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HomeMy WebLinkAbout2322 DANA CT; ; CB091012; Permit08-31-2609 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:CB09lOl2 Building Inspection Request Line (760) 602-2725 2322 DANA CT CBAD RESDNTL Subtype: RAD Status: ISSUED 1675323300 Lot #: 0 Applied: 06/19/2009 $71,302.00 Construction Type: 5B Entered By: KG Reference*: Plan Approved: 08/31/2009 0 Structure Type: Issued: 08/31/2009 0 Bathrooms: 0 Inspect Area: BOOKER RES ADD 475 SF.REMODEL Orig PC#: 175 SF @ KITCHEN.ADD 110 SF DECK.FIREPLACE Plan Check* Applicant: BOOKER THOMAS C&MARY C TRS 2322 DANA CT CARLSBAD CA 92008 Owner: BOOKER THOMAS C&MARY C TRS 2322 DANA CT CARLSBAD CA 92008 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 Green Bldg Stands (SB1473) Fee $518.53 Meter Size $0.00 Add'l Reel. Water Con. Fee $337.04 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $7.13 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees $1.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $125.00 $20.00 $32.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,041.20 Total Fees:$1,041.20 Total Payments To Date:$1,041.20 Balance Due:$0.00 /I Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which YOU have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad < 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 ' Fax: 7^0-602-8558 www.carlsbadca.gov Building Permit Application Plan Check NoQ^O^/Q I Est. Value P7S"~ Plan Ck. Deposit t I "7 Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YESD #NOD AIR CONDITIONING YES D NO D FIRE SPRINKLERS YES D NOD CONTACT NAME (tfD/fferent * APPLICANT NAME ADDRESS "STATE N ADDRESS CITY ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL PROPERTY CONTRACTOR BUS. NAME ADDRESS CITY PHONE ADDRESS STATE CITY STATE ZIP FAX PHONE FAX EMAIL EMAIL ARCH/DES'GMER NAME & ADDRI STATE LIC. #STATE LIC.#CLASS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he islicensed pursuan' to the provisions of the Contractors License law {Chapter 9. commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt there from, and the basis for the alleged exemption. Any violation oSection 7031.1 >iy any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). WO iltERS ''COMPENSATION Workers '. '.impensatlon Declaration: / hereby affirm under penalty of perjury one of the following declarations: D I have ind will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. O I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy numter are: Insurance Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. ^j£% CONTRACTOR SIGNATURE DATE OWNER-BUILDER DEC!. A R A T I O N / hereby affirm that I am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sate (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 J 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). V 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). O I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed properly improvement. O Yes O No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): ) PROPERTY OWNER SIGNATURE ca;*i j*it E T f "t H i s DATE • p o *rsfc o N *m t tt & 'i-'ff.f f Ultwifif tut II e P E R m i f i o w L Y 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-Tariiier Hazardous Substance Account Act? O 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? O Yes d No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? d Yes O No IF ANV OF THE ANSWERS ARE YES, I EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 'c,e»W$f:RUCT10N LENDING 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 A p p ftt c A N f. '• I certify tha'.: Save 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. AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within City of Carlsbad Bldg Inspection Request For: 04/07/2010 Permit* CB091012 Title: BOOKER RES ADD 475 SF.REMODEL Description: 175 SF @ KITCHEN,ADD 110 SF DECK.FIREPLACE Type:RESDNTL Sub Type: RAD Job Address: 2322 DANA CT Suite: Lot: 0 Location: APPLICANT BOOKER THOMAS C&MARY C TRS Owner BOOKER THOMAS C&MARY C TRS Remarks: Inspector Assignment: PY Phone: 7608222460 Inspector: Total Time:Requested By: TOM BOOKER 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 12/11/2009 12/03/2009 12/03/2009 12/03/2009 12/03/2009 11/24/2009 11/24/2009 11/24/2009 11/24/2009 11/24/2009 11/24/2009 11/24/2009 10/21/2009 Description 17 Interior Lath/Drywall 14 Frame/Steel/Bolting/Welding 16 Insulation 18 Exterior Lath/Drywall 84 Rough Combo 13 Shear Panels/HD's 14 Frame/Steel/BoltingA/Velding 23 Gas/Test/Repairs 24 Rough/Topout 34 Rough Electric 34 Rough Electric 44 Rough/Ducts/Dampers 13 Shear Panels/HD's Act AP AP AP AP AP AP PA AP AP AP AP AP NR Insp PY PY PY PY PY PY PY PY PY PY PY PY MC Comments MINOR CORRECTIONS UF AT KITCHEN 1106 H 4 City of Carlsbad Bldg Inspection Request For: 09/21/2009 Permit* CB091012 Title: BOOKER RES ADD 475 SF,REMODEL Description: 175 SF @ KITCHEN.ADD 110 SF DECK,FIREPLACE Type:RESDNTL Sub Type: RAD Job Address. 2322 DANA CT Suite: Lot 0 Location: OWNER BOOKER THOMAS C&MARY C TRS Owner: BOOKER THOMAS C&MARY C TRS Remarks: Inspector Assignment: PC Phone: 7608222460 Inspector: Total Time: CD Description 21 Underground/Under Floor Act Comment Requested By: TOM Entered By: BINSPECT IV u Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 09/17/2009 21 Underground/Under Floor AP PC \ NOTICECITY OF CARLSBAD (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE DATE'Z.i ^jarf* 10**$ TIME LOCATION PERMIT NO. 5(\ FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE?YES FOR FURTHER INFORMATION, CONTACT At>2. 7^1 (( PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER ® EsGil Corporation In Partnership -with government for Quitting Safety DATE: 08/12/O9 Q AEELJQANT [(JURIS.J) JURISDICTION: Carlsbad OPTAITREVIEWER a FILE PLAN CHECK NO.: 09-1012 SET: II PROJECT ADDRESS: 2322 Dana Court PROJECT NAME: Room Addition/Deck/Remodel for Booker 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. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Ray Puller Enclosures: EsGil Corporation D GA D EJ D PC (P) 08/10/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (Bui fifing Safety DATE: 06/25/09 JURISDICTION: Carlsbad £TPD\N REVIEWER FILE PLAN CHECK NO.: 09-1012 SET: I PROJECT ADDRESS: 2322 Dana Court PROJECT NAME: Room Addition/Deck/Remodel for Booker 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: Sam Wright 2911 State Street Suite H Carlsbad, Ca. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sam Wright Telephone #: (760) 720-7631 Date contacted Wz<S/oS (by: ^ ) Fax #: (760) 720-7634 ' Telephone Faxl-x In Person REMARKS: By: Ray Fuller Enclosures: EsGil Corporation D GA D EJ D PC 06/23/09 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad 09-1012 O6/25/09 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 09-1012 PROJECT ADDRESS: 2322 Dana Court FLOOR AREA: Additions 475 Remodel 175 Deck 110 JURISDICTION: Carlsbad STORIES: 2 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 06/19/09 DATE INITIAL PLAN REVIEW COMPLETED: 06/25/O9 HEIGHT: 19 ft per CBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 06/23/09 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and 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 construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, 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. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O9-1O12 06/25/09 1. 'Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1). Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2). Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department .for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. 3. Verfiy that the final sets of plans and any new calculations will be stamped and signed by engineer of record also. (Submitted plans not stamped and signed.) 4. Specify on the plans the following information for the fireplace(s), per Section A106.1.1: a) Manufacturer's name and model number, ICC approval number, or equal. b) Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CMC Section 802.5.2.1 If this a decorative gas fireplace then floor plan to note this in addition to ICC number etc. c) Note on the plans that approved spark arresters shall be installed on all chimneys. CBC Section 2802.1 .(If applies) d) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. (If applies) 5. Plans to reflect limitations of extended dryer duct (i.e. 14 ft with 2 elbows). 6. The approval listing for Dex-O- Tex has. been changed to ESR -1757 (noting ICBO 1338 on sheet A3 which is for drywall now). Carlsbad O9-1012 06/25/09 7. Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7 for guards shown on 1/A4 i.e. verify minimum depth of embedment. 8. Please recheck outlet spacing. All kitchen counter GFCI outlets to be within 2 ft of edge of all counters, sinks, stoves etc and not to exceed 4 ft apart. See between kitchen sink and right side of counter on E1. 9. 1st floor on E1 should reflect a smoke detector (as required on each floor). 10. Note on plans requirements for Special inspection : Fastener spacing of the sheathing where 4" or less oc occurs. 