES TD EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I> SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. TC LL TC DL BC DL BC LL TOT. LD.' PSF PSF PSF PSF AS ABOVE DUR. FACTOR 1.25 SPACING 24" OC max REF RAFTER CONN DATE 09/18/03 DRWG EXTTCCON0903 CA-ENG CWC-TSB (E671 PACKARD RESIDENCE, GARTH GRANDVIEW STREET - A 2PLY STUB HIP H8) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #HBet. - Bot chord 2x4 DF-L #UBet. Webs 2x4 HF Std/Stud Roof overhang supports 2.00 psf soffit load. H : recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Use same design for one ply common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 5 7 14 OC. Recommended hanger for single ply common hip trusses: H Simpson HUS26 where Girder is (1)2x6 min DF-L 2 COMPLETE TRUSSES REQUIRED NAILING SCHEDULE: (0.131x3.0_g_nai1s) TOP CHORD: 1 ROW @ 7" o.c. BOT CHORD: 1 ROW @ 8" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. Deflection meets L/360 live and L/240 total load. //I hip supports 800 jacks with no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. Plates designed for green lumber per NDS 97 TABLE 7.3.3. 10 psf BC live load per UBC. 4X6^4X4 =4X4 =4X6% 0 5 11 4X6(B1) = 4 3 10 4X8 = 19-0-0 3X7(81) = i-o-o 3-10-6 -J- 7-7-15 3 5-4 _l_r 4-7-8 _l_ 4-7-8 8-10-13 4-5-12 4-5 12 3-7-0 ^L.4-1-8 _ 7-8-8 13-4-9 7-i -28-9-0 Over 2 Supports R=2592 H=Simpson HHUS26-2 Girder is (2)2X6 min. DF-L PLT TYP. Wave TPI\R Design Crit: TPI-1995(STD)/UBC 19.700 R--2652 W-3.5" CA/4/-/-/-/R/-Scale =.25"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 Alpine Engineered Products, Inc. Sacramento, CA 95828 REFER ATO BCS! 1-03 D 'ONOr'^lO OR . , SUI T MA01 SON , W] 53719) TOP l-.ORO SHALL HAV R] GIDj-re [L ING .; ! * IMPORTANT** FU PRODUCTS, INC . SHA BUILDING COMPONENT SAFETY I NFORMATJON) _ >Pt*8t I SHED BY TP 200. MADISON. Wl S3719) AND WTCA (WOOO TRUSS COUNCIL OF OR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SH (TRUSS AMERICA UNLESSALL HAVF NISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. L NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN DESIGN CONFORMS WltH APPLICABLE PROVISIONS OF NDS tHATMONAL DESIGN SPEC. BY CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/S/K) ASTM A653 GRADE 40/60 <W. PLATES to EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. ANY AFiPA) A K/H.S) G POSITION PLATE INSTITIIT , 6300 ENTERPR OTHERWISE IND A PROPER1Y AT ALPI NE ENfilFAILURE TO BUI NO TP[ . ALV. STEEL. PER DRAWINGS A SEAL 0 . se.i SE I.NCATED ACHED EERED D IHF LPINE PPLY 60A -7 THIS ONF.NT QCSIG* SrWWfY. BUI LD' NG DESK THf SUITABILITY AND WS£ Of TH/5 COMPONENT FDR A#HI JJf.SPONSIBJl ITY OF 1 Hf TC LL 16.0 PSF TC DL 16.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF TOT.LD~37.0 PSF OUR.FAC. 1.25 SPACING 24.0" REF R090-- 72081 DATE 03/24/04 DRW CAUSR090 04084049 CA-ENG JCJ/CWC SEQN- 5949 FROM DSR JREF- 1SBH090_Z01 (E671- PACKARD RESIDENCE, GARTH -- GRANDVIEW STREET - A4 HIP COMN) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #UBet. Bot chord 2x4 DF-L #l»Bet. Webs 2x4 HF Std/Stud Plates designed for green lumber per NDS-97 TABLE 7.3.3. Hangers shall be installed after lumber has air-dried to 19% or less moisture content. 10 psf BC live load per UBC. Building designer is responsible for conventional framing. Roof overhang supports 2.00 psf soffit load. H - recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different.connect!ons than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 total load. Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. /*\ Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. 0 5 11 4X6(B1) = 4 0-4 _1 -A-19-0-0 -28-9-0 Over 2 Supports R-1381 H-Simpson HUS26 Girder is (2)2X6 min. DF-L Note: All Plates Are W2X4 Except As Shown. PIT TYP. Wave TPI\R Design Crit: TP I -1995(STD)/UBC 19.700 R-1456 W--3.5" CA/4/-/-/-/R/- Scale =.25"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 Alpine Engineered Products, Inc. Sacramento, CA 95828 'IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINT. ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Bill I D TUT PLATES TO E"ACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A I. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON TIMS BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. TC LL 16.0 PSF TC DL 16.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF TOT.LD~37.0 PSF DUR.FAC. 1.25 SPACING 24.0" REF R090-- 72082 DATE 03/24/04 DRW CAUSR090 04084040 CA-EN6 JCJ/CWC SEQN- 5954 FROM DSR JREF- 1SBH090_Z01 (E671 PACKARD RESIDENCE, GARTH GRANDVIEW STREET - A6 2PLY STUB HIP H8)THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 4 DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #UBet. Bot chord 2x4 DF-L #l&Bet. Webs 2x4 HF Std/Stud H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional 1nformation. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. #1 hip supports 8-0-0 jacks w,ith no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. 2 COMPLETE TRUSSES REQUIRED NAILING SCHEDULE: (0.131x3.0_g_nai 1 s) TOP CHORD: 1 ROW @ 7" o.c. BOT CHORD: 1 ROW @ 8" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. Use same design for one-ply common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. Recommended hanger for single ply common hip trusses: H-Simpson HUS26 where Girder is (1)2x6 min DF-L Plates designed for green lumber per NDS-97 TABLE 7.3.3. 4X6 4X4=4X4= 2X4^ 4X6(B1)3X10 =5X5=4X8 =4X6(Bl)s 05 11 ± T 4-3-10 oo _L 3-10-3-5-4 4-7 4-7-8 7-7-15 7-7-15 8-10 13 13-4-9 4-5-12 A 1J-3-H2 _| 75 8 7-5-8 -28-6-0 Over 2 Supports R-2576 H = Simps«n HHUS26-2 Girder is (2)^X6 min. DF-L PIT TYP. Wave TPI\R Design Crit: TPI-1995(STD)/UBC 19.700 R-2574 H=Simpson HHUS26-2 Girder is (2)2X6 min.' DF-[ CA/4/-/-/-/R/-Scale =.25"/Ft. Alpine Engineered Products, Inc. Cn« » r\ ncOTO INFORMATION), PUBLISHED BY .NO WTCA (HOOD TRUSS COUNCII TOP CHORD SHALL HAVE PROPERLY RIGID CEILING. "* IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.pRODurrs. INC. SHALL NOT BE RESPONSIBLE FOR ANV DEVIATION FROM THIS DESIGN;TRUS?. IN CONFORMA DESIGN CONFORMS WI CONNECTOR PLATES A PLATES TO EACH FAC ANY INSPECTION OF 'LICABLE PROVISIONS 0 DE OF 20/18/16GA (W.H TRUSS AND, UNLESS OT 5 FOLLOWED BY (1) SHA DRAWING INDICATES ACC DESIGN SHOWN. THE SUITABILITY AND USE OF BJmiUJlfi DFSJGNIR PER ANSI./TPI 1 SEC. 2. NDS (NATIONAL DESIGN SPEC. 8Y AFiPA S/K) ASTM A653 GRADE 40/60 (W. K/H.S :ERWISE LOCATED ON THIS DESIGN. POSIT L BE PER ANNEX A3 OF TP11-2002 SEC. .1 HIS COMPONENT FOR ANY BUILDING IS TH RESPONS BILUY OF TH[. TC LL TC DL BC DL 16.0 PSF 16.0 PSF 5.0 PSF 0.0 PSF 37.0 PSF 1.25 SPACING 24,0" REF R090-- 72083 DATE 03/24/04 DRW CAUSR090 04084041 CA-ENG JCJ/CWC SEQN- 5959 FROM DSR JREF- 1SBH09(LZ01 (E671 -PACKARD RESIDENCE, GART,i GRANDVIEW STREET - B 2PLY STUB HIP H8) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 4 DIMENSIONS) SUBMITTED BY IRUSS MI-K. Top chord 2x4 DF-L #UBet. Bot chord 2x4 DF-L #UBet. Webs 2x4 HF Std/Stud Roof overhang supports 2.00 psf soffit load. recommended connection manufacturer tested capacities and calculations. Conditions may nxist that require different connections than Indicated. Refer to manufacturer publication for additional information. (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d nails. Bracing material to be supplied and attached at both ends to a suitable support by erection contractor. Deflection meets L/360 live and L/240 total load. #1 hip supports 8-0-0 jacks with no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. 