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2502 LA GOLONDRINA ST; ; CB051263; Permit
C r City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-17-2005 Residential Permit Permit No: CB051263 Building Inspection Request Line (760) 602-2725 Job Address: 2502 LA GOLONDRINA ST CBAD Permit Type: RESDNTL Sub Type: RAD Status: ISSUED Parcel No: 2155612600 Lot #: 0 Applied: 04/05/2005 Valuation: $110110.00 Construction Type: NEW Entered By: LSM Occupancy Group: Reference #: Plan Approved: 08/17/2005 # Dwelling Units: 0 Structure Type: Issued: 08/17/2005 Bedrooms: 0 Bathrooms: 0 Inspect Area: HENDR1CKON RES- 519SF FAM RM Orig PC#: Project- ~ EXPANSION, )82 SF MST BEDROOM EXPAN Plan Check#: Applica6 Owner: HENIRICKSON DENNISkNORE K HENDRICKSON DENNIS L&LENORE K 02 LA GOLOND I1iT 2502 LA GOLONDRINA ST CA 92009 CARLSBAD CA 92009 Building Permit $580.44 Meter Size AddI Building Permit Fee $0.00 AddI Red. Water Con. Fee $0.00 Plan Check $377.29 Meter Fee $0.00 AddI Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $11.01 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540) $0.00 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $27.00 Renewal Fee $0.00 ELECTRICAL TOTAL $20.00 AddI Renewal Fee $0.00 MECHANICAL TOTAL $30.50 Other Building Fee $0.00 Housing Impact Fee $0.00 Pot. Water Con. Fee $0.00 Housing InLieu Fee $0.00 Meter Size Housing Credit Fee $0.00 AddI Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Red. Water Con. Fee $0.00 Sewer Fee $0.00 Additional Fees $0.00 TOTAL PERMIT FEES $1,046.24 Total Fees: $1,046.24 Total Payments To Date: $377.29 Balance Due: $668.95 08/17/05 0002 01 02 UN 31"1111.rwrl CGF" 66895 ATTACHED kanneo FINAL Fç1V,AL Inspector: Date: / ?-Sf 0 Clearance: NOTICE: Please take NOTICE that approval of your project includes the "lmpotion" If fees, dedications, reservations, or other exactions hereafter collectively referred to as'lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 p FOR OFFICE USE ONLY PLAN CHECK NO. EST.VAL. /10, I/ Plan Ck. Deposit _,, Validated By Date 17oc Legal Description Lot No. Subdivision Name/Number' Unit No. - Phase No. iafTjnits 37729 Assessors Parcel # - - Existing Use Proposed Use £ O,v,ci( Descrifition of Work T• 441 of Stories j. # of Bedrooms # of Bathrooms b18 f J)9• Th96- I oi 7O 1 City (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fore permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Address Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone # State License # tW MNSAi 1 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: i have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. - Expiration Date____________________________ /)IIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shell not employ any person in any manner so as to ecome subject to the Workers' Compen ation Law of lifornia. WARNING: Failu secure worker mpensa on c erage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars($100, ), a 'o h f compe satlo dam ges are provided for in Section 3706 of the Labor Code, interest and attor a 'sj6es. _. SIGNATURE_ _ DATE II DflIDTfl" -I I hereby affirm that lam exempt from the Contractor's License Law for the following reason: i, as owner of the property or my employees with wages as their sole compensation, will d the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code forthis reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. YES 0 NO Ilkave/have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number / contractors license number) I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address I phone number / /ontractors license number): I will provide some of the work, I have contract1d (hired) .the fclowing persons to provide the work indicated (include name/ address / phone number I type of work): PROPERTY OWNER SIGNATE A IiI A A A, I I DATE WHITE: File YELLOW: Applicant PINK: Finance \j1 PERMITAPPLlCATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 LETETHissECTIoNFooN-RESIDENTIALBUl[DiNERMThONLy Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. _1 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(l) Civil Code). LENDER'S NAME X) I LENDER'S ADDRESS [9APPUCANTCER11FICA11ON I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, 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 of 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 comm en ri within 180 days from th da of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenc d for a p d of 180 days Section 06. 4 Uniform Building Code). APPLICANTS SIGN(TURE days (Section DATE ç WHITE: File YELLOW: Applicant PINK: Finance Iñspéction List Permit#: CB051263 Type: RESDNTL RAD HENDRICKSON RES- 519SF FAM RM EXPANSION, 482 SF MST BEDROOM EXP Date Inspection Item 08/08/2006 19 Final Structural 08/08/2006 19 Final Structural 03/06/2006 17 Interior Lath/Drywall 02/24/2006 16 Insulation 02/17/2006 18 Exterior Lath/Drywall 02/17/2006 84 Rough Combo 02/13/2006 84 Rough Combo 02/07/2006 23 Gas/Test/Repairs 02/02/2006 13 Shear Panels/HD's 02/01/2006 15 Roof/Reroof 01/31/2006 13 Shear Panels/HD's 01/19/2006 11 Ftg/Foundation/Piers 01/19/2006 13 Shear Panels/HD's 01/19/2006 15 Roof/Reroof 01/18/2006 11 Ftg/Foundation/Piers JM CO 01/18/2006 13 Shear Panels/HD's JM CO 01/18/2006 15 Roof/Reroof JM CO 10/28/2005 11 Ftg/Foundation/Piers JM AP 10/28/2005 22 Sewer/Water Service JM AP 10/25/2005 11 Ftg/Foundation/Piers JM CO Comments1. AM PLEASE LATH? OK TO INSULATE TOP OUT WASTE DENNIS OK TO COVER EXISTING PLYWOOD LTP4 & STRAP NEW TO EXIST BOUNDRY NAIL RIM JOIST INTERIOR POST FOOTING NEED DETAIL FOR EXISTING TO NEW TRUSS NO ONE HOME UNDERGRND PLUMB 1ST INSPECTION Inspector Act JM Fl - RI PY AP JM AP JM WC JM AP JM CO JM CA JM AP JM AP JM CO JM AP JM WC JM AP Wednesday, August 09, 2006 Page 1 of 1 &1K City of Carlsbad Bldg Inspection Request For: 08/08/2006 Permit# CB051263 Inspector Assignment: JM Title: HENDRICKSON RES- 519SF FAM RM Description: EXPANSION, 482 SF MST BEDROOM EXPAN Type: RESDNTL Sub Type: RAD Phone: Job Address: 2502 LA GOLONDRINA ST Suite: Lot 0 Location: Inspector: OWNER HENDRICKSON DENNIS L&LENORE K Owner: HENDRICKSON DENNIS&LENORE REVOCABLE TRUST 08-02- Remarks: AM PLEASE Total Time: Requested By: DENNIS Entered By: JANEAN CD Description Act Comment 19 Final Structural Comments/Notices/Hold Associated PCRs/CVs Original PC# PCR05225 ISSUED HENDRICKSON RES DEFFERED TRUSS; Inspection History Date Description 03/06/2006 17 Interior Lath/Drywall 02/24/2006 16 Insulation 02/17/2006 18 Exterior Lath/Drywall 02/17/2006 84 Rough Combo 02/13/2006 84 Rough Combo 02/07/2006 23 Gas/Test/Repairs 02/02/2006 13 Shear Panels/HD's 02/01/2006 15 Roof/Reroof 01/31/2006 13 Shear Panels/HO's 01/19/2006 11 Ftg/Foundation/Piers 01/19/2006 13 Shear Panels/HO's 01/19/2006 15 Roof/Reroof 01/18/2006 11 Ftg/Foundation/Piers 01/18/2006 13 Shear Panels/HD's 01/18/2006 15 Roof/Reroof 10/28/2005 11 Ftg/Foundation/Piers 10/28/2005 22 Sewer/Water Service 10/25/2005 11 Ftg/Foundation/Piers Act Insp Comments AP PY LATH? AP JM WC JM AP JM OK TO INSULATE CO JM TOP OUT WASTE CA JM DENNIS AP JM AP JM OK TO COVER EXISTING PLYWOOD CO JM LTP4 & STRAP NEW TO EXIST BOUNDRY NAIL RIM JOIST AP JM INTERIOR POST FOOTING WC JM AP JM NEED DETAIL FOR EXISTING TO NEW TRUSS CO JM NO ONE HOME CO JM CO JM AP JM AP JM CO JM UNDERGRND PLUMB 1ST INSPECTION -S EsGil Corporation In (Partnership with Government for Bui(&ng Safety DATE: July 19, 2005 U APPLICANT JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 051263 SET: II PROJECT ADDRESS: 2502 La Golondrina Street PROJECT NAME: Hendrickson Residence Addition/ Remodel 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. Lii 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. Li 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: Dennis Hendrickson 2502 La Golondrina Street Carlsbad, CA 92009 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. Pers:,11e-I n cjptactpr: pepnis Hendrickson Telephone #: 619 871 1906 Date (by: t4" ) Fax #: Mailephone-' Fax In Person LII REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation LI GA LI MB [] EJ [1 PC 07/11/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 051263 July 19, 2005 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 051263 PROJECT ADDRESS: 2502 La Golondrina Street SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 07/11/05 July 19, 2005 REVIEWED BY: Bryan Zuppiger FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new complete sets of prints to: See note #1. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes 0No Carlsbad 051263 July 19, 2005 . PLANS NOTE: The items listed below refer to the item numbers from previous list. These remaining items have not been adequately addressed. The notes in bold at the end of or contained within each item are to emphasize the remaining problem. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). This applies to all subsequent submittals. Only the effected sheets need be submitted I will insert them into the plans. 3. Final plans, specifications and calculations for designs deviating from conventional wood frame construction shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). Only the effected sheets need be submitted I will insert thorn into the plans. . FOUNDATION REQUIREMENTS 16. Dowel the new to existing foundation together. Provide details referenced to the plans. Unable to locate on the plans. . FRAMING The holdowns at wall 2, 2nd floor and wall 3 1st floor are smaller on the plans than in the structural calculations. The T values shown in the calculations are larger than the holdown values. Please check all! Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Where is H/S2? Detail the shear transfer connections, including roof and floor diaphragms, to shear walls. UBC Section 2315. Unable to locate on the plans. Carlsbad 051263 July 19, 2005 Please show the diaphragm chord continuity requirements from the calculations on the plans. Unable to locate on the plans. . MECHANICAL (UNIFORM MECHANICAL CODE) Every habitable room within a dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms. Show basis for compliance at the remodeled and added rooms. UBC Sec. 310.11. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. EsGil Corporation In Partners flip with government for Building Safety DATE: April 18, 2005 U APPLICANT JURISDICTION: Carlsbad U P1NREVIEWER U FILE PLAN CHECK NO.: 051263 SET: I PROJECT ADDRESS: 2502 La Golondrina Street PROJECT NAME: Hendrickson Residence Addition/ Remodel LI 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. I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI 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: Dennis Hendrickson 2502 La Golondrina Street Carlsbad, CA 92009 LI Esgil Corporation staff did not advise the applicant that the plan check has been completed. I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Dennis Hendrickson Date contacted:Ltlg/o5rby: - ) Mail ---telephone -' Fax-" In Person Telephone #: 619 871 1906 Fax #: (i5) 02 11 LI REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation LJGA 0MB LJEJ [:1 PC 04/07/05 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 051263 April 18, 2005 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 051263 JURISDICTION: Carlsbad PROJECT ADDRESS: 2502 La Golondrina Street FLOOR AREA: See Below Dwelling addition 1001 ft' Dwelling remodel 174 ft2 DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 18, 2005 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: 281-3" at North Elev. sheet A4. DATE PLANS RECEIVED BY ESGIL CORPORATION: 04/07/05 PLAN REVIEWER: Bryan Zuppiger This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 051263 April 18, 2005 . PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (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. The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). 3. Final plans, specifications and calculations shall be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 4. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. . FIRE PROTECTION 5. When the valuation of a room addition exceeds $1,000, show permanently wired smoke detectors with battery backup in the new and existing construction, except that smoke detectors added at existing construction need only be battery powered. UBC Section 310.9.1.2: Inside each bedroom. Centrally located in corridor or area giving access to sleeping rooms. On each story. When sleeping rooms are upstairs, at the upper level in close proximity to the stair. In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. UBC Section 310.9.1. carlsbad 051263 April 18, 2005 . GENERAL RESIDENTIAL REQUIREMENTS 6. Glazing in the following locations should be of safety glazing material in accordance with UBC Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. 7. Unable to locate the apparent sliding door sizes in the schedule, some window dimensions do not match the schedule, please clarify. 8. If the doors and windows are being replaced please demonstrate compliance with; a) Glazing in the following locations should be of safety glazing material in accordance with UBC Section 2406.4 (see exceptions): Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position. Glazing in bathtub/shower enclosures where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per UBC Section 1203.3. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1.5 sq. ft. UBC Section 1203.3. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. UBC Section 310.4. . ROOFING 9. Specify on the plans the following information for the roof materials, per UBC Section 106.3.3: Manufacturer's name. Product name/number. ICBO approval number, or equal. Specify roof slope. Carlsbad 051263 April 18, 2005 . FOUNDATION REQUIREMENTS 10. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. UBC Section 1629.4.2. 11.. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. This does not apply to detached, single- story dwellings. UBC Section 1804.5 Note on the plan the soils classification, whether or not the soil is expansive and the allowable bearing value. UBC Section 106.3.3. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance with the foundation sizes, number and size of rebar and underlayment requirements. See soils report page 3. Provide design calculations for the holdown anchor schedule. Show the nut and washer sizes in the schedule, each end. Dowel the new to existing foundation together. Provide details referenced to the plans. FRAMING Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJl's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. Specify nail size and spacing for all shear walls, floor and roof diaphragms on the plans. Indicate required blocking on the plans. Maintain maximum diaphragm dimension ratios. UBC Sections 2315 and 2513. Specify plywood and/or particle board thickness, grade and panel span rating. UBC Table 23-11-E-1. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Or submit a deferral. Show draglines and girder trusses on the plans. Or submit a deferral. Note on the plan that the structural consultant shall provide a letter of review for the truss plans and calculations with their submittal. Carlsbad 051263 April 18, 2005 Check all headers for reactions from the Girder trusses. Include the FAU and platform on in the truss layout and calculations. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs, 22" x 30" may be used if the equipment size allows. If existing trusses are being modified please analyze and submit design. The "S" sheets noted in the index were not a part of the plans. Please assign all structural details or omit from plans. The holdowns at wall 2, 2 n floor and wall 3, 1st floor are smaller on the plans than in the structural calculations. Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Detail the shear transfer connections, including roof and floor diaphragms, to shear walls. UBC Section 2315. Please show the diaphragm chord continuity requirements from the calculations on the plans. . MECHANICAL (UNIFORM MECHANICAL CODE) Every habitable room within a dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms. Show basis for compliance at the remodeled and added rooms. UBC Sec. 310.11. . ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Show on the plans that receptacle outlet locations will comply with NEC Art. 210-52(a). For a single-family dwelling unit, show that at least one receptacle outlet accessible at grade level will be installed outdoors. NEC Art. 210-52 (e). This receptacle must be GFCI protected. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). Carlsbad 051263 April 18, 2005 . ENERGY CONSERVATION The regulations require a properly completed and properly signed Form CF-1 R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. The window schedule shall clearly describe the required U-factor and solar heat gain coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations. . MISCELLANEOUS On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per UBC Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included "or provide details for these structures. UBC Section 106.3.3.3. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. Jurisdiction Code 1cb 1By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: F41 Complete Review I $580.441 I $377,291 E Structural Only El Other F-1 RepetitiveFee Repeats Hourly __ Hour Esgil Plan Review Fee I $325.051 Carlsbad 051263 April 18, 2005 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 051263 PREPARED BY: Bryan Zuppiger DATE: April 18, 2005 BUILDING ADDRESS: 2502 La Golondrina Street BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) dwell addition 1001 City Valuation 110,110 dwell remodel 174 Air Conditioning _ Fire Sprinklers _ TOTAL VALUE 110,110 Comments: macvalue.doc BUILDING PLANCHECK CHECKLIST ENGINEERING APPROVAL DATE: 7/11/o5 BUILDING XDIi'RESS: 2.$'Q (... PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: i1I The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: PLAN CHECK NO.: CB O5i,73 EST.VALUE: /1 DEPARTMENT DENIAL Please see the attached report of deficiencies marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: By: Date: Date: FOR OFFICIAL USE ONLY 'ERMIT: 3: By: ;INEERING AUTHORIZATION TO ISSUE BUILD Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: .IC)ANNP .11 J(HNIFWIC7 City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4. H:WORDDOCS\CHKLST\BuildIng Plancheck Cidsi Form (Generic).doc 1 Rev. 7114100 CT?3 -29,2 Cô - 1.78 BUILDING PLANCHECK CHECKLIST 1ST/2ND 3RD ?DE SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description / FW 70 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 H:\WORD\DOS\CHKLSTBuding Plancfleck Cklst Form (Genenc).doc 2 Rev. 1/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd DISCRETIONARY APPROVAL COMPLIANCE grkjTV D D 4a. Project does not comply with the following Engineering Conditions of approval for ProjectNo._________________________________________________________ D 0 fl 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 0 0 0 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 $15,000, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 h/2 x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 0 0 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75,000, pursuant to Carlsbad Municipal Code Section 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 H:WORO\DOCS\CHKLST'BuiIding Plancheck CkISt Form (RIDDLE - HARVEY 7-12-00).doc 1 3 Rev. 12/26/96 I BUILDING PLANCHECK CHECKLIST 1ST 2N0 3RD 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: LI LI LI 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 $310 so we may prepare the necessary Future 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: LI LI LI 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: LI Date: LI 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. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 .06.030 of the Municipal Code. LI LI LI 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). LI LI LI 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: LI LI LI 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORD\DOCS\CHXLSTBclIdIfl9 Pianrtheck Cidsi Form (Generic 7-14-00).doc 4 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST/"D 3RD fl 7d .No Grading Permit required. 0 0 fl 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS biPY' fl 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: tLk 0 D 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 0 0 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by /Fo the City Engineer prior to issuance of grading or building permit, whichever occurs first. 0 11. VN iiredfeesareattached o fees required WATER METER REVIEW rithfr 0 0 12a. Domestic (potable) Use V Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. ftWORO\DOCS\CHKLST\Suilding Plancheck Mist Form (Generic).doc 5 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). D E 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: rH Q STA 1+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, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. 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 ft\WORD\DOCS\CHKLST'Building Plancheck Mist Form (Genenc).doc 6 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled .water is available) 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, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. LII 13. Additional Comments: H:\WORDDOCS\CHKLSTBuIIdiflg Plancheck Cidat Form (Genertc).doc 7 Rev. 7114!OO PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan No. CB Address Check Planner. NVOIF Phone (760) 602- APN Type of Project & Use: 5P IfJ Net Project Density: U/AC Zoning:9(d General Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:______ (For non-residential development: Type of land used created by this• Circle One ' permit_________________________________________________ Le-gend_ Item Complete Item Incomplete -Needs your action o 0 Environmental Review Required: YES ___ NOX...TYPE DATE OF COMPLETION:_________________ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO '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: 00 Coastal Zone Assess mentlCompliance Project site located in Coastal Zone? YES____ NO..IL . CA Coastal Commission Authority? YES____ NO____ 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): ' Coastal Permit Determination Form already completed? •YES_ NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as' needed. 0 0 inclusionary Housing Fee required: YES _ NO . (Etfectivedate of loclusionary Housing Ordinance- May 21, 1993.) . Data Entry Completed? YES ____ NO (AJP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATEI) Site Plan: H:\ADMIW\COUNTER\9ldgPlflChkReVChklSt . Rev WD1' fr D 0 1. Provide a fully dimensional site plan drawn to scale. Show:. North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements; right-of-way width, dimensional setbacks and existing topographical lines (including all .side and rear yard slopes). . El 0 2. Provide legal description of property and assessor's parcel number. Policy 44— Neighborhood Architectural Design Guidelines 0 0 1. Applicability: YES NO_______ 0 0 0 2. Project complies YES NO_______ 1I 0 0 Zoning: i. Setbacks: Front:. . . Required Shown Interior Side: Street Side:. Required Required Shown Shown Rear: Required Shown Top of slope: Required Shown Accesso9strUCtUre setbacks: . Fro Pjt:/' Required Shown Inter Side: Required Shown Strt Side: Required . Shown R(ar: . Required ructure separation: Required Shown Shown 0 0 Lot Coverage: 00-P . Required 01 Shown V''32 I,) O 0 Height: Required ______________ Shown J 0 0 Parking: Spaces Required 2 Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown 0 0 Additional Comments . . . 0 DK;TO ISSUE AND ENTERED APPROVAL INTO COMPUTER J2!.... DATE____'O//Ir _____ HMDMIIACOUNTER\SdgPIflChkReVChkI$t Rev 9/01 Structural Analysis & Design for Hendrickson Residence Prepared by: Danlec Associates 1711 Lobelia Ct., Carlsbad CA, 920009 760.579.0193 • dantec2@sbcglobal.net November 2004 Project Location I Live Loads 1ooI?: [6 pçf?____ lloo' 40 p.cf Floor Design Criteria Dead Loads Roof 14- psI l4.3 F?cF 'DanTec Associates -OF 1711 Lobelia Ct. • Carlsbad CA 92009 dantec2@sbcglobal.net Tel 760.579.1093 • Fax 760.476.1854 Structural Project Brief Client Name & Address Date 11 Ilsloq 2SP2__L. Project/Contract Number L, c00-,4 Ck 2 0 E-Mail Business Phone Home Phone Fax Cell 740 43g Project or Plan Set Name Snow Wind Seismic 7O,J:!i 4 Project Engineer Soil Values (Assumed) Bearing ( 06 Lateral Building Code Jqq-7 t4C. ?Jk0FE TEc o. tEVy\ , NO CI ,.2 * Ezp. o , Project City/County/State Wet Stamp (Seal) I cj These sealed calculations are site and plan specific, and shall be attached to each plan set. The engineer's seal is only for structural calculations and does not cover any other itemds on these plans. All original signatures were done in blue ink. Conclusions and recommendations are professional opinions only. No warranty is expressed or implied. As a condition of our services it is understod that, to the fullest extent permitted by law, our clients agree to defend, I indeminfy and hold harmless Danlec Engineering + Planning, its owners, employees, subcontractors and agents from any future claims or damages at the site, including potential claims from third parties that may name DanTec Engineering + Planning, its owners employees, subcontractors or agents as a claimant. I . DANTEC ASSOCIATES PROJECT: HENDRICKSON DESIGN LOAD DESIGN LOADS ROOF WALLS DEAD LOADS (psf) composition shingles 4.5 1/2" Plywood 1.6 Trusses © 24" O.C. 2.2 Batt Insulation (0.2xThickness) 1.2 1/" Gyp. Ceiling 2.8 ME&P 1.0 Miscellaneous 0.7 E Dead Loads 14.0 Live Loads (0-200') Sloped 16 DEAD LOADS Int, Partition Ext. Stucco Stucco 8 1/2' Gyp 4.4 1/2" Plywood 2.2 Batt Insulation 0.2" 0.8 2x4 studs © 16" o.c. 1.4 2x6 studs © 16" o.c. 1.7 Miscellaneous 0.5 0.3 Dead Loads 6.3 13 IeI. DEAD LOADS 2x12 Fir Jst (ps Finish Floor 1.0 TJI © 16'o.c. 4.0 Batf Insulation (0.2xThickness) 1.2 5/8 Plywood Floor 3.4 5/8 Gyp Ceiling 2.8 ME&P 1.0 Miscellaneous 1.1 E Dead Loads 14.5 Live Load 40 1997 UBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 1997 UBC REFERENCE SEISMIC ZONE FACTOR Z 0.4 TABLE 16-I SOIL PROFILE TYPE SD TABLE 16-J SEISMIC COEFFICIENT Ca 0.44 Na TABLE 16-Q SEISMIC COEFFICIENT CV 0.64 Nv TABLE 16-R NEAR-SOURCE FACTOR Na 1.0 (10Km) TABLE 16-S NEAR-SOURCE FACTOR Nv 1.0 (10Km) TABLE 16-T SEISMIC SOURCE TYPE B TABLE 16-U LATERAL SYSTEM COEFFICIENT 5.5 TABLE 16-N DANTEC ASSOCIATES PROJECT: HENDRICKSON SUMMARY OF STRUCTURAL MEMBERS FLOOR LOCATION MEMBER SIZE MATERIAL 2ND FLOOR BEAMS: - 1st FLOOR Floor Beam I (FBi) W12x30 A36 Steel Floor Beam 2 (FB2) 5 1/2' x I(d' PARALLAM 2.0 E FLOOR HEADERS: Floor header I (FHI) 4" x 12" DF#2 Floor header 2 (FH2) 3 1/2" x 111/2" PARALLAM 2.0 E FLOOR JOISTS: Floor Joists FJ1 2" x 12" @ 16" o.c. DF#1 Floor Joists FJ2 (Cantilevered) 11 7/8" @ 16" o.c. TJI 360 COLUMNS: Column Supporting FHI (Cl) (2) 2' x 4" STUD Column Supporting FH2 (C2) (2) 2" x 6" STUD Column Supporting FBI (C3) 6" x 6" DF#1 Column Supporting F132 (C5) 4" x 6" DF#1 FOOTINGS: ROOF Footing supporting Cl (Fl) Continuous footing adequate Footing supporting C2 (F2) Continuous footing adequate Footing supporting C3 (F3) 42" x 42" x 18" WITH 8#4 BARS ew Footing supporting CS (F5) 30" x 30" x 18" WITH 6 #4 BARS ew ROOF HEADERS: Roof header I (RHI) 4" x 10" DF#2 COLUMNS: I I Column Supporting RH1 (RC1) 1 2" x 6" STUD 11 \\ I - ---± -I - / (N) TRUSS © 24" OC [ç - - IZJ I •. -------------------------------------- ' ---- -- ---------------------------- ------- -------- ------------ - -- Cs (N) TRUSS © 24" OC I o -------------------------- / -1- 11 ('2 Pz I II V4) 41 JI (2 r- u) eJ4 C4 4) 14 2 /1 I I • 1711 Lobelia Ct. OJECT: - PAGE . OF Carlsbad CA Tel 760213.0961 Fax 760.4761854 DATE dantec2@Sbcglobal.net L . .. 4.. ..l.__- H F H........ t. . ....° -- /14peI2 ii -T 79,0 JJ_9 T1-) r" • It Associates l7ll Lobelia Ct. ör Carlsbad CA Tel 760.213.0961 PREREDBY Fax 760.476.1854 DATE dantec2@Sbcglobal.net ell va 11111 ulrJi} I It PD I - iII _- it2kLI1I' ILLt 1111111 i7i74-L: 15rJ / rO -H- 11v110 IIILJiJrjj3I4 I iiii 1,1 I I I I :1 1111 lIt Ii/ Ht-HL1-H- I I 1 I 4 II:LHIakHIJLrftIH 4- L ------l--/ ±1'ii + + - H JtJIL± pt IIHIJIILiiIH IiILHII (t').J jcii ±iY_ - H--- 1111 I IHHi_EiLjH4o4iH__ lfr L LHt: iH 1711 Lobelia Ct. Carlsbad CA Tel 760.2 13.0961 Fax 760.476.1854 dantec2@SbcglobaLnet PROJECT: PAGE PREPARED BY: DATE Associates E2+ : J )EEEEEE IIIIIIIIIIIIIIIILIII _ kL iii iii I 1 __k IIJE __ IniI 04T iIiiiii 111111 __j_ - t I Al 1-6 1'suppopT, • I i [ ~Z-Z_r II1I iLl I I I I I T".,2,z I!I I I II Iii v,7P Si fr( L ?PILHII 3H LL'_J I I I I I -- rHt 1711 Lobelia Ct. fPROJEC1 PA6E Carlsbad CA f\J1)(?f CKSOA/ i&ç Tel 760.213.0961 tE0: Fax 760.476.1854 dantec2@SbcglobaLnet tt DATE Associates LtLL 111 I IHI TLHIL'i7 LLLLHLF II TO - ith 7-777-- iii f, tj 4 x (919LO-11 1 IHII1IL LTL jjLI:H__±F1 -21 IIIIliITHI --k--H-+- H so2LL 41 L LiLf i.i , (' ik-i _ -- '" iIItIi HT --•--I — E E EEE E E E - -- Ii '11111 - IlL Ill __ 1711 Lobelia Ct. IPAGE ,'OF CarlsbadC j) I7(ZiC4 SotJ Tel 760.213.0961 tPREPARED I Fax 760.476.1854 dantec2@Sbcglobal.net TL --- DCJ J rmw-~` Associates - ITI i{iiiIIIIIIIIIIII I:ItII±IIIII1IIIFIIIIIIIII -, tiHIjiTIi:iIJI:TiII1I :i:tr 4r IIIIII1ItII II L1 jlllllll 11111 __ r - - - - - 11f!F1t' 1FiEEL+ "I :iHiFtHiiti,I iA f -41 rl I I I 1.1 I o Associates 1711 Lobelia Ct. IPROJECT: or PAGE ,OF Carlsbad CA + Tel 760.213.0961 IPREPAREDBY Fax 760.476.1854 [ T6? DATE dantec2@Sbcglobal.net ------ pp IILIIIIIIIjIII1IIIIIIIIIIII U IIIIWII II:LLI1I IIIII E ! I I E I I i iT I I I -TA 11 I :LiLIt± IJIIII is ----- } I:II1!: I I I ±1IIIfI itFIi10-61 I i±HIIIII ILil I I I I I -Li -.-t- pl- .LLLU4 o EI. • 4_4 I4 I,I.JI I I - I I - I I - I IIIIIFI _______ IIILf I II 1711 Lobelia Cr. 11E PAGE OF Carlsbad CA fJLLC± Tel 760.213.0961 PREPARED BY. Fax 760.476.1854 -4- DATE dantec2@Sbcglobainet L.._......... 4 ............ I, I :O .. r--r--r•-- ii .. ..j / )I Tfl14Jf If Roof Beam[ 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 11-06-2004: 3:07:36 PM Project: Hendrickson - Location: Roof Header 1 (RH1) Summary: ( 2 ) 1.5 IN x 9.25 IN x 8.0 FT /#2 * Douglas Fir-Larch - Dry Use Section Adequate By: 5.7% Controlling Factor: Section Modulus I Depth Required 9.0 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD Reactions (Each End): Live Load: LLRxn Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: Li Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load-Side One: LL1 = Roof Dead Load-Side One: DL1 Tributary Width-Side One: TWI Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: 1W2 Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: WT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc..perp= Adjusted Properties Fb' (Tension): Fb Adjustment Factors: Cd1.25 Cf1.10 Fv': Fv= 0.07 IN 0.07 lN=L11288 0.15 lN=11650 1024 LB 1005 LB 2029 LB 1.08 IN 8.0 FT 0.0 FT 4 :12 240 180 128.0 SF One 16.0 PSF 14.5 PSF 14.0 FT 16.0 PSF 14.5 PSF 2.0 FT 1.25 7 PLF 8.0 FT 256 PLF 251 PLF 507 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1203 PSI 119 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 4.0 ft from left Support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= 4058 FT-LB V= 1664 LB Sreq= 40.48 1N3 S= 42.78 IN3 Areq= 21.02 IN2 A= 27.75 1N2 Ireq= 54.78 IN4 1= 197.86 1N4 - , Column[ 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy. DanTec Associates on: 11-06-2004 : 3:31:44 PM Project HENDRICKSON - Location: Column to support RH1 (RC1) Summary: I 1.5 IN x 5.5 IN x 9 FT I Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 30.2% Vertical Reactions: Live: Vert-LL-Rxn= 1024 LB Dead: Vert-DL-Rxn= 1026 LB Total: Vert-TL-Rxn= 2050 LB Axial Loads: Live Loads: PL= 1024 LB Dead Loads: PD= 1005 LB Column Self Weight: CSW= 21 LB Total Loads: PT= 2050 LB Eccentricity (X-X Axis): ex= 0.00 IN I Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): I Lv= 4.0 FT Column End Condition: Ke 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-YAxis): dy= 1.50 IN Area: A= 8.25 lN2 - Section Modulus (X-X Axis): Sx= 7.56 lN3 Section Modulus (Y-Y Axis): Sy 2.06 1N3 Slenderness Ratio: LexIdx 19.64 I LeyIdy 32.0 Properties For: Stud- Douglas Fir-Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X-X Axis): Fbx= 675 PSI Bending Stress (Y-Y Axis): I Fby= 675 PSI Adjusted Properties: Fc: Fc'= 356 PSI Adjustment Factors: Cd1 .00 Cp=0.43 Column Calculations (Controlling Case Only): I Controlling Load Case: Axial Total Load Only (L + 0) Compressive Stress: fc= 248 PSI Allowable Compressive Stress: I Fd= 356 PSI -Full Length Uniform Loads Center DL 98.00 #Ift IL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads - ----.....,--Dead Load 1,026.0 lbs - lbs lbs lbs lbs Live Load 1,024.0 lbs lbs lbs lbs lbs ...distance 5.500 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft Summary Span= 6.00ft, Beam Width = 2.500in x Depth = 11.25in, Ends are Pin-Pin Max Stress Ratio 0.477 : I Maximum Moment 2.3 k-ft Maximum Shear * 1.5 Allowable 4.8 k-ft Allowable lbs lbs 0.000 ft 0.000 ft Beam Design OK 1.4 k 3.0 k 1.30k 3.01 k 0.000 in 0.019 in 0.000 in 1.30k 3.01 k Max. Positive Moment 2.25 k-ft at 3.456 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right I Max @ Left Support 0.00 k-ft Camber: @ Left Max @ Right Support 0.00 k-ft @ Center - Max. Mallow 4.81 Reactions... © Right U fb 512.48 psi fv 50.72 psi Left DL 0.38 k Max Fb 1,093.75 psi Fv 106.25 psi Right DL 1.23 k Max Title: Job# Dsgnc Date: 4:00PM, 6 NOV 04 Description: Scope: 1'2-- User: KW0600uuu~06136. Vet 5.80, I-Dec-2003 General Timber Beam Page 1 (c)1983-200 ENERCALC Engineering Software tiendricksos.ecw:Celculatior,s Description Floor Header 1 (FH1) General Information Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined -- -------- : ---v--- Section Name 3x12 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 2.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft ..... Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Our. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Deflections . - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.013 in -0.039 in Deflection 0.000 in 0.000 in Location 3.168 It 3.120 ft ...LerigthIDefl 0.0 0.0 ...Length/Defl 5,721.5 1,851.66 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in © Center 0.019 in ...Lengthloefl 0.0 0.0 @ Left 0.000 in © Right 0.000 in Title: Job # Dsgnr: Date: 4:00PM. 6 NOV 04 Description: 1 13 User: KW-0606135. Ver 5.8.0. 1-Dec-2003 I I (c)1983-2003 ENERCALC Engineering Software Description Floor Header I (FHI) Scope: General Timber Beam Page 2 headricson.ecC5c,JOtiOfl5 lStress Caics ..- . Bending Analysis Ck 27.960 Le 0.000 ft Sxx 52.734 in3 Area 28.125 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Rec'd Allowable fb @ Center 2.25 k-ft 24.71 1n3 1093.75 psi Left Support 0.00 k-ft 0.00 1n3 1,093.75 psi @ Right Support 0.00 k-ft 0.00 1n3 1,093.75 psi Shear Analysis © Left Support @ Right Support Design Shear 1.43 k 0.91 k Area Required 13.426 in2 8.603 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing ( Supports Max. Left Reaction 1.30 k Bearing Length Reqd 0.835 in Max. Right Reaction 3.01 k Bearing Length Req'd 1.925 in rQuery Values . M, V, & D ® Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 1.30 k 0.0000 in Right Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in User: KW-0606136. Ver 5.8.0, 1-Dec-2003 I 983-2003 ENERCALC Engineering Software Description Floor Header 2 (FH2) Title: Hendrickson Residence Dsgnr. TL Description: Scope: General Timber Beam Job # Date: 2:54PM. 7 NOV 04 Page 1 hendrckson.ecwCaoiOrS I General Information Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x9.5 Center Span 12.50 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type I Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.OE Fb Base Allow 2,900.0 psi Load our. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi I E 2,000.0 ksi Full Length Uniform Loads I - - - - -- - - Center DL 267.50 #Ift LL 430.00 U/ft Left Cantilever DL #/ft LL U/ft Right Cantilever DL #Ift LL #fft I Trapezoidal Loads74,71, - __________ - #1 DL ©Left 213.00 #Ift IL © Left #/ft Start Loc 0.000 ft DL@ Right 213.00 #Ift LLRight U/ft End Loc 1.000 ft I #2 DL @ Left 235.00 #Ift LL @ Left U/ft Start Loc 9.000 ft DL @ Right 235.00 U/ft IL @ Right U/ft End Loc 12.500 ft i Point Loads t wrtw' I Dead Load 2,026.0 lbs 1026.0 lbs lbs lbs lbs lbs lbs Live Load 1,024.0 lbs 1,024.0 lbs lbs lbs lbs lbs lbs ...distance 1.000 ft 9.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft - Summary -, Beam Design OK Span= 12.50ft, Beam Width = 5.250in x Depth = 11.5in, Ends are Pin-Pin Max Stress Ratio 0.562 1 Maximum Moment 19.6 k-ft Maximum Shear* 1.5 10.8 k I Allowable 35.0 k-ft Allowable 21.9 k Max. Positive Moment 19.64 k-ft at 6.900 ft Shear: © Left 8.06k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.80k I Max © Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.293 in Max. M allow 34.96 Reactions... @ Right 0.000 in fb 2,037.17 psi fv 178.73 psi Left DL 4.14 k Max 8.06k I Fb 3,625.00 psi Fv 362.50 psi Right DL 3.29 k Max 6.80k Deflec tions Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load I Deflection -0.195 in -0.426 in Deflection 0.000 in 0.000 in ...Location 6.350 ft 6.350 ft ...Length/Defl 0.0 0.0 ...Length/Defl 767.8 351.74 Right Cantilever... Camber ( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in I @ Center 0.293 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Hendrickson Residence Job # Dsgnr: TI Date: 2:54PM. 7 NOV 04 Description: Scope: Is Rev: 53GOG3 User; KW-0606136, Ver 5.8.0. 1-Dec-2003 General Timber Beam Page 2 1 (c)1983-2003 ENERCALC Enoneering Software twnrtrickson.ecw:Catcutat;ons 5 Description Floor Header 2 (FH2) Stress Calcs f , Bending Analysis s,ss,..sst.swe Ck 19.049 Le 0.000 ft Sxx 115.719in3 Area 60.375 1n2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg'd Allowable fb @ Center 19.64 k-ft 65.03 1n3 3,625.00 psi © Left Support 0.00 k-ft 0.00 in3 3625.00 psi © Right Support 0.00 k-ft 0.00 1n3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.79 k 8.86 k Area Required 29.768 in2 24.453 1n2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction 8.06 k Max.Right Reaction 6.80 k Query Values M, V, & D g Specified Locations @ Center Span Location = © Right Cant. Location = Q Left Cant. Location = Bearing Length Reqd 2.362 in Bearing Length Reqd 1.991 in Moment Shear 0.00 ft 0.00k-ft 8.06 k 0.00 ft 0.00k-ft 0.00 k 0.00 ft 0.00k-ft 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Uniformly Loaded Floor Beami AISC 9th Ed ASD 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-18-2005: 5:11:29 PM Project: HENDRICKSON - Location: FBI-Beam to support floor Joists at 2nd floor Summary: A36 W12x30 x 26.0 FT Section Adequate By: 3.9% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.38 IN Live Load: LLD= 0.83 IN = L1374 Total Load: TLD= 1.21 IN = LJ257 Reactions (Each End): Live Load: LL-Rxn= 7280 LB Dead Load: DL-Rxn= 3302 LB Total Load: TL-Rxn= 10582 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.74 IN Beam Data: Span: L= 26.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: u 360 Total Load Deflect. Criteria: ii 240 Floor Loading: Floor Live Load-Side One: LLI = 40.0 PSF Floor Dead Load-Side One: DL1= 14.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL.2 40.0 PSF Floor Dead Load-Side Two: 0L2 14.0 PSF Tributary Width-Side Two: TW2= 7.0 FT Wall Load: WALL= 28 PLF Beam Loading: Beam Total Live Load: wL= 560 PLF Beam Self Weight: BSW= 30 PLF Beam Total Dead Load: wD= 254 PLF Total Maximum Load: WT= 814 PLF Properties for: WI 2x30/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.34 IN Web Thickness: tw= 0.26 IN Flange Width: bf 6.52 IN Flange Thickness: ti 0.44 IN Distance to Web Toe of Fillet: k= 0.74 IN Moment of Inertia About X-X Axis: Ix= 238.00 IN4 Section Modulus About X-X Axis: Sx= 38.60 IN3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.73 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.41 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 4746 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb .66*Fy: Lc= 6.88 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/1w 44.08 Limiting Web Height to Thickness Ratio for Fv.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 68783 FT-LB Nominal Moment Strength: Mr= 76428 FT-LB Controlling Shear: V= 10582 LB Nominal Shear Strength: Vr= 46201 LB Moment of Inertia (Deflection): lreq= 229.06 1N4 1= 238.00 1N4 40703 FT-LB V= 6770 LB Sreq= 171.33 lN3 S= 171.50 IN3 Areq= 35.02 IN2 A= 73.50 1N2 Ireq= 818.03 IN4 1= 1200.50 IN4 Mufti-Loaded Beaml 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 y: Tecla Levy, DanTec Associates on: 03-18-2005: 9:00:58 PM Project: Hendrickson - Location FB2. i-o sp 'o cx Summary: 5.25 IN x 14,0 IN x 13.5 FT I 2.OE Parallam - Trus Joist-MacMillan Section Adequate By: 0.1% Controlling Factor: Section Modulus! Depth Required 13.99 In Center Span Deflections: 17 Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: 2.OE Parallam- Trus Joist-MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd1.00 Cf=0.98 Fv': DLD-Center= 0.18 IN LLD-Center= 0.28 IN = 1J569 TLD-Center= 0.46 IN = 1J352 LL-Rxn-A= 4135 LB DL-Rxn-A= 2880 LB TL-Rxn-A= 7014 LB BL-A= 1.78 IN LL-Rxn-B= 3865 LB DL-Rxn-B= 2757 LB TL-Rxn-B= 6623 LB BL-B= 1.68 IN L2= 13.5 FT Lu2-Top 0.0 FT Lu2-Bottom= 13.5 FT Cd= 1.00 Ii 360 U 240 wL-2= 53 PLF wD-2= 150 PLF BSW= 23 PLF wT-2= 226 PLF PL1 -2= 7280 LB PD1-2= 3302 LB XI-2= 6.5 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2851 PSI 290 PSI Fb= Fv E= Fc...perp= Fb'= Fv'= Adiustment Factors: Cd= 1.00 Design Requirements: Controlling Moment: 6.48 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): I I I I Multi-Loaded Beam( 97 Uniform Building Code (91 NDS)] Ver: 6.00.7 19 By: Tecla Levy, DanTec Associates on: 03-18-2005 Project: Hendrickson - Location: F132-otion 2 I Summary: 5.25 IN x 14.0 IN x 13.5 FT I 2.OE Parallam - Trus Joist-MacMillan Section Adequate By: 0.1% Controlling Factor: Section Modulus/ Depth Required 13.99 In LOADING DIAGRAM P1 Center Span = 13.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 4135 Lb 2880 Lb 701_4L 0 L B 3865 Lb 2757 Lb 6623 Lb 0 Lb Center Span Uniform Loading ' Live Load Dead Load Self Weight Total Load W 53 Plf 150 PIf 23 PIf 226 PIf I Point Loading Live Load Dead Load Location P1 7280 Lb 1 3302 Lb 6.5 Ft I F I Columnf 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 Project: Hendrickson - Location: Cl By: Tecla Levy, DanTec Associates on: 11-07-2004: 3:20:16 PM Summary: ( 2 ) 1.5 IN x 3.5 IN x 9.0 FT I Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 24.1% * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 1780 LB Vert-DL-Rxn= 1256 LB Dead: Total: Vert-TL-Rxn= 3036 LB Axial Loads: Live Loads: PL= 1780 LB Dead Loads: P0= 1230 LB Column Self Weight: CSW= 26 LB Total Loads: PT= 3036 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 4.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (V-Y Axis): dv= 3.00 IN Area: A= 10.50 lN2 Sx= 6.13 lN3 Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Sv= 2.63 IN3 Slenderness Ratio: Lexldx= 30.86 Leyldy= 16.0 Properties For: Stud- Douglas Fir-Larch Compressive Stress: Fc 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X-X Axis): Fbx= 675 PSI Bending Stress (Y-Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc 381 PSI Adjustment Factors: Cd= 1.00 Cf=1.05 Cp=0.44 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + 0) Compressive Stress: fc= 289 PSI Allowable Compressive Stress: Fc'= 381 PSI Columnl 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 11-07-2004: 3:26:26 PM Project: Hendrickson - Location: C2 9 0 Summary: (2) 1.5 IN x 5.5 IN x 9.0 FT I Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 4.6% * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 2917 LB Vert-DL-Rxn= 3834 LB Dead: Total: Vert-TL-Rxn= 6751 LB Axial Loads: Live Loads: PL= 2917 LB Dead Loads: P0= 3793 LB Column Self Weight: CSW= 41 LB Total Loads: PT= 6751 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey 0.00 IN Cd-Axial= 1.00 Axial Duration Factor: Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 4.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.00 IN Area: A= 16.50 1N2 Sx= 15.13 lN3 Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Sy 4.13 lN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 16.0 Properties For: Stud- Douglas Fir-Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X-X Axis): Fbx= 675 PSI Bending Stress (Y-Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc' 429 PSI Adtustment Factors: Cd= 1.00 Cp=0.52 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + 0) Compressive Stress: fc= 409 PSI Allowable Compressive Stress: Fc!= 429 PSI Column[ 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-18-2005: 9:20:25 PM Project: HENDRICKSON - Location: C3: Column to support FBi Summary: 5.5 IN x 5.5 IN x 9 FT I #2- Douglas Fir-Larch - Dry Use Section Adequate By: 15.4% Vertical Reactions: Live: Vert-LL-Rxn= 7280 LB Dead: Vert-DL-Rxn= 3378 LB Total: Vert-TL-Rxn= 10658 LB Axial Loads: Live Loads: PL= 7280 LB Dead Loads: PD= 3302 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 10658 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (V-V Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (V-V Axis): Ly 4.5 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (V-V Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X-X Axis): Sx= 27.73 1N3 Section Modulus (V-V Axis): Sy= 27.73 IN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 9.8 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 475 PSI Modulus of Elasticity: E= 1300000 PSI Bending Stress (X-X Axis): Fbx= 700 PSI Bending Stress (V-V Axis): Fby= 700 PSI Adjusted Properties: Fc: Fc= 417 PSI Adjustment Factors: Cd1.00 Cp0.88 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 352 PSI Allowable Compressive Stress: Fc!