11. Details 13 and 14 /SD2 should reflect fire blocking at ledger line. • CITY OF CARLSBAD REQUIREMENTS 12. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than sq. ft. in area and only one story, then a soils report is not required. Project is two stories and does not appear then two be exempt. • Nice job!!! • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 09-1012 O6/25/09 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Ray Fuller BUILDING ADDRESS: 2322 Dana Court PLAN CHECK NO.: 09-1012 DATE: 06/25/09 BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: V-B BUILDING PORTION Addition Remodel Deck fireplace Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 475 175 110 1 cb Valuation Multiplier 121.94 53.00 14.41 2,426.62 By Ordinance Reg. Mod. VALUE ($) 57,922 9,275 1,585 2,427 71,208 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: I I Repetitive FeeRepeats Complete Review D Other r-i Hourly EsGil Fee Structural Only Hr. $478.65 $311.12 $268.04 Comments: Sheet 1 of 1 macvalue.doc + City of Carisbad Public Works BUILDING PLANCHECK CHECKLIST Engineering DATE: BUILDING1ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please seethe"} attached report of deficiencies marked vwfn D.A/ake necessary corrections to plans or specmcations for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By: Date: Date: FOR OFFICIAL USE ONLY EERING AUTHORIZATION TO ISSUE BUILDING PERMIT: / , Date: ?//0/Q ATTACHMENTS D Dedication Application/Checklist u Encina Wastewater Screening Survey D Encroachment Application/Checklist D Grading Permit Application D Grading Plan Application/Checklist D Improvement Application/Checklist D Neighborhood Improvement Agreement D Right-of-Way Permit Submittal Checklist and Information Sheet Q/Storm Water Compliance rj Other i ENGINEERING DEPARTMENT CONTACT PERSON Name: Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760) 602-1052 Email: lonti@ci.carlsbad.ca.us CFD INFORMATION Reference No(s): Lot No.: Recordation: \ V v (c? Subdivision/ Carlsbad Tract: AT Q. 'Z, r> n 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST 2Nu /3h ttr n D SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements Property Lines Right-of-Way Width & Adjacent Streets' Driveway widths Existing or proposed sewer lateral Existing or proposed water service 7 Existing or proposed irrigation service 2. Show on site plan: &T RMA^ MAP 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 S^\ drainage of 2% to swale 5' away from building." C_B^1Existing & 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 r-~7/» (CJLegal Description— MAf NO. (S- \\5 ID For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D 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: t Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an & VJ 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: IMPROVEMENT REQUIREMENTS CD CU 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: BUILDING PLANCHECK CHECKLIST 1ST D ND2 D RD3 D IMPROVEMENT REQUIREMENTS continued 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: D D D 6c. Enclosed please find your Neighborhood Improvement Agreement (NIA). return agreement signed and notarized to the Engineering Department. Please Completed by:Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D n n n n n n ^0 n n n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT 8. A Right-of-Way permit is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: D D INDUSTRIAL WASTE PERMIT 9. If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance D NPDES PERMIT 10. Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. STORM WATER COMPLIANCED 10a. D Requires Project Storm Water Permit: PSP U^" Tier I/Tier II (Requires SWPPP) - Please complete attached forms Exempt - Please complete attached Storm Water Exemption form DEVELOPMENT FEES 11. D Required fees are attached Q More information needed | No fees required BUILDING PLANCHECK CHECKLIST 3RD WATER METER REVIEW D 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units receive "standard" 1" service with 5/8" meter. • All residential units that need to be fire sprinkled receive a 1" meter. See Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing systems criteria. • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). NOTE: Upon declaration of Drought Response Level 3 condition, no new potable water service shall be provided and no new temporary meters or permanent meters shall be provided. See Ordinance 44 for more information. 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: • If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 1.5: meter (estimated 100 gpm) • If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD WATER METER REVIEW continued 12b. Irrigation Use (continued) Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City is in the process of switching these irrigation services/meters to a new recycled water line 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. • If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for this. D D D 13. Additional Comments: • ZS o gfflSSi SSSiSi<S55Sii?^z;=iooo!I r- 0) -n •npc-o ^nSOen 3 rn i- . 2cv i ~-\ :gs lllss »§*£?£ 8 8 o "iiflft^'JifSHl Dob«ro ii:i»-«-: wz^^m = -«-«-• c^HO- Si CO a >i1 oHn = an D H O D8 CO m ODm CO-n O m I ?8s § 13 31 I K 5 w19C •o m ll® 0E Oj) sl fen CO IIw S 'I TrackingControl BMPsSediment Control BMPsErosion ControlBMPsOISBM ejsjouoo SISEM snopjBZEH eiSBM PIPS lojjuoo pue uonueAeJd IHds |ueu*BBMNWi>po)S esnieuejBW PUB AJaAJiaa |BU8)B|^ Bumeeo luduidjnb^ pue eiotqeA uoj)e6uj|/.jetBA/\ e|qB)Od suoijejado BUjpUljg pUB 6u|ABd seoipeJd uoijBAjesuoo jejBM uopruisuoo peziiiqets uojpruisuoo pezmqejs uorpaioJd )8|U| UIBJQ UJJOIS jeuieg BaqpuEg BujiunnoBA pue BujdeeMs 188-US uueg Beg |aABjg s||oy jeqy IUBQ >|oeu.o dBJuueuJipes eouej HIS SUJEJQ edois PUB sejjia MVieg BuiupinnpooM sjBifli s seuixejoeg Best Management Practice(BMP) Description ->8-lftlM 9-lftlM S-NM Ll^M e-iMM 3-lftlM I.-WM 8-SN Z-SN C-SN 1.-SN 2-ai t-yj. OI.-3S 8-3S /-3S 9-3S S-3S tr3S e-3s t-3S U-03 6-03 8-03 Z-03 CASQA Designation ->Construction ActivityGrading/Soil Disturbance^ C 1 >< ,Drilling/Boring.I1 1 ^ i v>* •o * +Stucco/Mortar Work* X •X WSsteOisposalC Equipment Maintenance and FuelingCO (0 o>Site Access Across DirtOther (list):jprefq sin ui suonduossp XJIAIPB Jaqjo XUB ppy -uoiprajsuoo pssodojd sqj Suiinp mooo [|IM jsqi XIIAUOB XUB jo ysj sqi oj xoq sqj Suppstp pus SSIJIAIPB uoparujsuoo jo isij sip 8uii»aiA3i Xq uigsg•( a 1 A , - * : 'ff activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best managementpractices (BMPs) from the list located alon the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off andfor each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for somethingthat applies such as "Stabilized Construcion Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column andplace an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in"Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where "Stockpiling" row intersects the new "Cover with Plastic" column. ^ ....-:Tn w™ innrp ahniit what rarb BMP description means, vou mav wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures.The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project.do & D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 09-1012 Address 2322 Dana Ct Planner Chris Sexton Phone (760) 602-4624 APN: 167-532-33 Type of Project & Use: addition Net Project Density: 1.0 DU/AC Zoning: R-A-10.000 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: Legend: ^ Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES G NO Kl TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES Q NO G TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO Q CA Coastal Commission Authority? YES Q NO D If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES Q NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES G NO G (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES G NO G (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines DD 1. Applicability: YES D NO D D D 2. Project complies: YES D NOQ D nn nn D D D D Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 2Q1 Shown 20' Required 61 Shown §1 Required Shown. Required 1Z Shown 12' Required Shown _ 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: Required Required Required Required Required Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: 5. Parking: Required <40% Shown 23% Required <30' Shown <30' Spaces Required 2 Shown 3 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ Shown _ Additional Comments _ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE DATE H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project: Booker Addition 2322 Dana Court Carlsbad, California 92008 Prepared for: Samuel B. Wright Wright Design 2911 State Street, Suite "N" Carlsbad, California 92008 Project No.: 09052 Date: June 12,2009 335 15th Street San Diego, California 92 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY_ CHECKED BY SCALE ' OF DATE. DATE. TABLE OF CONTENTS PAGE 1. PROJECT SCOPE 2- 2. DESIGN CRITERIA SUMMARY........ ............. _3_ 3. DESIGNLOADS ^ 4. VERTICAL ANALYSIS: A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.).. B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) 5. LATERAL ANALYSIS: • ] A. SEISMIC/WIND COEFFICIENTS B. Wt, (DEADLOADS)... C. LATERAL LOAD DISTRIBUTION D. LATERAL LOAD-RESISTING DESIGN: I. SHEARWALLDESIGN. .. II. CANTILEVERED STEEL COLUMN ELEMENTS III. STEEL MOMENT FRAMES.. 6. FOUNDATION DESIGN: A. CONTINUOUS FOOTINGS....... 3\ - B. SPREAD FOOTINGS... C. RETAINING WALLS D. SPECIAL SYSTEMS I. GRADEBEAMS II. DEEPENED PIERS 7. SCHEDULES... A. SHEARWALL SCHEDULE B. HOLD DOWN SCHEDULE C. SPREAD FOOTING SCHEDULE Jg Mike Surprenant & Associates Consulting Structural Engineers Job. Sheet No.. Calculated by Checked by _ Scale of -" . Date _ _ Date. PROJECT SCOPE a Provide vertical & lateral load calculations for a proposed two-story lateral addition to an existing two-story single-family residence at 2322 Dana Court, Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of a combination of conventional stick-frame and pre-fabricated wood trusses to be designed by other, and the foundation system to consist of a concrete slab-on-grade with deepened perimeter footings. A soils report was not provided for this project. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the current version of the Governing Code — 2007 California Building Code. Mike Surprenant & Associates makes no representations concerning the suitability of the soils and/or minimum soil values allowed by the CBC. These calculations have been prepared for the exclusive use of Tom and Mary Booker and their design consultants (Wright Design) for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/ conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. CALCULATED BY_ CHECKED BY SCALE ^___ OF DATE. DATE. DESIGN CRITERIA SUMMARY GOVERNING CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCING STEEL: STRUCTURAL STEEL: WELDING: SAWN LUMBER: I-JOISTS: MICROLLAMS/ PARALLAMS/ TIMBERSTRAND GLULAMS: 2007C.B.C. fc = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.Q.) ASTM C90, f m = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C270, f c = 1800 PSI, TYPE S ASTM C476, fc = 2000 PSI ASTM A615, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) ASTM A992, Fy = 50 KSI (ALL 'W SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B,Fy = 35 KSI (STRUCTURAL PIPES) E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2005 NDS. TrusJoist MacMillan - ICC ESR-1153 - (TJI & TJI/PRO MEMBERS) TrasJoist MacMillan - ICC ESR-1387 - (LVL/PSL/LSL MEMBERS) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL:EXISTING NATURAL SOIL VALUES PER CBC TABLE 1804.2 SOIL CLASSIFICATION - r-\ SOILS REPORT BY: DATED: ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION °oo PSF PCF PCF PCF n pBnni irrr 90? MIKE SURPRENANT flT/"^\~~-@^> „ i CCt~\n AT'CC SHFFTMOjsij i-.lpi & AaaOClAIlib r*i V^1 , ^ .. Consulting Structural Engineers CAICIH ATFDRY CHFCKFO RY DESIGN LOADS MATERIAL: ROOF SLOPE: DEAD LOAD: ROOFING MATERIAL j SHEATHING . 1 RAFTERS/C.J. (or) TRUSSES INSULATION DRYWALL OTHER (ELEC., MECH., MISC.) TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR MATERIAL: DEAD LOAD: FLOORING FINISH LT. WEIGHT CONCRETE ( in.) SHEATHING | JOISTS ! DRYWALL OTHER (ELEC, MECH., MISC.) TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: EXTERIOR WALL FINISH: s STUDS DRYWALL INSULATION EXTERIOR FINISH OTHER TOTAL LOAD: INTERIOR WALL STUDS . ! DRYWALL OTHER TOTAL LOAD: <r ^ HATF DATF CASE1 4?/-z. .. (t-ft> PSF 1.5 4.0 1.5 ... 2.5 0.5 T-T- .0 PSF "" .0 PSF 4Z. .0 PSF FLOOR 4^O PSF 2.0 3.5 2.5 3.0 /^" .0 PSF 4* .0 PSF ££ ' X> PSF >Ttfttt? 1.0 PSF 2.5 1.5 '» .0 1.0 Iff .0 PSF ?• CASE II PSF 1.5 4.0 1.5 2.5 0.5 .0 PSF .0 PSF .0 PSF DECK *TrO psp 2.0 3.5 2.5 3.0 /f .0 PSF 4* -0 PSF & & PSF 1.0 PSF 2.5 1.5 .0 1.0 .0 PSF 1 0 PSF 5.0 1.0 J- ,0 PSF JOB. MIKE SUKPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY_ CHECKED BY SCALE OF_T_ DATE. DATE. LEVEL: (Z^k3P MEMBERS: &fy LABEL: |Z-5~/ D UNIFORM LOAD D POINT LOAD (CE1 SC, CUSTOM LOADIN Wl_ ^j-t, f>$-f^( P! =^Z- fc£^)( USE: C0*)2- ALT: HORIZONTAL MEMBER DESIGN <t^c SPAN= f^ FT. / P " ! U/ ^1 ^JTERED) / - / ] U (SHH DIAGRAM) % j /t? / \ — t&fj? tc^F / L s ' f T' ^ 'f VMAX- «« Ibs E - lt&>°C> ksi ! . MMAX- (I/ ^^5^ ft-lbs IREO>D - ~~ in4 ^ft-GRADE: W ' C: — GRADE: C: LABEL: D UNIFORM LOAD D POINT LOAD (CE> D CUSTOM LOADIN Pl = P2 = USE: ALT: SPAN= FT. JTERED) Ri = Ibs Rn= Ibs VMAX= Ibs E = ksi MMAX= ft-lbs IREQ'D = in4 GRADE: C: GRADE: C: LABEL: D UNIFORM LOAD D POINT LOAD (CEN Q CUSTOM LOADINC 1- W2 =Pl =P2 = USE: ALT: SPAN= FT. TERED) s /7 / RT = Ibs Rn = Ibs VMAX= Ibs E = ksi MMAX= ft-lbs IREQ'D = in4 GRADE: C: ! GRADE: C: PRODUCTS? Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619)531-0758 Wood Beam Design K9I^R3!?Vj Description: RB-1 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species : Douglas Fir - Larch Wood Grade :No.1 Beam Bracing : Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet J^__ of. Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 1, 350.0 psi 1 ,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi Job #09052 Prirfed °_L'N>00" 943'M License Owner : MIKE SUPRENANT & ASSOCIATES Calculations per IBC 2006, CBC 2007, 2005 NDS £: Modulus of Elasticity Ebend- xx Eminbend - xx Density 1,600.0ksi 580.0ksi 32.21 Opcf 0(0.385) Lr(0.35) D(0.176llLr(0.16) 6x12, Span = 14.0 ft Applied Loads_ ___ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1760, Lr = 0.160 k/ft, Tributary Width = 1.0 ft Point Load : D = 0.3850, Lr = 0.350 k @ 7.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.728 1 6x12 976.48 psi 1,340.68 psi +D+0.750Lr+0.750L+H 7.000ft Span # 1 0.156 in 0.000 in 1075 0.339 in 0.000 in 495 Maximum Forces & Stresses for LoadComjinajjons Load Combination Max Stress Ratios Segment Length Span* M v Cd +0 Length = 14.0 ft 1 0.443 +0+L+H Length = 14.0 ft 1 0.443 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow 1 0.660Length = 14.0 ft +O-K).750Lr-K).750L+H Length = 14.0 ft 1 0.728 Overall Maximum Deflections-Unfactoredtoads Load Combination 0.188 0.188 0.279 0.309 1.000 1.000 1.250 1.000 6.01 6.01 11.15 9.86 594.52 594.52 1,103.81 976.48 1,340.68 1,340.68 1,672.48 1,340.68 D+L+Lr Span 1 Max.'-" Defl 0.3391 Location in Span 7.070 Load Combination Desian OK 0.309 : 1 6x12 52.47 psi 170.00 psi *D-H3.750Lr+0.750L+H 13.090ft Span # 1 Summary of Shear Values Vactual fv-design Fv-albw 1.35 1.35 2.50 2.21 32.03 170.00 32.03 170.00 59.29 212.50 52.47 170.00 Max. V Defl Location in Span 0.0000 0.000 Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Wood Beam DesignCTEg Description: RB-1 Maximum Vertical Reactions • Unfactored Support & Load Combination Support 1, (D-ti+Lr) Support 2, (D+L+Lr) Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet "^ of. Printed. 9 JUN 2009, 9:43AM License Owner : MIKE SUPRENANT & ASSOCIATES Support notation: Far left is #1 Support Reaction 2.819 k 2.819 k .IOB MIKE SURPRENANT tflf^^S* C A CCnt^l ATTC SHEET NO.I v, |ij| & AbbUClAlilb ^j-"-^ \^^_ Consulting Structural Engineers CALCULATED BY ! i j it I i ) \ 1 | 1 "'8 . , . ' |- \ i LEVEL: f^°£> £• MEMBERS: j5£/Wt* J" LABEL: R?-f SPAN= 1 3 ^ UNIFORM LOAD 0 POINT LOAD (CENTERED) Q CUSTOM LOADING (SEE DIAGRAM) Wi _ ($£ tepK'*^' /-^} 4~(f(* PI =p2 = ALT: GRADE: C.HFCKFn RY SOAIF FT. ^ VMAX = Z-, 0^ c- — C: O^a 9> ~J + "^ ' DATE OATF >fW- R <**«• '' lbs E =Zr<?^0 8, fi? t ft-lbs IREO-D = 4=^6. rz. lbs ksi in4 LABEL: FB ~L- SPAN= 2~0 D UNIFORM LOAD D POINT LOAD (CENTERED) J^ CUSTOM LOADING (SEE DIAGRAM) W1 = p2 = -hff^«Fjr'^'t)J( USE:^'W/rV f-it- GRADE: / ALT: GRADE: FT. "7 VMAX = MMAX = £>£>£ C: "" C: / / / T I,, // 3 ^ *• lbs Ro = ?> ^ ^"' ^> '*-'/ Ibs E =^°^O IfO&O ft-lbs IREO'D = ~ lbs ksi in4 LABEL: ^B "3 SPAN= /"f D UNIFORM LOAD D POINT LOAD (CENTERED) JS( CUSTOM LOADING (SEE DIAGRAM) Pi =^4tl»jF)( ^ /O ^/^^/^^ij ( ?2 = f ^4^-^- "^ /^^J " USE: /O^^fX '3 Z <^»4^ GRADE: T~* ALT: GRADE: FT. ~F r^/4^z-'e>>1 ^^"(3 5 ' »^ ~ ", 8 '"? V VMAX = I MMAX=^-I f-F-£/^- C: -^>T^ C: u,, 1*' ^ LtHMHIVi I J ^^^ lbs ».= /*T«?l bs O^S^lbs E = /,5oo ksi •;£S><5 ft-lbs IREO'D = — in4 PRODUCT 207 Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Wood Beam Design Lie, # : KW-06003057 Description: FB-2 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet _.\ of Printed. 6 JUN 2009. 9:47AM Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi License Owner : MIKE SUPRENANT & ASSOCIATES Calculations per IBC 2006, CBC 2007, 2005 NDS £: Modulus of Elasticity Ebend- xx Eminbend - xx Density 2000 ksi 2000 ksi 32,21pcf '*»Ml 5.25x11.25 , Span = 20.0 ft D(4.199)Lr;(2.1)L(2.1) Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Point Load: 0 = 4.199, Lr = 2,10, L = 2.10 k@ 17.0 ft DESIGN SUUUA&Y ._. _. ._. Maximum Bending Stress Ratio = Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Service loads entered. Load Factors will be applied for catenations. 0.713 1 5.25x11.25 2,067.16psi 2,900.00 psi +D+0.750LK) 750L+H 17.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection = 0.436 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 550 Max Downward Total Deflection = 0.910 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 263 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # -KD Length = 20.0 ft 1 +D-H.