10 psf BC live load per UBC. 2 COMPLETE TRUSSES REQUIRED ' ' < NAILING SCHEDULE: (0.131x3.0 g_nails) TOP CHORD: 1 ROW @ 7" o.c. BOT CHORD: 1 ROW @ 8" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. Use same design for one-ply common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. Recommended hanger for single ply common hip trusses: H-Simpson HUS26 where Girder is (1)2x6 min DF-L Plates designed for green lumber per NDS-97 TABLE 7.3.3. 3X6 2X4 0 5-11 ± 3X10 =4X6(B1) = 4-3-10 19-0-0 _:_ 3X7(B1) = i-o-o 4-1-E 7-10-15 7-10-15 35-4 ^1. 6-3 12 i5-11-9 6-2 0 388 390 12-1-9 620 7-5- 5 9 3 -27-6-0 Over 2 Supports }-2524 W-3.5"R-2463 H=--Simpson HHUS26-2 Girder is (2)2X6 min. DF-L PLT TYP. Wave TPI\R Design Crit: TPI-1995 (STD) /UBC 19.700 Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 Alpine Engineered Products, Inc. Sacramento, CA 95828 "IMPORTANT-* FURNISH PRODUCTS. INC. SHALL NO THIS DESIGN TO THE INSTALLATION CONTRACTOR. DESIGN-, CONFORMS WITH APPLICA8LE PROVISIONS OF NDS (NATCONNE<;'TOR PLATES ARE MADE OF ?o/ia/i6GA (W.H/S/K) ASTM PLATf ; TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LO ONAL DESIGN SPEC. BY AFKPA) A A653 GRADE 40/60 (W. K/H.S) G ATED ON THIS DESIGN. POSITION >I.V. StfEL. APPl PER DRAWINGS 160i DfiAHl^S INDICATES ACCEPTANCE OF PROFESSIONAL ENGIN DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR BlfJLOJNG DESIGNER PER ANSI/TPI ] SEC. 2. ANY BUILDING IS THE RESPONSIBILITY OF THE JREF- 1SBH090_Z01 (E671-PACKARD RESIDENCE, GARTH -- GRANDVIEW STREET - 83 COMMON) THIS DWG PREPARED FROM COMPUTER INPU1 (LUAUb i uiMtNil wij auBnnitu 01 mu;>;> Top chord 2x4 OF-L #UBet. Bot chord 2x4 DF - L #UBet. Webs 2x4 HF Std/Stud :W2, W3 2x4 DF-L Std/Stud: Plates designed for green lumber per NDS-97 TABLE 7.3.3. In lieu of rigid ceiling use purlins to brace BC @ 120" OC Truss supports 300# mech unit; unit centered at 13-10-8; supported by BC; unit width 3-0-0; supported by 3 trusses. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. Shim all supports to solid bearing. 4X4 = 2X4^2X4^ 7-2 6-8-0 9 5-3 I 13-10-8 1011 455 7 2 13 10 8 13-10-8 -27-9-0 Over 2 Supports R-1199 W-3.5" PLT TYP. wave TPI\R Design Grit: TPI-1995 (STD)/UBC 19.700 R 1199 W--3.5" CA/4/-/-/-/R/- 7-3-7 19-0-0 Scale =.25"/Ft. Stone Truss 760-967-6171507 Jones Road, Oceanside CA 92054 Alpine Engineered Products, Inc. Sacramento, CA 95828 REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY fNFORMATION), PlJfiLfSKED 8f TPf (TBUSS Pi A D'ONOFRIO DR., SUITE 200. MADISON. WI S3719) AND WTCA {WOOD TRUSS COUNCIL OE AMERICA. P TOP r.HORD SHALL RIGID CEILING. AVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVf A PPOPCfif. r '* IMPORTANT** FURNISH A cnpv nf THIS DESIGN TO THE PRODUCTS. INC. SHALL NOT Bf RESPONSIBLE FOR ANY DEV1A PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE ANY INSPECTION OF PLATES FOLLOWED 6V (f) SHALl BE PE DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINE DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COM BUILDING DESIGNER PER ftNSl/TPI 1 SEC. 2. OCAT D ON THIS DESIGN. POSITION A3 OF TPI1 -?002 SEC. 3 . : DRAWINGS IfOA A SEAL ON TH OMENT FOR ANV BUILDING IS THE RESPONSIBILITY 16.0 PSF 16.0 PSF 5.0 PSF 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" REF R090-- 72085 DATE 03/24/04 DRW CAUSR090 04084042 CA-ENG JCJ/CWC SEQN- 5939 FROM DSR JREF- 1SBH090_Z01 (E671 PACKARD RESIDENCE, GARTH GRANDVIEW STREET - B5 2PLY GIRDER) THIS DWG PREPARED FROM COMPUTER INPU1 (LOAUi & UlMtNblUNi) bubmiitu Bi Top chord 2x4 OF- L #HBet. Sot chord 2x7.5 OF-L SS: Webs 2x4 HF Std/Stud :W7 2x4 OF L #l&6et. : :Lt Wedge 2x4 HF Std/Stud: W6 2x4 DF-L Std/Stud: Rt Wedge 2x4 HF Std/Stud: in of use purlins to brace BC @ 1?0" OC SPECIAL LOADS (LUMBER OUR.FAC.=1.25 / PLATE OUR.FAC.=1.25) TC BC BC BC BC BC BC tiC BC From From From From From From From 2576 LB Cone. 2593 LB Cone. 64 PLF at -25 PLF at 12 PLF at 5 PLF at 504 PLF at 5 PLF 103 PLF at 24.13 to Load at 0.00 to 0.00 to 2.00 to 7.13 to 9.13 to at 22.13 to 64 PLF at 27.75 12 PLF at 2.00 103 PLF at 7.13 5 PLF at 9.13 504 PLF at 22.13 5 PLF at 24.13 35 PLF at 27.75 Load at 23.13 2 COMPLETE TRUSSES REQUIRED NAILING SCHEDULE: (0.131x3.0_g_nai1s) TOP CHORD: 1 ROW @ 8" o.c. BOT CHORD: 2 ROWS @ 5" o.c. (EACH ROW) WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPL1 I llNG. Bearing blocks: Nail type: 0.131x3.0_g_nai1s BRG X-LOC #BLOCKS LENGTH/BLK #NAILS/BLK WALL PLATE 2 27.458' 1 12" 15 Match Truss Bearing block to be same size and species as bottom chord. Refer to drawing CNBRGBLK0503 for additional information. Shim all supports to solid bearing. Plates designed for green lumber per NDS-97 TABLE 7.3.3. Deflection meets L/360 live and L/240 total load. 5X8 2X4 8X10 = 7X6(CS) s 4X14(C8) = 4X6 7-3-7 HS1016-HS1016 = 7X6(C8) s 4X14(C8) = 19-0-0 4- 7-8 4 7-8 3-6-0 3-6-0 _ 3-7-9 3-7-9 2-l-7_|__2-l-7 f 4-2-14 ^ 3-7-9 3-7-9 36-0 3-6-0 4-7 8 4-7-8 13-10-8 13-10-i -27-9-0 Over 2 Supports R 6243 W--3.5" PLT TYP. 20 Gauge HS , Wava' TP I \R R-7806 W 3.5" Design Grit: TPI -1995(STD)/UBC 19.700 CA/4/-/-/-/R/-Scale =.25"/Ft. Stone Truss 760-967-6171 507 Jones Road, Oceanside CA 92054 Alpine Engineered Products, Inc. Sacramento, CA 95828 'IMPORTANT** FURNISH A cocv OF THIS DESIGN TO THZ INSTAILATION CONTRACTOR. PRODUCTS. INC. SHALL NOT BE RESPONSIBLE. FOR ANY DEV1ATIO TRUSS IN COHFORMANCE WITH TPI;OR FABRICATING. HANDL FROM TK1S DESIGN; .1 PJ NE F NGI NF ITO niin.0 PPING. INSTALLING Jt BRAClNf. Of TRUSS TC LL TC DL BC DL BC LL 16.0 PSF 16.0 PSF 5.0 PSF 0.0 PSF ~377o~ PSF DUR.FAC. 1.25 SPACING 24.0" REF R090-- 72086 DATE 03/24/04 DRW CAUSR090 04084042 CA-ENG JCJ/CWC SEON- 72829 FROM DSR JREF- 1SBH090_Z01 , inc. CIVIL, GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: MATSUBARA PROJECT: MAT 608-FTG DATE: 8 JUNE 2008 CITY OF CARLSBAD ENGINEERING DEPARTMENT 1635 Faraday Ave. Carlsbad, CA. 92008 Subject: Soils