= 417 PSI Column[ 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-18-2005: 9:22:36 PM Project: HENDRICKSON - Location: C4: Column to support FB2 Summary: 3.5 IN x 5.5 IN x 9 FT / #2- Douglas Fir-Larch - Dry Use Section Adequate By: 20.3% Vertical Reactions: Live: Vert-LL-Rxn= 4135 LB Dead: Vert-DL-Rxn= 2928 LB Total: Vert-TL-Rxn= 7063 LB Axial Loads: Live Loads: PL= 4135 LB Dead Loads: PD= 2880 LB Column Self Weight: CSW= 48 LB Total Loads: P1= 7063 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (V-V Axis): ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (V-V Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (V-V Axis): dv= 3.50 IN Area: A= 19.25 1N2 Section Modulus (X-X Axis): Sx= 17.65 IN3 Section Modulus (V-V Axis): Sv= 11.23 1N3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (V-V Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc= 460 PSI Adjustment Factors: Cd1.00 Cf=1.10 Cp=0.32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + 0) Compressive Stress: fc= 367 PSI Allowable Compressive Stress: Fc'= 460 PSI I Columnl 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-18-2005: 9:24:36 PM Project: HENDRICKSON - Location: C5: Column to support FB2 @ B Summary: 3.5 IN x 5.5 IN x 9 FT I #2- Douglas Fir-Larch - Dry Use Section Adequate By: 24.7% Vertical Reactions: Live: Vert-LL-Rxn= 3865 LB Dead: Vert-DL-Rxn= 2805 LB Total: Vert-TL-Rxn= 6670 LB Axial Loads: Live Loads: PL= 3865 LB Dead Loads: PD= 2757 LB Column Self Weight: CSW= 48 LB Total Loads: PT= 6670 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ev= 0.00 IN Axial Duration Factor: Cd-Ax iaI 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 lN2 Section Modulus (X-X Axis): Sx= 17.65 1N3 Section Modulus (Y-Y Axis): Sv= 11.23 lN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc: Fc!= 460 PSI Adjustment Factors: Cd= 1.00 Cf= 1.10 Cp=0.32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + 0) Compressive Stress: fc= 347 PSI Allowable Compressive Stress: Fc'= 460 PSI I 2* Footing Design F 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-31-2005: 08:34:59 AM Project: HENDRICKSON - Location: Fl Summary: Footing Size: 1.5 FT x 3.0 FT x 18.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1780 LB Dead Load: PD= 1256 LB Total Load: PT= 3036 LB Ultimate Factored Load: Pu= 4784 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1000 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.5 FT Length: L= 3.0 FT Depth: Depth= 18.00 IN d= 16.00 IN Effective Concrete Depth: Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 675 PSF Effective Allowable Soil Bearing Pressure: Qe= 775 PSF Required Footing Area: Areq= 3.92 SF Area Provided: A= 4.5 SF Baseplate Bearing: Bearing Required: Bearing= 4784 LB Allowable Bearing: Bearing-Allow= 44200 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vul= 266 LB Allowable Beam Shear: vcl= 12480 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 36.00 IN Punching Shear: Vu2= 2126 LB Allowable Punching Shear: vc2= 49795 LB Bending Calculations (Long Direction): Factored Moment: Mu-long= 21530 IN-LB Nominal Moment Strength: Mn-long= 124800 IN-LB Bending Calculations (Short Direction): Factored Moment: Mu-short= 10765 IN-LB Nominal Moment Strength: Mn-short 249600 IN-LB I Footing Design 197 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-31-2005: 09:07:32 AM Project: HENDRICKSON - Location: F2 Summary: Footing Size: 3.0 FT x 3.0 FT x 18.00 IN Footing has been designed without reinforcement Footing Lads: Live Load: PL= 2917 LB Dead Load: P0= 3834 LB Total Load: PT= 6751 LB Ultimate Factored Load: Pu= 10327 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1000 PSF Concrete Compressive Strength: Fc= 2500 PSI Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 18.00 IN d= 16.00 IN Effective Concrete Depth: Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 750 PSF Effective Allowable Soil Bearing Pressure: Qe= 775 PSF Required Footing Area: Areq= 8.71 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 10327 LB Allowable Bearing: Bearing-Allow= 44200 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 574 LB Allowable Beam Shear: vcl 24960 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 80.00 IN Punching Shear: Vu2= 7139 LB Allowable Punching Shear vc2= 110656 LB Bending Calculations: Factored Moment: Mu= 46469 IN-LB Nominal Moment Strength: I Mn= 249600 IN-LB Footing Design 197 Uniform Building Code (91 NDS)] Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-21-2005: 8:57:29 PM Project: Hendrickson - Location: F3 - Footing to support C3 Summary: - Footing Size: 3.5 FT x 3.5 FT x 18.00 IN Reinforcement: #4 Bars @ 5.07 IN. O.C. E/W / (8) mm. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure:( With Increase) Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: PL= 7280 LB PD= 3302 LB PT= 10582 LB Pu= 16999 LB Qs= 1000 PSF F'c= 2500 PSI Fv= 40000 PSI c= 3.00 IN W= 3.5 FT L= 3.5 FT Depth= 18.00 IN d= 14.25 IN (Wood) m= 5.50 IN n= 4.00 IN Qu= 864 PSF Qe= 1163 PSF Areq= 9.1 SF A= 12.25 SF Bearing= 16999 LB Bearing-Allow= 65450 LB Vul= 2732 LB vcl= 50873 LB Bo= 76.00 IN Vu2= 13525 LB vc2-a= 225953 LB vc2-b= 437261 LB vc2-c= 184110 LB vc2= 184110 LB 89244 IN-LB 785525 IN-LB 0.70 IN 0.17 lN2 1.51 1N2 1.51 lN2 E/W/(8)Min. 1.57 lN2 15.00 IN 18.00 IN Mu Mn As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACl-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Selected Reinforcement: #4 Bars @ 5.07 IN. O.C. Reinforcement Area Provided: As= Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld-sup= Footing Design 197 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 03-21-2005: 8:59:55 PM Project: Hendrickson - Location: F5- Footing to support C5 Summary: Footing Size: 2.5 FT x 2.5 FT x 18.00 IN Reinforcement: #4 Bars © 4.70 IN. O.C. EfN 1(6) mm. Footing Loads: Live Load: PL= 3640 LB Dead Load: PD= 2428 LB Total Load: PT= 6068 LB Ultimate Factored Load: Pu= 9587 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1000 PSF Concrete Compressive Strength: Fc= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 18.00 IN Effective Depth to Top Layer of Steel: d= 14.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 5.50 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 971 PSF Effective Allowable Soil Bearing Pressure:(With Increase) Qe= 1008 PSF Required Footing Area: Areq 6.02 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 9587 LB Allowable Bearing: Bearing-Allow 65450 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 240 LB Allowable Beam Shear: vcl= 36338 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 76.00 IN Punching Shear Vu2= 5748 LB Allowable Punching Shear (ACl 11-35): vc2-a= 225953 LB Allowable Punching Shear (ACI 11-36): vc2-b= 437261 LB Allowable Punching Shear (ACl 11-37): vc2-c= 184110 LB Controlling Allowable Punching Shear: vc2= 184110 LB Bending Calculations: Factored Moment: Mu= 35952 IN-LB Nominal Moment Strength: Mn= 588398 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.74 IN Steel Required Based on Moment: As(1)= 0.07 1N2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACl-10.5.4): As(2)= 1.08 1N2 Controlling Reinforcing Steel: As-reqd= 1.08 1N2 Selected Reinforcement: #4 Bars © 4.70 IN. O.C. ENV 1(6) Mm. Reinforcement Area Provided: As= 1.18 lN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup 12.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. 27 Floor Joistl 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.7 By: Tecla Levy, DanTec Associates on: 11-16-2004: 00:28:51 AM Project: HENDRICKSON - Location: Floor joist-option 1 Summary: U 1.5 IN x 11.25 IN x 14.5 FT (ä) 16 O.C. I#2 - Douglas Fir-Larch - Dry Use Section Adequate By: 38.9% Controlling Factor: Section Modulus / Depth Required 9.54 In Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center 0.19 IN = 1-/934 Total Load: TLD-Center 0.25 IN = L/686 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 387 LB Dead Load: DL-Rxn-A= 140 LB Total Load: TL-Rxn-A= 527 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.56 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 387 LB Dead Load: DL-Rxn-B= 140 LB Total Load: TL-Rxn-B= 527 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.56 IN Joist Data: Center Span Length: L2= 14.5 FT Floor sheathing applied to top of ioists-top of 'oists fully braced. Sheathing or Sheetrock applied to bottom of joists-bottom of joists fully braced. Live Load Duration Factor: Cd= 1.00 U 480 Live Load Deflect. Criteria: Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 14.5 PSF Total Load: TL-2= 54.5 PSF Total Load Adjusted for Joist Spacing: wT-2= 73 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1006 PSI Adjustment Factors: Cd=1.00 Cf1 .00 Cr1.15 Fv': Fv 95 PSI Adjustment Factors: Cd=1 .00 Design Requirements: Controlling Moment: M= 1910 FT-LB 7.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 V= 464 LB Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq 22.77 IN3 S 31.64 1N3 Area (Shear): Areq= 7.32 lN2 A= 16.88 IN2 Moment of Inertia (Deflection): Ireq= 93.44 IN4 I 1= 177.98 lN4 Span= 13.50ft, Right Cant= 4.00ft, Beam Width = 1.5001n x Depth = 11.251n, Ends are Pin-Pin Max Stress Ratio 0.588 1 Maximum Moment 1.7 k-ft Maximum Shear * 1.5 Allowable 2.9 k-ft Allowable Max. Positive Moment 1.70k-ft at 6.575 ft Shear: @ Left Max. Negative Moment -0.19 k-ft at 13.500 ft © Right Max Left Support 0.00 k-ft Camber: @ Left Max © Right Support -0.63 k-ft @ Center Max. M allow 2.88 Reactions... @ Right fb 643.17 psi fv 44.90 psi Left DL 0.14 k Max Fb 1,093.75 psi Fv 212.50 psi Right DL 0.27 k Max Beam Design OK 0.8 k 3.6 k 0.52k 0.58k 0.000 in 0.090 in 0.061 in 0.52k 0.89k Title: Hendrickson Residence Job # Dsgnr: TL Date: 2:48PM. 7 NOV 04 Description: Scope Rev: 580003 User: KW0606136. Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c 98 3-2003 ENERCALC EnneernQ Soeare hendrickson.ecw:Caiculations Description Cantilevered Joist (FJ2) I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined i ........................................................................... Section Name.. 2x12 Center Span 13.50f1 .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft ..... Lu 0.00 it Beam Depth 11.250 in Right Cantilever 4.00ft .....Lu 0.00 ft Member Type Sawn I Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 30. 000 pcf I E 1,300.0 ksi Full Length Uniform Loads Center DL I 20.00 #/ft LL . 55.00 #Jft Left Cantilever DL #Ift LL #/ft Right Cantilever DL 20.00 #Jft LL 55.00 #/ft Deflections Center Span... Dead Load 55 Total Load Left Cantilever... Dead Load Total Load Deflection I -0.060 in -0.238 in Deflection 0.000 in 0.000 in ...Location 6.505 it 6.715ft ...LengthlDefl 0.0 0.0 ...Length/Defl 2,698.0 681.78 Right Cantilever... - Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.041 in 0.205 in U @ Center 0.090 in ...IengthJDefl 2,369.5 469.3 @ Left 0.000 in - @ Right 0.061 in StressCaics ... Bending Analysis Ck 27.960 Le 0.000 ft Sxx 31.641 in3 Area 16.875 1n2 Cf 1.000 Rb 0.000 Cl 0.000 MaxMoment Sxx Reg'd Allowable fb @ Center I 1.70 k-ft 18.61 1n3 1,093.75 psi Left Support 0.00 k-ft 0.00 in3 1,093.75 psi @ Right Support 0.63 k-ft 6.89 in3 1,093.75 psi Shear Analysis @ Left Support Right Support Design Shear I 0.67 k 0.76 k Area Required 3.139 in2 3.565 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction I 0.52 k Bearing Length Req'd 0.550 in Max. Right Reaction 0.89 k Bearing Length Req'd 0.950 in Title; Hendrickson Residence Job # Dsgnr: TL Date: 2:48PM. 7 NOV 04 Description: Scope: User: KW-0606136. Ver 5.8.0. 1.Dec-2003 (c)1983-2003 ENERr.ALC Fnneering Software Description Cantilevered Joist General Timber Beam Page 2 hendrckson.ecv:C&cr,Ietaos LQuery Values M, V, & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00k-ft 0.48 k 0.0000 in © Right Cant. Location = 0.00 ft 0.00k-ft 0.48 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in kL- Floor Joists Businm TJ.Bearn(TM) 6.10 Serial Number: 7003024364 11 7/8 TJI® 110 @ 16" olc C>Frio V1 oz User: 2 111612004 2:35:31 PM Pagel Engine Version: 1.10 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I Overall LHrnension: 28 Jv tsr s' 6- 146"A 13,61, Pioduct Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 14.5 Dead, 3.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LivelDeadlUpliftllotal 1 Stud wall 5.13" 3.88" 347/135 10/482 A3: Rim Board 1 Ply 1 1/4" x 117/8" 0.8E TJ-Strand Rim Board® 2 Parallam PSL Beam 5.13' 5.13" 911 /399 / 0/1310 BI: Blocking I Ply 11 7/8" TJI® 110 3 Stud wall 5.13' 3.88" 327/120 /0 / 447 A3: Rim Board 1 Ply 1 1/4" x 117/8" 0.8E TJ-Strand Rim Board® -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builders guide for single family residential applications. Limits: End supports, 3 1/2". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S I BUILDERS GUIDE for detail(s): A3: Rim Board,B1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -669 -621 1716 Passed (36%) Rt. end Span I under Floor loading Vertical Reaction (Ibs) 1310 1310 2320 Passed (56%) Bearing 2 under Floor loading Moment (Ft-Lbs) -1794 -1794 3015 Passed (60%) Bearing 2 under Floor loading Live Load Deti (in) 0.128 0.354 Passed (U999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defi (in) 0.165 0.708 Passed (11999+) MID Span I under Floor ALTERNATE span loading TJPro 46 45 Passed Span 1 -Deflection Criteria: STANDARD(LL:L1480,TL:L/240).. ' -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. 'TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.4 PROJECT INFORMATION: Hendrickson Residence OPERATOR INFORMATION: Tecla Levy DanTec Associates 1711 Lobelia Ct Carlsbad, CA 92009 Phone :760213-0961 Fax : 760 476-1854 dantec2sbcglobal.net Copyright 2003 by Trus Joist, a Weyerhaeuser Business T3I,TJ-Beamr and Paraiiamr.. are registered trademarks of Trus Joist. e-I Joist",Pro" and TJ-Pro' are trademarks of Trus Joist. C:\tiata\DanTec Associates Projects 2004\Projects 2004\Bendrickson\Fioor Joist2 span floor joists.sms 140 T4tMt Floor Joists TJ-BeamfrM)61oSeriaNumber:7003O24364 11 718" TJI® 110 ( 16" olc leer'2 11/6/2004 2:35:31 PM 1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. I Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Hendrickson Residence Tecla Levy DanTec Associates 1711 LobeliaCt Carlsbad, CA 92009 Phone :760213-0961 Fax :760476-1854 dantec2sbcglobalnet Copyright '- 2003 by Trus Joist, a Weyerhaeuser Business TJI.l',TJ-Seamt and tarallaeu are registered trademarks of True Joist. a-I Joist", Pro and TJProe. are trademarks or Trus Joist. C:\Data\DanToc Associates Projects 2004\Projects 2004\01endr1cksc.n\Floor Joist2 span floor joists.slns Ijqj4i4t Floor Joists TJ-Beam(TM) 6.10 Serial Number: 7003024364 11 718" TJI() 1 10 © 16" 0/c User: 2 1116/2004 2:35:31 PM Page 3 Engine Version: l.1a3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED - Load Group: Primary Load Group I 14 ^ 1.88" 13' 1.88" Max. Vertical Reaction Total (lbs) 482 1310 447 Max. Vertical Reaction Live (lbs) 347 911 327 Selected Bearing Length (in) I 3.88(W) 5.13(W) 3.88(W) Max. Embraced Length (in) 32 32 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) I 125 -189 181 -110 Max Shear (lbs) 127 -204 195 -112 Member Reaction (lbs) 127 399 112 Support Reaction (lbs) 135 399 120 Moment (Ft-Lbs) I 343 -546 269 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Design Shear (lbs) 410 -621 594 -362 Max Shear (lbs) I 416 -669 641 -368 Member Reaction (lbs) 416 1310 368 Support Reaction (lbs) 442 1310 394 Moment (Ft-bbs) 1128 -1794 883 Live Deflection (in) I 0.085 0.055 Total Deflection (in) 0.123 0.079 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) I 449 -584 231 -57 Max Shear (lbs) 455 -630 248 -59 Member Reaction (lbs) 455 878 59 Support Reaction (lbs) 482 878 67 Moment (Ft-bbs) I 1351 -1239 75 Live Deflection (in) 0.128 -0.051 Total Deflection (in) 0.165 -0.038 I ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 85 -226 544 -414 Max Shear (lbs) 87 -243 588 -421 Member Reaction (lbs) 87 831 421 Support Reaction (lbs) I 95 831 447 Moment (Ft-bbs) 163 -1102 1154 Live Deflection (in) -0.046 0.100 - Total Deflection (in) -0.027 0.123 PROJECT INFORMATION: Hendrickson Residence OPERATOR INFORMATION: Tecla Levy DanTec Associates 1711 Lobelia Ct Carlsbad, CA 92009 Phone: 760 213-0961 Fax : 760 476.1854 dantec2@sboglobal.net Copyright 200.3 by Trus Joist, a Weyerhaeuser Business TJI',TJ-Beare and Paraiiam- are registered trademarks of Trus Joist. c-I Joist'", Pro'" and TJ-Pro'" are trademarks of Trus Joist. C:\Data\banlec Associates Projects 2004\Projects 2004\Hendricksori\Fioor Joist2 span floor joists.sms 14nl' Floor Joists Arhae,icer Businee TJ.Deam(TM) 6.10 Serial Number: 7003024364 11 7/8" TJI® 1 10 @ 16" 0/c User: 2 111612004 2:40:42 PM Pagel Engine Version: t10 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ePiw' 3 1p MM I I L4Sk9 Product Diagram is Conceptual. 