+H Length = 20.0 ft 1 -H3+LHH Length = 20.0 ft 1 +0-K>.750Lr-K).750L+H Length = 20.0 ft 1 Overall Maximum Deflections • Max Stress Ratios M 0.413 0.613 0.613 0.713 Unfactored Loads V 0.323 0.479 0.479 0.558 cd 1.000 1.000 1.000 1.000 Summary of Moment Values Mactual 11.04 16.40 16.40 19.08 fb-design 1,196.76 1,777.03 1,777.03 2,067.16 Fb-allow 2,900.00 2,900.00 2,900.00 2,900.00 Design OK 0.558 : 1 5.25x11,25 161.70 psi 290.00 psi +D-KX750LMJ.750L+H 19.100ft Span # 1 Load Combination Span Max."-" Defl Location in Span D-H.-4-r 1 0.9100 11.400 Load Combination Summary of Shear Values Vactual ft-design Fv-altow 3.69 93.70 290.00 5.47 139.03 290.00 5.47 139.03 290.00 6.37 161.70 290.00 Max."+" Defl Location in Span 0.0000 O.OCkT Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet ( ° of. Project Notes: Job* 09052 Wood Beam Design fEffi Description: FB-2 ENERCALC, INC. 1981-2006, Ver 6.0^21 License Owner : MIKE SUPRENANT & ASSOCIATES Maximum Vertical Reactions • Unfactored Support & Load Combination Support 1, (D+L-tLr)' Support 2, (D+L+Lr) Support notation: Far left is #1 Support Reaction 1.392 k 7.271 k •JUt Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619)531-0758 Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet f j of Project Notes: Job #09052 Prince!!. 11 JUN 2009. 7.-5SAM Wood Beam Design Lie. # : KW-06003057 Description; FB-3 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling File: f:\Pit^ds\2009\09052~Booker-Wrishft03-Engtneering\Calc TemplatesVbooker emroalc.«6 EMERCALC.INC, 1963-2008, V8T.6;O.S1 License Owner : MIKE SUPRENANT & ASSOCIATES Calculations per IBC 2006, CBC 2007, 2005 NDS Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 2,400.0 psi 1,850.0 psi 1 ,650.0 psi 650.0 psi 265.0 psi 1,1 00.0 psi E : Modulus of Elasti. Ebend- xx Eminbend-xx Ebend- yy Eminbend - yy Density city 1,800.0ksi 930.0 ksi 1,600.0ksi 830.0ksi 32.21 Opcf 0(4.912) Lr(2,456) L(2.456) 0(0.0-45) UP. 12) 10.75x13.5 Span = 19.0ft AppliedI Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1350. L = 0.360 k/ft, Extent = 0.0 -» 14.0 ft. Tributary Width = 1.0 ft Uniform Load : D = 0.0450, L = 0.120 k/ft. Extent = 14.0 -» 19.0 ft. Tributary Width = 1.0 ft Point Load: 0 = 4.912. Lr = 2.456, L = 2.456 k (3) 14.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.735 1 10.75x13.5 1,634.98 psi 2,224.70psi +D-*0.750Lr+0.750L+H 13.965ft Span # 1 0.462 in = 0.000 in 493 0.798 in = 0.000 in 285 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Forces & Stresses for Load Combinations Load Combination Se +D Length = 19.0 ft +0-H.+H Length = 19.0 ft an Max Stress Ratios (Length Span* M V I ft 1 in 1 I ft 1 eni _ii_|3VL1TI ift 1 cimum Deflections 0.382 0,185 0.710 0.343 0.531 0.255 0.735 0.357 - Unfactored Loads Summary of Moment Values Cd Mactual fb-design Fb-allow 1.000 1.000 1.000 1.000 23.11 42.97 32.14 44.49 849.37 1,579.12 1,181.07 1,634.98 2,224.70 2,224.70 2,224.70 2,224.70 Length = 19.0 ft HD-tO.750Lr-Kl.750! Length = 19.0 ft Overall Maxir Load Combination Span Max."-" Defl D+L+Lr 1 0.7982 Location in Span 10.070 Load Combination Desran OK 0.357 : 1 10.75x13.5 94.50 psi 265.00 psi +0+0.750Lr+0.750L+H 17.955ft Span # 1 Summary of Shear Values Vactual fv-design Fv-aitow 4.74 8.80 6.55 9.14 48.98 265.00 90.96 265.00 67.68 265.00 94.50 265.00 Max. •+" Defl Location in Span o.oooo ~~" 0:000 " Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619)531-0758 Wood Beam Design Le.#:KW-06003057 Description: FB-3 Maximum Vertical Reactions • Unfactored Support & Load Combination Support 1, (D+L+Lr) Support 2, (D+L+Lr) Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet _JJ^L. of - Project Notes: Job # 09052 tinted 11 J'JN 2009 / 55AM License Owner: MIKE SUPRENANT & ASSOCIATES Support notation ; Far left is #1 Support Reaction 7.379 k 10.817 k JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY- CHECKED BY SCALE OF_T DATE. DATE. I j j1 i LEVEL: P^Oof^ MEMBERS: &£-Afi<5 LABEL: PS'^h SPAN= f 7 FT. $ UNIFORM LOAD D POINT LOAD (CENTERED) U CUSTOM LOADING (SEE DIAGRAM) .,. /*, r pc p) f 4r /J / ff ry^>f ff ( ?\ >- /^ ^^f X W2 = P, - R,.= //^3 Ibs VMAX = '« Ibs „ , MMAX= ^ /-£"-? ft-lbs USE.6?X/L £>f^^- GRADE: ^ } C: "" ALT: GRADE: C: / X RD= /,^8^ lbs E = /x6o«J ksi IREQ-D = Z ^*f in4 LABEL: F&'Z' SPAN= ' "? FT. fl i ^j i?, ut V Jr t ^ CUSTOM LOADING (SEE DIAGRAM) ~ ,v r., rt(«\+U*-*i*Xftiff2'*ff >^F s ^, L. v;;:^yc^^'VF f^J:/ 5:^3H(^^(^^^ ..^.^ lbs p - / p^f, & VMAX = " lbs '* ' ,f ,t ft MMAX= -Z^, / 6-0 ft-lbs USE: fWlf PJCGRADE: ^0£ C: — • ALT: GRADE: C: -/Ul~ \ > ^^.y RD = 475^8 ibs E = -Z,^^ ksi IREQ'D = *~ in4 LABEL: F]^~O> SPAN= "Z-l FT. . J> 1 ^ D POINT LOAD (CEN'l'bRtU) | „, i+m^-S't-}*' lo* K-F ' >w:^>R^5(^^K^^^j^4t^v^^ fr1 «p^^/r +f,?ta f^>^"J- f,»«>ft ^p? =T,S& f R,= 1,1 1* ? ibs VMAX= " lbs _, „ _. MMAX= \1,4-L* ft-lbs USE:»^X/^6/^GRADE: -^^1^4 C: ^TZ> ALT: GRADE: C: ^ Lf) T M^7 J' x11 1 RD= $<?& 4 lbs E = i 8 oo ksi IREQ'D = ~ in4 PRODUCT207 Mike Surprenant & Assxiates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Wood Beam Design Lie, # : KW-06003057 Description: FB-5 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade iLevel Truss Joist ; Parallam PSL 2.0E Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet _JLt_ of. Project Notes : Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft 2,900.0 psi 2, 900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2.025.0 psi ENERCALC. INC. 1983-2008, Ver. 6.0.221 License Owner : MIKE SUPRENANT & ASSOCIATES Calculations per IBC 2006, CBC 2007, 2005 NDS E: Modulus of Elasticity Ebend- xx Eminbend - xx Density 2,000.0ksi 2,000.0ksi 32.210pcf 0(0.69)1(1.84) D(0.121)JLr;o.11) D(0.5) Dfffl..«?5) Lr(0.125)D(0.121,0)Lr(0.11.Q) 0(0.125) Lr(0.125) 5.25x14.0, Span = 17.0 ft turn Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.210, Lr = 0.060 k/ft, Tributary Width = 1,0 ft Uniform Load: 0 = 0.1210, Lr = 0.110k/ft, Extent = 0,0-» 5.0ft, Tributary Width = 1,0 ft Varying Uniform Load : D(S,E) = 0.1210->0.0, Lr(S,E) = 0.110->0.0 k/ft, Extent = 5.0 -» 17.0 ft Point Load: 0 = 0,690, L = 1.840 k @ 2,50 ft Point Load: D = 0,50, Lr = 0.50 k @ 5.0 ft Point Load: 0 = 0.1250. Lr = 0.1250 k@ 6.0 ft Point Load: 0 = 0.1250, Lr = 0.1250k (a) 16.0ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combinafon Location of maximum on span Span # where maximum occurs Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft o.5ia 1 5.25x14.0 1,479.58 psi 2,900.00 psi ^D-K).750Lr+0.750L-HH 6.630ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.205 in 0.000 in 995 0.510 in 0.000 in 400 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length +0 Length = 17.0 ft +D+L+H Length = 17.0 ft Summary of Moment Values Length = 17.0 ft +O-K).750Lr+0.750L-HH Length = 17,0 ft an if 1 1 1 1 M 0.337 0.403 0.502 0.510 V 0.241 0.352 0.350 0.406 °d ' 1.000 1.000 1.000 1.000 waciuai 13.97 16.71 20.79 21.15 TD-aesign 977.28 1,169.50 1,455.03 1,479.58 ro-anow 2,900.00 2,900.00 2,900.00 2,900.00 Desian OK 0.406 : 1 5.25x14.0 117.60 psi 290.00 psi +D+0.750Lr+0.750L+H 0.000ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 3.43 5.00 4.97 5.76 69.96 101.99 101.45 117.60 290.00 290.00 290.00 290.00 Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619)531-0758 Wood Beam Design jsatat Description: FB-5 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-"Defl Location in Span D+L+Lr 1 0.5096 8.160 Prnec t jUN20f i ENERCALC, INC. 1983-2008, Ver 6.0^21License Owner : MIKE SUPRENANT & ASSOCIATES Load Combination Max. v Defl Location in Span 0.0000 0.000 Maximum Vertical Reactions • Unfactored Support & Load Combination Support 1, (D+L+Lr) Support 2, (D+L+Lr) Support notation: Far left is #1 Support Reaction 7.112 k 4.328 k <*• Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Wood Beam Design Lie. # : KW-06003057 Description: FB-6 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species : DF/DF Wood Grade : 24F - V4 Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet [if of. Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Job# 09052 Printed: 9JUN2009, 10:0?AM License Owner : MIKE SUPRENANT & ASSOCIATES Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi £: Modulus of Elasticity 1,850.0 psi Ebend-xx 1,800.0ksi 1,650.0 psi Eminbend-xx 930.0ksi 650.0 psi Ebend-yy 1,600.0ksi 265.0 psi Eminbend-yy 830.0ksi 1,100.0 psi Density 32.210pcf 0(0.125) Lr(0.125)0(2.414) Lr(1.207) L(1.207) 8.75x15, Span = 21.Oft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0550, Lr = 0.050 k/fi, Tributary Width = 1.0 ft Uniform Load: D = 0.3450. Lr = 0.080, L = 0.30 k/ft, Extent = 0.0 -» 14.0 ft. Tributary Width = 1.0 ft Point Load: 0 = 0.1250, Lr = 0.1250k (5) 6.0 ft Point Load: 0 = 2.414, Lr= 1.207, L= 1.207 k@ 14.0 ft Service loads entered. Load Factors wiii be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.812 1 8.75x15 1,807.30 psi 2,224.79psi +D+0.750Lr+0.750L+H 11.340ft Span # 1 0.498 in 0.000 in 506 1.004 in 0.000 in 251 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximjin£0jr(^^ Load Combination Max Stress Ratios Segment Length Span* M V +0 Summary of Moment Values Mactual fb-design Fb-altow Design OK 0.339 : 1 8.75x15 89.78 psi 265.00 psi +D-H3,750Lr+0.750L->-H 0.000ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow Length = 21. Oft -tO+L+H Length = 21 ,0ft Length = 21 .Oft +D+0.7501r+0.750L+H Length = 21 ,0ft 1 1 1 1 0.467 0.747 0.648 0.812 0.194 0.317 0.264 0.339 1.000 1.000 1.000 1.000 28.42 45.47 39.42 49.42 1,039.45 1,662.99 1,441.56 1,807.30 2,224.79 2,224.79 2,224.79 2,224.79 4.50 7.36 6.12 7.86 51.47 84.11 69.91 89.78 265.00 265.00 265.00 265.00 Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 „ Wood Beam Design Lie, # ; KW-06003057 Description: FB-6 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl D-H.