Engineering Foundation Plan Certification for the Proposed Residential Construction located at 1552 Chinquapin Ave., Carlsbad, CA. (APN: 206-262-1 l)(Matsubara Residence) Reference (a): Our Limited Soil Investigation dated 9 April 2007. Gentlemen; Pursuant to the City of Carlsbad requirements, this letter will serve as confirmation that the building foundation plans and specifications have been reviewed for the subject project. We have determined that the recommendations in Reference (a) have been properly incorporated into the construction documents. Sincerely, tephen B.Peter RCE 38623 / Expires 3-31-09 1611-A SO. MELRQSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 dKoo*iHOiaa*vas 8600021091 ivj 20=20 sooz/st/ao I I I I I i I I i I I L I v inc. CIVIL, GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: MATSUBARA PROJECT: MAT 307-INV DATE: 9 APRIL 2007 MR. TAEKO MATSUBARA 1360 Forrest Ave. Carlsbad, CA. 92008 Subject: Limited Soil Investigation for the Proposed Room Additions for the Residence located on Chinquapin Ave., Carlsbad, CA. (APN: 206-262-11) Dear Mr. Matsubara: Pursuant to your request, we have completed our site inspection for the subject parcel. The purpose of this investigation was to determine the general engineering characteristics of the soils on and underlying the site and to provide specific recommendations for the design parameters for foundations and retaining structures, slab-on-grade floors and site earthwork. The proposed development consists of the construction of a single/two story, wood framed, stucco type residential structure on a vacant lot. At the time of this investigation, the lot was covered with some low lying grasses and other native vegetation. On 19 March 2007, a field investigation was performed at the subject site. This investigation consisted of the excavation of 2 test pits dug with a backhoe. As the test pits were advanced, the soils were visually classified by our field representative. Undisturbed and bulk samples, as well as hi place density tests, were obtained at various depths representative of the different soils horizons. All samples were returned to our laboratory for detailed testing. Based on our visual inspections and observations in the field, and our laboratory test results, the following conclusions were derived. It is our opinion that the subject lot may support the proposed residential structure. However, the conclusions and recommendations found in the latter part of this report shall be incorporated in the design plans and specifications. 161 l-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 I I I 1 I 1 1 I I 1 1 1 I , inc. Mat 307-inv GRADING On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. Site preparation should begin with the removal the existing surface vegetation and other deleterious matter. These materials are not suitable for support of the proposed structure and should be exported from the site. Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the clearing operation, shall be removed or backfilled in accordance with the requirements of the City of Carlsbad. All on-site earth materials are considered suitable for the support of the proposed structures. However, prior to construction or placing fill, the loose surface materials occurring hi the area of the proposed house pad shall be removed to a depth where firm, dense native soils are encountered. The depth of removal is anticipated to be approximately 3 to 5 feet below the existing surface. This can be accomplished during the rough grading operation by over-excavating the upper 3 to 5 feet of the surface soils, ripping the exposed bottom surface to a minimum depth of 12 inches, and recompacting the soil to the design grade. All structural fill shall be compacted to at least 90% of the maximum dry density at near optimum moisture content as determined in accordance with ASTM Test Procedure D 1557-01. In the event that the finish grade soils expose a transition lot condition; i.e., a cut/fill daylight line through the proposed structure, the cut portion of the house pad shall be over-excavated and recompacted to a depth of 3 feet below the finished grade. The limits of over-excavation shall extend a minimum of 5 feet outside of the perimeter building foundations. This will provide a uniform fill blanket for an even support of the structure and will help mitigate the effects of differential settlement. It is anticipated that the building footings may experience less than 1 inch settlement with less than 1A inch differential settlements between adjacent footings of similar sizes and loads. Site drainage should be dispersed by non-erodible devices in a manner to preclude concentrated runoff over graded and natural areas in accordance with the City of Carlsbad requirements. 2 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 , inc. Mat 307-inv GEOLOGIC HAZARDS According to published information, there are no known active or potentially active faults on or in the immediate vicinity of the subject site. Therefore, the potential for ground rupture at this site is considered low. There are, however, several faults located within a close proximity to this site that the movement associated with them could cause significant ground motion. The following table presents the distance of major faults from the site, the assumed maximum credible earthquake magnitudes and estimated peak accelerations anticipated at the site. The severity of ground motion is not anticipated to be any greater at this site than in other areas of San Diego County. SEISMICITY OF MAJOR FAULTS MAXIMUM MOMENT SLIP RATE FAULT/TYPE DISTANCE MAGNITUDE(RICHTER) mm/year Rose Canyon (B) £ 10 km 6.9 1.5 Elsinore-Julian Seg(A) 24 mi. 7.1 5 San Jacinto-Borrego Seg(B) 47 mi. 6.6 4 San Andreas-South-Seg(A) 71 mi. 7.4 24 The following information is presented relative to the subject site and Seismic Zone 4 per the California Building Code, C.B.C.: (z) Seismic zone factor = 0.4 Table 16 A-I (Na) Near-source factor = 1.0 Tablel6A-S (B) Seismic source type = B Table 16 A-U (Sd) Soil profile type = Sd Table 16 A-J (Ca) Seismic coefficient = 0.44 Na Tablel6A-Q (Cv) Seismic coefficient = 0.64 Nv Tablel6A-R (Nv) Near source factor =1.0 Table 16 A-T LIQUEFACTION POTENTIAL Liquefaction analysis of the soils underlying the site was based on the consideration of various factors which include the water level, soil type gradation, relative density, intensity of ground shaking and duration of shaking. Liquefaction potential has been found to be the greatest where the ground water level is shallow and loose fine sands occur within a depth of 50 feet or less. These conditions are