3.5 LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 14.5 Dead, 3.0 Partition SUPPORTS: Ply Depth Nailing Detail Other Depth N/A N/A N/A A3: Rim Board I Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Parallam PSL 5.13" Hanger 389/170 / 01559 N/A NIA N/A Hi: Top Mount None Beam Hanger -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S I BUILDERS GUIDE for detail(s): A3: Rim Board,H1: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 HI: Top Mount Hanger NONE FOUND 0/12 0 N/A NIA N/A N/A DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 526 -526 1560 Passed (34%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 526 526 1350 Passed (39%) Bearing 2 under Floor loading Moment (Ft-Lbs) 1806 1806 3015 Passed (60%) MID Span I under Floor loading Live Load Defi (in) 0.163 0.343 Passed (1J999-F) . MID Span 1 under Floor loading Total Load Defi (in) 0.234 0.686 Passed (1-1705) MID Span 1 under Floor loading TJPro 45 45 Passed Span I -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Hendrickson Residence OPERATOR INFORMATION: Tecla Levy DanTec Associates 1711 Lobelia Ct Carlsbad, CA 92009 Phone: 760 213-0961 Fax :760476-1854 dantec2©sbcglobal.net Copyright 2003 by Trus Joist, a Weyerhaeuser Business TJI, TJ-Beam and Paraliam' are reaistered trademarks of Trus Joist. a-S Joist", Pro" and TJ-Pro"' are trademarks of True Joist. C:\Data\DanTec Associates Projects 2004\Projects 2004\Hendricksori\Fioor ,joist3 span floor joists option 3.5rss Input Bearing Vertical Reactions Width Length (Ibs) Live/Dead/Uplift/Total Stud wall 5.13" 3.88" 384/16810/553 1 t '1iwk4t Floor Joists 3.c TJ-Beam(TM) 6.10 Serial Number: 7003024364 11 718" TJI® 110 © 16" 0/c User. 2 11112004 740-47 PM Page Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24' Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.4 I ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, I and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. I PROJECT INFORMATION: Hendrickson Residence OPERATOR INFORMATION: Tecla Levy DanTec Associates 1711 LobeliaCt Carlsbad, CA 92009 Phone: 760 213-0961 Fax : 760 476-1854 dantec2sbcglobal.net Copyright - 2003 by True Joist, a Weyerhaeuser Business T.YI-,T,7-Beand and parallare* are registered trademarks of True Joist. e-I Joist", Pro' and TJ-Pro'" are trademarks of True Joist. C:\Data\DanTec Associates Projects 2004\Projects 2004\Hendrickson\Eioor Joist3 span floor joists option 3.sms D ;A Floor Joists TJ-8eamTM) 610 Serial Nu 70O3024364 11 718" TJI® 110 @ 16" olc User.2 1116120042:40:42 PM Page 3 Engine Version. 1 10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 1 13' 8.75" Max. Vertical Reaction Total (lbs) 553 559 Max. Vertical Reaction Live (lbs) 384 389 Selected Bearing Length (in) I 3.88(W) 1.75(W) Max. tinbraced Length (in) 32 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) I 158 -160 Max Shear (lbs) 160 -160 Member Reaction (lbs) 160 160 Support Reaction (lbs) 168 170 Moment (Ft-Lbs) I 550 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 520 -526 Max Shear (lbs) I 526 -526 Member Reaction (lbs) 526 526 Support Reaction (lbs) 553 559 Moment (Ft-Lbs) 1806 I Live Deflection (in) 0.163 Total Deflection (in) 0.234 c37 PROJECT INFORMATION: Hendrickson Residence OPERATOR INFORMATION: Tecla Levy DanTec Associates 1711 Lobelia Ct Carlsbad, CA 92009 Phone: 760 213-0961 Fax : 760 476-1854 dantec2@sbcglobaLnet Copyright 2003 by True Joist, a Weyerhaeuser Business rJI4-, TJ-Beam-- and Parallam are registered trademarks of Trus Joist. a-I Joist", Pro" and TJ-Pro" are trademarks of True Joist. C:\Data\DanTec Associates Projects 2004\Projects 2004\Hendrickson\Floor .loist3 span floor joists option 3.sss Lj U L :j1- Associates 1711 Lobelia Ct. Carlsbad CA PROJECT: t-f dc/ccô PAGE - Tel 760213.0961111PARED BI: Fax 760.476.1854 IDATE dantec2@Sbcglobah net -. .... iLLLJliT IT -- — — — ii II — ---— _L ........J4i ............................1XtI -4 ±jx 1.Jj4f -4 • H017f7 cT* 4L.44J ....-. I 117-00 — - ..... _..---_ ii f1 I .........LHF .J_ i4L2L HHJ. ...... -- . ..4... ............_J.........I... ..._ L ...... H -iiTiiiin -H -T ii IEE I I I tT LI_I I— _ i--i- I - r1T 1 r H __ H H H f '•-. ',, Associates 1711 Lobelia Ct. PROJECE PAGE -OF Carlsbad CA Tel 760.213, 0961 PREPARED BY- dantec2@Sbcglobal.net Fax 7610.476 1854 bATE darwec2@Sbcglobal.net - •. 7TL_________ vupilotl Or L- Vwv 1 ---- .-..--. - 1 &XLLf3~F JL - (,Jrvuy,tu , fokcjk 1L*9: _11 45P/4 5 fi J?)•f'cP )ç j('/ zo_#________ -- __ - H-- __ VID ptr Is IwA ' 11T11: FJ - i1 Ti1M[UTf o7 __ - 1 lI1I4J 7J _izr1 jJI i 4/ 14±2 1 3 /32/rH ----'--------- — i---- (Lit I i7'11fli:1k t_ I___•_i X J1± L1i y9-( is 11LT14:4fli I T:F-Htb __ H H-iHHH I . I - I Associates 711 Lobelia Ct. PAGE OF Carlsbad CA II-Oodrf'cksoq 40 Tel 760.230961 PREPAREOBY 1 Fax 760.476.1854 dante L__._ - Title: Hendrickson Residence Job# Dsgnr: IL Date: 1:45PM. 14 NOV 04 Description: 'we: s000uu User. KWM606136, Ver 5.80, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description Lateral Analysis Scope: Multi-Story Seismic Forces Page 1 headr,ekssr, eea':Catcua9ons General Information Calculations are designed to 1997 UBC Requirements Seismic Zone 4 Building period 0.319 sec (JBC 1630.2.3 Simplified Static Force Procedure Hn to Top Level 19.00 ft Ground Floor Area 1,028.0 ft2 Ct: Construction Type Factor 0.035 Occupancy Category Standard Occupancy Max Element Story Shear R rmax 0.67 Seismic Importance Factor I 1.00 p : Reliability Factor = 2 - 201(r:max *sqrt(Ab)) 10690 Determine Na & Nv... Site Distance From Known Source 10km Calculated Values LJBC 1630.2.1 Seismic Source Type Seismic Dead Load (Calculated From Story B : All Faults other than Type A or C Table on "Building Forces" Tab W = 56.0 k Seismic Coefficients Na = 1.00 Nv = 1.00 Soil Profile Type SD Seismic Coefficients Ca = 0.44 Cv = 0.64 Structural System... Bearing Wall System : la:Light Framed Walls w 1 a:Light Framed Walls with Shear Panels, Wood structural pan Overstrength & Global Ductility Coefficient R = 5.500 Seismic Force Amplification Factor Omega = 2.800 Structure Height Limit 65.0 ft Calculated Base Shear V=Cv I W / (RT)= 20.5 k Min.Base Shear V = 0.11 Ca 1W = 2.7 k Zone 4: Min.Base Shear V=0.8 Z Nv I R / W= 3.3 k Base Shear Max Limit V=2.5CalWIR= 11.2k Final Calculated Values Horiz Seismic Factor ' Eh /W = 0.200 Vertical Seismic Factor Ev /D = 0.220 V:flesign Base Shear 11.2k Ft: Top Force 0.000 k Eh *p 12.0k Ern Omega *Eh 31.4k Building Seismic Forces rWeight Height WI * Hi Ft Fx Lateral Story Shear Story Momenti Level Wi Hi Force @ Level Force k It k-ft k k k k k-ft 2 24.00 20.00 480.0 6.857 6.857 1 32.00 9.50 304.0 4.343 4.343 6.857 72.000 Total Base Shear 11.200 k Base Overturning Moment 178.400 k-ft Diaphragm Forces I T Weight Lateral Force Summation 61 I Lateral Forces Level Wpx © this Level Above k k k 2 .24.00 6.86 I 1 32.00 4.34 Summation of MinReq'd Level Weights Force @ Level k k Calculated Max Reqd Diaphragm Force @ Level Force @ Level Force: Fpx k k k 6.857 10.560 6.857 6.400 14.080 7.040 6.86 24.000 1.000 11.20 56.000 1.000 I Jf Ie.t 7 I w I4' I IL) (4, C" 0' 5' 10' 15' 15' 10' 5, 186.8 _ 1534 44414 I t I '!I$ T I i 'I'! It I I Ity 53.4 1931 D-1 cD 1 co N LO LO pP p ---- 35, 30' 25 20' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 42 Hendrickson.wsw WoodWorks® Shearwalls 2004 Nov. 14, 2004 18:40:58 Level 2of2 40' IL)1 7 p.&- P (.3") 46 p/f .67 t4l 173k 4 p/ 647 p.c (239 pif W4 6,6~fic/ (a) Loads Shown: Eh; Forces: Eh/1 .4 + 0.91D 25' 15' 10' 5, Wood Works® ShearwaUs SOFTWARE FOR WOOD DESIGN 4 Hendrickson.wsw WoodWorksO Shearwalts 2004 Nov. 14, 2004 18:40:58 Level of 2 40' 118.2 717 A At t A A A IL A A A L I AA A A I A A ('A LA -4 A 35 I 1 I 118.2 222.0 0' 5' 10' 15' 20' 25' 30' 35' 40' IJ5 4, 22 lao 4, F , J21f 7I174J?hi 42 i() 1I 16p(f Loads Shown: Eh; Forces: Eh/1.4 + 0.90 Wood Works® Shearwalls SOFTWARE FOR WOOD DESIGN Wood Works® Shearwalls 2004 44 Hendrickson.wsr Nov. 14, 2004 20:44:52 Project Information Company Project DanTec Associates Dennis Hendrickson Residence 1711 Lobelia Ct. 2502 La Golondrina St. Carlsbad, CA La Costa, CA 92009 92009 DESIGN SETTINGS Design Code Wind Standard Seismic Standard UBC 1997 UBC 97 UBC 97 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.71 Seismic + 0.90 Dead Wind Seismic 1.00 1.00 Wind + 1.00 Dead 1.00 1.00 Nail Withdrawal Modification Max Shearwalt Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - - - 4.00 0.00 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 2.0 - - - 2.0 1.5 Shearwalt Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on shear-wall capacity Seismic Materials: Ignore gypsum for exterior walls SITE INFORMATION IBC Occupancy Category 4. Standard Wind Seismic DEC 97 Normal Force Method UBC 97 Static lateral force procedure Design Wind Speed 7 0mph Seismic Zone 4 Exposure Exposure C Soil Profile D Enclosure Partly Enclosed Seismic Source Type: 13 Distance:. I 0 Fundamental Period E-W N-S TUsed 0.189s 0.189s ApproximateTa 0.1893 0.189s Maximum T - - Response Factor R 5.50 5.50 I Wood Works® Shearwalls Hendrickson.wsr Nov. 14, 2004 20:44:52 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev_[ft] Depth _[in] Height [ft] Ceiling 20.00 0.0 Level 10.00 12.0 10.00 Level 0.00 0.0 9.00 Foundation 0.00 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story E-W Ridge LocationX,Y= 0.00 0.00 North Side 37.0 2.00 Extent X,Y= 38.00 30.50 South Side 37.0 2.00 Ridge Location, Offset 15.25 0.00 East Hip 37.0 2.00 Ridge Elevation, Height 31.49 11.49 West Hip 37.0 2.00 2 Wood Works® Shearwalls Hendrickson.wsr Nov. 14, 2004 20:44:52 4( MATlAt Q h, WAI I (DrIID Grp Wall Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg 19d Blkg Framing Members Species [in] G Spc Apply Notes 1 Ext Structural I 3/8 Vert 8d Nail 3 12 yes D.Fir-L 0.50 16 2,3 2 Ext Structural I 3/8 Vert 8d Nail 6 12 yes D.Fir-L 0.50 16 3 3 Ext Structural I 3/8 Vert 8d Nail 4 12 yes D.Fir-L 0.50 16 2,3 ivotes: Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 3 I I I 1 I I I I I I I I I I I I I I I Wood Works® Shearwalls Hendrickson.wsr Nov. 14, 2004 20:44:52 47 SHEARLINE. WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) X Øt] Start End [ft] [ft (ft] Line I Level 2 Line 1, Level 2 NSW 0.00 0.00 23.00 23.00 0.00 10.00 Wall 1-1 WSW 0.00 0.00 17.00 17.00 17.00 Level 1 Line 1, Level 1 SW 3,1,2 0.00 0.00 23.00 23.00 6.00 9.00 Wall 1-2 SW 3,1,2 0.00 17.00 23.00 6.00 6.00 Wall 1-1 NSW 0.00 0.00 11.00 17.00 17.00 Line 2 Level 2 Line 2, Level 2 SW 2 12.00 2.50 30.50 28.00 13.50 10.00 Wall 2-2 SW 2 12.00 17.00 30.50 13.50 13.50 Wall 2-1 NSW 12.00 0.00 2.50 2.50 0.00 Level I Line 2, Level 1 NSW 12.00 0.00 30.50 30.50 0.00 9.00 Wall 2-1 NSW 12.00 0.00 2.50 2.50 0.00 Wall 2-2 NSW 12.00 23.00 30.50 7.50 7.50 Line 3 Level 2 Line 3, Level 2 SW 2 38.00 250 30.50 28.00 9.50 10.00 Wall 3-2 Sw 2 38.00 13.50 23.00 9.50 9.50 Wall 3-1 NSW 38.00 2.50 13.50 11.00 11.00 Wall 3-3 NSW 38.00 23.00 30.50 7.50 7.50 Level I Line 3, Level 1 SW 3,1,2 38.00 2.50 30.50 28.00 9.50 9.00 Wall 3-2 SW 3,1,2 38.00 13.50 23.00 9.50 9.50 Wall 3-1 NSW 38.00 2.50 13.50 11.00 11.00 Wall 3-3 NSW 38.00 23.00 30.50 7.50 7.50 East-West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y [ft] Start End (ft] [ft] (ft Line A Level 2 Line A, Level 2 SW 3 2.50 0.00 38.00 38.00 9.00 10.00 Wall A-3 SW 3 2.50 29.00 38.00 9.00 9.00 Wall A-i NSW 0.00 0.00 12.00 12.00 12.00 Wall A-2 NSW 2.50 12.00 29.00 17.00 17.00 Level I Line A, Level 1 SW 1,2 2.50 0.00 38.00 38.00 9.00 9.00 Wall A-3 SW 1,2 2.50 29.00 38.00 9.00 9.00 Wall A-i NSW 0.00 0.00 12.00 12.00 12.00 Wall A-2 NSW 2.50 12.00 29.00 17.00 17.00 Line B Level 2 Line B, Level 2 NSW 17.00 0.00 12.00 12.00 0.00 10.00 Wall B-i NSW 17.00 0.00 12.00 12.00 12.00 Line C Level I Line C, Level 1 NSW 23.00 0.00 12.00 12.00 0.00 9.00 Wall C-i NSW 23.00 0.00 12.00 12.00 12.00 Line Level 2 Line D, Level 2 Sw 2 30.50 12.00 38.00 26.00 7.50 10.00 Wall D-2 SW 2 30.50 22.00 29.50 7.50 7.50 Wall 0-3 NSW 30.50 29.50 38.00 8.50 8.50 Wall 0-1 NSW 30.50 12.00 22.00 10.00 10.00 Level I Line D, Level 1 SW 2 30.50 12.00 38.00 26.00 13.50 9.00 Wall 0-2 SW 2 30.50 24.50 38.00 13.50 13.50 Wall b-i NSW 30.50 12.00 24.50 12.50 12.50 4 I Wood Works® Shearwafis Hendrickson.wsr Nov. 14, 2004 20:44:52 I Loads 49 WINI) HFAR I flAflS Level I Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psfj Ht Case Dir Dir Start End Start End [ft] Manual W W->E Wind Line 0.00 2.50 24.6 Manual N E->W Lee Line 0.00 2.50 24.6 Manual S S->N Wind Line 0.00 2.50 24.6 Manual S N->S Lee Line 0.00 2.50 24.6 5 I Wood Works® Shearwafis Hendrickson.wsr Nov. 14, 2004 20:44:52 49 DEAD LOADS (for hold-down calculations) Name Shear Line Level Profile Tributary Width (ft] Location Eft] Start End Mag (Ibs,psf,psi] Start End Line B A 2 Line 29.00 38.00 326.0 Line E D 2 Line 22.00 29.50 153.4 Line 2 2 2 Line 17.00 30.50 158.0 Line 3 3 2 Line 13.50 23.00 158.0 Line B A 1 Line 29.00 38.00 222.0 Line B D 1 Line 24.50 38.00 118.2 Line 1 1 1 Line 17.00 23.00 132.0 Line 3 3 1 Line 13.50 23.00 127.0 I Wood Works® Shearwalls Hendrickson.wsr Nov. 14, 2004 20:44:52 1 so SEISMIC LOADS Level 2 Force Profile Location (ft] Mag [Ibs,plf,psf] Dir Start End Start End E->W Line 0.00 17.00 253.5 253.5 Line 17.00 30.50 173.4 173.4 N->S Line 6.00 12.00 153.4 153.4 Line 12.00 38.00 186.8 186.8 Level I Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End Line 0.00 23.00 160.0 160.0 E->W Line 23.00 30.50 110.0 110.0 N->S Point 12.00 12.00 2392 2392 N->S Line 0.00 12.00 71.7 71.7 N->S Line 12.00 38.00 118.2 118.2 All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of 0.71 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. 7 Wood Works® ShearwaHs - Hendrickson.wsr Nov. 14, 2004 20:44:52 Flexible Diaphragm Seismic Design SHEAR RESULTS North-South W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Gp Dir tnt Ext V [Ibs] VIL V(FHS tnt Ext Co C Total V [lbs] Resp. Line I Level I Ln1, Levi 3 Both 1.0 1.0 2438 106.0 406.3 430 1.00 S 430 2580 0.94 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 1.0 2392 85.4 177.2 280 1.00 S 280 3780 0.63 Line 3 Lri3, Lev2 2 Both 1.0 1.0 1735 61.9 182.6 280 1.00 S 280 2660 0.65 Level I Ln3, Levi 3 Both 1.0 1.0 3815 136.3 401.6 430 1.00 S 430 4085 0.93 East-West W For 141W Fact. Shear Force [pit] Allowable Shear (pit] Crit. Shearlines Gp Dir tnt Ext V [Ibs] VIL VIFHS mt Ext Co C Total V [Ibs] Resp. Line A Level 2 LriA, Lev2 3 Both 1.0 1.0 2801 73.7 311.3 430 1.00 S 430 3870 0.72 Level I LnA, Levi 1 Both 1.0 1.0 4651 122.4 516.8 550 1.00 S 550 4950 0.94 Line D Level 2 LnD, Lev2 2 Both 1.0 1.0 1949 75.0 259.8 280 1.00 S 280 2100 0.93 Level I LnD, Levi 2 Both 1.0 1.0 3317 127.6 245.7 280 1.00 S 280 3780 0.88 L.