-HJ- 1 10039 Maximum Vertical Reactions - Unfactored Support & Load Combination Supportl, (D+L+Lrj Support 2, (D+L+Lr) Title: Booker Addition Dsgnr: David Thorras Project Desc.: Sheet ( r of Praised 9oUN2005 100W.1 License Owner : MIKE SUPRENANT & ASSOCIATES Location in Span Load Combination 10.605 Support notation: Far left is #1 Support Reaction 9.965 k 8.084 k Max. v Defl Location in Span 0.0000 0.000 Jt^\O'lOSZ. MIKE SURPRENANT /& ^^- nit^~\ ~~°i^i _ i nns~^*-*r i™-m^, RHFFTNO ' OF X^ ' j IF X I *AM>UUU r^i ^ \^^ , Consulting Stractur- LEVEL: fcls&&£- MEMBERS: S^A-*v, £ LABEL: F5~? SPAN= ^ D UNIFORM LOAD D POINT LOAD (CENTERED) P, CUSTOM LOADING (SEE DIAGRAM) Wi- USE: 3Yt'x "> '/ju" ^'GRADE: ALT: GRADE: lilies al Engineers nAicm ATFDRY ^ / DATF C.HPC.KFn RY HATF SCAI F FT. b 1 / Jx /> > *l » / R, = - ',^ S 3 Ibs RD ^3*1 1* Ibs VMAX = 3, yG & Ibs E = Z,. ooo ksi MMAX= ^,-?^*? ft-lbs IREO'D = -~ in4 ^'-^P C: ~ C: LABEL: SPAN= D UNIFORM LOAD D POINT LOAD (CENTERED) D CUSTOM LOADING (SEE DIAGRAM) 1- PI - USE: GRADE: ALT: GRADE: FT. X X R, = Ibs RD = Ibs VMAX= Ibs E = ksi MMAX= ft-lbs IREO'D = in4 C: C: LABEL: SPAN= D UNIFORM LOAD D POINT LOAD (CENTERED) D CUSTOM LOADING (SEE DIAGRAM) Wi- Pl = USE: GRADE: ALT: GRADE: FT. 1 Ri .= Ibs RD= Ibs VMAX= Ibs E = ksi MMAX= ft-lbs IREO'D = in4 C: C: PRODUCT 207 •am -«* Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet \ ^ of Project Notes: Job# 09052 Wood Beam Design Lie. #: KW-06003057 Description: FB-7 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist : Parallam PSL 2.0E P'inled OCS 1004AM ENERCALC, INC. 1983-2008, Ver 10.221 License Owner : MIKE SUPRENANT & ASSOCIATES Calculations per IBC 2006, CBC 2007, 2005 NDS 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0 psi 2,025.0 psi ; Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksi Density 0(0.663) L(1.02) 32.210pcf 3.5x9.5, Span = 2.0 ft 3.5x9.5, Span = 2.0 ft Applied Loads _„ _ __ Beam self weight calculated and added to loads Load for Span Number 2 Point Load : D = 0.6630, L = 1.020 k (a) 2.0 ft DESIGN SUi Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection 0.266 1 3.5x9.5 770.63psi 2,900.00psi +D+L+H, LL Comb Run (1) 2.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Desiqn OK 0.263 : 1 3.5x9.5 76.33 psi 290.00 psi +D+L+H LL Comb Run (*L) 2.000ft Span # 1 Max Downward L+Lr+S Deflection = 0.019 in Max Upward L+Lr+S Deflection = -0.002 in Live Load Deflection Ratio = 2560 Max Downward Total Deflection = 0.031 in Max Upward Total Deflection = -0.003 in Total Deflection Ratio = 1 546 Maximum Fgre^i&Stresses for Load Combinations Load Combination Segment Length +0 Length = 2.0 ft Length = 2.0 ft +0-K.+H.LL Comb Run (*L) Length = 2.0 ft Length = 2.0 ft +0+L-HH, LL Comb Run (L*) Length = 2.0 ft Length = 2.0 ft +CM.+H.LL Comb Run (LL) Length = 2.0 ft Length = 2.0 ft +D-H_r+H,LL Comb Run (*L) Length = 2.0 ft Length = 2.0 ft Max Stress Ratios Span# 1 2 1 2 1 2 1 2 1 2 M 0.105 0.105 0.266 0.266 0.105 0.105 0.266 0.266 0.105 0.105 V 0.105 0.105 0.263 0.263 0.105 0.105 0.263 0.263 0.105 0.105 cd 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Summary of Moment Values Mactual -1.34 -1.34 -3.38 -3.38 -1.34 -1.34 -3.38 -3.38 -1.34 -1.34 fb-design 305.64 305.64 770.63 770.63 305.64 305.64 770.63 770.63 305.64 305.64 Fb-allow 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 Summary of Shear Values Vactual 0.67 0.67 1.69 1.69 0.67 0.67 1.69 1.69 0.67 0.67 fv-design 30.32 30.32 76.33 76.33 30.32 30.32 76.33 76.33 30.32 30.32 Fv-allow 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheei "£-<? of Wood ®lam Lie. #; KW-Q6003057 Description: FB-7 Load Combination Segment Length +0+LHH, LLComb Run (L*) Length = 2.0 ft Length = 2.0 ft -HD+Lr+H, LL Comb Run (LL) Length = 2.0 ft Length = 2.0 ft +0+S+H Length = 2.0 ft Length = 2.0 ft -K3-K).750Lr+0.750L+H, LLComb Length = 2.0 ft Length = 2.0 ft tO-KJ.750Lr-tO.750L-*, LLComb Length = 2.0 ft Length = 2.0 ft -tQt0.750Lrt0.750L+H, LLComb Length = 2.0 ft Length = 2.0 ft -tQ-K).750L-K).750S+H, LL Comb I Length = 2.0 ft Length = 2.0 ft +D-KJ.750L-*0.750S-t«, LL Comb I Length = 2.0 ft Length = 2.0 ft -KM).750L-K).750S+H, LLComb I Length = 2.0 ft Length = 2.0 ft Length = 2.0 ft Length = 2.0 ft +D-K170E-* Length = 2.0 ft Length = 2.0 ft +0-K).750Lr-t0.750L-K).750W+H, I Length = 2.0 ft Length = 2.0 ft •+D-K).750Lr-t0.750L-t0.750W-m, L Length = 2.0 ft Length = 2.0 ft +0-t0.750Lr-K).750L-t0.750W+H, L Length = 2.0 ft Length = 2.0 ft +0-K).750L+0.750S-K).750W-tH, L Length = 2.0 ft Length = 2.0 ft +Q-K).750L-t0.750S-K).750W-tH L Length = 2.0 ft Length = 2.0 ft *0+0.750L*0.750S*0.750W+H, L Length = 2.0 ft Length = 2.0 ft «0-K).750Lr+0.750L-t0.5250E-tH, Length = 2.0 ft Length = 2.0 ft +D-K).750Lr-K).750L-K).5250E-*H Length = 2.0 ft Length = 2.0 ft +0-K).750Lr-K).750L-K).5250E+H Length = 2.0 ft Length = 2.0 ft +0-K).750L-t0.750S-i0.5250E-tH L Length = 2.0 ft Length = 2.0 ft +0-K),750L-K).750S-t0.5250E+H, 1 Length = 2.0 ft HfERCftLC. WC, 1983-2008, Ver. S&2S Span* 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 Max Stress Ratios M V Cd 0.105 0.105 0.105 0.105 0.105 0.105 0.226 0.226 0.105 0.105 0.226 0.226 0.226 0.226 0.105 0.105 0.226 0.226 0.105 0.105 0.105 0.105 0.226 0.226 0.105 0.105 0.226 0.226 0.226 0.226 0.105 0.105 0.226 0.226 0.226 0.226 0.105 0.105 0.226 0.226 0.226 0.226 0.105 0.105 0.105 0.105 0.105 0.105 0.224 0.224 0.105 0.105 0.224 0.224 0.224 0.224 0.105 0.105 0.224 0.224 0.105 0.105 0.105 0.105 0.224 0.224 0.105 0.105 0.224 0.224 0.224 0.224 0.105 0.105 0.224 0.224 0.224 0.224 0.105 0.105 0.224 0.224 0.224 0.224 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Summary of Moment Values Mactual fb-design Fb-allow -1.34 -1.34 -1.34 -1.34 -1.34 -1.34 -2.87 -2.87 -1.34 -1.34 -2.87 -2.87 -2.87 -2.87 -1.34 -1.34 -2.87 -2.87 -1.34 -1.34 -1.34 -1.34 -2.87 -2.87 -1.34 -1.34 -2.87 -2.87 -2.87 -2.87 -1.34 -1.34 -2.87 -2.87 -2.87 -2.87 -1.34 -1.34 -2.87 -2.87 -2.87 -2.87 305.64 305.64 305.64 305.64 305.64 305.64 654.38 654.38 305.64 305.64 654.38 654.38 654.38 654.38 305.64 305.64 654.38 654.38 305.64 305.64 305.64 305.64 654.38 654.38 305.64 305.64 654.38 654.38 654.38 654.38 305.64 305.64 654.38 654.38 654.38 654.38 305.64 305.64 654.38 654.38 654.38 654.38 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 License Owner ; MIKE SUPRENANT & ASSOCIATES Summary of Shear Values Vactual fv-design Fv-allow 0.67 0.67 0.67 0.67 0.67 0.67 1.44 1.44 0.67 0.67 1.44 1.44 1.44 1.44 0.67 0.67 1.44 1.44 0.67 0.67 0.67 0.67 1.44 1.44 0.67 0.67 1.44 1.44 1.44 1.44 0.67 0.67 1.44 1.44 1.44 1.44 0.67 0,67 1.44 1.44 1.44 1.44 30.32 30.32 30.32 30.32 30.32 30.32 64.83 64.83 30.32 30.32 64.83 64.83 64.83 64.83 30.32 30.32 64.83 64.83 30.32 30.32 30.32 30.32 64.83 64.83 30.32 30.32 64.83 64.83 64.83 64.83 30.32 30.32 64.83 64.83 64.83 64.83 30.32 30.32 64.83 64.83 64.83 64.83 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 290.00 0.105 0.105 1.000 -1.34 305.64 2,900.00 0.67 30.32 290.00 Mike Surprenant & Associates 335 15th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619)531-0758 Title: Booker Addition Dsgnr: David Thomas Project Desc.: Sheet <m Wood Beam Design Lie. # : KW-06003057 Description: FB-7 Load Combination Segment Length Length = 2.6 ft +D+0.750L+Q.750S+0.5250E+H, Length = 2.0 ft Length = 2.0 ft +0.60D+W+H Length = 2.0 ft Length = 2.0 ft +0.60D+0.70E+H Length = 2.0 ft Length = 2.0 ft Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl 1 0.0000 2 0.0310 Span* 2 1 2 1 2 1 2 Max Stress Ratios M V 0.105 0.226 0.226 0.063 0.063 0.063 0.063 0.105 0.224 0.224 0.063 0.063 0.063 0,063 Summary of Moment Values Cfj Mactual fb-design Fb-allow 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -1.34 -2.87 -2.87 -0.80 -0.80 -0.80 -0.80 305.64 654.38 654.38 183.38 183.38 183.38 183.38 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 ENERCALC. INC. 1983-28)8, Ver. a0221 License Owner : MIKE SUPRENANT & ASSOCIATES Summary of Shear Values Vactual fv-design Fv-allow 0.67 "30732. 290.00 1.44 1.44 0.40 0.40 0.40 0.40 64.83 64.83 18.19 18.19 18.19 18.19 290.00 290.00 290.00 290.00 290.00 290.00 D+L+Lr, LL Comb Run (LL) 2 Maximum Vertical Reactions • Unfactored Support & Load Combination Support I (D+L+L7,rLCombRun (LL))" Support 2, (D-H.-Hjr.LL Comb Run (LL)) Supports, (D+L+Lr) Location in Span 0.000 2.000 Load Combination D+L+Lr, LL Comb Run (LL) Max."