not present within the site area and, therefore, the potential for 3 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 1 1 i I i 1 I i inc. Mat 307-inv generalized liquefaction in the event of a strong to moderate earthquake on nearby faults is considered to be low. In general, the native soils at a depth of 1 to 4 feet below the existing surface are considered to have a very low expansion potential (El = 0) according to our Expansion Test results, Enclosure (1). Therefore, additional foundation and slab requirements are not considered necessary in regard to soil expansion. Foundations shall be sized and constructed in accordance with the Structural Engineer's design, based on the earth pressures and the allowable bearing values listed in the latter part of this report, along with the expected live and dead loads, and the projected wind and seismic loads. All grading and/or foundation plans shall be reviewed by our Engineer. FOUNDATION DESIGN The proposed structure for this project can be supported by conventional isolated, spread and/or continuous footings using the following soil parameters. For foundation design purposes, the following earth pressures were calculated based on our Shear Test results Enclosure (1) for the native soils and based on a foundation depth and width of 12 inches: Test Pit No. 1 at 1 to 4 feet below the surface: (Brown fine SAND) Shear Test: Cohesion =171 psf; Angle of Friction = 34°. Allowable Bearing Value = 1850 psf Equivalent Fluid Pressure = 35 pcf Passive Lateral Resistance = 400 pcf At-rest Pressure = 55 pcf Coefficient of Friction = 0.35 Expansion Index = 0 (Non-expansive) These values are for dead plus live loads and may be increased by one-third (1/3) for seismic and wind loads where allowed by code. These design bearing values are in accordance with the Uniform Building Code. The surface soil was tested for sulfate content by Clarkson Laboratory and Supply, Inc., on March 23, 2007. The results of this test indicated that the water soluble sulfate content was found to contain <0.001% (Negligible) per 4 161 l-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 inc. Mat 307-inv California Test 417 (See enclosure 2). Therefore, per the 2001 California Building Code, Type II cement with a maximum water-cement ratio of 0.50 and a minimum concrete strength (f c) of 2500 psi should be used for concrete in contact with on-site earth materials. RETAINING WALLS An equivalent fluid pressure of 35 pcf may be used for design of retaining walls with level backfill and 55 pcf for 2H:1V sloping backfill. These figures are based on a drained condition and use of granular backfill having a sand equivalent of 30 or greater. If the native soils are used as backfill, the equivalent fluid pressure of 35 pcf (level) and 55 pcf (2H:1V slope) for active conditions and 60 pcf (level) and 70 pcf (2H:1V sloping) for at-rest conditions can be used. FOUNDATIONS It is recommended that the continuous perimeter foundations and concrete slabs for a light-weight, wood framed structure shall be reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that the continuous perimeter foundations for a single story structure shall extend a minimum depth of 15 inches and a minimum width of 15 inches into the firm native or compacted fill material as measured from the lowest adjacent grade. A minimum of 18 inches deep by 15 inches wide shall be used for a two story structure. b. All foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the 4 steel bars, the contractor may substitute two No. 5 steel bars, one top and one bottom. c. Footings placed on or adjacent to the top of cut or fill slopes shall have a minimum horizontal distance of 7 feet from the bottom edge of the footings to the face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 feet, a horizontal distance of FI/3 shall be used where H = height of slope, but need not exceed 40 feet maximum. (See attachment A) 1 5 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 1 1 I 1 I I 1 I I I 1 I 1 1 I , inc. Mat 307-inv perimeter footings and wire tied to the foundation steel at 18 inches on center. In order to minimize vapor transmission, an impermeable membrane (ie: 10 mil visqueen) shall be placed over 2 inches of clean, poorly graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be covered with 2 inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 2500 psi unless otherwise stated on the Building Plans. e. Interior concrete slabs shall be provided with saw-cut joints spaced at a maximum of 10 feet on center each way within 24 hours after the pour and the saw-cuts shall be 1/4 of the slab thickness. It is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. f. Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 24 inches on center each way. The reinforcing steel shall be placed in the upper 1/3 of the slab and held in place with concrete chairs. If imported soil materials are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated by our firm upon the completion of the rough grading operation. LIMITATIONS AND UNIFORMITY OF CONDITIONS The analysis and recommendations submitted in this Report are based in part upon the data obtained from the test pit excavations performed on the site and our experience and judgement. The nature and extent of variations between the test pits may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this Report. I Findings of the Report are valid as of this date; however, changes in conditions of a property can occur with passage of time whether they be due to • natural process or works of man on this or adjacent properties. In addition, I I changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may 6 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 , inc. I 1 1 i I 1 I I I I 1 be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and the recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. It is recommended that the Soil Engineer be provided the opportunity for a general review of the final design plans and specifications for this project in order that the recommendations of this report may be properly interpreted and implemented in the design. It is also recommended that the Soil Engineer be provided the opportunity to verify the foundation and slab construction in the field prior to placing concrete. (If the Soil Engineer is not accorded the privilege of making these reviews, he can assume no responsibility for misinterpretation of his recommendations). The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, Stephen B. Peter RCE 38623 Expires 3-3 l-(f? 