- Sheathing Combination: A- AGO capacities; - strongest only; X- Strongest or twice weakest. Wood Works® Shearwalls Hendrickson.wsr Nov. 14, 2004 20:44:52 Iz DRAGSTRUT AND HOLDDOWN FORCES Level I Line- Position on Wall Location [It) Hoiddown Force jibs] Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force [Ibs] Line I 1-2 Left Wall End 0.00 17.00 3870 396 3514 1802 1-2 Right Wall End 0.00 23.00 3870 396 3514 Line 2 Line 2 Vert. Element 12.00 17.00 2800 1067 1840 Line 2 Vert. Element 12.00 30.50 2800 1067 1840 Line 3 3-2 Left Wall End 38.00 13.50 6670 1354 5452 1499 3-2 Right Wall End 38.00 23.00 6670 1354 5452 1022 Line A A-3 Left Wall End 29.00 2.50 9250 2466 7031 3550 A-3 Right Wall End 38.00 2.50 9250 2466 7031 Line D Line 0 Vert. Element 22.00 30.50 2800 575 2282 D-2 Left Wall End 24.50 30.50 2520 798 1802 1595 Line 0 Vert. Element 29.50 30.50 2800 575 2282 0-2 Right Wall End 38.00 30.50 2520 798 1802 Level 2 Line- Position on Wall Location [ft] Hoiddown Force [Ibs) Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force [Ibs] Line 2 2-2 Left Wall End 12.00 17.00 2800 1067 1840 1452 2-2 Right Wall End 12.00 30.50 2800 1067 1840 Line 3 3-2 Left Wall End 38.00 13.50 2800 751 2125 681 3-2 Right Wall End 38.00 23,00 2800 751 2125 465 Line A A-3 Left Wall End 29.00 2.50 4300 1467 2980 2138 A-3 Right Wall End 38.00 2.50 4300 1467 2980 Line D D-2 Left Wall End 22.00 30.50 2800 575 2282 750 0-2 Right Wall End 29.50 30.50 2800 575 2282 637 veaci load contribution to combined force is factored by 0.90 load combination factor 9 Wood Works® Shearwafls - Hendrickson.wsr Nov. 14, 2004 20:44:52 53 Rigid Diaphragm Seismic Design SHEAR RESULTS North-South W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Gp Dir mt Ext V [Ibsi V/I VIFHS mt Ext Co C Total V [Ibs] Resp. Line I Level I Lni, Levi 1 Both 1.0 i_a 3012 130.9 501.9 550 1.00 S 550 3300 0.91 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 1.0 2595 92.7 192.2 280 1.00 S 280 3780 0.69 Line 3 Ln3, Lev2 2 Both i_a 1.0 1832 65.4 192.8 280 1.00 S 280 2660 0.69 Level I Ln3, Levi 1 Both 1.0 1.0 4324 154.4 455.2 550 1.00 S 550 5225 0.83 East-West W For HM Fact. Shear Force [pit] Allowable Shear (pit] Crit. Shearlines Gp Dir mt Ext V (lbsj VIL V/FHS mt Ext Co C Total V [Ibs] Resp. Line A Level 2 LriA, Lev2 3 Both 1.0 1.0 3080 81.0 342.2 430 1.00 5 430 3870 0.80 Level I LnA, Levi 1 Both 1.0 1.0 4764 125.4 529.3 550 1.00 5 550 4950 0.96 Line 0 Level 2 LnD, Lev2 2 Both 1.0 1.0 1931 74.3 257.4 280 1.00 S 280 2100 0.92 Level I LnD, Levi 2 Both 1.0 1.0 372 137.4 264.6 280 1.00 S 280 3780 0.95 r1 1L4u .U(J1Iy&O( UIIIy, A- .UUitCC tx twice WeaKest. 10 WoodWorks® Shearwalls Hendrickson.wsr Nov. 14, 2004 20:44:52 DRAGSTRUT AND HOLODOWN FOR(F Level I Line- Position on Wall Location [ft) Hoiddown Force fibs] Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmbd Force [Ibs] Line I 1-2 Left Wall End 0.00 17.00 4950 396 4594 2226 1-2 Right Wall End 0.00 23.00 4950 396 4594 Line 2 Line 2 vert. Element 12.00 17.00 2800 1067 1840 Line 2 Vert. Element 12.00 30.50 2800 1067 1840 Line 3 3-2 Left Wall End 38.00 13.50 7750 1354 6532 1699 3-2 Right Wall End 38.00 23.00 7750 1354 6532 1158 Line A 14-3 Left Wall End 29.00 2.50 9250 2466 7031 3636 14-3 Right Wall End 38.00 2.50 9250 2466 7031 Line D Line 0 Vert. Element 22.00 30.50 2800 575 2282 0-2 Left Wall End 24.50 30.50 2520 798 1802 1717 Line D Vert. Element 29.50 30.50 2800 575 2282 0-2 Right Wall End 38.00 30.50 2520 798 1802 Level 2 Line- Position on Wall Location fft] Hoiddown Force [Ibs] Draystrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force [Ibs] Line 2 2-2 Left Wall End 12.00 17.00 2800 1067 1840 1575 2-2 Right Wall End 12.00 30.50 2800 1067 1840 Line 3-2 Left Wall End 38.00 13.50 2800 751 2125 720 3-2 Right Wall End 38.00 23.00 2800 751 2125 491 Line A 14-3 Left Wall End 29.00 2.50 4300 1467 2980 2350 14-3 Right Wall End 38.00 2.50 4300 1467 2980 Line 0-2 Left Wall End 2200 30.50 2800 575 2282 743 0-2 Right Wall End 29.50 30.50 2800 575 2282 631 ......... "..'.• 1- LI I(JØU L.tjlljljfl ,aCIUI, Id.LUr 11 5, cA-3 51 25' 30' 35' 40' I! LL I Level 2of2 I I I 1 I I I I I I 1 1 I I 1 I I Wood Works® Shearwalls SOFTWARE FOR WOOD DESIGN Wood Works® Shearwails 2004 Nov. 14, 2004 18:40:59 40' vj9 ptx s1+-vFA-kw1+u5 ( PZ A-O0I1?i) 35. 30 / -r TPT 25' 20' ) 15' A-2 A-i 0' 5' 10' 15' 20' LeevL: Cce-E Cftp(ALe) - ctrAr:? (FLA. TbLR.' CEE 9c-p(1tL4) 30' 15 5* A-2 19 40' 15' 20' 25' I Level 1 of 2 I I I I I I I I I I. I I I I WoodWorks® Shearwafls SOFTWARE FOR WOOD DESIGN WoodWorks) Shearwals 2004 Nov. 14, 2004 22:58:44 FLOOY A'LL.S (rai'e /uøtn) 40 Lfrto(: CceE SCfttLE) -, -OLJOW cc S a-•&1X4 10' 35' 20' 15' 10' 5, 25' 0' S4950 D 396 El J Wood Works® Shearwalls SOFTWARE FOR WOOD DESIGN 15 Hendrickson.wsw WoodWorksO ShearwaUs 2004 Nov. 14, 2004 18:40:58 Elevation View, Shearllne 1, at X0 ft. Level I To 2. Rigid Diaphragm Seismic Design. Units = Ibs, pif LGJt? 1. - UJAL-1 &R DOW 25' SCk1)tA L&) 1c>•- WLvou) (,~eT ,S~Cj-j-eptALI) Elevation View, Shearline 2, at X=12 ft. Level 2. Rigid Diaphragm Seismic Design. Units = Ibs, pif LE-]L, Wood Works® ShearwaUs SOFTWARE FOR WOOD DESIGN Hendnckson.wsw Wood Works€) ShearwaRs 2004 Nov. 14, 2004 18:40:58 25' 20' 15 10' Cnal 5' 35' Lee noi; WA~L C'rzoup C.' C HED(4 LE) [r•rrAF (r-tjz mFUZ) ceVU L '" (T SCt4DUL Wood Works® Shearwalls SOFTWARE FOR WOOD DESIGN 5 j: Hendrickson.wsw WoodWorks Shearwalls 2004 Nov. 14, 2004 18:40:58 Elevation View, Shearline 3, at X=38 ft. Level I To 2. Rigid Diaphragm Seismic Design. Units = Ibs, pif -3-1--- - _ 720 491 - LX~l 192.8 192.8 2a00 -I 7c1 2S0i. 1!.1 I - 3-1 ,32, , i, 3-3 1699 'N 0 127. ./ , 1158 00 / cued flr &rJt 455.2 -:1 11LZ 42 .. 4552 - 25 15 10' 5, 4T7 5, ,,u D1354 20' 25' 30' 35, t'JfttL GZO1P ._) .C.r4DI14L) M - .cTPA-P Ic- 7 - (SE sfl-k) fl WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN (O I Hendrickson.wsw WoodWorks® Shearwalts 2004 Nov. 14, 2004 18:40:58 I 30' Elevation View, Shearline A, at Y=O To 2.5 ft, Level I To 2. 25' Rigid Diaphragm Seismic Design. Units =lbs,plf A-I 3'8o I 20' A'T 235 \326.0// I bi xriE3 Joi1 15 342.2 342.2 / 342.2 \ 4764 - - - - - - I--- - 10 S4300 I A-I A-2 363( 222.6 D 1467 I 5' /529.3 U 529.3 -. 529.3 0 250 f S9250 D 2466 0' 5' 10' 15' 20' 25' 30' kiAtL &'ZDt4t° cCff tF-- nzMo (~ cc,fv4 L-E) - LDOWW.0 (.c .ccfttDWLE) , -' Th 012 - --- 631 153.4 D / I 257.4 N 257.4 Hh ' 2 r!!i2v< L, Wood Works® Shearwafis SOFTWARE FOR WOOD DESIGN (4 I Hendrickson.wsw Wood Works@) Shearwalls 2004 Nov. 14, 2004 18:40:58 I I Elevation View, Shearline D, at Y=30.5 ft, Level I To 2. Rigid Diaphragm Seismic Design. Units = lbs pit 1931 -- 1 72 wr" D P - c I ___ 257.4 3572 - Yk çJ?tJ\ (J cd1k I - 264.6 264.6 J I 1 S2520 0' D 575 0 798 D 575 0 798 10' 15' 20' 2 ~ 0 0 35' 40' I d,IztP U I - 0Wr(se6 CCf&ULC01A I 25' 20' 15' 10' 5, - - - - - - - - - - - - - - - - - - DANTEC ASSOCIATES PROJECT: HENDRICKSON NAILING SCHEDULE: MATERIALS BY WALL GROUP WALL GROUP SURF MATERIAL SHEATHING THICK (in) ORIENT FASTENERS SIZE TYPE SPCG (in) EDG FLD FRAMING MEMBERS(In) BLKG SPECIES G SPC 1 Ext Structural 1 3/8 Vert 8d Nail 3 12 Yes D.Fir - L 050 16 2 Ext IStructural 1 3/8 Vert 8d Nail 6 12 Yes D.Fir - L 0.50 16 3 Ext IStructural 1 3/8 Vert 8d Nail 4 12 Yes D.Fir - L 0.50 16 - - - - - - - - - - - - - - - - - - - DANTEC ASSOCIATES PROJECT: HENDRICKSON REQUIRED SPACING FOR SHEAR TRANSFER CONNECTIONS AT TOP OR BOTTOM OF WALL MAXIMUM ALLOWABLE SPACING: INCHES ON CENTER TYPICAL SHEARWALL EDGE NAIL SPACING 16d SINKERS 16d COMMONS 114"D (4) LAG SCREWS (1) "A35" ANCHORS "A34" ANCHORS SILL & ANCHOR BOLTS 6" o.c. 7 8 18 32 28 42 4"oc, 41/2 51/2 12 24 18 28 3"o.c, 31/2 4 9 16 14 18 DANTEC ASSOCIATES STRAP SCHEDULE: FLOOR TO FLOOR HOLDOWN (VERTICAL) MARK STRAP NAILS EACH END SPACING STUD SIZE OR BLK CAPACITY A CS16 8 - lOd 2 ROWS 1 1/2" O.C. (1) - 2x 950 B CSI6 14-10d 2 ROWS I 1/2" O.C. (1)-2x 1650 C MSTA30 22 - lOd 2 ROWS 1 1/2" O.C. (1) - 2x 1685 D LSTI73 24 - lOd 2 ROWS 1 1/2' O.C. (1) - 2x 2910 E CMSTI4 22 - lOd 2 ROWS 1 1/2" O.C. (2) - 2x 3200 HOLDOWN ANCHOR SCHEDULE MARK HOLDOWN ANCHOR REQ'D. END STUD CONNECTION TO STUD ANCHORS IN CONCRETE CAPACITY IA PHD2 2 - 2x 10 - SDS 1/43 WS 5/8" DIA x 6" EMBED. 3610 1 PHD5 2 - 2x 14 - SIDS 1/43 WS 5/8" DIA x 8" EMBED. 4685 IC PHD6 I - 4x 18 - SIDS 1/40 WS 7/8" DIA x 8" EMBED. 5860 ID PHD8 1 - 4x 24 - SIDS 1/43 WS 7/8" DIA x 10" EMBED. 6730 IE HDBA 1-4x 3 - 7/8" DIA BOLTS 718" DIA x 10" EMBED, 7460 PROJECT: HENDRICKSON I! tTE2 UEtWQ At8. 1'rP.NUW.&FA9W*EXT. CAT---,— (IN RJOT. FM SCMD. L . WWFM CGQ j[] 4LL -8W 544U PV1DE 2x GLP. MXiS 4$" Or- *FAF&ALLELFRK&NRM . (e5 MThaoD rm j4 2x 444'i 001_ID 8d EX .6. 0G.— 'A38' A*. OR -' ER . 2x TRJOO OR RAMM FM FM FM MM a SCMM- PLT"D e4EAR1_ I E3 IffwLvl ci 0120 cow ft MM SIVAPPM 10 CC=• TOP FLAW. ML FLA1LD 5T1E5 OR PLWOO WI4J UJAL.L 67 ~WM mm - -__-. - - - -_- - - - rl all I r L iIiIM RtIVi I EI1i1uIV twr PLYWO. SNEAR WALL APPUE DIRECTIONALLY TO (E) mi vew DIAPHRAGM NAILING - ROOF 34 P.W.F.6LL E - Hi W • ANC. eGLT ER Sc cCIIE L4 - FIG F PUt 49 fmLNWD 64EAR WALL PER # I ScI4ED. Ei& WHM oc0 •. •1 s:• ____________ 'il&i iJJi4I ij-'•' . It DAM •1 S B, TIP. ._N'rER fOR T • EXT.. FTG aLT 2x4 OW 0 16 0G. PER SCMD- .iAR ThL - --- - - --- - ---- La qm - - - Moll Ilk p 1lOPiitIT 2*-W MN. LKD.. DJAPI& JOISTS OR FLAT 13LOCKWs IAPHRAGN P4AUJN - ROOF POST —.ONQ4OR CLTh SHEAR WAL.IL APPLIED DIRECTIONALLY 10 (E) STUDS 70 PROM JOIST TO TOP PLATE FLOOR PLY SOLID nzro STRAP HOLD DOWN OVER PANEL (U IF REQD FOR HOLD DOWN INSTALL OVER PANEL EMBEDDED STRAP HOLD DOWN ANCHOR B SHEAR WALL WIDTH___________ UPPER STORY fr—ER . * • * EN 1'74 H1t\ H H H LJJ ii it n ri ii S i I " " ' (Ji\.:. ,—DIAPHR&GM ER 3 \II Ti 11 'U Ti ( '1 f " HOLD DOWN POST - tj ]ROW DOW H 11 SOUD BIXG fr irfPwoE JOIST(S) :±• TOP PLATE I —HEADER BEAM F \ H II t I'1/IL] NOTL HEWER BEAN - / - - I AND EACH SUPPORT I 4 It FOR : I y\-W SSMC WADS t PROM BEAM TO POST I fl I Hj I OVER SHEAR PANEL A W\U GAIL3 Jr uIf II. UQIDDOWN T1 i u i'! fl<1I II - - - EN DUL ROtTED HOW DOWN SHEAR WALL______ WiDTH STUD AT JOINT (3x IF REQD) SOLE PLATE SN TO JOIST OFFSET SIACKI-LJ SHEAR WALL WALL STUD AT JOINT (ax IF REQ"D)- SHEAR WALL PANEL 1'-4 X 1-4 MAXIMUM OPEtGEG SOLE PLATE 11 11 n if 11 n 11 11 !I I! q if II 11 if 11 H H H H i if uml.H 14 12 FROM PANEl. EDGE MUM EACH WAY --ro MAXIMUM ROLE - SHEAR WALL HEIGHT EDGE NAILING: 1'-4 MUUWJM. ABOVE AND BELOW OPENING - /1 1 i\ 3xoR4xawcED(G _P 1 / "ii u N STRAP OVER PANEL-' / N 1'-4 MINIMUM TO WITH EDGE NAILING L_x6'io MAXIMUM PANEL EDGE FM IN STRAP. MINIMUM OPENING SMALL SHEAR WALL OPENINGS I - PIER SHEAR WALI. !IDTH pmEL • wwTH j3jSBE&R PANEL 1/9 PEM axORAxnLOcElNrJs\L HUGHT. MIN Ji- - H -NSFER STRAP II MAX ER ORPANEL it CHEAMM 1 SUr r f* fri PIER - ' SMEAR WALL HEIGHT cmn it j It HINT it \naERwAIL CONT II - U STUD TO EN STUD 11 It It It r 41 1 0 L14 MAX E II -,. II of It - II it I fl'•;• It FOR PANEI. ?1T1 II •i II II I I It lit OR TRANSFER it It - it aVER PANEL CONT STUD .' W LI w U U U II'- CONT STUD W/ TRANSFER EN ..0 "—PANEL EN SHEAR WALL WIH OPENING AND PIERS 2x ewApp, eQLID BUIrs ad u.N. . 'AW A. OR -J LTP4' OR 9.ThD ER SCRED. 2x TRJ% OR RAFTER PER MK '143' ANC. *,W o 8EAR WALL ffl..4N * Sd-ED.. *TUP WU.. PROVIDE 2x OLD. OWS TT * PARALLEL PW& NWM 48 CC. 'ZJ AI 'A35' * Hamaco. I' - -. EiL MEW HOW" aP fl1 4C DffiP, DOW IW HØLE Aø CUr AD SHOW 2PTh1. in I A\ L /aORM UGI.E PIA /dO MAX Mm NOTCH 18 NOIE&: L I1A)flhll 08'nl OF NaTal • EKW OF 2. PIAXPUI DT11 CF NaTal IN OPM L9Tl.i 3.. NaTQIP1G P1 PIIDDL.E 1/3 CF 5P4 NOT ALLOWED- GONG- CORNER RENF. JOIST OR SEAM Naarcw 73 - PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (858) 560-1713, FAX: (858) 560-0380 Mr. Dennis Hendrickson 2502 Lagolondrina Street San Diego, CA 92627 June 2, 2004 Work Order 400992 Attention: Mr. Dennis Hendrickson Subject: Geotechnical Update Letter and Foundation Recommendations, For Structure Addition at 2502 Lagolondrina Street, La Costa, In the City of Carlsbad, California Gentlemen: Presented herein are Pacific Soils Engineering, Inc.'s (PSE) foundation recommendations for the proposed addition at 2502 Lagolondrina Street, La Costa, in the city of Carlsbad, California. Prior to the foundation construction of proposed structure, PSE should review foundation plans for conformance to foundation recommendations presented, herein. 1.0 PROPOSED DEVELOPMENT AND EXISTING SITE CONDITIONS The subject lot was originally graded in the late 1970's to the early 1980's. A two-story, single-family residential structure, supported by a conventional slab-on-grade foundation with associated improvements is present on the lot. At this time, a two-story addition will be constructed on the northeast corner of the existing structure. The addition is to be supported by a conventional slab-on-grade foundation system. tl On May 20, 2004, PSE conducted a site visit and excavated two (2) hand auger holes to a depth of three (3) feet in the vicinity of the proposed addition to obtain soil samples and observe in-situ soil conditions. The approximate locations of these hand auger holes are depicted on Plate A. The existing site soils consisted of light brown sands and silty CORPORATE HEADQUARTERS LOS ANGELES COUNTY RIVERSIDE COUNTY SOUTH ORANGE COUNTY TEL: (714) 220-0770 TEL: (310) 3257272 or (323) 775-6771 TEL: 1909) 582-0170 TEL: 714) 7 122 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: JeoT Work Order 400992 Page 2 June 2, 2004 sands, in a moist, medium dense to dense state. PSE personnel obtained representative bulk samples of these soils for laboratory testing which included expansion testing, grain size analysis, and sulfate content. The results of those tests are summarized on Table 1.0. TABLE 1.0 SU\lsLR\ OF LABORATORY TESTS Location Ucplli (in.) "i Saud 11 Silt % Clay Expansion Index Expansion Potential Sulfate (% HA-1 15 ND* ND* ND* S Very Low ND* HA-2 18 61.7 23.3 15 24 Low 0.02 *ND - Not Determined 2.0 REMEDIAL GRADING RECOMMENDATIONS Prior to foundation construction, the upper eighteen (18) to twenty-four (24) inches of soils should be stripped of all landscape materials, irrigation pipe and other deleterious materials. This soil should be suitably moisture conditioned to, or slightly above opti- mum moisture, and compacted to a minimum of 90% of the laboratory maximum density (per ASTM D: 1557). The overexcavation and recompaction should extend a minimum of five (5) feet outside of the new foundation elements. 3.0 DESIGN RECOMMENDATIONS Based upon PSE's testing and observations, the fill materials observed on the subject lot consists of "very low" to "low" expansion potential. Accordingly, PSE recommends the use of a conventional slab-on-grade foundation system designed in accordance with the following recommendations. 1! PACIFIC SOILS ENGINEERING, INC. Work Order 400992 Page 3 June 2, 2004 3.1 Foundations Foundations for structures may be designed based on the following values: Allowable Bearing: 2000 lbs./sq.ft. Lateral Bearing: Sliding Coefficient: Settlement: 220 lbs./sq.ft. at a depth of 12 inches plus 125 lbs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs./sq.ft. 0.35 Total = 1 inch Differential = 1/2 inch in 20 feet. The above values may be increased as allowed by code to resist transient loading conditions, such as wind or seismic. 