+' Defl Location in Span -0.0030 0.0000 1.169 1.169 Support notation: Far left is #1 Support Reaction -1.683 k 3.396 k k Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Title: Booker AdditionDsgnr: David Thomas Project Desc.: Sheet t*X- of Lie. # : KW-06003057 Description : Existing 2x12 Floor Joist Material Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling : Douglas Fir - Larch • No.2 License Owner : MIKE SUPRENANT & ASSOCIATES Calculations per IBC 2006, CBC 2007, 2005 NDS 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Eminbend-xx Density 1.600.0ksi 580.0ksi 32.210pcf Repetitive Member Stress Increase 0(0.0201) 1(0.0536)_f _____ _____ ..*jSfc -&,-*""£. "•* ^ *>*Lf 2x12 , Span = 16.750 ft m 3 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Service loads entered. Load f Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 1 .340 ft DESIGHSUMMA8Y Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum DeflectionMax Downward L+Lr+S Deflection = Max Upward L+Lr+S Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = 0.996 1 2x12 1 ,030.47psi 1,035. 00 psi +D+L+H 8.375ft Span # 1 0.336 in 0.000 in 598 0.486 in 0.000 in 413 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span* M +D Length = 16.750 ft 1 0.307 +D+L+H Length = 16.750 ft 1 0.996 +0+LT+H Length = 16.750 ft 1 0.307 +0-t0.750Lr*0.750L+H Length = 16.750 ft 1 0.823 V Cd 0.088 1.000 0.285 1.000 0.088 1.000 0.236 1.000 Summary of Moment Values Mactual fb-design Fb-allow 0.84 317.55 1,035.00 2.72 1,030.47 1,035.00 0.84 317.55 1,035.00 2.25 852.24 1,035.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span D+L+Lr 1 0.4857 8.459 Load Combination Desicm OK 0.285 : 1 2x12 51.33 psi 180.00 psi +D+L+H 0.000ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 0.18 0.58 0.18 0.48 15.82 180.00 51.33 180.00 15.82 180.00 42.45 180.00 Max."+' Defl Location in Span 0.0000 0.000 Mike Surprenant & Associates 33515th Street San Diego, CA 92101 Tel. (619) 531-0757 Fax. (619) 531-0758 Wood Beam Design Lie. #: KW-06003057 Description : Existing 2x12 Floor Joist Maximum Vertical Reactionsi • Unfactored Support & Load Combination Support 1, (D+L+Lr) Support 2, (D+L+Lr) Title: Booker Addition Dsgnr: David Thongs ^ -^z_- Projed Desc.: Sheet ^-> of Project Notes: Job #09052 Printed: 9JUN2009 8'04AM License Owner : MIKE SUPRENANT & ASSOCIATES Support notation: Far left is #1 Support Reaction 0.649 k 0.649 k Mike Surprenant & Associates Consulting Structural Engineers Job Sheet No. Calculated by Checked by Date_ Date WIND DESIGN Main Wind Force Resisting System: Method Used = Maximum Building Height (z) = Desigp Wind Speed = 1 = Exposure Category = Kz,= G = CP = P = CHOSEN EXPOSURE = Method used = Occupancy Category = R = 1 = Site Class = Ss = 81 = Seismic Design Category (SOS) = Seismic Design Category (SD1) = cs = Site Class A B C D E Analytical Procedure 25 f 85 n 0.85 1.00 B| eet iph (85 mph for California) (per ASCE-7, 6.5.6.3) 0.70 1.00 0.85 -0.18 0.80 and -0.5 (windward and leeward walls) 11.01 pst Exposure B C D a 4, a 7.0 1200 0.14 9.5 900 0.11 11.5 700 0.09 BA 6 BC I E Anin 0.84 0.25 0.45 0.30 320 0.33 30 1.00 0.15 0.65 0.20 500 0.20 15 1.07 0.11 0.80 0.15 650 0.13 7 SEISMIC DESIGN Equivalent Lateral Force Procedure 2 (1,2,3,4) (Residential = 2) 6.5 1.0 D 1.360 g 0.514 g D D (6.5 for wood shear walls) (Residential = 1.0) (A,B,C,D,E) (0.2 sec) Fa= 1.0 SDS= 0.91 g (1sec) Fv= 1.5 SD1= 0.51 g (Use the worst case seismic design category) 0.22 sec 0.14 0.35 0.01 0.139 |p=| 1.3] c=> V=| 0.130JWX (CSact*P)*Wx/1.4 Fa Fv Ss Values SO.Z5 0.5 0.75 1 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.2 1.2 1.1 1.0 1.6 1.4 1.2 1.1 2.5 1.7 1.2 0.9 S1 Values 21.25 S0.1 0.2 0.3 0.4 £8.5 0.8 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 1.0 2.4 2.0 1.8 1.6 1.5 0.9 3.5 3.2 2.8 2.4 2.4 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. _ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. Wt (DEAD LOADS) (SEISMIC) ROOF WEIGHT: Diaphragm = . Exterior Wall Weight ^ Interior Wall Weight == ( &0 ') ( & '4 ) ( Total Weight (Tributary to Diaphragm) ==. FLOOR WEIGHT: Diaphragm = Exterior Wall Interior Wall Weight = Total Weight (Tributary to Diaphragm) = _-__ FLOOR WEIGHT: Diaphragm = Exterior Wall Weight =. Interior Wall Weight = _ Total Weight (Tributary to Diaphragm) =. o-s. TOTAL DEAD LOAD BASE SHEAR, V = t/Wt = . wt =. (2,1(0 >,0fy* LBS .LBS .LBS LBS I <t».LBS tf> 0>43^ LBs UNIT SHEAR, v = V / Area (Applies to single level structures only) = _LBS _LBS _LBS .LBS .LBS .LBS PSF •Jtt 1 ? j rJLL1 \M± s Q """*!•-, 'J^ ^r """] MIKE SURPRENANT & ASSOCIATES Misulting Structural Engineers JOB SHEET NO. Ofc -Z.LP nF ^ *^-^£ CAICIII ATFDRY \^ I HATF nHFHKFD BY DATF SCAIF LATERAL LOAD DISTRIBUTION DIAPHRAGM LEVEL ROOF ZN* FLOOR " FLOOR wx hx (k) (ft) tl /7 ^^ 0 _._ y (k-ft) $25 ^Z& \2v\ wxhx 0,(f>\ ~i- 0.5%^ 1.00 Fpx= wxhx(V) Swih; A vx = (Fpx/A) (Ibs) (ft2) (psf) 1^ £?p I //-5&t, ^3^ u> ^l£ ),%ct>z' 3/1Hh V= (l.^-^Lt Ibs ISHEARWALL DESIGN LATERAL LOADSJ WIND LOAD = PRESSURE (P)x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (vx) x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM:A = ^ III-* 1-WIND: P '*"' r (DSf) x r- ^ SEISMIC: E-W: WIND: SEISMIC: v^ T/3 f (psf) > VT -?,J4 (psf)? 4=-i (it] ._JJ^(ft) I,5~00 & /T""— ^^ / = ^ < -7 ^ / 0, ^~£- LEVEL DIAPHRAGM- A- \,oCt>*y N-S: WIND: SEISMIC: E-W: WIND: SEISMIC: P ' / ^ ^ncf\ iI L/31 / ^ v, 5. 5*4 (psf) x p \tfl ~7~ (psf) x v, ?,7-f (psf)x ^ (fti _3 w (ft2) plf) plf) ,plf) ' GOVERNS (ft2) = no (pif) <r&irt = ~W"( — LEVEL DIAPHRAGM: A- N-S: WEND: SEISMIC: E-W: P (psf) x v. fpsf) x («)(ft)= (' plf) ^' GOVERNS (ft2) 3lf) (plf) GOVERNS WEND: P fpsf) x (ft) = fplf) SEISMIC: i vx fpsf) x («)(plf) GOVERNS 3 1 MIKE SURPRENANT irVTf & ASSOCIATES r*n X;1 s Consulting Structural Enginee O*?z>**- •7-3- ^"Z-RHFFTNn *" ' OF -^ ~ rS r.AI CUI ATFD BY JPf DATF HHFCKED BY HATF RI-.AP F SHEARWALL DESIGN v~°'Dr- story Shearwalls /H "^ Direction Unit Lateral Load, v = T^ T psf 1 /Z-Gridline ' ' (I4f }( ~L\ Tributary Area (This Level): ^'~*'l-J ( 1~) Lateral Load (This Level): Lateral Load (Level Above): f(^(?> ( ..z Shearwall(s) Length, L =3/ 6 ^J ' Unit Wall Shear, v = FJL = / /^> 0 plf Shearwall Type: ( 1 f Overturning: L = ft. Uplift = Holdown Anchor Type: i — n Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = K/L = plf Shearwall Tvpe: { f Overturning: L = ft. Uplift = Holdown Anchor Type: i — i Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = F,/L = plf Shearwall Tvpe: ( tj *• \ — f Overturning: L = ft. Uplift = Holdown Anchor Type: i — i T^ sq. ft. 36?o Lbs — Lbs _ ^_ Total Load (All Levels). F, = J?G»o Lbs ^ ft. l-^ Okay by Inspection Lbs sq. ft. Lbs Lbs Total Load (All Levels). F, = Lbs ft. Okay by Inspection Lbs sq.ft. Lbs Lbs Total Load (All Levels). F, = Lbs ft. Okay by Inspection Lbs n PRODUCT 9m Ira M- j^^^^ Consulting r°&f' Story Shearwalls Gridline -P Tributary Area (This Level): [ Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = Shearwall Type: (^ Overturning: L = Uplift = (^T-) f&) Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = Shearwall Type: ( 1 SURPRENANT -^Q CC/^/^T ^TTf r RHFFT NO. OF "LaMJClAT Ls * Structural Engineers CALCULATED BY -**/ HATF CHeCKFDRY DATE SCAIF £ -"<*> Direction Unit Lateral Load, v = *VM)f-(«*lK«)' y.4- Total Load (All Levels),F,= I, 4 ^ ft."2-*? "?• plf / < 5" ft. Okay by Inspection 2^3^ Lbs H /**ts.rc-4o% . Total Load (All Levels). F, = ft. plf 57- Tv^jpsf ^2- sq.ft. 2>5 Lbs — Lbs 83 Lbs sq. ft. Lbs Lbs Lbs Overturning: L = Uplift = . ft.. Okay by Inspection Lbs Holdown Anchor Type: Gridline Tributary Area (This Level):. Lateral Load (This Level): Lateral Load (Level Above): D Shearwall(s) Length, L Unit Wall Shear, v = FX/L = Total Load (All Levels), Fx=. ft. plf Shearwall Type: (3 Overturning: L = Uplift = " ft.Okay by Inspection Lbs Holdown Anchor Type:n . sq. ft. .Lbs .Lbs Lbs JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. Story Shearwalls Gridline ' Tributary Area (This Level) Lateral Load (This Level): _ Lateral Load (Level Above):. Direction Unit Lateral Load, v = _ rr^vJft Shearwall(s) Length, L = ____^_ Unit Wall Shear, v = FX/L = "Z, ?>Lr t Shearwall Type: ( I Total Load (All Levels), Fx =. ft. plf Overturning: L = Cf ft. Uplift = (1*3 frh Holdown Anchor Type: Okay by Inspection Lbs Gridline ^ ; /• -, Tributary Area (This Level): ( '*- Lateral Load (This Level): Lateral Load (Level Above): _( Shearwall(s) Length, L Unit Wall Shear, v = FX/L = ^Y/BJf/^/J 1M .psf _Lbs _Lbs L 4-1 4 Lbs -,3 4 3 02. sq.ft. .Lbs Lbs I- Total Load (All Levels), Fx = ft. -9-t OACt Lbs 4-S-* pif Shearwall Type: Overturning: L =ft.. Okay by Inspection Lbs Holdown Anchor Type: ,n-i / . . < t2J f-f &tf 4~ Gridline Tributary Area (This Level):. Lateral Load (This Level): _ Lateral Load (Level Above):. Shearwall(s) Length, L Unit Wall Shear, v = Fx/L = Shearwall Type: Q Overturning: L = Uplift = ^ Holdown Anchor Type: plf ft. i — i Total Load (All Levels), Fx = ft. . Okay by Inspection Lbs . sq. ft. .Lbs .Lbs Lbs MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO..3°— ^OF^ji DATE. DATE. SCALE H^£- Story Shearwalls Gridline A 4- 5> Tributary Area (This Level): ( l Lateral Load (This Level): Lateral Load (Level Above): Lit Shearwall(s) Length, L = Unit Wall Shear, v = FJL = Shearwall Type: (4y Overturning: L = Uplift = (LtT'2>'}/$ Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FJL = Shearwall Type: \ fj i \ — f Overturning: L = Uplift = Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FJL = & • Direction Unit Lateral Load, v = 3>i ~^( psfIII III !