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945-3150 Fax: (760) 945-4221 I I I 1 I I I t !j I 1 I 1 i s/ Direct Shear Test Results 4 5 - 4.0 3.5 • C- 3-0 S. W 1- rao OT 2.0 1.5- 1.0 0.5 0.0 0 • Shear Strength inches of Defon , " , - at 0.2 mation - 1 X * * I i 0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 Confining Pressure (ksf) 4.5 5.0 INTERNAL COHESION FRICTION INTERCEPT \MPLE DESCRIPTION ANGLE(DEG.) (PSF) TP1@1-4 BRN FINE SAND (SHEAR REMOLDED TO 90% OF M.D.) Shear Strenqth at 34 0.2 inches of Deformation EY.?t^»J^io^ lUCey. ••f 'JS|O~ SOUTHERN CALIFORNIA CS**52' SOIL & TESTING = O - *'OA!--£^PAAj 171 5>V5 B&B ENG (MAT 306 INV) BY: JJS/GBF JOB NUMBER: 0712032 DATE: 4/3/2007 APPENDIX 11-10 I I I I I 1 J-iAJBUKATUKX REPORT Telephone (619) 425-1993 Fax 425-7917 Established 1928 CLARKSON LABORATORY AND SUPPLY INC. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com ANALYTICAL AND CONSULTING CHEMISTS Date: March 23, 2007 Purchase Order Number: Sales Order Number: 87765 Account Number: B&B To: B&B Engineering 1611-A SO. Melrose Drive #285 Vista, CA 92081 Attention: Dennis P. Beard Laboratory Number: SO2254 Customers Phone: 760-945-3150 Fax: 760-945-4221 Sample Designation: * * Five soil samples received on 03/21/07 marked as follows: ANALYSIS: Water Soluble Sulfate California Test 417 Sample SO4% Matsubara Mat 307 Inv. TP-iei-4'A <0.001 Forbes For 307 TP-18-2-31 0.013 Hackbart Hac 307 TP-1@2-12' 0.045 Lattin Lat 307 Inv. TP-1@3'-A 0.002 Lattin Lat 307 TP-1@10'-C 0.002 I Note: < Is the symbol for less than. Torres FIGURE 1BA-M 2001 CALIFORNIA BUILDING CODE I I I 1 I I i I I I I I I I i FACE OF FOOTING STRUCTURE \ W/3 BUT NEED NOT EXCEED 40 FT. (12 192 mm) MAX. TOE OF SLOPE H/2 BUT NEED NOT EXCEED 15 FT. (4572 mm) MAX, FIGURE ISA-I.I—SETBACK DIMENSIONS ATTACHMENT A H Enijiaeeri a //, inc. CIVIL, GEOTECHNICAU & QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: MATSUBARA PROJECT: MAT 608-CDG DATE: 9 APRIL 2007 MR. EARNEST MATSUBARA 3560 Windsor Road Oceanside, CA. 92056 Subject: Results of Compaction Testing and Inspection for the Residence located on Chinquapin Ave., Carlsbad, CA. (APN: 206-262-11) Reference(a): Our Limited Soil Investigation Report dated 9 April 2007. Gentlemen: Pursuant to your request, we have completed our inspection and compaction testing of the re-grading operations for the subject parcel. Locations of our field density tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, soil compaction and testing were accomplished between 4 and 10 June 2008. Based on our observations and testing, it is our opinion that the work performed during that period was in general conformance with the requirements of Reference (a), the Approved Grading Plan and the City of Carlsbad Grading Ordinance. SITE GRADING On 4 June, clearing began on the subject lot with the contractor removing some surface vegetation. All debris was removed from the pad grading area. On this date, the contractor over-excavated the surface soils for the house pad by removing the surface materials to an approximate depth of 3 to 5 feet below the existing surface, where firm natural ground was encountered. The contractor started on the southerly 1/2 of the pad then continued grading from south to north. The bottom of each excavation was scarified, watered, and recompacted prior to replacing the native stockpiled soils. The limits of over-excavation extended a minimum of 5 feet outside of the proposed building foundations. The over- excavation grading operation was accomplished to help mitigate the effects of differential settlement of the proposed structure. The contractor placed and compacted the native soils on the house pad until the designed pad grades were achieved. 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ptv. ( ii&it Enijineeriinj, inc. Mat 608-cdg Density was achieved by the use of a rubber tire loader compacting the soil as fill was placed in thin lifts. Since the existing soil was low in moisture content, the contractor spent additional time and effort in his mixing operation in order to ensure near-optimum moisture and proper compaction in the fill material. As indicated by our Compaction Test Results, Enclosure (2), density tests performed in the construction of the house pad indicated over 90% relative compaction as compared to the Maximum Dry Density per ASTM Test Procedure D 1557-01. SOIL EXPANSION The native materials exposed at surface grades for the subject pad are considered to have a non-expansion potential (El = 0) according to Reference (a). Therefore, no additional foundation or slab requirements are considered necessary in regard to soil expansion. It is anticipated that the building footings may experience less than 1 inch settlement with less than Vz inch differential settlements between adjacent footings of similar sizes and loads. SEISMIC DESIGN For seismic design purposes, the "Site Class D" can be used for the soils underlying the subject site, and the procedures outlined in the 2007 California Building Code, CBC, (Sections 1603-A and 1613-A - EARTHQUAKE LOADS) should be used for calculations of the seismic coefficients for structural design. The civil/structural engineer should consult with the project geotechnical consultant if additional geotechnical information is needed for the seismic design. No active faults are known to exist within or near the site. The Rose Canyon Earthquake Fault (Type B) is located approximately more than 10 kilometers from the site. The property is not located within an area designated as a special studies/earthquake zone under the Alquist-Priolo Earthquake Zone/Special Studies Act. RETAINING WALLS An equivalent fluid pressure of 35 pcf may be used for design of retaining walls with level backfill and 55 pcf for 2H:1V sloping backfill. These figures are based on a drained condition and use of granular backfill having a sand equivalent 2 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 it&it EiMiiiteeriinj, inc. Mat 608-cdg of 30 or greater. If the native soils are used as backfill, the equivalent fluid pressure of 35 pcf (level) and 55 pcf (2H:1V slope) for active conditions and 60 pcf (level) and 75 pcf (2H:1V sloping) for at-rest conditions can be used. BUILDING FOUNDATIONS Building Foundations shall be sized and constructed in accordance with the recommendations found in the latter part of this Report. For foundation design purposes, an allowable bearing strength of 1850 psf may be assumed for all continuous or spread footings founded in dense native soils compacted to 90% relative compaction per ASTM D 1557-01. It is recommended that the continuous perimeter foundations and concrete slabs for a light-weight, wood framed structure shall be reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that the continuous perimeter foundations for a single story structure shall extend a minimum depth of 15 inches and a minimum width of 15 inches into the firm native or compacted fill material as measured from the lowest adjacent grade. A minimum of 18 inches deep by 15 inches wide shall be used for a two story structure. b. All foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the 4 steel bars, the contractor may substitute two No. 5 steel bars, one top and one bottom. c. Footings placed on or adjacent to the top of cut or fill slopes flatter than 1H : IV shall have a minimum horizontal distance of 10 feet from the bottom edge of the footings to the face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 feet, a horizontal distance of H/3 shall be used where H = height of slope, but need not exceed 40 feet maximum. (See Attachment A) d. All interior concrete slabs shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 rebar at 18 inches on center both ways placed in the center of the slab. The bars shall be bent downward into the perimeter footings and wire tied to the foundation steel at 18 inches on center. In order to minimize vapor transmission, an impermeable membrane (ie: 10 mil 3 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 Inc. Mat 608-cdg visqueen) shall be placed over 2 inches of clean, poorly graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be covered with 2 inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall contain Type II cement with a maximum water/cement ratio of 0.50 and a minimum concrete strength of 2500 psi unless otherwise increased on the Building Plans. e. Interior concrete slabs shall be provided with saw-cut joints spaced at a maximum of 10 feet on center each way within 24 hours after the pour and the saw-cuts shall be 1/4 of the slab thickness. It is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. f. Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 18 inches on center each way. The reinforcing steel shall be placed in the upper 1/3 of the slab and held in place with concrete chairs. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water/cement ratio and slump of concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce the cracking of slabs. A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack sensitive floor covering is planned directly on the concrete slabs. These foundation recommendations are minimum design requirements for the soils encountered during grading; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from 4 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 I I I I I I I I I I I I I I I I I I I it A it Eiiijineerinij, inc. Mat 608-cdg legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, Stephen B. Peter RCE 38623 Expires 3-31-09 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 APPROXIMATE LOCATION OF FIELD DENSITY TEST PLOT PLAN Owner: ISITE Address A.P.N.: Project: bate: MR. EARNEST MATSUBARA CHINQUAPIN AVE. CARLSBAD, CA. 206-262-11 MAT 608-CDG June-08 f/AMf Eitijtttwritnj, Mac Enclosure ( 1 ) v iac Client MR. EARNEST MATSUBARA Project MAT608CDG Date: Jun-08 Test No. 1 2 3 4 5 6 7 8 9 10 11 12 13 Test Date 6/5/08 6/5/08 6/5/08 6/5/08 6/10/08 6/10/08 6/10/08 6/10/08 6/10/08 6/10/08 6/10/08 6/10/08 6/10/08 Test Location GARAGE PAD O-X HOUSE PAD O-X HOUSE PAD O-X HOUSE PAD O-X GARAGE PAD O-X GARAGE PAD O-X GARAGE PAD O-X GARAGE PAD O-X HOUSE PAD O-X HOUSE PAD O-X HOUSE PAD O-X HOUSE PAD O-X HOUSE PAD O-X Test E1/Depth 105 106 105 106 105 106 107 107 106 107 107 107 108 Soil Type A A A A A A A A A A A A A Dry Density, pcf Field 120.3 124.0 119.0 120.6 118.2 119.2 115.8 121.5 121.8 122.9 120.3 120.4 120.4 Maximum 128.0 128.0 128.0 128.0 128.0 128.0 128.0 128.0 128.0 128.0 128.0 128.0 128.0 COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION A. BROWN SILTY SAND Moisture, % Field 9.2 9.2 5.8 10.3 6.5 6.7 8.4 6.2 6.5 7.5 7.4 9.5 5.9 Opt. 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 OPTIMUM MOISTURE% 12.5 Relative Compaction 94 97 93 94 92 93 90 95 95 96 94 94 94 Retest No. MAXIMUM DRY DENSITY focfl 125.5 COMPACTION TEST DATA Enclosure < 2 ) I I E oos I CO & UJQOO(355moc2<O OCM COUJ0.O CO Otr*-.".«">OTuj UJ CO o 2 < Hg O£H < TITLE 24 ENERGY COMPLIANCE REPORT FOR: Matsubara Residence Carlsbad Climate Zone 07 PREPARED FOR: Alex Faulkner Designs Plans for Matsubara Residence have been reviewed. The following Title 24 energy report demonstrates compliance with California's Title 24 energy code for new residential projects. Mark Gallant, CEA/CEPE, HERs Rater PREPARED BY: HAYNAL & COMPANY INC. 508 W Mission Ste 201 Escondido, CA 92025 760-743-5408 July 5, 2007 2005 CODE, Micropas 7.3 C20-LIC#649028, HERs Rater www.title-24.com email: mark@title-24.com MINIMUM REQUIREMENT SUMMARY: TITLE 24 COMPLIANCE Each of the following specific items, the MF-1R page, and the signed CF-1R pages must be clearly listed on the plans, and provided to the homeowners upon assuming occupancy. ^^^^f^^^j^^^^y^^Pv^^^^yvvvVf^Pv^^^^^^^^^i Project Ceiling Insulation Wall Insulation Floor Insulation Matsubara Residence R30 R13 R19 Carlsbad 2005 CODE 7/5/2007 Fenestration (Windows) Fenestration (Doors) Dual (Vinyl or Wood) LowE2 Dual (Vinyl or Wood) LowE2 Ufactor=0.39 SHGC=0.36 Ufactor=0.36 SHGC=0.36 [Water Heating (or equal) 75 Gal Gas. Recovery Eff=0.80, A.O. Smith FCG-75, Input=75100, FHR=127 Recirc Pump with Timer and Temp Sensor, R12 External Blanket R-4 Pipe Insulation required with Recirc Pump Option HVAC System Heating Efficiency Cooling Efficiency Duct Insulation Thermostat 80% AFUE minimum 13.0 SEER minimum R-4.2 Setback 11 EER TXV Valve Required Heat/Cooling Loads Zl Z2 Total HVAC Recommendations Zl Z2 CFA %/Gls 2327 20.5 1456 19.6 3783 20.1 FAU/AC (or equal) Rheem RGPN10NBRJR Rheem 13AJA-060 Rheem RGPN05NAUER Rheem 13AJA-036 Heat Min 56072 33515 89587 Tons 5.0 3.0 Sensible 23485 16173 39657 Sensible 40500 25100 Recommended T.Cool CFM Tons 27008 2000 5 18599 1200 3 45606 Capacity) Input 81000 100000 58500 41000 50000 34400 Note: the UBC requires that the heating system be capable of maintaining a temperature of 70 degrees at three feet above the floor throughout the conditioned space of the residence. The recommendations above is based on the attached heating and/or cooling load calculations. DHW is based on UPC Table 5-1. THE CONTRACTORS ARE RESPONSIBLE FOR THE FINAL SIZING OF HEATING, COOLING AND DHW EQUIPMENT. MANDATORY MEASURES SUMMARY: RESIDENTIAL (Pagel of 2) MF-1R Project Title Date Note: Low-rise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or check NA if not applicable. DESCRIPTION Building Envelope Measures: * §150(a): Minimum R-19 in wood frame ceiling insulation or equivalent U-factor in metal frame ceiling §150(b): Loose fill insulation manufacturer's labeled R- Value: * §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not apply to exterior mass walls). * §150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U-factor. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1 . Masonry and factory-built fireplaces have: a. closeable metal or glass door covering the entire opening of the firebox b. outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed. §150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(1) : Slab edge insulation - water absorption rate for the insulation material alone without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch. §1 1 8: Insulation specified or installed meets insulation installation quality standards. Indicate type & include CF-6R Form: §116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1 . Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field-fabricated) have label with certified U-factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. Space Conditioning, Water Heating and Plumbing System Measures: §1 10-§1 13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. §150(j): Water system pipe and tank insulation and cooling systems line insulation. 1 . Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R-value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1 . First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A. NA </ D 0 D D D D D 0 0 0 D D D D Dnnnn 0 Designer •/ 0 D 0 0 0 0 0nnn 0 00 0 0 0 0 0 0 n Enforcement S nn D n nnnnnn n nn n nnnnn D n 0 0 0 n n n n n Residential Compliance Forms March 2005 MANDATORY MEASURES SUMMARY: RESIDENTIAL (Page 2 of 2) MF-1R Space Conditioning, Water Heating and Plumbing System Measures: (continued) 5. Insulation must be protected from damage, including that due to sunlight.moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space. 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation. * §150(m): Ducts and Fans 1 . All ducts and plenums installed, sealed and insulated to meet the requirement of the CMC Sections 601 , 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. §1 14: Pool and Spa Heating Systems and Equipment. 1 . A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. at least 36" of pipe between filter and heater for future solar heating b. cover for outdoor pools or outdoor spas 3. Pool system has directional inlets and a circulation pump time switch. §115: Gas fired fan-type central furnaces, pool heaters, spa heaters or household cooking appliances have no burning pilot light. (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) §118(i): Cool Roof material meets specified criteria Residential Lighting Measures: §150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz §150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, hardwired ballasts and if the ballast is electromagnetic has a medium screw base socket. §150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the total rated wattage of permanently installed luminaires (based on nominal rated wattage of high efficacy lamps) in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. §150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms utility rooms shall be high efficacy luminaires. OR are controlled by an occupant sensor(s) certified to comply with Section 1 19(d) that does not turn on automatically or have an always on option. §150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70ft2): OR are controlled by a dimmer switch OR are controlled by an occupant sensor that complies with Section 1 19(d) that does not turn on automatically or have an always on option. §150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (1C) and are rated to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. §150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 1 19(d). §150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec.130,132, & 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec.130,131, & 146. §150(k)8: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). NA </ D0 0 D D D D 0 D n 0 0 0 0n 0 D D D D D D D 0 0 Designer S 0 D D 0 0 0 0 D 0 0 D D D D 0 n E E 0 0 0 0 0 D D Enforcement V n D n n a a aa a a a nnan a a a a a a n a a a Residential Compliance Forms March 2005 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 Project Title Matsubara Residence Date. .07/05/07 15:47:04 Project Address ******* Carlsbad *v7.30* | Documentation Author... Mark Gallant, HERs Rater ******* | Building Permit # Haynal and Company, Inc. I 508 W Mission Ave Ste 201 | Plan Check / Date Escondido, CA 92025 I 760-743-5408 I Field Check/ Date Climate Zone 07 Compliance Method MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.30 File-MATSUB Wth-CTZ07S05 Program-FORM CF-1R | I User#-MP1657 User-Haynal and Company, Inc. Run-Typical House | MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating 5. 08 4 . 33 0 . 75 Space Cooling 2.44 3.42 -0.98 Water Heating 7.21 6.97 0.24 Total 14.73 14.72 0.01 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION HERS Verification Required Conditioned Floor Area 3783 sf Building Type Single Family Detached Construction Type New Fuel Type NaturalGas Building Front Orientation. Front Facing 135 deg (SE) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type FullYear Floor Construction Type.... Slab On Grade Number of Building Zones... 2 Conditioned Volume 36374 cf Slab-On-Grade Area 2327 sf Glazing Percentage 20.1 % of floor area Average Glazing U-factor... 0.38 Btu/hr-sf-F Average Glazing SHGC 0.36 Average Ceiling Height 9.6 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title Matsubara Residence Date..07/05/07 15:47:04 MICROPAS7 v7.30 File-MATSUB Wth-CTZ07S05 Program-FORM CF-1R User#-MP1657 User-Haynal and Company, Inc. Run-Typical House BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Area Volume Dwell Peop- it- stat Vent Vent Verified Height Area Leakage or Zone Type 1 Residence 2 Residence (sf) (cf) Units 2327 23270 0.62 1456 13104 0.38 le ioned Type 3 . 1 Yes Setback 1 . 9 Yes Setback (ft) (sf) Housewrap 8 . 0 Standard No 8 . 