3.2 Conventional Foundation Systems 3.2.1 LOW EXPANSION POTENTIAL Footing Depth (Minimum): - Exterior One- & two-Story: 24 inches below lowest adjacent finished grade. Interior One- & two-Story: 18 inches below lowest adjacent finished grade. Footing Reinforcement (minimum): All continuous: four (4) No. 4 rebars; two (2) on top, two (2) on bottom, or two (2) No. 5 rebars; one (1) on top, one (1) on bottom. Slab Thickness (Minimum): Four (4) inches (actual). Slab Reinforcement (Minimum): Living Areas No. 3 rebar, eighteen (18) inches on center (both ways). PACIFIC SOILS ENGINEERING, INC. Work Order 400992 Page 4 June 2, 2004 Subgrade Moisture Minimum of 110 percent of optimum moisture to a depth of twelve (12) inches, immediately prior to placing concrete. Under-Slab Requirements A ten (I 0)-mil polyvinyl membrane (minimum) should be placed below slabs-on-grade within living areas. This membrane should be covered with a minimum of two (2) inches of clean sand and underlain with a minimum of two (2) inches of sand. Care should be taken during con- struction so that the 10-mi! polyvinyl membrane is not punctured or vio- lated. Further, it is recommended that the polyvinyl membrane be over- lapped or glued at the joints to further reduce the potential for vapor mi- gration. 3.3 Footing Embedment If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be embedded sufficiently to assure that the minimum footing embedment below swale bottom is maintained. Foot- ings adjacent to slopes should be embedded such that at least seven (7) feet are provided horizontally from the edge of footing to face of slope. 3.4 Drainage Roof, pad and slope drainage should be collected and directed way from the pro- posed structures to approved disposal areas. It is important that drainage be di- rected away from foundations. This is especially true in patio areas and greenbelt areas. The recommended drainage patterns should be established at the time of fine grading and maintained throughout the life of the structure. PACIFIC SOILS ENGINEERING, INC. Work Order 400992 Page 5 June 2, 2004 3.5 Sulfate Testing Specific chemical testing of onsite soils encountered during the grading of this project was conducted. Based upon these results and Table 19-A-4 of the 1997 Uniform Building Code, sulfate exposure of concrete in contact with onsite soils is considered to be "negligible". However, post-construction soil amendments or the importation of soils could introduce potentially detrimental sulfates into the near surface materials. It is recommended that sulfate resistant concrete, in ac- cordance with Table 19-A-4 of the 1997 UBC for a "moderate" sulfate exposure, should be utilized in all portions of the structures in contact with soil. If you have any questions, please contact the undersigned. Respectfully submitted, PACIFIC SOILS ENGINEERING, INC. Reviewed Iy: By iewed by: OF ES S A. h3T uJ No. 2314 - Exp. 6130107 Op G2314 itServices JOH(A' HANSON, CEG 990 Vic Prident Dist: (6) Addressee TCS/JAC/JAH:bm:400992, June 2, 2004 PACIFIC SOILS ENGINEERING, INC. "4 C'1 —0" HA-2 y/.PROPOSED 519 SF 'r 2'I •J fr) /1 HA-1 17 1V- c3 < LU I- \\ -, ""- -J Zç)0 \\ (IDe -CJ c) \\ C-)00 kn \\ (I).. \\ < o o O-) jX w w .g) w 2 a) C) CL M _j <I C14 FLOOR EXISTING I 346SF FIRST \ \X .L \ EXISTING 672SF GARAGE EXISTINI, \\ \ DRIVEWA' I lit- LA GOLONDRINA STREET/ 1' I - AUG-15-2005 NON 10:56 AN CITY OF CARSLBAD FAX NO. 760 602 8558 P. 02 City of Carlsbad _(sT,D-4 U13uildi nq D epart men tlU CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER Mfl1(MTION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit Residential Additions: Commercial/Industrial: City Certification of Applicant Information: HENDRICKSON ADDITION CB051263 -: 2502 LA GOLONDRINA ST 215-561-26-00 DENNIS HENDRICKSON - 1001 SF FAMILY & MASTER BEDROOM ADDITION RESIDENTIAL Number of New Dwelling Units Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area 1001 SF Square Feet Floor Area Date: CITY-OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (Byppt. Oza San Dieguilo Union iiigh School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner) certifies under penally of peijuiy that (1) the information provided ibove is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certilication of paym nt and pay the dditional fee it Owner requests an increase in the number of dwelling units or square footage after the b lina.per is i Jued or if the initial determination of units or square footage is found to be incorrect, and that (2) the 0 i the Bow /do eloper of the above described project(s), or that the person executing this declaration IS autriorlzel to Si n or half 0 1 a er. Signature: Date: /- O 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (780) 602-2700 vicd4/2O/OO Builclinn C'.nuIntRr. (7Ffl\ AQ'71O e%V ir AUG-15-2005 NON 10:56 AN CITY OF CARSLBAD FAX NO. 760 602 8558 P. 03 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE AYLEN REEMAN DEPUTY SUPERINTENDENT CARLSBJ'tD UNIFIED 5(fl0L DlSTRIT 6225 EL CAMINO REAL, CARLSBAD, CA 92009 PHONE NUMBER (00 RsvjQd 1/30/00 C8051263 2502 LA GOLONDRINA ST CBAD HENDRICKSON RES- 519SF FAM RM EXPANSION 482 SF MST BEDROOM EXPAN \ RESDNTL RAD \. Lot#: HENDRICKSON DENNIS L&LENORE rO C E&- L Ct)) 5TQ) / / - MR (MM / OTHER SEWER DISTR TO FROM APPUCANT- CORR (6 ( 4 j /o City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-19-2005 Plan Check Revision Permit No:PCR05225 Building Inspection Request Line (760) 602-2725 Job Address: 2502 LA GOLONDRINA ST CBAD Permit Type: PCR Status: ISSUED Parcel No: 2155612600 Lot #: 0 Applied: 12/01/2005 Valuation: $0.00 Construction Type: NEW Entered By: SB Reference #: Plan Approved: 12/19/2005 Issued: 12/19/2005 Project Title: HENDRICKSON RES DEFFERED TRUSS Inspect Area: Applicant: Owner: HENDRICKSON DENNIS&LENORE REVOCABLE TRUST 08-02- HENDRICKSON DENNIS&LENORE REVOCABLE TRUST 08-02- 2502 LA GOLONDRINA ST 2502 LA GOLONDRINA ST CARLSBAD CA 92009 CARLSBAD CA 92009 Plan Check Revision Fee $60.00 Additional Fees $0.00 Total Fees: $60.00 Total Payments To Date: $60.00 Balance Due: $0.00 FINAL APPROVAL Inspector: 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. FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO. COC CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. 1635 F4traday Ave., Carlsbad, CA 92008 Plan Ck. Deposit Validated :-" PROJECT INFORMATION — Z 45o2, L-' Go ôiaii, ¶ I Address (include Bldg/Suite #) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use - Proposed Use escri tuon of Work SQ. FT. #of Stories • # of Bedrooms # of Bathrooms L27&S C4Cc 4 L/ct(OuT (FO 12* 1 -O0iT1J'\ CONTACT PERSON (if different from applicant) Name Address City State/Zip Telephone # Fax # 3.PLICANT &Contractor AgentforConactor rEA9ent5Owner / Name Address City State/Zip Telephone cx% 4JPERTYON Uro,e01114q Name Address City State/Zip - Telephone # 5 CONTRACTOR COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Name Address City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # 6. WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: C3 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. C1 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) C] CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000). in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7 OWNER BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: o I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 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). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I )have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work )include name I address / phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated )include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NONRESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505. 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8 CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). 'LENDER'S NAME LENDER'S ADDRESS__________________________________________________________ 9. APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building Construction. I hereby authorize representatives of the Cit' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is require for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit i e y build 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 ot o menc witAiA 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is co d f r a ri d of 1 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance Oar Ii u: C Associates 1711 Lobelia Ct. Carlsbad CA Tel 760.213.0961 Fax 760.476.1854 dantec2cSbcglobaI.net December 16, 2005 City of Carlsbad Building Department Attention: Brian Zuppiger Re: Hendrickson' Residence Addition Dear Mr. Zuppiger, I reviewed the roof layout and engineering of the roof trusses by Madera Components of California, Inc. dated Nov. 22, 2005 for Mr. Hendrickson's Residence addition. I approve the design as it relates to the approved drawings. Sincerely, Tecla Levy, PE DanTec Associates DEC 1.52005 EsGil Corporation In Partnership with Government for(Building Safety DATE: Ap 820O5 /3/ç JURISDICTION: Carlsbad PLAN CHECK NO.: 051263 P CA05dLa,94-SET:I PROJECT ADDRESS: 2502 La Golondrina Street PROJECT NAME: Hendrickson Residence Addition! Remodel 1 APPLICANT D PLAN REVIEWER 1 FILE LII The plans transmitted herewith have been corrected w h e r e n e c e s s a r y a n d s u b s t a n t i a l l y c o m p l y with the jurisdiction's building codes. The plans transmitted herewith will substantially com p l y w i t h t h e j u r i s d i c t i o n ' s b u i l d i n g c o d e s when minor deficiencies identified below are resolve d a n d c h e c k e d b y b u i l d i n g d e p a r t m e n t s t a f f . The plans transmitted herewith have significant defic i e n c i e s i d e n t i f i e d o n t h e e n c l o s e d c h e c k l i s t and should be corrected and resubmitted for a comple t e r e c h e c k . The check list transmitted herewith is for your inform a t i o n . T h e p l a n s a r e b e i n g h e l d a t E s g i l Corporation until corrected plans are submitted for r e c h e c k . The applicant's copy of the check list is enclosed for t h e j u r i s d i c t i o n t o f o r w a r d t o t h e a p p l i c a n t contact person. The applicant's copy of the check list has been sent t o : I Esgil Corporation staff did not advise the applicant that the plan check has been com p l e t e d . Esgil Corporation staff did advise the applicant that th e p l a n c h e c k h a s b e e n c o m p l e t e d . Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person I REMARKS: OK to issue with the structural consu%I ant submitting a letter of review for the truss package. Revision consists of truss package. Q&,. By: Bryan Zuppiger Enclosures: Original approved plans. Esgil Corporation F-1 GA F] MB EEJ [1 PC O4U7J5 trnsmt!.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576 P1 101EN, L L±± MADERA COMPONENTS OF CALIFORNIA, INC. 6323 W. VAN BUREN STREET PHOENIX, ARIZONA 85043 AZ (623) 245-1001 FAX (623) 936-6392 LAYOUTS & ENGINEERING THESE DRAWINGS FROM TO ROOF TRUSSES TOOl T002G FLOOR TRUSSES - - JACK TRUSSES - - WERE REVIEWED BY THE ENGINEER AND CONTRACTOR ON ALL DATA, INCLUDING DIMENSIONS AND LOADS. YOUR SIGNATURE CONSTITUTES ACCEPTANCE AND YOUR APPROVAL TO COMMENCE FABRICATION. (NAME) (POSITION) (DATE) CUSTOMER: Dennis Hendirickson JOB NAME: Addition Roof Trusses JOB SITE: La Costa, CA JOB NUMBER: 05-268 DATE: November 22, 2005 WET SEALS — ô14 C3o 5tZ3 I'i L NO.00499119 EXI 9-O-O4 Op c9- DETAIL FOR COMMON AND END JACKS STDJACKOO 1 MAX LOADING(psf) SPACING 2-0-0 BRACING I TCLL TCDL 16.0 14.0 Plates Increase Lumber Increase 1.25 1.25 TOP CHORD Sheathed. I BCLL 0.0 Rep Stress Incr YES BOT CHORD. Rigid ceiling directly aPPliedj BCDL 10.0 - Code i UBC/ANSL95 I MINIMUM LUMBER SIZE AND GRADE 4 TOP CHORD 2X4SPF,DF.LNo.2 LENGTH OF EXTENSION SOT CHORD 2X4SPF,DF-LNo.2. AS DESIGN REQ'D 20-0' MAX SPLICE PLATES SHALL BE -2-0-0 8-0-0 3X6 ON TOP CHORD. NOTE: TOP CHORD PITCH: 4/128/12 BOTTOM CHORD PITCH: 0/124/12 SPACING= 241T O.C. ALL NAILS TO BE COMMON WIRE NAILS. DO NOT SPLIT LUMBER. SUPPORT AND CONNECTION (BY OTHERS) OR 2-1 Sd TOE NAILS @ 4'-0" O.C. ALONG THE EXTENSION CONN. W/3 16d TOE NAILS OF TOP CHORD. 1 - 3x4 = CONN. W/2 1 Od TOE NAILS 8-0-0 6-0-0 8-0-0 XT b 4-0-0 2-0-0 :: b 200 1 / CONN. W/3 16d TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0' 3x4= OR A BEARING BLOCK. 2-0-0 8-0-0 CONN.d TOE NAILS 'I - (j4 NAIL$. c. LiNa-ill mAr E A . itQT1-E_-, _i_I.1 QF-f- 'zt4 Hc.2 M,A'(. LDPIVtSr FS i6. (LL)S I4 (oIL) C LL), 7 (tL) 0L d' MA c) —. 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I md fl fl•CA— V Cepiright (C) 191 DCnI Ii Cn1t014. C— .en 1.. .e..a.et en be.o nenpen.n ,nm. .çpen. nI lb. .neen4 Z.cçn d I. em .o,n I.. en.. 4 it... inset 1 ftwi.een p.n1b .jee.I.b. . fl..l.4-n 4 in.nl te.cbq I Ice ,inl.em.fl, a . .. se..ce.. po,nen i.m. r. cHMllbfl uo.(jEjj — 7-. ncejn .. I .pcel.n1 •• .e4 p.rp.iy b.e.41. po.4d.dI1 .4tho.n.efind,..rg, ..%iim.it l.e..$ Ic. In .....4 .y c..h.11 .lenl .lh.m rkta uit..e by lb. Ooen,k..n sos. LWWUI1 I AN i: t1tMU MLL l'tJ I L.j&JI' I Nib UWkVVINW :10Th 56C E /J&,,J6cf2I/J6 rog M FfEe, JAtJ AVOrPU~$ PEI6N5, LAIER,1 5T/)I3iL.lT'f or TO gi FROV11960 13y fRo1EcT f)E51/iR TOP CHORD BRACING PER ENGINEERING SPECIFICATIONS. SHAPED BLCK COMMON TRUSSES CROSS BLO SECTION c-C RIDGE r SHAPED BLOCK I HIP RAFTERS CROSS I BLOCK J) 'ON 1AY 072001 TOP CHORD JACK EXTENSIONS LLF El PLAN VIEW 1--c ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET 0 COMMON TRUSS. TOP CHORD JACK EXTENSION A Uv . ........... 'Y 7-- ELNMDU JACK SETBACK COMMON 1TRUSSES HIP TRUSSES SECTION B-B f. WD-2359 CALIFORNIA HIP FRAMING DETAIL ou TekbidLkI.s,Inc. 6-20-91 fEv. 7//o/92. PLAN VIEW r fl HIP 12- - SECTION A-i-1) Ack & tts - fNPICA1E urp'Er LOADINqpsf) TCLL 33.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 STANDARD GABLE END DETAIL FILENAME: STDGABBOXC *9 -BRACING -. . _.. - 3/20/00 PRIES COM. V2 4x4- 2X4 NO.2 OR BTR. DF-L 1X4 OR 2X3 (TYP) OflP I flhINL - 1 1/2" (BY OTHERS) 31/2 24"MAX II I/Il 24"O.C. NOTCH AT 24" O.C. (MIN.] TOP CHORD NOTCH DETAIL 3x5 = 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END7 'fl / WALL IGID CEILING MATERIAL LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UPTO7'-O" 2 - 16d 71-0.11 -81-6" 3 - 16d OVER 81-6" 4 - 16d ONT VERTICAL STUD TYPICAL 2x4 I -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS F>_;_~X SPACED AT 8" O.C. 'P CHORD 2 X 4 DFL/SPF/HF - No.2 ...'T CHORD 2 X 4 DFLJSP F/HF - No.2 OTHERS 2 X 4 DFL/SPF/HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH 2-LATERAL BRACES, WITH L- BRACE 12 INCH O.C. 4-10-0 9-8-0 14-6-0 7-3-0 16 INCH O.C. 4-2-0 8-4-1) .12-6-0 24 INCH O.C. 3-5-0 A-i n-n . 10-3-0 NOTES VERT, STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. C, HEIGHT 25 FT CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR A R C H I T E C T . FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORAR Y A N D P E R M A N E N T BRACING OF ROOF SYSTEM. DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8 - 6 . TOP CHORD NOTCHING NOTES THE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" D.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH IOD NAILS SPACED AT 6" O . C . I F S T U D S ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 JUN Z22UU FILENAME: STDGABBOXC STANDARD GABLE END DETAIL PAGE 2OF2 3/20/00 4- lOd NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 10d I 2X4 BLOCK SIMPSON A34 OR EQUIVALENT :" SHALL E PROVIDED AT EACH END OF LEDGER BRAE EXCEPT FOR BRACE EXTENDED \2X4 SLD OR BTR SPACED:5O"O.C. BACK INTO THE CHORDS & CONNECTED TO CHOS W/4- 1 O NAILS. - MAX. NGTH = 7'-0" GABLE END STANDARD TRUSSES SPACED @ 24" O.C. NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1 O NAILS @ 6 O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- lOd NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 1 O TOE NAILS 4)THE lOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lOd BOX NAILS (0.131" DIA. X3.0" LGT) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: MAXIMUM HEIGHT OF TRUSS = 8-6" MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7-0' THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4-0" O.C. MAX. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. ON JUN 222uüt ioNIMv3a sit-li. NO1Qj1 11V OV}J :jNV1HpdtNt id! P. 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LI - °U-.-1 09 @ 6" 7.&. ¶TP. 2. 4 1 k' ('26' HA.) ': '2-4" 0.0. ¶tl'. 2X3, 2X4, OR 1X4 GRADED ER LATERAL BRACE PER TR\"-~~ USS 3N WITH 2-I01) PER WEB (rYP). E MAY BE ATTACHED TO EITHER ,OW FACE OF WEB. (SEE NOTE BELOW)* R1-LH1 -rO..1J1-2 AT AC' H9 OP RA& AHV AT 20'—O" LHT.'/ALt'. Li l4oiv. ALT• LAT AL (L RERAC oT,1(LAC.AT Y2.. 0L AT. PoW U'F, (Y O.'. rTr. 2.A: ktTfl ¼(L. @ 6" Aor HUr ts,,E b c/ 4- LNctH 1' MTAIL t TO 1J2 A' AN ALT. POR 0H &OHT1HLJ00b LAT-AL JA ALT0 LATALI 2TA 1 L. ke RPP. TO 4'-U 'UHHAP.i POP. P. QHHHt2A1t0Ht' OP ¶H TF-LTh' F LAT [Ht;TUT E: TMiFJT VA( rn' t? ?11' 1t 4T m ApH .oi. L-IrAL lk&IHc. V17EL - c7T- NITEtITh rALPY M/I fl. (ZI' Oi' 2K4 A6 4A4f fr[1R, COMPRESSION WEB BRACING RECOMMENDATIONS MAXIMUM WEB COMPRESSION FORCE (LBS.) TRUSS SPACING BRACING MATERIAL 2411 0. C. £.8" 0. C. 72m o. c. %w D.C. 1 x 4 IND. 45 syp 3,000 N/A N/A N/A .1 X 4 #2 SRB (OF, HF. or SPF) 2 X 2 1/3, STD, COWST, OR better 11,600 11,400 N/A N/A (SYP, OF, HF, or SPF) 2 X 4 #3, STD, CONST, or better 12,000 12,000 11,600 8,900 (SYP, OF, HF, or SPF) 2 X 6 #3, or better 18,000 18,000 18,000 14,000 CSYP, OF, HF, or. SPF) At 201-0" max. intervals bracing is required to transfer the cumulative lateral brace force into the roof and/or ceiling diaphragm (to be designed by qualified b u i l d i n g d e s i g n e r ) . These calculations based on lateral brace carrying 2% of the web force. Connect Lateral brace to each truss with two 16d ccmon wire nails. (Three 16d nails for 2 x 6 Lateral braces.) Lateral brace should be continuous and should overlap at least o n e t r u s s s p a c e f o r c o n t i n u i t y . For additional guidance regarding design and installation of bracing, consult DSB-89 Temporary Bracing of Metal Plate Corrected Wood Trusses and HIB-91 Handling Installing and bracing for recommendations from Truss Plate Institute. Lateral Brace L&I Nails See Note 3)' JAN 17 2^690 oESS!o4 Cz 1Job STDPANEL Truss .ITrUSS SP-3 ]STANDARD Type SHEAR PANEL 350# PLFII Qty Ply I SCI 27947 ioo lnirctric nr ti If it 24 07:16:56 2001 Paae 1 M.JNI t.AJIVlr../J'I "IN I ., U, ,r.", VERTICAL WEB BRACING NOT REQUIRED IF ATTACHED TO ADJACENT TRUSS (BY OTHERS) TRUSS HEIGHT 1'-O" TO 7-0 WEB BRACING NOT REQUIRED IF TRUSS PANEL IS FULLY SHEATHED.(BY OTHERS) 4 3 CONNECTION TO WALL BY OTHERS. 1-107 3ti I Plate onsets (AY): LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (l c) 1/defi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) n/a - n/a M20 197/190 TCDL 14.0 Lumber Increase 1.25 BC 0.01 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress lncr NO WB 0.56 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ANS195 (Matrix) 1st LC LL Mm l/defl = 240 Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 SPF\DF-L No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF\DF-L No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 SPF\DF-L No.2 WEBS I Row at midpt 14.2-3,1-3 THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER OF SHEAR FORCE) SHALL BE REVIEWED AND APPROVED BY A QUALIFIED REACTIONS (lb/size) 4=63/1-10-7,3=63/1-10-7 ENGINEER OR ARCHITECT. Max Horz4276(load case 5), 3=-276(boad case 5) Max Uplift4-2326(load case 5), 3-2326(load case 6) Max Grav4=2370(Ioad case 6), 32370(Ioad case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-47,1-2=0, 2-3=-47 BOT CHORD 3-4=0 WEBS 1-3=0 NOTES This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Provide adequate drainage to prevent water ponding. All plates are M20 plates unless otherwise indicated. Gable requires continuous bottom chord bearing. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2326 lb uplift at joint 4 and 2326 lb uplift at joint 3. This truss has been designed with ANSI/TPI 1-1995 criteria. Load case(s) 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. JUL 2 ' 2001 LOAD CASE(S) Standard Except: 5) User defined: Lumber I!yrease=1.33, Plate lncrease=1 .33 Uniform Loads (plf),.— Vert: 1-2=-28.0 ontlhab"A pgef2design paranleters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTeic connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. lv Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB- ' Bracing Specification, and HtB-91 Handling Installation and Bracing Recommendation available from Truss 'flstltute, 583 O'Onotrlo Drive, Madison, WI 53719 MiTek Industries, Inc. [Job 1 russ . Truss Type Qty PlY . R174295 STDPANEL SP-3 FLAT I I In ITF110 liii 9 fl717- 7fl01 PflA7 M/ LJrS.P% L,IvIr,dJ'dI' u , LOAD CASE(S) 6) User defined: Lumber lncrease1.33, Plate lncrease1.33 Uniform Loads (pif) Vert: 1-2=28.0 Drag: 3-4=350.0,1-2=-350.0 IC JUL 2 42001 A WARNING - Vt'uif), design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE LJSL Design valid for use Only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector, SM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - - - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB- - - - 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 Milek Industries, Inc. yj; I ill: .IXJ• CHI ('11 ILK 1N1)U1E5SPC NO. 264 P1 t,uo .iiy my STANDARD ],H) IPRAFTERPTAIL IOFTRUSS z i DE?AlL (optional) - 4201 SRI sJul 62001 Muck l,,stj-ies Ir. Wed Feb 2711:11:41 2002 Page 1 VAR 1I12 (8 SETB.ACI() - EXTENSION 3' MAX 193 PLP LOADING DIAGRAM jffJj 2.83— PLATE SIZE 3 xw= . 3x4 4 SUPPORT AT 4 oo MAX. 2 3x4 3x4 LENGTH OF PLATE ,W (MIN. 4") 11-3-12 14-3-12 - 18-3-12 3.0.0 LOADING (psI) SPACING -- 2.0.0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 M1120 220/195 TCDL 14.0 LimbrInroaa 1.1 CLL 0.0 Rep SIrosaIrr NO BCDL 10.0 Code UBC97/ANSI95 Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1 350F 1.35 TOP CHORD Sheathad, 601 0140W RIgid ceiling direcy appIie. AUG 23 2017 ONO WARN1NG Verify design parameter: and RD NOTES ON THIS AND REVERSE SIDE BEFORE US Design valid for uno orly with MITDII conneoloha. ThIs doln Is based only upon pammmor. shown and IS for as individual 10 be'inooaliod sad loaded Vertically. Applisablihy of design parsmeec and proper Incorporation of - COlflpOnQnl I; responsibility at bulldtnp do;Ignor - riot IruBo designer. armeng shown Is for taFeral Support of Indivisual * lvfl_ vb nrehbero only.. Additional tsmorary braulrrg 10 Insure oteblllry during esnotrunlian Is The responolblilly 01 Ii's oreolor, o 0 '.. lIlnaI permanent brsola of trIo overall alrueture is tho respanolblllry of the buildtn daalgnar. For general guidonno CAU D9Srdfl5 fabrication, quality control, storage, aelivery. ereudort, and bracing, soneull QST.00 0uolIty Standard, 059. 80 a ring SpeeIfIeltn, and 1419.91 Henoilng Installation and DrocIng Roeomvnenfatlian available troraTauso 191 plat. bi1t%te, 503 D'Onofrlo Driva, MgdIan, WI 53719 MiTek Industries, Inc. Re: 268-si 00 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Madera-Phoenix,Az. Pages or sheets covered by this seal: R19121126 thru R19121 129 My license renewal date for the state of California is June 30, 2007. Anderson, Bob November 21,2005 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply 00 R1912112 268-81 TOOl DUAL PITCH 9 Job Reference (optional) MAUbBA UM'UNtrN I S, -'HObNIX, ARIZONA 55043 6.100 s Sep 172004 MiTek Industries, Inc. Fri Nov 18 14:27:21 2005 Page 1 7-5-8 13-8-12 20-0-0 26-3-4 28-3-4 7-5-8 6-3-4 6-3-4 6-3-4 2-0-0 4x6 Scale = 1:55.2 5.00 [ I CS 12 11 10 9 4x5= 3x4 II 3x8 = 3x4 = 3x4 7-5-8 10-0-10 8-9-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TOLL 16.0 Plates Increase 1.25 TO 0.87 Vert(LL) -0.19 9-11 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 9-11 >703 180 BCLL 0.0 Rep Stress lncr YES WB 0.45 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 110 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 H or SPF Stud/Std G WEBS I Row at midpt 4-11,2-12 REACTIONS (lb/size) 12=1047/0-3-8,7=1167/0-3-8 Max Horz12=96(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/9, 2-3-838/0, 3-4-829/0, 451667/0, 5-6=-1741/0, 6-7-200210, 780/40, 2-12-986/0 BOT CHORD 11-12=0/102,10-11=0/1232,9-10=0/1232,7-9=0/1762 WEBS 3-11 =0/310, 411=718/0, 4-90/623, 6-9=-323/24, 2-11=0/808 NOTES Unbalanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ocESS T Ci71BO z EXP. O&3vO? J November 21,2005 WARNING - Verify design pommeters end READ NODES ON THIS AND INCWDED MITER REFERENCE PAGE MU-7473 BEFORE us I 7777 Greenback Lane Design valid for use only with Muck connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I Suite 109 I Citrus Heights, CA, 95610 i r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. I Mffokl Job Truss Truss Type Qty Ply 00 R19121127 268-SI TOOIG DUAL PITCH 1 1 Job Reference (optional) MADERA COMPONENTS, PHOENIX, ARIZONA 85043 6.100 S Sep 172004 MiTek Industries, Inc. Fri Nov 18 14:27:22 2005 Page 1 7-5-8 13-8-12 20-0-0 26-3-4 28-3-4 7-5-8 6-3-4 6-3-4 6-3-4 2-0-0 4x6 = Scale = 1:55.2 5.00 THERS. 12 11 10 9 45= 3x4 I 3x8 = 3x4 = 3x4 = 7-5-8 10-0-10 8-9-1 Plate Offsets (X,Y): F7:0-0-2,0-0-141 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.19 9-11 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 9-11 >703 180 BCLL 0.0 Rep Stress lncr YES WB 0.45 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF or SPF Stud/Std G WEBS I Row at midpt 4-11,2-12 OTHERS 2X4KF Utility G REACTIONS (lb/Size) 12=1047/0-3-8,7=1167/0-3-8 Max Horz12=-96(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20/9, 2-3=-838/0, 3-4-829/0, 4-5-1667/0, 5-6=-1741/0, 672002/0, 7-8=0/40, 2-12-986/0 BOT CHORD 11-12=0/102,10-11=0/1232,9-10=0/1232,7-9=0/1762 WEBS 3-11=0/310, 4-11=-718/0, 4-9=0/623, 6-9=-323/24, 2-11=0/808 NOTES Unbalanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 m from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard November 21,2005 I Suite 109 Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for on individual building component. i citrus Heights, CA, 95610 WARNING - verify dosigrr pammeters and R&4D NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7511.7473 BEFORE USE. I 7777 Greenback Lane Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 0 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component M ITek. Safety Information available from Truss Plate Institute, 583 DOnofrio Drive. Madison, WI 53719. I Job Truss Truss Type Qty Ply 00 R1912112 268-6-1 T002 DUAL PITCH 4 1 Job Reference (optional) MAOERA COMPONENTS, PHOENIX, ARIZONA 85043 6.100 s Sep 172004 MiTek Industries, Inc. Fri Nov 18 14:27:23 2005 Page 1 -2-0-0 14-1-7 20-5-13 26-10-4 28-10-4 2-0-0 7-9-0 6-4-7 6-4-7 6-4-7 2-0-0 4x6 Scale = 1:57.4 5.00 12 11 10 9 4x6= 3x4 II 3x8 = 3x4 = 3x4 = 7-9-0 17.3-10 I 26-10-4 7-9-0 9-6-10 9-6-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (be) I/deft Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.17 7-9 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.38 7-9 >830 180 BCLL 0.0 Rep Stress I ncr YES WB 0.46 Horz(TL) 0.05 7 nla il/a BCDL 10.0 Code UBC97/AN5195 (Matrix) Weight: 115 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-00c purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4HFor SPF Stud/Std G WEBS 1 Row at midpt 4-11,2-12 REACTIONS (lb/size) 12=1195/0-3-8,7=1195/0-3-8 Max Horz1275(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20/51, 2-3=-890/0, 3-4-871/0, 4-5-1664/0, 5-6 -1741/0, 6-7=-2050/0, 7-80/40, 2-12=-1125/0 BOT CHORD 11-12=0/91,10-11=0/1286,9-10=0/1286,7-9=0/1808 WEBS 3-11=0/336, 4-11-740/0, 4-9=0/595, 69=353/19, 2-11=0/838 NOTES Unbalanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/AN5195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard November 21,2005 I Suite 109 Design valid for use only with M'Tek connectors. This design is based only upon parameters shown, and h for an individual building component. i Citrus Heights, CA, 95610 WARNIWG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M77 7473 BEFORE USE. I 7777 Greenback Lane Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPf 1 Quality Criteria, DSB-89 and BCSI1 Building Component I M iTek,* Safely Information available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 00 R19121129 268-31 T002G DUAL PITCH 1 1 Job Reference (optional) MADERA COMPONENTS, PHOENIX, ARIZONA 85043 6.100 s Sep 172004 MiTek Industries, Inc. Fri Nov 18 14:27:24 2005 Page 1 -2-0-0 7-9-0 14-1-7 20-5-13 26-10-4 28-10-4 2-0-0 7-9-0 6-4-7 6-4-7 6-4-7 2-0-0 06 = Scale = 1:57.4 5.00 [' 12 11 10 9 4x6= 3x4 II 3x8 = 3x4 = 3x4 = 7-9-0 17-3-10 I 26-10-i 7-9-0 9-6-10 9-6-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.17 7-9 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.38 7-9 >830 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 208 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 HF or SPF Stud/Std G OTHERS 2X4HF Utility G BRACING TOP CHORD Sheathed or 3-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11,2-12 REACTIONS (lb/size) 12=1195/0-3-8,7=1195/0-3-8 Max Horz12=75(Ioad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3-890/0, 3-4=-871/0,4-5=-1664/0, 5-6-1741/0, 6-7=-2050/0,7-8=0/40, 2-12-1125/0 DOT CHORD 11-12=0/91, 10-11=0/1286, 9-10=0/1286, 7-9=0/1808 WEBS 311=0/336, 4-11-740/0, 4-90/595, 69=353/19, 2-11=0/838 NOTES Unbalanced roof live loads have been considered for this design. This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSl95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Milek Standard Gable End Detail" Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard iC17180 zI *\ IEXP. CI\rt - CAI- November 21,2005 I I Suite 109 Design valid for use only with MJTek connectors. This design is based only upon parameters shown, and is for an individual building component. 0 WARNING- Verify design pa.-amoter and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MII-7473 BEFORE rere 7777 Greenback Lane I Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI1TPI1 Quality Criteria, DSB-89 and BCSt1 Building Component I II 110k," Safety Information available from Truss Plate Institute, 583 DOrrofno Drive, Madison, WI 53719. 3 BOTTOM CHORDS 8 7 6 5 MiTek Engineering Reference Sheet: MII.7473 Symbols PLATE LOCATION AND ORIENTATION - _'1 34' Center plate on joint unless x, y offsets are indicated. < Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. U , 1 ii '16 *For 4 x 2 orientation, locate plates 0-1/1 ' from outside edge of truss. - *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4 X The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING s4'1 Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSl/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI I. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. a Cut members to bear tightly against each other. Place plates on each face of truss at each o joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPl1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Top chords must be sheathed or purlins provided at spacing shown on design. Bottom chords require lateral bracing at loft, spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of a professional engineer. Install and load vertically unless indicated otherwise. @2004 MiTek® Numbering System 6-4-8 dimensions shown in ft-in-sixteenths JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICB0 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A a