•!•••• ^™ T •*^^^^™^—— " <^>)'6r^ ^1% SQ.ft. 3,433 Lbs )Of)l-(K?ArJ}f*6)JC7,3.4P-£F) 3^tl Lbs , Total Load (All Levels). F,= &>'. £ £~4 Lbs /I ft. Ct *.3 plf "2- ^"-^ ft. Okay by Inspection x _ ^ \ T,7&^ Lbs $9 VfbL,^' •••-.' sq.ft. Lbs Lbs Total Load (All Levels), F, = Lbs ft. plf ft. Okay by Inspection Lbs D sq.ft. Lbs Lbs Total Load (All Levels), Fv = Lbs ft. plf Shearwall Type:o Overturning: L = Uplift = ft.. Okay by Inspection Lbs Holdown Anchor Type:i — i JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY_ CHECKED BY SCALE OF_37- DATE. DATE. FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = CONTINUOUS FOOTINGS psf (Per Design Criteria) l I / • fl • • s \ X hx X MARK: CF-1 Ftg. Width (b) = I'If ft. WALLOW = ASBP (b) = Depth of Ftg. (h) = f'^~ ft. _plf USE: /> " WTDEx J&_" DEEP. WITH #TOP & BOTTOM MARK: CF-2 Ftg. Width (b) = _.ft. Depth of Ftg. (h) =.ft. -Plf USE:WTOEx " DEEP. WITH TOP & BOTTOM WMAX @ Gridline. WMAX @ Gridline. WMAX @ Gridline. WMAX @ Gridline. USE: CF- USE: CF-. USE: CF- USE: CF- JOB. MIKE SUEPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. I \ CONTINUOUS FOOTINGS - MAX POST LOADS 2h(ft.) MARK; CF-1 PMAX = ASBP(b)(2h) =_ h(ft.) LBS. MARK: CF-2 PMAX = ASBP(b)(2h) =_LBS. JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY_ CHECKED BY SCALE _____ OF_- DATE. DATE. SPREAD FOOTINGS - MAX. ALLOWABLE CONCENTRATED LOADS PMAX MARK:P-1 PMAX = ASBP(b)2=.LBS. h(ft.) USE: 24" SQUARE x f g " DEEP WITH (2) # 4 EACH WAY @ BOTTOM MARK:P-2 PMAX =ASBP(b)2=.LBS USE: 30" SQUARE x /£ " DEEP WITH (3) # 4 EACH WAY @ BOTTOM MARK: P-3 PMAX =ASBP(b)2=.LBS. USE: 36" SQUARE x /0 " DEEP WITH (4) # 4 EACH WAY @ BOTTOM MARK:P-4 =ASBP(b)2 ^.LBS. USE: 42" SQUARE x / " DEEP WITH (5) # 4 EACH WAY @ BOTTOM MARK:P-5 LBS. USE: 48" SQUARE x / $> " DEEP WITH (6) # 4 EACH WAY ©BOTTOM n pnnrti irr o JOB MIKE SURPRENANT & ASSOCIATES SHEET NO.. Consulting Structural Engineers CALCULATED BY DATE. CHECKED BY ; DATE. SCALE : urn SCHEDULES PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEETNO.. CALCULATED BY_ CHECKED BY_ SCALE . OF DATE. DATE. Z >-* = a< 3 Q % 51!a| e e S?sQ si < MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. CALCULATED BY_ CHECKED BY SCALE OF_37- DATE. DATE. HOLD-DOWN SCHEDULE B 4x POST LU/ MSTC40 FLR-To-FLR HOLD-DOWN 4x POST. LU/ MSTC52 FLR-To-FLR HOLD-DOWN Ax POST UJ/-MSTC66 FLR-To-FLR .HOLD-DOWN 4x POST in/ MSTC48B3 HOLD-DOWN (TO 4x MIN. BEAM BELOW LU/ MIN. 38 lOd TO POST; 4x POST LU/ STUDIO HOLD-DOWN 4x POST LU/ HDU2 HOLD-DOWN ON SSTBIfe A.B. 4x POST LU/ HDU4 HOLD-DOWN ON SSTB20 A.B. 4x POST LU/ HDU5 HOLD-DOWN ON SSTB24 A.B. 6x POST LU/ HDU8 HOLD-DOWN ON SSTB28 A.B, 6x POST LU/ HDU11 HOLD-DOWN ON SBlx30 A.B. fex POST LU/ HDUI4 HOLD-DOWN ON SBIx30 A.B. N __ NOTES: l> HOLD DOWN ANCHORS.MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 2) DEEPEN FOOTINGS TO PROVIDE 3" MIN. CONCRETE COVER WHERE HOLD DOWN ANCHORS ARE LONGER THAN THE FTG DEPTH. 3; USE CRJ; OPTION ON STHD HOLD-DOWNS FOR RAISED WOOD SUB-FLOOR CONDITION. 4) MSTC HOLD-DOWNS MAY USE Ifed SINKERS OR lOd COMMON NAILS. 5; MSTC HOLD-DOWNS TO BE CENTERED BETWEEN UPPER 4 LOWER FLOORS. MAXIMUM CLEAR SPAN = 18". NAILS NOT REQUIRED IN CLEAR SPAN (RIM "BOARD) AREA. REV. JAN. 2008 PROniCTJO? MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEETNO.. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. «m I SPREAD FOOTING SCHEDULE SYMBOL <8> <8> <8> <8>- <8> SIZE AND REINFORCEMENT 24" 30" 36* 42" 48" SQUARE X lo " DEEP W/ ("2} # 4 EACH WAYto SQUARE X la " DEEP W/ (3) » 4 EACH WAY SQUARE X /& " DEEP W/ (4) « 4 EACH WAY SQUARE X/S " DEEP W/ (5,) ft 4 EACH WAY SQUARE X (<& ' DEEP W/ (&) ft 4 EACH WAY .<MM TITLE 24 REPORT Title 24 Report for: Booker Residence w/Addition 2322 Dana Court Carlsbad, CA Project Designer: Wright Design Report Prepared By: Michael Dell DELL CO. 1629 York Drive Vista, CA 92084 (760) 940-0064 Job Number: r6-119 Date: 6/11/2009 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed JjnergyPro 4.4 by EnergySofl TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1R Certificate of Compliance 3 Form MF-1R Mandatory Measures Summary 6 Form WS-5R Residential Kitchen Lighting 8 HVAC System Heating and Cooling Loads Summary 9 EnergyPro4.4 byEnergySoft Job Number r6-119 User Number: 1712 Certificate Of Compliance : Residential (Parti of3) CF-1R Bnnker w/Aririitinn fi/11/2009 Project Title 9399 Dana Oinrt Harlshafl Project Address DPI 1 HODocumentation Author EnergyPro ComplHCrTce Method TDV (kBtu/sf-yr) Space Heating Space Cooling Fans Domestic Hot Water Pumps Totals Percent better than Standard Standard Design 10.94 3.72 1.21 0.00 0.00 15.87 Proposed Design 8.39 2.96 0.95 0.00 0.00 12.30 (760)940-0064 Telephone CA Climate Zone 07 Climate Zone Date Building Permit # Plan Check/Date Field Check/Date Compliance Margin 2.55 0.75 0.26 0.00 0.00 3.57 22.5% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Building Type:5] Single Family CD Multi Family Building Front Orientation: Fuel Type: Fenestration: Area: 566ft2 Avg. U: Ratio: 20.4% Avg. SHGC: BUILDING ZONE INFORMATION Zone Name n Addition 5] Existing + Add/Alt (S) 180 deg Natural Gas 0.85 0.62 Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: Floor Area Volume #of Units HVAf. System 2772 Zone Type Conditioned Thermostat Type Setback OPAQUE SURFACES Type Frame Area U-Fac Insulation Act. Cav. Cont. Azm.Gains Condition Tilt Y/N Status JAIV Reference Location / Comments Wall Wood Wall Wonri Wall Wood J3oof Wnnd Wall Wood Wall Wood poof Wnnd Wall Wnnd Wall Wear) j/Vall Wood Wa" Wood Wa» Wnnd Floor Wood Wall Wood Roof Wood Wall Wood J/Vall Wood Wall Wood pnof Wnnri Wall Wnnd Wall Wood j/Vall Wood 1<54 190 2<51 401 312 22fi 3fi(l Rfi no 1fi6 216 390 2flO 93 I.Ofift 346 3RO 210 R7 41 95 33 0,110 0.110 0.110 0049 0.110 0.110 004fl 0 102 0.102 0.102 o.m? 0110 O.OB4 0.110 0.049 0.110 0110 0110 004ft mn? 0.102 0.102 R-11 R-11 R-11 R-19 R-11 R-11 R-1Q R-13 R-13 R-13 R-13 R-11 R-13 R-11 R-19 R-11 R-11 R-11 R-19 R-13 R-13 _ R-13 R-00 R-0.0 R-00 R-00 R-0.0 R-00 R-00 R-00 R-0.0 R-00 R-00 R-OO R-0.0 R-00 R-00 R-o.n R-00 R-00 R-00 R-0.0 R-0.0 R-0.0 90 90 0 1ftO 180 270 2fl7 1ftO 270 0 90 90 0 0 1fiO 180 270 0 2fl7 270 0 90 90 90 90 0 90 90 0 90 90 90 90 90 1flO 90 0 90 90 90 0 90 90 90 I BSE ca= •n 2 Fyitting Rfimoveri Removed PvkHnn Fvistinn Existing New Mew New New New FxifitinQ New Removed Existing Existing Fxistinn Fxlstinn New New New New 09-A2 09-A2 09-A2 01-A4 09-A2 09-A2 01-A14 09-A3 09-A3 09-A3 09-A3 09.-A2 21 -A3 09-A2 01-A4 09-A2 09-A2 09-A2 01-A14 09-A3 09-A3 09-A3 Existing Existing Existing Fxistinn Exisfina Existing 1st Floor Addition 1 st Flnnr ArlHitinn 1 st Floor Addition 1st Floor Addition 1st Floor Addition Fvistino 2nd Flnnr Existing 2nd Floor Existing 2nd Floor Existing 2nd Floor Existing 2nd Flnor Fxistino 2nd Floor Fxistinn 2nd Flnor 2 nd Flnnr Addition 2 nd Floor Additlnn 2 nd Floor Addition 2 nd Flonr Addition Run Initiation Time: 06/11/0920:23:59 Run EnergyPro 4.4 by EnergySoft User Number:1712 Code: 1244777039 Job Number: r6-119 Page: 3 of 9 Certificate Of Compliance : Residential (Part 2 of 3) CF-1R Booker Residence w/Addition 6/11/2009 Project Title Date FENESTRATION SURFACES # Type Area U -Factor1 JL_ 2 A_ 4 .5_ £_ 1_ 8 -9_ 1Q 11 12 13. 14 15 1£ — Window Right Window Rear Window Front Window Left Window Left Window Rear Window Rear ..Window Rear Window Right Window Rear Window Front Window Left Window Rear Window Rear Window Rear Window Riant (E) (N) (S) (W) (Wl (N) (N) (N) (El (N) fS) (W) (N) (N) (N) (E) 5.5 109.0 47.5 54.5 20.0 53.5 156.0 20.0 5.5 24.0 59.5 36.0 24.0 53.5 22.0 8.0 1 . Indicate source either from NFRC or Table INTERIOR AND EXTERIOR Sh # Exterior Shade Tvoe1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 — Bug Screen Bug Screen Bug Screen Bua Screen Buo Screen Bua Screen Bug Screen Bug Screen Bug Screen Bua Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen 1 280 116-A 1.280 116-A 1.280 116-A 1.280 116-A 0.580 116-A 0.370 NFRC 0.370 NFRC 0.580 116-A 1.280 116-A 1.280 116-A 1.280 116-A 1.280 116-A 1.280 116-A 1.280 116-A 0.370 NFRC 0.370 NFRC _DJSQ 0.80 0-80 0.80 0.65 0,40 0,40 0.65 0,80o.ao 080 0.80 OnT! 0.80 0.40 0.40 SHGC 116-B 116-B 116-B 116-B 116-B NFRC NFRC 116-B 116-B 116-B 116-B 116-B 116-B 116-B NFRC NFRC True Cond. Azm. Tilt Stat. Glazing Type 90 0 180 270 270 0 0 0 90 0 180 270 0 0 0 90 90 90 90 90 90 90 9090 90 90 90 90 90 90 90 90 Existing Sinale Metal Clear RemovedSinale Metal Clear Existina Existina New New New New Existing Sinale Metal Clear Single Metal Clear New French Door Dbl NonMtl Clr Low-E m Dbl NonMtl Clr Low-E (1) New French Door Sinale Metal Clear RemovedSinale Metal Clear Existina Existina Existing Existina New New Single Metal Clear Sinale Metal Clear Single Metal Clear Sinale Metal Clear Dbl NonMtl Clr Low-E (1) Dbl NonMtl Clr Low-E m 1 16A. 2. Indicate source either from NFRC or Table 1 16B. 4ADING Window Overhand Left Fin SHGC 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Hat.Wd.Len. — Hgt. LExt. RExt. Dist. Len. Location/ Comments Existing Existing Existina Existing 1st Floor Addition 