0 Standard No OPAQUE SURFACES Surface U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Type (sf) or R-val R-val Azm Tilt Reference Comments 1 1 3 4 6 8 10 13 14 2 2 5 7 9 11 12 Wall Wall Wall Wall Wall Roof Door Door Wall Wall Wall Wall Roof FloorExt Wood Wood Wood Wood Wood Wood Other Other Wood Wood Wood Wood Wood Wood 118 216 410 330 459 927 48 24 443 166 378 223 1456 56 0.102 0.102 0.102 0.102 0.102 0.032 0.500 0.500 0.102 0.102 0.102 0.102 0.032 0.048 13 13 13 13 13 30 0 0 13 13 13 13 30 19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135 135 225 315 45 n/a 135 135 135 225 315 45 n/a n/a 90 Yes 90 Yes 90 Yes 90 Yes 90 Yes 0 Yes 90 Yes 90 Yes 90 Yes 90 Yes 90 Yes 90 Yes 0 Yes 0 No IV. 9 IV. 9 IV. 9 IV. 9 IV. 9 IV. 1 IV. 5 IV. 5 IV. 9 IV. 9 IV. 9 IV. 9 IV. 1 IV. 2( A3 A3 A3 A3 A3 A7 A4 A4 A3 A3 A3 A3 A7 ) A4 To Garage Entry Door Garage Door To Outside Surface Length F2 (ft) Factor PERIMETER LOSSES Appendix Insul Solar IV Location/ R-val Gains Reference Comments 15 SlabEdge 204 0.730 R-0 No IV. 26 Al To Outside CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 Project Title.Mat-snha-ra RocH Henne Date. .07/05/07 15:47:04 I MICROPAS7 v7.30 File-MATSUB Wth-CTZ07S05 Program-FORM CF-1R | I User#-MP1657 User— Haynal and Company, Inc. Run-Typical House | FENESTRATION SURFACES Orientation 1 1 Wind 2 Wind 3 Wind 4 Wind 5 Wind 6 Wind 7 Wind 8 Door 9 Door 10 Wind 11 Wind 12 Door 13 Wind 14 Wind 2 15 Wind 16 Wind 17 Wind 18 Wind 19 Wind 20 Wind 21 Wind 22 Wind 23 Wind 24 Wind 25 Door 26 Wind Front Front Front Front Right Front Right Back Right Back Back Back Left Left Front Front Right Right Right Back Right Back Back Left Left Left (SE) (SE) (SE) (SE) (NE) (SE) (NE) (NW) (NE) (NW) (NW) (NW) (SW) (SW) (SE) (SE) (NE) (NE) (NE) (NW) (NE) (NW) (NW) (SW) (SW) (SW) Area (sf) 24.0 35.0 18.0 25.0 20.0 12.0 20.0 64.0 21.3 22.0 56.0 48.0 80.0 30.0 5.0 20.0 25.0 12.0 9.0 25.0 10.0 40.0 25.0 25.0 48.0 40.0 U- factor SHGC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .390 .390 .390 .390 .390 .390 .390 .360 .360 .390 .390 .360 .390 .390 .390 .390 .390 .390 .390 .390 .390 .390 .390 .390 .360 .390 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Slab 1 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 360 SLAB Act Azm 135 135 135 135 45 135 45 315 45 315 315 315 225 225 135 135 45 45 45 315 45 315 315 225 225 225 Exterior Shade Tilt Type 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Location/ Comments F. 2. 2060 F.5070 F.6030CI F.5050 R.5040 F. 2. 4016 R.5040A B.8080 R.2880 B. 2. 2056 B.8070 B.6080 L. 2. 8050 L.6050 F.2026 F.4050 R.5050 R.4030 R.6016 B.5050 R.2050 B.8050 B.5050A L.5050 L.6080 L.8050 SURFACES Type Area (sf) Standard Slab 2327 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title Matsubara Residence Date..07/05/07 15:47:04 MICROPAS7 v7.30 File-MATSUB Wth-CTZ07S05 Program-FORM CF-lR Usertt-MP1657 User-Haynal and Company, Inc. Run-Typical House System Type HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum of Minimum Refrig Charge Adequate Fan Watt Cooling Systems Efficiency EER or TXV Airflow Draw Capacity Furnace ACSplit ? Furnace ACSplit 1 0.800 AFUE n/a n/a 1 13.00 SEER 11 Yes 1 0.800 AFUE n/a n/a 1 13.00 SEER 11 Yes HVAC SIZING n/a No n/a No n/a No n/a No n/a No n/a No System Type 1 Furnace ACSplit 2 Furnace ACSplit Total Heating Load (Btu/hr) 32802 n/a 18955 n/a Sensible Cooling Load (Btu/hr) n/a 23485 n/a 16173 Design Cooling Capacity (Btu/hr) n/a 27092 n/a 18657 Verified Maximum Cooling Capacity (Btu/hr) n/a n/a n/a n/a Total 51757 39657 45749 n/a Sizing Location CARLSBAD Winter Outside Design 38 F Winter Inside Design 70 F Summer Outside Design 88 F Summer Inside Design 75 F Summer Range 10 F DUCT SYSTEMS System Type 1 Furnace ACSplit 2 Furnace ACSplit Duct Location Attic Attic Attic Attic ^Duct R-value R-4.2 R-4.2 R-4.2 R-4.2 Verified Duct Leakage No No No No Verified Surface Area No No No No Verified Buried Ducts No No No No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 Project Title Matsubara Residence Date. .07/05/07 15:47:04 I MICROPAS7 v7.30 File-MATSUB Wth-CTZ07S05 Program-FORM CF-1R | I User#-MP1657 User-Haynal and Company, Inc. Run-Typical House | WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Large Gas Recirc/TimeTemp 1 n/a 75 R-12 WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R-value Light 1 Large 0.80 n/a 0.032 R- n/a n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve (TXV). If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified EER. This building incorporates a non-standard Water Heating System. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF-4R installation certificate. *** This building incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve (TXV). If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified EER. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 6 Project Title Matsubara Residence Date. .07/05/07 15:47:04 I MICROPAS7 v7.30 File-MATSUB Wth-CTZ07S05 Program-FORM CF-1R | I User#-MP1657 User-Haynal and Company, Inc. Run-Typical House | REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Name.... Mark Gallant, HERs Rater Company. Alex Faulkner Designs Company. Haynal and Company, Inc. Address. 2120 Jimmy Durante Blvd # Address. 508 W Mission Ave Ste 201 Del Mar CA 92014 Escondido, CA 92025 Phone... (858)481-1819 Phone... 760-743-5408 License. Signed.. Signed.. / tg/»*a»v 07-05-2007 (date) (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) JUN-25-2008 WED 04:19 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P. City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name; Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information: MATSUBARA RESIDENCE CB072041 1350 CHINQUAPIN AV 206-262-11-00 EARNEST MATSUBARA NEW HOME SFD 1 New Dwelling Units 3783 Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area/7/? SCHOOL DISTRICTS WITHIN ITY OF CARLSBAD^-v Carlsbad Unified School District \ 6225 El Camino Real \ Carlsbad CA 92009 (331-5000) ) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt Only) Encinitns Union School District 101 South Rancho SanwFcRd Enttinitas, CA 92024 (944-4300 cxt 166) San Dietfuito Union High School District 710 Encinitas Blvd. Encinita;;, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature; Revised 3/30/2006 Date: JUN-25-2008 WED 04:19 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P, 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(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 D,STR,CTOFF,C,AL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER WALTER FREEMAN ASSISTANT SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT ^225ELCAMINOREAL ---- ^ISBAD,CA 92009 / _ ^ | _ | CARLSBAD UNIFIED SCHOOL DISTRICT \ \ JEFFERSON ELEMENTARY \ \ AVIARA OAKS ELEMENTARY CARLSBAD HIGH SCHOOL \ | MAGNOLIA ELEMENTARY \ \ AVIARA OAKS MIDDLE SCHOOL | CARLSBAD VILLAGE ACADEMY \ ~[ CALAVERA HILLS SCHOOL \ \ PACIFIC RIM Q Q *"l '"' 0 ""*| | VALLEY MIDDLE SCHOOL [ _ | BUENA VISTA SCHOOL \ \ KELLEY SCHOOL [ | HOPE SCHOOL \ | CALAVERA HILLS MIDDLE SCHOOL I I OTHER _ RECEIVED FROM:. (If Applicable) PARENT OF PAYMENTFQR:ACCOUNT NUMBER AMOUNT Rev RECEIVED BY:: 9^V /I Ikl—CASH .CHECK #TOTAL f £) )- '