1st Floor Addition 1st Floor Addition 1st Floor Addition Existing 2nd Floor Existing 2nd Floor Existing 2nd Floor Existina 2nd Floor Existing 2nd Floor Existina 2nd Floor 2 nd Floor Addition 2 nd Floor Addition Right Fin Hgt. Dist. Len. Hgt. THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Type (sf) (in.) Cap. Cond. R-Val.JA IV Reference Condition Status Location/ Comments PERIMETER LOSSES Type Length Slab Perimeter 145 Slab Perimeter 99 Insulation R-Val. Location None No Insulation None No Insulation JA IV Reference 26-A1 26-A1 Condition Location/ Status Comments Existing Existing New 1 st Floor Addition Run Initiation Time: 06/11/0920:23:59 Run EnergyPro 4.4 by EnergySoft User Number: 1712 Code: 1244777039 Job Number: r6-119 Page: 4 of 9 Certificate Of Compliance : Residential (Part 3 of 3) CF-1R Booker Residence w/Addition 6/11/2009 Project Title WATER HEATING SYSTEMS Date HVAC SYSTEMS Location HVAC System Heating Type Central Furnace Minimum Eff 80% AFUE Cooling Type No Coolina Minimum Condition Eff Status 13.0 SEER Existing Thermostat Type Setback HVAC DISTRIBUTION Location HVAC System Heating Ducted Cooling Ducted Duct Location Attic Duct Condition R-Value Status 4.2 Existing Ducts Tested? No Hydronic Piping System Name Pipe Pipe Length Diameter Insul. Thick. System Name Water Heater Type Distribution Rated Tank Energy Tank Insul. #in Input Cap. Condition Factor Standby R-Value Svst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Multi-Family Central Water Heating Details Hot Water Pump Control # HP Type Hot Water Piping Length (ft) Add 1/2" In Plenum Outside Buried Insulation REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and 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. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Wright Design Address: Documentation Author Name: Michael Dell Title/Firm: DELL CO. Address: 1 629 York Drive Telephone:Lie. #: Vista. CA 92084 Telephone: (760) 940-0064 (signature)(date) (signature)(dafe) Enforcement Agency Name: _ Title/Firm: _ Address: _ Telephone: _ (signature)(date) Run Initiation Time- 06/11/09 20-23-59 EnergyPro 4.4 by EnergySoft User Number: 171 2 Run Code- 1244777039 Job Number: r6-119 Pane: 5 of 9 Mandatory Measures Summary: Residential (Page 1 of 2) MF-1R NOTE: Lowrise 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 supercede 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. nec^DlDTirkM Check or initial applicable boxes or check NA if not applicable and included with theUCOOKIK 1 IUIM permit application documentation. N/A DESIGNER ENFORCE- MENT Building Envelope Measures § 150(a): Minimum R-1 9 in wood ceiling insulation or equivalent U-factor in metal frame ceiling. • I I § 150(b): Loose fill insulation manufacturer's labeled R-Value: . LH § 150(c): Minimum R-1 3 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not I I apply to exterior mass walls). § 150(d): Minimum R-1 3 raised floor insulation in framed floors or equivalent U-factor. I I § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1 . Masonry and factory-built fireplaces have; a. ctosable metal or glass door covering the entire opening of the firebox 1^3 b. outside air intake with damper and control, flue damper and control lyl 2. No continuous burning gas pilot lights allowed. 13 § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. C@ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 0 § 1 50(l): Slab edge insulation - water absorption rate for the Insulation alone without facings no greater than 0.3%, water vapor Qy permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include i — i CF-6R Form: I—1 § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1 Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. I I 2. Fenestration products (except field fabricated) have label with certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. LJ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. CH Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. CH § 1 50(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. CH § 150(i): Setback thermostat on all applicable heating and/or cooling systems. fffi § 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 £3 having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external 0 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 GO 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 CS 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. Sf 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, \Tfi and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed 12 entirely in conditioned space. 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation. E EnergyPro 4.4 by EnergySoft User Number: 1712 Job Number: r6-1 19 m D s LI Dn D n D n m H [x] S H m D D [j D D n n n D D D D n nnn n n n n n n n n n n n n n D D n G D Page: 6 of 9 Mandatory Measures Summary: Residential (Page 2 of 2) MF-1R NOTE: Lowrise 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 supercede 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 N/A If not UbtSUKIK 1 IUN applicable.N/A ENFORCE- DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1 . All ducts and plenums installed, sealed and insulated to meet the requirements 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 minumum installed level of R-4.2 or encbsed 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 operating 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. § 114: 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 continuously burning pilot light. (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric 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, luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined in Section 130(c), of permanently installed luminaires 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 sensorfs) certfled to comply with Section 1 19(d). § 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility roomsshall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are controlled by an occupant sensor that complies with Section 119(d) that does not turn on automatically or have an always on option. 5 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (1C) and are certified 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 Sections 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. 5 150(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 1 19(d). EnergyPro 4.4 by EnergySoft User Number: 1712 Job Number: r6-1 19 D D n a a n a $ 0ps1p & $ a a a a a a a tf~tf B H B B B B B n D D D D D B B B B B B B D D Page: a a n D a a n rj n a a n a a a D n a a a n a 7 of 9 Residential Kitchen Liahtina Worksheet WS-5R Booker Residence w/Addition 6/11/2009 Project Title Date At least 50% of the total rated wattage of permanently Installed lumlnalres In kitchens must be in luminaires that are high efficacy lumlnalres as defined In Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following Information for all luminaires to be installed in kitchens. Luminaire Type High Efficacy? Watts Quantity High Efficacy Watts Other Watts m 2 ft Fluorescent T8 Elec (1)26wCFITriDle4PinElec 75w Recessed Incandescent 75w Recessed Incandescent Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes X X No No No No No No No No No No No No No No No No No No No No X X 22.0 x 28.0 x 75.0 x 75.0 x y X y x y X x X X V X X Y x X x 2 = 5 = 1 = 1 =_ 2 - _ _ _ -_ _ _ - _ _ - = 44 or 140 or or or nr or nr or nr or nr or nr or or or nr nr or or 75 75 Total A:184 B:150 COMPLIES IF A a B YES I NOD EnergyPro4.4 byEnergySofl User Number: 1712 Job Number: r6-119 Page:8of9 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Booker Residence w/Addition DATE 6/11/2009 SYSTEM NAME HVAC System FLOOR AREA 2.772 :NGINEERING CHECKS SYSTEM LOAD Number of Systems Heating System Output per System Total Output (Btuh) Output (Btuh/sqft) 75,000 75,000 27.1 Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sqft) Total Output (sqft/Ton) 0.0 0.0 0.0 Air System CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (•/.) Outside Air (cfm/sqft) 900 900 0.32 0.0 0.0 0.00 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM 1,847 Sensible 38,584 0 3,519 0 3,519 45,623 Latent CFM 3,724 656 0 0 3,724 Sensible 47,150 5,152 5,152 57,454 Note: values above given at ARI conditions HVAC EQUIPMENT SELECTION Existing Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm 75,000 75,000 Jan 12am HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34.0 °F 64.7 °F 64.7 °F Outside Air Ocfm 64.7 °F t 142.0 °F Supply Air Ducts*' Supply Fan 900 cfm Heating Coil 136.7°F 70.0 °F Return Air COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 82.7 / 67.7 °F 81.6/64.5°F 81.6/64.3°F • 55.0 / 53.4 °F Outside Air Ocfm jf 81.6/64.5 °F Supply Air Ducts Supply Fan 900 cfm Cooling Coil 58.6/54.9 °F 44.4% R.H. Return Air Ducts EnergyPro 44 by EnergySoft User Number: 1712 Job Number: r6-119 Page:9 of 9 CB091012 3322 DANACT Approved Date Building Planning Engineering Fire F.O.G. HazMat APCD Forms/Fees Sent Rec'a Due? Fire FOG HazMaVAPCD Health PFF PE&M School Sewer Stormwater Comments Building Planning Engineering Fire a Date Date Need? Application Complete? Fees Complete? By: By;